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SPS 362.1613 SPS 362.1613Earthquake loads. This is a department informational note to be used under IBC section 1613.5: Note: A website maintained by the U. S. Geological Survey, at earthquake.usgs.gov/designmaps/us/application.php can be used in lieu of IBC Figures 1613.5 (1) and (2) to determine the spectral response acceleration values for an inputted zip-code area.
SPS 362.1613 History History: CR 06-120: cr. Register February 2008 No. 626, eff. 3-1-08; CR 10-103: r. (1), (2), renum. (3) to be Comm 62.1613 Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1700 SPS 362.1700Structural tests and special inspections. The requirements in IBC chapter 17, except for the requirements in IBC sections 1706 to 1709, are not included as part of chs. SPS 361 to 366.
SPS 362.1700 History History: CR 00-179: cr. Register December 2001 No. 552, eff. 7-1-02; CR 06-120: am. Register February 2008 No. 626, eff. 3-1-08; CR 10-103: am. Register August 2011 No. 668, eff. 9-1-11; CR 16-094: am., Register April 2018 No. 748 eff. 5-1-18.
SPS 362.1802 SPS 362.1802Definitions. In addition to the definitions in IBC section 1802.1, the following term has the meaning given in s. SPS 362.0202 (1): “Neutral plane.”
SPS 362.1802 History History: CR 10-103: renum. from Comm 16.1808 (1) and am. Register August 2011 No. 668, eff. 9-1-11; CR 16-094: am., Register April 2018 No. 748 eff. 5-1-18.
SPS 362.1803 SPS 362.1803Deep foundations. Item 5 in IBC section 1803.5.5 is not included as part of this code.
SPS 362.1803 History History: CR 06-120: cr. Register February 2008 No. 626, eff. 3-1-08; CR 10-103: r. and recr. Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1804 SPS 362.1804Ground improvement. These are department rules in addition to the requirements in IBC section 1804:
SPS 362.1804(1) (1)Design of ground improvement. Ground improvement for support of foundations or floor slabs shall be designed by an architect or engineer who is registered by the department.
SPS 362.1804(2) (2)Allowable foundation pressure of improved ground. The allowable foundation pressure for improved ground shall incorporate a minimum safety factor of 3 with respect to a bearing capacity failure within the composite improved ground.
SPS 362.1804(3) (3)Settlement of structures supported on improved ground. The improved ground shall be designed and constructed for a maximum anticipated total settlement of one inch and a maximum anticipated differential settlement of three fourths of an inch, unless it can be shown that the predicted total and differential settlement will not cause any of the following:
SPS 362.1804(3)(a) (a) Harmful distortion of the structure.
SPS 362.1804(3)(b) (b) Instability in the structure.
SPS 362.1804(3)(c) (c) Any element to be loaded beyond its capacity.
SPS 362.1804(4) (4)Design confirmation testing. The registered design professional responsible for the design of the ground improvement shall determine the scope of field testing required to confirm the design, shall supervise the testing, and shall write a report indicating whether the test results confirm the design. At the discretion of that design professional, testing may be limited to a modulus load test to measure deformation behavior of a single ground improvement element. The design of the ground improvement shall be modified as appropriate based on the results of the confirmatory testing.
SPS 362.1804(5) (5)Quality control observations and testing. The registered design professional responsible for the design of the ground improvement, or a technician working under supervision of that professional, shall observe construction of the ground improvement, perform quality control testing, and upon completion of work, prepare a report stating whether the ground improvement meets the intent of the approved construction documents. A copy of the report shall be provided to the registered design professional in responsible charge of the project, and to the building official if requested.
SPS 362.1804 History History: CR 10-103: cr. Register August 2011 No. 668, eff. 9-1-11; correction in (1) made under s. 13.92 (4) (b) 6., Stats., Register December 2011 No. 672.
SPS 362.1805 SPS 362.1805Basement floor base course. This is a department rule in addition to the requirements in IBC section 1805.4.1: A required base course shall be placed on a geotextile fabric that is designed to limit migration of silt and fine sand into the base course.
SPS 362.1805 History History: CR 00-179: cr. Register December 2001 No. 552, eff. 7-1-02; CR 04-016: renum. to (1), cr. (2) Register December 2004 No. 588, eff. 1-1-05; CR 06-120: r. and recr. (2) Register February 2008 No. 626, eff. 3-1-08; CR 10-103: r. and recr. Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1806 SPS 362.1806Presumptive load-bearing values for saturated soils. This is an additional department footnote for IBC Table 1806.2: Footnote c. Values to be multiplied by 0.5 for saturated soils.
