Maywood Municipal Code Ch. 14 Earthquake Hazard Reduction in Existing Buildings

The provisions of this chapter shall apply to all buildings constructed or under construction prior to January 1, 1934, or for which a building permit was issued prior to January 1, 1934, which, on November 29, 1984, have unreinforced masonry bearing walls as defined in Section 8-14.02 of this chapter.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by Ord. 98-451, eff. March 12, 1998)

For the purposes of this chapter. the applicable definitions set forth in Sections 1602 and 1627 of the Uniform Building Code. 1997 Edition, and the following definitions shall apply:

(a) "Essential building" shall mean any building housing a hospital or other medical facility having surgery or emergency treatment areas; fire or police station; or municipal government disaster operations and communication center.

(b) "High risk building" shall mean any building, not classified an essential building, having an occupant load as determined by Section 1002 of the Uniform Building Code, 1997 Edition, of fifty (50) occupants or more.

EXCEPTION: A high risk building shall not include the following:

1. Any building having exterior walls braced with masonry crosswalls or wood frame crosswalls spaced less than forty (40′) feet apart in each story. Crosswalls shall be full story height with a minimum length one and one-half (1 ½) times the story height; or

2. Any building used for its intended purpose, as determined by the Building Department, for less than twenty (20) hours per week.

(c) "Historical building" shall mean any building designated as a historical building by an appropriate Federal, State, or City jurisdiction.

(d) "Low risk building" shall mean any building, not classified as an essential building, having an occupant load as determined by Section 1002 of the Uniform Building Code, 1997 Edition, of less than ten (10) occupants.

(e) "Medium risk building" shall mean any building, not classified as a high risk building or an essential building, having an occupant load as determined by Section 1002 of the Uniform Building Code, 1997 Edition, of ten (10) occupants or more, but less than fifty (50).

(f) "Unreinforced masonry bearing wall" shall mean a masonry wall having all of the following characteristics:

(1) Provides the vertical support for a floor or roof;

(2) The total superimposed load is over 100 pounds per linear foot; and

(3) The area of reinforcing steel is less than fifty (50%) percent of that required by subsection 2107.2.17 of Section 2107.2 of the Uniform Building Code, 1997 Edition.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by § 8, Ord. 96-424, eff. March 14, 1996, and Ord. 98-451, eff. March 12, 1998)

The rating classifications as exhibited in Table No. 14-A of Section 8-14.09 of this chapter are hereby established, and each building within the scope of this chapter shall be placed in one such rating classification by the Building Department. The total occupant load of the entire building as determined by Section 1002 of the Uniform Building Code, 1997 Edition, shall be used to determine the rating classification.

EXCEPTION: For the purposes of this chapter, portions of buildings constructed to act independently when resisting seismic forces may be placed in separate rating classifications.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by § 8, Ord. 96-424, eff. March 14, 1996, and Ord. 98-451, eff. March 12, 1998)

The owner of each building within the scope of this chapter shall cause a structural analysis to be made of the building by a licensed civil or structural engineer or architect licensed by the State, and, if the building does not meet the minimum earthquake standards specified in this chapter, the owner shall cause the building to be structurally altered to conform to such standards or cause the building to be demolished.

The owner of a building within the scope of this chapter shall comply with the requirements set forth in this section by submitting to the Building Department for review within the stated time limits:

(a) Within sixty (60) days after the service of an order, a structural analysis. Such analysis, which shall be subject to approval by the Building Department, shall demonstrate that the building meets the minimum requirements of this Chapter; or

(b) Within sixty (60) days after the service of an order, the structural analysis and plans for the proposed structural alterations of the building necessary to comply with the minimum requirements of this chapter; or

(c) Within forty-five (45) days after the service of an order, plans for the installation of wall anchors in accordance with the requirements specified in subsection (c) of Section 8-14.07 of this chapter; or

(d) Within sixty (60) days after the service of an order, plans for the demolition of the building.

