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(continued)
(b) Operation. Private fire hydrants shall have at least the following characteristics in order to be considered operational for the purposes of this article:
(1) valves that operate fully, freely and are properly lubricated,
(2) threads and caps that are undamaged,
(3) reasonable protection from vehicular damage,
(4) outlets on hydrants are fourteen (14) inches to twenty-four (24) inches above grade. Standpipes outlets need not be a specific height, but must be readily accessible.
(5) thirty-six (36) inches of unobstructed access around the hydrants;
(6) locators or markings to clearly identify their location; and
(7) Each one and one-half (1 1/2) inch hydrant meets the requirements for hoses, locations, storage and storage cabinet marking as defined in section 1312 of this article.
(c) Water Flow. Private fire hydrants, as defined in this article, shall have water flow not less than any one of the following:
(1) five hundred (500) gallons per minute with a minimum residual pressure of twenty (20) psi for a fire hydrant with a four (4) inch or larger barrel or riser, or
(2) two hundred and fifty (250) gallons per minute with a minimum residual pressure of twenty (20) psi for a fire hydrant with a two and one-half (2 1/2) inch barrel or riser, or
(3) seventy-five (75) gallons per minute with a minimum residual pressure of thirty (30) psi for a fire hydrant with a one and one-half (1 1/2) inch outlet with an approved one-and-one half-inch (1-1/2) hose as required in section 1312.
Note: Authority cited: Sections 18300 and 18691, Health and Safety Code. Reference: Section 18691, Health and Safety Code.
s 1317. Private Fire Hydrant Test and Certification.
(a) Verification of Private Fire Hydrant Test and Certification. The Private Fire Hydrant Test and Certification Report, a form defined in section 1002 of this chapter, shall be used to verify that private fire hydrants have been tested and certified for operation and water flow. All park operators shall submit the form, including parks that qualify for testing exceptions, to the enforcement agency for the park.
(b)(1) The test results reported on the designated form, shall be certified by one of the following:
(A) the fire agency responsible for fire suppression in the park,
(B) a local water supplier,
(C) a licensed C-16 fire protection contractor, or
(D) a licensed Fire Protection Engineer.
(2) In order to certify the test results reported on the form, the fire agency responsible for fire suppression in the park, local water supplier, licensed C-16 fire protection contractor, or licensed Fire Protection Engineer shall witness the test. The fire agency responsible for fire suppression in the park, local water supplier, licensed C-16 fire protection contractor, or licensed Fire Protection Engineer, may also perform the test.
(c) Annual Test and Certification of Operation. Beginning with the renewal of the park permit to operate for the year 2003, private fire hydrants shall be tested and certified annually in order to determine that they are operational as specified in subsection 1316(b) of this article. Verification shall be submitted to the enforcement agency and to the fire agency responsible for fire suppression in the park, as required in section 1319 of this article.
(d) Five-Year Test and Certification of Water Flow.
(1) Private fire hydrants shall be tested and certified at least once every five (5) years for minimum water flow as prescribed in section 1316 of this article, and verification shall be submitted to the enforcement agency and to the fire agency responsible for fire suppression in the park as required in section 1319 of this article.
(2) Parks existing prior to December 31, 2002, shall submit verification of their five-year test and certification for minimum water flow beginning with the permit to operate renewal year 2008, after the initial water flow test has been completed.
(3) The five-year test and certification of the required water flow shall be conducted during the 12 months prior to the renewal of each fifth year park permit to operate. The previous five-year renewal for the prior permit to operate must have complied with the required water flow standards set forth in section 1316 of this article.
(4) Testing for the required water flow shall be conducted in such a manner as to ensure there is no pollution of the storm drain system or any other water or drainage systems within, or serving, the park, and no damage to structures or improvements within or outside of the park.
Note: Authority cited: Sections 18300 and 18691, Health and Safety Code. Reference: Section 18691, Health and Safety Code.
s 1318. Private Fire Hydrants with Violations.
(a) Correction of Violation. If, at any time, a test undertaken pursuant to this article, or any other test or event, indicates that a private fire hydrant is in violation of any provision of section 1316, within sixty (60) days of the date of the event or the test of the private fire hydrant, the park operator shall obtain a permit to construct from the park enforcement agency, and shall promptly begin and maintain activity to ensure the private fire hydrant meets the minimum requirements of this article. This timeframe may be extended for extenuating circumstances subject to approval by the enforcement agency.
(b) Approval to Use Existing Private Fire Hydrant. Where the water flow test of a private fire hydrant reveals a water flow less than that specified in subsection 1316(c) of this article, and it is determined that the private fire hydrant cannot be repaired to meet the water flow requirement, the park operator may request approval from the fire agency responsible for fire suppression in that park to continue using the existing private fire hydrant. Approval to use the existing private fire hydrant may be granted by an authorized agent for the fire agency responsible for fire suppression in the park, by signing Part VI on the form prescribed in subsection 1317(a).
Note: Authority cited: Sections 18300 and 18691, Health and Safety Code. Reference: Section 18691, Health and Safety Code.
s 1319. Private Fire Hydrant Compliance for Park Operation.
