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.
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)((eEr)0.5
) (log(10Nb))-100] (Fo) (F
s) (Fp) (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.
SPS 362.1810(6)
(6)
Helical piles. This is a department informational note to be used under IBC section 1810.3.3.1.9: Note: See sub.
(2) for factors of safety that supersede the criteria in this section. For example, under sub.
(2) (c),
(d) and
(e), this factor may be 3, 2.5 or 1.5, respectively.
SPS 362.1810(7)
(7)
Deep foundations in subsiding areas. Substitute the following wording for the requirements in IBC section 1810.3.4:
SPS 362.1810(7)(a)
(a) Where deep foundations are installed through subsiding fills or other subsiding strata and derive support from underlying firmer materials, consideration shall be given to the downward drag load that may be imposed on the deep foundations by the subsiding upper strata.
SPS 362.1810(7)(b)
(b) Where the influence of subsiding fills is considered as imposing loads on the deep foundation, the allowable stresses specified in this chapter are permitted to be increased where satisfactory substantiating data are submitted.
SPS 362.1810(7)(c)
(c) The position of the deep foundation's neutral plane shall be determined, and the settlement of the soil at the level of the neutral plane shall be estimated. The maximum load in the deep foundation, which occurs at the neutral plane, shall be determined.
SPS 362.1810(8)
(8)
Design cracking moment. Substitute the following equation for IBC equation 18-11:
jM
n = 3(
f'c)
0.5(
Sm).
SPS 362.1810(9)
(9)
Driven timber piles. Substitute the following wording for the requirements in IBC section 1810.4.1.5: Any sudden decrease in driving resistance of an end-supported timber pile shall be investigated with regard to the possibility of damage. If the sudden decrease in driving resistance cannot be correlated to load-bearing data, the pile shall be removed for inspection or rejected, or shall be assigned a reduced capacity commensurate with the loss of end-bearing in lieu of removing or rejecting the pile.
SPS 362.1810 History
History: CR 00-179: cr.
Register December 2001 No. 552, eff. 7-1-02;
CR 04-016: am. (3) (e), cr. (6)
Register December 2004 No. 588, eff. 1-1-05;
CR 06-120: renum. Comm 62.1807 to be Comm 62.1808 and am. (1), (2), (3) (intro.), (4) (intro.), (5) (intro.) and (a) and (6)
Register February 2008 No. 626, eff. 3-1-08;
CR 10-103: (title), (1), (2), (7) renum. from Comm 62.1808, (title), (2), (3), (5) and am., (9) renum. from Comm 62.1809 and am.; cr. (3) to (6), (8)
Register August 2011 No. 668, eff. 9-1-11;
CR 16-094: am. (5),
Register April 2018 No. 748 eff. 5-1-18.
SPS 362.1908
SPS 362.1908 Shotcrete clearance. Substitute the following wording for the exception under IBC section 1908.4.2: Subject to the approval of the department, required clearances may be reduced where it is demonstrated by preconstruction tests that adequate encasement of the bars used in the design will be achieved.
SPS 362.1908 History
History: CR 00-179: cr.
Register December 2001 No. 552, eff. 7-1-02;
CR 06-120: renum. Comm 62.1914 to be Comm 62.1913 and am.
Register February 2008 No. 626, eff. 3-1-08;
CR 10-103: r. and recr.
Register August 2011 No. 668, eff. 9-1-11;
CR 16-094: renum 362.1913 to 362.1908 and am.,
Register April 2018 No. 748 eff. 5-1-18.
SPS 362.2109(1)(1)
Bearing on masonry. This is a department rule in addition to the requirements in IBC section 2109.1: Lintels shall be considered structural members and shall be designed in accordance with the applicable provisions of IBC chapter 16.
SPS 362.2109(2)
(2)
Jointing
. These are department rules in addition to the requirements in IBC section 2109:
SPS 362.2109(2)(a)
(a)
Expansion and shrinkage. Joints commensurate with lateral stability requirements shall be installed in all exterior masonry to allow for expected growth of clay products and shrinkage of concrete products.
SPS 362.2109(2)(b)
(b)
Vertical jointing. Vertical movement joints shall be provided at a spacing in compliance with Table 362.2109.
