(d) Documentation of existing capabilities. Documentation to verify whether an existing POWTS can accommodate a modification in wastewater flow or contaminant load, or both, shall include at least one of the following:
1. A copy of the plan for the existing POWTS that delineates minimum and maximum performance capabilities and which has been previously approved by the department or the governmental unit.
2. Information on the performance capabilities for the existing POWTS that has been recognized through a product approval under ch. SPS 384. 3. A written investigative report prepared by an architect, engineer, designer of plumbing systems, designer of private sewage systems, master plumber, master plumber-restricted service or certified POWTS inspector analyzing the proposed modification and the performance capabilities of the existing POWTS.
(e) Where the performance capability of the existing POWTS serving a dwelling is not based on the number of bedrooms within the dwelling, information documenting that design condition shall be recorded as a covenant running with the deed for the property.
(f) Setbacks. 1. A municipality may not issue a building permit for construction of any structure or addition to a structure on a site where there exists a POWTS, unless the proposed construction conforms to the applicable setback limitations under s. SPS 383.43 (8) (i). 2. The applicant for a building permit shall provide documentation to the municipality issuing the building permit showing the location and setback distances for the proposed construction relative to all of the following:
a. Existing POWTS treatment components.
b. Existing POWTS holding components.
c. Existing POWTS dispersal components.
Note: A municipality which issues building permits may delegate to the governmental unit responsible for issuing sanitary permits the determination of whether the proposed construction will affect or interfere with an existing POWTS relating to capability or location of the existing POWTS.
UDC Floor & Ceiling Joist and Roof Rafter Span Tables and Design Value Tables
Use the following Span Tables to determine the maximum spans for floor and ceiling joists and roof rafters. These spans are based on:
• Simple, single spans (although the tables may be safely used for continuous two-span floor joists)
• Uniformly distributed loads
• Fully supported members with one edge properly sheathed and nailed
• For floor joists and roof rafters, the top edge shall be properly sheathed and nailed
• Rafters with a minimum 3:12 slope
The criteria for each Span Table is given in the upper left hand corner and is also summarized in the table of Span Tables below. Choose the appropriate Span Table based on the member type and required loading. Select your desired member depth, member spacing and span to determine the minimum Fb value. Note that these tables include recommended deflection criteria. However, for strict code compliance, only the Fb strength requirements must be satisfied. The modulus of elasticity (E) values, would be met for serviceability purposes only.
Note that straight-line interpolation is permitted for intermediate spans and design values. Span is measured from face to face of supports plus one-half of the required bearing of 1.5″ on wood or metal and 3″ on masonry or concrete at each end. For sloping rafters, the span is measured along the horizontal projection.
Section SPS 321.27 allows reduction of the snow live load for roof slopes greater than 30 degrees (7/12 slope) based on the formula Cs = 1 - (a-30)/40, where “a” is the slope of the roof expressed in degrees. Following is a table of tabulated values for certain roof slopes. Use the Design Value tables following the Span Tables to determine the acceptable species and grades to satisfy minimum Fb values obtained from the Span Tables. The Design Value tables assume at least three members spaced no more than 24″ on center. Use the Normal Duration column Fb values for joists and the Snow Loading column Fb values for rafters.
See the following examples for further guidance.
Tables are reprinted courtesy of American Forest & Paper Association.
*Deflection criteria are optional. For roof rafters with drywall on the underside, use the stricter L/240 tables to limit deflection.
Example 1. Floor Joists. Assume a required single span of 12′-9″, dead load of 10 psf and joists spaced 16″ on center. Table F-2 (see following highlighted tables) shows that one solution is a grade of 2x8 having an Fb value of 1255 would allow a span of 12′-10″ which satisfies the condition. (Note that the recommended E value to limit deflection would be 1,600,000.) Going to the Design Value Tables, we find that as an example, 2x8 Hem Fir grade No.1 has an Fb value of 1310 for normal duration. (It also has an E value of 1,500,000 which does not satisfy the recommended deflection criteria.)
