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Home My WebLink AboutCOLUMN BASE REACTIONSKIRBY RECEIVED BUILDING JAN s 0 2018 SYSTEMS 5T, Lucia county, Permitting nnuoe,aemgmy BETTER SOLUTIONS. BETTER BUILDINGS. SCANNED By Date:1111/2017 St. Lucie County ❑ PRELIMINARY Job Name: Kirby Job Number: Customer: Kirby Engineer: COLUMN BASE REACTIONS Maverick Boats 17BO175A Maverick Boat Group Kyle Rucker (SKR) 101 Airport Road Starkville, MS 39759 Ph: (662) 323-8021 www.kirbybuildingsystems.com Column base reactions are included in this packet for a building designed by Kirby Building Systems. These reactions result from frame analysis done by a Kirby Engineer for this specific project. They reflect all loading to which the building maybe subject, per the building code and loading information provided to Kirby Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Kirby Engineer believes he 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, and the case which produced the largest reaction at a particular column should be used for design. 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 (+ to right) No X Global Y (+ upward) +Y Global Z (+ counter -clockwise) Anchor bolt diameter, grade, location and projection are 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. Page 1 Of 15 KIRBY BUILDING SYSTEMS B IRsOWnOr4& Bean BBMiNGS Jon no. 17BO175A :.signer SKR Customer Maverick Boats Checker WCH Address 4551 St. Lucie Blvd. Seal Engr. WCH Fort Pierce, FL 34946 Revision # STRUCTURAL DESIGN CALCULATIONS JOB NO. 17BO175A Manufacturer: KBS MISSISSIPPI P.O. BOX 1128 STARKVILLE, MS 39760 +------------------------------ Building Description: Span(ft): 125 Length(ft): Back Eave Height(ft): 38.42 Bay Spacing(ft): 34 at 25 Builder: - Maverick Boat Group 3207 Industrial 29 Fort Pierce, FL 34946 ---+--------------------------------------------+ 850 Roof Slope(rise/12): 1.0:12 Front Eave Height(ft): 28 Governing Load Code: FLORIDA BUILDING CODE 6TH EDITION Design Load Information: Designed as an Enclosed Structure Occupancy/Risk Category: II - Normal Dead Load: 2.000 PSF Collateral Load: 6 PSF Live Load: 20.00 PSF Trib. reduction: Yes Frame Live Load: 12 PSF Ground Snow: 0.0 PSF Is: 1.0 Roof Snow:O.OPSF Min. Snow: 0.0 PSF Rain on Snow Surcharge: 0.0 PSF Rain with Snow(i£ req'd): 0.0 PSF Exposure Factor: 0.90 Thermal Factor: 1.20 Sloped Factor: 1.0 Wind Load: Ultimate Wind Speed: 160 MPH Exposure: C Iw: 1.00 Kzt: 1.00 Nominal Wind Speed: 124 MPH Seismic: Ss: 0.07 S1: 0.03 Sds: 0.07 Shc: 0.05 Ie: 1.00 Seismic Design Category: A Site Class: D Seismic Use Group: Analysis Procedure: Equivalent Lateral Force Procedure Lateral Direction - Base Shear: 26.08 KIPS Rigid Frames - R: 3 Cs: 0.01 Left Endwall - R: 3 Cs: 0.01 Right Endwall - R: 3 Cs: 0.01 Longitudinal Direction - Base Shear: 12.17 KIPS Front Sidewall - R: 3 Cs: 0.01 Back Sidewall - R: 3 Cs: 0.01 Bolt tightening requirements: SNUG TIGHT 1.) (9)2ton mororoila esbeM nEnes1418 2) (1)1 bneM(3) 6Wn momrail a apes between 11AUs 22-32. Additional Notes- a) FUWre 12V-0'xSi bomba iBon to be high side wall Column. no Mmtibn W11 be en axed Mnor of Ns bldg. 4.) MW0I,MU-L1,MLL .&MU-L3 wepMng QUOM.per unit. £) EF11G18 EFHG2 welgWig 1000 goo. per UAL &) EF4.1, EF12.& EFd3 weigft 350D bs foruNl. 7.) EF11G& EFDG.1,Mng 1400 bs per UAL 8.) Various 12'& 2P Bg Ass Fans mlghly 350&500 M. 9.) r,4•.&6sp4N0o, pipes weighing 8, 12,& M bi per linear 8. 10.) 40M A. bteml aM bngilu AV bads 0* from be Wge gene bomM between Enos 3 35. This building is designed as an Enclosed Structure. All exterior components (doors, windows, etc.) shall be designed to withstand the wind loadings specified for the design of components and cladding in the above referenced code. Kirby designs in accordance with the design provisions of the AISC10 specification for the design, fabrication, and erection of the structural steel building, the NAUS07 specification for the design of cold -formed steel structural members, the 2006 MBMA Low -Rise Building Systems Manual, and the AISC SteelDesign Guide #3 -- Serviceability Design Considerations for Low -Rise Buildings. Paue 1 Of 15 Job NO. 17B0175A designer SKR KIRBY customer Maverick Boats Checker WE Bu)Lo)Nc SYSTEMS Address 4551 St. Lucie Blvd. Seal Engr. WCH 9l SBtunoxB. BETTER BUMOMM Fort Pierce, FL 34946 Revision # STRUCTURAL DESIGN CALCULATIONS JOB NO. 17B0175A +---------------------------------------+------------ Manufacturer: KBS MISSISSIPPI P.O. BOX 1128 STARKVILLE, MS 39760 ------------------------------- Building Description: Span(ft): 125 Length(ft) Back Eave Height(ft): 38.42 Bay Spacing(ft): 34 at 25 Governing Load Code: FBC 14 Builder: Maverick Boat Group 3207 Industrial 29 Fort Pierce, FL 34946 -------+------ -----------------------+ 850 Roof Slope(rise/12): 1.0:12 Front Eave Height(ft): 28 Design Load Information: Designed as an Enclosed Structure Occupancy/Risk Category: