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HomeMy WebLinkAbout20-3182 (XL Autoparts), Calcs, (E-Signed 2-17-2021 MB)SPECIAL PRODUCTS CONVEYORS STORAGE RACKS OTHER SERVICES SHELVING SPECIAL PRODUCTS TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS METAL SHUTTLES MACHINERY HEADER STEEL DRIVE-IN PERMIT AQUISITION METAL/WOOD VLM VRC RACK BLDGS ROBOTIC PLATFORMS PUSH BACK EGRESS PLANS MOVABLE CAROUSELS SHEDS PICK MODULES FLOW RACK STATE APPROVALS GONDOLAS FENCING SYSTEMS WORK PLATFORMS ROOF VERIFICATION CANTILEVER PRODUCT TESTING LOCKERS MODULAR OFFICES FOOTINGS TITLE 24 CATWALKS MINI-LOAD SYSTEMS Licensed in 50 States Analysis of Storage Racks for XL Autoparts 3053 Industrial 31St St., Fort Pierce, FL Job No. 20-3182 1130 E. Cypress St *Covina, CA 91724 *(909) 869-0989 EXPIRES 2-28-2021 Table of Contents Parameters 2 Components and Specifications 3 Loads and Distributions 20 Basic Load Combinations 23 Longitudinal Analysis 24 Column & Backer Analysis 25 Beam Analysis 27 Beam to Column Analysis 30 Bracing Analysis 31 Anchor Analysis 33 Overturning Analysis 36 Baseplate Analysis 37 Slab and Soil Analysis 39 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. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 1 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Catwalk Shelving ------------------------------------------------------------------------------ 40 to 47 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 2 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1200 lbs 1200 lbs 3720 lbs 1200 lbs 1200 lbs 3720 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 144" FRONT VIEW 264" 8" 63" 63" 63" 63" 4" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 1: R - 144 x 50 8L G 1.7 Levels: 8 Panels: 4 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 88 lbs. VTrans = 132 lbs. Pstatic = 7720 lbs. Pseismic = 368 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 59% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 10% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1482 lb. Stress = 87% Level 3 6 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 7138 lb. Stress = 53% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1482 lb. Stress = 87% Max stress = 87% (level 1) 3 Tab 2" cc Connector (IM) Stress = 29% Max stress = 29% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 20% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Republic rack 144"w std. bay w/ 36"w catwalk aisle at L3 and deck-over at L6. Design deck loading 60psf LL + 10psf DL. Use 6"h x 14ga beam at Deck levels (3 & 6) and 4.5"h x 16ga beam at all other levels. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 3 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1000 lbs 1200 lbs 8873 lbs 1200 lbs 1200 lbs 8873 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 35" 35" 41" 35" 35" 27" 28" 28" 93" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 16" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 2: R - 93 x 50 8L @ 108 aisle. Adjacent to: R - 144 x 50 8L G 1.7 Levels: 8 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 116 lbs. VTrans = 174 lbs. Pstatic = 10246 lbs. Pseismic = 470 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 78% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 5% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 9% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 3180 lb. Stress = 34% Level 3 5.75 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 10446 lb. Stress = 85% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 3180 lb. Stress = 40% Max stress = 85% (level 3) 3 Tab 2" cc Connector (IM) Stress = 18% Max stress = 22% (level 3) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 26% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 2% Notes: Republic rack 93"w std. bay w/ 108"w catwalk aisles at L3 & L6. Design deck loading 100psf LL + 10psf DL. Use 3"h x 16ga beams at storage only levels. NEED TO USE A 4.5" or 5"H x 14GA BEAM W/ 1-1/2X1-1/2X 0.065TH TUBE REINFORCEMENT AT DECK LEVELS TO SUPPORT THE 108"W AISLE (EQUIVALENT TO 5.75"H X 14GA BEAM)) Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 4 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1200 lbs 1200 lbs 3528 lbs 1200 lbs 1200 lbs 3528 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 133" FRONT VIEW 264" 8" 63" 63" 63" 63" 0" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 3: R - 133 x 50 8L G 1.7 Levels: 8 Panels: 4 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 86 lbs. VTrans = 129 lbs. Pstatic = 7528 lbs. Pseismic = 356 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 57% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 9% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1700 lb. Stress = 76% Level 3 6 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 7922 lb. Stress = 45% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1700 lb. Stress = 76% Max stress = 76% (level 1) 3 Tab 2" cc Connector (IM) Stress = 26% Max stress = 26% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Republic rack 126"w std. bay w/ 36"w catwalk aisle at L3 and deck-over at L6. Design deck loading 60psf LL + 10psf DL. Use 6"h x 16ga beams at deck levels (3 & 6) and 3"h x 16ga beam at all other levels. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 5 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1200 lbs 1200 lbs 3108 lbs 1200 lbs 1200 lbs 3108 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 109" FRONT VIEW 264" 8" 63" 63" 63" 63" 0" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 4: R - 109 x 50 8L G 1.7 Levels: 8 Panels: 4 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 81 lbs. VTrans = 122 lbs. Pstatic = 7108 lbs. Pseismic = 341 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 54% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 9% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 2404 lb. Stress = 53% Level 3 5 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 5904 lb. Stress = 54% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 2404 lb. Stress = 53% Max stress = 54% (level 3) 3 Tab 2" cc Connector (IM) Stress = 20% Max stress = 20% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 18% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Republic rack 109"w std. bay w/ 36"w catwalk aisle at L3 and deck-over at L6. Design deck loading 60psf LL + 10psf DL. Use 5"h x 16ga beams at deck levels and 3"h x 16ga beams at all other levels. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 6 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 6940 lbs 6940 lbs 105" 96" 35" 35" 41" 35" 35" 27" 28" 28" 166" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 5: R - 166 x 50 2L Adjacent to: R - 133 x 50 8L G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 82 lbs. VTrans = 124 lbs. Pstatic = 7284 lbs. Pseismic = 353 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 55% (level 1 adj.) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 7% (panel 1) 6.5 x 2.5 - .100 (SSB652M) Steel = 55 ksi Max Static Cap. = 8008 lb. Stress = 87% Max stress = 87% (level 1) 3 Tab 2" cc Connector (IM) Stress = 27% Max stress = 27% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Republic rack 166"w cross aisle adjacent to 133"w std. bay. Design deck loading 60psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 7 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 6940 lbs 6940 lbs 105" 96" 166" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 6: R - 166 x 50 2L (END) End Bay G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 39 lbs. VTrans = 59 lbs. Pstatic = 3520 lbs. Pseismic = 173 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 35% (level 2) BACKER TO LEVEL 1 3 x 3 - .075 Steel = 55000 psi Stress = 48% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 2% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 3% (panel 1) 6.5 x 2.5 - .100 (SSB652M) Steel = 55 ksi Max Static Cap. = 8008 lb. Stress = 87% Max stress = 87% (level 1) 3 Tab 2" cc Connector (IM) Stress = 32% Max stress = 32% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 9% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Republic rack 180"w cross aisle adjacent to 24d/24d shelving & stairway. Design deck loading 60psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 8 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 5810 lbs 5810 lbs 105" 96" 166" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 32" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 7: R - 166 x 32 2L (END) End Bay G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 33 lbs. VTrans = 49 lbs. Pstatic = 2955 lbs. Pseismic = 223 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 29% (level 2) BACKER TO LEVEL 1 3 x 3 - .075 Steel = 55000 psi Stress = 40% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 1% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) 6.5 x 2.5 - .100 (SSB652M) Steel = 55 ksi Max Static Cap. = 8008 lb. Stress = 73% Max stress = 73% (level 1) 3 Tab 2" cc Connector (IM) Stress = 27% Max stress = 27% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 7% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 87% Notes: Republic rack 180"w cross aisle adjacent to 18d/18d shelving units. Design deck loading 60psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 9 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1200 lbs 1200 lbs 3475 lbs 1200 lbs 1200 lbs 3475 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 130" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 37" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 8: I - 130 & 110 x 37 8L G 1.7 Levels: 8 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 85 lbs. VTrans = 128 lbs. Pstatic = 7475 lbs. Pseismic = 481 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 Steel = 55000 psi Stress = 46% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 3% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 7% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1596 lb. Stress = 81% Level 3 6 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 7938 lb. Stress = 44% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1596 lb. Stress = 81% Max stress = 81% (level 1) 2 Pin 4" cc Connector Stress = 17% Max stress = 17% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 99% Notes: Interlake rack 130"w std. bay w/ 36"w catwalk aisles at L3 & L6. Design deck loading 60psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 10 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 5810 lbs 5810 lbs 105" 96" 105" 96" 166" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 37" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 9: I - 166 x 37 2L Adjacent to: I - 166 x 37 2L G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 66 lbs. VTrans = 99 lbs. Pstatic = 5910 lbs. Pseismic = 392 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 58% (level 2) BACKER TO LEVEL 1 3 x 3 - .075 Steel = 55000 psi Stress = 80% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 2% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 6% (panel 1) 9 x 3 - .100, .070 (SDB702M) Steel = 55 ksi Max Static Cap. = 13960 lb. Stress = 42% Max stress = 42% (level 1) 4 Pin 2" cc Connector Stress = 10% Max stress = 10% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 15% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Interlake rack 166"w cross aisle adjacent to 130"w std. bay. Design deck loading 60psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 11 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 5033 lbs 5033 lbs 105" 96" 108" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 10: 108"L c/w beams @ 50d u/r & 36 aisle End Bay G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 28 lbs. VTrans = 43 lbs. Pstatic = 2566 lbs. Pseismic = 125 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 71% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 1% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 2% (panel 1) 4.75 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 6338 lb. Stress = 80% Max stress = 80% (level 1) 3 Tab 2" cc Connector (IM) Stress = 6% Max stress = 6% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 6% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 0% Notes: 108"w cross aisle @ 50d u/r & 36 aisle w/ additional c/w beam at center of upright. USE 4.75"H X 14GA C/W BEAMS. Design deck loading 100psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 