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HomeMy WebLinkAbout1610 E St Andrew Pl Unit #100 - PlanEL 3'-6" TOD 5' FE C FE C FE C PLR PLR EP N L EPNL ETCP SHIPPING SHIPPING WOMENS MENS IDF STAIR ELEC ELEV MECH MDF WOMENS ELEC JAN STAIR MECH SECURE ROOM/VAULT STORAGE / WORKROOM IT WORKROOM MOTHERS ROOM OFFICEOFFICE OFFICE OFFICE STORAGE - IT STORAGE OFFICE OFFICE ELEV FACILITIES STORAGE OPEN OFFICE OPEN OFFICE M CONF M CONF S CONF GNRRACCOUNT HOLDS JAN MACH RM S CONF IBC Complaint Stairs/Crossover Refer to 25-1008 (Collectors.com) Dtls R0.1 06-10-25 for Stamped Drawings 2" Tall Barrier For Cane Detection - Both Sides 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s MA R K : B - 1 3 5 FO : 1 7 A 6 4 4 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2 . 5 " MA R K : B - 1 3 0 FO : 1 7 A 6 4 5 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2 . 5 " MARK: B-120 FO: 17A641 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: 6.5" MARK: A-110 FO: 17A633 TYPE: 190-E24EZ SPD: 85 FPM SG: 6" ADJ. MARK: B-100 FO: 17A637 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: B-105 FO: 17A638 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: A-100 FO: 17A631 TYPE: SBI MTR: 1 HP SPD: 85 FPM SG: 6" ADJ. MARK: A-300 FO: 17A635 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG: UHMW MARK: A-400 FO: 17A636 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG: UHMW EL 4'-3" EL 2'-6" EL 1 ' - 4 " EL 1 ' - 3 " MA R K : B - 1 4 0 FO : 1 7 A 6 4 6 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2 . 5 " MARK: A-105 FO: 17A632 TYPE: E24CT SPD: 85 FPM SG: 6" ADJ. MA R K : B - 1 2 5 FO : 1 7 A 6 4 3 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2 . 5 " MARK: B-110 FO: 17A639 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: A-200 FO: 17A634 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG: UHMW EL 4'-3" EL 4'-3"EL 2'-2" EL 3'-0"→ 2'-3" EL 3 ' - 0 " EL 3 ' - 0 " EL 3'-0" EL 4'-3"EL 2'-2"EL 4'-3"EL 2'-2" EL 1 ' - 4 " MARK: B-115 FO: 17A640 TYPE: SB MTR: 2 HP SPD: 120 FPM SG: 6.5" END STOP / TOP END STOP END STOP END STOP / TOP END STOP / TOP 2" Tall Barrier For Cane Detection - Both Sides 2" Tall Barrier For Cane Detection - Both Sides SCOPE OF WORK PROJECT DIRECTORY TENANT CONTACT OWNER CONTACT INFO MATERIAL HANDLING INTEGRATOR COLLECTORS.COM SANTA ANA, CALIFORNIA TENANT IMPROVEMENT FOR OUTBOUND PROCESSING SYSTEM TABLE OF CONTENTS 1. 00-S1 Cover 2. 01-S2 Site Plan 3. 01-S3 Scope of Work 4. 01-S4 Egress 5. 02-S4 MLS Supports 6. 02-S5 Poly-Tier Supports 7. 01-S6 Control Panel Location 8. 01-S7 Conveyor Layout M001 9. 01-S8 Conveyor Layout M002 10. 01-S9 Elevation Details D001 11. 01-S10 Elevation Details D002 12. 05-S11 Collectors Electrical Single Line 13. 02-S12 Crossover Dwg. 10010-00 14. 02-S13 Crossover Dwg. 10010-10 15. 02-S14 Crossover Dwg. 10010-DET1 16. 02-S15 Crossover Dwg. 10010-DET2 17. 02-S16 Crossover Dwg. 10010-DET3 18. 02-S17 Crossover Dwg. 10010-DET4 19. 