SPS 362.1607(2)(2) Truck and bus garages. Substitute the following wording for the requirements in IBC section 1607.7.3: Minimum live loads for garages having trucks or buses shall be as specified in IBC section 1607.7.3, but may not be less than 50 pounds per square foot, unless other loads are specifically justified and approved by the department. Actual loads shall be used where they are greater than the loads specified in the table. SPS 362.1607 HistoryHistory: CR 00-179: cr. Register December 2001 No. 552, eff. 7-1-02; CR 04-016: renum. to (3), cr. (1), (2), (4) and (5) Register December 2004 No. 588, eff. 1-1-05; CR 06-120: r. and recr. (1) and Table 1607.1, r. (4) and (5) Register February 2008 No. 626, eff. 3-1-08; CR 10-103: am. (1), Table 1607.1, r. (2), renum. (3) to be (2) and am. Register August 2011 No. 668, eff. 9-1-11; CR 16-094: am. (1), (Table), (2), Register April 2018 No. 748 eff. 5-1-18. SPS 362.1608(1)(1) Unbalanced snow loads. This is a department alternative to the requirements in IBC section 1608.1: Unbalanced snow loads on a hip or gable roof may be calculated in accordance with the following equation: S = Ss(Is)(CbCwCsCa)
Where:
S = Alternate unbalanced roof snow load
Ss = Ground snow load from IBC Figure 1608.2
Is = Importance factor from IBC section 1608.1 [ASCE 7, Table 7-4]
Cb = Basic roof snow load factor of 0.8
Cw = Wind exposure factor of 1.0
Cs = Slope factor; see Tables 362.1608–1 and 362.1608–2
Ca = Accumulation factor; see Table 362.1608–3
SPS 362.1608(2)(2) Existing roofs. These are department rules in addition to the requirements in IBC section 1608.1: SPS 362.1608(2)(a)1.1. Where an existing roof, regardless of the date of its construction, is horizontally within 20 feet of a proposed, taller structure on the same property, IBC section 1608.1 or an alternate recognized engineering method shall be applied to the existing roof, to address any drifting or sliding of snow onto the existing roof, as caused by the taller structure. SPS 362.1608(2)(a)2.2. Where an analysis under subd. 1. shows that an existing roof or corresponding supporting elements will not be adequate to support the additional snow load caused by the taller structure, the existing roof or supporting elements shall be strengthened to support those loads, in accordance with chs. SPS 361 to 366. SPS 362.1608(2)(b)(b) Buildings on adjoining properties. Where an existing roof, regardless of the date of its construction, is horizontally within 20 feet of a proposed, taller structure on an adjoining property, the owner of the proposed structure shall notify the adjoining owner of the potential for increased structural loads on the existing roof, due to sliding or drifting of snow, as caused by the taller structure. SPS 362.1608 HistoryHistory: CR 00-179: cr. Register December 2001 No. 552, eff. 7-1-02; CR 04-016: cr. (3) and (4) Register December 2004 No. 588, eff. 1-1-05; CR 06-120: r. (1) and (2), renum. (3) and (4) to be (1) and (2) and am. (1) (intro.), (2) (intro.) and (a) 1. Register February 2008 No. 626, eff. 3-1-08; correction in (1) made under s. 13.92 (4) (b) 7., Stats., Register December 2011 No. 672; CR 16-094: am. (2) (a), (b), Register April 2018 No. 748 eff. 5-1-18. SPS 362.1611SPS 362.1611 Roof drains. This is a department informational note to be used under IBC section 1611.1: Note: See ch. SPS 382 for requirements to not connect a secondary roof-drain system to a primary roof-drain system, and to discharge a secondary roof-drain system to the ground surface. SPS 362.1611 HistoryHistory: CR 04-016: cr. Register December 2004 No. 588, eff. 1-1-05. SPS 362.1613SPS 362.1613 Earthquake 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 HistoryHistory: 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 362.1700SPS 362.1700 Structural 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 362.1802SPS 362.1802 Definitions. 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 HistoryHistory: 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 362.1803SPS 362.1803 Deep foundations. Item 5 in IBC section 1803.5.5 is not included as part of this code. SPS 362.1803 HistoryHistory: 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 362.1804SPS 362.1804 Ground 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(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 HistoryHistory: 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 362.1805SPS 362.1805 Basement 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 362.1806SPS 362.1806 Presumptive 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 HistoryHistory: CR 10-103: r. and recr. Register August 2011 No. 668, eff. 9-1-11. SPS 362.1807SPS 362.1807 Shallow 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 HistoryHistory: CR 10-103: r. and recr. Register August 2011 No. 668, eff. 9-1-11. SPS 362.1808SPS 362.1808 Foundations. 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 HistoryHistory: CR 10-103: cr. Register August 2011 No. 668, eff. 9-1-11. SPS 362.1809SPS 362.1809 Frost-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 HistoryHistory: 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(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(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 NoteNote: The Department has approved the following two dynamic driving formulas, when used within the parameters prescribed below.
SPS 362.1810 Note1. Washington State Department of Transportation formula:
Rn = 6.6FeffWH ln(10N)
SPS 362.1810 NoteWhere:
SPS 362.1810 NoteRn is the ultimate axial compression capacity in kips.
SPS 362.1810 NoteFeff is an efficiency factor based on hammer and pile type.
SPS 362.1810 NoteW is the hammer weight in kips.
SPS 362.1810 NoteH is the drop height of the hammer in feet.
SPS 362.1810 NoteN is the average penetration resistance at the end of driving, in blows per inch.
SPS 362.1810 NoteAcceptable Feff values are:
SPS 362.1810 Note0.55 for all pile types driven with an air or steam hammer.
SPS 362.1810 Note0.37 for open-ended diesel hammers for concrete and timber piles.
SPS 362.1810 Note0.47 for open-ended diesel hammers for steel piles.
SPS 362.1810 Note0.35 for closed-ended diesel hammers for all pile types.
SPS 362.1810 Note2. Corrected FHWA-Modified Gates Equation:
Ru = [(1.75)((eEr)0.5) (log(10Nb))-100] (Fo) (Fs) (Fp) (Fh)
SPS 362.1810 NoteWhere:
SPS 362.1810 NoteRu is the ultimate axial compression capacity in kips.
SPS 362.1810 Notee is the hammer efficiency.
SPS 362.1810 NoteEr is the hammer energy in foot-pounds.
SPS 362.1810 NoteNb is the final penetration resistance in blows per inch.
SPS 362.1810 NoteFo is an overall correction factor.
SPS 362.1810 NoteFs is a correction factor for soil type.