After plans are submitted and approved by the Building Department, the owner shall obtain a building permit and commence and complete the required construction or demolition within the time limits set forth in Table No. 14-B of Section 8-14.09 of this chapter. Such time limits shall begin to run from the date the order is served in accordance with subsections (a) and (b) of Section 8-14.05 of this chapter.

Owners electing to comply with subsection (c) of this section shall also be required to comply with subsection (b) or (d) of this section; provided, however, the sixty (60) day period provided for in said subsections (b) and (d) and the time limits for obtaining a building permit, commencing construction, and completing construction for complete structural alterations or building demolition set forth in said Table No. 14-B shall be extended in accordance with Table No. 14-C of Section 8-14.09 of this chapter. Each such extended time limit, except the time limit for commencing construction, shall begin to run from the date the order is served in accordance with subsection (b) of Section 8-14.05 of this chapter. The time limit for commencing construction shall commence to run from the date the building permit is issued.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by Ord. 98-451, eff. March 12, 1998)

(a) Service of orders. The Building Department shall issue an order, as provided in subsection (b) of this section, to the owner of each building within the scope of this chapter in accordance with the minimum time periods for the service of such orders set forth in Table No. 14-C of Section 8-14.09 of this chapter. The minimum time period for the service of such orders shall be measured from November 29, 1984. The Building Department, upon the receipt of a written request from the owner, shall order a building to comply with this section prior to the normal service date for such building set forth in this section.

(b) Contents of orders. The order shall be in writing and shall be served either personally or by certified or registered mail upon the owner, as shown on the last equalized assessment roll, and upon the person, if any, in apparent charge or control of the building. The order shall specify that the building has been determined by the Building Department to be within the scope of this chapter and, therefore, is required to meet the minimum seismic standards of this chapter. The order shall specify the rating classification of the building and shall be accompanied by a copy of Section 8-14.04 of this chapter which sets forth the owner's alternatives and time limits for compliance.

(c) Appeals from orders. The owner or person in charge or control of the building may appeal the initial determination of the Building Department that the building is within the scope of this chapter to the Earthquake Safety Board of Appeals. Such appeal shall be filed with said Board within sixty (60) days after the service date of the order described in subsection (b) of this section. Any such appeal shall be decided by said Board no later than sixty (60) days after the date the appeal is filed. Such appeal shall be made in writing, and the grounds thereof shall be stated clearly and concisely. Each appeal shall be accompanied by a deposit of One Thousand and no/100ths ($1,000.00) Dollars which shall be applied toward the City's actual costs of processing the appeal.

(d) Recordation. At the time the Building Department serves such order, the Director of Building and Planning shall file with the office of the County Recorder a certificate stating that the subject building is within the scope of Chapter 14 of Title 8, Earthquake Hazard Reduction in Existing Buildings, of the Maywood Municipal Code. The certificate shall also state that the owner thereof has been ordered to structurally analyze the building and to structurally alter or demolish it where compliance with said Chapter 14 is not exhibited.

If the building is either demolished, found not to be within the scope of this chapter, or is structurally capable of resisting the minimum seismic forces required by this chapter as a result of structural alterations or an analysis, the Director of Building and Planning shall file with the office of the County Recorder a certificate terminating the status of the subject building as being classified within the scope of Chapter 14 of Title 8, Earthquake Hazard Reduction in Existing Buildings, of the Maywood Municipal Code.

(e) Unoccupied buildings. Notwithstanding anything else contained in this chapter or this Code, no building, or room therein, which was constructed or under construction prior to January 1, 1934, or for which a building permit was issued prior to January 1, 1934, which, on June 9, 1988, has unreinforced masonry bearing walls and which, on May 10, 1988, or subsequently, lacks a current certificate of occupancy or is not legally occupied for its intended purpose, shall be issued such certificate or occupied unless and until all deadlines for the performance of earthquake reinforcement, as contained in any previously issued Earthquake Hazard Reduction Order, have been complied with. Failure to timely meet a deadline contained in such notice shall be cured by the timely completion of a subsequently scheduled stage.