01-S18 G0.01 Arch. cover FOR REFERENCE ONLY 20. 01-S19 G0.20 Arch. Accessible path egress FOR REFERENCE ONLY 21. 01-S20 G0.21 Arch. Accessible Path Egress FOR REFERENCE ONLY 22. 01-S21 G1.01 Arch. Exiting and Occupancy FOR REFERENCE ONLY 23. 01-S22 G1.02 Arch. Exiting and Occupancy FOR REFERENCE ONLY LOCATION OF WORK WITHIN BUILDING SCOPE OF WORK PROJECT DIRECTORY TENANT CONTACT OWNER CONTACT INFO MATERIAL HANDLING INTEGRATOR Eric Bice ebice@collectors.com 1610 E St Andrew Pl Santa Ana, CA 92705 S&H Systems Conveyor System Integration & Project Management 5904 Krueger Drive Jonesboro, AR 72401 Tel: (870) 933-7346 TENANT IMPROVEMENTS TO AN EXISTING BUILDING. CONSISTS OF AN AUTOMATIC SORTING OUTBOUND SYSTEM. POWERED AND GRAVITY CONVEYOR SYSTEM FOR THE PROPER SORTING OF OUTBOUND AND PROCESSING OF PACKAGES. Type of Construction: III B, FULLY SPRINKLERED, PER NFPA 13 Square Footage of Area of Construction: ~5532 Square feet Drawbridge - Headquarters 3 Embarcadero Center, Suite 2310 San Francisco, CA 94111 info@drawbridgerealty.com (415)391-8300 VICINITY 1610 E St Andrew Pl Santa Ana, CA 92705 BUILDING INFORMATION Building Type: Office Building Code Mech.: 2022 Cali. Building Code Building Code Elec.: 2022 Cali. Electrical Code Occupancy Group: B Number of Stories: 2 Height: ~40' Occupant Load: 91 - See Exiting & Occupancy Plan for more Information Sprinkler: NFPA 13 Number of Exits: 14 Main Exits Total Exit Width: 36" per door MECHANICAL SUB-CONTRACTOR CONTROLS ENGINEERING ELECTRICAL SUB-CONTRACTOR Control Systems Integration Specialists West Coast Fabrication 575-C W. Maple Court Colton, CA 92324 Tel: (909) 370-4200 TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3 / 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6 / 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- S&H Cover 316932C_P3 316932C JBB LB ---01 6/15/25 3 S&H Systems Conveyor System Integration & Project Management 5904 Krueger Drive Jonesboro, AR 72401 Tel: (870) 933-7346 S&H Systems Conveyor System Integration & Project Management 5904 Krueger Drive Jonesboro, AR 72401 Tel: (870) 933-7346 EXP. 6/30/2026 06/17/2025 Bldg #1001121865 APPROVALS: PLNG - C. Santana BLDG - CSG PUBLIC WORKS - Y. Soto 2" Tall Barrier For Cane Detection - Both Sides MARK: B-115 GR: 6.5" MARK: A-110 GR: 6" ADJ. EL 1'-4" EL 4'-3" 44 " 9" 44 " 44 " 44 " 44 " 44 " 44 " 44 " 44 " 9"9"9"9" 1'-9"2'4'10'8'-3"2'4'10'9'-3"2'2'9'-3" 10'10'10'10'9'-11"5' 44 " 44 " 44 " 44 " MARK: B-105 GR: 1" UHMW MARK: A-300 GR: 1" UHMW 27 30 EL 4'-3" EL 2'-2" 48 " 48 " 48 " 48 " 48 " 10'10' 6'10'10'10' 9' - 0 1 / 2 " CL R 9' - 0 " (E ) C E I L I N G H E I G H T UNDERSIDE OF STRUCTURAL JOIST UNDERSIDE OF STRUCTURAL FLOOR PROPOSED STAIR, REFER TO DETAIL FOR ADD'L INFO. SEE PLAN (E) CEILING TO REMAIN 22'-0" 1'-2 5/16" (E) PLENUM HA N D R A I L GU A R D R A I L TO P O F D E C K TY P . HSS4X4X3/16 3' - 0 " HSS4X4X3/16 W8X10 3' - 6 " C4X4.5 W8X10 MC10X8.4 STEP WELDMENT C4X4.5 PIPE1-14/SCH10 L3X3X14/ 