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Home My WebLink AboutAPPRVD REACTIONS DECK124 Kirby Dr Version 2019.02.19 (2/25/19) 124 Kirby Dr Ph: (615) 325-4165 Portland, TN 37148 Portland, TN 37148 Fax: (800) 231-3460 Ph: (615) 325-4165 Fax: (800) 231-3460 Page: R1 of Date: 4/26/2020 GENERAL INFORMATION FOR COLUMN BASE REACTIONS Project Name:FPL-EOC AT INTERSTATE SOLAR KBS Project Number: K2090272B (MEZZANINE BUILDING: PHASE B) Customer:CURINGTON CONSTRUCTION NBG Engineer:CHRIS TUCKER GLOBAL X GLOBAL Y GLOBAL Z to right) ( + upward) ( + counter-clockwise) X + Y + Z Excellence from the ground up Column base reactions are included in this packet for a building designed by Kirby Building Systems. These reactions result from frame analysis done by the KBS Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Kirby Building Systems at the date of design. Reaction packets marked "FOR REVIEW" are subject to change and are usually provided at the request of the customer, although the KBS Engineer believes he/she is working with undefined, incomplete or assumed information. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction. For ASCE7-10 based building codes, the unfactored load case reactions due to wind are generated using the ultimate design wind speed (Vult). Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Kirby Building Systems. This information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. FOR REVIEW FOR CONSTRUCTION 7 4/26/20 04/29/2020 Job No. Customer Address K2090272DECK FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD Checker Seal Engr. Designer CTT Revision #FORT PIERCE, FL This design extends only for the loads specified on Kirby's purchase order as applied to the structural components of the building designed and fabricated by Kirby and erected in accordance with Kirby's instructions. Note: Kirby's Engineer is not acting as the Engineer of Record for this construction project and is not responsible for the observation or inspection of the building system during or after erection. Revision: Standard Load Nomenclature: Note: Not all load conditions are applicable to all buildings. DL - DEAD LOAD WL1 - WIND LEFT W/ INT. PRESS. LL - LIVE LOAD WR1 - WIND RIGHT W/ INT. PRESS. CL - COLLATERAL LOAD WL2 - WIND LEFT W/ INT. SUCT. SL - SNOW LOAD WR2 - WIND RIGHT W/ INT. SUCT. DRIFT - SNOW DRIFT LW1/LNWIND1 = LONG. WIND W/ INT. PRESS. SLIDE - SLIDING SNOW LW2/LNWIND2 = LONG. WIND W/ INT. SUCT. FxPAT_LLx - PATTERN LIVE LWIND1_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxPAT_SLx - PATTERN SNOW LWIND1_R2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxUNB_SL_L - UNBALANCED SNOW LEFT LWIND2_L3E - LONG. WIND W/ INT. SUCT. + ZONE 3E FxUNB_SL_R - UNBALANCED SNOW RIGHT LWIND2_R3E - LONG. WIND W/ INT. SUCT. + ZONE 3E FxCRANEA1 - MAX LEFT W/ THRUST RIGHT WINDP/WP - WIND PRESS. W/ INT SUCT. ENDWALL & SC FxCRANEA2 - MAX LEFT W/ THRUST LEFT WINDS/WS - WIND SUCT. W/ INT PRESS. ENDWALL & SC FxCRANEA3 - MAX RIGHT W/ THRUST RIGHT SEISMIC LEFT - SEISMIC LEFT FxCRANEA4 - MAX RIGHT W/ THRUST LEFT SEISMIC RIGHT - SEISMIC RIGHT Page 2 Of 7 Job No. Customer Address K2090272DECK FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD Checker Seal Engr. Designer CTT Revision #FORT PIERCE, FL Table Of Contents COVERPAGECOVERPAGE REACTIONS COVER PAGE REACTIONS 11 4 2 - 2 7 Page 3 Of 7 Job No. Customer Address K2090272DECK FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD Checker Seal Engr. Designer CTT Revision #FORT PIERCE, FL KIRBY BUILDING SYSTEMS 124 KIRBY DR. PORTLAND, TN 37148 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR CURINGTON CONSTRUCTION 2652 NE 24TH ST OCALA, FL FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD FORT PIERCE, FL K2090272DECK BUILDING LAYOUT Width (ft)= 20.0 Length (ft)= 72.0 Eave