II - Normal Dead Load: 2.000 PSF Collateral Load: 6 PSF Live Load: 20.00 PSF Trib. reduction: Yes Frame Live Load: 12 PSF Ground Snow: 0.0 PSF Is: 1.0 Roof Snow:O.OPSF Min. Snow: 0.0 PSF Rain on Snow Surcharge: 0.0 PSF Rain with Snow(if req'l 0.0 PSF Exposure Factor: 0.90 Thermal Factor: 1.20 Sloped Factor: 1.0 Wind Load: Ultimate Wind Speed: 160 MPH Exposure: C Iw: 1.00 Kzt: 1.00 Nominal Wind Speed: 124 MPH Seismic: Ss: 0.07 S1: 0.03 Sds: 0.07 Shc: 0.05 Ie: 1.00 Seismic Design Category: A Site Class: D Seismic Use Group: Analysis Procedure: Equivalent Lateral Force Procedure Lateral Direction - Base Shear: 26.08 KIPS Rigid Frames - R: 3 Cs: 0.01 Left Endwall - R: 3 Cs: 0.01 Right Endwall - R: 3 Cs: 0.01 Longitudinal Direction - Base Shear: 12.17 KIPS Front Sidewall - R: 3 Cs: 0.01 Back Sidewall - R: 3 Cs: 0.01 Bolt tightening Additional Notes This building is requirements: SNUG TIGHT 1.) (3)2 ton monolal prarms hetween lines lot& 2.) (i)I ion anal (3)&ton all... between lines 22a2 3.) FUNre 125 xBW0 leaRto addition to the high side wail column. The addition will he an exact Moor of this bitil 4.) RAUGI, MU LI, MU 12,&MU-1 wal 43WNo per unit 5.) EFHGI& EF HG2 walphin0100o ha por whit 6.) EFLl. EF- ,&EF-L3 wall 36000s per ualL 7..) EFHG&EF-DG wftN, 1400 as per hail B.) Varlous I r & 2r Big Ass Fans wall 050&lalO hs. 9.) T.V.&B• aWllallel pipes weNhial 0,12.&23ft. per t. X. 10.) Lzbral and lorgibdinal bads Dory loom the Wdpa maha loured howl. lll3335. components (doors, windows, etc.) shall be designed to withstand the wind loadings specified for the design of components and cladding in the above referenced code. designed as an Enclosed Structure. All exterior Kirby designs in accordance with the design provisions of the AISC10 specification for the design, fabrication, and erection of the structural steel building, the NAUS07 specification for the design of cold -formed steel structural members, the 2006 MBMA Low -Rise Building Systems Manual, and the AISC SteelDesign Guide #3 -- Serviceability Design Considerations for Low -Rise Buildings. Jon No. 17B0175A ��digner SKR KIR BY Customer Maverick Boats Checker WCH BUILDING SYSTEMS Address 4551 St. Lucie Blvd. Seal Engr. WCH OMER SMUTIGm emcn ewmwcs Fort Pierce, FL 34946 Revision # This design extends only for the loads specified on Kirby's purchase order as applie 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 LL - LIVE LOAD CL - COLLATERAL LOAD SL - SNOW LOAD DRIFT - SNOW DRIFT SLIDE - SLIDING SNOW FxPAT_LLx - PATTERN LIVE FxPAT_SLx - PATTERN SNOW FxUNB_SL_L - UNBALANCED SNOW LEFT FxUNB_SL_R - UNBALANCED SNOW RIGHT FxCRANEAl - MAX LEFT W/ THRUST RIGHT FxCRANEA2 - MAX LEFT W/ THRUST LEFT FXCRANEA3 - MAX RIGHT W/ THRUST RIGHT FxCRANEA4 -MAX RIGHT W/ THRUST LEFT WL1 - WIND LEFT W/ INT. PRESS. WR1 - WIND RIGHT 'W/ INT. PRESS. WL2 - WIND LEFT W/ INT. SUCT. WR2 - WIND RIGHT W/ INT. SUCT. LW1/LNWINDI = LONG. WIND W/ INT. PRESS. LW2/LNWIND2 = LONG. WIND W/ INT. SUCT. LWINDI_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E LWINDI_R2E - LONG. WIND W/ INT. PRESS. + ZONE 2E LWIND2_L3E - LONG. WIND W/ INT. SUCT. + ZONE 3E LWIND2_R3E - LONG. WIND W/ INT.'SUCT. + ZONE 3E WINDP/WP - WIND PRESS. W/ INT SUCT. ENDWALL & SC WINDS/WS - WIND SUCT. W/ INT PRESS. ENDWALL & SC SEISMIC LEFT - SEISMIC LEFT SEISMIC RIGHT - SEISMIC RIGHT Page 3 Of 15 JOD No. 17BO175A KIRBY Customer Maverick Boats BUILDING SYSTEMS Address 4551 St. Lucie Blvd. DR¢RS UTIDHi BMER BURBING& Fort Pierce, FL 34946 Table Of Contents COVER PAGE ANCHOR BOLT PLAN REACTIONS uasigner SKR Checker WCH Seal Engr. WCH Revision # 1 - 2 4 - 4 5 - 15 0 0 Page 4 Of 15 r j I Page 5 Of 15 Job No. 17B0175A KIR BY Customer Maverick Boats BUILDING SYSTEMS Address 4551 St. Lucie Blvd. EIMER 56wrmMi BITTER BUILDING& Fort Pierce, FL 34946 KBS MISSISSIPPI P.O. BOX 1128 STARKVILLE, MS 39760 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR Maverick Boat Group 3207 Industrial 29 Fort Pierce, FL 34946 Maverick Boats 4551 St. Lucie Blvd. Fort Pierce, FL 34946 17B0175A —jigner SKR Checker WCH Seal Engr. WCH Revision # BUILDING LAYOUT Width (ft)= 125.0 Length (ft)= 850.0 Eave Height (ft)= 38.4/ 28.0 Roof Slope (rise/12) = 1.00 BUILDING LOADS Roof Dead Load (psf) = 2.0 Wall Dead Load Left Endwall (psf) = 6.0 Right Endwall (psf) = 6.0 Front Sidewall(psf) 6.0 Back Sidewall(psf) = 6.0 Roof Live Load (psf) = 20.0, Frame Live Load (psf) = 12.0 Collateral Load (psf) = 6.0 Wind Speed (mph) = 160.0 Wind Code = FBC 14 (IBC 12) Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= A KIRBY BUILDING SYSTEMS Bmwsom�oxc Buree BUILDINGS Job No. 17BO175A uesigner SKR Customer Maverick Boats Checker WCH Address 4551 St. Lucie Blvd. Fort Pierce, FL 34946 Seal Engr. WCH Revision If ------------------------------- Designer : SKR Detailer : ----------------------------------- -------------------------------------- ---- --- -------------------------------------------------------------------------------- 