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Home My WebLink AboutAPPROVED Building 6 Reactions (2009-0498) Yeision 019.02.I9(2/25119) KIRBY 124 Kit-by Dr BUILDING Portland,TN 37148 STIE M S Ph:(61.5)325-4165 ^'""—'—q— Fax:(800)231-3460 UTTER SotUtIORS CUTER RUILIMAGS. Page: R1 of 9 Date: 8/25/2020 GENERAL INFORMATION FOR COLUMN BASE REACTIONS Q FOR REVIEW Q FOR CONSTRUCTION Project Naive: At-TRUSS STORAGE N6 KBS Project Number. K2080082A Customer: PROCTOR CONSTRUCTION CO. NBG Engineer: DB 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. 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), 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 GLOBAL Z {+to right) (+upward) (+counter-clockwise) 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.'Phis 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. ACCREDITED Excellence fron? the ground up 1=t,_.: !„ ae ari.:: Page 2 Of 9 Job Rio. 1 K2080082AR2 Designer DB .. . KIRBY i3lg'I Customer Al-TRUSS STORAGE Checker Address 3 9451. ST LUCIE BLVD. Seal En r, 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: ADDED HIGH SIDE COLUMNS TO FRAME LINES 2,3,AND 4 ADDED JACK BEAM AT HIGH SIDE BETWEEN GRIDS 4 AND 6 CK: WG 7-08-20 ADDED GIRTS AND WALL PANEL ON HIGH SIDE WALL BETWEEN GRIDS 2 AND 3 DI3 716120 ZLCOMPLETE REDESIGN PER CHANGE ORDER 2 MSS RUN K2080032AR2 IS USED FOR THE BUILDING IN ITS ENTIRETY CK: WG/ 9-26-20 DB 8125120 Standard Load Nomenclature: -I-----------------------------------------+------------------------------------------------I- 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/LNWINDI = LONG. WIND W/ INT. PRESS. SLIDE - SLIDING SNOW LW2/LNWIND2 = LONG. WIND W/ INT, SUCT. FxPAT_LLx - PATTERN LIVE LWINDI_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E FxPAT_SLx - PATTERN SNOW LWINDI_R2E - LONG, WIND W/ INT. PRESS. + ZONE 2E FxUNB_SL_L - UNBALANCED SLOW 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 9 Job No. ! K2080082AR2 Designer DB CU StoMer AI-TRUSS STORAGE �'6_.._.. Checker e Atldress 4951 ST LUCIE BLVD. Steal Engr. r€ z ar:r ta�d= f FORT PIERCE. FL 34946 Revision # Table Of Contents COVER PAGE 1 — 2 REACTIONS 4 — 9 t Page 4 Of 9 Job No. K2080082AR2 Designer DB KIRBY - __.., &1 Customer AI-TRUSS STORAGE #6 Checker - 5 s Address 4451 ST LUCIE BLVD. Seal Engr. sr >- rr�� ;crssy, FORT PIERCE, FL 34946 Revision # KIRBY BUILDING SYSTEMS 124 KIRBY DR. PORTLAND, TN 37148 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR PROCTOR CONSTRUCTION CO. VERO BEACH, FL 32960 Al-TRUSS STORAGE ##6 4451 ST LUCIE BLVD. FORT PIERCE, FL 34946 K2080082AR2 BUILDING LAYOUT Width (ft)= 25.0 Length (ft)= 120.0 Eave Height (ft)= 19.4/ 21.5 Roof Slope (rase/12) = 1.00 BUILDING LOADS Roof Dead Load (psf) = 2.8 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 Min (psf) = 17.2 Max (psf) = 17.5 Collateral Load (psf) = 5.0 Wind Speed (mph) = 146.0 Wind Code = FBC 17 (IBC 15) Closed/Open = P Exposure = C Internal Wind Coeff = -0.55, +0.55 Importance - Wind = 1.00 Importance - Seismic = 1.00 Page 5 Of 9 Job No. K2080082AR2 Designer DB UT Is��G Customer Al-TRUSS STORAGE #6 Checker _.___......._._ - .---. ........................ ..........._ ..... SYSTEMS .�..m®n . Address 4451 ST LUCIE BLVD. Seal Eng r. FORT PIERCE, FL 34946 Revision # Seismic Design Category= A ------------------------------- Designer DB Detailer NDA 8/25/20 K2080082AR2 Bracing Reactions Report: 8/25/20 1:54pm 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 6 (h) F_SW A Torsional Bracing Used! R-EW 1 (h) B_SW C 3 , 4 8.21 5. 