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3421 W Segerstrom Ave - Plan
Bldg# 101116476 Issued 10/30/23 APPROVALS BLDG - TLe PLNG - FArias 3421 W Segerstrom Ave - 10111647610/31/2023 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 Pace Supply 3421 W. Segerstrom Ave. , Santa Ana, CA Job No. 23-1423 Approved by: SAL E. FATEEN, P.E. 6/20/2023 1130 E. Cypress St *Covina, CA 91724 *(909) 869-0989 EXPIRES 12-31-2023 3421 W Segerstrom Ave - 10111647610/31/2023 Table of Contents Parameters 2 Components and Specifications 3 Loads and Distributions 8 Basic Load Combinations 11 Longitudinal Analysis 12 Column & Backer Analysis 13 Beam Analysis 15 Beam to Column Analysis 18 Bracing Analysis 19 Anchor Analysis 21 Overturning Analysis 24 Baseplate Analysis 25 Slab and Soil Analysis 27 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: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 1 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 Cantilever Racks --------------------------------------------------------------------------------28 to 41 Shelving ----------------------------------------------------------------------------------------- 42 to 50 3421 W Segerstrom Ave - 10111647610/31/2023 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 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 2 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Load per Level 4000 lbs 4000 lbs 4000 lbs 4000 lbs 48" 48" 48" 48" 96" FRONT VIEW 192" 6" 24" 24" 32" 32" 64" 10" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 1: 1 M 1.7 Levels: 4 Panels: 5 Ss = 1.31 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 704 lbs. VTrans = 2919 lbs. Pstatic = 8200 lbs. Pseismic = 7817 lbs. FRAME BEAM CONNECTOR COLUMN 3.0 x 2.72 - .075 (314) Steel = 55000 psi Stress = 87% (level 1) HORIZONTAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 82% (panel 1) DIAGONAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 72% (panel 5) 4.00 x 2.75 -0.059 (40E) Steel = 55 ksi Max Static Cap. = 5430 lb. Stress = 75% Max stress = 75% (level 1) 4 Tab 2" cc Connector (IM) Stress = 46% Max stress = 46% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 7.874 x 7.874 x 0.394 in. 4 anchors/plate Moment = 8096 in-lb. Stress = 17% Slab = 6" x 3000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 35% (S) Hilti KB1 ESR-678 0.5 in. x 3.625 in. Embed. Pullout Capacity = 1791 lbs. Shear Capacity = 2544 lbs. Anchor stress = 61% Notes: Diagonal Braces Doubled 1 - 5 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 3 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Load per Level 4000 lbs 4000 lbs 4000 lbs 4000 lbs 48" 48" 48" 48" 96" FRONT VIEW 192" 6" 24" 24" 32" 32" 64" 10" 42"12" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 2: 1(B2B) M 1.7 Levels: 4 Panels: 5 Ss = 1.31 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 704 lbs. VTrans = 2919 lbs. Pstatic = 8200 lbs. FRAME BEAM CONNECTOR COLUMN 3.0 x 2.72 - .075 (314) Steel = 55000 psi Stress = 87% (level 1) HORIZONTAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 82% (panel 1) DIAGONAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 56% (panel 5) 4.00 x 2.75 -0.059 (40E) Steel = 55 ksi Max Static Cap. = 5430 lb. Stress = 75% Max stress = 75% (level 1) 4 Tab 2" cc Connector (IM) Stress = 46% Max stress = 46% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 7.874 x 7.874 x 0.394 in. 4 anchors/plate Moment = 8096 in-lb. Stress = 17% Slab = 6" x 3000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 35% (S) Hilti KB1 ESR-678 0.5 in. x 3.625 in. Embed. Pullout Capacity = 1791 lbs. Shear Capacity = 2544 lbs. Anchor stress = 61% Notes: Standard row spacers are required in this profile. Diagonal Braces Doubled 1 - 5 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 4 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Load per Level 1500 lbs 1500 lbs 1500 lbs 1500 lbs 1500 lbs 4000 lbs 4000 lbs 12" 24" 24" 24" 24" 30" 54" 120" FRONT VIEW 192" 8" 24" 24" 32" 32" 64" 8" 42"12" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 3: 2 M 1.7 Levels: 7 Panels: 5 Ss = 1.31 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 702 lbs. VTrans = 2909 lbs. Pstatic = 8100 lbs. FRAME BEAM CONNECTOR COLUMN 3.0 x 2.72 - .075 (314) Steel = 55000 psi Stress = 74% (level 1) HORIZONTAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 82% (panel 1) DIAGONAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 66% (panel 5) 4.5 x 2.75 -0.059 (45E) Steel = 55 ksi Max Static Cap. = 4596 lb. Stress = 34% Max stress = 89% (level 6) 4 Tab 2" cc Connector (IM) Stress = 22% Max stress = 24% (level 6) Base Plate Slab & Soil Anchors Steel = 36000 psi * 7.874 x 7.874 x 0.394 in. 4 anchors/plate Moment = 0 in-lb. Stress = 13% Slab = 6" x 3000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 35% (S) Hilti KB1 ESR-678 0.5 in. x 3.625 in. Embed. Pullout Capacity = 1791 lbs. Shear Capacity = 2544 lbs. Anchor stress = 61% Notes: Standard row spacers are required in this profile. Diagonal Braces Doubled 1 - 5 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 5 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Load per Level 5400 lbs 5400 lbs 5400 lbs 5400 lbs 48" 48" 48" 48" 144" FRONT VIEW 192" 8" 24" 24" 24" 28" 76" 8" 60" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 4: 3 M 1.7 Levels: 4 Panels: 5 Ss = 1.31 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 941 lbs. VTrans = 3903 lbs. Pstatic = 11000 lbs. Pseismic = 7287 lbs. FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - .089 (4B101) Steel = 55000 psi Stress = 98% (level 1) HORIZONTAL BRACE 2.756 x 1.378 - .06 (C715) Stress = 99% (panel 1) DIAGONAL BRACE 2.756 x 1.378 - .06 (C715) Stress = 92% (panel 5) 5.94 x 2.75 -0.059 (59E) Steel = 55 ksi Max Static Cap. = 6274 lb. Stress = 87% Max stress = 87% (level 1) 5 Tab Connector (IM) Stress = 57% Max stress = 57% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 7.283 x 5.118 x 0.394 in. 2 anchors/plate Moment = 0 in-lb. Stress = 12% Slab = 6" x 3000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 41% (S) Hilti KB1 ESR-678 0.5 in. x 3.625 in. Embed. Pullout Capacity = 2098 lbs. Shear Capacity = 2544 lbs. Anchor stress = 73% Notes: Diagonal Braces Doubled 1 - 5 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 6 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Load per Level 6000 lbs 6000 lbs 144" 48" 48" 48" 48" 48" 144" FRONT VIEW 192" 6" 24" 24" 32" 32" 64" 10" 42"12" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 5: 4 Adjacent to: 1(B2B) M 1.7 Levels: 2 Panels: 5 Ss = 1.31 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 613 lbs. VTrans = 2541 lbs. Pstatic = 7150 lbs. FRAME BEAM CONNECTOR COLUMN 3.0 x 2.72 - .075 (314) Steel = 55000 psi Stress = 73% (level 1 adj.) HORIZONTAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 