12 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 5940 lbs 5940 lbs 105" 96" 108" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 11: 108"L c/w beams @ 36"cc (100psfLL) End Bay G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 33 lbs. VTrans = 50 lbs. Pstatic = 3020 lbs. Pseismic = 204 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 Steel = 55000 psi Stress = 70% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 1% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 3% (panel 1) 4.75 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 6338 lb. Stress = 95% Max stress = 95% (level 1) 2 Pin 4" cc Connector Stress = 6% Max stress = 6% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 7% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: 108"w aisle at 36"d rack/shelving & 36" aisle. Design deck loading 100psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 13 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 5280 lbs 5280 lbs 105" 96" 96" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 36" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 12: 96"L c/w @ 32-36"cc (100psfLL) End Bay G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 30 lbs. VTrans = 45 lbs. Pstatic = 2690 lbs. Pseismic = 180 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 Steel = 55000 psi Stress = 62% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 1% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 3% (panel 1) 4.75 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 7128 lb. Stress = 75% Max stress = 75% (level 1) 2 Pin 4" cc Connector Stress = 5% Max stress = 5% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 7% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 0% Notes: Catwalk supports at 96"w aisle. Design deck loading 100psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 14 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 7747 lbs 7747 lbs 105" 96" 96" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 37" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 13: 96"L c/w @ 166"w aisle End Bay G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 44 lbs. VTrans = 66 lbs. Pstatic = 3923 lbs. Pseismic = 258 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 Steel = 55000 psi Stress = 32% (level 2) BACKER TO LEVEL 1 3 x 3 - .090 Steel = 55000 psi Stress = 45% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 1% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) 6 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 10360 lb. Stress = 75% Max stress = 75% (level 1) 2 Pin 4" cc Connector Stress = 7% Max stress = 7% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 10% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: 96"w aisle Design deck loading 60psf LL + 10psf DL. (96x166)/144 = 110.67 x 70 = 7747#/pr. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 15 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1200 lbs 1200 lbs 9267 lbs 1200 lbs 1200 lbs 9267 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 110" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 37" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 14: I - 110 x 37 8L @ 96" aisle G 1.7 Levels: 8 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 150 lbs. VTrans = 225 lbs. Pstatic = 13267 lbs. Pseismic = 807 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .105 Steel = 55000 psi Stress = 71% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 5% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 13% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 2154 lb. Stress = 60% Level 3 6 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 9328 lb. Stress = 100% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 2154 lb. Stress = 60% Max stress = 100% (level 3) 2 Pin 4" cc Connector Stress = 18% Max stress = 18% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 34% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 99% Notes: Interlake rack 110"w std. bay w/ 96"w catwalk aisles at L3 & L6. Design deck loading 100psf LL + 10psf DL. (110x96)/144 = 73.33 x 110 = 8067 + 1200 = 9267#/pr. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 16 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 7747 lbs 7747 lbs 105" 96" 35" 35" 41" 35" 35" 27" 28" 28" 166" FRONT VIEW 264" 8" 63" 63" 63" 63" 0" 37" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 15: I - 166 x 37 2L (96 aisle) Adjacent to: I - 110 x 37 8L @ 96" aisle G 1.7 Levels: 2 Panels: 4 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 119 lbs. VTrans = 178 lbs. Pstatic = 10556 lbs. Pseismic = 660 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 Steel = 55000 psi Stress = 65% (level 1 adj.) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 4% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 15% (panel 1) 6.5 x 2.5 - .100 (SSB652M) Steel = 55 ksi Max Static Cap. = 7948 lb. Stress = 98% Max stress = 98% (level 1) 4 Pin 2" cc Connector Stress = 9% Max stress = 9% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 27% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 99% Notes: Interlake rack 166"w cross aisle adjacent to 130"w std. bay. Design deck loading 60psf LL + 10psf DL. (166x96)/144 = 110.67 x 70 = 7,747#/pr Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 17 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 1200 lbs 1200 lbs 10744 lbs 1200 lbs 1200 lbs 10744 lbs 1200 lbs 1200 lbs 35" 35" 41" 35" 35" 27" 28" 28" 130" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 37" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 16: I - 130 x 37 8L @96"w aisle G 1.7 Levels: 8 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 166 lbs. VTrans = 250 lbs. Pstatic = 14744 lbs. Pseismic = 886 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 Steel = 55000 psi Stress = 95% (level 3) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 5% (panel 1) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 14% (panel 1) Level 1+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1596 lb. Stress = 81% Level 3 6.75 x 2.75 - .090 Steel = 55 ksi Max Static Cap. = 11644 lb. Stress = 93% Level 4+ 3 x 2.75 - .060 Steel = 55 ksi Max Static Cap. = 1596 lb. Stress = 81% Max