4'-818/" MC10X8.4 L3X3X14/ 1447-GAB-R 1397-TT44 PIPE1-14/SCH10 1446-REA 1446-REA 1397-TT44 1446-REA 1447-GAB-R 1446-REA 1447-GAB-L 1447-GAB-L B B THAN 2 34/" OPENING LESS 1' - 5 " 1' - 7 5 8 / " 1'-0" 3' - 6 " 1' - 4 " 1' - 7 3 4 / " 1'-1118/" 338 / " TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- D002 316932C_P3 316932C JBB LB 3/8" = 1'11 6/15/25 3 B INBOUND TOTE SORT M001 C WORK STATIONS M001 DROP CEILING MODIFICATIONF M001 EXP. 6/30/2026 06/17/2025 FEC FEC FE C FE C FEC FEC & < @ # Ø AB ABV A/C A.C. ACT ACOUS ADJ ADA AFF ALT ALUM ANOD A.P. APPROX ARCH ASPH AV BATT BD BITUM BLDG BLKG BM BOT B.U.R. CAB CARP CATV C.B. CEM CER CFM CL CLG CLR CMU CNTR COL CONC CONST CONTR CORR C.T. CTSK C.W. (D) D DATA DBL DEMO DET DIA DIM DISP DN D.O. DR DS D.S.P. DW DWG (E) EA EJ ELEC ELEV EMER ENCL E.O.S. EQ EQUIP EXIST EXP EXT F.A. F.D. FEC FF F.G. FHC FIN FLR F.O.C. F.O.F. F.O.M. F.O.S. FT FTG FURN FURR GA GALV GC GFI GL GND GWB GYP H H.B. H.C. HDWR HDWD HM HORIZ HR HT HVAC H.W. I.D. INCL INFO INSUL INT JAN JST JT KIT AND ANGLE AT NUMBER DIAMETER OR ROUND ANCHOR BOLT ABOVE AIR CONDITIONING ASPHALT CONCRETE ACOUSTICAL CEILING TILE ACOUSTICAL ADJACENT AMERICANS WITH DISABILITIES ACT ABOVE FINISH FLOOR ALTER OR ALTERNATE ALUMINUM ANODIZED ACCESS PANEL APPROXIMATE ARCHITECTURAL ASPHALT AUDIO VISUAL BATT INSULATION BOARD BITUMINOUS BUILDING BLOCKING BEAM BOTTOM BUILT UP ROOFING CABINET CARPET CABLE TELEVISION CATCH BASIN CEMENT CERAMIC CUBIC FEET PER MINUTE CENTER LINE CEILING CLEAR CONCRETE MASONRY UNIT CENTER COLUMN CONCRETE CONNECTION CONSTRUCTION CORRIDOR CERAMIC TILE COUNTERSUNK COLD WATER DEMOLISH DEEP, DEPTH DATA COMMUNICATIONS DOUBLE DEMOLISH / DEMOLITION DETAIL DIAMETER DIMENSION DISPENSER DOWN DOOR OPENING DOOR DOWNSPOUT DRY STANDPIPE DISHWASHER DRAWING EXISTING EACH EXPANSION JOINT ELECTRICAL ELEVATION EMERGENCY ENCLOSURE EDGE OF SLAB EQUAL EQUIPMENT EXISTING EXPANSION EXTERIOR FIRE ALARM FIRE DRAIN FIRE EXTINGUISHER CABINET FINISHED FACE FINISH GRADE FIRE HOSE CABINET FINISH FLOOR FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUD FOOT, FEET FOOTING FURNITURE FURRING, FURRED GAUGE GALVANIZED GENERAL CONTRACTOR GROUND FAULT INTERRUPT GLASS, GLAZING GROUND GYPSUM WALL BOARD GYPSUM HIGH HOSE BIB HOLLOW CORE HARDWARE HARDWOOD HOLLOW METAL HORIZONTAL HOUR HEIGHT HEATING, VENTILATION, AND AIR CONDITIONING HOT WATER INSIDE DIAMETER INCLUDING INFORMATION INSULATION INTERIOR JANITOR JOIST JOINT KITCHEN LAM LAV L.F. L.H. L.R. LT LVR MATL MAX MDF MECH MFR MIN MIR MISC M.O. M.R. MTD MTL MUL (N) NA NIC NO NOM N.S. N.T.S. O/ OC O.D. O.F.D. O.H. OVHD OPNG OPP P.D. PG P.L. P-LAM PLAS PLMG PLYWD PR PSF PT PTD PTN (R) R RAD RCP R.D. REF REFR REINF REP REQD RESIL REV RFG R.H. RM ROM R.O. S.C. SCHED SDT S.C.D. S.E.D. S.M.D. S.N.D. S.P.D. S.R.D. S.S.D. S.V.D. SECT SF SGL SHR SHT SIM SLDG SPEC SQ S.S. STD STL STRUCT SUSP SW SYM T T&G TBD TELE TEMP TER THK T.O.C. T.O.D. T.O.P. T.O.S. T.S. T.O.W. TYP UON VCT VERT VEST