(f) Enforcement. If the owner or other person in charge or control of the subject building fails to comply with any order issued by the Building Department pursuant to this chapter within any of the time limits set forth in Section 8-14 04 of this chapter, the Director of Building and Planning shall order that the entire building be vacated and that the building remain vacant until such order has been complied with. If compliance with such order has not been accomplished within ninety (90) days after the date the building has been ordered vacated, or such additional time as may have been granted by the Earthquake Safety Board of Appeals, the Director of Building and Planning may order its demolition in accordance with the provisions of Chapter 4 of the Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition, or other applicable law.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by Urgency Ord. 84-271, eff. October 30, 1984, Urgency Ord. 88-333, eff. February 23, 1988, Ord. 88-334, eff. May 12, 1988, Ord. 88-335, eff. June 9, 1988, § 8, Ord. 96-424, eff. March 14, 1996, and Ord. 98-451, eff. March 12, 1998)

(a) General. The standards and procedures established by this chapter shall apply in all respects to an historical building, except that, as a means to preserve original architectural elements and facilitate restoration, an historical building, in addition, may comply with the special provisions set forth in this section.

(b) Unburned clay masonry or adobe. Existing or re-erected walls of adobe construction shall conform to the following:

(1) Unreinforced adobe masonry walls shall not exceed a height or length to thickness ratio of five (5) for exterior bearing walls and shall be provided with a reinforced bond beam at the top interconnecting all walls. The minimum beam depth shall be six (6″) inches and a minimum width of eight (8″) inches less than the wall width. The minimum wall thickness shall be eighteen (18″) inches for exterior bearing walls and ten (10″) inches for adobe partitions. No adobe structure shall exceed one story in height, unless the historic evidence indicates a two-story height. In such cases the height to thickness ratio shall be as set forth in this subsection for the first floor, based on the total two-story height, and the second floor wall thickness shall not exceed the ratio five (5) by more than twenty (20%) percent. Bond beams shall be provided at the roof and second floor levels.

(2) Foundation footings shall be reinforced concrete under newly reconstructed walls and shall be fifty (50%) percent wider than the wall above, soil conditions permitting, except that the foundation wall may be four (4″) inches less in width than the wall above if a rock, burned brick, or stabilized adobe facing is necessary to provide authenticity.

(3) New or existing unstabilized brick and adobe brick masonry shall have an average compressive strength of 225 pounds per square inch when tested in accordance with ASTM designation C67. One sample out of five (5) may have a compressive strength of not less than 188 pounds per square inch. Unstabilized brick may be used where existing bricks are unstabilized and where the building is not susceptible to flooding conditions or direct exposure. Adobe may be allowed a maximum value of three (3) pounds per square inch for shear, with no increase for lateral forces.

(4) Mortar may be of the same soil composition and stabilization as the brick in lieu of cement mortar.

(5) Nominal tension stresses due to seismic forces normal to the wall may be neglected if the wall meets the thicknesses requirements and shear values allowed by this subsection.

(c) Archaic materials. Allowable stresses for archaic materials not specified in this Code shall be based on substantiating research data or engineering judgment subject to the satisfaction of the Building Department.

(d) Alternative materials and State Historical Building Code advisory review. Alternative materials, designs, and methods of construction will be considered as set forth in subsection (d) of Section 8-14.08 of this chapter. In addition, when a request for an alternative proposed design, material, or method of construction is being considered, the Building Department may file a written request for an opinion with the State Historical Building Code Advisory Board for its consideration, advice, or findings in accordance with the State Historical Building Code.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by Ord. 98-451, eff. March 12, 1998)

(a) General. Every structure within the scope of this chapter shall be analyzed and constructed to resist minimum total lateral seismic forces assumed to act noncurrently in the direction of each of the main axes of the structure in accordance with the following equation:

V=IKCSW (14-1)

The value of IKCS need not exceed the values set forth in Table No. 14-D of Section 8-14.09 of this chapter based on the applicable rating classification of the building.