stress = 95% (level 6) 2 Pin 4" cc Connector Stress = 22% Max stress = 29% (level 3) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 38% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 99% Notes: Interlake rack 130"w std. bay w/ 96"w catwalk aisles at L3 & L6. Design deck loading 100psf LL + 10psf DL. (130x96)/144 = 86.67 x 110 = 9534 + 1200 = 10,744#/pr. NEED TO USE A 6"H x 14GA BEAM W/ 1-1/2X1-1/2X 0.065TH TUBE REINFORCEMENT AT DECK LEVELS (L3 & L6) TO SUPPORT THE 96"W AISLE (EQUIVALENT TO 6.75"H X 13GA BEAM)) Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 18 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Load per Level 2730 lbs 2730 lbs 105" 96" 105" 96" 156" FRONT VIEW 264" 8" 48" 48" 48" 48" 48" 0" 50" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2020 FBC Configuration 17: R - 159 x 50 2L (Stairway Bay) Adjacent to: R - 166 x 50 2L G 1.7 Levels: 2 Panels: 5 Ss = 0.05 Fa = 1.6 I = 1 S1 = 0.03 Fv = 2.4 SDC = A VLong = 55 lbs. VTrans = 83 lbs. Pstatic = 4935 lbs. Pseismic = 243 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 Steel = 55000 psi Stress = 49% (level 2) BACKER TO LEVEL 1 3 x 3 - .075 Steel = 55000 psi Stress = 67% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - .075 Stress = 3% (panel 3) DIAGONAL BRACE 1.5 x 1.5 - .075 Stress = 5% (panel 1) 6 x 2.75 - .075 Steel = 55 ksi Max Static Cap. = 6120 lb. Stress = 46% Max stress = 46% (level 1) 3 Tab 2" cc Connector (IM) Stress = 24% Max stress = 24% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3 x 5.5 x 0.125 in. 1 anchors/plate Moment = 0 in-lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 12% (S) Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 3.625 in. Embed. Pullout Capacity = 4041 lbs. Shear Capacity = 3571 lbs. Anchor stress = 1% Notes: Republic rack 159w stairway bay adjacent to 166"w cross aisle bay. Design deck loading 60psf LL + 10psf DL. Seizmic Analyzer version 20200409 © Copyright 1991-2020 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 19 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Loads and Distributions: R - 144 x 50 8L Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2020 FBC # of Levels:8 SDC:A RL:6 Ss:0.05 Pallets Wide:2 WPL:14640 RT:4 S1:0.03 Pallets Deep:1 WDL:800 lbs Fa:1.6 Ip:1 Pallet Load:600 Fv:2.4 Tl:1.5 Total Frame Load:15440 lbs SDS = 2/3 . Ss . Fa =0.05 SD1 = 2/3 . S1 . Fv =0.05 Ws = 0.67 . WPL + WDL =10608 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.05 / (1.5 . 6) . 1 . 10608 = 58.93 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 = 0.05 / 6 . 1 . 10608 = 88.4 lbs = 0.05 / 4 . 1 . 10608 = 132.6 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 . 0.03 / 6 . 1 . 10608 = 26.52 lbs = 0.5 . 0.03 / 4 . 1 . 10608 = 39.78 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, 0, 0.03] . 1 . 10608 = 318.24 lbs = Max[0, 0, 0.03] . 1 . 10608 = 318.24 lbs Since:318.24 > 58.93 & 318.24 > 88.4 & 318.24 > 26.52 Since:318.24 > 132.6 & 318.24 > 39.78 Vlong = 88 lbs Vtrans = 132 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 20 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Loads and Distributions: R - 144 x 50 8L (Page 2) fi = V WiHi SWiHi Longitudinal Transverse Level hx wx wxhx fi wx wxhx fi 1 35 650 22750 1.65 650 22750 2.47 2 70 650 45500 3.3 650 45500 4.94 3 111 1910 212010 15.35 1910 212010 23.03 4 146 650 94900 6.87 650 94900 10.31 5 181 650 117650 8.52 650 117650 12.78 6 208 1910 397280 28.77 1910 397280 43.16 7 236 650 153400 11.11 650 153400 16.66 8 264 650 171600 12.43 650 171600 18.64 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 21 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 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 8 min. # of bays 3 Nc 96 Nb 8 kc 230 kip-in/rad kbe 6686 kip-in/rad kb 132 kip-in/rad kce 529 kip-in/rad Ib 5.44 in4 L 144 in Ic 1.18 in4 H 264 in E 29500 ksi Level hpi Wpi 1 49 in 1 kip 2 87 in 1 kip 3 125 in 3 kip 4 160 in 1 kip 5 191 in 1 kip 6 219 in 3 kip 7 247 in 1 kip 8 283 in 1 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 22 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 LRFD Basic Load Combinations: R - 144 x 50 8L 2020 FBC& RMI / ANSI MH 16.1 V Trans = 132 lbs MTrans = SfTrans . hx = 24,638 in-lbs b = 0.7 V Long = 88 lbs ETrans = MTrans / frame depth = 492 lbs b = 1.0 (Uplift combination only) P = Product Load / 2 = 7,320 lbs r = 1 D = Dead Load . 0.5 = 400 lbs SDS = .05 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 . 400) + (1.2 . 7,320)= 9,344 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 400) + (1.4 . 7,320) + (1.6 . 0) + (0.5 . 0)= 10,728 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 400) + (0.85 . 7,320) + (0.5 . 0) + (1.6 . 0)= 6,702 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 400) + (0.85 . 7,320) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 6,702 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rETrans + 0.2S = (1.2 + 0.2 . .05) . 400 + (1.2 + 0.2 . .05) . 0.7 . 7,320 + 0.5 . 0 + 1 . 492 + 0.2 . 0= 7,176 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rELong + 0.2S = (1.2 + 0.2 . .05) . 400 + (1.2 + 0.2 . .05) . 0.7 . 7,320 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 6,684 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 400 + 0.9 . 7,320 + 1.0 . 0 = 360 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)bPapp - rETrans = (0.9 - 0.2 . .05) . 400 + (0.9 - 0.2 . .05) . 1 . 7,320 - 1 . 492= 6,378 lbs For a single beam, D = 48 lbs P = 1,860 lbs I = 232 lbs 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 48) + (1.6 . 0) + (0.5 . 0) + (1.4 . 1,860) + (1.4 . 232) = 2,986 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 . .05) . 400 + 0.75((1.4 + 0.14 . .05) . 0.7 . 7,320 + 0.7 . 1 . 492)= 6,067 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)bP + 0.7rE = (1 + 0.14 . .05) . 400 + (0.85 + 0.14 . .05) . 0.7 . 7,320 + 0.7 . 1 . 492= 5,139 lbs 3.D + P = 400 + 7,320 = 7,720 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 23 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Longitudinal Analysis: R - 144 x 50 8L 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 = 44 lbs MBase =0 in-lbs MLower =((Vcol . hi) - MBase (44 lbs . 