SPS 362.1806 History History: CR 10-103: r. and recr. Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1807 SPS 362.1807Shallow post foundations. This is a department alternative to the requirements in IBC section 1807.3.2: The design criteria in ANSI/ASAE EP 486.1 may be used in lieu of the design criteria in IBC section 1807.3.2.
SPS 362.1807 History History: CR 10-103: r. and recr. Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1808 SPS 362.1808Foundations. Substitute the following wording for the requirements in IBC section 1808.7.5: Alternate setbacks and clearances are permitted, subject to the approval of the department.
SPS 362.1808 History History: CR 10-103: cr. Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1809 SPS 362.1809Frost-protected shallow foundations.
SPS 362.1809(1)(1) This is a department rule in addition to the requirements in IBC section 1809.5: Where a frost-protected shallow foundation is relied upon for a heated or semi-heated structure, permanent, legible notices shall be posted near the thermostats of all building heating appliances that indicates all of the following:
SPS 362.1809(1)(a) (a) That the structure is designed using a frost-protected-shallow foundation.
SPS 362.1809(1)(b) (b) The minimum monthly average temperature that the structure must be maintained at to avoid frost damage to the foundation.
SPS 362.1809(2) (2) This is a department exception in addition to the exception in IBC 1809.5: Floating slabs used with non-masonry, unheated, single-story buildings in Risk Category I that are less than 12,000 square feet are exempt from the requirements for frost protection.
SPS 362.1809 History History: CR 10-103: cr. Register August 2011 No. 668, eff. 9-1-11; CR 16-094: renum. (intro.), (1), (2) to (1) (intro.), (a), (b), cr. (2)., Register April 2018 No. 748 eff. 5-1-18.
SPS 362.1810 SPS 362.1810Deep foundations.
SPS 362.1810(1) (1)Downdrag. This is a department rule in addition to the requirements in IBC section 1803.5.5: Investigations and reports for deep foundations shall include analysis of whether downdrag is anticipated. Where downdrag is anticipated, the report shall include a determination of the position of the deep foundation's neutral plane, an estimate of the soil settlement at the neutral plane, and a determination of the maximum load at the neutral plane.
SPS 362.1810(2) (2)Determination of allowable loads. Substitute the following wording for the requirements in IBC section 1810.3.3:
SPS 362.1810(2)(a) (a) The allowable axial and lateral loads on deep foundations shall be determined by an approved formula, load tests or static analysis.
SPS 362.1810(2)(b) (b) The factor of safety to be used for deep foundation design shall depend on the extent of field testing performed to verify capacity.
SPS 362.1810(2)(c) (c) If the ultimate capacity is assessed solely by static analysis, a minimum factor of safety of 3.0 shall be applied to the ultimate capacity to determine allowable load capacity.
SPS 362.1810(2)(d) (d) If only static analysis and dynamic field testing are performed, a minimum factor of safety of 2.5 shall be applied to the ultimate capacity to determine allowable load capacity.
SPS 362.1810(2)(e)1.1. If one or more static load tests are performed, in addition to a static analysis, a minimum factor of safety of 2.0 shall be applied to the ultimate capacity to determine allowable load capacity, except as provided in subd. 2.
SPS 362.1810(2)(e)2. 2. A minimum factor of safety of 1.5 may be used for structures in occupancy category I, provided all of the following conditions are met:
SPS 362.1810(2)(e)2.a. a. The deep foundations are required only to control settlement.
SPS 362.1810(2)(e)2.b. b. The deep foundations are not required to prevent a bearing capacity failure.
SPS 362.1810(2)(e)2.c. c. A static load test, a static analysis and dynamic field testing have been performed.
SPS 362.1810(3) (3)Driving criteria. This is a department rule in addition to the requirements in IBC section 1810.3.3.1.1: Driving criteria for deep foundations shall be submitted prior to installing the foundations, if requested by the building official.
SPS 362.1810(4) (4)Approved formulas. This is a department informational note to be used under IBC section 1810.3.3.1.1:
SPS 362.1810 Note Note: The Department has approved the following two dynamic driving formulas, when used within the parameters prescribed below.
SPS 362.1810 Note 1. Washington State Department of Transportation formula:
Rn = 6.6Feff WH ln(10N)
SPS 362.1810 Note Where:
SPS 362.1810 Note Rn is the ultimate axial compression capacity in kips.