(a) Permits to operate shall not be issued for parks with private fire hydrants that do not meet the requirements of this article.
(b) When applying for or renewing a permit to operate, the park operator shall submit the original form prescribed in subsection 1317(a) to the enforcement agency, as defined in this article, and a copy forwarded to the fire agency responsible for fire suppression in the park.
(c) Provided a park meets all other requirements for obtaining or renewing a permit to operate, a permit to operate may be issued to a park where the form prescribed in subsection 1317(a), has been submitted to the enforcement agency and one of the following options exists:
(1) the form shows no violations;
(2) the water flow test reveals a water flow less than that specified in subsection 1316(c) of this article, and the park operator has obtained an approval for the continued use of the existing private fire hydrant from the fire agency responsible for fire suppression in that park, pursuant to subsection 1318(b);
(3) a construction permit has been obtained and activity maintained to ensure the private fire hydrant meets the minimum requirements of this article;
(4) all violations of section 1316 are corrected, and a revised or final form as prescribed in subsection 1317(a), verifying the correction, has been submitted to the enforcement agency, or
(5) the system meets or exceeds the requirements approved at the time of its construction.
(d) Refusal to issue a permit to operate pursuant to this section shall not preclude a park enforcement agency from pursuing other enforcement remedies as provided by law, or the fire agency from pursuing enforcement remedies provided by applicable laws or ordinances.
(e) The enforcement agency shall maintain, for a minimum of six (6) years, all copies of the form prescribed in subsection 1317(a), which shall be available for review by the department.
Note: Authority cited: Sections 18300 and 18691, Health and Safety Code. Reference: Section 18691, Health and Safety Code.
s 1320. Application and Scope.
(a) The requirements of this article shall apply to the installation of MH-units and shall apply to all parts of the state within and outside of parks.
(b) Installation provisions that apply to manufactured homes shall apply equally to multi-unit manufactured housing installations subject to California Health and Safety Code section 18008.7, this chapter and any other applicable laws or regulations.
(c) The requirements of this article also apply to any MH-unit reinstallation or any alteration, addition or changes to an original or prior MH-unit installation.
(d) These installation requirements do not apply to recreational vehicles or to MH-units set up for display on dealer sales lots. However, MH-units displayed as sales models in parks shall comply with the requirements of this chapter.
(e) An installation or reinstallation on a different lot pursuant to Health and Safety Code section 18613, shall include the following:
(1)(A) A tiedown system consisting of listed tiedown assemblies installed as required by section 1336.2 of this article, or
(B) An engineered tiedown system designed by an engineer or architect in compliance with section 1336.3 and installed according to the engineered plans and specifications; and
(2) If concrete piers or steel piers are used in the support system for the MH-unit, mechanical connection of the piers to the MH-unit and of the piers to their footing in compliance with the requirements of section 1334.1.
(f) Existing construction, connections, and installations of MH-units made before the effective date of the requirements of this chapter, may continue in use so long as they were in compliance with requirements in effect at the date of their installation and are not found to be substandard.
(g) Sections 1333 and 1333.5 of this article apply to commercial modulars installed on foundation systems and are applicable to all parts of the state both within and outside of parks.
Note: Authority cited: Sections 18300, 18551, 18613 and 18613.4, Health and Safety Code. Reference: Sections 18008.7, 18045.6, 18551, 18613 and 18613.4, Health and Safety Code.
s 1322. Application and Scope.
Note: Authority cited: Section 18300, Health and Safety Code. Reference: Sections 18300 and 18613, Health and Safety Code.
s 1324. Installation Permits.
(a) A permit shall be obtained from the enforcement agency each time an MH-unit, is located or installed on any site for the purpose of human habitation or occupancy. Permits are not required to locate recreational vehicles in a park.
(b) Requirements for applications and MH-unit installation permits are contained in Article 1.
Note: Authority cited: Section 18300, Health and Safety Code. Reference: Sections 18045.6, 18500, 18613 and 18630, Health and Safety Code.
s 1326. Inspection.
(a) An applicant obtaining a permit to install an MH-unit or commercial modular shall notify the enforcement agency and request inspection at least twenty-four (24) hours in advance of the time the installation is expected to be completed.
(b) The applicant (or their representative) to whom the permit to install an MH-unit was issued, shall:
(1) be on site and available to the official of the enforcement agency at the time of the inspection of the installation;
(2) have available to the enforcement official at the installation site a complete set of plans and specifications regarding the installation including the manufacturer's installation instructions, if available;
(3) provide on site test equipment required by section 1362, including a continuity tester, a polarity tester, and a pressure or slope gauge or manometer and
(4) perform the tests required in section 1362 of this article in the presence of the enforcement official.
(c) If the installation fails to comply with the requirements of sections 18551 or 18613 of the Health and Safety Code and/or this chapter, the enforcement agency shall provide a written notice of violation to the applicant or their representative stating the nature of the violation including a reference to the law or regulation being violated. The applicant or their representative shall perform the necessary corrective work and request reinspection within ten (10) days. The fee for reinspection shall be paid prior to reinspection.
