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CC-0259-2023 l Office Use Only ADDITION/ALTERATION PERMIT Permit#:CC—b IrDn- 29 2:5 ,Town ofQue 6 APPLICATION "y Permit Fee:$ ASm . 6o 742 Bay Road,Queensbury,NY 12804 P:518-761-8256 www.gueensbury.net Invoice#: 6\bD Flood Zone? Y N Reviewed Project Location: 24 Native drive Queensbury,NY � . ._. V____ Iu r I ', Tax Map ID#: e? Subdivision Name: in I J bU PROJECT INFORMATION: I C�UViei ,� tiF_-F w?Y UiL�a`ir'F! t? S TYPE: ElResidential © Commercial, Proposed Use: S2 Medical Storage ❑ Single-Family ❑ Two-Family ❑ Multi-Family(#of units—) ❑ Townhouse ❑ Business Office ❑ Retail ❑ Industrial/Warehouse ❑ Garage (#of cars ' ) •® Other(describe Warehouse ) ADDITION SQUARE FOOTAGE: ALTERATION SQUARE FOOTAGE: c � 1st floor: 1st floor: 2"d floor: 2"d floor: 31 floor: 3rd floor: Basement(habitable space): Basement (habitable space): Total sq ft: Total sq ft: Adding pallet racking to an existing warehouse.No hvac/plumbing/electdcial work in the scope. Scope of work to be done: Addition/Alteration Application Revised June 2022 I a ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ C)o 2. Source of Heat (circle one): ® Gas ❑ Oil ❑ Propane ❑ Solar ❑ Other: Fireplaces/inserts need a separate Fuel Burning Appliances & Chimney Application 3. Are there any structures not shown on the plot plan? ❑ YES ❑ NO Explain: 4. Are there any easements on the property? ❑ YES ❑ NO SITE INFORMATION: • Is this a corner lot? ❑ YES ® NO • Will the grade be changed as a result of the construction? ❑ YES ® NO • What is the water source? ® PUBLIC ❑ PRIVATE WELL • What type of wastewater system is on the parcel? ® SEWER ❑ PRIVATE SEPTIC DECLARATION: 1. 1 acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans, additional reviews and re-approval. 2. If,for any reason,the building permit application is withdrawn, 30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. Ifthework is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 4. 1 certify that the application, plans and supporting materials are atrue and a complete statement and/or description of the work proposed,that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 5. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 6. 1 also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. i have read and agree to the above: PRINT NAME: Will OlivDerPO SIGNATURE: 'l.s �/l� DATE: Addition/Alteration Application Revised June 2022 e CTkNTACr INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(sI- Will Oliver Mailing Address, C/S/Z: 1575 Barrington Ct Algonquin II 60102 Cell Phone: ( _)331-201-3478 Land Line: � ) Email:william.oliver@apex-cos.com • Primary Owner(s): Name(s): Medline Industries Mailing Address, C/S/Z: 3 lakes drive Northfield , IL 60093 Cell Phone:�_) Land Line: _)800-633-5463 Email:medlineindustries@medline.com o Check if all work will be performed by property owner onl • Contractor(s): (List all additional contractors on the back of this form) Contact Name(s): Denis Bravo Contractor Trade: Pallet rack install Mailing Address, C/S/Z: Cell Phone: ( _)973-647-0689 Land Line: Email:dnallinstillation@yahoo.com **Workers' Comp documentation must be submitted with this application • Architect(s)/Engineer(s): Business Name: Seizmic Engineering Inc. Contact Name(s): Regina Suazo Mailing Address, C/S/Z: 1130 E, Cypress Covina,CA 91724 Cell Phone: ( Land Line: _)909-869-0989 Email:ENGINEERING@SEIZMICINC.COM Contact Person for Compliance in regards to this project: Will Oliver Cell Phone: ( )331-201-3478 Land Line: � ) Email:william.oliver@apex-cos.com Addition/Alteration Application Revised June 2022 AdvAn 3348 Route 208,Campbell Hall,NY 10916■Phone: 845-496-1600■Fax:845-496-1398 12960 Commerce Lake Dr#14, Ft Myers, FL 33913■ Phone:239-204-4569 1813 State Route 7, Harpursville, NY 13787■Phone:607-235-2006 0 877 US-4,Schuylerville,NY 12871 ■ Phone:518-372-4067 Daily Summary Report .? Client: APEX Material Handling Date: Monday,June 5,2023 Client Rep.: William Locaputo Weather: Cloudy Project: NAMIC Selective Rack,Queensbury NY Temperature: AM PM 70-80-F Project Number: 230678 Technician: Gerald Premus,P.E. Contractor: 