17B0175A Reactions, Anchor Bolts, & Base Plates:ll/ 1/17 11:09am ----- ----- ----- Foundation_Loads(k)------ Frame Col Max _Pos_Val Max_Neg_Val Line Line Id Horz Vert Id Horz Vert 1 B 20 14.0 -13.9 '21 -12.7 -13.9 3 0.0 10.7 20 14.0 -13.9 1 C 20 13.1 -13.1 21 -11.9 -13.1 3 0.0 9.9 20 13.1 -13.1 1 E 20 12.2 -13.2 21 -11.1 -13.2 3 0.0 9.6 20 12.2 -13.2 1 F 20 11.4 -14.2 21 -10.3 -14.2 3 0.0, 10.2 20 11.4 -14.2 ----- 35 ------ F -- 22 ----- 11.2 ----- 0.6 -- 23 ----- -10.1 ----- 0.6 18 11.2 1.1 35 E 22 12.0 0.5 23 -10.9 0.5 18 12.0 0.8 35 C 22 12.9 0.5 23 -11.7 0.5 18 12.9 0.8 35 B 22 13.8 0.8 23 -12.5 0.8 18 13.8 1.3 1 A 1 7.7 0.7 2 -9.8 -12.2 3 0.6 9.1 4 -6.1 -13.0 1 G 5 12.0 -30.8 2 -10.9 9.8 6 -7.8 15.5 5 12.0 -30.8 1 B 5 0.0 -21.6 5 0.0 -21.6 6 0.0 10.2 1 C 11 0.0 -10.9 it 0.0 -10.9 13 0.0 9.0 1 E 5 0.0 -17.1 5 0.0 -17.1 14 0.0 8.5 1 F 2 0.0 -18.8 2 0.0 -18.8 15 0.0 9.2 2* A 7 9.1 13.3 2 -11.6 -14.2 3 3.8 35.0 8 7.6 -34.4 2* G 5 14.3 -36.1 6 -9.0 18.0 3 -4.0 22.9 8 4.9 -44.4 --------- ----------------- Anc._Bolt Base -Plate No. Diam Width Len Thick --- ----- ----- ----- ----- 4 0.750 8.00 12.50 0.375 4 0.750 8.00 12.50 0.375 4 0.750 8.00 12.50 0.375 4 0.750 8.00 12.50 0.375 --- ----- ----- ----- ----- 4 0.750 8.00 12.50 0.375 4 0.750 8.00 12.50 0.375 4 0.750 8.00 12.50 0.375 4 0.750 8.00 12.50 0.375 --- 4 ----- 1.000 ----- 10.00 ----- 12.50 ----- 0.500 4 1.000 10.00 12.50 0.500 4 0.750 8:00 12.50 0.500 4 0.750 8.00 12.50 0.500 4 0.750 8.00 12.50 0.500 4 0.750 8.00 12.50 0.500 --- 4 ----- 1.000 ----- 10.00 ----- 12.50 ----- 0.500 4 1.000 10.00 12.50 0.500 ' I I rage KIR BY BUILDING Job No. 17B0175A resigner SKR Customer Maverick Boats Checker WCH OEMA Sa TIGNL SYSTEPAS uanu euuomcs Address 4551 St. Fort Pierce, Lucie Blvd. FL 34946 Seal Engr. WCH Revision If 2* D 5 6.4 -46.7 16 -6.4 -6.3 4 1.000 10.00 19.00 0.500 ----- 3 -1.5 45.1 5 6.4 -46.7 14* ------ A -- ----- 7 8.9 ----- 12.1 -- 2 ----- -11.6 ----- --- -14.2 ----- 4 1.000 ----- 10.00 ----- 12.50 ----- 0.500 9 2.8 41.0 8 7.6 -34.4 14* G 5 14.3 -36.1 6 -9.0 18.1 4 1.000 10.00 12.50 0.500 3 -4.0 22.9 8 4.9 -44.4 14* D 5 6.4 -46.7 16 -6.4 -6.3 4 1.000 10.00 19.00 0.500 ----- 3 -1.4 44.5 5 6.4 -46.7 21* ------ A -- ----- 10 8.1 ----- -17.6 -- 2 ----- -11.8 ----- --- -14.3 ----- 4 1.000 ----- 10.00 ----- 12.50 ----- 0.500 9 5.3 53.6 8 7.8 -33.9 21* G 5 13.6 -35.8 6 -8.5 18.3 4 1.000 10.00 12.50 0.500 3 -4.2 23.5 8 4.3 -44.1 21* D 5 7.0 -47.0 17 -9.9 36.3 4 1.000 10.00 19.00 0.500 ----- 9 -6.6 54.0 5 7.0 -47.0 33 ------ A -- ----- 10 8.0 ----- -24.5 -- 2 ----- -11.8 ----- --- -14.3 ----- 4 1.000 ----- 10.00 ----- 12.50 ----- 0.500 3 2.5 30.6 11 7.8 -27.0 33 G 5 13.6 -35.8 6 -8.5 18.3 4 1.000 10.00 12.50 0.500 3 -4.2 23.5 5 13.6 -35.8 33 D 5 7.0 -47.0 16 -7.0 -4.9 4 1.000 10.00 19.00 0.500 ----- 3 -0.2 40.1 5 7.0 -47.0 34 ------ A -- ----- 3 12.1 ----- 63.2 -- 2 ----- -15.5 ----- --- -32.2 ----- 8 1.250 ----- 12.00 ----- 25.50 ----- 0.750 5 -11.5 -59.6 34 G 5 62.2 -74.3 3 -42.1 54.1 8 1.250 12.0025.50 0.750 ----- 3 -42.1 54.1 5 62.2 -74.3 35 ------ A -- ----- 3 3.8 ----- 35.0 -- 12 ----- -6.9 ----- --- -21.6 ----- 6 1.250 ----- 12.00 ----- 20.50 ----- 0.750 11 -0.3 -42..1 35 G 11 45.0 -55.0 3 -30.1 37.6 6 1.250 12.00 20.50 0.750 ----- ------ 3 -30.1 -- ----- 37.6 ----- it -- 45.0 ----- -55.0 ----- --- ----- ----- ----- ----- --------------- 2* Frame Lines:2 3 4 5 6 7 8 9 10 11,.12 13 14* Frame Lines:14 15 16 17 18 19 20 21* Frame Lines:21 22 23 24 25 26 27 28 29 30 31 32 LOAD COMBINATIONS: Id Combination 1 Dead+0.6Wind Rightl - 2 0.6Dead+0.6Wind Left2 3 Dead+Collateral+Live 4 0.6Dead+0.6Wind_Leftl 5 0.6Dead+0.6Wind Rightl 6 Dead+Collateral+0.75Live+0.45Wind Left2+0.75Floor_Live 7 Dead+Collateral+0.75Live+0.45Wind Long2R+0.75Floor_Live 8 0.6Dead+0.6Wind Long2L 9 Dead+Collateral+MONOCRANE i v1 ID + Dom.... D nG t C Job No. 17B0175A KIRBY Customer Maverick Boats BUILDING SYSTEMS I Addressl 4551 St. Lucie OMER smyl 4 GETTER swln'H6S I Fort Pierce, FL 34946 10 Dead+0.6Wind Long2R 11 0.6Dead+0.6Wind Long2R 12 0.6Dead+0.6Wind Right2 13 Dead+Collateral+F1PAT LL 4 14 Dead+Collateral+F1PAT LL 5 15 Dead+Collateral+F1PAT_LL_6 16 Dead+0.6Wind Left2 17 Dead+0.3Wind Left2+MONOCRANE 18 Dead+0.6Wind Suction+0.6Wind Long2L 19 Dead+0.6Wind Pressure+0.6Wind Long2L 20 0.6Dead+0.6Wind_Suction+0.6Wind Long1L 21 0.6Dead+0.6Wind Pressure+0:6Wind Long1L 22 0.6Dead+0.6Wind Suction+0.6Wind Long2L 23 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2L tiesigner SKR Checker WCH Seal Engr. WCH Revision () 17B0175A Bracing Reactions Report: ll/ 1/17 11:09am BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k)-------- ---Wall-- Col ----Wind---- -- Seismic --- Loc Line Line Horz Vert Horz Vert L EW 1 Panel_Shear(lb/ft) Wind Seismic Notes (h) F_SW G 2 3 14.80 15.20 1.80 1.90 6 ,7 14.80 15.20 1.80 1.90 10 ,11 14.80 15.20 1.80 1.90 16 ,17 14.80 