(d) Upon completion of the MH-unit's installation, the MH-unit manufacturer's installation instructions, a copy of the approved plot plan, a copy of the permit, a copy of the plans and specifications for any engineered tiedown system or foundation system installed shall be placed by the installer within the MH-unit for retention by the unit's owner.
(e) The MH-unit shall not be occupied for human habitation prior to inspection and approval of the installation by the enforcement agency.
Note: Authority cited: Section 18300, Health and Safety Code. Reference: Sections 18551, 18613 and 18613.4, Health and Safety Code.
s 1328. Utility Facilities.
The utility facilities for the unit shall be either fully installed and approved or ready for inspection prior to the installation inspection of the unit on that lot. The unit shall not be approved for occupancy until all the required lot utilities have been approved. All connections shall comply with the requirements of this chapter.
Note: Authority cited: Sections 18300, 18610, 18613, 18630, 18670 and 18690, Health and Safety Code. Reference: Sections 18550, 18551, 18610, 18613, 18630, 18670 and 18690, Health and Safety Code.
s 1330. Unit Separation and Setback Requirements Within Parks.
(a) In parks, or portions of parks, constructed prior to September 15, 1961, units shall not be located closer than six (6) feet from any permanent building or another unit.
(b) In parks, or portions of parks, constructed on or after September 15, 1961, minimum separation distance shall be as follows:
(1) from a unit to any permanent building, not less than ten (10) feet.
(2) from a unit to any other unit, not less than:
(A) ten (10) feet from the side of one unit to the side of an adjacent unit;
(B) eight (8) feet from the side of one unit to the front or rear of an adjacent unit; and
(C) six (6) feet from the front or rear of one unit to the front or rear of an adjacent unit.
(c) A minimum setback of three (3) feet shall be maintained from the unit or the unit's projection or eave overhang and the adjacent lot line or property line unless it is bordering a roadway. Projections or eave overhangs shall not extend beyond a lot line bordering a roadway.
(d) Unit projections or eave overhangs may intrude into the minimum distances required for separation, where separation requirements between units, as defined in subsection (b) of this section, are greater than six (6) feet, provided not less than a six (6)-foot separation is maintained between the edge of any unit projection or eave overhang, and an adjacent unit, permanent building, or combustible accessory building or structure and its projection, or eave overhang.
(e) Lot lines shall be identified as prescribed by section 1104.
(f) Units installed outside of parks shall comply with local requirements for setbacks and separations and shall not be required to have greater setbacks or separation than other similar dwellings within the local agency's jurisdiction.
(g) Setback and separation requirements for accessory buildings and structures or building components are contained in section 1428 of Article 9.
Note: Authority cited: Sections 18300 and 18610, Health and Safety Code. Reference: Sections 18300, 18551, 18610 and 18613, Health and Safety Code.
s 1332. Local Requirements.
Note: Authority cited: Section 18300, Health and Safety Code. Reference: Section 18300, Health and Safety Code.
s 1333. Foundation Systems.
(a) Pursuant to Health and Safety Code section 18551, the requirements for MH-unit and commercial modular foundation systems are applicable throughout the state.
(b) The foundation system and the connection of the MH-unit or commercial modular to the foundation system shall be designed to withstand the vertical and lateral forces due to dead load, roof and floor live loads, wind and seismic loads in accordance with the provisions of the California Building Code, Chapter 16, and local soil conditions. The roof live load, wind and seismic loads as established for permanent buildings within specific local areas shall apply.
(c) The vertical and lateral load resisting elements shall be sized and located to resist the loads specified in the manufacturer's installation instructions. The manufacturer's installation instructions shall become a part of the foundation system plans. In the absence of the manufacturer's installation instructions, plans and specifications signed by an architect or engineer covering the installation of an individual MH-unit or commercial modular shall be provided to the enforcement agency.
(d) The foundation system and the connection of the MH-unit or commercial modular to the foundation system shall be capable of withstanding the vertical and lateral loads shown in the manufacturer's installation instructions, or plans and specifications signed by an architect or engineer, including locations where there are concentrated loads.
(e) When an MH-unit or commercial modular is installed on a foundation system, a foundation system plan shall be provided to the enforcement agency. The manufacturer may provide a foundation system plan in its installation instructions, or a foundation system plan may accompany the installation instructions. Foundation systems may be approved by the enforcement agency or the department. Foundation systems approved by the department shall be accepted by every enforcement agency as approved for the purpose of obtaining a construction permit when the design loads and conditions are consistent for the locality. The department shall require that foundation system plans and supporting data be signed by an architect or engineer.
(f) Foundations for cabanas, porches, and stairways which are accessory to MH-units on foundation systems and foundations for building components shall be subject to approval of the enforcement agency. Porches and stairways which are accessory to commercial modulars on a foundation system shall be subject to approval of the enforcement agency.
(g) When it is necessary for the department to approve plans or to make investigations of complaints relating to foundation system plans, fees shall be paid in accordance with section 1020.9 of article 1.
(h) A standard plan approval may be obtained from the department for a plan for MH-unit or commercial modular foundation systems. The requirements for obtaining a standard plan approval are contained in section 1020.9 of article 1.