Example 2. Rafters. Assume a horizontal projected span of 13′-0″, a live load of 40 psf, dead load of 10 psf, a roof slope of 4/12 and rafters spaced 16″ on center. Since the slope is shallower than 7/12, there is no allowable reduction of the snow live load. Table R-3 shows that a 2x8 having an Fb value of 1300 would allow a span of 13′-1″ which satisfies the condition. (Note that the recommended E value to limit deflection would be 1,120,000.) Going to the Design Value Tables, we find that as an example, 2x8 Douglas Fir-Larch grade No.2 has an Fb value of 1390 for snow loading. (It also has an E value of 1,600,000 which satisfies the recommended deflection criteria.)
TABLE F- 2
FLOOR JOISTS WITH L/360 DEFLECTION LIMITS
DESIGN CRITERIA:
Deflection - For 40 psf live load.
Limited to span in inches divided by 360.
Strength - Live load of 40 psf plus dead load
of 10 psf determines the required bending design value.
Joist
Size Spacing
(in) (in) Modulus of Elasticity, E, in 1,000,000 psi
0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4
12.0 8- 6 8-10 9- 2 9- 6 9- 9 10- 0 10- 3 10- 6 10- 9 10-11 11- 2 11- 4 11- 7 11- 9 11-11 12- 1 12- 3
16.0 7- 9 8- 0 8- 4 8- 7 8-10 9- 1 9- 4 9- 6 9- 9 9-11 10- 2 10- 4 10- 6 10- 8 10-10 11- 0 11- 2
2x 6 19.2 7- 3 7- 7 7-10 8- 1 8- 4 8- 7 8- 9 9- 0 9- 2 9- 4 9- 6 9- 8 9-10 10- 0 10- 2 10- 4 10- 6
24.0 6- 9 7- 0 7- 3 7- 6 7- 9 7-11 8- 2 8- 4 8- 6 8- 8 8-10 9- 0 9- 2 9- 4 9- 6 9- 7 9- 9
12.0 11- 3 11- 8 12- 1 12- 6 12-10 13- 2 13- 6 13-10 14- 2 14- 5 14- 8 15- 0 15- 3 15- 6 15- 9 15-11 16- 2
16.0 10- 2 10- 7 11- 0 11- 4 11- 8 12- 0 12- 3 12- 7 12-10 13- 1 13- 4 13- 7 13-10 14- 1 14- 3 14- 6 14- 8
2x 8 19.2 9- 7 10- 0 10- 4 10- 8 11- 0 11- 3 11- 7 11-10 12- 1 12- 4 12- 7 12-10 13- 0 13- 3 13- 5 13- 8 13-10
24.0 8-11 9- 3 9- 7 9-11 10- 2 10- 6 10- 9 11- 0 11- 3 11- 5 11- 8 11-11 12- 1 12- 3 12- 6 12- 8 12-10
12.0 14- 4 14-11 15- 5 15-11 16- 5 16-10 17- 3 17- 8 18- 0 18- 5 18- 9 19- 1 19- 5 19- 9 20- 1 20- 4 20- 8
16.0 13- 0 13- 6 14- 0 14- 6 14-11 15- 3 15- 8 16- 0 16- 5 16- 9 17- 0 17- 4 17- 8 17-11 18- 3 18- 6 18- 9
2x10 19.2 12- 3 12- 9 13- 2 13- 7 14- 0 14- 5 14- 9 15- 1 15- 5 15- 9 16- 0 16- 4 16- 7 16-11 17- 2 17- 5 17- 8
24.0 11- 4 11-10 12- 3 12- 8 13- 0 13- 4 13- 8 14- 0 14- 4 14- 7 14-11 15- 2 15- 5 15- 8 15-11 16- 2 16- 5
12.0 17- 5 18- 1 18- 9 19- 4 19-11 20- 6 21- 0 21- 6 21-11 22- 5 22-10 23- 3 23- 7 24- 0 24- 5 24- 9 25- 1