33 in.) - 0 in-lbs = 1452 in-lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 35 1 7,720 1,452 3,146 4,598 2 35 2 7,070 1,452 3,146 4,730 3 41 8 6,420 1,716 2,142 3,726 4 35 3 4,510 1,452 3,146 4,598 5 35 4 3,860 1,452 3,146 4,422 6 27 14 3,210 1,100 2,142 3,264 7 28 6 1,300 1,144 3,146 4,290 8 28 6 650 1,144 3,146 3,718 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 24 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 COLUMN ANALYSIS: R - 144 x 50 8L ( Level 3 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2020 FBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.5 . 39 / 1.262 = 46.37 Ky . Ly / Ry = 1 . 63 / 1.117 = 56.4 KL/Rmax = 56.4 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.2622 + 1.1172 + -2.8582)1/2 = 3.317 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.858/3.317)2 = 0.258 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 56.42 = 91.527 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.258)((135.432 + 90.115) - (135.432 + 90.115)2 - (4 . 0.258 . 135.432 . 90.115))1/2)= 57.953 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 46.372 = 135.432 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.744 . 3.3172(11300 . 0.001 + (3.142 . 29500 . 2.414) / (0.8 . 39)2) = 90.115 ksi Fe = Min(Fe1, Fe2) =57.953 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 57.953)1/2 = 0.974 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 36.97 (Eq C4.1-2) Thus: Pn = 18804 lbs Pa = 15984 lbs 3 x 3 - .075 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.075 in. Radius 0.125 in. Area 0.744 in.2 AreaNet 0.547 in.2 Ix 1.184 in.4 Sx 0.79 in.3 Sx Net 0.623 in.3 Rx 1.262 in. Iy 0.928 in.4 Sy 0.539 in.3 Ry 1.117 in. J 0.001 in.4 Cw 2.414 in.6 Jx 3.128 in. Xo -2.858 in. Kx 1.5 Lx 39 in. Ky 1 Ly 63 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 25 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 COLUMN ANALYSIS: R - 144 x 50 8L ( Level 3 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2020 FBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 23779 lbs Where: Pno = AeFy = 0.509 . 55 = 27975 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 345.364 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 128.647 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 258.756 ksi (Eq 3.1.2.1-10) Fe.min = 128.647 ksi Since: 0.56Fy < 2.78Fy Fc = (10/9)Fy(1 -(10Fy / 36Fe)) = 53.9 ksi (Eq C3.1.2.1-2) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 51.3 ksi Mnx = 31949 in-lbs Mny = 27671 in-lbs Mc = Mn,min Mnxfb = 28754 in-lbs Mnyfb= 24904 in-lbs PEx = P2EIx / (KxLx)2 = 100764 lbs (Eq C5.2.2-6) PEy = P2EIy / (KyLy)2 = 68104 lbs (Eq C5.2.2-7) ax = (1 - (fcP / Pex)) = 0.953 (Eq C5.2.2-4) ay = (1 - (fcP / Pey)) = 0.93 (Eq C5.2.2-5) Ptrans = 7,176 lbs Plong= 6,684 lbs Mu = Mx = 785 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 8928 lbs Pu_st / Pa = 8928 / 15984 = 0.59 Static Stress = 59% Since:Pl / Pa ≥ 0.15 Stress1 = Pl / Pa + Mx / (fbMnx) + My / (fbMny)(Eq C5.2.2-2) = ((6,684 / 15984) + (785 / 28754) + (1 / 24904)) = 44% Stress2 = Pl / Pao + CmxMx / (fbMnxax) + CmyMy / (fbMnyay)(Eq C5.2.2-1) = (6,684 / 23779) + (0.85 . 785 / 28754 . 0.953)) + (0.85 . 1 / 24904 . 0.93))) = 30% Stress3 Pt / Pao = 7,176 / 23779 =30% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 59% 3 x 3 - .075 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.075 in. Radius 0.125 in. Area 0.744 in.2 AreaNet 0.547 in.2 Ix 1.184 in.4 Sx 0.79 in.3 Sx Net 0.623 in.3 Rx 1.262 in. Iy 0.928 in.4 Sy 0.539 in.3 Ry 1.117 in. J 0.001 in.4 Cw 2.414 in.6 Jx 3.128 in. Xo -2.858 in. Kx 1.5 Lx 39 in. Ky 1 Ly 63 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 26 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 BEAM ANALYSIS R - 144 x 50 8L Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.75 - (2 . 0.06) - (2 . 0.15) = 1.33 in. w/t = 1.33 / 0.06 = 22.25 l = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 22.247 . (55 / 29500)1/2 = 0.51 l <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy . (y3 / y2) = 55 * 1.43 / 1.64 = 47.98 ksi f2(tension) = Fy . (y1 / y2) = 55 * 1.15 / 1.64 = 38.4 ksi Y = - (f2 / f1) = -(38.4 / 47.98) = -0.8 Buckling coefficient k = 4 + 2 . (1 - Y)3 + 2 . (1 - Y) = 4 + 2(1 - -0.8)3 + 2(1 - -0.8) = 19.27 Flat Depth w = y1 + y3 = 1.15 + 1.43 = 2.58 w/t = 2.58/0.06 = 43.15 w/t < 200: OK l = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 43.151 . (47.98 / 29500)1/2 = 0.42 b1 = w . (3 - Y) = 3 . (3 - -0.8) = 9.81 b2 = w/2 = 1.29 b1 + b2 = 9.81 + 9.81 = 11.1 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 + 0.06 / 2) = 0.283 Lf = effective width = 1.33 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.283 / 1.33 + 2 . Lc = 0.2982 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 / 0.06 = 2.508 <= 7 = OK Fyc = Bc . Fy / (r / t)m = 1.43 . 55 / (2.508)m = 68 Fya-top = C . Fyc + (1 - C) . Fy = 0.298 . 68 + (1 - 0.298) . 55 = 59 Fya-bottom = Fya-top . Ycg / (A - Ycg) = 59 . 1.36 / (3.0 - 1.36) = 49 3 x 2.75 - .060 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =3.0 in. Beam thickness t =0.06 in. Radius r =0.15 in. Fy =55 Fu =65 Y1 =1.15 Y2 =1.64 Y3 =1.43 Ycg =1.36 Ix =0.83 Sx =0.52 E =29500 FBeam F =230 Beam Length L =144 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 27 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 BEAM ANALYSIS R - 144 x 50 8L Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.75 - (2 . 0.15) - (2 . 0.06) = 2.33 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.283 / (2.33 + 2 . 0.283) = 0.195 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.195 . 68 + (1 - 0.195) . 55 = 57.5 Fya = Fya-top = 58.82 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 . 230 . 144) / (6 . 29500 . 0.83 + 3 . 230 . 144)) = 0.73 f . Mn = f . Fya . Sx = 29.28 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (29.28 . 8 . 2) / (144 . 0.73 . 1.6) = 2786 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 230 . 144) / (5 . 230 . 144 + 10 . 29500 . 0.83) = 0.68 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 . 0.83 . 2) / (180 . 5 . 1442 . 0.68) . 