(i) Multi-unit manufactured housing consisting of three (3) or more dwelling units shall be installed on a foundation system pursuant to Health and Safety Code section 18551(a) or (b).
Note: Authority cited: Sections 18300, Health and Safety Code. Reference: Sections 18551 and 18008.7, Health and Safety Code.
s 1333.5. Utility Connections for Manufactured Homes, Mobilehomes, and Commercial Modulars on Foundation Systems.
(a) When an MH-unit is installed on a foundation system pursuant to section 18551 of the Health and Safety Code, utility connections shall comply with the requirements of this chapter, or at the discretion of the MH-unit owner, the connections may be installed as required for permanent residential buildings in compliance with the California Plumbing Code and California Electric Code.
(b) Whenever a commercial modular is installed, the utility connections shall comply with the California Plumbing Code and the California Electrical Code.
(c) The testing of MH-unit utility systems and connections installed on a foundation system shall be performed in accordance with section 1362 of this Article.
Note: Authority cited: Section 18300, Health and Safety Code. Reference: Section 18551, Health and Safety Code.
s 1334. MH-Unit Support Piers and Footings.
(a) Load bearing piers shall be constructed of rust resistant materials or treated to resist rust and designed and constructed in accordance with the design requirements of the California Building Code, Chapters 16, 19, 21, 22 and 23. The required load bearing capacity of individual support piers and their footings shall be calculated at not less than a combined live and dead load of seventy-five (75) psf based on roof live and dead load of twenty-five (25) psf and floor live and dead load of fifty (50) psf of the MH-unit.
(b) Load bearing piers, other than concrete block piers, shall be tested to determine the safe operating load. The tests shall be conducted by testing agencies approved by the department. Testing agencies shall provide a pier testing report to the department upon completion, regardless of the testing results. A unique number provided by the testing agency shall identify each test report. The following testing procedures shall be used:
(1) A compression test shall be performed on three (3) piers of the same height and construction, selected randomly at the pier manufacturing facility by a representative of the testing agency.
(A) The compression test shall be performed on piers with all required design assemblies installed, such as adjustable tops, clamps, securement devices or similar assemblies.
(B) The selected piers shall be subjected to the compression test with each pier, fully assembled as will be installed, placed squarely on a firm base, and tested to its failure point. The compression test shall be measured in psf. Support pier failure will be established when the support bends, cracks, buckles or deflects to an unsafe level as determined by the approved testing agency.
(C) The safe operating load of a support pier is one-third (1/3) the average of the three (3) failure tests.
(2) When piers differ in height or construction, design tests and evaluations must be performed on each type of pier.
(c) Tested load bearing piers other than concrete block piers shall be listed and labeled as follows:
(1) Listing of piers shall be conducted by listing agencies approved by the department.
(A) The listing agency shall conduct manufacturer facility audits and prepare finding reports not less than once per year. The audit report will include, at a minimum:
(i) the review of pier construction for compliance with manufactured designs as approved by the testing agency,
(ii) the materials used in its construction including type, size, and weight,
(iii) the manufacturers quality control program, if applicable, and
(iv) the label application and label control process.
(B) The listing agency shall provide an annual report to the department of its approval and audit findings.
(2) Pier supports shall display a legible permanent label of approval, visible when the pier support is installed. The label shall contain the following information:
(A) Manufacturer's name,
(B) Listing agency name,
(C) Listing number issued by the listing agency,
(D) Testing agency's approved operating load, and
(E) Testing agency's test report number.
(d) Individual load bearing footings may be placed on the surface of the ground, and shall be placed level on cleared, firm, undisturbed soil or compacted fill. Where unusual soil conditions exist, as determined by the enforcement agency, footings shall be designed to compensate for such conditions. The allowable loading on the soil shall not exceed one thousand (1,000) psf unless data to substantiate the use of higher values is approved by the enforcement agency.
(e) Footings shall be adequate in size to withstand the tributary live and dead loads of the MH-unit and any concentrated loads. The length to width ratio of the footing shall not exceed two and one-half (2.5) to one (1).
Individual footings for load bearing supports or devices shall consist of one of the following:
(1) Pressure treated lumber which meets the following requirements:
(A) Not less than two (2) -inch nominal thickness with a minimum of twenty-five (25) percent of the individual footings identified by an approved listing agency, as being pressure treated for ground contact.
(B) Knots. Well spaced knots of any quality are permitted in sizes not to exceed the following or equivalent displacement:
Any Holes
Nom. Width Location (Any Cause)
6" 2 3/8" 1 1/2"
8" 3" 2" One Hole or
10" 3 3/4" 2 1/2" Equivalent
12" 4 1/4" 3" Per Piece
14" 4 5/8" 3 1/2"
(C) Splits. In no case exceed one-sixth (1/6) the length of the piece.
(D) Honeycomb or Peck. Limited to small spots or streaks of firm honeycomb or peck equivalent in size to holes listed in (B) above.
(2) Precast or poured in place concrete footings not less than three and one-half (3 1/2) inches in thickness. The concrete shall have a minimum twenty-eight (28)-day compressive strength of not less than two thousand five hundred (2500) psi.
(3) Other material, approved by the department, providing equivalent load bearing capacity and resistance to decay.