99 0.30 0.22 --- ---- ------- ----- ----- ----- ----- ------ ------- ----- (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 K2080082AR2 .Additional Reactions Report: 8/25/20 1:54pm Rigid Frame Column Reactions(k) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Lane Herz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ..---- ----- ----- __--- 6 C 0.0 1.0 0.0 0.7 0.1 2.6 -0.3 -9.2 9.8 4.4 6 A -0.1 2.6 -0.1 1.7 -0.4 4.9 1.5 -17.4 7.4 -22.8 Page 6 Of 9 Job Mo.; K2080082AR2 Designer DB KIRBY BUILDING Customer Al-TRUSS STORAGE 46 Checker SYSTEMS Address 4451 ST LUCIE BLVD. Seal Engr. CE-117RZ_Ui€c:MSETrrz FORT PIERCE, FL 34946 Revision # Frame Col Wind,,,,,Left2 Wind,,,_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Harz Vert Harz Vert Harz Vert Harz Vert Horz Vert --- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 6 C -10.0 --10.7 0.2 2.9 11.8 4.9 11.8 4.9 0.0 -0.1 6 A --5.1 4.6 0.8 -0.9 9.6 -30.8 9. 6 -30.8 0.0 0.1 Frame Cal -Seis_Right FlPAT_LL_1 Line Line Horz Vert Harz Vert ----- ------ ----- ----- ----- ----- 6 C 0.0 0.1 0.3 2.9 6 A 0.0 -0.1 -0.3 3.0 ------------------------------------------------------------------------------ Frame Col ----Dead--- Collateral -----Live--- Wind_,.,Leftl Wind,_,Rightl Line Line Horz Vert Horz Vert Harz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ------ ----- ____- 5 C 0.2 1.4 0.2 1.8 0.6 4.4 -1.5 --19.8 5.4 -15.6 5 A -0.2 0.9 -0.2 1.3 --0.6 3.2 -2.2 -12.8 12.1 -8.6 Frame Col Wind Left2 Wind.Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Harz Vert Horz Vert ______ _____ _____ ----- ----- ----- ----- ----- ----- ----- ----- 5 C -8.3 -0.4 -1.5 3.8 6.2 -20.7 6.2 -20.7 0.0 0.0 5 A -7.8 -3.3 6.5 0.9 16.9 -11.9 16.9 -11.9 -0.1 0.0 Frame Cal -Seis_Right F2PAT_LL_l Line Line Harz Vert Harz Vert 5 C 0.0 0.0 0.6 4.4 5 A 0.1 0.0 -0.6 3.2 -----------------------------------..--_..._-...___-_____...______..._________-_____.._w- Frame Cal ----Dead---- Collateral -----Live----- Wind_Leftl Wind.Rightl Line Line Harz Vert Horz Vert Horz Vert Harz Vert Horz Vert 4 C 0.0 1.5 0.0 1.4 0.1 3.4 1.7 -13.2 14.4 3.0 4 A -0.1 3.0 -0.2 2.4 -0.4 5.7 2.9 -25.1 10.4 -31.1 Frame Cal Wind_Left2 Wind_Right2 Wand Longl Wind_Long2 -Seis_Left- Line Line Harz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 C -14.7 -13.5 -2.0 2.7 16.8 1.4 18.8 5.1 -0.1 --0.1 4 A -7.9 8.3 -0.5 2.4 12.1 --39.3 14.4 --43.0 --0.1 0.1 Frame Col -Seis,_Right -Seis_,,Long-- F3PAT_,LL,_1 Line Line Harz Vert Horz Vert Harz Vert ----- ------ ----- ----- ----- ----- ----- ----- 4 C 0.1 0.1 0.0 -0.1 0.2 3.7 4 A 0.1 -0.1 0.0 0.1 -0.3 3.8 Page 7 Of 9 Job No. '� K2080082AR2 designer 1 DS Customer AI-TRUSS STORAGE �,6 Checker SYST Eros Address 4451 ST LUCIE BLVD. Seal Erg r. : €€ s tuY rrs ar M?Mas, FORT PIERCE FL 34946 Revision # Frame Cal ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Line Harz Vert Harz Vert Harz Vert Harz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 C 0.1 1.2 0.1 1.3 0.3 3.5 -3.2 -17.9 9.5 -3.6 3 A -0.1 1.2 -0.1 1.3 -0.3 3.6 -7.7 -9.1 3.6 -16.4 Frame Cal Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Harz Vert Horz Vert Harz Vert Harz Vert Harz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 C -10.2 -5.9 2.5 8.3 5.1 -14 .9 7.5 -11.2 0.0 -0.1 3 A -0.8 2.9 10.5 -4.4 -6.9 -12.1 -4.9 -15.8 0.0 0.1 Frame Col -Seis_Right -Seis_Long- F4PAT_LL_1 Line Line Horz Vert Harz