15.20 1.80 1.90 23 ,24 14.80 15.20 1.80 1.90 27 ,28 14.80 15.20 1.80 1.90 31 ,32 14.80 15.20 1.80 1.90 R_EW 35 (h) B_SW A 2 ,3 8.00 12.00 1.00 1.40 6 ,7 8.00 12.00 1.00 1.40 10 ,11 8.00 12.00 1.00 1.40 16 ,17 8.00 12.00 1.00 1.40 23 ,24 8.00 12.00 1.00 1.40, 27 ,28 8.00 12.00 1.00 1.40 31 ,32 8.00 12.00 1.00 1.40 ---- ----------- ----- ----- ----- ----- ------------- -- (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 I Page 9 Of 15 Job No. 17BO175A Designer SKR KIR BY Customer Maverick Boats Checker WCH BUILDING SYSTEMS Address 4551 St. Lucie Blvd. Seal Engr. WCH OMER SOLUTION& OE"EN BUILDING& Fort Pierce, FL 34946 Revision # Seismic: 0.70 17BO175A Additional Reactions Report: ll/ 1/17 11:09am Rigid Frame Column Reactions(k) ------------------------------- Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1 A 0.1 2.8 0.2 2.2 0..3 4.1 -10.3 -24.5 12.7 -3.6 1 G 0.0 2.6- 0.2 2.8 0.2 5.4 -15.5 -5.7 19.9 -54.0 1 B 0.0 2.3 0.0 1.8 0.0 3.5 0.0 -3.8 0.0 -38.3 1 C 0.0 2.4 0.0 2.1 0.0 4.1 0.0 -16.9 0.0 -18.8 1 E 0.0 2.1 0.0 1.9 0.0 3.8 0.0 -9.0 0.0 -30.6 1 F 0.0 2.2 0.0 2.4 0.0 4.5 0.0 -30.1 0.0 2.1 Frame Col Wind Left2 Wind_Right2 Wind Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1 A -16.4 -23.2 6.6 -2.4 11.0 -11.3 11.0 -11.3 -0.2 -0.3 1 G -18.1 13.7 17.4 -22.5 5.8 -47.1 5.8 -47.1 -0.3 0.5 1 B 0.0 7.5 0.0 -26.9 0.0 -32.8 0.0 -32.8 0.0 0.4 1 C 0.0 -11.7 0.0 -13.7 0.0 -20.5 0.0 -20.5 0.0 -0.1 1 E 0.0 0.4 0.0 -21.0 0.0 -28.8 0.0 -28.8 0.0 0.2 1 F 0.0 -33.4 0.0 -2.0 0.0 -3.9 0.0 -3.9 0.0 -0.6 Frame Col -Seis_Right F1PAT_LL_1 F1PAT_LL_2 Line Line Horz Vert Horz Vert Horz Vert 1 A 0.2 0.3 0.2 2.3 0.0 -0.3 1 G 0.3 -0.5 -0.2 2.1 0.1 -0.3 1 B 0.0 -0.4 0.0 1.5 0.0 2.4 1 C 0.0 0.1 0.0 2.1 0.0 1.9 1 E 0.0 -0.2 0.0 2.0 0.0 1.9 1 F 0.0 0.6 0.0 1.8 0.0 2.4 Frame Col F1PAT_LL_5 F1PAT_LL_6 Line Line Horz Vert Horz Vert ----- 1 ------ A ----- 0.1 ----- 2.1 ----- 0.0 ----- -0..1 1 G -0.1 -0.1 0.0 1.6 1 B 0.0 1.8 0.0 2.2 1 C 0.0 1.7 0.0 2.0 1 E 0.0 4.5 0.0 1.6 1 F 0.0 1.7 0.0 4.6 F1PAT_LL_3 Horz Vert 0.1 1.8 0.0 -0.2 0.0 4.4 0.0 1.6 0.0 2_0 0.0 2.2 F1PAT_LL_4 Horz Vert 0.1 0.0 0.0 1.9 0.0 1:7 0.0 4.6. 0.0 1.6 0.0 2.1 KIRBY BUILDING SYSTEMS OMER SOWT,ONS OEMR GYROINGS Job No. 17BO175A Customer Maverick Boats Address 4551 St. Lucie Blvd. Fort Pierce, FL 34946 Designer SKR Checker WCH seal Engr. WCH Revision R Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line ---- Line ------ Horz ----- Vert ----- Horz Vert Horz Vert Horz Vert Horz Vert 2* A 0.4 5.9 ----- 2.0 ----- 14.6 ----- 1.4 ----- 14.5 ----- -11.8 ----- -49.8 ----- 9.8 ----- -42.2 2* G -0.7 4.5 -1.3 6.2 -2.1 12.2 -8.7 -31.3 24.5 -64.7 2* D 0.0 7.4 -1.5 16.7 0.0 21.0 -5.5 -56.7 10.7 -85.3 Frame Col Wind_Left2 Wind_Right2 Wind Longl Wind Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* A -19.8 -29.5 1.9 -21.8 12.3 -51.6 12.3 -51.6 -0.1 -,0.2 2* G -12.2 -4.0 21.2 -25.7 8.9 -63.3 8.9 -63.3 -0.3 0.2 2* D -10.6 -22.7 5.5 -51.5 9.2 -83.8 9.2 -83.8 -0.3 -0.1 Frame Col -Seis_Right F2PAT_LL_1 F2PAT_LL_2 Line Line Horz Vert Horz Vert Horz Vert 2* A 0.1 0.2 1.7 8.9 -0.1 -0.7 2* G 0.3 -0.2 0.2 -0.7 -1.9 8.8 2* D 0.3 0.1 -1.7 10.6 2.1 10.7 Frame Col ----Dead--- Collateral ----Live--- Wind Leftl Wind_Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 14* A 0.4 5.9 1.8 13.3 1.4 14.5 -11.8 -49 8 9.8 -42.2 14* G -0.7 4.5 -1.2 6.2 -2.1 12.2 -8.7 -31.3 24.5 -64.7 14* D 0.0 7.4 -1.4 16.1 0.0 21.0 -5.5 -56.7 10.7 -85.3 Frame Col Wind Left2 Wind_Right2 Wind Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 14* A =19.8 -29.5 1.9 -21.8 12.3 -51.6 12.3 -51.6 -0.1 -0.2 14* G -12.2 -4.0 21.2 -25.7 8.9 -63.3 8.9 -63.3 -0.3 0.2 14* D -10.6 -22.7 5.5 -51.5 9.2 -83.8 9.2 -83.8 -0.3 -0.1 Frame Col -Seis_Right F3PAT_LL_1 F3PAT_LL_2 -MONOCRANE Line ----- Line ------ Horz ----- Vert ----- Horz ----- Vert ----- Horz Vert Horz Vert 14* A 0.1 0.2 1..7 8.9 ----- -0.1 ----- -0.7 ----- 0.6 ----- 21.8 14* G 0.3 -0.2 0.2 -0.7 -1.9 8.8 -2.6 3.0 14* ------------------------------------------------------------------------------ D 0.3 0.1 -1.7 10.6 2.1 10.7 -2.0 10.8 Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 21* A 0.4 6.3 0.7 9.8 1.4 14.6 -12.0 -50.3 10.1 -41.7 21* G -0.7 4.5 -1.3 6.7 -2.1 12.3 -7.9 -31.7 23.3 -64.2 21* D 0.0 8.0 -0.2 11.2 0.1 21.0 -6.1 -55.9 11.6 -86.3 Frame Col Wind_Left2 Wind_Right2 Wind-Longl Wind Long2 -Seis_Left- ' KIR BY BUILDING SYSTEMS BETTER SOLUT1Oµi BETTER BUMO1NBS I Job No. 17BO175A Customer Maverick Boats Address 4551 St. Lucie Blvd. Fort Pierce, FL 34946 Line 21* 21* 21* Line Horz Vert Horz Vert A -20.1 -30.2 2.0 -21.6 G -10.9 -4.6 20.6 -25.5 D -11.6 -21.4 6.0 -52.0 Horz 12.6 7.8 10.0 Vert -51.3 -62.8 -84.6 Designer SKR Seal Engr.1 WCH Revision Horz Vert Horz Vert 12.6 -51.3 -0.1 -0.2 7.8 -62.8 -0.3 0.2 10.0 -84.6 -0.3 0.0 Frame Col -Seis_Right F4PAT_LL_1 F4PAT_LL_2 -MONOCRANE Line Line ------ Horz ----- Vert Horz Vert Horz Vert Horz Vert ----- 21* A 0.1 ----- 0.2 ----- 1.7 ----- 8.9 ----- -0.1 ----- -0.7 ----- 4.1 ----- 37.6 21* G 0.3 -0.2 0.2 -0.7 -2.1 8.8 -1.7 1.1 21* D 0.3 0.0 -1.9 10.5 2.3 10.6 -6.4 34.8 Frame Col Line Line 33 A 33 G 33 D ----Dead--- Horz Vert 0.4 6.3 -0.7 4.5 0.0 8.0 ------- ----------------------------------------- Collateral ----Live--- Wind Leftl Wind Rightl Horz Vert Horz Vert Horz Vert Horz Vert ----- 0.7 ----- 9.8 ----- 1.4 ----- 14.6 ----- -12.0 ----- -50.3 ----- 10.1 ----- -41.7 -1.3 6.7 -2.1 12.3 -7.9 -31.7 23.3 -64.2 -0.,2 11.2 0.1 21.0 -6.1 -55.9 11.6 -86.3 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 33 ------ A ----- -20.1 ----- -30.2 ----- 2.0 ----- -21.6 ----- 12.6 ----- -51.3 ----- 12.6 ----- -51.3 ----- -0.1 ----- -0.2 33 G -10.9 -4.6 20.6 -25.5 7.8 -62.8 7.8 -62.8 -0.3 0.2 33 D -11.6 -21.4 6.0 -52.0 10.0 -84.6 10.0 -84.6 -0.3 0.0 Frame Col -Seis_Right F5PAT_LL_1 F5PAT_LL_2 --CRANEI-- --CRANE27- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 33 ------ A ----- 0.1 ----- 0.2 ----- 1.7 ----- 8.9 ----- -0.1 ----- -0.7 ----- -2.5. ----- -0.9 ----- 2.5 ----- 0.9 33 G 0.3 -0.2 6.2 -0.7 -2.1 8.8 -2.2 1.8 2.2 -1.8 33 D 0.3 0.0 -1..9 10.5 2.3 10.6 -3.3 -0.8 3.3 0.8 ------------------------------------------------------------------------------ Frame Col ----Dead--- Collateral ---- Live --- Wind Leftl Wind Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 34' ----- A ---------- 2.4 15.2 ----- 2.5 ----- 18.7 ----- 7.2 ----- 29.3 ----- ----- -27.5-113.5 ----- -21.5-114.6 ----- 34 G -8.4 12.3 -13.3 15.3 -20.4 26.5 56.8 -84.9 112.2-136.2 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert -Horz Vert Horz Vert Horz Vert ----- 34 ------ A ----- -28.3 ----- -68.9 ----- -22.5 ----- -70.2 ----- ----- -6.8-111.1 ----- -6.8-111.1 ----- ----- -0.3 ----- -0.2 34 G 19.9 -34.1 75.6 -73.8 88.5-120.8 88.5-120.8 -0.5 0.2 Frame Col -Seis_Right Line Line Horz Vert ----- 34 ------ A ----- 0.3 ----- 0.2 Job No. 17BO175A KIR BY Customer Maverick Boats BUILDING SYSTEMS Address 4551 St. Lucie Blvd. REUER SOLUtIORi BETTLA RUILMM Fort Pierce, FL 34946 34 G 0.5 -0.2 rage 12 or in Designer SKR Checker WCH Seal Engr. WCH Revision (j ------------------------------------------------------------------------------ Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 35 A 1.3 10.3 -0.2 10.0 2.7 14.7 -9.4 -64.6 -9.8 -67 9 35 G -6.9 9.9 -10.4 10.9 -12.8 16.8 48.4 -62.8 78.1 -96.6 Frame Col Wind_Le£t2 Wind Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 35 A -12.2 -42.7 -12.8 -46.2 -1.8 -80.4 -1.8 -80.4 -0.2 -0.1 35 G 24.5 -30.5 54.4 -52.9 81.9-101.6 81.9-101.6 -0.3 0.1 Frame Col -Seis_Right --CRANEI-- --CRANE2-- Line Line Horz Vert Horz Vert Horz Vert ----- 35 ----- A ----- 0.2 ----- 0.1 ----- ----- -2.5 -0.7 ----- ----- 2.5 0.7 35 G 0.3 -0.1 -1.5 0.7 1.5 -0.7 2* Frame Lines:2 3 4 5 6 7 8 9 10 11 12 13 14* Frame Lines:14 15 16 17 18 19 20 21* Frame Lines:21 22 23 24 25 26 27 28 29 30 31 32 Endwall Column Reactions(k) --------------------------- Wind Wind Wind Wind Wind Frame Col Dead Collat Live Leftl Rightl Left2 Right2 Press Line Line Vert Vert Vert Vert Vert Vert Vert Horz ----- 1 ---- B ----- 1.8 ----- 2.3 ----- 6.3 ----- -14.4 ----- -25.4 ----- -14.4 ----- -25.4 ----- -21.1 1 C 1.7 2.0 5.9 -13.6 -23.9 -13.6 -23.9 -19.8 1 E 1.4 2.0 5.9 -13.5 -23.8 -13.5 -23.8 -18.5 1 F 1.4 2.1 6.3 -14.5 -25.5 -14.5 -25.5 -17.2 Wind Wind Wind Frame Col Suct Longl Long2 -E1PAT_LL_1- -E1PAT_LL_2- -E1PAT_LL_3- Line Line Horz Vert Vert Horz Vert Horz Vert Horz Vert ----- 1 ---- B ----- 23.3 ----- -25.4 ----- -14.4 ----- 0.0 ----- ' 2.8 ----- 0.0 ----- 3.4 ----- 0.0 ----- 6.2 1 C 21.8 -23.9 -13.6 0.0 2.4 0.0 3.5 0.0 3.5 1 E 20.4 -23.8 -13.5 0.0 4.3 0.0 1.6 0.0 1.6 1 F 18.9 -25.5 -14.5 0.0 2.0 0.0 4.3 0.0 4.3 Frame Col-E1PAT_LL_4--E1PAT_LL_5--E1PAT_LL_6- Line Line Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- KIR BY BUILDING SYSTEMS OQnR SOLUTIONS OUIIR OUILOINGS Job No. 17BO175A Customer Maverick Boats Address 4551 St. Lucie Blvd. Fort Pierce, FL 34946 1 1 1 1 ----------------------------------------------------- B C E F 0.0 0.0 0.0 0.0 3.4 0.0 2.8 5.9 0.0 2.4 3.5 0.0 6.6 2.2 0.0 3.2 0.0 0.0 0.0 0.0 3.4 3.5 1.6 7.2 Frame Col Dead Line Line Vert 35 F 1.1 35 E 0.8 35 C 0.8 35 B 1.3 Wind Wind Collat Press Suct Horz Horz Horz ----- 0.0 ----- -16.9 ----- 18.6 0.0 -18.2 20.1 1.3 -19.5 21.5 1.5 --------------------- -20.8 22.9 Designer SKR Checker WCH Seal Engr. WCH Revision (j -- -- --------------------------------- 17B0175A Seismic Design Report: ll/ 1/17 11:09am Building Data Code =IBC 12 Length = 850.00 Width = 125.00 Left Eave Height = 38.42 Right Eave Height = 28.00 Seismic Formula --------------- Base Shear, V = 0.01*W Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R T(Moment_Frame) = 0.461 Shear Force, E = V (Rigid frame; endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.277 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 M LL'992:T= Te401 (N) 