SPS 362.1603
SPS 362.1603 Roof snow load. Substitute the following wording for the requirements in IBC section 1603.1.3: The ground snow load,
Pg, shall be indicated. In areas where the ground snow load,
Pg, exceeds 10 pounds per square foot, the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:
SPS 362.1603 History
History: CR 00-179: cr.
Register December 2001 No. 552, eff. 7-1-02;
CR 04-016: renum. (1) and (2) to be (3) and (4), cr. (1) and (2)
Register December 2004 No. 588, eff. 1-1-05;
CR 06-120: renum. (1) to (4) to be (2) and (4) to (6), cr. (1) and (3)
Register February 2008 No. 626. eff. 3-1-08;
CR 10-103: r. (title), (1), (3), (4), (6), renum. (2) to be Comm 62.1603, (5) to be Comm 62.0400 (6)
Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1604
SPS 362.1604 Alternate standards. Substitute the following wording for the requirements in IBC section 1604.7: Materials and methods of construction that are not capable of being designed by approved engineering analysis or that do not comply with the applicable material design standards listed in IBC chapter 35 shall be submitted for approval in accordance with ch.
SPS 361 subch.
VI.
SPS 362.1604 History
History: CR 00-179: cr.
Register December 2001 No. 552, eff. 7-1-02;
CR 04-016: renum. to be (1), cr. (2)
Register December 2004 No. 588, eff. 1-1-05;
CR 10-103: r. (title), (1), renum. (2) to be Comm 62.1604
Register August 2011 No. 668, eff. 9-1-11; correction made under s.
13.92 (4) (b) 7., Stats.,
Register December 2011 No. 672;
CR 16-094: am.
Register April 2018 No. 748 eff. 5-1-18.
SPS 362.1607(1)(1)
Residential floor loads. Substitute the following wording and live loads for the requirements in line 25 and footnote j. of IBC Table 1607.1:
-
See PDF for table 
SPS 362.1607 Note
j. For attics with storage and constructed with trusses, this live load need only be applied to those portions of the bottom chord where there are two or more adjacent trusses with the same web configuration capable of containing a rectangle 42 inches high by 2 feet wide or greater, located within the plane of the truss. The rectangle shall fit between the top of the bottom chord and the bottom of any other truss member, provided that each of the following criteria is met:
SPS 362.1607 Note
i. The attic area is accessible by a pull-down stairway or framed opening in accordance with IBC section 1209.2, and
SPS 362.1607 Note
ii. The truss shall have a bottom chord pitch less than 2:12.
SPS 362.1607 Note
iii. Bottom chords of trusses shall be designed for the greater of actual imposed dead load or 10 psf, uniformly distributed over the entire span.
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 History
History: 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
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 History
History: 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 362.1611
SPS 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 History
History: CR 04-016: cr.
Register December 2004 No. 588, eff. 1-1-05.
SPS 362.1613
SPS 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 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 362.1700 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 362.1802
SPS 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 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 362.1803 Deep 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 362.1804 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 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 362.1805 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 362.1805 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 362.1806 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 History
History: CR 10-103: r. and recr.
Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1807
SPS 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 History
History: CR 10-103: r. and recr.
Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1808
SPS 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 History
History: CR 10-103: cr.
Register August 2011 No. 668, eff. 9-1-11.
SPS 362.1809
SPS 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 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(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.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 = 6.6FeffWH 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.