VIF VOL W/ W.C. WD W.H. W/O WP WPM W.S.P. WT LAMINATE LAVATORY LINEAL FOOT LEFT HAND LIVING ROOM LIGHT LOUVER MATERIAL MAXIMUM MEDIUM DENSITY FIBER BOARD MECHANICAL MANUFACTURER MINIMUM MIRROR MISCELLANEOUS MASONRY OPENING MOISTURE RESISTANT MOUNTED METAL MULLION NEW NOT APPLICABLE NOT IN CONTRACT NUMBER NOMINAL NO SCALE NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OVERFLOW DRAIN OVERHAND OVERHEAD OPENING OPPOSITE PLANTER DRAIN PAINT GRADE PROPERTY LINE PLASTIC LAMINATE PLASTER PLUMBING PLYWOOD PAIR POUNDS PER SQUARE FOOT PAINT PAINTED PARTITION RELOCATED RISER RADIUS REFLECTED CEILING PLAN ROOF DRAIN REFERNCE REFRIDGERATOR REINFORCED REPRESENTATIVE REQUIRED RESILIENT REVISED ROOFING RIGHT HAND ROOM ROUGH ORDER OF MAGNITUDE ROUGH OPENING SOLID CORE SCHEDULE STATIC DISSIPATIVE TILE SEE CIVIL DRAWINGS SEE ELECTRICAL DRAWINGS SEE MECHANICAL DRAWINGS SEE NETWORK DRAWINGS SEE PLUMBING DRAWINGS SEE SECURITY DRAWINGS SEE STRUCTURAL DRAWINGS SEE AUDIO-VISUAL DRAWINGS SECTION SQUARE FOOT / FEET SINGLE SHOWER SHEET SIMILAR SLIDING SPECIFICATION SQUARE STAINLESS STEEL STANDARD STEEL STRUCTURAL SUSPENDED SWITCH SYMMETRICAL TREAD TONGUE AND GROVE TO BE DETERMINED TELECOMMUNICATIONS TEMPERATURE/TEMPERED TERRAZZO THICK TOP OF CURB TOP OF DRAIN TOP OF PAVEMENT TOP OF SLAB TOP OF STEEL TOP OF WALL TYPICAL UNLESS OTHERWISE NOTED VINYL COMPOSITION TILE VERTICAL VESTIBULE VERIFY IN FIELD VOLUME WITH WATER CLOSET WOOD WATER HEATER WITHOUT WATERPROOF WATERPROOF MEMBRANE WET STANDPIPE WEIGHT BUILDING GRID LINES WINDOW SYMBOL ROOM NO. REFERENCE LETTER DOOR SYMBOL REVISION NO. REVISION CLOUD MATCH LINE DETAIL NO. 1/A3.2 ROOM NAME ROOM NO. ROOM LABEL SECTION SECTION NO. SHEET NO. AREA REFERENCE DETAIL NO. SHEET NO. DETAIL EXTERIOR ELEVATION ELEVATION NO. SHEET NO. DIMENSION STRING INTERIOR ELEVATION ELEVATION NO. (TYPICAL) SHEET NO.CEILING WORK POINT OR CONTROL POINT NORTH ARROW AR C H I T E C T U R A L N O R T H TRUE NORTH 1" A101 1 Ref 1 Re f 1 Ref 1 Re f 1t 0 0 101 ROOM NO. REFERENCE NO. A101 1 SIM 1 A101 SIM A101 1 Ref 1Re f 1 Re f 1 Ref A.F.F. 1t 1'-0" SHEET NO. 1 Room name 101 N MISC. SYMBOLS (D) (R) (E) (N) INDICATES ITEM TO BE DEMOLISHED INDICATES ITEM TO BE REMOVED AND RELOCATED INDICATES ITEM EXISTING TO REMAIN INDICATES NEW ITEM TYPE HEIGHT ACCESSORY, A-3 9,252 SF PRIMARY, B 92,887 SF LEVEL 01 PRIMARY, B 95,817 SF ACCESSORY, A-3 929 SF ACCESSORY, A-3 2,546 SF LEVEL 02 N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO. CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MECHANICAL & PLUMBING ENGINEER STRUCTURAL ENGINEER CIVIL ENGINEER ELECTRICAL ENGINEER CONTRACTOR SECURITY CONSULTANT LOW VOLTAGE CONSULTANT SENTINEL CONSULTING 50 TICE BLVD, SUITE A15 WOODCLIFF LAKE, NJ 07677 888-793-9380 PALADIN TECHNOLOGIES INC. 12742 KNOTT ST GARDEN GROVE, CA 92841 714-940-1783 09/31/23 7/ 2 7 / 2 0 2 3 5 : 1 7 : 1 8 P M Au t o d e s k D o c s : / / C o l l e c t o r s - s n a 1 6 0 0 p h 2 / s n a 1 6 0 0 p h 2 . rv t As