SPS 362.1810 Note Feff is an efficiency factor based on hammer and pile type.
SPS 362.1810 Note W is the hammer weight in kips.
SPS 362.1810 Note H is the drop height of the hammer in feet.
SPS 362.1810 Note N is the average penetration resistance at the end of driving, in blows per inch.
SPS 362.1810 Note Acceptable Feff values are:
SPS 362.1810 Note 0.55 for all pile types driven with an air or steam hammer.
SPS 362.1810 Note 0.37 for open-ended diesel hammers for concrete and timber piles.
SPS 362.1810 Note 0.47 for open-ended diesel hammers for steel piles.
SPS 362.1810 Note 0.35 for closed-ended diesel hammers for all pile types.
SPS 362.1810 Note 2. Corrected FHWA-Modified Gates Equation:
Ru = [(1.75)((e Er)0.5) (log(10 Nb))-100] (Fo ) (Fs) (F p) (Fh)
SPS 362.1810 Note Where:
SPS 362.1810 Note Ru is the ultimate axial compression capacity in kips.
SPS 362.1810 Note e is the hammer efficiency.
SPS 362.1810 Note Er is the hammer energy in foot-pounds.
SPS 362.1810 Note Nb is the final penetration resistance in blows per inch.
SPS 362.1810 Note Fo is an overall correction factor.
SPS 362.1810 Note Fs is a correction factor for soil type.
SPS 362.1810 Note Fp is a correction factor for pile type.
SPS 362.1810 Note Fh is a correction factor for hammer type.
SPS 362.1810 Note Acceptable hammer-efficiency values are:
SPS 362.1810 Note 0.75 for drop hammers.
SPS 362.1810 Note 0.85 for other hammers, or an efficiency recommended by the hammer manufacturer.
SPS 362.1810 Note Acceptable correction factors are:
SPS 362.1810 Note Overall Fo: 0.94.
SPS 362.1810 Note Soil Fs: 1.00 for mixed soil profile.
SPS 362.1810 Note 0.87 for sandy soil profile.
SPS 362.1810 Note 1.20 for clayey soil profile.
SPS 362.1810 Note Pile Fp: 1.00 for closed-ended pipe.
SPS 362.1810 Note 1.02 for open-ended pipe.
SPS 362.1810 Note 0.80 for H-Section piles.
SPS 362.1810 Note Hammer Fh: 1.00 for open-ended diesel.
SPS 362.1810 Note 0.84 for closed-ended diesel.
SPS 362.1810 Note 1.16 for air or steam single-acting.
SPS 362.1810 Note 1.01 for air or steam double-acting.
SPS 362.1810 Note 1.00 for hydraulic.
SPS 362.1810 Note If at least 1 static load test is performed to field-check the penetration resistance criteria calculated by the above dynamic formulas, a minimum safety factor of 2.5 must be applied to the ultimate axial compression capacity calculated by the dynamic formula to determine the allowable pile load. If only dynamic testing (including signal matching) is performed to field-check the penetration resistance criteria determined by the dynamic formula, a minimum safety factor of 2.75 must be applied to the ultimate axial compression capacity calculated by the dynamic formula to determine the allowable pile load. If no field testing is performed to check the penetration resistance criteria calculated by the dynamic formula, a minimum safety factor of 3.0 must be applied to the ultimate axial compression capacity calculated by the dynamic formula to determine the allowable pile load.
SPS 362.1810 Note The above formulas are predicated on the following three conditions: (1) static load testing and/or dynamic testing being performed on pile(s) driven in uniform site soil conditions, (2) test pile(s) being driven with the same hammer and cushion used for installation of production piles, and (3) test pile(s) being of the same type and section used for production piles. If any of the three conditions is not met, additional field testing is required. With static load testing and/or dynamic testing, penetration resistance criteria calculated by the dynamic formula must be modified as appropriate based on the results of the field testing. A site must be defined as a project site, or a portion of it, where subsurface conditions can be characterized as geologically similar in terms of subsurface stratigraphy, including the sequence, thickness, geologic history, engineering properties and groundwater aspects.
SPS 362.1810(5) (5)Factor of safety for uplift. The exception in IBC section 1810.3.3.1.5 is not included as part of chs. SPS 361 to 366.
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Published under s. 35.93, Stats. Updated on the first day of each month. Entire code is always current. The Register date on each page is the date the chapter was last published.