1000 = 1482 lbs/pair 3 x 2.75 - .060 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =3.0 in. Beam thickness t =0.06 in. Radius r =0.15 in. Fy =55 Fu =65 Y1 =1.15 Y2 =1.64 Y3 =1.43 Ycg =1.36 Ix =0.83 Sx =0.52 E =29500 FBeam F =230 Beam Length L =144 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 28 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 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 11,664 13,338 2,118 13,338 Pass 2 11,664 13,338 1,950 13,338 Pass 3 34,344 64,242 1,369 64,242 Pass 4 11,664 13,338 1,747 13,338 Pass 5 11,664 13,338 1,673 13,338 Pass 6 34,344 64,242 1,099 64,242 Pass 7 11,664 13,338 1,573 13,338 Pass 8 11,664 13,338 1,573 13,338 Pass PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 29 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 2. Bearing Strength of Tab 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: R - 144 x 50 8L 1. Shear Strength of Tab Height of the Tab h = 0.6 in. Thickness of the Tab tt = 0.135 in. Fy =55000 psi Cv =1.0 Vn =0.6 . Fy . Aw . Cv = 2673 lbs AISC G2-1 PShear =f . Vn = 0.9 . 2673 = 2405 lbs Thickness of the column tc = 0.08 in. Apb =h . tc = 0.05 in. Rn =1.8 . Fy . Apb = 4455 lbs AISC J7 -1 PBearing =f . Rn = 0.75 . 4455 = 3341 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) = 2405 lbs MConn-Allow =(P1 . 4.5) + (P1 . (2.5 / 4.5) . 2.5) + (P1 . (0.5 / 4.5) . 0.5) = 14296.39 in-lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 30 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 BRACE ANALYSIS R - 144 x 50 8L (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2020 FBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1 . 72 / 0.627 = 114.85 Ky . Ly / Ry = 1 . 72 / 0.487 = 147.94 KL/Rmax = 147.94 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (0.6272 + 0.4872 + -1.1522)1/2 = 1.399 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-1.152/1.399)2 = 0.322 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 147.942 = 13.304 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.322)((22.073 + 13.268) - (22.073 + 13.268)2 - (4 . 0.322 . 22.073 . 13.268))1/2)= 9.03 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 114.852 = 22.073 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.317 . 1.3992(11300 . 0.001 + (3.142 . 29500 . 0.026) / (0.8 . 72)2) = 13.268 ksi Fe = Min(Fe1, Fe2) =9.03 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (36 / 9.03)1/2 = 1.997 (Eq C4.1-4) Since lc ≥ 1.5: Fn = (0.877 / lc 2) . Fy = 7.919 (Eq C4.1-3) Thus: Pn = 2507 lbs Pa = 2131 lbs 1.5 x 1.5 - .075 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.075 in. Radius 0.112 in. Area 0.317 in.2 AreaNet 0.317 in.2 Ix 0.124 in.4 Sx 0.166 in.3 Sx Net 0.166 in.3 Rx 0.627 in. Iy 0.075 in.4 Sy 0.079 in.3 Ry 0.487 in. J 0.001 in.4 Cw 0.026 in.6 Jx 1.382 in. Xo -1.152 in. Kx 1 Lx 72 in. Ky 1 Ly 72 in. Kt 0.8 Fy 36 ksi Fu 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 31 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 BRACE ANALYSIS R - 144 x 50 8L (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2020 FBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 9687 lbs Where: Pno = AeFy = 0.317 . 36 = 11397 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 45.679 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 15.78 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 38.086 ksi (Eq 3.1.2.1-10) Fe.min = 15.78 ksi Since: Fe ≤ 0.56Fy Fc = Fe = 15.78 ksi (Eq C3.1.2.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 15.8 ksi Mnx = 2621 in-lbs Mny = 1240 in-lbs Mc = Mn,min Mnxfb = 2359 in-lbs Mnyfb= 1116 in-lbs PEx = P2EIx / (KxLx)2 = 6986 lbs (Eq C5.2.2-6) PEy = P2EIy / (KyLy)2 = 4212 lbs (Eq C5.2.2-7) Pa = 2507 lbs VTrans = 125 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 72.01 in. VDiag = (VTrans . LDiag) / D = 206 lbs Brace Stress = VDiag / Pa = 10% 1.5 x 1.5 - .075 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.075 in. Radius 0.112 in. Area 0.317 in.2 AreaNet 0.317 in.2 Ix 0.124 in.4 Sx 0.166 in.3 Sx Net 0.166 in.3 Rx 0.627 in. Iy 0.075 in.4 Sy 0.079 in.3 Ry 0.487 in. J 0.001 in.4 Cw 0.026 in.6 Jx 1.382 in. Xo -1.152 in. Kx 1 Lx 72 in. Ky 1 Ly 72 in. Kt 0.8 Fy 36 ksi Fu 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 32 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 R - 144 x 50 8L Assumed cracked concrete application Anchor Type 1/2" dia, 3.25" hef, 6" min. slab ICC Report Number ESR-1917 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)= 3.625 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 = 0.101 sq.in. f`uta = 106000 psi Smin = 2.375 in. Cmin = 2.375 in. Cae = 7.5 in. Np,cr = 4915 lbs fSeismic Adj. Strength Tension Capacity = 4041 lbs 1 4041 lbs Shear Capacity = 3571 lbs 1 3571 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 33 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 R - 144 x 50 8L Steel Strength 17.4.1 f = 0.75 17.3.3.a i fNsa = fnAsefuta = 0.75 . 1 . 0.101 . 106000 = 8,030 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 = 4,041 lbs 17.4.3.1 Steel Strength (fNsa) = 8,030 lbs Embedment Strength - Concrete Breakout Strength (fNcbg) = 4,094 lbs Embedment Strength - Pullout Strength (fNpn) = 4,041 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 34 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 R - 144 x 50 8L Steel Strength fVsa Vsa=5,495 / Anchor -- per report 17.5.1 f = 0.65 17.3.3. Condition a ii fVsa = fn . Vsa = 0.65 . 1 . 5,495 = 3,572 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) = 3,572 lbs Embedment Strength - Concrete Breakout Strength (fVcbg) = 16,311 lbs Embedment Strength - Pryout Strength (fVcpg) = 8,817 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 35 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 OVERTURNING ANALYSIS Configuration1 R - 144 x 50 8L 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 = 14,640 lbs Wdl = 800 lbs Wpl . 67% = 14,640 . 0.67 = 9,808 lbs VTrans = (1 . 0.0125 . 1 . ((0.67 . 9,808) + 800)) = 92 lbs Movt = VTrans . Ht = 92 . 200 = 18,400 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((14,640 . 0.67) + 800) . 50 . 0.5 = 265,220 in-lbs Puplift = 1 . (Movt - Mst)/d = (18,400 - 265,220) / 50 = -4,936 lbs (Puplift ≤ 0) = no uplift PMaxDown = 1 . (Movt + Mst) / d = (18,400 + 265,220) / 50 = 5,672 lbs TOP SHELF LOADED Shear = 25 lbs Movt = VTop . Ht = 25 . (264 + ((28 - 10) / 2)) = 6,825 in-lbs Mst = (l + Wdl) . d = (1,200 + 800) . (50 . 