indicated22015 G0.01 sna1600ph2 1600 E ST ANDREW PLACE SANTA ANA, CA 92705 Approver TITLE SHEET Collectors CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 858-228-4150 INSIGHT STRUCTURAL 855 NORTH DOUGLAS STREET, FIRST FLOOR EL SEGUNDO, CA 90245 310-640-0123 KPFF 140 NEWPORT CENTER DRIVE, SUITE 100 NEWPORT BEACH, CA 92660 949-478-8800 RB CONSULTING ENGINEERS 1044 PIONEER WAY, SUITE E EL CAJON, CA 92020 619-334-6020 RAM CONSTRUCTION 20 EXECUTIVE PARK, SUITE 250 IRVINE, CA 92614 949-418-7688 ABBREVIATIONS 1. FIRE ALARM 2. FIRE SPRINKLERS 3. EMERGENCY VOICE/ALARM COMMUNICATION SYSTEMS DEFERRED SUBMITTALS PROJECT INFORMATIONPROJECT TEAM VICINITY MAP SYMBOLS STRUCTURAL ENGINEER BRIAN MILLER INSIGHT STRUCTURAL 855 NORTH DOUGLAS STREET, FIRST FLOOR EL SEGUNDO, CA 90245 T (310) 640-0123 E bmiller@insight-se.com TENANT LINDA SHAW COLLECTORS UNIVERSE, INC 1610 E ST. ANDREW PLACE SANTA ANA, CA 92705 T (949) 525-0773 E lshaw@collectors.com ARCHITECT KEITH MULLER, AIA MULLER MACIOCIA 101 N PACIFIC COAST HWY, SUITE 301 EL SEGUNDO , CA 90245 T (619) 204-2036 E keith@mul-mac.com MECHANICAL AND PLUMBING ENGINEER JORDAN PONIACHIK CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 T (858) 228-4150 E Jiponiachik@cgk-consulting.com 1600 E ST. ANDREW PLACE, SUITE 100 SANTA ANA, CA 92705 III - B YES, FULLY SPRINKLERED NFPA 13 02 37'-0" PRIMARY: B / OFFICE PRIMARY: S-1 / STORAGE ACCESSORY: A-3 / ASSEMBLY 145,000 SF LEVEL 01: 71,500 SF LEVEL 02: 73,500 SF UNSEPARATED UNLIMITED FLOOR AREA WITH PRIMARY OCCUPANCY 'B' (PER 507.5) INTERIOR TENANT IMPROVEMENT INCLUDING: NEW NON- STRUCTURAL INTERIOR PARTITIONS; DOORS; MILLWORK; LIGHTING; FINISHES. LOCATION: BUILDING CONSTRUCTION TYPE FIRE SPRINKLER SYSTEM # OF FLOORS IN BUILDING: BUILDING HEIGHT: OCCUPANCY / USE: TOTAL AREA OF WORK: SEPARATATION: ALLOWABLE FLOOR AREA: SCOPE OF PROJECT: CODES & REGULATIONS: 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA ENERGY CODE 2022 NFPA 72 (FIRE ALARMS) 2022 NFPA 13 (SPRINKLERS) 03/15/11 ADA REGULATION FOR TITLE III, CODE OF FEDERAL REGULATIONS (CBC 2019 CH. 11) 03/15/11 ADA REGULATION FOR TITLE II, FEDERAL REGISTER (CBC 2019 CH. 11) ELECTRICAL ENGINEER JOHN FREESE RB CONSULTING ENGINEERS 1044 PIONEER WAY, SUITE E EL CAJON, CA 92020 T (619) 334-6020 E jfreese@rbcengineers.com CONTRACTOR STEVE TARTAGLINI RAM CONSTRUCTION 20 EXECUTIVE PARK, SUITE 250 IRVINE, CA 92614 T (949) 418-7688 E startaglini@ramconstruction-us.com CIVIL ENGINEER AYUMI MURAI KPFF 140 NEWPORT CENTER DRIVE, SUITE 100 NEWPORT BEACH, CA 92660 T (949) 478-8800 E ayumi.murai@kpff.com LOW VOLTAGE CONSULTANT JORDAN PONIACHIK CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 T (858) 228-4150 E Jiponiachik@cgk-consulting.com SECURITY CONSULTANT MICHAEL AMARO SENTINEL CONSULTING 50 TICE BLVD, SUITE A15 WOODCLIFF LAKE, NJ 07677 T (315) 560-7147 E mamaro@sentinelgroup.us BUILDING OWNER DRAWBRIDGE PACIFIC CENTER, LLC THREE EMBARCADERO CENTER, #2310 SAN FRANCISCO, CA 94111 