(f) Individual load bearing piers or devices and footings shall be designed and constructed with sufficient rigidity and bearing area to evenly distribute the loads carried over one-third (1/3) the area of the footings as measured from the center of the footing. When two (2) or more two (2)-inch nominal wood pads placed side-by-side on the ground are used as a pier footing, a single wood cross pad must be installed on top of the ground contact pads at a ninety (90)- degree angle so as to place the directional wood grains opposing to each other. The cross pad must be of a length to cover each ground contact pad and be of two (2) inch nominal thickness. Footings shall be constructed of sufficient rigidity to evenly distribute the loads carried to the ground without bowing or splitting.
(g) When multiple wood footings are stacked, they shall be secured together with corrosion resistant fasteners at all four (4) corners of the pad which will penetrate at least eighty (80) percent of the base pad to prevent shifting.
(h) Individual load bearing piers, which do not include the footing as defined in section 1002 of this chapter, located under the MH-unit's chassis shall not exceed thirty-six (36) inches in height.
(i) When more then one-quarter (1/4) of the area of the MH-unit is supported at a height of three (3) feet or more as measured between each unit's chassis and the ground, the MH-unit shall be installed on a foundation system in accordance with sections 18551 (a) or (b) of the Health and Safety Code.
(j) No portion of the support system above the ground shall extend beyond the vertical plane of the side or end wall of the MH-unit that would restrict or inhibit installation of skirting.
Note: Authority cited: Sections 18300 and 18613, Health and Safety Code. Reference: Sections 18300 and 18613, Health and Safety Code.
s 1334.1. Mechanical Connection of Concrete Piers or Steel Piers.
Mechanical connection of all steel piers or concrete piers to an MH-unit and to the pier's footing is subject to the requirements of this section.
(a) When live loads are applied to an MH-unit installed pursuant to Health and Safety Code section 18613, mechanical connection of steel piers or concrete piers shall be capable of maintaining the placement of the support system of the MH-unit to the point of the failure of either the attachment point on the MH-unit, the pier or the footing.
(1) The means of mechanical connection shall not allow the separation of the MH-unit from any pier or footing as a result of horizontal loads or vertical loads,
(2) Failure occurs when the attachment point on the MH-unit, the pier or the footing yields or fractures or is deformed to a point that threatens the health and safety of the occupants of the MH-unit.
(b) For the purposes of this section, live loads are restricted to the following:
(1) horizontal loads applied to the attachment point on the MH-unit in both directions parallel to the attachment point and in both directions perpendicular to the attachment point; and
(2) vertical loads applied to the attachment point on the MH-unit in both directions upward and downward from the point of contact between the pier footing and the ground.
(c) Mechanical connection of the concrete pier or steel pier to the point of attachment on the MH-unit shall comply with the following requirements:
(1) The means of mechanical connection shall be fabricated of steel that is not less than one-eighth (1/8) of an inch thick and not less than two (2) inches wide and two (2) inches long;
(2) Fasteners incorporated as part of the mechanical connection shall be no smaller than three-eights (3/8) inch grade 5 bolts, nuts and lock washers; and
(3) The means of mechanical connection shall not incorporate modifications of either the pier or of the MH-unit.
(4) The means of mechanical connection at the center line between each transportable section of a multi-section MH-unit shall consist of one quarter (1/4) inch lag bolts or wood screws and shall secure the pier to a wood floor structural member.
(d) A listed concrete pier or steel pier complies with subsection (c) if it incorporates into its structure a means of mechanical connection to the MH-unit.
(e) Mechanical connection of a concrete pier or steel pier to the pier's footing shall be fabricated of corrosion resistant components.
(f) A listed concrete pier or steel pier complies with subsection (e) if it incorporates into its structure a means of mechanical connection to the pier footing.
Note: Authority cited: Sections 18300, 18613 and 18613.4, Health and Safety Code. Reference: Section 18613.4, Health and Safety Code.
s 1334.2. Mechanical Connection of Concrete Block Piers.
While nothing in this section requires the installation of an MH-unit to include the mechanical connection of concrete block piers, the following standards have been developed for the mechanical connection of a concrete block pier to an MH-unit and to the pier's footing.
(a) When live loads are applied to an MH-unit installed pursuant to Health and Safety Code section 18613, mechanical connection of concrete block piers shall be capable of maintaining the placement of the support system of the MH-unit to the point of the failure of either the attachment point on the MH-unit, the pier or the footing.
(1) The means of mechanical connection shall not allow the separation of the MH-unit from any pier or footing as a result of horizontal loads or vertical loads.
(2) Failure occurs when the attachment point on the MH-unit, the pier or the footing yields or fractures or is deformed to a point that threatens the health and safety of the occupants of the MH-unit.
(b) For the purposes of this section, live loads are restricted to the following:
(1) horizontal loads applied to the attachment point on the MH-unit in both directions parallel to the attachment point and in both directions perpendicular to the attachment point; and
(2) vertical loads applied to the attachment point on the MH-unit in both directions upward and downward from the point of contact between the pier footing and the ground.