1APEX Meterial Handling Arrival Time: 10:00 AM Contractor Rep.: JWilliarn Oliver Departure Time: 4:00 PM Summary of Daily Operations A representative of Advance Testing Company,Inc.was present at the above referenced project on this date for testing of post-installed mechanical anchors. Location:Newly fitted warehouse in Queensbury,New York.Racking column lines 1-3.5 X A-E(5-double width racks by 15 bays,1-double width rack x 11 bays, and 2-double width racks by 9 bays). Drawing Reference:Sal E Fateen PE,Dwg No.23-0218-A,dated 2023 0125,no revision. Drawing Reference:APEX,Dwg No.1 50-Overall Plan,Rev F dated 2022 0823"Work In Progress;Not For Release." Anchors are for rack columns/legs;one anchor at each leg.The visible end of each anchor was deformed during normal installation,and anchor end mark was not readable.A box from Hilti Kwik Bolt 1,1/2"x 4-1/2"was observed at the location.The specified anchor is DeWalt Power-Stud+SD1,1/2"diameter.Per both Hilt!and DeWalt,installation torque is 40 foot-pounds. Nominal anchor extensions are 3/4 inch.One anchor randomly selected at each set of four(4)legs,and was tested with a torque wrench to 40 foot-pounds;all selected anchors satisfied the test. END OF COMMENTS RECORD [F:IL:E ICO P Y Technician Signature: Date: Monday,June 5,2023 'Report Reviewed By:Chris Brower,P.E. The results identified in this report relate only to the items sampled/tested. No representation is made that materials or items not sampled and tested will produce the same or similar results. ATC-DAILY-1 Rev.2,10/13/20 This report shall not be reproduced,except in full,without the prior written approval of Advance Testing Company. i i FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbunj, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Medline 24 Native Rd CC-0259-2023 3/28/23 I have reviewed the submitted drawings for the above project; and offer the following comments: 1) Verify Storage Racks /Aisle ways 2) Verify operation of existing exit/ emergency lights. 3) Verify paths of egress 4) Verify Fire Extinguishers 5) Verify Knox Box Key 6) Verify Mezzanine for storage �1L Deputy Fire Marshal Tyson Converse 742 Bay Road Queensbury NY 12804 518 761 8205 tysonc@queensbury.net Fire Marshal's Office Phone: 518-761-8206 Fax: 518-745-4437 {iremarshal@queensburtnet 7MMqueensburil net 1/26/2023 ANALYSIS OF STORAGE RACKS for Medline 24 native drive, queensbury, NY 12804 Job No. 23-0218 Approved by: Sal E. Fateen, P.E. 1/26/2023 3412 Acridge Dr * West Covina, CA 91791 * (909) 869-0989 EXPIRES 03-31-2025 COA #0009762 Table of Contents Parameters 2 Components and Specifications 3 Loads and Distributions 6 Basic Load Combinations 9 Longitudinal Analysis 10 Column & Backer Analysis 11 Beam Analysis 13 Beam to Column Analysis 16 Bracing Analysis 17 Anchor Analysis 19 Overturning Analysis 22 Baseplate Analysis 23 Slab and Soil Analysis 25 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 1 kelvira 1/26/2023 PN:20230110_2 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being common between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector CONCEPTUAL DRAWING Some components may not be used or may vary NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 2 kelvira 1/26/2023 PN:20230110_2 Load per Level 4000 lbs 4000 lbs 74" 74" 108" FRONT VIEW 192" 4" 42" 42" 42" 60" 2" 42"12" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2018 IBC Configuration 1: B SP 1.7 Levels: 2 Panels: 4 Ss = 0.23 Fa = 1.6 I = 1 S1 = 0.07 Fv = 2.4 SDC = B VLong = 166 lbs. VTrans = 305 lbs. Pstatic = 4100 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 2.75 - .071 (HC) Steel = 55000 psi Stress = 42% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .036 (SQ. TUBE) Stress = 6% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .036 (SQ. TUBE) Stress = 6% (panel 1) 4.125 x 2.625 - .060 (41D) Steel = 55 ksi Max Static Cap. = 4666 lb. Stress = 87% Max stress = 87% (level 1) 3 Pin 2" cc Connector Stress = 36% Max stress = 36% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 5 x 5 x 0.375 in. 1 anchors/plate Moment = 0 in-lb. Stress = 3% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 