T (415) 391-8300 E info@drawbridgerealty.com PROPERTY MANAGMENT CHRISTINA BOWREN JONES LANG LASALLE 1600 E ST ANDREW PLACE SUITE 130 SANTA ANA, CA 92705 T (949) 235-3437 E christina.bowren@jll.com LEVEL 01 SCOPE OF WORK DIAGRAMLEVEL 02 SCOPE OF WORK DIAGRAM PROJECT MANAGER ZANE KEITH SAVILLS 520 NEWPORT CENTER DR 8TH FLOOR NEWPORT BEACH, CA 92660 T (949) 706-6624 E zkeith@savills.us 4 4 ISSUE RECORD ∆ DATE REASON FOR ISSUE BY 2023-0407 ISSUE FOR PERMIT SJ 1 2023-0421 ADDENDUM 1 SJ 2 2023-0510 ADDENDUM 2 SJ 3 2023-0615 ADDENDUM 3 SJ 4 2023-0615 ISSUE FOR PLAN CHECK RESUBMITTAL 1 SJ 5 2023-0717 ISSUE FOR PLAN CHECK RESUBMITTAL 2 SJ 7 2023-0726 ISSUE FOR PLAN CHECK RESUBMITTAL 3 SJ BUILDING CODE ANALYSIS: ALLOWABLE FLOOR AREA: UNLIMITED (PER 507.5) ALLOWABLE ACCESSORY "A" AREA: THE LESSER OF 9,500 SF (PER TABLE 506.2) OR 10% OF TOTAL TENANT AREA (PER 508.2.3) TOTAL TENANT AREA - LEVEL 01: 92,887 SF TOTAL TENANT AREA - LEVEL 02: 95,817 SF ALLOWABLE ACCESSORY "A" AREA - LEVEL 01: 9,288 SF ALLOWABLE ACCESSORY "A" AREA - LEVEL 02: 9,500 SF PROPOSED ACCESSORY "A" AREA - LEVEL 01: 9,252 SF PROPOSED ACCESSORY "A" AREA - LEVEL 02: 3,475 SF BUILDING CODE ANALYSIS 5 4 5 5 N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO. CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MECHANICAL & PLUMBING ENGINEER STRUCTURAL ENGINEER CIVIL ENGINEER ELECTRICAL ENGINEER CONTRACTOR SECURITY CONSULTANT LOW VOLTAGE CONSULTANT SENTINEL CONSULTING 50 TICE BLVD, SUITE A15 WOODCLIFF LAKE, NJ 07677 888-793-9380 PALADIN TECHNOLOGIES INC. 12742 KNOTT ST GARDEN GROVE, CA 92841 714-940-1783 09/31/23 7/ 2 7 / 2 0 2 3 5 : 1 7 : 4 2 P M Au t o d e s k D o c s : / / C o l l e c t o r s - s n a 1 6 0 0 p h 2 / s n a 1 6 0 0 p h 2 . rv t 22015 G0.20 sna1600ph2 1600 E ST ANDREW PLACE SANTA ANA, CA 92705 Approver EXISTING SITE PLAN / ACCESSIBLE PATH OF TRAVEL DIAGRAM Collectors CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 858-228-4150 INSIGHT STRUCTURAL 855 NORTH DOUGLAS STREET, FIRST FLOOR EL SEGUNDO, CA 90245 310-640-0123 KPFF 140 NEWPORT CENTER DRIVE, SUITE 100 NEWPORT BEACH, CA 92660 949-478-8800 RB CONSULTING ENGINEERS 1044 PIONEER WAY, SUITE E EL CAJON, CA 92020 619-334-6020 RAM CONSTRUCTION 20 EXECUTIVE PARK, SUITE 250 IRVINE, CA 92614 949-418-7688 ACCESSIBLE PATH OF TRAVEL FROM ACCESSIBLE PARKING STALLS. ACCESSIBLE PATH OF TRAVEL FOR REFERENCE ONLY ISSUE RECORD ∆ DATE REASON FOR ISSUE BY 3 2023-0615 ADDENDUM 3 SJ 5 2023-0717 ISSUE FOR PLAN CHECK RESUBMITTAL 2 SJ 5 PATH OF TRAVEL FROM PUBLIC WAY. XPBLSPREYZIPFFAAIREE3PVFDEEBI/OEEIOPBEEVFD3PEEAIRAFFPIZERPLSPBX A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 B C D E F G H J K L M N P R S Y1 X1 EL 3'-6" TOD 5' FE C FE C FE C FEC FEC FEC FE C FE C FE C S2 9 ° 1 2 ' 1 7 " E 55 . 0 6 ' S52 ° 5 1 ' 3 4 " W 58.0 3 ' L=193.92'R=1200.00' Δ =9°15'32" S88°36'37"E 69.57' S79°21'05"E 651.35' L=193.92'R=1200.00'Δ=9°15'32" S88°36'37"E 558.95' N1 ° 2 3 ' 2 3 " E 43 . 0 0 ' N1 0 ° 3 8 ' 5 5 " E 73 . 