(c) In order to test a device, assembly or arrangement designed to achieve mechanical connection of a concrete block pier to an MH-unit and to the pier's footing, the testing shall comply with the methods and specifications provided in this section, and the mechanical connection shall endure the testing without failure.
(d) The device, assembly or arrangement of mechanical connection of concrete block supports shall be tested in both of the following configurations:
(1) eight (8) inches by eight (8) inches by sixteen (16) inches concrete blocks shall be stacked three (3) blocks high, without wooden spacers between the blocks, upon a pressure-treated wood footing two (2) inches by twelve (12) inches by thirty (30) inches in size.
(2) eight (8) inches by eight (8) inches by sixteen (16) inches concrete blocks shall be stacked three (3) blocks high, with one (1)-inch wooden spacers between the concrete blocks, upon a pressure-treated wood footing two (2) inches by twelve (12) by thirty (30) inches in size.
(3) The concrete blocks used in the configurations shall comply with the requirements of UBC Standard 21-4, "Hollow and Solid Load-Bearing Concrete Masonry Units," the California Building Code.
(e) A section of three (3)-inch flange by ten (10)-inch web steel "I" beam shall be used to simulate the point of attachment to the MH-unit.
(f) Two (2)-piece wooden wedges, driven together in opposition to one another and forming a thickness of not less than one (1) inch or more than two (2) inches between the topmost concrete block and the "I" beam, shall be used to simulate the typical surface bearing area between the concrete block pier support and the point of attachment to the MH-unit.
(g) The device, assembly or arrangement proposed as a means of mechanical connection for concrete block supports shall be installed in each of the configurations specified in subsection (d) and shall be subjected to the following procedures.
(1)(A) The footing shall be placed upon a level surface capable of supporting not less than one thousand pounds (1000) psf.
(B) The contact points between the wooden wedges and the "I" beam and between the concrete block and the footing shall be clearly marked.
(C) The "I" beam shall be raised vertically at least twelve (12) inches not less than five (5) times, without failure of the mechanical connection.
(D) Failure occurs if the points of contact of either the wooden wedges and the "I" beam or the concrete block and the footing has changed more than one (1) inch from the locations originally marked, as instructed in subsection (g)(1)(B).
(2)(A) The "I" beam shall be subjected to a constant vertical load of not less than one thousand (1000) psf at a point central to the concrete block pier configuration. The measurement between the level support surface and the bottom of the "I" beam shall be recorded.
(B) While maintaining the vertical load, the "I" beam shall be subjected to horizontal loads applied in both directions parallel to the "I" beam and in both directions perpendicular to the "I" beam. The mechanical connection shall withstand these forces without failure, until one or more of the concrete blocks fail to support the vertical load.
(C) Failure of one or more of the concrete blocks to support the vertical load occurs when the measurement recorded as directed in subsection (g)(2)(A) between the support surface and the bottom of the "I" beam, is decreased by one or more inches.
(D) Failure of the mechanical connection occurs if the points of contact of either the wooden wedges and the "I" beam or the concrete block and the footing have changed more than one (1) inch from the locations originally marked as instructed in subsection (g)(1)(B).
Note: Authority cited: Sections 18300, 18613 and 18613.4, Health and Safety Code. Reference: Section 18613.4, Health and Safety Code.
s 1334.4. Footings in Areas Subject to Ground Freezing.
(a) Support footings shall be placed below the frost line depth, determined by the local jurisdiction, in areas subject to ground freezing.
(b) The lowest point of the footing shall be below the frost line on firm undisturbed soil.
(c) Footings shall be precast or poured in place concrete not less than three and one-half (3 1/2) inches in thickness, or other approved materials listed for use below grade. The concrete shall have a minimum twenty-eight (28)-day compressive strength of not less than two thousand five hundred (2500) psi.
(d) No wood, or other non-masonry material not listed for use below grade, shall be below the surrounding grade and only pressure-treated wood and wood with natural resistance to decay and termites is permitted within six (6) inches of the soil.
(e) Holes for footings shall be open for inspection and backfilled prior to final inspection.
(f) Metal supports shall not be imbedded in soil or concrete.
(g) An additional inspection is required for verification of either footing depth or backfill, if not conducted at the time of the unit's installation.
Note: Authority cited: Sections 18300 and 18613, Health and Safety Code. Reference: Section 18613, Health and Safety Code.
s 1334.5. Footings on Uneven Surfaces.
When footings span an uneven surface, one of the following methods shall be used to level the area of the footing:
(a) Placed on firm undisturbed soil or compacted fill pursuant to section 1334(d).
(b) Poured in place concrete at least three and one-half (3 1/2) inches thick extending to the edge of the footing.
(c) Pressure-treated wood meeting the requirements of section 1334.
(d) Compacted class 2 aggregate with the level top footing surface extending a minimum 12 (12) inches beyond the edge of the footing.
(e) Fills for uneven surfaces exceeding six (6) inches in depth shall be made with poured in place concrete or alternate engineered method approved by the enforcement agency. The concrete shall have a minimum twenty-eight (28)-day compressive strength of not less than two-thousand-five-hundred (2500) pounds-per-square-inch.