0.5) = 50,000 in-lbs Puplift = 1 . (Movt - Mst)/d = (6,825 - 50,000) / 50 = -863 lbs (Puplift ≤ 0) = no uplift ANCHORS No. of Anchors (#Anchors): 1 Pull Out Capacity per Anchor (TAnchor): 4,041 lbs Shear Capacity per Anchor: 3,571 lbs COMBINED STRESS Fully Loaded = ((0 / 1) / 4,041) + ((92 / 2) / 3,571)= 0.013 Top Shelf Loaded = ((0 / 1) / 4,041) + ((25 / 2) / 3,571)= 0.004 Seismic UpLift Critical (LC#7B)= (0 / 1) / 4,041 = 0 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 36 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 Base Plate Analysis: R - 144 x 50 8L 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 = 6779 lbs MBase = 0 in-lbs P/A = Pcol/(D . B) = 6779 / (5.5 . 3) = 411 psi fb = MBase / (D . B2 / 6) = 0 / (5.5 . 32 / 6) = 0 psi fb2 = fb . (2 . b1 / B) = 0 . (2 . 0/3) = 0 psi fb1 = fb - fb2 = 0 - 0 = 0 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (02 / 2) . (411 + 0 + 0.67 . 0) = 0 in-lbs SBase = (B . t2) / 6 = 0.01sq.in. FBase = 0.75 . Fy = 27,000 psi fb / Fb = Mb / (SBase . FBase) = 0 / (0.01 . 27,000) = 0 Plate width B =3 in. Plate depth D =5.5 in. Plate thickness t =0.13 in. Column width b =3 in. Column depth d =3 in. b1 =0 in. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 37 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 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 = 0.55 # of levels 8 min. # of bays 3 Nc 96 Nb 8 kc 230 kip-in/rad kbe 6686 kip-in/rad kb 132 kip-in/rad kce 529 kip-in/rad Ib 5.44 in4 L 144 in Ic 1.18 in4 H 264 in E 29500 ksi Level hpi Wpi 1 49 in 1 kip 2 87 in 1 kip 3 125 in 3 kip 4 160 in 1 kip 5 191 in 1 kip 6 219 in 3 kip 7 247 in 1 kip 8 283 in 1 kip Per RMI 2012 7.1.3 Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis Qb= 0.42 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 38 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 SLAB AND SOIL ANALYSIS (LRFD) Pmax = Gravity_Load (see Basic Load Combinations) = 10,728 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 = 2.376 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 16.946 in. b,req'd = 1.5 . b = 25 in. Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 114,010 lbs Pa = f . Pa = 68,406 lbs Pmax / Pa = 0.16 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 7,720 lbs f't = 7.5 . (f'c)1/2 = 474 psi Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 114,010 lbs d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 2.376 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 16.946 in. b,req'd = 1.5 . b = 25 in. Pa = Pn / W = 38,003 lbs Pmax / Pa = 0.2 Base Plate Width B 3 in. Depth W 5.5 in. Frame Frame depth d 50 in. Concrete Thickness t 6 in. f'c 4,000 psi f 0.6 W 3 l 1 ks 50 pci r1 2.03 in Ec 3,604,997 psi PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: XL Autoparts American Surplus_Mike 3053 Industrial 31 Fort Pierce, FL 39 tchang 2/10/2021 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20201214_22 PROJECT XL Autoparts FOR American Surplus SHEET NO.40 CALCULATED BY TC DATE 2/8/2021 Stockroom Shelving w/catwalk Project Scope: The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications set forth in the 2020 FLORIDA BUILDING CODE. The light duty storage fixtures are prefabricated and are to be field installed only without any field welding. Project Parameters: The system will be analyzed for seismic loading utilizing the following equation: V =Cs x Ws Cs =SDS x I / R SDS =2/3 x Fa x Ss I =1 R =4 Seismic Factors: Fa =1.60 Fv =2.40 Ss =0.05 S1 =0.03 Project Specifications: Steel ‐Fy = 36,000 PSI Bolts ‐A307 UNLESS OTHERWISE NOTED Anchors ‐3/8"Ø x 2‐3/8" min. embedment DeWalt Power‐Stud+ SD1 (ICC ESR‐2818) Slab ‐6 IN x 4000 PSI Soil ‐1,000 PSF Maintenance Area 38"W x 24"D x 87"H MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.41 CALCULATED BY TC DATE 2/8/2021 Loads & Distribution:  Fa =1.60 Ss =0.05 SDS =2/3*Fa*Ss =0.05 R =4 I =1 <=== IN AREA NOT OPEN TO THE PUBLIC Cs =SDS x I / R shelving width =36.0 IN =0.01 >shelving depth =18.0 IN catwalk aisle width =36.0 IN Product Load/Level, wPL =100 LB Dead Load/Level, wDL =10 LB Catwalk LL =60 PSF Ws =(0.67*wPL+wDL) + CW  DL Catwalk DL =10 PSF =1,399 LB Catwalk Trib. Area =4.5 FT^2 # of Shelf Levels =17 Tributary CW LL =270 LB Depth =18.0 IN Tributary CW DL =45 LB CW Levels =2 Vtotal =Cs*Ws =0.01 x 1399 LB =14 LB Level wx hx wx hx Fi Movt 1 77 LB 3.0 IN 231 IN‐LB 0.0 LB 0 IN‐LB 2 77 LB 15.0 IN 1,155 IN‐LB 0.1 LB 1 IN‐LB 3 77 LB 31.0 IN 2,387 IN‐LB 0.2 LB 6 IN‐LB 4 77 LB 47.0 IN 3,619 IN‐LB 0.3 LB 13 IN‐LB 5 77 LB 63.0 IN 4,851 IN‐LB 0.4 LB 24 IN‐LB 6 77 LB 79.0 IN 6,083 IN‐LB 0.5 LB 37 IN‐LB 7 77 LB 95.0 IN 7,315 IN‐LB 0.6 LB 54 IN‐LB 8 122 LB 111.0 IN 13,542 IN‐LB 1.0 LB 116 IN‐LB Catwalk Level 9 77 LB 128.0 IN 9,856 IN‐LB 0.8 LB 97 IN‐LB 10 77 LB 144.0 IN 11,088 IN‐LB 0.9 LB 123 IN‐LB 11 77 LB 160.0 IN 12,320 IN‐LB 0.9 LB 152 IN‐LB 12 77 LB 176.0 IN 13,552 IN‐LB 1.0 LB 184 IN‐LB 13 77 LB 192.0 IN 14,784 IN‐LB 1.1 LB 219 IN‐LB 14 122 LB 208.0 IN 25,376 IN‐LB 2.0 LB 407 IN‐LB Catwalk Level 15 77 LB 224.0 IN 17,248 IN‐LB 1.3 LB 298 IN‐LB 16 77 LB 240.0 IN 18,480 IN‐LB 1.4 LB 342 IN‐LB 17 77 LB 256.0 IN 19,712 IN‐LB 1.5 LB 389 IN‐LB 1,399 LB TOTAL =181,599 IN‐LB 14 LB 2,459 IN‐LB Top Loaded only: MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.42 CALCULATED BY TC DATE 2/8/2021 Rear Angle Post Analysis: ASD analysis per AISI.  Section properties are based on net effective sections. P=(1+0.11SDS)DL+0.75(1+0.14SDS)PL+0.75LL+0.75*0.7*Pseismic=799 LB SEISMIC P=DL+PL+LL=1,565 LB STATIC KxLx/rx =1*36 IN/0.66 IN  =54.5 KyLy/ry =1*36 IN/0.337 IN =106.8 <=== (Kl/r)max AXIAL  Fe=π^2E/(KL/r)max^2 (EQ C4.1‐1) =25.5 KSI Fy/2=18.0 KSI SINCE,      Fe > Fy/2 THEN,     Fn=Fy(1‐Fy/4Fe)(EQ. C4‐3) =36 KSI*[1‐36 KSI/(4*25.5 KSI)] =23.3 KSI Pn=Aeff*Fn (EQ C4‐2) =8,971 LB Ωc=1.92 SECTION PROPERTIES Pa=Pn/Ωc (EQ C4‐1) =8971 LB/1.92 t =0.075 IN =4,672 LB Aeff =0.385 IN^2 P/Pa=0.33 >  0.15 Ix =0.168 IN^4 Sx =0.121 IN^3 FLEXURE rx =0.660 IN Iy =0.044 IN^4 CHECK:P/Pa + (Cmx*Mx)/(Max*µx) ≤ 1.0 (EQ C5‐1)Sy =0.044 IN^3 P/Pao + Mx/Max ≤ 1.0 (EQ C5‐2)ry =0.337 IN Pno=Ae*Fy Kx =1.0 =0.385 IN^2 *36000 PSI Lx =36 IN =13,860 LB Ky =1.0 Pao=Pno/Ωc Ly =36 IN 13860 LB/1.92 Fy=36 KSI =7,219 LB E=29,500 KSI Myield=My=Sx*Fy =0.121 IN^3 * 36000 PSI Ωf=1.67 =4,356 IN‐LB Cmx=0.85 Max=My/Ωf Cb=1.0 =4356 IN‐LB/1.67 =2,608 IN‐LB Pcr=π^2EI/(KL)max^2 =π^2*29500000 PSI/(1*36 IN)^2 µx={1/[1‐(Ωc*P/Pcr)]}^‐1 =37,742 LB ={1/[1‐(1.92*0 LB/37742 LB)]}^‐1 =1.00 THUS, (0 LB/4672 LB) + (0.85*0 IN‐LB)/(2608 IN‐LB*1) =0.33 < 1.0, OK (0 LB/7219 LB) + (0 IN‐LB/2608 IN‐LB) =0.00 < 1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.43 CALCULATED BY TC DATE 2/8/2021 Front Box Post Analysis: ASD analysis per AISI.  