72% (panel 1) DIAGONAL BRACE 1.7953 x 1.378 - .0625 (C456) Stress = 69% (panel 5) 5.94 x 2.75 -0.059 (59E) Steel = 55 ksi Max Static Cap. = 6274 lb. Stress = 97% Max stress = 97% (level 1) 5 Tab Connector (IM) Stress = 27% Max stress = 27% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 7.874 x 7.874 x 0.394 in. 4 anchors/plate Moment = 8500 in-lb. Stress = 16% Slab = 6" x 3000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 32% (S) Hilti KB1 ESR-678 0.5 in. x 3.625 in. Embed. Pullout Capacity = 1791 lbs. Shear Capacity = 2544 lbs. Anchor stress = 67% Notes: Standard row spacers are required in this profile. Diagonal Braces Doubled 1 - 5 Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 7 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Loads and Distributions: 1 Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2022 CBC # of Levels:4 SDC:D RL:6 Ss:1.31 Pallets Wide:2 WPL:16000 RT:4 S1:0.47 Pallets Deep:1 WDL:400 lbs Fa:1.2 Ip:1 Pallet Load:2000 Fv:1.83 Tl:1.5 Total Frame Load:16400 lbs SDS = 2/3 . Ss . Fa =1.05 SD1 = 2/3 . S1 . Fv =0.57 Ws = 0.67 . WPL + WDL =11120 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.57 / (1.5 . 6) . 1 . 11120 = 704.27 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 = 1.05 / 6 . 1 . 11120 = 1946 lbs = 1.05 / 4 . 1 . 11120 = 2919 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 . 0.47 / 6 . 1 . 11120 = 435.53 lbs = 0.5 . 0.47 / 4 . 1 . 11120 = 653.3 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[0.05, 0.03] . 1 . 11120 = 513.74 lbs = Max[0.05, 0.06, 0.03] . 1 . 11120 = 653.3 lbs Since:704.27 ≤ 1946 & 704.27 ≥ 435.53 & 704.27 ≥ 513.74 Since:2919 ≥ 653.3 & 2919 ≥ 653.3 Vlong = 704 lbs Vtrans = 2919 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 8 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Loads and Distributions: 1 (Page 2) fi = V WiHi SWiHi Longitudinal Transverse Level hx wx wxhx fi wx wxhx fi 1 48 2050 98400 70.4 2050 98400 291.9 2 96 2050 196800 140.8 2050 196800 583.8 3 144 2050 295200 211.2 2050 295200 875.7 4 192 2050 393600 281.6 2050 393600 1167.6 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 9 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 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 4 min. # of bays 3 Nc 48 Nb 8 kc 360 kip-in/rad kbe 2861 kip-in/rad kb 127 kip-in/rad kce 509 kip-in/rad Ib 1.55 in4 L 96 in Ic 0.83 in4 H 192 in E 29500 ksi Level hpi Wpi 1 69 in 4 kip 2 117 in 4 kip 3 165 in 4 kip 4 214 in 4 kip Calculated T =2.67 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: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 10 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 LRFD Basic Load Combinations: 1 2022 CBC& RMI / ANSI MH 16.1 V Trans = 2,919 lbs MTrans = S(fTrans . hx) = 420,336 in-lbs b = 0.7 V Long = 704 lbs ETrans = MTrans / frame depth = 10,008 lbs b = 1.0 (Uplift combination only) P = Product Load / 2 = 8,000 lbs r = 1 D = Dead Load . 0.5 = 200 lbs SDS = 1.05 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 . 200) + (1.2 . 8,000)= 9,880 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 200) + (1.4 . 8,000) + (1.6 . 0) + (0.5 . 0)= 11,440 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 200) + (0.85 . 8,000) + (0.5 . 0) + (1.6 . 0)= 7,040 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 200) + (0.85 . 8,000) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 7,040 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rETrans + 0.2S = (1.2 + 0.2 . 1.05) . 200 + (1.2 + 0.2 . 1.05) . 0.7 . 8,000 + 0.5 . 0 + 1 . 10,008 + 0.2 . 0= 18,186 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rELong + 0.2S = (1.2 + 0.2 . 1.05) . 200 + (1.2 + 0.2 . 1.05) . 0.7 . 8,000 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 8,177 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 200 + 0.9 . 8,000 + 1.0 . 0 = 180 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)bPapp - rETrans = (0.9 - 0.2 . 1.05) . 200 + (0.9 - 0.2 . 1.05) . 1 . 8,000 - 1 . 10,008= -4,350 lbs For a single beam, D = 32 lbs P = 2,000 lbs I = 250 lbs See Base Plate tension Analysis for Over-Strength factor application. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 32) + (1.6 . 0) + (0.5 . 0) + (1.4 . 2,000) + (1.4 . 250) = 3,188 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 . 1.05) . 200 + 0.75((1.4 + 0.14 . 1.05) . 0.7 . 8,000 + 0.7 . 1 . 10,008)= 11,973 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)bP + 0.7rE = (1 + 0.14 . 1.05) . 200 + (0.85 + 0.14 . 1.05) . 0.7 . 8,000 + 0.7 . 1 . 10,008= 12,818 lbs 3.D + P = 200 + 8,000 = 8,200 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 11 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Longitudinal Analysis: 1 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 = 352 lbs MBase =8096 in-lbs MLower =((Vcol . hi) - MBase (352 lbs . 46 in.) - 8096 in-lbs = 8096 in-lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 48 35 8,200 8,096 4,454 12,550 2 48 70 6,150 8,096 4,454 12,550 3 48 106 4,100 8,096 4,454 12,550 4 48 141 2,050 8,096 4,454 8,502 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 12 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 COLUMN ANALYSIS: 1 ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.7 . 46 / 1.103 = 70.92 Ky . Ly / Ry = 1 . 24 / 0.945 = 25.4 KL/Rmax = 70.92 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.1032 + 0.9452 + -2.3482)1/2 = 2.76 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.348/2.76)2 = 0.277 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 70.922 = 57.893 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.277)((57.893 + 202.536) - (57.893 + 202.536)2 - (4 . 0.277 . 57.893 . 202.536))1/2)= 47.412 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 70.922 = 57.893 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.682 . 2.762(11300 . 0.001 + (3.142 . 29500 . 1.314) / (0.8 . 24)2) = 202.536 ksi Fe = Min(Fe1, Fe2) =47.412 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 47.412)1/2 = 1.077 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 33.845 (Eq C4.1-2) Thus: Pn = 18194 lbs Pa = 15465 lbs 3.0 x 2.72 - .075 SECTION PROPERTIES Depth 2.717 in. Width 3 in. t 0.075 in. Radius 0.14 in. Area 0.682 in.2 AreaNet 0.575 in.2 Ix 0.829 in.4 Sx 0.553 in.3 Sx Net 0.504 in.3 Rx 1.103 in. Iy 0.609 in.4 Sy 0.364 in.3 Ry 0.945 in. J 0.001 in.4 Cw 1.314 in.6 Jx 2.547 in. Xo -2.348 in. Kx 1.7 Lx 46 in. Ky 1 Ly 24 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: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 13 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 COLUMN ANALYSIS: 1 ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 25131 lbs Where: Pno = AeFy = 0.538 . 