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HomeMy WebLinkAboutKirBy Building System 9-23-21XHOP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED Version 2021.05.18 (5118121) • n SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY K' R B AND GENERAL CONFORMANCE TO CONTRACT YYY DOCUMENTS ONLY. THE CONTRACTOR IS BUILDING 124 Kirb DI RESPONSIBLE FOR CONFIRMING DIMENSIONS AT Y JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, SYSTEMS Portland, TN 37148 FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH wnuoow�„m.,, ph: (615) 325.4165 OTHER TRADES, AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. BETTER SOLUTIONS. BETTER BUILDINGS. Fax: (800) 231-3460 10/ 18/21 By: Dale: Architectonic Inc. September 23, 2021 RF Concrete Construction Project Name: Kings Commercial Bldg.2 Ft. Pierce, FL 34950 664 Old Dixie Hwy. Buildings: A->56'-0"x139'-0"xl8'-0"(EMG,1.0:12) Vero Beach, FL 32962 FILE COPY Attn.: Foulks Jeremyeremy Project 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: I1- 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 Bldg ..1.........(p..s:t..........i....Pn�P.S:l.... A 2.5 3.0 Sec(Psf) '. Ct ..... �... 3.0 1 1.2 Cs.......;..Ps.SPs�?.. ......-. --- 0.00 **Pm psf)i Enclosure l.. .. --- € Enclosed .C.'..C.�?!.......i..........R.................CS...........V..(KP.$)... f 0.18 3.00 0.010 0.6 *Primary Structural Not Included **P m is based on the minimum roof snow load calculated per building code or the contract -specified roof snow load, whichever is greater. Thisvalue, Pat, 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, ® 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. • No buyout structural components provided on this project. This item has been �0E9 I L NZ electronically signed and vt CENS� i sealed by Roger L. Hill, PE' No. 79464 \, on the date shown using a *` \* = digital signature. Printed w- copies of this document are o STATE OF J� not considered signed and T� Z� i iSt OR I Of;.�C��� sealed and the signature must be verified ONA1 tt'�`` electronic copy. on any Professional Seal NONR ACCREDITED' a Page 1 of 5 Version 2021.05.18 (5118121) KI R BY 124 Kirby Dr BUILDING Portland, TN 37148 SYSTEMS Ph: (615) 325-4165 A-U.-.O —" Fax: (800) 231-3460 BETTER SOLUTIONS. BETTER BUILDINGS. Page: R1 of Date: 9/23/2021 GENERAL INFORMATION FOR COLUMN BASE REACTIONS HOP DRAWING/ SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISED AND RESUBMIT ❑ REJECTED Q FOR REVIEW QQ FOR CONSTRUCTION SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY `��ItI�H/i��' This Item has been `��� 0a' (( clechonisally signed and AND GENERAL CONFORMANCE TO CONTRACT 2 c 9,16 ��� sealed by Roger L. Hill, PE DOCUMENTS ONLY. THE CONTRACTOR IS Project Name: Kings Commercial Bldg.2 N. )94sa on the dale mown using o RESPONSIBLE FOR CONFIRMING DIMENSIO • • c digital signature. Printed J08SITE FOR TOLERANCE, CLEARANCE, Q ^13t&Project Number: K2180789A =_A . yr� copies of this document are FABRICATION PROCESSES AND TECHNIQUES OF �O Wzz not considered signed and S RTE OF OTONSTHERR RADIES, AND FUDLL COMPLINATION OIANCE WF HIS ITH WITH Customer• RF Concrete Construction 'ics'S( (crs tU F.�G``�`\ must be verified signatureseats and the n any CONTRACT DOCUMENTS. 