10% (S) Dewalt Power Stud+ SD1 ESR-2818 0.5 in. x 3.75 in. Embed. Pullout Capacity = 2060 lbs. Shear Capacity = 2288 lbs. Anchor stress = 5% Notes: Standard row spacers are required in this profile. SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 3 kelvira 1/26/2023 PN:20230110_2 Load per Level 4000 lbs 4000 lbs 84" 84" 108" FRONT VIEW 192" 4" 42" 42" 42" 60" 2" 42"12" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2018 IBC Configuration 2: A SP 1.7 Levels: 2 Panels: 4 Ss = 0.23 Fa = 1.6 I = 1 S1 = 0.07 Fv = 2.4 SDC = B VLong = 166 lbs. VTrans = 305 lbs. Pstatic = 4100 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 2.75 - .071 (HC) Steel = 55000 psi Stress = 51% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .036 (SQ. TUBE) Stress = 6% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .036 (SQ. TUBE) Stress = 6% (panel 1) 4.125 x 2.625 - .060 (41D) Steel = 55 ksi Max Static Cap. = 4666 lb. Stress = 87% Max stress = 87% (level 1) 3 Pin 2" cc Connector Stress = 38% Max stress = 38% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 5 x 5 x 0.375 in. 1 anchors/plate Moment = 0 in-lb. Stress = 3% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 10% (S) Dewalt Power Stud+ SD1 ESR-2818 0.5 in. x 3.75 in. Embed. Pullout Capacity = 2060 lbs. Shear Capacity = 2288 lbs. Anchor stress = 5% Notes: Standard row spacers are required in this profile. SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 4 kelvira 1/26/2023 PN:20230110_2 Load per Level 4000 lbs 4000 lbs 70" 70" 108" FRONT VIEW 192" 4" 42" 42" 42" 60" 2" 42"12" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2018 IBC Configuration 3: C SP 1.7 Levels: 2 Panels: 4 Ss = 0.23 Fa = 1.6 I = 1 S1 = 0.07 Fv = 2.4 SDC = B VLong = 166 lbs. VTrans = 305 lbs. Pstatic = 4100 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 2.75 - .071 (HC) Steel = 55000 psi Stress = 39% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .036 (SQ. TUBE) Stress = 6% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .036 (SQ. TUBE) Stress = 6% (panel 1) 4.125 x 2.625 - .060 (41D) Steel = 55 ksi Max Static Cap. = 4666 lb. Stress = 87% Max stress = 87% (level 1) 3 Pin 2" cc Connector Stress = 35% Max stress = 35% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 5 x 5 x 0.375 in. 1 anchors/plate Moment = 0 in-lb. Stress = 3% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 10% (S) Dewalt Power Stud+ SD1 ESR-2818 0.5 in. x 3.75 in. Embed. Pullout Capacity = 2060 lbs. Shear Capacity = 2288 lbs. Anchor stress = 5% Notes: Standard row spacers are required in this profile. SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 5 kelvira 1/26/2023 PN:20230110_2 Loads and Distributions: B Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2018 IBC # of Levels:2 SDC:B RL:6 Ss:0.23 Pallets Wide:2 WPL:8000 RT:4 S1:0.07 Pallets Deep:1 WDL:200 lbs Fa:1.6 Ip:1 Pallet Load:2000 Fv:2.4 Tl:1.5 Total Frame Load:8200 lbs SDS = 2/3 . Ss . Fa =0.25 SD1 = 2/3 . S1 . Fv =0.11 Ws = 0.67 . WPL + WDL =5560 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.11 / (1.5 . 6) . 1 . 5560 = 67.96 lbs Vlong need not be greater than:Vtrans need not be greater than: Vlong2 = Cs . Ip . Ws Vtrans1 = Cs . Ip . Ws = SDS / RL . IP . Ws = SDS / RT . IP . Ws = 0.25 / 6 . 1 . 5560 = 231.67 lbs = 0.25 / 4 . 1 . 5560 = 347.5 lbs If S1 >= 0.6, then Vlong shall not be less than:If S1 >= 0.6, then Vtrans shall not be less than: Vlong3 = Cs . Ip . Ws Vtrans2 = Cs . Ip . Ws = 0.5 . S1 / RL . IP . Ws = 0.5 . S1 / RT . IP . Ws = 0.5 . 0.07 / 6 . 1 . 5560 = 32.43 lbs = 0.5 . 0.07 / 4 . 1 . 5560 = 48.65 lbs Vlong shall not be less than:Vtrans shall not be less than: Vlong4 = Cs . Ip . Ws Vtrans3 = Cs . Ip . Ws = Max[0.044 . SDS , 0.03] . IP . Ws = Max[0.044 . SDS , 0.5 . S1 / RT , 0.03] . IP . Ws = Max[0.01, 0.01, 0.03] . 1 . 5560 = 166.8 lbs = Max[0.01, 0.01, 0.03] . 1 . 