55 = 29566 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 368.749 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 229.253 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 1511.979 ksi (Eq 3.1.2.1-10) Fe.min = 229.253 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 = 26293 in-lbs Mny = 18985 in-lbs Mc = Mn,min Mnxfb = 23663 in-lbs Mnyfb = 17086 in-lbs PEx = P2 EIx / (KxLx)2 = 39488 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 307682 lbs (Eq C5.2.2-7) a x = (1 - (fcP / Pex)) = 0.811 (Eq C5.2.2-4) a y = (1 - (fcP / Pey)) = 0.976 (Eq C5.2.2-5) Ptrans = 18,186 lbs Plong = 8,177 lbs Mu = Mx = 8102 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 11440 lbs Pu_st / Pa = 11440 / 15465 = 0.74 Static Stress = 73% Since:Pl / Pa ≥ 0.15 Stress1 = Pl / Pa + Mx / (fbMnx) + My / (fbMny)(Eq C5.2.2-2) = ((8,177 / 15465) + (8102 / 23663) + (1 / 17086)) = 87% Stress2 = Pl / Pao + CmxMx / (fbMnxax) + CmyMy / (fbMnyay)(Eq C5.2.2-1) = (8,177 / 25131) + (0.85 . 8102 / 23663 . 0.811)) + (0.85 . 1 / 17086 . 0.976))) = 68% Stress3 Pt / Pao = 18,186 / 25131 =72% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 87% 3.0 x 2.72 - .075 SECTION PROPERTIES Depth 2.717 in. Width 3 in. t 0.075 in. Radius 0.14 in. Area 0.682 in. 2 AreaNet 0.575 in. 2 Ix 0.829 in. 4 Sx 0.553 in. 3 Sx Net 0.504 in. 3 Rx 1.103 in. Iy 0.609 in. 4 Sy 0.364 in. 3 Ry 0.945 in. J 0.001 in. 4 Cw 1.314 in. 6 Jx 2.547 in. Xo -2.348 in. Kx 1.7 Lx 46 in. Ky 1 Ly 24 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: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 14 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 BEAM ANALYSIS 1 Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.75 - (2 . 0.059) - (2 . 0.09) = 1.45 in. w/t = 1.452 / 0.059 = 24.61 l = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 24.61 . (55 / 29500)1/2 = 0.56 l <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy . (y3 / y2) = 55 * 1.98 / 2.13 = 51.15 ksi f2(tension) = Fy . (y1 / y2) = 55 * 1.72 / 2.13 = 44.52 ksi Y = - (f2 / f1) = -(44.52 / 51.15) = -0.87 Buckling coefficient k = 4 + 2 . (1 - Y)3 + 2 . (1 - Y) = 4 + 2(1 - -0.87)3 + 2(1 - -0.87) = 20.83 Flat Depth w = y1 + y3 = 1.72 + 1.98 = 3.702 w/t = 3.702/0.059 = 62.75 w/t < 200: OK l = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 62.746 . (51.15 / 29500)1/2 = 0.6 b1 = w . (3 - Y) = 4 . (3 - -0.87) = 14.33 b2 = w/2 = 1.85 b1 + b2 = 14.33 + 14.33 = 16.18 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) . (0.09 + 0.059 / 2) = 0.188 Lf = effective width = 1.452 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.188 / 1.452 + 2 . Lc = 0.2054 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 = 0.09 / 0.059 = 1.525 <= 7 = OK Fyc = Bc . Fy / (r / t)m = 1.43 . 55 / (1.525)m = 73 Fya-top = C . Fyc + (1 - C) . Fy = 0.205 . 73 + (1 - 0.205) . 55 = 59 Fya-bottom = Fya-top . Ycg / (A - Ycg) = 59 . 1.87 / (4.0 - 1.87) = 52 4.00 x 2.75 -0.059 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =4.0 in. Beam thickness t =0.059 in. Radius r =0.09 in. Fy =55 Fu =65 Y1 =1.72 Y2 =2.13 Y3 =1.98 Ycg =1.87 Ix =1.55 Sx =0.78 E =29500 FBeam F =360 Beam Length L =96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 15 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 BEAM ANALYSIS 1 Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.75 - (2 . 0.09) - (2 . 0.059) = 2.45 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.188 / (2.45 + 2 . 0.188) = 0.133 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.133 . 73 + (1 - 0.133) . 55 = 57.44 Fya = Fya-top = 58.78 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 . 360 . 96) / (6 . 29500 . 1.55 + 3 . 360 . 96)) = 0.82 f . Mn = f . Fya . Sx = 43.5 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (43.5 . 8 . 2) / (96 . 0.82 . 1.6) = 5548 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 360 . 96) / (5 . 360 . 96 + 10 . 29500 . 1.55) = 0.78 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 . 1.55 . 2) / (180 . 5 . 962 . 0.78) . 1000 = 5430 lbs/pair 4.00 x 2.75 -0.059 Top flange width C =1.75 in. Bottom width B =2.75 in. Web depth A =4.0 in. Beam thickness t =0.059 in. Radius r =0.09 in. Fy =55 Fu =65 Y1 =1.72 Y2 =2.13 Y3 =1.98 Ycg =1.87 Ix =1.55 Sx =0.78 E =29500 FBeam F =360 Beam Length L =96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 16 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 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 24,576 32,580 5,943 32,580 Pass 2 24,576 32,580 4,763 32,580 Pass 3 24,576 32,580 3,073 32,580 Pass 4 24,576 32,580 2,227 32,580 Pass PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 17 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 2. Bearing Strength of Tab 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: 1 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 =2.15 d =Edge Dist. / 2 = 0.5 in. MStrength =c . d . PClip PClip =MStrength / (c . d) = 5837 lbs P1 =Min(PShear, PBearing, PClip) = 2405 lbs MConn-Allow =(P1 . 6.5) + (P1 . (4.5 / 6.5) . 4.5) + (P1 . (2.5 / 6.5) . 2.5) + (P1 . (0.5 / 6.5) . 0.5) = 25530 in-lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 18 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 BRACE ANALYSIS 1 (Panel 5) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 0 . 69 / 0.736 = 93.74 Ky . Ly / Ry = 1 . 69 / 1.003 = 153.95 KL/Rmax = 153.95 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (0.7362 + 1.0032 + -0.9952)1/2 = 1.317 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-0.995/1.317)2 = 0.428 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 153.952 = 12.285 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.428)((33.136 + 11.1) - (33.136 + 11.1)2 - (4 . 0.428 . 33.136 . 11.1))1/2)= 9.121 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 93.742 = 33.136 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.513 . 1.3172(11300 . 0.001 + (3.142 . 29500 . 0.051) / (0.8 . 69)2) = 11.1 ksi Fe = Min(Fe1, Fe2) =9.121 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (50 / 9.121)1/2 = 2.341 (Eq C4.1-4) Since lc ≥ 1.5: Fn = (0.877 / lc 2) . Fy = 7.999 (Eq C4.1-3) Thus: Pn = 2052 lbs Pa = 1744 lbs 1.7953 x 1.378 - .0625 (dbl) SECTION PROPERTIES Depth 3.591 in. Width 1.378 in. t 0.06 in. Radius 0.118 in. Area 0.513 in.2 AreaNet 0.513 in.2 Ix 0.278 in.4 Sx 0.312 in.3 Sx Net 0.312 in.3 Rx 0.736 in. Iy 0.517 in.4 Sy 0.284 in.3 Ry 1.003 in. J 0.001 in.4 Cw 0.051 in.6 Jx 0.733 in. Xo -0.995 in. Kx 0 Lx 69 in. Ky 1 Ly 69 in. Kt 0.8 Fy 50 ksi Fu 60 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: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 19 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 BRACE ANALYSIS 1 (Panel 5) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 10905 lbs Where: Pno = AeFy = 0.257 . 50 = 12830 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 41.506 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 10.997 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 36.221 ksi (Eq 3.1.2.1-10) Fe.min = 10.997 ksi Since: Fe ≤ 0.56Fy Fc = Fe = 10.997 ksi (Eq C3.1.2.