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Home My WebLink AboutAPPROVED Building 5 (APPROVED) Column Base Reactions t'ersron 2019.02.19(2125119) x IRBY 124 Kirby Dr Portland,TN 37148 Ph:(615)325-4165 1 Ar1LtlQRCe yz/ Fax:(800)231-3460 Page: RI of Date: 1/30/2020 j1111t tilt 1 GENERAL INFORMATION FOR COLUMN BASE REACTIONS Q FOR REVIEW FOR CONSTRUCTION � � w Project Name: Al-TRUSS STORAGE #5 `b ` KBS Project Number: K2080081A � P y Customer: PROCTOR AND ASSOCIATES OF -4u NBG Engineer: W.Gregory WG/ 1-30-20 �'��i® V'. � e• kT/O N AN, Column base reactions are included in this packet for a building designed by Kirby Building Systems. These 111111111111111��, reactions result from frame analysis done by the KBS Engineer for this specific job. They reflect ail loading to which the building may be subject,per tine 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 lie/she is working with undefined,incomplete or assumed information. 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 ASCM-10 based building codes,the unfactored load case reactions due to wind are generated using tine ultimate design wind speed(Vult). 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. GLOBAL X GLOBAL,Y GLOBAL Z (*to right) (+upward) (+counter-clockwise) E I (Lij ___'N"-7 __3�_ +X +Y 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. >l MMAI Excellence from the ground tip nccsEoit�n Page 2 Of 8 �( Job No. K2090081A Designer WG r KI R Y Customer Al-TRUSS STORAGE 45 Checker ltiltl.11l#J[; ,v wS7 1C.Ms Address 4451 ST. LUCIE BLVD. Seal Engr. FORT PIERCE, PL 34946 Revision ## 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 WRl - 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 LWI/LNWINDI = LONG. WIND W/ INT. PRESS. SLIDE - SLIDING SNOW LW2/LNWIND2 = LONG. WIND W/ INT. SUCT, FxPATLLx - PATTERN LIVE LWINDI_L2E - LONG, WIND W/ INT. PRESS. + ZONE 2E FXPAT SLx - PATTERN SNOW LWINDI_R2E - LONG. WIND W/ TNT. 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 FXCRANEAI - 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 3 Of 8 Job No. K2080081A Designer WG KIRBY Customer Al-TRUSS STORAGE Checker t>1111.DING Address 4451 ST. LUCIE BLVD. Seal Engr. As FORT PIERCE, FL 34946 Revision # Table Of Contents Cover 1 - 2 Column Base Reactions 4 - 8 Page 4 Of 8 Job No. K2080081A Designer T4G KIRBY Customer Al-TRUSS STORAGE Checker SySf M Address 4451 ST. LUCIE BLVD, Seal Engr. FORT PIERCE, FL 34946 Revision # KIRBY BUILDING SYSTEMS 124 KIRBY DR. PORTLAND, TN 37148 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR PROCTOR AND ASSOCIATES VERO BEACH, FL 32960 Al-TRUSS STORAGE #5 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 K2080081 A BUILDING LAYOUT Width (ft)= 30.0 Length (ft)= 120.0 Eave Height (ft)= 18.0/ 18.0 Roof Slope (rise/12) = 1.00/ 1 .00 BUILDING LOADS Roof Dead Load (psf) = 2.5 Wall Dead Load Left Endwall (psf) = 2.0 Right Endwall (psf) - 2.0 Front Sidewall(psf) - 2.0 Back Sidewall(psf) = 2.0 Roof Live Load (psf) = 20.0 Frame Live Load (psf) = 12.0 Collateral Load (psf) = 5.0 Wind Speed (mph) = 160.0 Wind Code = FBC 17 (IBC 15) Closed/Open = 0 Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= A Page 5 Of 8 �( .lob No. K2080081A Designer WG KIR Y Customer Al-TRUSS STORAGE #5 Checker S15(t ill`.i Address 4451 ST. LUCIE BLVD. Seal Engr. L. 4 c' fu-'.