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HomeMy WebLinkAboutKirBy Building Systems 10-18-21-A +F HOP DRAWING/ SUBMITTAL REVIEW APPROVED Cl APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED Version 2021.05.18 (5118121) KI R BY SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS BUILDING cc 124 Kirby Dr FORDIMENSIONS AT OBSIOTE BLE FIOR TOLERA CFE, CLEARANCE, QUANTITIES, SYSTEMS Portland, TN 37148 FABRICATION PROCESSES ANDTECHNIQUESOF CONSTRUCTION, COORDINATION OF HIS WORK WITH "^"-e- BETTER SOLUTIONS. BETTER BUILDINGS. Ph: (615) 3254165 Fax: (800) 231-3460 OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. 10/18/21 By: Date: Ar`ch � ectonic Inc. September 23, 2021 RF Concrete Construction Proiect Name: Kings Commerci I Old rw. fierce, FL 34950 664 Old Dixie Hwy. Buildings: A->56'-0"xl39'-0"xl8'-0"(EMG,1.0:12) Vero Beach, FL 32962 Atm.: Foulks Jeremy FILE Copy Proiect Location: Fort Pierce, FL 34949 NBG Proiect #: K2180789A This Letter of Design Certification ensures that the materials furnished by the metal building supplier are designed in accordance with the information specified to the metal building supplier on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not the metal building supplier) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. The Professional Engineer whose seal appears on this Letter of Certification is employed by the metal building manufacturer. and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: Structural Loads Applied in General Accordance with: Florida (FBC 2020) Risk Category: II - Standard Buildings PROJECT -WIDE LOADING INFORMATION: Ground Snow Load: 0.0 psf Snow Exposure Factor,Ce: 0.90 Snow Imp. Factor, Is: 0.00 Roof Live Load: 20.0 psf Reducible As Per Code. Rain Intensity, R: 12.0 in/hr Ultimate Design Wind Velocity: 160 mph Nominal Design Wind Velocity: 124 mph ***Components & Cladding Pressures: 53 psf/ -71 psf Is Roof to meet UL 90 Requirements?: No Wind Exposure: C Seismic Criteria: Ss: 0.490 S 1: 0.029 • No ground snow included in seismic calculations. Design Sds / Shc: 0.460/0.046 Analysis Procedure: Equiv. Lat. Force Procedure Seis. Imp. Factor, Ie: 1.00 Basic SFRS: Not Detailed for Seismic Seis. Design Category: C Site Class: D BUILDING -SPECIFIC LOADING INFORMATION: Roof Dead € Collateral Dead Snow Coefficient Snow Load (psf) Wind Seismic Biagi...........SP.S�?*.........�....Pn�Qs A i 2.5 .... 3.0 Sec (psf) ': Ct ............ �...........................__ 3.0 1.2 Cs.......i..Ps.�P..s(psf)'• 0.00 Enclosure 1......................... --- i Enclosed GCP�.......i..........R.................CS...........V.Q�.P.S1... } 0.18 3.00 0.010 0.6 *Primary Structural Not Included **P," is based on the minimum roofsnow load calculated per building code or the contract -specified roofsnow load, whichever is greater. 71is value, P,„, is only applied in combination with Dead and Collateral Loads. Roof Snow in other loading conditions is determined per the specified Building Code. ***Ultimate Design wind pressures to be used for wall exterior component and cladding materials not provided by Metal Building Supplier Mezzanine Information: Floor Dead Load: N/A Floor Collateral Load: N/A Floor Live Load: N/A Crane Information: No cranes on building. Roof -Top Unit Information No roof -top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: • AISC Specification for Structural Steel Buildings - Steel Construction Manual, 15th Edition, C 2017. • AISI North -American Specification for the Design of Cold -Formed Steel Structures, © 2016 Edition. • IBC codes are designed in accordance with ASCE7-16 Edition. • MBMA Low Rise Building Systems Manual, Latest Edition. • AWS Latest Edition of Structural Welding Code. EGOr,* • No buyout structural components provided on this project. a �'� merr ePa�' pec St II lny This item has been sealednd electronically" byRoger L. Hsigned al, PE aea on the date shown using a * = digital signature. Printed w_ copies of this document are OF Wi Z not considered signed and op, GNI sealed and the signature must be verified on any electronic copy. Professional Seal ACCREDITED' Load BulO��Lysr!raa Page 1 of 5 Version 2021.05.18 (5118121) KIRBY BUILDING SYSTEMS A­ora ca n, BETTER SOLUTIONS. BETTER BUILDINGS. 