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 11 ksi Mnx = 1717 in-lbs Mny = 613 in-lbs Mc = Mn,min Mnxfb = 1545 in-lbs Mnyfb = 552 in-lbs PEx = P2 EIx / (KxLx)2 = 8500 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 3149 lbs (Eq C5.2.2-7) Pa = 1744 lbs VTrans = 1026 lbs VTrans(new)= 1026 . 1.3 = 667 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 69.04 in. VDiag = (VTrans . LDiag) / D = 1259 lbs Brace Stress = VDiag / Pa = 72% 1.7953 x 1.378 - .0625 (dbl) SECTION PROPERTIES Depth 3.591 in. Width 1.378 in. t 0.06 in. Radius 0.118 in. Area 0.513 in. 2 AreaNet 0.513 in. 2 Ix 0.278 in. 4 Sx 0.312 in. 3 Sx Net 0.312 in. 3 Rx 0.736 in. Iy 0.517 in. 4 Sy 0.284 in. 3 Ry 1.003 in. J 0.001 in. 4 Cw 0.051 in. 6 Jx 0.733 in. Xo -0.995 in. Kx 0 Lx 69 in. Ky 1 Ly 69 in. Kt 0.8 Fy 50 ksi Fu 60 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: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 20 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 1 Assumed cracked concrete application Anchor Type 0.5" dia., 3.25 hef, 6" min, slab ICC Report Number ESR-678 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)= 3000 psi Diameter (da)= 0.5 in.3 . hef = 9.75 in. Nominal Embedment (hnom)= 3.625 in. Effective Embedment (hef)= Hef S1 = 6.25 in.Use S1,adj = 6.25 in. Number of Anchors (n)= 4 S2 = 6.25 in.Use S2,adj = 6.25 in. e`N = 0 e`V = 0 From ICC ESR Report Ase = 0.103 sq.in. f`uta = 105900 psi Smin = 4 in. Cmin = 4 in. Cae = 10 in. Np,cr = 9999 lbs fSeismic Adj. Strength Tension Capacity = 2388 lbs 0.75 1791 lbs Shear Capacity = 3393 lbs 0.75 2544 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 21 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 1 Steel Strength 17.4.1 f = 0.75 17.3.3.a i fNsa = fnAsefuta = 0.75 . 4 . 0.103 . 105900 = 32,723 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) = 256 sq.in. ANco = 9hef 2 = 95.063 sq.in. Check if ANco ≥ ANc ANc/ANco = 2.693 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 = 5456 lbs 17.4.2.2 d Ycp,N = 1 17.4.2.7 fNcbg = f(ANc/ANco)(Yec,N)(Yed,N)(YC,N)(Ycp,N)(Nb)17.4.2.1 0.65 . (256/95.063) . 1 . 1 . 1 . 1 . 5456 = 9,550 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 = 28,479 lbs 17.4.3.1 Steel Strength (fNsa) = 32,723 lbs Embedment Strength - Concrete Breakout Strength (fNcbg) = 9,550 lbs Embedment Strength - Pullout Strength (fNpn) = 28,479 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 22 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 1 Steel Strength fVsa Vsa=5,220 / Anchor -- per report 17.5.1 f = 0.65 17.3.3. Condition a ii fVsa = fn . Vsa = 0.65 . 4 . 5,220 = 13,572 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 = 253.5 sq.in. AVco = 3Ca1ha = 216 sq.in. Check if AVco ≥ AVc AVc/AVco = 1.174 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 = 12,946 lbs 17.5.2.2 a, 17.5.2.2 b fVcbg = f(AVc/AVco)(Yec,V)(Yed,V)(YC,V)(Yh,V)(Vb)17.5.2.1 0.7 . (253.5/216) . 1 . 0.9 . 1 . 1.732 . 12,946 = 33,157 lbs Pryout Strength fVcpg 17.5.3 f= 0.7 17.3.3 Ci-B Kcp = 2 17.5.3.1 Ncbg = 14,692 lbs fVcpg = fKcpNcbg = 0.7 . 2 . 14,692 = 20,569 lbs Steel Strength (fVsa) = 13,572 lbs Embedment Strength - Concrete Breakout Strength (fVcbg) = 33,157 lbs Embedment Strength - Pryout Strength (fVcpg) = 20,569 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 23 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 OVERTURNING ANALYSIS Configuration1 1 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 = 16,000 lbs Wdl = 400 lbs Wpl . 67% = 16,000 . 0.67 = 10,720 lbs VTrans = (1 . 0.2625 . 1 . ((0.67 . 10,720) + 400)) = 1,990 lbs Movt = VTrans . Ht = 1,990 . 165 = 328,350 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((16,000 . 0.67) + 400) . 42 . 0.5 = 233,520 in-lbs Puplift = 1 . (Movt - Mst)/d = (328,350 - 233,520) / 42 = 2,257 lbs PMaxDown = 1 . (Movt + Mst) / d = (328,350 + 233,520) / 42 = 13,377 lbs TOP SHELF LOADED Shear = 1,155 lbs Movt = VTop . Ht = 1,155 . (192 + ((48 - 10) / 2)) = 243,705 in-lbs Mst = (l + Wdl) . d = (4,000 + 400) . (42 . 0.5) = 92,400 in-lbs Puplift = 1 . (Movt - Mst)/d = (243,705 - 92,400) / 42 = 3,602 lbs ANCHORS No. of Anchors (#Anchors): 4 Pull Out Capacity per Anchor (TAnchor): 1,791 lbs Shear Capacity per Anchor: 2,544 lbs COMBINED STRESS Fully Loaded = ((2,257 / 4) / 1,791) + ((1,990 / 8) / 2,544)= 0.413 Top Shelf Loaded = ((3,602 / 4) / 1,791) + ((1,155 / 8) / 2,544)= 0.56 Seismic UpLift Critical (LC#7B)= (4,350 / 4) / 1,791 = 0.607 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 24 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 Base Plate Analysis: 1 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 = 18186 lbs MBase = 8096 in-lbs P/A = Pcol/(D . B) = 18186 / (7.87 . 7.87) = 293 psi fb = MBase / (D . B2 / 6) = 8096 / (7.87 . 7.872 / 6) = 99.5 psi fb2 = fb . (2 . b1 / B) = 99.5 . (2 . 2.44/7.87) = 61.59 psi fb1 = fb - fb2 = 99.5 - 61.59 = 37.91 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (2.442 / 2) . (293 + 37.91 + 0.67 . 61.59) = 1105.53 in-lbs SBase = (B . t2) / 6 = 0.2sq.in. FBase = 0.9 . Fy = 32,400 psi fb / Fb = Mb / (SBase . FBase) = 1105.53 / (0.2 . 32,400) = 0.17 Plate width B =7.87 in. Plate depth D =7.87 in. Plate thickness t =0.39 in. Column width b =3 in. Column depth d =2.72 in. b1 =2.44 in. Sx =6.25 in. Sy =6.25 in. TTotal =7,164 lbs. Te =0.37 in. Base Plate Tension analysis per ACI318-14 17.2.3.4.3 (b), ductile yield of base plate Lw = (Sx - b) / 2 = 1.63 in. Ld = (Sy - b) / 2 = 1.77 in. Moment Arm (L) = Max(Lw,Ld) = 1.77 in. Manchor = TTotal / 2 . L = 6327.6 in-lbs S = B . t2/6 = 0.176in3 Mbaseplate = S . Fy = 6,328 in-lbs fMbaseplate = 0.9 . Mn = 5,695 in-lbs fMbaseplate < Manchor , Base plate will yield first. Since the base plate will yield before anchor getting full tension capacity, over-strength factor is not applicable. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 25 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 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 = 1.18 # of levels 4 min. # of bays 3 Nc 48 Nb 8 kc 360 kip-in/rad kbe 2861 kip-in/rad kb 127 kip-in/rad kce 509 kip-in/rad Ib 1.55 in4 L 96 in Ic 0.83 in4 H 192 in E 29500 ksi Level hpi Wpi 1 69 in 4 kip 2 117 in 4 kip 3 165 in 4 kip 4 214 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= 0.62 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=22,388 kip-in ≥ Mb OK PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 26 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 SLAB AND SOIL ANALYSIS (LRFD) Slab/Soil analysis based on Empirical Method - FEMA 460 Appendix D Pmax = Gravity_Load (see Basic Load Combinations) = 18,186 lbs f't = 7.5 . (f'c)1/2 = 411 psi d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 3.184 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 20.361 in. b,req'd = 1.5 . b = 31 in. Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 107,609 lbs Pa = f . Pa = 64,565 lbs Pmax / Pa = 0.28 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 12,818 lbs f't = 7.5 . (f'c)1/2 = 411 psi Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 107,609 lbs d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 3.184 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 20.361 in. b,req'd = 1.5 . b = 31 in. Pa = Pn / W = 35,870 lbs Pmax / Pa = 0.36 Base Plate Width B 7.874 in. Depth W 7.874 in. Frame Frame depth d 42 in. Concrete Thickness t 6 in. f'c 3,000 psi f 0.6 W 3 l 1 ks 50 pci r1 3.94 in Ec 3,122,019 psi PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Pace Supply The Beacon Group_Kevin 3421 W. Segerstro Santa Ana, CA 27 tchang 6/20/2023 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20230619_19 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE CANTILEVER RACK ANALYSIS: PROJECT SCOPE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 2022 CBC THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES SPECIFICATION STEEL‐ PSI STEEL‐ PSI STEEL‐ PSI ‐ Strong‐Bolt2 (ESR‐3037) ‐ UNLESS OTHERWISE NOTED ‐ IN * 3000 PSI ‐ PSF SEISMIC =1.31 1.20 CONFIGURATION LEVELS= LENGTH= IN 1,000 LB LB SUMMARY Type: SUMMARY OF RESULTS ARM COLUMN LONGITUDINAL BRACE S 3x5.7 W 12x16 L 1‐1/2x1‐1/2x1/4 (S)= (S)= CONNECTION (D)= (D)= BOLTS=L 3x3x1/4 TYPE= 12x16 (S)= = (D)= AND SOIL THICK= IN = f'c= PSI (S)= (S)= BEARING= PSF (D)= (D)= Simpson Strong‐Bolt2 (ESR‐3037) (S)= (S): 1 bay(s) 0.625"x3.375" EMBED. (D)= (D): 1 bay(s) per end/col:2 MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE LOADS AND DISTRIBUTION: = x Ws x Ws / (R/I) = x Fa x Ss = = LB LB OF LEVELS= Cross Aisle: 2.5 ‐coeff.= x Fa x Ss x Ie / R =‐coeff. x Ws ∑(0.67*wPL+wDL) x 3600 LB LB 1,056 LB LEVEL Hx Wx Hx Wx Fi Fi Hx IN LB IN‐LB LB IN‐LB IN LB IN‐LB LB IN‐LB IN LB IN‐LB LB IN‐LB IN LB IN‐LB LB IN‐LB IN LB IN‐LB LB IN‐LB LB IN‐LB LB IN‐LB Down Aisle: 3.25 ‐coeff.= x Fa x Ss x Ie / R =‐coeff. x Ws x 3600 LB 813 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE ARM ANALYSIS: CHECK BENDING LB LOAD, I= * L/2 LB * (48 IN)/2 IN‐LB PSI ‐eff= PSI = IN‐LB/1.68 IN^3 S 3x5.7 = PSI IN IN fb/Fb=0.62 ≤ 1.0 OK IN^4 IN^3 CHECK DEFLECTION PSI LB IN IN = IN DEFLECTION= = IN OK CHECK CONNECTION EFFECT OF ARM MOMENT ON BOLTED CONNECTION DIAM= IN BOLT= PSI PSI PLATE IN IS MINIMUM OF TENSION AND BEARING CAPACITY CAP= AREA*2 PSI*(0.625 IN)^2*(∏/4)*2 LB CAP= AREA*2 PSI*0.625 IN*0.5 IN *2 LB LB * D1 IN IN‐LB OK IN MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE COLUMN ANALYSIS: SINGLE SIDE STATIC LOADS LVLS x ARM LOAD LB ∑ARM MOMENTS LVLS x W x (L/2+A/2) x 1050 LB x (48 IN/2 + 11.99 IN/2) IN‐LB (kl/r)x = x 112 IN / 4.67 IN (kl/r)y = x 60 IN / 0.773 IN = =π^2E/Fy)^0.5 SINCE (KL/r)max < Cc, USE EQTN E2‐1 COLUMN = [1‐((kl/r)^2/2Cc^2)]Fy 12x16 + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 IN PSI IN IN^2 IN^4 = PSI IN^3 IN < 0.15 IN^4 IN^3 IN = PSI = PSI PSI π^2*E)/(23*(KL/rx)^2) = PSI IN IN ‐fa/F'e)= INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.37 < 1.0 OK CHECK EFFECT OF SEISMIC LOAD ‐sgl= IN‐LB IN‐LB + 105091 IN‐LB)/17.1 IN^3 PSI INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.58 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE COLUMN ANALYSIS: DOUBLE SIDE, SINGLE SIDE LOADED STATIC LOADS LVLS x ARM LOAD LB ∑ARM MOMENTS LVLS x W x (L/2+A/2) x 1050 LB x (48 IN/2 + 11.99 IN/2) IN‐LB (kl/r)x = x 112 IN / 4.67 IN (kl/r)y = x 60 IN / 0.773 IN = =π^2E/Fy)^0.5 SINCE (KL/r)max < Cc, USE EQTN E2‐1 = [1‐((kl/r)^2/2Cc^2)]Fy COLUMN + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 12x16 PSI IN IN IN^2 = PSI IN^4 IN^3 < 0.15 IN IN^4 IN^3 = PSI = PSI IN PSI π^2*E)/(23*(KL/rx)^2) = PSI IN ‐fa/F'e)= IN INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.38 < 1.0 OK CHECK EFFECT OF SEISMIC LOAD ‐sgl= IN‐LB IN‐LB + 157474 IN‐LB)/17.1 IN^3 PSI INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.58 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE COLUMN ANALYSIS: DOUBLE SIDE, BOTH SIDES LOADED STATIC LOADS LVLS x ARM LOAD x 2 LB ∑ARM MOMENTS IN‐LB (kl/r)x = x 112 IN / 4.67 IN (kl/r)y = x 60 IN / 0.773 IN = =π^2E/Fy)^0.5 SINCE (KL/r)max < Cc, USE EQTN E2‐1 = [1‐((kl/r)^2/2Cc^2)]Fy COLUMN + 3(kl/r)/8Cc ‐ (kl/r)^3/8Cc^3 12x16 PSI IN IN IN^2 = PSI IN^4 IN^3 < 0.15 IN IN^4 IN^3 = PSI = PSI IN PSI π^2*E)/(23*(KL/rx)^2) = PSI IN ‐fa/F'e)= IN INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.14 < 1.0 OK CHECK EFFECT OF SEISMIC LOAD ‐sgl= IN‐LB IN‐LB + 0 IN‐LB)/17.1 IN^3 PSI INTERACTION EQTN(S): (H1‐3):fa/Fa + fb/Fb=0.55 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE OVERTURNING: SINGLE SIDE LB ∑Fn*Hn = IN‐LB + 0.67wLL) * L/2 = LB * 58 IN/2 = IN‐LB ‐ 0.6*Mst)/d = ‐ 0.6*104400)/58 IN = LB UPLIFT TOP LEVEL LOADED * 1050 LB SEE LOADS & DIST SHEET LB ∑DL=5*50 LB=WDL= LB * Hn ∑LL=5*1000 LB=WLL= LB = LB * 180 IN IN = IN‐LB IN IN + wLL) * L/2 IN = LB * 58 IN/2 IN = IN‐LB MIN.EMBEDMENT Strong‐Bolt2 (ESR‐3037) ‐ 0.9*Mst)/d = ‐ 0.9*30450)/58 IN # OF ANCHORS/BASE= = LB OF ANCHORS PER END= PULLOUT CAPACITY= LB SHEAR CAPACITY= LB (1336 LB/1270 LB) + (264 LB/2600 LB) = 1.15 ≤ 1.2 OK L SIDE VIEW W V Hn/2 L/2 Lbase e Lbase Hn d L SIDE VIEW W V Hn/2 L/2 Lbase e Lbase Hn d MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE OVERTURNING: DOUBLE SIDE, SINGLE SIDE LOADED LB ∑Fn*Hn = IN‐LB + 0.67wLL) * L/2 = LB * 106 IN/2 = IN‐LB ‐ 0.6*Mst)/d = ‐ 0.6*291500)/106 IN =‐328 LB NO UPLIFT ∑DL=10*50 LB=WDL= LB ∑LL=5*1000 LB=WLL= LB IN IN IN IN IN MIN.EMBEDMENT Strong‐Bolt2 (ESR‐3037) # OF ANCHORS/BASE= OF ANCHORS PER END= PULLOUT CAPACITY= LB SHEAR CAPACITY= LB (0 LB/1270 LB) + (176 LB/2600 LB) = 0.07 ≤ 1.2 OK L SIDE VIEW W V Hn/2 L/2 Lbase Hn e Lbase d MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE OVERTURNING: DOUBLE SIDE, BOTH SIDES LOADED LB ∑Fn*Hn = IN‐LB + 0.67wLL) * L/2 = LB * 106 IN/2 = IN‐LB ‐ 0.6*Mst)/d = ‐ 0.6*556500)/106 IN =‐506 LB NO UPLIFT ∑DL=10*50 LB=WDL= LB ∑LL=10*1000 LB=WLL= LB IN IN IN IN IN MIN.EMBEDMENT Strong‐Bolt2 (ESR‐3037) # OF ANCHORS/BASE= OF ANCHORS PER END= PULLOUT CAPACITY= LB SHEAR CAPACITY= LB (0 LB/1270 LB) + (352 LB/2600 LB) = 0.14 ≤ 1.2 OK L SIDE VIEW W V Hn/2 L/2 Lbase Hn e Lbase d MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE BASE ANALYSIS: CHECK BASE MEMBER IN‐LB = IN‐LB/17.1 IN^3 = PSI BASE 12x16 IN = PSI IN IN fb/Fb =0.51 ≤ 1.0 OK IN^3 PSI CHECK BASE TO COLUMN CONNECTION Ø = IN Area = IN^2 CAPACITY OF 2 LINE (2) 3/4"Ø GRD. 5 BOLTS AT 2" O.C. of Bolts/Line = = PSI = x AREA x # of BOLTS = PSI PSI x 0.442 IN^2 x 2 = PSI LB = = IN Mcap = x ( d1 + d2^2/d1 + d3^2/d1 + d4^2/d1 + d5^2/d1) = IN LB x (11 + 0.1 + 0 + 0 + 0) IN = IN IN‐LB > Mbase, OK = IN = IN =0.61 ≤ 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE DOWNAISLE BRACE: SINGLE SIDE LB every bay Horizontal Member * Lhoriz)/r min = x 72 IN /0.93 IN ) = IN π PSI IN PSI IN Fe>Fy/2, Fn=Fy*(1‐fy/4fe) PSI Member L 3x3x1/4 * 31658 PSI = LB Ωc IN^2 = LB /1.92 min= IN = LB PSI Ωc= fa/Fa=0.04 < 1.0 OK Member Diagonal Braces L 1‐1/2x1‐1/2x1/4 + D^2]^0.5 IN IN^2 PSI LB * 94 IN/72 IN LB TENSION (T) ON DIAGONAL * 0.6 * Fy IN^2 * 0.6 * 36000 PSI LB T/Ta=0.08 ≤ 1.0 OK CHECK CONNECTION AREA * Fv * #BOLTS IN)^2 *(π/4)*21000 PSI*1 TYPE= LB DIA.