5560 = 166.8 lbs Since:67.96 < 166.8 & 166.8 > 32.43 Since:347.5 ≥ 48.65 & 347.5 ≥ 166.8 Vlong = 166 lbs Vtrans = 305 lbs SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 6 kelvira 1/26/2023 PN:20230110_2 Loads and Distributions: B (Page 2) fi = V WiHi SWiHi Longitudinal Transverse Level hx wx wxhx fi wx wxhx fi 1 74 2050 151700 55.33 2050 151700 101.67 2 148 2050 303400 110.67 2050 303400 203.33 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 7 kelvira 1/26/2023 PN:20230110_2 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction (A-7) Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb L kce = 4EIc H kb = EIc H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams # of levels 2 min. # of bays 3 Nc 24 Nb 8 kc 300 kip-in/rad kbe 2866 kip-in/rad kb 215 kip-in/rad kce 860 kip-in/rad Ib 1.75 in4 L 108 in Ic 1.08 in4 H 148 in E 29500 ksi Level hpi Wpi 1 108 in 4 kip 2 183 in 4 kip Calculated T =2.68 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 8 kelvira 1/26/2023 PN:20230110_2 LRFD Basic Load Combinations: B 2018 IBC& RMI / ANSI MH 16.1 V Trans = 305 lbs MTrans = S(fTrans . hx) = 37,616 in-lbs b = 0.7 V Long = 166 lbs ETrans = MTrans / frame depth = 895 lbs b = 1.0 (Uplift combination only) P = Product Load / 2 = 4,000 lbs r = 1 D = Dead Load . 0.5 = 100 lbs SDS = .25 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load = 1.4 D + 1.2 P = (1.4 . 100) + (1.2 . 4,000)= 4,940 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 100) + (1.4 . 4,000) + (1.6 . 0) + (0.5 . 0)= 5,720 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 100) + (0.85 . 4,000) + (0.5 . 0) + (1.6 . 0)= 3,520 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 100) + (0.85 . 4,000) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 3,520 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rETrans + 0.2S = (1.2 + 0.2 . .25) . 100 + (1.2 + 0.2 . .25) . 0.7 . 4,000 + 0.5 . 0 + 1 . 895 + 0.2 . 0= 4,520 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rELong + 0.2S = (1.2 + 0.2 . .25) . 100 + (1.2 + 0.2 . .25) . 0.7 . 4,000 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 3,625 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 100 + 0.9 . 4,000 + 1.0 . 0 = 90 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)bPapp - rETrans = (0.9 - 0.2 . .25) . 100 + (0.9 - 0.2 . .25) . 1 . 4,000 - 1 . 895= 2,589 lbs For a single beam, D = 36 lbs P = 2,000 lbs I = 250 lbs 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 36) + (1.6 . 0) + (0.5 . 0) + (1.4 . 2,000) + (1.4 . 250) = 3,193 lbs ASD Load Combinations for Slab Analysis 1.(1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)bP + 0.7rE) = (1 + 0.105 . .25) . 100 + 0.75((1.4 + 0.14 . .25) . 0.7 . 4,000 + 0.7 . 1 . 895)= 3,586 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)bP + 0.7rE = (1 + 0.14 . .25) . 100 + (0.85 + 0.14 . .25) . 0.7 . 4,000 + 0.7 . 1 . 895= 3,208 lbs 3.D + P = 100 + 4,000 = 4,100 lbs SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 9 kelvira 1/26/2023 PN:20230110_2 Longitudinal Analysis: B This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). MConnR =MConnL = MConn MConn =((MUpper + MLower) / 2) + MEnds VCol =VLong / # of columns = 83 lbs MBase =0 in-lbs MLower =((Vcol . hi) - MBase (83 lbs . 72 in.) - 0 in-lbs = 5976 in-lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 74 28 4,100 5,976 4,379 10,355 2 74 55 2,050 5,976 4,379 7,367 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 10 kelvira 1/26/2023 PN:20230110_2 COLUMN ANALYSIS: B ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2018 IBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.7 . 72 / 1.174 = 104.3 Ky . Ly / Ry = 1 . 42 / 1.099 = 38.23 KL/Rmax = 104.3 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.1742 + 1.0992 + 0.0142)1/2 = 1.608 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (0.014/1.608)2 = 1 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 104.32 = 26.762 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 1)((26.762 + 8835.989) - (26.762 + 8835.989)2 - (4 . 1 . 26.762 . 8835.989))1/2)= 26.762 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 104.32 = 26.762 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.784 . 1.6082(11300 . 1.584 + (3.142 . 29500 . 0.003) / (0.8 . 