96'L6=]ub?aM ' M SP'ZT=7ubTaM ' (X) O6'TL=4145?aM ' (31) 96'ZT=:IubTGM ' M 0S'Z90T=dub?aM ' # uocsineg HOM 'sbug Teag HOM ae31oog0 UNS seub>sea (N) OS'0 = 3 190z03 (uTUTA) (N) OS'0 = A 'aozog (N) 00'OS = M L 9wez3 M 9L'0 = a 'aozo3 (uTwA) ($) 9L'0 = A 'a3z03 (N) 00'9L = M 9 au[ez3 (N) 9L'O = 3 193z03 (uTwA) (N) 9L'O = A. '9ozo3 00 00'9L = M S awezg (x) 9L'0 = a 190z03 (uTwA) (N) 9L'0 = A 'aozog (N) 00'9L = M b awaz3 (x) 9L'0 = 3 'aozo3 (uTwA) (x) 9L'0 = A '93z03 (N) 00'9L = M £ awez3 (N) 9L'0 = a 'aozo3 (uTwA) (N) 9L'O = A 'aozog M 00'9L = M Z au[ez3 M OS'0 = 3 'aozo3 (uTwA) 00 OS'0 = A '90103 (�[) 00' OS = M T awez3 OOTO'0 = so sawez3 PTbT'd (31) LT'ZT = '3 'aozo3 (N) LT'ZT = WE '90zo3 (uTwA) (N) LT'ZT = A 'aozo3 (N) 96'LTZT= M 0010'0 = SO 00'T =ebawo -4uoz3 buTOe3g TTeMaPTS (N) L8'OT = 3 'aozo3 (uTwA) (N) L8'0T = A '90zo3 (N) T6'L80T= M OOTO'0 = SZ) buToezg g0og -------------- seozo3 OTwsTas (3Sd) 00'9 = PSaO MSg (39d) 00'9 = PSaO M3__H (3sd) 00.9 = PSaO MS_3 (3sd) 00'9 = PeaO M3 'I (3sd) 00'01 = Te401 300g (3sd) 00'9 = Tez91eiT00 (3Sd) 00'Z = Pea(I 30021 (3sd) 00'6 = PeaQ -------------------- awez3 9666E '13 'aozard gzo3 9 Klall09 433339 suall IDstlUne •pnTg aTonZ •4S T996 ssa=PPV SW3ISAS8 s�eog >[arzaneW iauco;sn0 ONIIIIIn AHUDI VSLTOHLT qor ST 30 6T abed KIRBY BUILDING SYSTEMS !LITER SDIOi10.vi BS iIEP OOIIOINLZ �ayc i vi � Job No. 17B0175A2 I Designer SKR Customer Maverick Boats Checker WCH Address 4551 St. Lucie Blvd. Seal Engr. WCH Fort Pierce, FL 34946 Revision # STRUCTURAL DESIGN CALCULATIONS JOB NO. 17B0175A2 Manufacturer: KBS MISSISSIPPI P.O. BOX 1128 STARKVILLE, MS 39760 ------------------------------- Building Description: Span(ft): 30 Length(ft): Back Eave Height(ft): 25.5 Bay Spacing(ft): 34 at 25 -----+--------- Builder: Maverick Boat Group 3207 Industrial 29 Fort Pierce, FL 34946 -----+------------------------------- 850 Roof Slope(rise/12): 1.0:12 Front Eave Height(ft): 28 Governing Load Code: FLORIDA BUILDING CODE 6TH EDITION Design Load Information: Designed as a Partially Enclosed Structure Occupancy/Risk Category: II - Normal Dead Load: 2.000 PSF Collateral Load: 6 PSF Live Load: 20.00 PSF Trib. reduction: Yes Frame Live Load: 16.1 / 12 PSF Ground Snow: 0.0 PSF Is: 1.0 Roof Snow:O.OPSF Min. Snow: 0.0 PSF Rain on Snow Surcharge: 0.0 PSF Rain with Snow(if req'd): 0.0 PSF Exposure Factor: 0.90 Thermal Factor: 1.20 Sloped Factor: 1.0 Wind Load: Ultimate Wind Speed: 160 MPH Exposure: C Iw: 1.00 Kzt: 1.00 Nominal Wind Speed: 124 MPH Seismic: Ss: 0.07 S1: 0.03 Sds: 0.07 Shc: 0.05 Ie: 1.00 Seismic Design Category: A Site Class: D Seismic Use Group: Analysis Procedure: Equivalent Lateral Force Procedure Lateral Direction - Base Shear: 3.50 KIPS Rigid Frames - R: 3 Cs: 0.01 Left Endwall - R: 3 Cs: 0.01 Right Endwall - R: 3 Cs: 0.01 Longitudinal Direction - Base Shear: 3.00 KIPS Front Sidewall - R: 3 Cs: 0.01 Back Sidewall - R: 3 Cs: 0.01 r Bolt tightening requirements: SNUG TIGHT Additional Notes: 1.) Various 12"&24"Big Ass Fans weighing 350&500Ibs. This building is designed as a Partially Enclosed Structure. All exterior components (doors, windows, etc.) shall be designed to withstand the wind loadings specified for the design of components and cladding in the above referenced code. Kirby designs in accordance with the design provisions of the AISC10 specification for the design, fabrication, and erection of the structural steel building, the NAUS07 specification for the design of cold -formed steel structural members, the 2006 MBMA Low -Rise Building Systems Manual, and the AISC SteelDesign Guide #3 -- Serviceability Design Considerations for Low -Rise Buildings. r-N Page 2 Of 9 Job No. 17B0175A2 Designer SKR KIR BY Customer Maverick Boats Checker WCH BUILDING SYSTEMS Address 4551 St. Lucie Blvd. .Seal Engr. WCH DETER SUEIRIDNS BELiER BUILDINGS Fort Pierce, FL 34946 Revision # This design extends only for the loads specified on Kirby's purchase order as app 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 LL - LIVE LOAD CL - COLLATERAL LOAD SL - SNOW LOAD DRIFT - SNOW DRIFT SLIDE - SLIDING SNOW FxPAT_LLx - PATTERN LIVE FxPAT_SLx - PATTERN SNOW FxUNB_SL_L - UNBALANCED SNOW LEFT FxUNB_SL_R - UNBALANCED SNOW RIGHT FxCRANEAl - MAX LEFT W/ THRUST RIGHT FxCRANEA2 - MAX LEFT W/ THRUST LEFT FXCRANEA3 - MAX RIGHT W/ THRUST RIGHT FxCRANEA4 - MAX RIGHT W/ THRUST LEFT WL1 - WIND LEFT W/ INT. PRESS. WR1 - WIND RIGHT W/ INT. PRESS. WL2 - WIND LEFT W/ INT. SUCT. WR2 - WIND RIGHT W/ INT. SUCT. LW1/LNWINDl = LONG. WIND W/'INT. PRESS. LW2/LNWIND2 = LONG.. WIND W/ INT. SUCT. LWINDI_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E LWINDI_R2E - LONG. WIND W/ INT. PRESS. + ZONE 2E LWIND2_L3E - LONG. WIND W/ INT. SUCT. + ZONE 3E LWIND2_R3E - LONG. WIND W/ INT. SUCT. + ZONE 3E WINDP/WP - WIND PRESS. W/ TNT SUCT. ENDWALL & SC WINDS/WS - WIND SUCT. W/ INT PRESS. ENDWALL & SC SEISMIC LEFT - SEISMIC LEFT SEISMIC RIGHT - SEISMIC