= IN PSI STRESS= LB/9278 LB 0.13 ≤ 1.0 OK D Y FRONT VIEW V Vdiag MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE DOWNAISLE BRACE: DOUBLE SIDED LB every bay Horizontal Member * Lhoriz)/r min = x 72 IN /0.93 IN ) = IN π PSI IN PSI IN Fe>Fy/2, Fn=Fy*(1‐fy/4fe) PSI Member L 3x3x1/4 * 31658 PSI = LB Ωc IN^2 = LB /1.92 min= IN = LB PSI Ωc= fa/Fa=0.08 < 1.0 OK Member Diagonal Braces L 1‐1/2x1‐1/2x1/4 + D^2]^0.5 IN IN^2 PSI LB * 94 IN/72 IN LB TENSION (T) ON DIAGONAL * 0.6 * Fy IN^2 * 0.6 * 36000 PSI LB T/Ta=0.16 ≤ 1.0 OK CHECK CONNECTION AREA * Fv * #BOLTS IN)^2 *(π/4)*21000 PSI*1 TYPE= LB DIA.= IN PSI STRESS= LB/9278 LB 0.25 ≤ 1.0 OK D Y FRONT VIEW V Vdiag MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE CHECK SLAB AND SOIL: SINGLE SIDE SECTION 1922.5 OF THE 2001 CBC. Pmax=5,250 LB Mseis.=262,565 IN‐LB PSI)^0.5 PSI IN)^2/6 IN^3 PER INCH * l^2)/2 * 144 x l^2)/2 * 144 * 6 IN^3 * 6 IN^3 * 150.6 PSI/Fsoil IN^2 IN LB*144/(104 IN * 48 IN) PSF IN PSI IN‐LB*6*144/[(104 IN)^2*48 IN) PSF PSF LENGTH= IN WIDTH= IN = PSF IN IN STRESS fa + fb= 588 PSF < Fallow, OK STABILITY FTG. = LB = LB = / Wtotal IN =0.32 < 1/3 STABLE B l l ll M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE CHECK SLAB AND SOIL: DOUBLE SIDE, SINGLE SIDE LOADED Pmax=5,250 LB Mseis.=262,565 IN‐LB PSI)^0.5 PSI IN)^2/6 IN^3 PER INCH * l^2)/2 * 144 x l^2)/2 * 144 * 6 IN^3 * 6 IN^3 * 150.6 PSI/Fsoil IN^2 IN LB*144/(150 IN * 46 IN) PSF IN PSI IN‐LB*6*144/[(150 IN)^2*46 IN) PSF PSF LENGTH= IN WIDTH= IN = PSF IN IN STRESS fa + fb= 329 PSF < Fallow, OK STABILITY FTG. = LB = LB = / Wtotal IN =0.20 < 1/3 STABLE B l l ll M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO. CALCULATED BY DATE CHECK SLAB AND SOIL: DOUBLE SIDE, DOUBLE SIDES LOADED Pmax=10,500 LB Mseis.=210,183 IN‐LB PSI)^0.5 PSI IN)^2/6 IN^3 PER INCH * l^2)/2 * 144 x l^2)/2 * 144 * 6 IN^3 * 6 IN^3 * 150.6 PSI/Fsoil IN^2 IN LB*144/(150 IN * 46 IN) PSF IN PSI IN‐LB*6*144/[(150 IN)^2*46 IN) PSF PSF LENGTH= IN WIDTH= IN = PSF IN IN STRESS fa + fb= 394 PSF < Fallow, OK STABILITY FTG. = LB = LB = / Wtotal IN =0.10 < 1/3 STABLE B l l ll M P MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.42 CALCULATED BY TC DATE Stockroom Shelving Scope: The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications set forth in the 2022 CBC. The light duty storage fixtures are prefabricated and are to be field installed only without any field welding. 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 Factors: Fa =Fv =2.40 Ss =S1 =0.03 Specifications: Steel ‐Fy = 36,000 PSI Bolts ‐A307 UNLESS OTHERWISE NOTED Anchors ‐3/8"Ø x 2‐3/8" min. embedment Hilti KB1 (ESR‐678) Slab ‐6 IN x 3000 PSI Soil ‐1,000 PSF Shelving 8 600 LB 4,800 LB Area 38"W x 24"D x 87"H MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.43 CALCULATED BY TC DATE Loads & Distribution: Shelving Fa = Ss = SDS =2/3*Fa*Ss =1.05 R =4 I =1 <=== IN AREA NOT OPEN TO THE PUBLIC Cs =SDS x I / R =0.26 > Product Load/Level, wPL = LB 22ga shelf Dead Load/Level, wDL = LB # of Loaded Shelf Levels =8 Depth = IN Vtotal =Cs*Ws Ws =(0.67*wPL+wDL) + DL =0.26 x 3296 LB =3,296 LB =857 LB hx 1 412 LB 3.0 IN 1,236 IN‐LB 7.1 LB 21 IN‐LB 2 412 LB 15.0 IN 6,180 IN‐LB 35.7 LB 536 IN‐LB 3 412 LB 27.0 IN 11,124 IN‐LB 64.3 LB 1,735 IN‐LB 4 412 LB 39.0 IN 16,068 IN‐LB 92.8 LB 3,621 IN‐LB 5 412 LB 51.0 IN 21,012 IN‐LB 121.4 LB 6,192 IN‐LB 6 412 LB 63.0 IN 25,956 IN‐LB 150.0 LB 9,448 IN‐LB 7 412 LB 75.0 IN 30,900 IN‐LB 178.5 LB 13,390 IN‐LB 8 412 LB 87.0 IN 35,844 IN‐LB 207.1 LB 18,018 IN‐LB 3,296 LB TOTAL =148,320 IN‐LB 857 LB 52,960 IN‐LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.44 CALCULATED BY TC DATE Rear Angle Post Analysis: ASD analysis per AISI. Section properties are based on net effective sections. LB SEISMIC LB STATIC KxLx/rx =1*14 IN/0.644 IN =21.7 KyLy/ry =1*14 IN/0.373 IN =37.5 <=== (Kl/r)max AXIAL Fe=π^2E/(KL/r)max^2 (EQ C4.1‐1) =206.7 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*206.7 KSI)] =34.4 KSI Pn=Aeff*Fn (EQ C4‐2) =13,773 LB Ωc=1.92 PROPERTIES Pa=Pn/Ωc (EQ C4‐1) =13773 LB/1.92 t =0.089 IN =7,173 LB Aeff =0.400 IN^2 P/Pa=0.56 > 0.15 Ix =0.148 IN^4 Sx =0.106 IN^3 FLEXURE rx =0.644 IN Iy =0.049 IN^4 CHECK:P/Pa + (Cmx*Mx)/(Max*µx) ≤ 1.0 (EQ C5‐1)Sy =0.048 IN^3 P/Pao + Mx/Max ≤ 1.0 (EQ C5‐2)ry =0.373 IN Pno=Ae*Fy Kx =1.00 =0.4 IN^2 *36000 PSI Lx =14.0 IN =14,400 LB Ky =1.00 Pao=Pno/Ωc Ly =14.0 IN 14400 LB/1.92 Fy=36 KSI =7,500 LB E=29,500 KSI Myield=My=Sx*Fy =0.106 IN^3 * 36000 PSI Ωf=1.67 =3,816 IN‐LB Cmx=0.85 Max=My/Ωf Cb=1.0 =3816 IN‐LB/1.67 =2,285 IN‐LB Pcr=π^2EI/(KL)max^2 =π^2*29500000 PSI/(1*14 IN)^2 µx={1/[1‐(Ωc*P/Pcr)]}^‐1 =219,850 LB ={1/[1‐(1.92*0 LB/219850 LB)]}^‐1 =1.00 THUS, (0 LB/7173 LB) + (0.85*0 IN‐LB)/(2285 IN‐LB*1) = 1.0, OK (0 LB/7500 LB) + (0 IN‐LB/2285 IN‐LB) = 1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.45 CALCULATED BY TC DATE Front Box Post Analysis: ASD analysis per AISI. Section properties are based on net effective sections. LB SEISMIC LB STATIC KxLx/rx =1*14 IN/0.851 IN =16.5 KyLy/ry =1*14 IN/0.556 IN =25.2 <=== (Kl/r)max AXIAL Fe=π^2E/(KL/r)max^2 (EQ C4.1‐1) =459.2 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*459.2 KSI)] =35.3 KSI Pn=Aeff*Fn (EQ C4‐2) =16,941 LB Ωc=1.92 PROPERTIES Pa=Pn/Ωc (EQ C4‐1) =16941 LB/1.92 t =0.075 IN =8,824 LB Aeff =0.480 IN^2 P/Pa=0.50 > 0.15 Ix =0.320 IN^4 Sx =0.137 IN^3 FLEXURE rx =0.851 IN Iy =0.137 IN^4 CHECK:P/Pa + (Cmx*Mx)/(Max*µx) ≤ 1.0 (EQ C5‐1)Sy =0.137 IN^3 P/Pao + Mx/Max ≤ 1.0 (EQ C5‐2)ry =0.556 IN Pno=Ae*Fy Kx =1.00 =0.48 IN^2 *36000 PSI Lx =14.0 IN =17,280 LB Ky =1.00 Pao=Pno/Ωc Ly =14.0 IN =17280 LB/1.92 Fy=36 KSI =9,000 LB E=29,500 KSI Myield=My=Sx*Fy =0.137 IN^3 * 36000 PSI Ωf=1.67 =4,932 IN‐LB Cmx=0.85 Max=My/Ωf Cb=1.0 =4932 IN‐LB/1.67 =2,953 IN‐LB Pcr=π^2EI/(KL)max^2 =π^2*29500000 PSI/(1*14 IN)^2 µx={1/[1‐(Ωc*P/Pcr)]}^‐1 =475,352 LB ={1/[1‐(1.92*0 LB/475352 LB)]}^‐1 =1.00 THUS, (0 LB/8824 LB) + (0.85*0 IN‐LB)/(2953 IN‐LB*1) = 1.0, OK (0 LB/9000 LB) + (0 IN‐LB/2953 IN‐LB) = 1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.46 CALCULATED BY TC DATE Brace Analysis: ASSUME SIDE PANEL ACTS AS A SERIES OF 1.25" WIDE "X" BRACES IN RESISTING THE TRANSVERSE SEISMIC SHEAR. THE PANELS ARE ATTACHED AT REGULAR INTERVALS WITH 1/4" BOLTS. 