42)2) = 8835.989 ksi Fe = Min(Fe1, Fe2) =26.762 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 26.762)1/2 = 1.434 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 23.27 (Eq C4.1-2) Thus: Pn = 17400 lbs Pa = 14790 lbs 3 x 2.75 - .071 SECTION PROPERTIES Depth 2.75 in. Width 3 in. t 0.071 in. Radius 0.107 in. Area 0.784 in.2 AreaNet 0.784 in.2 Ix 1.08 in.4 Sx 0.72 in.3 Sx Net 0.72 in.3 Rx 1.174 in. Iy 0.946 in.4 Sy 0.687 in.3 Ry 1.099 in. J 1.584 in.4 Cw 0.003 in.6 Jx 0.01 in. Xo 0.014 in. Kx 1.7 Lx 72 in. Ky 1 Ly 42 in. Kt 0.8 Fy 55 ksi Fu 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 11 kelvira 1/26/2023 PN:20230110_2 COLUMN ANALYSIS: B ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2018 IBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 34957 lbs Where: Pno = AeFy = 0.748 . 55 = 41126 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 851.494 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 851.214 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 596.806 ksi (Eq 3.1.2.1-10) Fe.min = 596.806 ksi Since: Fe ≥ 2.78Fy Fc = (Se / Sc) i.e. Fe = Fy = 55 ksi (Eq C3.1.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 52.2 ksi Mnx = 37568 in-lbs Mny = 35877 in-lbs Mc = Mn,min Mnxfb = 33811 in-lbs Mnyfb = 32289 in-lbs PEx = P2 EIx / (KxLx)2 = 20980 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 156189 lbs (Eq C5.2.2-7) a x = (1 - (fcP / Pex)) = 0.849 (Eq C5.2.2-4) a y = (1 - (fcP / Pey)) = 0.98 (Eq C5.2.2-5) Ptrans = 4,520 lbs Plong = 3,625 lbs Mu = Mx = 6004 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 5720 lbs Pu_st / Pa = 5720 / 14790 = 0.39 Static Stress = 38% Since:Pl / Pa ≥ 0.15 Stress1 = Pl / Pa + Mx / (fbMnx) + My / (fbMny)(Eq C5.2.2-2) = ((3,625 / 14790) + (6004 / 33811) + (1 / 32289)) = 42% Stress2 = Pl / Pao + CmxMx / (fbMnxax) + CmyMy / (fbMnyay)(Eq C5.2.2-1) = (3,625 / 34957) + (0.85 . 6004 / 33811 . 0.849)) + (0.85 . 1 / 32289 . 0.98))) = 28% Stress3 Pt / Pao = 4,520 / 34957 =12% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 42% 3 x 2.75 - .071 SECTION PROPERTIES Depth 2.75 in. Width 3 in. t 0.071 in. Radius 0.107 in. Area 0.784 in. 2 AreaNet 0.784 in. 2 Ix 1.08 in. 4 Sx 0.72 in. 3 Sx Net 0.72 in. 3 Rx 1.174 in. Iy 0.946 in. 4 Sy 0.687 in. 3 Ry 1.099 in. J 1.584 in. 4 Cw 0.003 in. 6 Jx 0.01 in. Xo 0.014 in. Kx 1.7 Lx 72 in. Ky 1 Ly 42 in. Kt 0.8 Fy 55 ksi Fu 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 12 kelvira 1/26/2023 PN:20230110_2 BEAM ANALYSIS B Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.625 - (2 . 0.061) - (2 . 0.15) = 1.2 in. w/t = 1.203 / 0.061 = 19.72 l = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 19.721 . (55 / 29500)1/2 = 0.45 l <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy . (y3 / y2) = 55 * 1.98 / 2.19 = 49.7 ksi f2(tension) = Fy . (y1 / y2) = 55 * 1.73 / 2.19 = 43.34 ksi Y = - (f2 / f1) = -(43.34 / 49.7) = -0.87 Buckling coefficient k = 4 + 2 . (1 - Y)3 + 2 . (1 - Y) = 4 + 2(1 - -0.87)3 + 2(1 - -0.87) = 20.87 Flat Depth w = y1 + y3 = 1.73 + 1.98 = 3.703 w/t = 3.703/0.061 = 60.7 w/t < 200: OK l = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 60.705 . (49.7 / 29500)1/2 = 0.57 b1 = w . (3 - Y) = 4 . (3 - -0.87) = 14.34 b2 = w/2 = 1.85 b1 + b2 = 14.34 + 14.34 = 16.19 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (P / 2) . (r + t / 2) = (P / 2) . (0.15 + 0.061 / 2) = 0.284 Lf = effective width = 1.203 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.284 / 1.203 + 2 . Lc = 0.3204 m = 0.192 . (Fu / Fy) - 0.068 = 0.192 . (65 / 55) - 0.068 = 0.1589 Bc = 3.69 . (Fu / Fy) - 0.819 . (Fu / Fy)2 - 1.79 = 3.69 . (65 / 55) - 0.819 . (65 / 55)2 - 1.79 = 1.43 Fu/Fy = 65 / 55 = 1 < 1.2 r/t = 0.15 / 0.061 = 2.459 <= 7 = OK Fyc = Bc . Fy / (r / t)m = 1.43 . 55 / (2.459)m = 68 Fya-top = C . Fyc + (1 - C) . Fy = 0.32 . 68 + (1 - 0.32) . 55 = 59 Fya-bottom = Fya-top . Ycg / (A - Ycg) = 59 . 1.94 / (4.125 - 1.94) = 52 4.125 x 2.625 - .060 Top flange width C =1.625 in. Bottom width B =2.625 in. Web depth A =4.125 in. Beam thickness t =0.061 in. Radius r =0.15 in. Fy =55 Fu =65 Y1 =1.73 Y2 =2.19 Y3 =1.98 Ycg =1.94 Ix =1.75 Sx =0.78 E =29500 FBeam F =300 Beam Length L =108 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 13 kelvira 1/26/2023 PN:20230110_2 BEAM ANALYSIS B Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.625 - (2 . 0.15) - (2 . 0.061) = 2.2 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.284 / (2.2 + 2 . 