124 Kirby Dr Portland, TN 37148 Ph: (615) 325-4165 Fax: (800) 231-3460 Page: RI of Date: 9/23/2021 GENERAL INFORMATION FOR COLUMN BASE REACTIONS 1OP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED REVISED AND RESUBMIT ❑ REJECTED O FOR REVIEW FOR CONSTRUCTION JBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY JD GENERAL CONFORMANCE ��``af 111 Ham( � This item electronically signed end e l Q` TO CONTRACT 7CUMENTS ONLY. THE CONTRACTOR IS Project Name: Kings Commercial Bldg.2 ��` �GEN No. 79464 'Si� sealed by Roger L. Hill, PE SPONSIBLE FOR CONFIRMING ITDIMENSIO��$aTt# )ESE FOR TOLERANCE, CLEARANCE, Qt Project Number: K2180789A n the date shown using e • * _ digital signabue. Printed iu_= copies of this document are tBRICATION PROCESSES AND TECHNIQUES OF INSTRUCTION, COORDINATION OF HIS WORK WITH Customer: RF Concrete Construction o 4r� not considered signed and srATE OF 2� sealed and the e ��SSy '0R 10 THEIR TRADES, AND FULL COMPLIANCE WITH must be verified on any ��r„°;;AI;%V%k% DNTRACT DOCUMENTS. 1 0/1 8/21 NBG Engineer: Rafael Rivera electronic copy. Data: Checked: MK 09/24/2021 09/27/2021 Architectonic Inc. Ft. Pierce, FL 34950 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 ASCE7-16 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 Y GLOBAL Z ( + to right) ( + upward) (+ counter -clockwise) > +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. 14 M A Excellence from the ground up ACCREDITED 4ktal Midil ACA72 1 NUCOR BUILDINGS GROUP Job # : K2180789A File : E11-O.nfr App Version :1.5.132.0 Job Name : Kings Commercial Bldg.2 Designer : BG\rafael.rivera Date :8/21/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT Member 56'-0" 15'-6" j 25'-0" j 16-6" 12 12 1F— ---�1 `i CS Mz Mz X X Y z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) Member -04 Page 2 of 5 Frame : Line(s) 1,7 4 X Y z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 - DEAD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - COLLATERAL - - - - - - - - - - - - - - - COL01 0 1 0 0 0 COL01 0 1 0 COL02 0 2 0 0 0 COL02 0 1 0 COL03 0 2 0 0 0 I COL03 0 1 0 COL04 0 1 0 0 0 I COL04 0 1 0 - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 - ROOF LIVE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4 - WIND CASE 1 TO RIGHT - - - - - - - - - - - - - - - COL01 0 5 0 0 0 I COL01 0 -17 0 COL02 0 6 0 0 0 COL02 0 -11 0 COL03 0 6 0 0 0 I COL03 -6 -14 0 COL04 0 2 0 0 0 I COL04 0 6 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 5 - WIND CASE 1 TO LEFT I LOAD CASE 6 - WIND CASE 2 TO RIGHT COL01 0 -15 0 0 0 COL01 0 -19 0 COL02 0 -5 0 0 0 COL02 0 -16 0 COL03 0 -6 0 0 0 I COL03 -6 -18 0 COL04 6 -10 0 0 0 COL04 0 5 0 ------------------------------------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 7 - WIND CASE 2 TO LEFT LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 0 -17 0 0 0 COL01 0 -20 -3 COL02 0 -10 0 0 0 I COL02 0 -23 -7 COL03 0 -11 0 0 0 I COL03 0 -2S -7 COL04 6 -12 0 0 0 COL04 0 -6 -3 ------------------------------------------------------------------------------------------------------------------------------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO FRONT LOAD CASE 10 - SEISMIC TO RIGHT COL01 0 -20 4 0 0 COL01 0 1 0 COL02 0 -23 7 0 0 COL02 0 -1 0 COL03 0 -25 7 0 0 COL03 -1 -1 0 COL04 0 -6 4 0 0 I COL04 0 1 0 - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 11 - SEISMIC TO LEFT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - COL01 0 -1 0 0 0 COL02 0 1 0 0 0 COL03 0 1 0 0 0 COL04 1 -1 0 0 0 0 0 0 0 0 0 0 0 ------------- 0 0 0 0 0 0 0 0 ------------- 0 0 0 0 0 0 0 0 ------------- 0 0 0 0 0 0 0 0 ------------- 0 0 0 0 0 0 0 0 NUCOR BUILDINGS GROUP Job # :K2180789A File : F11-O.nfr App Version :1.5.132.0 Job Name : Kings Commercial Bldg.2 Designer : BG\rafael.rivera Date :8/21/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT Member 12 1F_ N 4 f0 Y - CO Mx MzN X Y z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) Member 56'-0" Page 3 of 5 Frame : Line(s) 4,5,6 4 CO X Y z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 1 -DEAD I LOAD CASE 2 - COLLATERAL COL01 2 3 0 0 0 1 COL01 1 3 0 0 0 COL02 -2 3 0 0 0 1 COL02 -1 3 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 4 11 0 0 0 1 COL01 -13 -30 0 0 0 COL02 -4 9 0 0 0 1 COL02 1 -7 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO LEFT LOAD CASE 6 - WIND CASE 2 TO RIGHT COL01 -1 -20 0 0 0 COL01 -16 -42 0 0 0 COL02 14 -17 0 0 0 COL02 4 -19 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -4 -32 0 0 0 COL01 -3 -28 0 0 0 COL02 16 -29 0 0 0 COL02 4 -9 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO FRONT LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 -4 -23 0 0 0 COL01 -6 -40 0 0 0 COL02 3 -14 0 0 0 COL02 7 -21 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO FRONT LOAD CASE 12 - SEISMIC TO RIGHT COL01 -6 -35 0 0 0 COL01 -1 -1 0 0 0 COL02 6 -26 0 0 0 COL02 -1 1 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT COL01 1 1 0 0 0 COL02 1 -1 0 0 0 i NUCOR BUILDINGS GROUP Job # : K2180789A Job Name : Kings Commercial BIdg.2 File : F11-O.nfr Designer : BG\rafael.rivera App Version :1.5.132.0 Date :8/21/2021 DESIGN SUMMARY - REACTIONS W/BRACING BY LOAD CASE REPORT 66'-W z 1. COL01 M Mz X X Y z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member 4 OD COL02 Page 4 of 5 Frame : Line(s) 2,3 X Y z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) -------------------------------- --------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD I LOAD CASE 2 - COLLATERAL COL01 2 3 0 0 0 1 COL01 1 3 0 0 0 COL02 -2 3 0 0 0 1 COL02 -1 3 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE I LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 4 11 0 0 0 1 COL01 -13 -30 0 0 0 COL02 -4 9 0 0 0 1 COL02 1 -7 0 0 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE 5 - WIND CASE 1 TO LEFT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 LOAD CASE 6 - WIND CASE 2 TO RIGHT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - COL01 -1 -20 0 0 0 I COL01 -16 -42 0 0 0 COL02 14 -17 0 0 0 1 COL02 4 -19 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT 1 LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -4 -32 0 0 0 I COL01 -3 -28 0 0 0 COL02 16 -29 0 0 0 I COL02 4 -9 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO FRONT I LOAD CASE 10 - LONG. WIND 2 TO BACK COL01 -4 -23 0 0 0 1 COL01 -6 -40 0 0 0 COL02 3 -14 0 0 0 I COL02 7 -21 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO FRONT I LOAD CASE 12 - SEISMIC TO RIGHT COL01 -6 -35 0 0 0 I COL01 -1 -1 0 0 0 COL02 6 -26 0 0 0 I COL02 -1 1 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO LEFT I LOAD CASE 14 - BRACING WIND TO FRONT COL01 1 1 0 0 0 1 COL01 -1 -8 6 0 0 COL02 1 -1 0 0 0 1 COL02 1 -8 6 0 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE 15 - BRACING WIND TO BACK - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I LOAD CASE 16 - BRACING SEISMIC TO BACK - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - COL01 1 8 -6 0 0 I COL01 1 1 -1 0 0 COL02 -1 8 -6 0 0 I COL02 -1 1 -1 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 17 - BRACING SEISMIC TO FRONT I COL01 0 -1 1 0 0 1 COL02 0 -1 1 0 0 I Page 5 of 5 K2180789A Bracing Reactions Report: 9/22/21 5:20pm 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 ------- A ,B ----- ----- ----- Bracing Reactions in ----- ------ NBG Frame ------- ----- Reports F SW E 2 3 Bracing Reactions in NBG Frame Reports (b) R EW 7 B ,A Bracing Reactions in NBG Frame Reports B SW A 3 ,2 Bracing Reactions in NBG Frame Reports (b) ---- ----------- ----- ----- ----- ----- ------------- ----- (b)Wind bent in bay, base above finish floor Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70