Note: Authority cited: Sections 18300 and 18613, Health and Safety Code. Reference: Sections 18300 and 18613, Health and Safety Code.
s 1334.6. Vapor Barriers.
When the manufacturer's installation instructions require the installation of a vapor barrier on the surface of the ground, the barrier shall be installed under the footings and in accordance with the manufacturer's installation instructions.
Note: Authority cited: Sections 18300 and 18613, Health and Safety Code. Reference: Sections 18300 and 18613, Health and Safety Code.
s 1335. Load Bearing Supports, Manufacturer's Installation Instructions.
MH-units manufactured on or after October 7, 1973, shall be installed in accordance with the approved manufacturer's installation instructions. Individual load bearing supports of a support system shall provide the support required by the manufacturer's instructions, including locations where there are concentrated loads. The footing areas shall be sized in accordance with section 1334 to support the loads shown in the manufacturer's installation instructions.
Note: Authority cited: Sections 18300 and 18613, Health and Safety Code. Reference: Section 18613, Health and Safety Code.
s 1335.5. Load Bearing Support Systems. Without Manufacturer's Installation Instructions.
(a) MH-units manufactured prior to October 7, 1973, or MH-units for which the manufacturer's installation instructions are unobtainable, shall be supported in accordance with this subsection or on a foundation system in accordance with section 18551 of the Health and Safety Code. MH-units installed in areas exceeding a thirty (30)-pound roof live load, or to different requirements than prescribed in this section, shall have support systems designed and approved by an architect or engineer. The MH-unit shall be supported as follows:
(1) Main chassis beam supports spaced not more than six (6) feet apart longitudinally, as determined from table 1335.5-1,
(2) Ridge beam support systems as determined from table 1335.5-2, and
(3) wall supports under each end of a side wall opening that is forty-eight (48) inches or more in width, and under the perimeter walls at eight (8) foot intervals with footing sizes not less than two hundred seventy-five (275) square inches.
TABLE 1335.5-1 MH-unit Section Widths
Width of
MH-unit Section Footing Area
8 ft. wide 260 sq. in.
10 ft. wide 324 sq. in.
12 ft. wide 388 sq. in.
14 ft. wide 452 sq. in.
16 ft. wide 516 sq. in.
TABLE 1335.5-2
Span in feet Unit Section Width
Between 10 Foot 12 Foot 14 Foot 16 Foot
Ridge Beam
Locations Load in Pounds Per Square Foot
Up to 5 1250 1500 1750 2000
6 1500 1800 2100 2400
7 1750 2100 2450 2800
8 2000 2400 2800 3200
9 2250 2700 3150 3600
10 2500 3000 3500 4000
11 2750 3300 3850 4400
12 3000 3600 4200 4800
13 3250 3900 4550 5200
14 3500 4200 4900 5600
15 3750 4500 5250 6000
16 4000 4800 5600 6400
17 4250 5100 5950 6800
18 4500 5400 6300 7200
19 4750 5700 6650 7600
20 5000 6000 7000 8000
21 5250 6300 7350 8400
22 5500 6600 7700 8800
23 5750 6900 8050 9200
24 6000 7200 8400 9600
25 6250 7500 8750 10000
(b) Multi-section homes manufactured prior to October 7, 1973 or multi-section homes for which the manufacturer's installation instructions are unobtainable, shall be interconnected as designed and approved by an architect or engineer or as follows:
(1) Floor connections shall be made with a three-eighths (3/8) inch diameter lag bolt or equivalent, of a length sufficient to ensure a tight connection as determined by the enforcement agency at the time of inspection. The lag bolts shall be installed twenty-four (24) inches on center. The lag bolts shall be staggered on alternating sides located where the multi-section floor lines meet.
(2) Roof connections shall be made with a three-eights (3/8) inch diameter lag bolt or equivalent, of length sufficient to ensure a tight connection as determined by the enforcement agency at the time of inspection. The lag bolts or equivalent shall be installed twenty-four (24) inches on center. The lag bolts shall be staggered on alternating sides where the multi-section rooflines meet.
(3) End wall connections shall be made with a number eight (8) screw or equivalent, of length sufficient to ensure a tight connection as determined by the enforcement agency at the time of inspection. The screws shall be installed eighteen (18) inches on center. The screws shall be staggered on alternating sides where the multi-section end walls meet.
Note: Authority cited: Section 18300 and 18613, Health and Safety Code. Reference: Section 18613, Health and Safety Code.
s 1336. Wind Load Calculation.
Wind load is calculated as follows:
(a) From the exterior of the MH-unit, measure the total length of the exposed side wall in feet and in fractions of feet. Then measure the height of the exposed side wall in feet and fractions of feet, measuring from the point of connection of the side wall with the roof to the bottom of the sidewall, excluding any skirting installed at the site. Multiply the measurement of the length of the side wall by the measurement of the height of the side wall to obtain the exposed square footage of the side wall.
(b) From the exterior of the MH-unit, measure the total length of the exposed roof in feet and fractions of feet. Then measure the height of the exposed roof in feet and fractions of feet, measuring vertically from the point of connection with the side wall to the peak of the roof. Multiply the measurement of the length of the roof by the measurement of the height of the roof to obtain the exposed square footage of the roof. Divide the square footage by two, in order to compensate for the reduced wind load against a pitched roof.