8 5 ' L=24.24' R=150.00' Δ =9 °15'33" N1 ° 2 3 ' 2 2 " E 34 1 . 2 7 ' S1 ° 2 3 ' 2 3 " W 96 . 1 1 ' S1 ° 2 3 ' 2 3 " W 39 7 . 9 0 ' S79°21'05"E 252.40' S79°21'05"E 333.63' S88°36'38"E 359.10' N1°23'22"E 6.43'S88°30'43"E 518.01' S1 ° 2 3 ' 3 8 " W 53 . 1 6 ' S88°30'21"E 481.98' S88°36'37"E 46.00' S88°36'37"E 435.96' L=186.97'R =1157.00'Δ =9°15'32" S79°21'05"E 252.40' S88°36'37"E 46.00' 75. 0 6 F L 74.9 5 F L 74.8 5 F L 75.6 4 F L 75.3 9 F L 76.3 6 F L 76.7 9 F L 78.24 TX 43 ' CO L CO L CO L COL COL COL COL CO L PLR PLR MAR Q U I S S I G N EV EV EP N L EPNL ETCP PROPERTY LINE BA Y 1 BA Y 2 BA Y 3 BAY 4 BAY 5 BAY 6 -3 4 " W E L L -48" WELL -24" WELL -4 8 " W E L L -34" WELL LOADING DOCK - OUTGOING STORAGE LOADING DOCK - INCOMING RECEIVING SHIPPING SHIPPING STAIR MENS WOMENS EQUIP ELEV STOR ELEC STAIR WOMENS WOMENS MENS STAIR ELEC WOMENS MENS IDF STAIR ELEC ELEV MECH MDF MENS WOMENS ELEC JAN STAIR ELEC MECH SHOWER SHOWER COMPRESSOR ROOM S CONF STORAGE MECH TRASH ROOM JAN EXTERIOR PATIO LOADING DOCK - OUTGOING WELLNESS SECURITY HUB LOCKER ROOM B.O.H PANTRY IDF SECURITY SAFE SECURE ROOM/VAULT STORAGE / WORKROOM IT WORKROOM MOTHERS ROOM OFFICEOFFICEOFFICEOFFICE STORAGE - IT STORAGE OFFICE OFFICE MENS ELEV ELEV FACILITIES STORAGE EMPLOYEE ENTRANCE STAIR OPEN OFFICE DINING HALL DINING HALL OPEN OFFICE LOADING DOCK - INCOMING STORAGE CONCIERGE DEALER LOBBY SECURE GARBAGE SORT SUPPORT M CONF M CONF S CONF S CONF GNRRACCOUNT HOLDS PANTRY CORRIDOR STORAGE UPS S CONF RECEIVING MAIN ENTRANCE S CONF S CONF WAREHOUSE JAN MACH RM S CONF PANTRY WORKROOMSTOR STORAGE - IT STORAGE - SALES OPEN OFFICE SUPPORT STORAGE IDF STORAGE - FINANCE STORAGE S CONF UNISEX L CONF WOMENS MENS BOH PANTRY OPEN OFFICE BREAK ROOM RECEPTION BLDG STOR OPEN OFFICE OFFICE OFFICE OFFICE OFFICE M CONF OPEN OFFICE M CONF OFFICE IBC Complaint Stairs/Crossover Refer to 25-1008 (Collectors.com) Dtls R0.1 06-10-25 for Stamped Drawings 2" Tall Barrier For Cane Detection - Both Sides 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s MA R K : B - 1 3 5 FO : 1 7 A 6 4 4 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2. 5 " MA R K : B - 1 3 0 FO : 1 7 A 6 4 5 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2. 5 " MARK: B-120 FO: 17A641 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: 6.5" MARK: A-110 FO: 17A633 TYPE: 190-E24EZ SPD: 85 FPM SG: 6" ADJ. MARK: B-100 FO: 17A637 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: B-105 FO: 17A638 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-100 FO: 17A631 TYPE: SBI MTR: 1 HP SPD: 85 FPM SG: 6" ADJ. MARK: A-300 FO: 17A635 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW MARK: A-400 FO: 17A636 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 2'-6" EL 1 ' - 4 " EL 1 ' - 3 " MA R K : B - 1 4 0 FO : 1 7 A 6 4 6 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2. 5 " MARK: A-105 FO: 17A632 TYPE: E24CT SPD: 85 FPM SG: 6" ADJ. MA R K : B - 1 2 5 FO : 1 7 A 6 4 3 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2 . 