The URL can be used to link to this page

Home My WebLink AboutApproved General Information Version 2019.02.19(2125119) KIRBY 124 Kirby Dr Portland,TN 37148 � 3 Ph:(615)325-4165 Ll 3 Fax:(800)231-3460 III-III SOW1111IN 1•T:;P LII:I' Page: Rl of Date: 1/30/2020 GENERAL INFORMATION FOR COLUMN BASE REACTIONS ,,tttlll rlrl FOR REVIEW ® FOR CONSTRUMON Project Name: Al-TRUSS STORAGE 94 0. 64 KBS Project Number: K2080080A , y+r Customer: PROCTOR AND ASSOCIATES _o NBG Engineer: W.Gregory WG/ 1-30-20 W. STATE OF ORID Column base reactions are included in this packet for a building designed by Kirby Building Systems.l�{4r� X� AL reactions result from frame analysis done by the KBS Engineer for this specific job, They reflect all loading11111r oil lilt►�� 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. 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 mind direction. For ASCE7-10 based building codes,the unfactored load case reactions due to wind are generated using the ultimate design wind speed(Volt). 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) +X A +Y �1 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 constriction practices. d W.—W—MR1 E,rcellence fi-ont the ground up AccREoftED FSY2 Page 2 Of 8 Job No. K2080080A Designer WG KI BY Customer Al-TRUSS STORAGE4 Checker fA1l1_!)!)Ha[; >Y` Ir Ili 4 Address 4451 ST. LUCIE BLVD. Seal Engr. r.zre.•„:+;nr,,, r_ ,r-. ,:ur.•. FORT PIERCE, FL 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 W1 INT. SUCT. DRIFT - SNOW DRIFT LWI/LNWINDI = LONG. WIND W/ TNT. PRESS. SLIDE - SLIDING SNOW LW2/LNWIND2 = LONG. WIND W/ INT. SUCT. FxPAT_LLx - PATTERN LIVE LWINDl_L2E - LONG. WIND 17/ INT. PRESS. + ZONE 2E FxPAT_SLX - PATTERN SNOW LWINDl 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/ TNT. SUCT. + ZONE 3E FXCRANEAI - MAX LEFT W/ THRUST RIGHT WINDP/WP - WIND PRESS. W/ INT SUCT. ENDWALL & SC FxCRANEA2 - MAX LEFT W1 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. K2080080A Designer WG . c,a may: KIRBY €tilfi.fllf!€, Customer Al-TRUSS STORAGE 94 Checker `.>YS€LMiS Address 4451 ST. LUCIE BLVD. Seal Engr. FORT PIERCE, FL 34946 Revision # Table Of Contents Cover 1 2 Column Base Reactions 4 - 8 Page 4 Of 8 Job No. K2080080A Designer WG Lti�KIRBY I;U11,DING Customer Al-TRUSS STORAGE #4 Checker IP (3; A .) Address 4451 ST. LUCIE BLVD. Seal 6ngr. etrrl ;'`-'"-;E�''` i,'3;>':".�.+ ':• '.. 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 #4 4451 ST. LUCIE BLVD. PORT PIERCE, FL 34946 K2080080A 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 LOANS Roof Dead Load (psf) - 2.5 Wall Dead Load Left Endwall (psf) = 2.0 Right Endwall (psf) = 2.0 Front Sidewall(ps£) - 2.0 Back Sidewall(psf) W 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 Job No. K2080080A Designer WG KI R Y Cuskomer Al-TRUSS STORAGE #4 Checker EvC;3`; Address 4451 ST. LUCIE BLVD. Seal Engr. FORT PIERCE, FL 34946 Revision # Resigner WG Detailer 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 Horz 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_Left1----- -----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_Lett----- ----Seis Right----- ----FIPAT_LL_1 ------- Line Line Horz Vert Moment Horz Vert Moment Horz Vert Moment ----- -------- ----- ----- ------- ------- ------ ------- ----- ------ ------- 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 Lane 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 Pace 6 Of 8 Job No. K2080080A Designer WG �( 3 '*8 Y Customer Al-TRUSS STORAGF #4 Checker G(I11,1)1N11, ,➢ .M..�a.� ��. Address 9951 ST. LUCIF BLVD. Seal Engr. asc.unr:c 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 ----- ' Frame Col ----Wind_Longl---- HX Line Line Hy(k) Hx(k) V(k) My(f-k) Mx(f-k) --- - ----- -- ------ ----- __ __ _____ ' 1* A 0.0 See 3.20 0.0 See Hy 1* A +/-4.2 Pg 5 -36.6 +/-77.5 Pg 5 Mx IV \` My v� K2080080A Seismic Design Report: 1/30/20 11:48am Building Data ------------- Code =IBC 15 Length = 120.00 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 = Omega*V Page 7 Of 8 Job No. K2080080A Designer WG LzK1 Y Customer Al-TRUSS STORAGE 44 Checker I1I)III)IM1 .`Muiq'(.15 Address 4451 ST. LUCIE BLVD. Seal Engr. , :.1c. 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, W -------------------- 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 SW 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. K2080080A Designer WG KIR® Y Customer Al-TRUSS STORAGE #4 Checker B3ttILC MII ` Y `` Address 4451 ST. LUCIE BLVD. Seal Engr. y4 .� FORT PIERCE, FL 34946 Revision # Force, V - 0.33 (k) Transverse Force, V - 0.48 W