Vert Horz Vert 3 C 0.0 0.1 0.0 --0.1 0.3 3.5 3 A 0.0 -0.1 0.0 0.1 --0.3 3.6 ------------------------------------------------------------------------------ Frame Cal ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Line Harz Vert Horz Vert Harz Vert Harz Vert Harz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 C 0.1 1.2 0.1 1.3 0.3 3.4 -3.3 -18.2 9.8 -3.7 2 A -0.1 1.2 -0.1 1.4 -0.3 3.5 -7.8 -9.3 3.5 -16.6 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Harz Vert Harz Vert Horz Vert Harz Vert Horz Vert 2 C --10.4 -6.0 2.7 8.4 5.2 -15.1 7. 6 --11.5 0.0 -0.1 2 A --0.7 2.9 10.6 --4.5 --6.9 -12.3 --5.0 -16.0 0.0 0.1 Frame Col -Seis,_Right -Seis_Long- F5PAT_LL_1 Line Line Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- 2 C 0.0 0.1 0.0 -0.1 0.3 3.4 2 A 0.0 -0.1 0.0 0.1 -0.3 3.5 -------------------------------------------------------------------------------- Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Harz Vert 1 C 0.1 0.9 0.1 0.8 0.3 2.9 0.1 -B.1 6.3 --1. 6 1 A -0.1 1.3 -0.1 0.9 -0.3 3.0 2.2 -11.9 4.8 -12.4 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 C -7.6 -6.8 -1.4 -0.3 6.1 -5.3 7.9 -1.7 0.0 0.0 1 A -3.5 2.4 -0.9 1.9 4.5 -14.5 7.0 -18.2 0.0 0.0 Frame Col -Seis_Right -Seis_Long--- F6PAT_LL_1 Page 8 Of 9 Job No. K2080082AR2 Designer DB BUILDINGKIRBY Customer1 Al-TRUSS STQRAGE 6 Checker ........ _.._..... SYSTEMS _. Address ! 4451 ST LUCIE BLVD. ', Seal Engr. ' FORT PIERCE, FL 34946 Regrasaan Line Line Horz Vert Horz Vert Harz Vert ----- ------ ----- ----- ----- ----- ----- ----- 1 C 0.0 0.0 0.0 -0.1. 0.3 2.9 1 A 0.0 0.0 0.0 0.1 -0.3 3.0 ------------------------------------------------------------------------------ K2080082AR2 Seismic Design Report: 8/25/20 1:54pm Building Data ------------- Code =IBC 15 Length = 120.00 Width = 25.00 Left Eave Height = 19.42 Right Eave Height = 21.50 Seismic Formula --------------- Base Shear, V = 0.01*W Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/ (T*R T (Moment_Frame) - 0.313 Shear Force, E = V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced Frame) = 0.192 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 - 0.029 Shc - 0.046 Sds - 0.074 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf) Roof Dead = 2.75 (psf) Collateral = 5.00 (psf) Roof Total = 9.75 (psf) Weight= 29.25 (k) L_EW Dead = 2.00 (psf) Weight= 0.51 (k) F_SW Dead - 2.00 (psf) , Weight= 2.58 (k) R_EW Dead = 2.00 (psf) , Weight= 0.51 (k) B_SW Dead 2.00 (psf) Weight= 2.33 (k) Page 9 Of 9 j0b No. K20$00$2AR2 Designer DB R B Customer Al-TRUSS STORAGE ik6 Checker - - - -- - ........ ' ..y Address 4451 ST LUCIE BLVD. Seal Engr. FORT PIERCE, FL 34946 Revision V Total = 35.18 (k) Seismic Forces -------------- Roof Bracing Cs = 0.0100 W = 30.27 (k) Force, V = 0.30 ( ) (Vmin) Force, E = 0.30 (k) Sidewall Bracing Back Omega= 1.00 Cs = 0.0100 W = 30.27 (k) Force, V = 0.30 (k) (Vmin) Force, Em = 0.30 (k) Force, E = 0.30 (k) Rigid Frames Cs = 0.0100 Frame 1 W = 8.00 (k) Force, V = 0.08 (k) (Vmin) Force, E = 0.08 (k) Frame 2 W = 8.00 (k) Force, V = 0.08 (k) (Vmin) Force, E = 0.08 (k) Frame 3 W = 11.70 (k) Force, V = 0.12 (k) (Vmin) Force, E = 0.12 (k) Frame 4 W = 6.00 (k) Force, V = 0.06 (k) (Vmin) Force, E = 0.06 (k) Frame 5 W _ 6.00 (k) Force, V _ 0.06 (k) (Vmin) Force, E = 0.06 (k) Frame 6 W = 4.00 (k) Force, V = 0.04 (k) (Vmin) Force, E = 0.04 (k) End Plates Frame Omega= 1.00 Total Base Shear Longitudinal Force, V = 0.30 (k) Transverse Force, V = 0.44 (k)