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8/24/2021 <br /> IBC 2018 METAL BUILDING ANCHOR BOLT AND FOUNDATION DESIGN 8:49 AM <br /> Version Date.November 23,2020 By: SDP Reviewed by: TMD <br /> JOB TITLE:Everett WA Sunbelt Wash Bay JOB#: 21114 <br /> Column:Typical DESIGNER: NGW <br /> ANCHOR BOLT REACTIONS AND LOAD COMBINATIONS <br /> Y Z x DESIGN SUMMARY: <br /> •ea• •.1 r.r <br /> Collateral,C 0.2 0.0 0.0 <br /> Floor Live 0.0 0.0 0.0 Thrust Resistance: <br /> Roof Live 3.0 0.3 0.0 <br /> Crane,Cr 0.0 0.0 0.0 Grade Beam N/A <br /> Snow 4.5 0.4 0.0 -OR- <br /> Wind 0.7 1.3 0.8 Hairpin N/A <br /> Wind(Uplift) 2.6 2.3 0.8 <br /> Seismic 0.6 0.4 0.3 Friction+Passive Pressure Checked at footing <br /> Seismic(Uplift) 0.6 0.4 0.3 <br /> Seismic Design Factors Seismic Design Category <br /> Seismic Coefficient Sds 1 0.82 D I Anchor Bolts: <br /> Amplification Factor-t!o 3 Use 1!o= .0 d Design Cal.is A or B <br /> Redundancy Factor-p 1.3 (4)0.75 in diameter x 8 in embed A36 headed A.B. <br /> ASD Combinations ASCE 7.16 C• "1-D-eactrons <br /> D 1 0.7 0.1 0.0 X.Oireetion P;hn•emm <br /> D*L+Cr 2 0.7 0.1 0.0 Shear Confined Confined <br /> D+C+Lr 3 3.9 0.4 0.0 OK OK <br /> D+C+S 4 5.4 0.5 0.0 <br /> D+C+0.75'(L+Cr)+0.75`Lr 5 3.2 0.3 0.0 55 <br /> D+C+0.75'(L+Cr)+0.75`5 6 4.3 0.4 0.0 Tension Confined <br /> D+0.6'W 7 1.1 0.9 0.5 OK 0.03 <br /> D-0.6'W 8 -0.9 -1.3 -0.5 <br /> (D+0.14`Sds`0)+0.7•(E`p) 9 1.3 0.5 0.3 Combined OK 0.03 <br /> (0-0.14'Sds'D)-0.7`(E`p) 10 0.1 -0.3 -0.3 <br /> D+C+0.75`0.6`W+0.75'(L+Cr)+0.75'Lr 11 3.5 0.9 0.4 <br /> D+C-0.75'0.6'W+0.75'(L+Cr)+0.75`Lr 12 2.0 -0.7 -0.4 Pier: <br /> D+C+0.75`0.6'W+0.75'(L+Cr)+o.75`S 13 4.6 1.0 0.4 <br /> D+C-0.75'0.6'W+0.75'(L+Cr)+0.75•S 14 3.1 -0.6 -0.4 17 in wide x 24 in long-3000 psi concrete <br /> (D+0.105`Sds*D)+0.525'(E'p)+C+0.75'(L+Cr)+0.75`Lr 15 3.6 0.6 0.2 (8)#5 Vertical Bars with 6 in hook embedment in footing <br /> (0-0.105'Sds'D)-0.525'(E'p)+C+0.75`(L+Cr)+0.75`Lr 16 2.7 0.0 -0.2 #3 Ties at 10 in o.c.with(3)in top 