Height (ft)= 13.5/ 13.5 Roof Slope (rise/12) = 0.00 BUILDING LOADS Roof Dead Load (psf) = 80.0 Wall Dead Load Left Endwall (psf) = 2.0 Right Endwall (psf) = 2.0 Front Sidewall(psf) = 2.0 Back Sidewall(psf) = 2.0 Live Load (psf) = 100.0 Collateral Load (psf) = 5.0 Wind Speed (mph) = 160.0 Wind Code = FBC 17 (IBC 15) Closed/Open = O Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= A Designer : CTT Detailer : TB 4/27/20 Page 4 Of 7 Job No. Customer Address K2090272DECK FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD Checker Seal Engr. Designer CTT Revision #FORT PIERCE, FL K2090272DECK Bracing Reactions Report: 4/27/20 9:53am BUILDING BRACING REACTIONS: Reactions(k)-------- Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes L_EW XD (h) F_SW 8 XD ,XC 1.74 1.76 0.31 0.32 (b) R_EW XA (h) B_SW 7 XC ,XD 1.74 1.76 0.31 0.32 (b) b)Wind bent in bay, base above finish floor h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 K2090272DECK Additional Reactions Report: 4/27/20 9:53am Rigid Frame Column Reactions(k) Frame Col ----Dead--- Collateral ----Live--- Wind_Left1 Wind_Right1 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert XD 7 1.1 10.5 0.1 0.6 1.3 12.5 -0.4 -3.4 -0.4 -5.3 XD 8 -1.1 10.5 -0.1 0.6 -1.3 12.5 0.4 -5.3 0.4 -3.4 XC* 7 2.0 19.8 0.1 1.2 2.4 24.0 -0.8 -6.5 -0.8 -10.1 XC* 8 -2.0 19.8 -0.1 1.2 -2.4 24.0 0.8 -10.1 0.8 -6.5 XA 7 1.1 10.5 0.1 0.6 1.3 12.5 -0.4 -3.4 -0.4 -5.3 XA 8 -1.1 10.5 -0.1 0.6 -1.3 12.5 0.4 -5.3 0.4 -3.4 Frame Col Wind_Left2 Wind_Right2 Wind_Long1 Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert XD 7 -0.4 -5.0 -0.4 -3.6 -0.6 -6.0 0.3 2.5 -0.1 -0.1 XD 8 0.4 -3.6 0.4 -5.0 0.6 -6.0 -0.3 2.5 -0.1 0.1 XC* 7 -0.8 -9.5 -0.8 -7.0 -0.8 -7.7 0.4 4.1 -0.2 -0.3 XC* 8 0.8 -7.0 0.8 -9.5 0.8 -7.7 -0.4 4.1 -0.2 0.3 XA 7 -0.4 -5.0 -0.4 -3.6 -0.6 -6.0 0.3 2.5 -0.1 -0.1 XA 8 0.4 -3.6 0.4 -5.0 0.6 -6.0 -0.3 2.5 -0.1 0.1 Page 5 Of 7 Job No. Customer Address K2090272DECK FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD Checker Seal Engr. Designer CTT Revision #FORT PIERCE, FL Frame Col -Seis_Right Line Line Horz Vert XD 7 0.1 0.1 XD 8 0.1 -0.1 XC* 7 0.2 0.3 XC* 8 0.2 -0.3 XA 7 0.1 0.1 XA 8 0.1 -0.1 XC* Frame Lines:XC XB K2090272DECK Seismic Design Report: 4/27/20 9:53am Building Data Code =IBC 15 Length = 72.00 Width = 20.00 Left Eave Height = 13.50 Right Eave Height = 13.50 Seismic Formula Base Shear, V = 0.01*W Vmin = 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R T(Moment_Frame) = 0.225 Shear Force, E = V Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.141 Shear Force, Em = Omega*V Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Zone/Design Category= A S1 = 0.030 Sd1 = 0.048 Sds = 0.076 Seismic Dead Load, W Frame Dead = 2.00 (psf) Page 6 Of 7 Job No. Customer Address K2090272DECK FPL-EOC AT INTERSTATE SOLAR 3650 AICO RD Checker Seal Engr. Designer CTT Revision #FORT PIERCE, FL Roof Dead = 80.00 (psf) Collateral = 5.00 (psf) Roof Total = 87.00 (psf) , Weight= 125.28 (k) L_EW Dead = 2.00 (psf) , Weight= 0.27 (k) F_SW Dead = 2.00 (psf) , Weight= 0.97 (k) R_EW Dead = 2.00 (psf) , Weight= 0.27 (k) B_SW Dead = 2.00 (psf) , Weight= 0.97 (k) Total = 127.76 (k) Seismic Forces Roof Bracing Cs = 0.0100 W = 125.82 (k) Force, V = 1.26 (k) (Vmin) Force, E = 1.26 (k) Wind Bents Front Cs = 0.0100 W = 62.78 (k) Force, V = 0.63 (k) (Vmin) Force, E = 0.63 (k) Back Cs = 0.0100 W = 62.78 (k) Force, V = 0.63 (k) (Vmin) Force, E = 0.63 (k) Rigid Frames Cs = 0.0100 Frame 1 W = 22.00 (k) Force, V = 0.22 (k) (Vmin) Force, E = 0.22 (k) Frame 2 W = 42.00 (k) Force, V = 0.42 (k) (Vmin) Force, E = 0.42 (k) Frame 3 W = 22.00 (k) Force, V = 0.22 (k) (Vmin) Force, E = 0.22 (k) End Plates Frame Omega= 1.00 Wind Bent Omega= 1.00 Total Base Shear Longitudinal Force, V = 1.26 (k) Transverse Force, V = 1.28 (k) Page 7 Of 7