16.0 15-10 16- 5 17- 0 17- 7 18- 1 18- 7 19- 1 19- 6 19-11 20- 4 20- 9 21- 1 21- 6 21-10 22- 2 22- 6 22-10
2x12 19.2 14-11 15- 6 16- 0 16- 7 17- 0 17- 6 17-11 18- 4 18- 9 19- 2 19- 6 19-10 20- 2 20- 6 20-10 21- 2 21- 6
24.0 13-10 14- 4 14-11 15- 4 15-10 16- 3 16- 8 17- 0 17- 5 17- 9 18- 1 18- 5 18- 9 19- 1 19- 4 19- 8 19-11
Fb 12.0 718 777 833 888 941 993 1043 1092 1140 1187 1233 1278 1323 1367 1410 1452 1494
Fb 16.0 790 855 917 977 1036 1093 1148 1202 1255 1306 1357 1407 1456 1504 1551 1598 1644
Fb 19.2 840 909 975 1039 1101 1161 1220 1277 1333 1388 1442 1495 1547 1598 1649 1698 1747
Fb 24.0 905 979 1050 1119 1186 1251 1314 1376 1436 1496 1554 1611 1667 1722 1776 1829 1882
Note: The required bending design value, Fb, in pounds per square inch is shown at the bottom of each table and is applicable to all lumber sizes shown. Spans are shown in feet-inches and are limited to 26′ and less. Check sources of supply for availability of lumber in lengths greater than 20′.
TABLE C-1
CEILING JOISTS WITH L/240 DEFLECTION LIMITS
DESIGN CRITERIA:
Deflection - For 10 psf live load.
Limited to span in inches divided by 240.
Strength - Live Load of 10 psf plus
dead load of 5 psf determines the required fiber stress value.
Joist
Size Spacing
(in) (in) Modulus of Elasticity, E, in 1,000,000 psi
0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4
12.0 9-10 10- 3 10- 7 10-11 11- 3 11- 7 11-10 12- 2 12- 5 12- 8 12-11 13- 2 13- 4 13- 7 13- 9 14- 0 14- 2
16.0 8-11 9- 4 9- 8 9-11 10- 3 10- 6 10- 9 11- 0 11- 3 11- 6 11- 9 11-11 12- 2 12- 4 12- 6 12- 9 12-11
2x 4 19.2 8- 5 8- 9 9- 1 9- 4 9- 8 9-11 10- 2 10- 4 10- 7 10-10 11- 0 11- 3 11- 5 11- 7 11- 9 12- 0 12- 2
24.0 7-10 8- 1 8- 5 8- 8 8-11 9- 2 9- 5 9- 8 9-10 10- 0 10- 3 10- 5 10- 7 10- 9 10-11 11- 1 11- 3
12.0 15- 6 16- 1 16- 8 17- 2 17- 8 18- 2 18- 8 19- 1 19- 6 19-11 20- 3 20- 8 21- 0 21- 4 21- 8 22- 0 22- 4
16.0 14- 1 14- 7 15- 2 15- 7 16- 1 16- 6 16-11 17- 4 17- 8 18- 1 18- 5 18- 9 19- 1 19- 5 19- 8 20- 0 20- 3
2x 6 19.2 13- 3 13- 9 14- 3 14- 8 15- 2 15- 7 15-11 16- 4 16- 8 17- 0 17- 4 17- 8 17-11 18- 3 18- 6 18-10 19- 1
24.0 12- 3 12- 9 13- 3 13- 8 14- 1 14- 5 14- 9 15- 2 15- 6 15- 9 16- 1 16- 4 16- 8 16-11 17- 2 17- 5 17- 8
12.0 20- 5 21- 2 21-11 22- 8 23- 4 24- 0 24- 7 25- 2 25- 8
16.0 18- 6 19- 3 19-11 20- 7 21- 2 21- 9 22- 4 22-10 23- 4 23-10 24- 3 24- 8 25- 2 25- 7 25-11