0.284) = 0.205 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.205 . 68 + (1 - 0.205) . 55 = 57.67 Fya = Fya-top = 59.17 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity MCenter = f . Mn = W . L . W . Rm / 8 W = LRFD Load Factor = (1.2 . DL + 1.4 . PL + 1.4 . 0.125 . PL) / PL For DL = 2% of PL: W = 1.2 . 0.02 + 1.4 + 1.4 . 0.125 = 1.6 Rm = 1 - ((2 . F . L) / (6 . E . Ix + 3 . F . L)) = 1 - ((2 . 300 . 108) / (6 . 29500 . 1.75 + 3 . 300 . 108)) = 0.84 f . Mn = f . Fya . Sx = 43.62 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (43.62 . 8 . 2) / (108 . 0.84 . 1.6) = 4808 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 300 . 108) / (5 . 300 . 108 + 10 . 29500 . 1.75) = 0.81 Dss = (5 . W . L3) / (384 . E . Ix) L / 180 = (5 . W . L3 . Rd) / (384 . E . Ix . (# of Beams)) W = (384 . E . Ix . 2) / (180 . 5 . L2 . Rd) = (384 . 29500 . 1.75 . 2) / (180 . 5 . 1082 . 0.81) . 1000 = 4666 lbs/pair 4.125 x 2.625 - .060 Top flange width C =1.625 in. Bottom width B =2.625 in. Web depth A =4.125 in. Beam thickness t =0.061 in. Radius r =0.15 in. Fy =55 Fu =65 Y1 =1.73 Y2 =2.19 Y3 =1.98 Ycg =1.94 Ix =1.75 Sx =0.78 E =29500 FBeam F =300 Beam Length L =108 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 14 kelvira 1/26/2023 PN:20230110_2 Allowable and Actual Bending Moment at Each Level Mstatic=Wl2 / 8 Mallow,static=Wallow,static . l2 / 8 Mseismic=Mconn Mallow,seismic=Sx . Fb Level Mstatic Mallow,static Mseismic Mallow,seismic Result 1 27,648 31,495 3,950 31,495 Pass 2 27,648 31,495 2,449 31,495 Pass SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 15 kelvira 1/26/2023 PN:20230110_2 2. Bearing Strength of Pin 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: B 1. Shear Strength of Pin Pin Diameter = 0.35 in. Fn =Fnv = 54000 psi AISI Table E3.4-1 Ab =d2 . P / 4 = 0.1 in. Pn =Ab . Fn = 5195.41 lbs AISI Table E3.4-1 PShear =fPn = 0.75 . Pn = 3896 lbs Column Thickness tc = 0.07 in. Since d / tc < 10 C = 3 mf =1.0 Fu =65000 psi Pn =C . mf . d . tc . Fu = 4866.23 lbs AISI E3.3.1 -1 PBearing =fPn = 0.75 . 4866.23 = 3649 lbs Edge Dist. = 1 in. TClip =0.179 in. SClip =0.127 in.3 Mn =Sc . Fy = 6985 in-lbs AISI C3.1.1 -1 MStrength =fMn = 0.9 . Mn = 0.9 . SClip . Fy = 6286.5 in-lbs C =1.67 d =Edge Dist. / 2 = 0.5 in. MStrength =c . d . PClip PClip =MStrength / (c . d) = 7542 lbs P1 =Min(PShear, PBearing, PClip) = 3649 lbs MConn-Allow =(P1 . 4.5) + (P1 . (2.5 / 4.5) . 2.5) + (P1 . (0.5 / 4.5) . 0.5) = 21691.28 in-lbs SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 16 kelvira 1/26/2023 PN:20230110_2 BRACE ANALYSIS B (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2018 IBC. Section Subject to Torsional or Flexural-Torsion Buckling (Section C4.1.2) Kx . Lx / Rx = 0 . 51 / 0.59 = 85.74 Ky . Ly / Ry = 1 . 51 / 0.59 = 85.74 KL / R max = 85.74 ro = (rx 2 + ry 2 + xo 2)1/2 = (0.592 + 0.592 + 02)1/2 = 0.84 in. b = 1 - (xo / ro)2 = 1 - (0 / 0.84)2 = 1 Fe1 = P2E / (KL / r)max 2 = 3.142 . 29500 / 85.742 = 39.603 ksi Fe2 = (1 / 2b)((sex + st) - ((sex + st)2 - (4bsexst))1/2) = (1 / (2 . 1)((39.6 + 8895.22) - ((39.6 + 8895.22)2 - (4 . 1 . 39.6 . 8895.22))1/2) = 39.603 ksi where: sex = P2E / (KxLx / Rx)2 = 3.142 . 29500 / 85.742 = 39.603 ksi st = 1 / Aro 2(GJ + (P2ECw) / (KtLt)2) = 1 / 0.2 . 0.842(11300 . 0.1119 + (3.142 . 29500 . 0) / (0.8 . 51)2) = 8895.22 ksi Fe = Min(Fe1, Fe2) = 39.603 ksi Pn = Aeff . Fn lc = (Fy / Fe)1/2 = (36 / 39.603)1/2 = 0.953 Since lc < 1.5, Fn = (0.658^(lc 2)) . Fy = 24.607 ksi Thus Pn = 4,944 lbs Pa = Pn . fc = 4,202 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 1.5 x 1.5 - .036 (SQ. TUBE) SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.035 in. Radius 0.052 in. Area 0.201 in^2 AreaNet 0.201 in^2 Ix 0.071 in^4 Sx 0.095 in^3 Sx net 0.095 in^3 Rx 0.595 in. Iy 0.071 in^4 Sy 0.095 in^3 Ry 0.595 in. J 0.112 in^4 Cw 0 in^6 Jx 0 in. Xo 0 in. Kx 0 Lx 51 in. Ky 1 Ly 51 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 17 kelvira 1/26/2023 PN:20230110_2 BRACE ANALYSIS B (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2018 IBC. Lateral-Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao = Pnofc = 7,232 . 