(b) Lateral forces on elements of structures. Parts or portions of structures shall be analyzed and designed for lateral loads in accordance with subsection (a) of this section and Section 1628 of the Uniform Building Code, 1997 Edition, but not less than the value from the following equation:

Fp = ICp SWp (14-2)

For the provisions of this subsection, the product of IS need not exceed the values set forth in Table No. 14-E of Section 8-14.09 of this chapter.

EXCEPTION: Unreinforced masonry walls in buildings not having a rating classification of I may be analyzed in accordance with Section 8-14.08 of this chapter.

(c) Anchorage and interconnection. The anchorage and interconnection of all parts, portions, and elements of the structure shall be analyzed and designed for lateral forces in accordance with Table No. 14-F of Section 8-14.09 of this chapter and the equation Fp = ICp SWp as modified by Table No. 14-E of said Section 8-14.09. The minimum anchorage of masonry walls to each floor or roof shall resist a minimum force of 200 pounds per lineal foot acting normal to the wall at the level of the floor or roof.

(d) Level of required repairs. The alterations and repairs required to meet the provisions of this chapter shall comply with all other applicable requirements of the Uniform Building Code, 1997 Edition, unless specifically provided for in this chapter.

(e) Required analyses.

(1) General. Except as modified by this section, the analysis and design relating to the structural alteration of existing structures within the scope of this chapter shall be in accordance with the analysis specified in Chapter 16 of the Uniform Building Code, 1997 Edition.

(2) Continuous stress path. A complete, continuous stress path from every part or portion of the structure to the ground shall be provided for the required horizontal forces.

(3) Positive connections. All parts, portions, or elements of the structure shall be interconnected by positive means.

(f) Analysis procedure.

(1) General. Stresses in materials and existing construction utilized to transfer seismic forces from the ground to parts or portions of the structure shall conform to those permitted by the Uniform Building Code, 1997 Edition, and those materials and types of construction specified in Section 8-14.08 of this chapter.

(2) Connections. Materials and connectors used for the interconnection of parts and portions of the structure shall conform to the Uniform Building Code, 1997 Edition. Nails may be used as part of an approved connector.

(3) Unreinforced masonry walls. Except as modified by this section, unreinforced masonry walls shall be analyzed as specified in Sections 2106, 2107, and 2108 of the Uniform Building Code, 1997 Edition, to withstand all vertical loads as specified in Chapter 16 of the Uniform Building Code, 1997 Edition, in addition to the seismic forces required by this chapter. The fifty (50%) percent increase in the seismic force factor for shear walls as specified in Table No. 24-H of the Uniform Building Code, 1997 Edition, may be omitted in the computation of seismic loads to existing shear walls.

No allowable tension stress will be permitted in unreinforced masonry walls. Walls not capable of resisting the required design forces specified in this chapter shall be strengthened or shall be removed and replaced.

EXCEPTIONS:

1. Unreinforced masonry walls in buildings not classified as a Classification Rating I pursuant to Table No. 14-A of Section 8-14.09 of this chapter may be analyzed in accordance with Section 8-14.08 of this chapter.

2. Unreinforced masonry walls which carry no design loads other than their own weight may be considered as veneer if they are adequately anchored to new supporting elements.

(g) Combination of vertical and seismic forces.

(1) New materials. All new materials introduced into the structure to meet the requirements of this section which are subjected to combined vertical and horizontal forces shall comply with Section 1624 of the Uniform Building Code, 1997 Edition.

(2) Existing materials. When stress in existing lateral force resisting elements is due to a combination of dead load plus live loads plus seismic loads, the allowable working stress specified in the Code may be increased 100 percent. However, no increase will be permitted in the stresses allowed in Section 8-14.08 of this chapter, and the stresses in members due only to seismic and dead loads shall not exceed the values permitted by Section 1626 of the Uniform Building Code, 1997 Edition.