1 0/1 8/21 NBG Engineer: Rafael Rivera '%�„°�',111%,,,1\`` electronic copy. By. Data Checked: MK 09/24/2021 Architectonic Inc. 09/27/2021 Ft. Pie—, 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 � +Z 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. M B M R Excellence from the ground up ACCREDITED' sxtOBJ6nes,n n am NUCOR BUILDINGS GROUP Job # : K2180789A Job Name : Kings Commercial Bldg.2 File : E11-O.nfr Designer : BG\rafael.rivera App Version :1.5.132.0 Date : 8/21/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT E 56'-0" 15'-6" 25'-0" 15'-0' 12 12 1F_ �1 a �J L04 NIX Mz Page 2 of 5 Frame : Line(s) 1,7 X Y z Mx Mz X Y z Mx Mz Member (kips) (kips) (kips) (kip-ft) (kip-ft) Member (kips) (kips) (kips) (kip-ft) (kip-11) - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 - DEAD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 - COLLATERAL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C0L01 0 1 0 0 0 COL01 0 1 0 0 0 C0L02 0 2 0 0 0 COL02 0 1 0 0 0 COL03 0 2 0 0 0 COL03 0 1 0 0 0 C0L04 0 1 0 0 0 COL04 0 1 0 0 0 ----------------------------------- LOAD CASE ---------------------------------------------------------------------------------------------------------------------------------------------------------- 3 - ROOF LIVE LOAD CASE 4 - WIND CASE 1 TO RIGHT COL01 0 5 0 0 0 C0L01 0 -17 0 0 0 COL02 0 6 0 0 0 C0L02 0 -11 0 0 0 COL03 0 6 0 0 0 COL03 -6 -14 0 0 0 COL04 0 2 0 0 0 C0L04 0 6 0 0 0 ----------------------------------------------------------------------------------------------7----------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO LEFT LOAD CASE 6-WIND CASE 2 TO RIGHT COL01 0 -15 0 0 0 C0L01 0 -19 0 0 0 COL02 0 -5 0 0 0 COL02 0 -16 0 0 0 COL03 0 -6 0 0 0 COL03 -6 -18 0 0 0 COL04 6 -10 0 0 0 COL04 0 5 0 0 0 - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 - WIND CASE 2 TO LEFT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - LOAD CASE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 - LONG. WIND 1 TO BACK - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C0L01 0 -17 0 0 0 COL01 0 -20 -3 0 0 C0L02 0 -10 0 0 0 I COL02 0 -23 -7 0 0 COL03 0 -11 0 0 0 COL03 0 -25 -7 0 0 COL04 6 -12 0 0 0 COL04 0 -6 -3 0 0 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO FRONT LOAD CASE 10 - SEISMIC TO RIGHT C0L01 0 -20 4 0 0 COL01 0 1 0 0 0 C0L02 0 -23 7 0 0 COL02 0 -1 0 0 0 COL03 0 -25 7 0 0 COL03 -1 -1 0 0 0 C0L04 0 -6 4 0 0 COL04 0 - 1 - - - - - - - - 0 - - - - - - - - - - - 0 - - - - - - - - - - - 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 NUCOR BUILDINGS GROUP Page 3 of 5 Job # : K2180789A Job Name : Kings Commercial BIdg.2 Frame : Line(s) 4,5,6 File : F11-O.nfr Designer : BG\rafael.rivera App Version :1.5.132.0 Date : 8/21/2021 DESIGN SUMMARY - REACTIONS BY LOAD CASE REPORT Member 56'-0" 12 12 Mz Mz X Y Z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) I Member 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 COL01 -13 -30 0 0 0 COL02 -4 9 0 0 0 COL02 1 -7 0 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO LEFT I 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 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I 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 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 W/BRACING BY LOAD CASE REPORT Member 12 1F_ Z N Mz Mz X Y z Mx Mz (kips) (kips) (kips) (kip-ft) (kip-ft) Member 56'-0• 12 �1 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 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 I LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 -4 -32 0 0 0 1 COL01 -3 -28 0 0 0 COL02 16 -29 0 0 0 1 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 I 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 I LOAD CASE 14 - BRACING WIND TO FRONT COL01 1 1 0 A 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 LOAD CASE 16 - BRACING SEISMIC TO BACK COL01 1 8 -6 0 0 COL01 1 1 -1 0 0 COL02 -1 8 -6 0 0 COL02 -1 1 -1 0 0 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- LOAD CASE 17 - BRACING SEISMIC TO FRONT COL01 0 -1 1 0 0 COL02 0 -1 1 0 0 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