0.7*V=600 LB Brace: Vhorizontal =857 LB w =1.250 IN 20 ga panel t =0.036 IN Vdiagonal =Vhoriz. x (Ldiag/Lhoriz)Area ‐gross =0.045 IN^2 =857 LB x 49 IN / 48 IN Area ‐net =0.032 IN^2 =883 LB <=== Seismic Load in Tension Lhoriz=D =48.00 IN Lvert=Dist. Between bolts =12.00 IN Tension Capacity of the Strip:Ldiag =49.48 IN Fy =36,000 PSI Tallow =0.6 x Fy x Area‐gross Fu =58,000 PSI =0.6 x 36000 PSI x 0.045 IN^2 Bolt Ø =0.250 IN =972 LB > Vdiagonal, ok or Tallow =0.5 x Fu x Area‐net =0.5 x 58000 PSI x 0.032 IN^2 =914 LB > Vdiagonal, ok SHEAR CAPACITY OF 1" STRIP. A =.036 in^2 Pall=.4 * Fy * Area =518 # BEARING CAPACITY OF 1" STRIP. A =.009 in^2 Pall= Fu * Area =522 # SHEAR CAPACITY OF 1/4" BOLT (SAE Gr. 5) (DOUBLE SHEAR) Pall=1 * Area * Fv * 1.0 * 2 =1963# MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.47 CALCULATED BY TC DATE Overturning Analysis: 67% Loaded: Movt =52,960 IN‐LB MDL =10 LB x 8 Levels x 24 IN / 2 =960 IN‐LB MPLapp =0.67*600 LB x 8 Levels x 24 IN / 2 =38,592 IN‐LB Vcol =0.7*0.75*Vtotal =450 LB Depth, d =24.0 IN Puplift =[0.75 x 0.7 x Movt ‐ (0.6‐0.14SDS) x MDL ‐ (0.6‐0.14SDS) x MPLapp] / d =[0.75*0.7*52960 ‐ (0.6‐0.14*1.05)*960 ‐ (0.6‐0.14*1.05)*38592] IN‐LB / 24 IN =412 LB <=== UPLIFT Allowable Tension =910 LB Allowable Shear =1,180 LB Interaction Equation:# of Anchors per Foot Plate =2 [412 LB/ 1820 LB] + [225 LB/ 2360 LB] =0.32 < 1.2 Therefore OK USE (2) 3/8" Ø x 3" MIN. EMBED. HILTI KB‐TZ2 (ICC ESR‐4266) PER FOOT PLATE. USE (1) 3/8"Ø x 2" MIN. EMBED. HILTI KB‐TZ2 (ICC ESR‐4266) PER SINGLE FOOT PLATE. Movt =0 IN‐LB MDL =#REF! =#REF! MPLapp =0.67*600 LB x 24 IN / 2 =4,824 IN‐LB Vcol =0.7*Vtop =#REF! 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 =24.0 IN =#REF! =#REF!#REF!Allowable Tension =910 LB Allowable Shear =1,180 LB INTERACTION EQN.# of Anchors per Plate =2 #REF!#REF!#REF! MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.48 CALCULATED BY TC DATE Base Plate Analysis: Longitudinal Check: P =Pcol‐static =2,440 LB fa =P/A =Pcol/[(Deff.)(Beff.)] =98 PSI Beff. =5.00 IN M1base/in =(W/in)(L^2)/2 Deff. =5.00 IN =(fa)(b1^2)/2 b =2.00 IN =110 IN‐LB b1 =1.50 IN t =0.375 IN Sbase/in =(1)(t^2)/6 Fy =36,000 PSI =0.023 IN^3 Fbase =(0.75)(Fy) =27,000 PSI fb/Fb =Mbase/in/((Sbase/in)(Fbase)) =0.17 < 1.0 Ok Transverse Check: P =Pcol‐static + 0.75*0.7*Pcol‐seismic =4,445 LB fa =P/A =Pcol/[(Deff.)(Beff.)]Beff. =5.00 IN =178 PSI Deff. =5.00 IN b =2.00 IN M1base/in =(W/in)(L^2)/2 b1 =1.50 IN =(fa)(b1^2)/2 t =0.375 IN =200 IN‐LB Fy =36,000 PSI Sbase/in =(1)(t^2)/6 =0.023 IN^3 Fbase =(0.75)(Fy) =27,000 PSI fb/Fb =Mbase/in/((Sbase/in)(Fbase)) =0.32 < 1.0 Ok Base Steel Properties: Base Steel Properties: b1 b1b B f a MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.49 CALCULATED BY TC DATE LRFD Load Combination ‐ Slab System Load combination per RMI 2.2 Resultant Load combination 1 1.4DL + 1.2PL 1.4DL + 1.2PL 2 1.2DL + 1.6PL + 1.6LL + 0.5(Lr or SL or RL)1.2DL + 1.6PL + 1.6LL 3 1.2DL + 0.85PL + (0.5LL or 0.8WL) + 1.6(Lr or SL or RL)1.2DL + 0.85PL + 0.5LL 4 1.2DL + 0.85PL + 0.5LL + 1.6WL + 0.5(Lr or Sl or RL)1.2DL + 0.85PL + 0.5LL 5 (1.2+0.2SDS)DL + (0.85+0.2SDS)PL + 0.5LL + EL + 0.2SL (1.2+0.2SDS)DL + (0.85+0.2SDS)PL + 0.5LL + EL 6 (0.9‐0.2SDS)DL + (0.9‐0.2SDS)PLapp ‐ EL (0.9‐0.2SDS)DL + (0.9‐0.2SDS)PLapp ‐ EL # of LEVELS = DL‐total/col =40 LB PL‐total/col =2,400 LB LL‐total/col =0 LB EL =2,207 LB <=== Movt. / Depth combination 1 Pmax =1.4DL + 1.2PL =1.4 x 40 LB + 1.2 x 2400 LB =2,936 LB combination 2 Pmax =1.2DL + 1.6PL + 1.6LL =1.2 x 40 LB + 1.6 x 2400 LB +1.6 x 0 LB =3,888 LB combination 3 & 4 Pmax =1.2DL + 0.85PL + 0.5LL =1.2 x 40 LB + 0.85 x 2400 LB + 0.5 x 0 LB =2,088 LB combination 5 Pmax =(1.2+0.2SDS)DL + (0.85+0.2SDS)PL + 0.5LL + EL =(1.2+0.2*1.05) x 40 LB + (0.85+0.2*1.05) x 2400 LB + 0.5 x 0 LB + 1.0 x 2207 LB =4,807 LB combination 6 Pmax =(0.9‐0.2SDS)DL + (0.9‐0.2SDS)PLapp ‐ EL =(0.9‐0.2*1.05) x 40 LB + (0.9‐0.2*1.05) x 1608 LB ‐ 2206.672 LB =‐1,159 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 PROJECT Pace Supply FOR The Beacon Group SHEET NO.50 CALCULATED BY TC DATE 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 = LB Puncture: Fpunct =2.66 x (F'c^0.5)<==(SECTION 1922.5.4) =2.66 x (3000 PSI)^0.5 =146 PSI Apunct =[(Weff.+t/2)+(Deff.+t/2)] x 2 x t =[(5 IN + 6 IN/2) + (5 IN + 6 IN/2)] x 2 x 6 IN =192 IN^2 fv/Fv =P/[(Apunct)(Fpunct)] =4807 LB/[192 IN^2 x 146 PSI x 0.55] = 1.0 OK Bearing: ØBn =0.85 x Ø x f'c x A1 =35,063 LB Pu / ØBn =4807 LB / 35063 LB = 1.0 OK Slab Tension: Asoil =P/[1.0 x fsoil]Weff. =5.00 IN =4807 LB/[1.0 x 1000 PSF/(144IN^2/FT^2)]Deff. =5.00 IN =692 IN^2 L =Asoil^0.5 A1 =25.00 IN^2 =(692 IN^2)^0.5 =26.3 IN B =[(Weff.)(Deff.)]^0.5 + t =[5 IN x 5 IN]^0.5 + 6 =11.0 IN t =6.00 IN b =(L‐B)/2 (SECTION 1922.4.8) ==>f'c =3,000 PSI =(26.3 IN ‐ 11 IN)/2 =7.7 IN Mconc =(w)(b^2)/2 = [(1.0)(fsoil)(b^2)]/[144 (IN^2/FT^2) x 2] =[1.0 x 1000 PSI x (7.65 IN)^2]/[144 (IN^2/FT^2) x 2] =203 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 (3000 PSI)^0.5 =150.6 PSI fb/Fb =Mconc/[(Sconc)(Fconc)] =203.36 IN‐LB/[(6 IN^3)(150.62 PSI)] = 1.0 OK Plate: L t b B MATERIAL HANDLING ENGINEERING TEL: (909) 869‐0989 1130 E. CYPRESS STREET, COVINA, CA 91724 INC. SEIZMIC 3421 W Segerstrom Ave - 10111647610/31/2023 4" APPROX. ATTACH W/ (1) 5/16"Ø GR. 5 BOLT 4 1 8" 0.394" THK. Ø5/8" 8" 1" TYP. 1" TYP.2A 3" 2.71" 14 GA. 1/8"TYP. 1A 7 3/4" 2B 5.118" 2 1/2" 7/8"0.394" THK. Ø5/8" 3.97" 2.71" 14 GA. TYP.1/8" 1B SOIL 2 1 (4) ANCHORS REQ'D PER BASE PLATE SLAB ON GRADE 1/2"Ø ANCHOR 3 3/4" NOMINAL EMBED. 2A (2) ANCHORS REQ'D PER BASE PLATE 2B 16 GA. 1 25/32" 1 3/8" .355" 1.978" .355" .5" .364" 2.688" .364" 13 GA. 6" MIN..5"1.5" Ø.375" 10" 2" 2" 3 5/16"7 GA. 1" 1 5/8" 2" 2" 5 15/16" 16 GA. 1 3/4"1" 1 5/8" 5C 6B TYP.1/8" TYP.1/8" 8"2" 2" 3 5/16"7 GA. 1" 1 5/8" 2" 5"16 GA. 1 3/4"1" 1 5/8" TYP.1/8" TYP.1/8" 6A 5B 8"2" 2" 3 5/16"7 GA. 1" 1 5/8" 2" 4" 16 GA. 1 3/4"1" 1 5/8" TYP.1/8" TYP.1/8" 6A 5A 2" TYP. 1 5 6 48" 48" 48" 48" 192" 96" 6" 24" 24" 32" 32" 64" 192" 42" FRONT VIEW SIDE VIEW 4,000# 4,000# 4,000# 4,000# TYPE 1 (SINGLE ROW) 48" 48" 48" 48" 192" 96" 6" 24" 24" 32" 32" 64" 192" 42" FRONT VIEW SIDE VIEW 4,000# 4,000# 4,000# 4,000# TYPE 1 (BACK TO BACK) 12"42" 144" 48" 192" 144" FRONT VIEW 6,000# TYPE 4 (BACK TO BACK) 6,000# 12" 192" 120" FRONT VIEW 1,500# TYPE 2 (BACK TO BACK) 24" 1,500#24" 1,500#24" 1,500#24" 1,500# 30" 54" 4,000# 4,000# 48" 48" 48" 48" 192" 144" 6" 24" 24" 192" 60" FRONT VIEW SIDE VIEW 5,400# TYPE 3 (SINGLE ROW) 24" 28" 76" 1A 2A1A2A DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE 4A TYP5A5B5C 5A 5C DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE 1B 2B 4B TYP 1A 2A 4A TYP 5,400# 5,400# 5,400# 6" 24" 24" 32" 32" 64" 192" 42" SIDE VIEW 12"42" 1A 2A1A2A DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE 4A TYP 6" 24" 24" 32" 32" 64" 192" 42" SIDE VIEW 12"42" 1A 2A1A2A DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE DBL. BRACE 4A TYP 4 2 5 1 7 V-A 6 3 V-B 16 GA. 2 3/4" 1 3/8" V-A TYPICAL BRACE TO COLUMN CONNECTION 1A COLUMN 2A BASE PLATE 1B COLUMN 2B BASE PLATE 3 ANCHOR 4A HORIZONTAL & DIAGONAL BRACE V-B TYPICAL BEAM TO COLUMN CONNECTION 5A BEAM 6A CONNECTOR 5B BEAM 6A CONNECTOR STORAGE RACK ELEVATIONS 7 ROW SPACER (FOR ALIGNMENT PURPOSES) AD D R E S S : DRAWING NUMBER: DESCRIPTION: DRAWN BY: DATE: LAST REV. BY: REV. DATE: APRV'D BY: SAL E. FATEEN TYPE: DA T E RE V . B Y D E S C R I P T I O N SCALE:N.T.S. Tel.