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Lateral Loads: Seismic loads calculated per ASCE 7-16,Ch 12.14 <br /> Sds= 1.053 <br /> Site Class= D <br /> Risk Category-- Cat II <br /> Type of Diaphragm-- Flexible <br /> R= 7.0 Knee Braces (ASCE 7-16 Table 12.2-1 Knee Braces) <br /> Q. 2.5 (S2o=2.5 For Knee Braces, 1.0 for Moment Base) <br /> F= 1.0 (F=1.0 for 1-story, 1.1 for 2-story, 1.2 for 3-story) <br /> Cs= F x Sds/R= 0.376 (ASCE 7-16 Ch. 12-14) <br /> V= 0.376 x DL <br /> Soil Bearing for Lateral Columns= 1500 psf Gravity Based Footing Calcuation(unfactored) <br /> Eh= 1027 lbs (LRFD lateral) (ASCE7-16 Ch 2.4.5 Basic Comb.with Seismic Load Effects) <br /> Design for Open Building(30.7-1) 2X_RF/2ROOF <br /> LEDGER BOARD <br /> qh= 8.754 psf (Eq.26.10-1) <br /> Kd= 0.85 Section 26.6 Table 26.6.1 <br /> KZ 0.575 (Table 26.10-1) Wind 178.6 lbs <br /> Kh= 0.7 (Table 30.3.-1) Seismic 1027 lbs <br /> Ke 1.0 (Ground Elevation see Table 26.9-1) OMMMM161. <br /> h= 14.0 ft Fl <br /> Z= 14.0 ft <br /> a= 7 (Input Based on Exposure) <br /> Exposure: B (Section 26.7) <br /> Zg 1200 (Input Based on Exposure) <br /> K,= 1.00 (If on a hill see ASCE 26.8 Figure 26.8-1)) F2 Wind 2308 lbs <br /> V= 100 mph (Figures 25.5-1)Based on Risk Cat II Seismic 1027 lbs <br /> Aft= 9.8 ft2 (Calculate based on roof type) <br /> Afz= 126.0 ft2 (Calculate based on roof type) <br /> G= 0.85 (Gust effect Factor) See Section 26.11 <br /> CN 1.7 1.8 (Net Pressure)Figure 30.7-1 (Monoslope)Figure 30.7-2 (Pitched) <br /> F1= 179 lbs (Wind Pressure) Eq(30.7-1) <br /> F2= 2308 lbs (Note this may be in direction of house-F 1 controls wind forces) <br /> Controlling Load = 1027 lbs Seismic Controls <br /> Project: Novak Patio Date: 4/19/2024 <br /> Location: Everett, WA Page Number 2 <br />