• 3.',:u .., FORT PIERCE, FL 34946 Revision # Designer WG Detail er ; NDA 1/30/20 K2080080A Rigid Frame Reactions; 1/30/20 11:48am Rigid Frame Column Reactions (k , f-k) (Major Axis) ---_----__------------------------------- Frame Col --------Dead------- ----Collateral-------- --------Live------------ Line Line Harz Vert Moment Horz Vert Moment Horz Vert Moment ------ ----- ----- ------- ----- ----- ------- ----- ----- 1* A 0.0 3.2 0.0 0.0 3.6 0.0 0.0 8.6 0.0 Frame Col ----Wind Leftl----- ----Wind_Rightl---- ----Wind_Left2----- Line Line Horz Vert Moment Horz Vert Moment Horz Vert Moment ----- ------ ----- ----- --- ----- ------ -------- ----- ----- ------- 1* A -0.9 -25.8 -62.4 0.9 -25.8 62.4 0.6 -25.8 45.5 Frame Col ----Wind_Right2---- ----Wind_Longl----- ----Wind_Long2----- Line Line Horz Vert Moment Horz Vert Moment Horz Vert Moment ----- ------ ----- ----- ------- ----- ----- ------- --------- ----- ------- 1* A -0.6 -25.8 -45.5 0.0 -36.3 0.0 0.0 15.3 0.0 Frame Col -----Seis_Left----- ----Seis_Right----- ----F1PAT_LL_1 ---- Line Line Horz Vert Moment Horz Vert Moment Horz Vert Moment 1* A -0.1 0.0 1.3 0.1 0.0 -1.3 0.0 4.3 -31.6 Frame Col ----F1PAT LL 2 ---- Line Line Horz Vert Moment 1* A 0.0 4.3 31. 6 ------------------------------------------------------------- Hx 1* Frame Lines:l 2 3 4 5 6 Mx V K2080080A Bracing Reactions Report; 1/30/20 11 :48am Page 6 Of 8 �{ ,lob No. K2080081A Designer wG E KI Y Customer Al-TRUSS STORAGE ##$ Checker 5Y',ii1"11ti Address 4451 ST. LUCIE BLVD. Seal Engr. ,iiN( .•:.tuw', ..;Irr : _,. . FORT PIERCE, FL 34946 Revision # 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 1 (h) Int A 1* Minor-Axis Bending in Column - See Below R_EW 6 (h) ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- 1* Frame Lines:l 2 3 4 5 6 (h)Rigid frame at endwall Rigid Frame Column Reactions (k , f--k) (Minor Axis) ------------------------------------- ---Column @ A ----- ' HX Frame Col ----Wind�Long1---- Line Line Hy (k) Hx(k) V(k) My(f-k) Mx(f-k) ----- ------ ------ ------ ------ -------- -------- /• h 1* A 0.0 See 3.20 0.0 See Hy \ 1* A +/-4 .2 Pg 5 -36.6 +/-77.5 Pg S MX � � My V K2080080A Seismic Design Report: 1/30/20 11:48am -------------------------------------------------------------------------------- Building Data ------------- Code -IBC 15 Length = 120.DD Width - 30.00 Left Eave Height - 18.00 Right Eave Height = 18.00 Seismic Formula --------------- Base Shear, V 0.01*W Shear Force, E = V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em 4 Omega*V Page 7 Of 8 Job No. K2080081A Designer WG KIRRY "0 11.13HU.1 Customer Al-TRUSS STORAGE #S Checker S ;E' �.i 5 ,;s�, Address 4451 ST. LUCIE BLVD. Seal Engr. '� .K rnFriar;; �ra,. s €r=•rr.•::.r;, FORT PIERCE, FL 34946 Revision # (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Zone/Design Category A Seismic Dead Load, 1-7 -------------------- Frame Dead 2.00 (psf) Roof Dead 2.50 (psf) Collateral - 5.00 (psf) Roof Total = 9.50 (psf) , Weight= 34.20 (k) L_EW Dead - 2.00 (psf) Weight= 0.56 (k) F_SW Dead = 2.00 (psf) , Weight= 2.16 (k) R_EW Dead = 2.00 (psf) Weight= 0.56 (k) B_SVd Dead = 2.00 (psf) Weight= 2.16 (k) Total = 39.64 (k) Seismic Forces -------------- Roof Bracing Cs = 0.0100 W = 35.32 (k) Force, V = 0.35 (k) Force, E = 0.35 (k) Sidewall Panel Front Omega= 1.00 Cs = 0.0100 W = 16.48 (k) Force, V = 0.16 (k) Force, Em = 0.16 (k) Back Omega= 1.00 Cs = 0.0100 W = 16.48 (k) Force, V = 0.16 (k) Force, Em = 0.16 (k) Rigid Frames Cs = 0.0100 Frame 1 W = 8.00 (k) Force, V 0.08 (k) Force, E = 0.08 (k) End Plates Frame Omega 1.00 Total Base Shear Longitudinal Page 8 Of 8 Job No. K2080081A Designer WG KIRY LE -Customer Al-TRUSS STORAGE �5 Checker Address 4451 ST, LUCIE BLVR. Seal n r. 9 FORT PIERCE, FL 39996 Revision # Force, V = 0.33 (k) Transverse Force, V - 0.48 (k)