(c) Add the square footage obtained in the calculation described in subsection (a) to the square footage obtained in the calculation described in subsection (b) to obtain the total square footage of the exterior side of the MH-unit exposed to wind load.
(d) Multiply the square footage obtained in the calculation described in subsection (c) by either the design wind load of the MH-unit or by fifteen (15) psf, whichever is greater, to obtain the wind load. The design wind load of the MH-unit is provided on the data plate permanently affixed to the MH-unit.
EXAMPLE: The side wall of the MH-unit measures sixty-two and one-half feet (62 1/2') in length and ten feet (10') in height. The roof of the MH-unit measures sixty-three and one-half feet (62 1/2') in length and four and one-third feet (4 1/3') in height. These measurements result in a calculated wind load of 11,437 pounds using the above-described method.
(a) 62.5 x 10 = 625 square feet
(b) 63.5 x 4.33 = 274.96/2 = 137.48 square feet
(c) 625 + 137.48 = 762.48 square feet
(d) 762.48 x 15 = 11,437.2 or a 11,437 pound wind load.
Note: Authority cited: Sections 18300, 18613 and 18613.4, Health and Safety Code. Reference: Section 18613.4, Health and Safety Code.
s 1336.1. Listed Tiedown Assemblies.
Tiedown assemblies that are not part of an engineered tiedown system shall be listed as having been tested and found to be in compliance with the requirements of this section.
(a) A tiedown assembly consists of the ground anchor component and anchoring equipment. Anchoring equipment includes such components as:
(1) a tie, which connects the ground anchor to the MH-unit;
(2) a tensioning device, such as a turnbuckle or a yoke-type fastener; and
(3) fastening devices, such as an eye-bolt or a U-bolt-type cable clamp.
(b) A tiedown assembly shall be designed to prevent self-disconnection. Open hook ends shall not be used in any part of the tiedown assembly.
(c) Flat steel strapping used as a component of a tiedown assembly shall comply with the specifications and testing methods of ASTM Standard D3953-91, "Standard Specification for Strapping, Flat Steel and Seals," which is hereby incorporated by reference.
(d) A ground anchor component designed for the connection of multiple ties and the means for the attachment of the ties shall be capable of resisting, without failure, the combined working load of the maximum number of ties that can be attached to the anchor.
(e) A tiedown assembly shall be tested by applying an increasing test load to the point of failure in order to determine the assembly's capacity for resistance. A working load for the tiedown assembly shall be established from the test results, which shall be two-thirds (2/3) of the amount of resistance the tiedown assembly endured without failure.
(f) The tiedown assembly shall be tested while the ground anchor is installed as recommended by the manufacturer.
(1) The type of soil in which the ground anchor is installed for the application of a test load shall correspond to one of the classes of materials shown in California Building Code, Table 18-1-A. The working load of the listed tiedown assembly used in the calculations shall be for type 5 soil, also known as one-thousand (1,000) pound soil, consisting of clay, sandy clay, silty clay and clayey silt, as classified in the California Building Code, Table 18-1-A.
(2) The test load shall be applied from the direction of the tie.
(g) Failure of the ground anchor component consists of the following occurrences:
(1) The application of the test load results in an uplift of the ground anchor greater than two (2) inches or a side deflection of the ground anchor greater than three (3) inches; or
(2) The ground anchor, including the means of attachment of the tie, breaks, separates, or is deformed in a manner that threatens the integrity of the tiedown assembly. A deformity that threatens the integrity of the tiedown includes one that would allow the tie to separate from the ground anchor or that would cause the tie to wear and break.
(h) Failure of a component of the anchoring equipment consists of the following occurrences:
(1) The tie stretches to a length more than two (2) percent greater than the length of the tie prior to the application of the test load; or
(2) A component of the anchoring equipment or the attachment point to the MH-unit yields or fractures upon application of the test load; or
(3) A component of the anchoring equipment or the attachment point of the MH-unit is deformed by the working load in a manner that is a threat to the integrity of the tiedown assembly.
(i) The listing for the tiedown assembly shall include the following information:
(1) The model identification number of the tiedown assembly;
(2) The working load of the listed tiedown assembly used in the calculations, shall be calculated for type 5 soil, also known as one-thousand (1,000)-psf soil, consisting of clay, sandy clay, silty clay and clayey silt, as classified in the California Building Code, Table 18-1-A; and
(3) Installation instructions for the tiedown assembly, including the manner in which the ground anchor component must be inserted into the ground in order to maintain the working load for which the tiedown assembly is rated. Such instructions include the angle at which the anchor must be inserted and the angle at which the tie must be attached.
(j) The ground anchor component of a listed tiedown assembly shall contain a permanent label that provides the manufacturer's name and the listed model identification number of the tiedown assembly. The label shall be located on the anchor in a place that it is visible after installation, and the information shall be provided on the label in a manner that is easy to read.
Note: Authority cited: Sections 18300, 18613 and 18613.4, Health and Safety Code. Reference: Section 18613.4, Health and Safety Code. (continued)