(909)869-0989 Covina, California EST. 1985 ENGINEERING, INC.1130 E. Cypress St. SEIZMIC 91724 SEIZMIC PA C E S U P P L Y 34 2 1 W . S E G E R S T R O M A V E . SA N T A A N A , C A 9 2 7 0 4 M.V. / T.C. 06/14/23 MEC STORAGE RACK DETAILS 23-1423-A 1 09 / 1 9 / 2 3 M . V . R E V I S E D D I M S , C A L L O U T S & " K E Y P L A N " GENERAL CONFIGURATION 4B HORIZONTAL & DIAGONAL BRACE No. 25969E E CS R TTEA FO NRL I VII ACL FO AI R OF E.ETSIG D RP SAERL AL N OSISEEEN TAFEE GN I EN E EXPIRES12-31-2023 STRUCTURAL NOTES: 1. DESIGNED PER SECTION 2209 OF THE 2022 CBC. Fa = 1.2 & Ss = 1.31 SEISMIC DESIGN CATEGORY: D. 2. STORAGE CAPACITY: SEE ELEVATIONS 3. STEEL: ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILTI KB 1, ICC #ER-678 6. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 7. CONCRETE: 6" THICK x 3,000 PSI. 8. MODULUS OF SUB-GRADE REACTION: 50 PCI. (DISTURBED SOIL: 500 PSF) 9. THE MAXIMUM TOP TO BOTTOM OUT-OF-PLUMB RATIO AND OUT-OF- STRAIGHT RATIO RACK COLUMN IS 1/240 (FOR EXAMPLE 1/2" PER 10 FEET OF HEIGHT). COLUMN WHOSE OUT-OF-PLUMB RATIO OR OUT- OF-STRAIGHT RATIO EXCEEDS THIS LIMIT SHALL BE UNLOADED AND RE-PLUMBED. ANY DAMAGED PARTS MUST BE REPAIRED OR REPLACED. 10. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSE KEEPING, AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO, THE FOLLOWING: A) PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF THE OVERALL RACK SYSTEM. B) REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS. C) REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE OPERATING CONDITION. D) ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. E) REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. F) PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. G) ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATIONS. 11. A PERMANENT PLACARD EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT WILL BE DISPLAYED IN ONE OR MORE CONSPICUOUS LOCATIONS AT THE DISCRETION OF THE CITY'S INSPECTOR. 5C BEAM 6B CONNECTOR 1 1 11 11 1 11 6 CONNECTOR 5 BEAM V-B TYPICAL BEAM TO COLUMN CONNECTION 4 HORIZONTAL & DIAGONAL BRACE 3 ANCHOR 2 BASE PLATE 1 COLUMN V-A TYPICAL BRACE TO COLUMN CONNECTION DETAIL #PART DESCRIPTION KEY NOTES FOR ILLUSTRATION PURPOSES ONLY 1 1 No 25969E ERR OOOOOOOOOOOOOOOOOOOOOOOOOFFFFFFFFFFFFFFFFFFF E.EEEEEEEEEEEEEEEEEETTTTTTTTTTTTTTTTTTTTSSSSSSSSSSSSSSIG DDDDDDDDDD RRRRRRRRRRRRRRRRRRRRRRRRRRRRRRPPPPPPPPPPPPPPPPPPPPPPPPPPPPPP SSSSSSAEEEEEEEERRRRRRRRRRRRRL AAAAAAAAAAAAAAAAAAAAAAAAAAAAALLLLLLLLLLLLLLLLLLLLLLLL N OOOOOOOOOOOOOOOOOOOOOOOOOOSIIIIIIIIIIIISEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEN TAAAAAAAAAAAAAAAAAAAAAAAAAAAFEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE GGGGGGGGGGGGGNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN I EN EEEEE LY A F SSEEEEEEEEEEEEEEEE Digitally signed by Sal Fateen Date: 2023.09.22 06:48:08-07'00' 3421 W Segerstrom Ave - 10111647610/31/2023 5 1 ATTACH W/ 3/4"Ø BOLTS TYP. 2 1/2" x 2" x 1/4" BRACE CONNECTION TAB 1/4"TYP. 6 7/8"Ø HOLES TYP. TYP.1/8" 4" 12 1/8" (W12 x 16#) 2 1/8" 6" ATTACH COLUMN TO BASE W/ 3/4"Ø BOLTS 1/2" 1/2" 7/8"Ø HOLES TYP. 2 1/8" TYP.1/8" 4" 12 1/8" (W12 x 16#) 2 36 1 5 V-A V-B 4 V-C 1 1/2" 1 1/2" 1/4" ATTACH W/ 3/4"Ø BOLTS ATTACH W/ 3/4"Ø BOLTS 3" 3" 1/4" A A 13/16"Ø 1 1/8" 1 1/2" 7" 5" SECTION A - A S3 x 5.7# 1/2" 1 ATTACH ARM TO COLUMN W/ 3/4"Ø A449 BOLTS 44" TYP. 1 2 ATTACH W/ (10) 3/4"Ø A449 BOLTS SOIL SLAB ON GRADE 2 PLAN VIEW (DOUBLE) 5/8"Ø ANCHOR 3 3/8" NOMINAL EMBED. - DENOTES ANCHOR LOCATION *** **** PLAN VIEW (SINGLE) - DENOTES ANCHOR LOCATION *** ** FRONT VIEW 72" O.C. TYP. 216" 20" 60" 48" TYPE CANTILEVER 44" 216" SIDE VIEW (DOUBLE) 60" 60" 48" 48" 44"48" 34"34" 34"34" 34"34" 34"34" 216" SIDE VIEW (SINGLE) 48" 44"48" 34" 34" 34" 34" 108"60" 106"58" V-A TYPICAL BRACE TO COLUMN CONNECTION 1 COLUMN 2 BASE GENERAL CONFIGURATION V-B TYPICAL BEAM TO COLUMN CONNECTION 4 ARM 5 HORIZONTAL BRACE 6 DIAGONAL BRACE CANTILEVER RACK ELEVATIONS V-C BASE TO COLUMN CONNECTION 3 ANCHOR AD D R E S S : DRAWING NUMBER: DESCRIPTION: DRAWN BY: DATE: LAST REV. BY: REV. DATE: APRV'D BY: SAL E. FATEEN TYPE: DA T E RE V . B Y D E S C R I P T I O N SCALE:N.T.S. Tel.(909)869-0989 Covina, California EST. 1985 ENGINEERING, INC.1130 E. Cypress St. SEIZMIC 91724 SEIZMIC PA C E S U P P L Y 34 2 1 W . S E G E R S T R O M A V E . SA N T A A N A , C A 9 2 7 0 4 M.V. / T.C. 06/14/23 CSME CANTILEVER RACK DETAILS 23-1423-C 1 09 / 1 9 / 2 3 M . V . A D D E D D I M S & " K E Y N O T E S " No. 25969E E CS R TTEA FO NRL I VI I ACL FO AI R OF E.ETSIG D RP SAERL AL N OSISEEEN TAFEE GN I EN E EXPIRES12-31-2023 STRUCTURAL NOTES: 1. DESIGNED PER SECTION 1613 OF THE 2022 CBC. Fa = 1.2 & Ss = 1.31 SEISMIC DESIGN CATEGORY: D. 2. STORAGE CAPACITY: 1,000# PER ARM 3. STEEL: ASTM A572, FOR SHAPE Fy = 50,000 PSI GRADE 50. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: SIMPSON STRONG BOLT 2, ICC #ESR-3037 6. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 7. CONCRETE: 6" THICK x 3,000 PSI. 8. SOIL BEARING PRESSURE: 1,000 PSF 9. A PERMANENT PLACARD EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT WILL BE DISPLAYED IN ONE OR MORE CONSPICUOUS LOCATIONS AT THE DISCRETION OF THE CITY'S INSPECTOR. 3 ANCHOR V-C BASE TO COLUMN CONNECTION 6 DIAGONAL BRACE 5 HORIZONTAL BRACE 4 ARM V-B TYPICAL BEAM TO COLUMN CONNECTION 2 BASE 1 COLUMN V-A TYPICAL BRACE TO COLUMN CONNECTION PART DESCRIPTIONDETAIL # KEY NOTES 1 1 1 FOR ILLUSTRATION PURPOSES ONLY 1 No. 259NNoNoNNoooNNooNNNNooNNNNNNoNNNNNNNNNNNN69E ERR OOOOOOOOOOOOOOOOOFFFFFFFFFFFF E.EEEEEEE..EEE..EE.EEEEEEEEEEEEEEEEEEEEEEETTTTTTTTTTTTTTTTTTTSSSSSSSSSSSSSSSSSSSSSSSSSSIG DDDDDDDDDDDDDDDDDDDDDDDDDDDDDD RRRRRRRRRRRRRRRRRRRRPPPPPPPPPPPPPPPPPPPPPP SAEEEEEEEEEEEEEEEEEEEEEEEEEEEERRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRL AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAALLLLLLLLLLLLLLLLL NNNNNNNNNNNNNNNNNNNNNNNN OOOOSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSIIIIIIIIIIIISSSSSSSSSSSSSSSSEEEENNNNNNNNNNNNNNNN TTTTTTTTTTTTTTTTTTTTTTTTTTTTTAFFFFFFFFFFEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE GGGGGGGGGGGGGGGGGGGGGGGGGN I EN EEEEEEEEEEEEEEEE 3421 W Segerstrom Ave - 10111647610/31/2023 3421 W Segerstrom Ave - 10111647610/31/2023