(3) Allowable reduction of bending stress by vertical loads. In calculating the tensile fiber stress due to seismic forces required by this chapter, the maximum tensile fiber stress may be reduced by the full direct stress due to vertical dead loads.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by § 8, Ord. 96-424, eff. March 14, 1996, and Ord. 98-451, eff. March 12, 1998)

(a) General. All materials permitted by the Uniform Building Code, 1997 Edition, including their appropriate allowable stresses and those existing configurations of materials specified in this section, may be utilized to meet the requirements of this chapter.

(b) Existing materials.

(1) Unreinforced masonry walls. Unreinforced masonry walls analyzed in accordance with this section may provide vertical support for roof and floor construction and resistance to lateral loads. The bonding of such walls shall be as specified in Section 2107 of the Uniform Building Code, 1997 Edition.

Tension stresses due to seismic forces normal to the wall may be neglected if the wall does not exceed the height or length to thickness ratio and in-plane shear stresses due to seismic loads as set forth in Table No. 14-G of Section 8-14.09 of this chapter.

If the wall height-thickness radio exceeds the specified limits, the wall may be supported by vertical bracing members designed in accordance with Chapter 16 of the Uniform Building Code, 1997 Edition. The deflection of such bracing members at design loads shall not exceed one-tenth ( 1/10 ) of the wall thickness.

All vertical bracing members shall be attached to floor and roof construction for their design loads independently of required wall anchors. Horizontal spacing of vertical bracing members shall not exceed one-half (½) the unsupported height of the wall nor ten (10′) feet. The wall height may be measured vertically to bracing elements other than a floor or roof. The spacing of the bracing elements shall be detailed to minimize the horizontal displacement of the wall by components of vertical displacements of the floor or roof.

(2) Existing roofs, floors, walls, footings, and wood framing. Existing materials, including wood shear walls, utilized in the described configuration may be used as part of the lateral load resisting system provided the stresses in such materials do not exceed the values shown in Table No. 14-H of Section 8-14.09 of this chapter.

(c) Strengthening of existing materials. New materials, including wood shear walls, may be utilized to strengthen portions of the existing seismic resisting system in the described configurations provided the stresses do not exceed the values shown in Table No. 14-I of Section 8-14.09 of this chapter.

(d) Alternate materials. Alternate materials, designs, and methods of construction shall be approved by appeal to the Earthquake Safety Board of Appeals. (See subsection (c) of Section 8-14.05 of this chapter.)

(e) Minimum acceptable quality of existing unreinforced masonry walls.

(1) General provisions. All unreinforced masonry walls utilized to carry vertical loads and seismic forces parallel and perpendicular to the wall plane shall be tested as specified in this subsection. All masonry quality shall equal or exceed the minimum standards established by this subsection or shall be removed and replaced by new materials. Alternate methods of testing may be approved by the Building Department. The quality of mortar in all masonry walls shall be determined by performing in-place shear tests or by testing eight (8″) inch diameter cores. Alternative methods of testing may be approved by the Building Department. Nothing shall prevent pointing with mortar of all the masonry wall joints before the tests are first made. Prior to any pointing, the mortar joints shall be raked and cleaned to remove loose and deteriorated mortar. Mortar for pointing shall be type S or N, except that masonry cement shall not be used. All preparation and mortar pointing shall be done under the continuous inspection of a registered Deputy Building Inspector. At the conclusion of the inspection, the inspector shall submit a written report to the licensed engineer or architect responsible for the seismic analysis of the building, setting forth the results of the work inspected. Such report shall be submitted to the Building Department for approval as part of the structural analysis. All testing shall be performed in accordance with the requirements specified in this subsection by a testing agency to be approved by the Building Department. An accurate record of all such tests and their location in the Building shall be recorded, and the results shall be submitted to the Building Department for approval as part of the structural analysis.

(2) Number and location of tests. The minimum number of tests shall be two (2) per wall or line of wall elements resisting a common force, or one per 1,500 square feet of wall surface, with a minimum of eight (8) tests in any case. The exact test or core location shall be determined at the building site by the licensed engineer or architect responsible for the seismic analysis of the subject building.