RIGHT ✓ Page 9 Of 9 Page 5 Of 9 V; Job No. 17B0175A2 KIR BY Customer Maverick Boats BUILDING SYSTEMS Address 4551 St. Lucie Blvd. SEMA sowuon bnnv avmom s. Fort Pierce, FL 34946 KBS MISSISSIPPI P.O. BOX 1128 STARKVILLE, MS 39760 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR Maverick Boat Group 3207 Industrial 29 Fort Pierce, FL 34946 Maverick Boats 4551 St. Lucie Blvd. Fort Pierce, FL 34946 17BO175A2 Designer SKR Checker WCH Seal Engr. WCH Revision # BUILDING LAYOUT Width (ft)= 30.0 Length (ft)= 850.0 Eave Height (ft)= 25.5/ 28.0 Roof Slope (rise/12) = 1.00 BUILDING LOADS Roof Dead Load (psf) = 2.0 Wall Dead Load Left Endwall (psf) = 2.0 Right Endwall (psf) = 2.0 Front Sidewall(psf) = 2.0 Back Sidewall(psf) = 8.0 Roof Live Load (psf) = 20.0 Frame Live Load Min (psf) = 12.0 Max (psf) = 16.1 Collateral Load (psf) = 6.0 Wind Speed (mph) = 160.0 Wind Code = FBC 14 (IBC 12) Closed/Open = P Exposure = C Internal Wind Coeff = -0.55, +0.55 Importance - Wind = 1.00 Importance - Seismic = 1.00 i Page 6 Of 9 Job No. 17B0175A2 KIRBY Customer Maverick Boats BUILDING SYSTEMS Address 4551 St. Lucie Blvd. BETTERS TIGXz. BETTER Bu¢muss Fort Pierce, FL 34946 Seismic Desiqn Cateqory= A -------------- Designer : SKR Designer SKR Checker WCH Seal Engr. WCH Revision # -------------------------------------------------------------------------------- 17B0175A2 Reactions, Anchor Bolts, & Base Plates:ll/ 1/17 0:35am --------------------------- =---------- ------------------------------------------ ----- ----- ----- Foundation_Loads(k)------ --------- ----------------- Frame Col Max _Pos_Val Max_Neg_Val Anc._Bolt Base —Plate Line Line Id Horz Vert Id Horz Vert, No. Diam Width Len Thick 35* J _ 1 3.4 -10.2 2 -4.8 -0.3 4 0.750 8.00 12.50 0.375 3 0.7 6.6 4 3.4 -10.7 34* J 1 6.7 -17.6 2 -8.1 1.1 4 0.750 8.00 12.50 0.375 7 -0.5 10.8 4 6.6 -18.4 ---------------------------------------------------------------- 35* Frame Lines:35 1 34* Frame Lines:34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 LOAD COMBINATIONS: ------------------ Id Combination - ------------------------------ 1 Dead+0.6Wind Long2R 2 0.6Dead+0.6Wind Left2 3 Dead+Collateral+Live 4 0.6Dead+0.6Wind Long2R 5 Dead+0.6Wind Left2 6 0.6Dead+0.6Wind_Leftl 7 Dead+Collateral+0.75Live+0.45Wind_Right2+0.75Floor_Live 8 Dead+0.6Wind Suction+0.6Wind Long2L 9 Dead+0.6Wind Pressure+0..6Wind Long2L -------- ---- ---- ------------------- ------------------------ 17B0175A2 Bracing Reactions Report: ll/ 1/17 0:35am -------------------------------------------------------------------------------- Page 7 Of 9 Job No. 17B0175A2 KIR BY Customer Maverick Boats BUILDING SYSTEMS Address 4551 St. Lucie Blvd. SEER sownoxs eunR MVLVINc Fort Pierce, FL 34946 BUILDING BRACING REACTIONS: ------ .Reactions(k)-------- --- Wall-- Col ----Wind---- -- Seismic --- Loc Line Line Horz Vert Horz Vert ---- ---- ------- ----- ----- ----- ----- L_EW 35 F SW G R EW 1 B SW J Torsional Bracing Used! Designer SKR Checker WCH Seal Engr. WCH Revision # Panel_Shear(lb/ft) Wind Seismic Notes ------ ------- ----- (h) ---- ----------- ----- ----- ----- ----- ------ (e)Bracing loads must be applied to supporting building (h)Rigid frame at endwall (e) (h) Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ------------------------------------------------------------------------------ 17B0175A2 Additional Reactions Report: ll/ 1/17 0.35am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Rigid Frame Column Reactions(k) -------------------------------- Frame Col ----Dead--- Collateral ----Live---. Wind_Leftl Wind_Rightl Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 35* J 0.1 1.3 0.2 1.7 0.4 3.6 -1.5 -17.3 5.3 -13.8 34* J 0.1 1.8 0.3 2.9 0.6 5.2 -1.0 -29.3 9.4 -24.3 Frame Col Wind Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 35* ------ J ----- -8.1 ----- -1.8 ----- -1.3 ----- 1.7 ----- 5.6 ----- -19.0 ----- 5.6 ----- -19.0 ----- 0.0 ----- 0.0 34* J -13.7 0.1 -3.2 5.1 10.9 -32.2 10.9 -32.4 0.0 0.0 Frame Col -Seis_Right -Seis_Long- Line Line Horz Vert Horz Vert ----- 35* ------ J ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 34* 1 0.0 0.0 0.0 0.0 i Page 8 Of 9 Job No. 17B0175A2 Designer SKR KIRBY Customer Maverick Boats Checker WCH Cc . BUILDING SYSTEMS Address 4551 St. Lucie Blvd. Seal Engr. WCH BETTERS 10N$, BETTER eunBINc Fort Pierce, FL 34946 Revision # 35* Frame Lines:35 1 34* Frame Lines:34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 Endwall Column Reactions(k) ----------------------------- --------------- ------------------------------------------------------------------------------- 17B0175A2 Seismic Design Report: ll/ 1/17 0:35am Building Data Code =IBC 12 Length = 850.00 Width = 30.00 Left Eave Height = 25.50 Right Eave Height = 28.00 Seismic Formula Base Shear, V = 0.01*W Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R T(Moment_Frame) = 0.388 Shear Force, E - = V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.235 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 = 2.00 (psf) Collateral = 6.00 (psf) Roof Total = 10.00 (psf) , Weight= 255.00 (k) L EW Dead = 2.00 (psf) , Weight= 0.80 (k) Page 9 Of 9 KIRBY BUILDING SYSTEMS BETTER SOLUTIONS BETTER BUILDINGS. Job No. 17B0175A2 Designer SKR Customer Maverick Boats Checker WCH Address 4551 St. Lucie Blvd. Fort Pierce, FL 34946 Seal Engr. WCH Revision F_SW Dead R_EW Dead B_SW Dead = 2.00 (psf) , = 2.00 (psf) , = 8.00 (psf) , Weight= Weight= Weight= Total = 23.80 (k) 0.80 (k) 86.70 (k) 367.10 (k) Seismic Forces -------------- Roof Bracing Cs = 0.0100 W = 256.61 (k) Force, V = 2.57 (k) Force, E = 2.57 (k) Rigid Frames (Vmin) Cs = 0.0100 Frame 1 W = 6.00 (k) Force, V = 0.06 (k) (Vmin) Force, E = 0.06 (k) Frame 2 W = 10.00 (k) Force, V = 0.10 (k) (Vmin) Force, E = 0.10 (k) End Plates Frame Omega= 1.00 Total Base Shear Longitudinal Force, V = 0.00 (k) Transverse Force, V = 3.42 (k) KIRBY BUILDING wSYSTEMS r Date: January 25, 2018 , Project Name: Maverick Boats Project Location: 4551 St. Lucie Blvd, Forth Pierce, FL 34946 Buildings: BETTER SOLUTIONS. BETTER BUILDINGS. 1) RF: 125'-0" x 850'-0" EH: 28'-0" 1:12 Slope 2) LT: 30'10" x 850'-0" EH: 26-6" 1:12 Slope Maverick Boat Group SCANNED 3207 Industrial 29 BY Forth Pierce, FL 34946 St. Lucie County KBS Project # 1780175A MBMA Building End Use: 3.1 MANUFACTURING PRODUCTION This Letter of Design Certification ensures that the materials supplied by Kirby Building Systems are designed in accordance with the information specified to Kirby on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not Kirby Building Systems' Design Engineer) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. Kirby Building Systems is a member of MBMA Kirby Building Systems is IAS AC-472 Accredited MB-159 DESIGN CODE CRITERIA: Structural Loads Applied in General Conformance with: Florida Building Code 6th Edition Occupancy Importance Classification: 11 PROJECT -WIDE LOADING INFORMATION: Ground Snow Load: 0 PSF Snow Exposure Factor, Ce: 0.9 Snow Imp. Factor, Is: 1 Roof Live Load: 20 PSF WITH TRIBUTARY REDUCTION, MINIMUM 12 PSF Ultimate wind speed Vag: 160 MPH Nominal Wind Speed Vasd: 124 MPH Site is Located Within The Wind -Borne Debris Region. Wind Imp. Factor, Iw: 1 Wind Exposure: C Components & Cladding: (B1) +62, -159.5 PSF (B2) +78, -125.9 PSF Ss: 0.069 S1: 0.029 Sds: 0.074 Shc: 0.046 Seismic Imp. Factor, le: 1 Seismic Design Category: A Site Class: D TL: 8 Analvsis Procedure: EQUIVALENT LATERAL FORCE PROCEDURE BUILDING nmt -SPECIFIC LOADING INFORMATION Snow Wind Seismic (Lateral) Seismic (Longitudinal) Bldg Roof Dead Collateral (psf)' Pri (psf) Sec (psf) Ct Cs Ps (psf) Enclosure GCpi R Cs V (kips) R Cs V (kips) 1 2 6 6 1.2 1.0 0 ENCLOSED +/-.18 3 0.01 26.1 E 3 0.01 .12.2 E 2 2 6 6 1.2 1 ' 0 PART. ENC +/-.55 '•' 0.01 3.50 E "' 0.01 3.00 E • P" St t I N t l I d d A' Ord' St 1 M F OSMF ary ruc um o nc u e lnary ee omen comes, "Seismic Force Resisting System B: Intermediate Steel Moment Frames, ISMF ••' Braced To Main Bldg. C: Ordinary Steel Concentrically Braced Frames, OSCBF D: Cantilevered Column System to Contort to the Requirements of OSMF, CCS E.• Steel Systems Not Specifically Detailed for Seismic Resistance, Except CCS F: Other (Steel Panel Diaphragm /Shear Weill Other) AUXILIARY LOADING INFORMATION: 1.) (3)2-ton monomil cranes behneen lines 14.18 2.) (1)1-ton and (3) titan marshal vanes between lines 22-32. ��, 3.) Future 125.0' x 85P4' lean-to addition to the high side wall column. The addition Wit be an erect mirror of this bid, � • � C E •• 4.) RAUG1, RALLLI, RAt U. & RA13 weighing 43001bs. per unit. • �1 // 5.) EF-HG1 & EF-HG2 weighing 10001b. per unit. 6.) EF-1-1, EF-Le, & EF-l3 weighing WOO [be per unit. `^(a{e�u/• , 7.) IT-HG&EF-DG weighing 1400 Irs per unit. B.) various 12' & 24- Big Ass Fans weighing 350 & 500 his. g.) Y.4',&6' sprinkler pipes weighing 8,12,& 23 lbs. per linear0. �•�qi %� 10.) 400) lb. lateral and longitudinal loads only Ones the bodge pane located between tines 31n. '( Bee design tlhwings for additional limitations and exact teenagers of loads.r The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live or roof snow load applied in accordance with the governing building code. All A325/A490 bolts greater than 112" diameter are used in connections defined as SNUG =RECEIVEDIESIGN STANDARDS REFERENCED:• AISC Specification for Structural Steel Buildings - Allowable Stress Design, Fourteenth Edition, 2010 • AISI North American Specification for the Design of Cold -Formed Steel Structural Members, 2007 • MBMA Low Rise Building Systems Manual, 2010 Ed. • AWS D1.1-10 and D1.3-08 Structural Welding Codes Design Engineer. KYLE RUCKER Sealing Engineer. WES HARDIN, PE - Florida P.E. License #75848 101 AIRPORT RD. STARKVILLE, MS 39759 This letter supersedes all previous letters of certification.