Section properties are based on net effective sections. P=(1+0.11SDS)DL+0.75(1+0.14SDS)PL+0.75LL+0.75*0.7*Pseismic=1,320 LB SEISMIC P=DL+PL+LL=1,565 LB STATIC KxLx/rx =1*36 IN/0.67 IN  =53.7 KyLy/ry =1*36 IN/0.24 IN =150.0 <=== (Kl/r)max AXIAL  Fe=π^2E/(KL/r)max^2 (EQ C4.1‐1) =12.9 KSI Fy/2=18.0 KSI SINCE,      Fe < Fy/2 THEN,     Fn=Fe (EQ. C4‐4) =36 KSI*[1‐36 KSI/(4*12.9 KSI)] =12.9 KSI Pn=Aeff*Fn (EQ C4‐2) =3,882 LB Ωc=1.92 SECTION PROPERTIES Pa=Pn/Ωc (EQ C4‐1) =3882 LB/1.92 t =0.089 IN =2,022 LB Aeff =0.300 IN^2 P/Pa=0.77 >  0.15 Ix =0.140 IN^4 Sx =0.120 IN^3 FLEXURE rx =0.670 IN Iy =0.017 IN^4 CHECK:P/Pa + (Cmx*Mx)/(Max*µx) ≤ 1.0 (EQ C5‐1)Sy =0.046 IN^3 P/Pao + Mx/Max ≤ 1.0 (EQ C5‐2)ry =0.240 IN Pno=Ae*Fy Kx =1.0 =0.3 IN^2 *36000 PSI Lx =36 IN =10,800 LB Ky =1.0 Pao=Pno/Ωc Ly =36 IN =10800 LB/1.92 Fy=36 KSI =5,625 LB E=29,500 KSI Myield=My=Sx*Fy =0.12 IN^3 * 36000 PSI Ωf=1.67 =4,320 IN‐LB Cmx=0.85 Max=My/Ωf Cb=1.0 =4320 IN‐LB/1.67 =2,587 IN‐LB Pcr=π^2EI/(KL)max^2 =π^2*29500000 PSI/(1*36 IN)^2 µx={1/[1‐(Ωc*P/Pcr)]}^‐1 =31,452 LB ={1/[1‐(1.92*0 LB/31452 LB)]}^‐1 =1.00 THUS, (0 LB/2022 LB) + (0.85*0 IN‐LB)/(2587 IN‐LB*1) =0.77 < 1.0, OK (0 LB/5625 LB) + (0 IN‐LB/2587 IN‐LB) =0.00 < 1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.44 CALCULATED BY TC DATE 2/8/2021 Brace Analysis: X‐BRACE CAPACITY TENSION CAPACITY OF THE STRAP: Tallow =0.6 x Fy x Area‐gross 13ga. STRAP  =0.6 x 36000 PSI x 0.09 IN^2 w =1.000 IN  =1,944 LB t =0.090 IN or Area ‐gross =0.090 IN^2 Tallow =0.5 x Fu x Area‐net Area ‐net =0.068 IN^2  =0.5 x 58000 PSI x 0.068 IN^2 Fy =36,000 PSI  =1,958 LB Fu =58,000 PSI Fv=21,000 PSI SHEAR CAPACITY OF 1" X 13 ga. THK. STRAP. Bolt Ø =0.250 IN A =.09 IN^2  Pall=.4 * Fy * Area * 1 =1,296 LB BEARING CAPACITY OF 1" X 13 ga. THK. STRAP.  A =.0225 IN^2  Pall= Fu * Area =1,305 LB SHEAR CAPACITY OF 1/4" BOLT (SAE Gr. 5) Pall=Area * Fv * 1.0 =1,031 LB   X‐BRACE GOOD FOR Vallow,x =1,031 LB Longitudinal Direction: Lhoriz =36.0 IN Vlong. =0.7*Vtotal <== back‐to‐back units Lvert=Dist. Between bolts =36.0 IN =10 LB Ldiag =50.9 IN Vdiag=Vlong.*(Ldiag/Lhoriz)<=== SEISMIC LOAD IN TENSION =14 LB  < Vallow O.K. Transverse Direction: Lhoriz =18.0 IN Vlong. =0.7*Vtotal Lvert=Dist. Between bolts =36.0 IN =10 LB Ldiag =40.2 IN Vdiag=Vlong.*(Ldiag/Lhoriz)<=== SEISMIC LOAD IN TENSION =22 LB  < Vallow O.K. MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.45 CALCULATED BY TC DATE 2/8/2021 Overturning Analysis:  67% Loaded: Movt =2,459 IN‐LB MDL =10 LB x 17 Levels x 18 IN / 2 =1,530 IN‐LB MPLapp =0.67*100 LB x 17 Levels x 18 IN / 2 =10,251 IN‐LB Vcol =0.7*Vtotal =10 LB Depth, d =18.0 IN Puplift =[0.7 x Movt ‐ (0.6‐0.14SDS) x MDL ‐ (0.6‐0.14SDS) x MPLapp] / d =[0.7*2459 ‐ (0.6‐0.14*0.05)*1530 ‐ (0.6‐0.14*0.05)*10251] IN‐LB / 18 IN =‐292 LB <=== NO UPLIFT Allowable Tension =1,030 LB Allowable Shear =980 LB Interaction Equation:# of Anchors per Foot Plate =1 [0 LB/ 1030 LB] + [5 LB/ 980 LB] =0.00 < 1.2 Therefore OK 3/8"Ø x 2‐3/8" min. embedment DeWalt Power‐Stud+ SD1 (ICC ESR‐2818) USE (1) 3/8"Ø x 2" MIN. EMBED. HILTI KB‐TZ (ICC ESR‐1917) PER SINGLE FOOT PLATE. Movt =0 IN‐LB MDL =10 LB x 17 Levels x 18 IN / 2 =1,530 IN‐LB MPLapp =0.67*100 LB x 18 IN / 2 =603 IN‐LB Vcol =0.7*Vtop =2 LB Puplift =[0.75 x 0.7 x Movt ‐ (0.6‐0.11SDS) x MDL ‐ 0.75 x (0.6‐0.14SDS) x MPLapp] / d d =18.0 IN =[0.75*0.7*0 ‐ (0.6‐0.11*0.05)*1530 ‐ 0.75*(0.6‐0.14*0.05)*603] IN‐LB / 18 IN =‐65 LB <=== NO UPLIFT Allowable Tension =1,030 LB Allowable Shear =980 LB INTERACTION EQN.# of Anchors per Plate =1 [0 LB/ 1030 LB] + [1 LB/ 980 LB] =0.00 < 1.2 Therefore OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.46 CALCULATED BY TC DATE 2/8/2021 LRFD Load Combination ‐ Slab System Load combination per RMI 2.2 1 1.2DL + 1.4PL + 1.6LL 2 (1.2+0.2SDS)DL + (1.2+0.2SDS)PL + 0.5LL + EL 3 (0.9‐0.2SDS)DL + (0.9‐0.2SDS)PLapp ‐ EL # of LEVELS = DL‐total/col =108 LB PL‐total/col =850 LB LL‐total/col =135 LB EL =137 LB <=== Movt. / Depth Load combination 1 Pmax =1.2DL + 1.4PL + 1.6LL =1.2 x 108 LB + 1.4 x 850 LB +1.6 x 135 LB =1,535 LB Load combination 2 Pmax =(1.2+0.2SDS)DL + (1.2+0.2SDS)PL + 0.5LL + EL =(1.2+0.2*0.05) x 108 LB + (1.2+0.2*0.05) x 850 LB + 0.5 x 135 LB + 1.0 x 137 LB =1,363 LB Load combination 3 Pmax =(0.9‐0.2SDS)DL + (0.9‐0.2SDS)PLapp ‐ EL =(0.9‐0.2*0.05) x 108 LB + (0.9‐0.2*0.05) x 570 LB ‐ 137 LB =40 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC PROJECT XL Autoparts FOR American Surplus SHEET NO.47 CALCULATED BY TC DATE 2/8/2021 Slab and Soil Check The slab will be checked for puncture and bearing stress.  If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab. Pmax =1,535 LB a) Puncture: Fpunct =2.66 x (F'c^0.5)<==(SECTION 1922.5.4) =2.66 x (4000 PSI)^0.5 =168 PSI Apunct =[(Weff.+t/2)+(Deff.+t/2)] x 2 x t =[(3.5 IN + 6 IN/2) + (2 IN + 6 IN/2)] x 2 x 6 IN =138 IN^2 fv/Fv =P/[(Apunct)(Fpunct)] =1535 LB/[138 IN^2 x 168 PSI x 0.55] =0.12 < 1.0  OK b) Bearing: ØBn =0.85 x Ø x f'c x A1 =13,090 LB Pu / ØBn =1535 LB / 13090 LB =0.12 < 1.0  OK c) Slab Tension: Asoil =P/[1.0 x fsoil]Weff. =3.50 IN =1535 LB/[1.0 x 1000 PSF/(144IN^2/FT^2)]Deff. =2.00 IN =221 IN^2 L =Asoil^0.5 A1 =7.00 IN^2 =(221 IN^2)^0.5 =14.9 IN B =[(Weff.)(Deff.)]^0.5 + t =[3.5 IN x 2 IN]^0.5 + 6 =8.6 IN t =6.00 IN b =(L‐B)/2 (SECTION 1922.4.8) ==>f'c =4,000 PSI =(14.9 IN ‐ 8.6 IN)/2 =3.1 IN Mconc =(w)(b^2)/2 = [(1.0)(fsoil)(b^2)]/[144 (IN^2/FT^2) x 2] =[1.0 x 1000 PSI x (3.11 IN)^2]/[144 (IN^2/FT^2) x 2] =34 IN‐LB Sconc =1 IN x (t^2)/6 fsoil =1,000 PSF =1 IN x (6 IN)^2/6 =6.00 IN^3 (SECTION 1909.3.5) ==> Fconc =5 x Ø x f'c^0.5 Ø=0.55 =5 x 0.55 x (4000 PSI)^0.5 =173.9 PSI fb/Fb =Mconc/[(Sconc)(Fconc)] =33.59 IN‐LB/[(6 IN^3)(173.93 PSI)] =0.03 < 1.0  OK Base Plate: Concrete: Soil L t b B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 INC. SEIZMIC