5 in <br /> (D+0.105'Sds`D)+C+0.525'(E'p)+0.75`(L+Cr)+0.75'S 17 4.7 0.7 0.2 <br /> (0-0.105'Sds`D)*C-0.525'(E'p)+0.75`(L+Cr)+0.75'S 18 3.8 0.1 -0.2 56 <br /> 0.6D+0.6`W 19 0.8 0.8 0.5 Tension n 0.01 <br /> 0.6D-0.6'W 20 -1.1 -1.3 -0.5 <br /> 0.6'(D+0.14'Sds'D)+0.7'(E'p) 21 1.0 0.4 0.3 Compression - 0.02 <br /> 0.61D-0.14'Sds'D)-0.7'(E'p) 22 -0.2 -0.3 -0.3 <br /> Flexure 0.08 <br /> Maximum ASD Reactions 5.4 1.0 0.5 <br /> Minimum ASD Reactions(-V indicates uplift) -1.1 -1.3 -0.5 Min/Max Reinforcement n <br /> LRFD Combinations LC# LRFD Reactions <br /> 1.40 1 1.0 0.1 0.0 Footing: <br /> 1.2D+1.6(L+C,)+0.55 2 3.3 0.3 0.0 <br /> 1.2D*1.6(L+C,)+0.5L,+C 3 2.5 0.3 0.0 3 ft square x 12 in thick-3000 psi concrete <br /> 1.2D+1.6'(L,+C)+L+C, 4 6.0 0.6 0.0 (3)#5 bottom bars each way <br /> 1.2D+1.6(L,+C)+0.5W 5 6.3 1.3 0.4 (3)#5 top bars each way <br /> 1.2D+1.6(L,+C)-0.5W 6 4.7 -0.6 -0.4 <br /> 1.2D+1.6(C+S)+(L+C,) 7 8.4 0.8 0.0 5H <br /> 1.2D+1.6(C+S)+0.5W 8 8.7 1.4 0.4 Sliding 0.40 <br /> 1.2D+1.6(C+S)-0.5W 9 7.1 -0.4 -0.4 <br /> 1.2D+1.0W+(L+C,)+0.5L,+C 10 3.2 1.6 0.8 Overturning ON 0.91 <br /> 1.20-1.0W+(L+C,)+0.5L,+C 11 -0.1 -2.0 -0.8 <br /> 1.20+1.0W+(L+C,)*0.55+C 12 4.0 1.6 0.8 Soil Pressure "ry 0.70 <br /> 1.20-1.0W+(L+C,)+0.5S+C 13 0.7 -2.0 -0.8 <br /> 12'(D+0.2'Sds'D)*(E`p)+(L+C,)+0.2S+C 14 2.9 0.7 0.4 Uplift 0, 0.39 <br /> 1.2'(DD-0.2'Sds'D)-(E'p)+(L+C,)+0.25+C 15 0.8 -0.3 -0.4 <br /> 1.2'(D+0.2'Sds'D)*(E`I:o)*(L*C)+0.25+C 16 3.9 1.4 0.9 One Way Shear 1K 0.82 <br /> 1.2`(D-0.2'Sds`D)-(E`(!o)*(L+C)*0.2S*C 17 -0.2 -1.0 -0.9 <br /> 0.9D+1.0W iB 1.3 1.4 0.8 Punching Shear 0,. 0.04 <br /> 0.9D-1.0W 19 -2.0 -2.2 -0.8 <br /> 0.9'(0+0.2'Sds'D)*(E'p) 20 1.5 0.6 0.4 Flowre .Jo 0.16 <br /> 0.9`(0-0.2`Sds`D)-(E`p) 21 -0.3 -0.4 -0.4 <br /> 0.9*(D+0.2'Sds'D)+(E'1!o) 22 2.5 1.3 0.9 Thickness for hooked bars �r <br /> 0.9•(D-0.2`Sds'D)-(E'(!o) 23 -1.3 -1.1 -0.9 <br /> Reinforcement .0* <br /> Ilammum LRFD Reactions 8.7 1.6 0.9 <br /> Minimum LRFD Reactions(-V indicates uplift) -2.0 -2.2 -0.9 <br />