0.85 = 6,148 lbs. Where Pno = AeFy = 0.2 . 36 = 7,232 lbs. Mc = Mn = ScFc = SminFc Fe = CbroA(seyst)1/2 / Sf = 1058.03 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 1058.03 ksi Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 125.93 ksi Fe,min = 125.93 ksi Since, Fe >= 2.78Fy Fc = (Se / Sc i. e. Fe = Fy = 36 ksi reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 36 ksi Mnx = 3,413 in-lbs Mny = 3,413 in-lbs Mc = Mn,min Mnxfb = 3,072 in-lbs Mnyfb = 3,072 in-lbs PEx = P2EIx / (KxLx)2 = 7,959 lbs PEy = P2EIy / (KyLy)2 = 7,959 lbs Max Pa = 4,944 lbs VTrans = 306 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 51.62 in. VDiag = (VTrans . LDiag) / D = 432.47 lbs. Brace Stress = VDiag / Pa = 6% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 1.5 x 1.5 - .036 (SQ. TUBE) SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.035 in. Radius 0.052 in. Area 0.201 in^2 AreaNet 0.201 in^2 Ix 0.071 in^4 Sx 0.095 in^3 Sx net 0.095 in^3 Rx 0.595 in. Iy 0.071 in^4 Sy 0.095 in^3 Ry 0.595 in. J 0.112 in^4 Cw 0 in^6 Jx 0 in. Xo 0 in. Kx 0 Lx 51 in. Ky 1 Ly 51 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 18 kelvira 1/26/2023 PN:20230110_2 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 B Assumed cracked concrete application Anchor Type 1/2" dia, 3.25" hef, 6" min. slab ICC Report Number ESR-2818 1.5 . hef = 4.875 in. Slab Thickness (h)= 6 in.Ca1 = 12 useCa1,adj = 4.875 in. Min. Slab Thickness (h)= 6 in.Ca2 = 12 useCa2,adj = 4.875 in. Concrete Strength (fc)= 4000 psi Diameter (da)= 0.5 in.3 . hef = 9.75 in. Nominal Embedment (hnom)= 3.75 in. Effective Embedment (hef)= Hef S1 = 0 in.Use S1,adj = 0 in. Number of Anchors (n)= 1 S2 = 0 in.Use S2,adj = 0 in. e`N = 0 e`V = 0 From ICC ESR Report Ase = 0.102 sq.in. f`uta = 100000 psi Smin = 5 in. Cmin = 4 in. Cae = 8 in. Np,cr = 2505 lbs fSeismic Adj. Strength Tension Capacity = 2060 lbs 1 2060 lbs Shear Capacity = 2288 lbs 1 2288 lbs SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 19 kelvira 1/26/2023 PN:20230110_2 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 B Steel Strength 17.4.1 f = 0.75 17.3.3.a i fNsa = fnAsefuta = 0.75 . 1 . 0.102 . 100000 = 7,650 lbs 17.4.1.2 Concrete Breakout Strength fNcbg 17.4.2 f = 0.65 17.3.3 c ii Category 1-B ANc = (Ca1.adj + S1.adj + 1.5hef) . (Ca2.adj + S2.adj + 1.5hef) = 95.063 sq.in. ANco = 9hef 2 = 95.063 sq.in. Check if ANco ≥ ANc ANc/ANco = 1 Yec,N = 1 17.4.2.4 Yed,N = 1 17.4.2.5 YC,N = 1 17.4.2.6 Kc = 17 la = 1 Nb = Kcla(fc)0.5(hef)1.5 = 6299 lbs 17.4.2.2 d Ycp,N = 1 17.4.2.7 fNcbg = f(ANc/ANco)(Y ec,N)(Y ed,N)(YC,N)(Y cp,N)(Nb)17.4.2.1 0.65 . (95.063/95.063) . 1 . 1 . 1 . 1 . 6299 = 4,094 lbs Pullout Strength fNpn 17.4.3 f=0.65 17.3.3 c ii Category 1-B Ycp = 1 17.4.3.6 fNpn = fYcpNp,cr(fc/2500)0.5 = 2,060 lbs 17.4.3.1 Steel Strength (fNsa) = 7,650 lbs Embedment Strength - Concrete Breakout Strength (fNcbg) = 4,094 lbs Embedment Strength - Pullout Strength (fNpn) = 2,060 lbs SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 20 kelvira 1/26/2023 PN:20230110_2 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 B Steel Strength fVsa Vsa=3,520 / Anchor -- per report 17.5.1 f = 0.65 17.3.3. Condition a ii fVsa = fn . Vsa = 0.65 . 1 . 3,520 = 2,288 lbs 17.5.1.2a Concrete Breakout Strength fVcbg 17.5.2 f = 0.7 17.3.3 ci-B AVc = (1.5Ca1 + S1.adj + 1.5Ca1)ha = 216 sq.in. AVco = 3Ca1ha = 216 sq.in. Check if AVco ≥ AVc AVc/AVco = 1 Yec,V = 1 17.5.2.5 Yed,V = 0.9 17.5.2.6 YC,V = 1 17.5.2.7 Yh,V = 1.732 17.5.2.8 da = 0.5 in.17.5.2.2 Le = 1 in.17.2.6 d la = 1 The smaller of 7(Le / da)0.2(da)0.5la(fc)0.5ca11.5 and 9la(fc)0.5ca11.5 = 14,948 lbs 17.5.2.2 a, 17.5.2.2 b fVcbg = f(AVc/AVco)(Y ec,V)(Y ed,V)(YC,V)(Y h,V)(Vb)17.5.2.1 0.7 . (216/216) . 1 . 0.9 . 1 . 1.732 . 14,948 = 16,311 lbs Pryout Strength fVcpg 17.5.3 f= 0.7 17.3.3 Ci-B Kcp = 2 17.5.3.1 Ncbg = 6,298 lbs fVcpg = fKcpNcbg = 0.7 . 2 . 6,298 = 8,817 lbs Steel Strength (fVsa) = 2,288 lbs Embedment Strength - Concrete Breakout Strength (fVcbg) = 16,311 lbs Embedment Strength - Pryout Strength (fVcpg) = 8,817 lbs SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 21 kelvira 1/26/2023 PN:20230110_2 OVERTURNING ANALYSIS Configuration1 B Per RMI Sec 2.6.9 and ASCE7-16. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% capacity, & with only top level loaded FULLY LOADED Wpl = 8,000 lbs Wdl = 200 lbs Wpl . 67% = 8,000 . 0.67 = 5,360 lbs VTrans = (1 . 0.055 . 1 . ((0.67 . 5,360) + 200)) = 208 lbs Movt = VTrans . Ht = 208 . 158 = 32,864 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((8,000 . 0.67) + 200) . 42 . 0.5 = 116,760 in-lbs Puplift = 1 . (Movt - Mst)/d = (32,864 - 116,760) / 42 = -1,997 lbs (Puplift ≤ 0) = no uplift PMaxDown = 1 . (Movt + Mst) / d = (32,864 + 116,760) / 42 = 3,562 lbs TOP SHELF LOADED Shear = 231 lbs Movt = VTop . Ht = 231 . (148 + ((74 - 10) / 2)) = 41,580 in-lbs Mst = (l + Wdl) . d = (4,000 + 200) . (42 . 0.5) = 88,200 in-lbs Puplift = 1 . (Movt - Mst)/d = (41,580 - 88,200) / 42 = -1,110 lbs (Puplift ≤ 0) = no uplift ANCHORS No. of Anchors (#Anchors): 1 Pull Out Capacity per Anchor (TAnchor): 2,060 lbs Shear Capacity per Anchor: 2,288 lbs COMBINED STRESS Fully Loaded = ((0 / 1) / 2,060) + ((208 / 2) / 2,288)= 0.045 Top Shelf Loaded = ((0 / 1) / 2,060) + ((231 / 2) / 2,288)= 0.05 Seismic UpLift Critical (LC#7B)= (0 / 1) / 2,060 = 0 SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 22 kelvira 1/26/2023 PN:20230110_2 Base Plate Analysis: B The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol . h/2 (full fixity) Mb is the smallest value obtained from these three criteria. Fy = 36000 psi Pcol = 5720 lbs MBase = 0 in-lbs P/A = Pcol/(D . B) = 5720 / (5 . 5) = 229 psi fb = MBase / (D . B2 / 6) = 0 / (5 . 52 / 6) = 0 psi fb2 = fb . (2 . b1 / B) = 0 . (2 . 1/5) = 0 psi fb1 = fb - fb2 = 0 - 0 = 0 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (12 / 2) . (229 + 0 + 0.67 . 0) = 114.4 in-lbs SBase = (B . t2) / 6 = 0.12sq.in. FBase = 0.9 . Fy = 32,400 psi fb / Fb = Mb / (SBase . FBase) = 114.4 / (0.12 . 32,400) = 0.03 Plate width B =5 in. Plate depth D =5 in. Plate thickness t =0.38 in. Column width b =3 in. Column depth d =2.75 in. b1 =1 in. SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 23 kelvira 1/26/2023 PN:20230110_2 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 as - the first iteration of the second order amplification term computed using Wpi from section 2.6.4 of the Commentary Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb kce = 4EIc kb = EIc L H H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams as = 0.59 # of levels 2 min. # of bays 3 Nc 24 Nb 8 kc 300 kip-in/rad kbe 2866 kip-in/rad kb 215 kip-in/rad kce 860 kip-in/rad Ib 1.75 in4 L 108 in Ic 1.08 in4 H 148 in E 29500 ksi Level hpi Wpi 1 108 in 4 kip 2 183 in 4 kip Per RMI 2012 7.1.3 Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis Qb= 0.27 Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 htotal. Therefore tanQmax=0.5 Qmax=2.862 rad Qb ok Maximum moment in base plate Mmax= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mmax=0 kip-in ≥ Mb OK SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 24 kelvira 1/26/2023 PN:20230110_2 SLAB AND SOIL ANALYSIS (LRFD) Slab/Soil analysis based on Empirical Method - FEMA 460 Appendix D Pmax = Gravity_Load (see Basic Load Combinations) = 5,720 lbs f't = 7.5 . (f'c)1/2 = 474 psi d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 1.721 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 13.302 in. b,req'd = 1.5 . b = 20 in. Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 115,921 lbs Pa = f . Pa = 69,552 lbs Pmax / Pa = 0.08 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 4,100 lbs f't = 7.5 . (f'c)1/2 = 474 psi Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 115,921 lbs d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 1.721 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 13.302 in. b,req'd = 1.5 . b = 20 in. Pa = Pn / W = 38,640 lbs Pmax / Pa = 0.11 Base Plate Width B 5 in. Depth W 5 in. Frame Frame depth d 42 in. Concrete Thickness t 6 in. f'c 4,000 psi f 0.6 W 3 l 1 ks 50 pci r1 2.5 in Ec 3,604,997 psi SAL E. FATEEN 3412 ACRIDGE DR. WEST COVINA, CA 91791 PHONE: 909-869-0989 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Medline Apex Storage_Adam Delo 24 native drive queensbury, NY 25 kelvira 1/26/2023 PN:20230110_2