3426 TULALIP AVE 2024 Plans 2025-09-12

82t5 RZ-fY7, 'T k}lk rJ l ESR-1854 1 Most Widely Accepted and Trusted n 1_g"> fit Page 9 of 18 f TABLE 1-FOUNDATION 5TRENGT RATINGS OF BRACKETS' PRODUCT PILING DIAMETER ALLOWABLE CAPACITY NUMBER DESCRIPTION (inch) (kips) Compression Tension Lateral 4021.1 Side load bracket 21/8 33.65" See Table 3A Note 6 4021.55 Side load bracket 31/2 55.12'A See Table 3A Note 6 v 4038.1 Side load bracket 27/a 19.70'-5 See Table 3A Note 6 4039.1 Side load bracket 27/$ 32.07'5 See Table 3A Note 6 4075.1 New construction 27/" See Table 3B See Table 3C 1.49z5 4077.1 New construction 4'/2 See Table 3B See Table 3C 2.9842,5 4079.1 New construction 21/e See Table 313 See Table 3C 1.492,5 4076 New construction 3%(upset) See Table 3B See Table 3C 2.032-5 3'/z(threaded) See Table 3B See Table 3C 2792,5 4093.1 Slab bracket 27/e See Table 5 N/A N/A 27.9 @ 20°angle(tension onlyf l 4550.2875.1 Tieback assembly 2'/$ 27.6 @ 30'angle(tension onlyr°5 For SI: 1 inch=25.4 mm,1 kip(1000 Ibf)=4.48 kN. 'Load capacity is based on full scale load tests per AC358 with an installed 5-0'unbraced pile length having a ma)dmum of one coupling per 2018,2015,2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2.A 4-foot-long guide sleeve must be installed at the top of the shaft as required in Figures 3,5 and 7. Side load bracket must be concentrically loaded. Side load bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete beating have been evaluated. 2Lateral load capacity is based on lateral load tests performed in firm day soil per Section 4.1.1 of this report For any other soil condition,the lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be 12 inches. 'The capacities listed in Table 1 assume the structure is sidesway braced per 2018,2015,2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5. "Tieback assemblies must be installed in accordance with Section 4.2.5 of this report. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 6-inch-thick concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft.Bolts must be 1/4-inch diameter complying with ASTM A325 and installed snug-tight with threads excluded. 5The tabulated values are based on installation with normal weight concrete having a rrrnimum compressive strength of 2500 psi(17.23 MPa). "The lateral load capacity of the side-load brackets must be designed by a registered design professional in accordance with Chapter 18 of the IBC. N/A=not applicable. TABLE 2-MECHANICAL PROPERTIES AFTER CORROSION LOSS IN STEEL THICKNESS OF 2.875-INCH-,3.5-INCH-,AND 4.54NCH-DIAMETER HELICAL SHAFTS' SHAFT DIAMETER MECHANICAL PROPERTIES (inch) 2.875 3.5 4.5 Steel Yield Strength,Fv(ksi) 65 65 65 Steel Ultimate Strength,F.(ksi) 80 76 76 Modulus of Elasticity,E(ksi) 29,000 29,000 29,000 Nominal Wall Thickness(inch) 0.217 0.254 0,237 Design Wall Thickness(inch) 0.1758 0.2102 OA944 Outside Diameter(inch) 2.8490 3.4740 4.474 Inside Diameter(inch) 2.4974 3.0536 4,085 Cross Sectional Area(inch2) 1.48 2.16 2.61 Moment of Inertia,I(inch`) 1.32 2.88 6.00 Radius of Gyration,r(inch) 0.95 1.16 1.51 Section Modulus,S(inch') 0.93 1.66 2.68 Plastic Section Modulus,Z(inch3) 1.26 2.24 3.56 For SI: 1 inch=25.4 mm;1 ksi=6.89 MPa, 1 ft-ibf=1.36 N-m; 1 Ibf=4.45 N. 'Dimensional properties are based on powder coated steel losing 0.02&4nch steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life.