(3) In-place shear tests. The bed joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent bricks in such wythe. The opposite head joint of the brick to be tested shall be removed and cleaned prior to testing. The minimum quality mortar in eighty (80%) percent of the shear tests shall not be less than the total of thirty (30) psi, plus the axial stress in the wall at the point of the test. The shear stress shall be based on the gross area of both bed joints and shall be that at which movement of the brick is first observed.

(4) Core tests. A minimum number of mortar test specimens equal to the number of required cores shall be prepared from the cores and tested as specified in this subsection. The mortar joint of the outer wythe of the masonry core shall be tested in shear by placing the circular core section in a compression testing machine with the mortar bed joint rotated fifteen (15) degrees from the axis of the applied load. The mortar joint tested in shear shall have an average ultimate stress base of twenty (20) psi, based on the gross area. The average shall be obtained from the total number of cores made. If test specimens cannot be made from cores taken, then the shear value shall be reported as zero.

(f) Testing of shear bolts. One-fourth (¼) of all new shear bolts and dowels embedded in unreinforced masonry walls shall be tested by a registered Deputy Building Inspector using a torque calibrated wrench to the following minimum torques:

(1) ½″ diameter bolts or dowels = 40 foot-pounds;

(2) ⅝″ diameter bolts or dowels = 50 foot-pounds; and

(3) ¾″ diameter bolts or dowels = 60 foot-pounds.

No bolt exceeding three-fourths (¾″) inch shall be used. All nuts shall be installed over malleable iron or plate washers when bearing on wood and heavy cut washers when bearing on steel.

(g) Determination of allowable stresses for design methods based on test results.

(1) Design shear values. Design seismic in-plane shear stresses shall be substantiated by tests performed as specified in subsections (3) and (4) of subsection (e) of this section.

Design stresses shall be related to the test results obtained in accordance with Table No. 14-J of Section 8-14.09 of this chapter.

Intermediate values between three (3) and ten (10) psi may be interpolated.

(2) Design compression and tension values. Compression stresses for unreinforced masonry having a minimum design shear value of three (3) psi shall not exceed 100 psi. Design tension values for unreinforced masonry shall not be permitted.

(h) Testing rod anchors. Five (5%) percent of the existing rod anchors utilized as all or part of the required wall anchors shall be tested in pullout by an approved testing laboratory. The minimum number tested shall be four (4) per floor, with two (2) tests at walls with joists framing into the wall and two (2) tests at walls with joists parallel to the wall. The test apparatus shall be supported on the masonry wall at a minimum distance of the wall thickness from the anchor tested. The rod anchor shall be given a preload of 300 pounds prior to establishing a datum for recording elongation. The tension test load reported shall be recorded at one-eighth (⅛″) inch relative movement of the anchor and the adjacent masonry surface. Results of all tests shall be reported. The report shall include the test results as related to the wall thickness and joist orientation. The allowable resistance value of the existing anchors shall be forty (40%) percent of the average of those tested anchors having the same wall thickness and joist orientation.

(i) Qualification tests. Qualification tests for devices used for wall anchorage shall be tested with the entire tension load carried on the enlarged head at the exterior face of the wall. Bond on the part of the device between the enlarged head and the interior wall face shall be eliminated for the qualification tests. The resistance value assigned the device shall be twenty (20%) percent of the average of the ultimate loads.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by § 8, Ord. 96-424, eff. March 14, 1996, and Ord. 98-451, eff. March 12, 1998)

(a) General. In addition to the seismic analysis required elsewhere in this chapter, the licensed engineer or architect responsible for the seismic analysis of the building shall determine and record the information required by this section on the approved plans.

(b) Construction details. The following requirements with appropriate construction details shall be made a part of the approved plans:

(1) All unreinforced masonry walls shall be anchored at the roof level by tension bolts through the wall as specified in Table No. 14-I of this section or by approved equivalent at a maximum anchor spacing of six (6′) feet.

All unreinforced masonry walls shall be anchored at all floors with tension bolts through the wall or by existing rod anchors at a maximum anchor spacing of six (6′) feet. All existing rod anchors shall be secured to the joists to develop the required forces. The Building Department may require testing to verify the adequacy of the embedded ends of existing rod anchors. Tests when required shall conform to subsection (h) of Section 8-14.08 of this chapter.

When access to the exterior face of the masonry wall is prevented by the proximity of an existing building, wall anchors conforming to Sections 5 and 6 of Table No. 14-I of this section may be used.

Alternative devices to be used in lieu of tension bolts for masonry wall anchorage shall be tested as specified in subsection (i) of Section 8-14.08 of this chapter.

(2) Diaphragm chord stresses of horizontal diaphragms shall be developed in existing materials or by the addition of new materials.

(3) Where trusses and beams other than rafters or joists are supported on masonry, ledgers or columns shall be installed to support vertical loads of the roof or floor members.

(4) Parapets and exterior wall appendages not capable of resisting the forces specified in this chapter shall be removed, stabilized, or braced to insure that the parapets and appendages remain in their original position.

(5) All deteriorated mortar joints and unreinforced masonry walls shall be pointed with type S or N mortar (masonry cement shall not be used). Prior to any pointing, the wall surface shall be raked and cleaned to remove loose and deteriorated mortar. All preparation and pointing shall be done under the continuous inspection of the Building Inspector certified to inspect masonry or concrete. At the conclusion of the project, the inspector shall submit a written report to the Building Department setting forth the portion of the work inspected.

(6) Repair details of any cracked or damaged unreinforced masonry wall required to resist forces specified in this chapter shall be shown.

(c) Existing construction. The following existing construction information shall be made part of the approved plans:

(1) The type and dimensions of existing walls and the size and spacing of floor and roof members;

(2) The extent and type of existing wall anchorage to floors and the roof;

(3) Accurately dimensioned floor plans and masonry wall elevations showing dimensioned openings, piers, wall thickness, and heights;

(4) The location of cracks or damaged portions of unreinforced masonry walls requiring repairs;

(5) The type of interior wall surfaces and whether reinstalling or anchoring of ceiling plaster is necessary; and

(6) The general condition of the mortar joints and whether the joints need pointing.

TABLE NO. 14-A

RATING CLASSIFICATIONS

TABLE NO. 14-B

TIME LIMITS FOR COMPLIANCE

TABLE NO. 14-C

SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS

TABLE NO. 14-D

HORIZONTAL FORCE FACTORS BASED ON RATING CLASSIFICATION

TABLE NO. 14-E

HORIZONTAL FORCE FACTORS "IS" FOR PARTS OR PORTIONS OF STRUCTURES

TABLE NO. 14-F

HORIZONTAL FORCE FACTOR "C" FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES

TABLE NO. 14-G

ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MORTAR(1)(2)

TABLE NO. 14-H

VALUES FOR EXISTING MATERIALS

NOTES:

(1) Material shall be sound and in good condition.

(2) The wood lath and plaster shall be reattached to the existing joists or rafters in a manner approved by the Building Department.

(3) Stresses given may be increased for combinations of loads as specified in subsection (2) of subsection (g) of Section 8-14.07 of this chapter.

TABLE NO. 14-1

ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION

NOTES:

(1) Bolts and dowels to be tested as specified in subsection (f) of Section 8-14.08 of this chapter.

(2) Bolts and dowels to be one-half (½″) inch minimum in diameter.

(3) Drilling for bolts and dowels shall be done with an electric rotary drill. Impact tools shall be used for drilling holes or tightening anchor and shear bolt nuts.

TABLE NO. 14-J

ALLOWABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY WALLS

* Allowable shear stress may be increased by the addition of ten (10%) percent of the axial stress due to the weight of the wall directly above.

(§ 1, Ord. 84-270, eff. November 29, 1984, as amended by § 8, Ord. 96-424, eff. March 14, 1996, and Ord. 98-451, eff. March 12, 1998)