5 " MARK: B-110 FO: 17A639 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-200 FO: 17A634 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 4'-3"EL 2'-2" EL 3'-0"→ 2'-3" EL 3 ' - 0 " EL 3 ' - 0 " EL 3'-0" EL 4'-3"EL 2'-2"EL 4'-3"EL 2'-2" EL 1 ' - 4 " MARK: B-115 FO: 17A640 TYPE: SB MTR: 2 HP SPD: 120 FPM SG: 6.5" END STOP / TOP END STOP END STOP END STOP / TOP END STOP / TOP 2" Tall Barrier For Cane Detection - Both Sides 2" Tall Barrier For Cane Detection - Both Sides TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- Building Plan 316932C_P3 316932C JBB LB 1/32" = 1'02 6/15/25 3 E St Andrew Pl S L y o n S t . Gr a n d A v e STREET VIEW - E ST ANDREW PL EMPLOYEE PARKING Main Building Entrace Employee Entrance Path to Workstations Proposed Work Location and Equipment CODE COMPLAINT RESTROOMS EXP. 6/30/2026 06/17/2025 N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO. CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MECHANICAL & PLUMBING ENGINEER STRUCTURAL ENGINEER CIVIL ENGINEER ELECTRICAL ENGINEER CONTRACTOR SECURITY CONSULTANT LOW VOLTAGE CONSULTANT SENTINEL CONSULTING 50 TICE BLVD, SUITE A15 WOODCLIFF LAKE, NJ 07677 888-793-9380 PALADIN TECHNOLOGIES INC. 12742 KNOTT ST GARDEN GROVE, CA 92841 714-940-1783 09/31/23 7/ 2 7 / 2 0 2 3 5 : 1 7 : 4 4 P M Au t o d e s k D o c s : / / C o l l e c t o r s - s n a 1 6 0 0 p h 2 / s n a 1 6 0 0 p h 2 . rv t 22015 G0.21 sna1600ph2 1600 E ST ANDREW PLACE SANTA ANA, CA 92705 Approver EXISTING SITE ENLARGEMENTS Collectors CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 858-228-4150 INSIGHT STRUCTURAL 855 NORTH DOUGLAS STREET, FIRST FLOOR EL SEGUNDO, CA 90245 310-640-0123 KPFF 140 NEWPORT CENTER DRIVE, SUITE 100 NEWPORT BEACH, CA 92660 949-478-8800 RB CONSULTING ENGINEERS 1044 PIONEER WAY, SUITE E EL CAJON, CA 92020 619-334-6020 RAM CONSTRUCTION 20 EXECUTIVE PARK, SUITE 250 IRVINE, CA 92614 949-418-7688 FOR REFERENCE ONLY ISSUE RECORD ∆ DATE REASON FOR ISSUE BY 3 2023-0615 ADDENDUM 3 SJ FE C FE C FE C FEC FEC FEC FE C FE C FE C FEC H.9 I.9 J.9 K.9 L.9 M.9 N.9 5.5 4.25 33 1.75 G.9F.9E.9 E E D D B B A A A.7 C.1 F G H I J K L 0.50.5 1 2 4 5 6 7 8 9 1010 11 12 13 14 15 1616 1717 14.8 13.5 12.1 C C 1079 OPEN OFFICE ST-04 STAIR RR-16 MENS RR-17 WOMENS 1049 STORAGE VC-03 ELEV 1047 STORAGE 1048 ELEC / IDF ST-06 STAIR RR-19 WOMENS RR-15 WOMENS RR-14 MENS ST-03 STAIR 1069 ELEC RR-13 WOMENS RR-12 MENS 1076 IDF ST-02 STAIR 1078 ELEC VC-02 ELEV 1074 MACHINE ROOM 1075 MDF RR-10 MENS RR-11 WOMENS 1024 ELEC 1023 JAN ST-01 STAIR 1021 MOTHER'S ROOM 1020 STORAGE 1064 SHOWER 1063 SHOWER 1066 STORAGE 1056 S CONF 1065 STORAGE 1029 TRASH ROOM 1028 HALLWAY 00 OPEN OFFICE 1077 STORAGE 1017 STORAGE 1013 IT WORKROOM 1045 STORAGE 1043 OFFICE 1070 LOADING DOCK VC-01 ELEV 1051 ENTRY LOBBY 1080 STORAGE 1061 WELLNESS 1031 DINING HALL 1042 PANTRY STORAGE 1044 STORAGE 1007 OPEN OFFICE 1003 OFFICE 1006 OFFICE 1005 OFFICE 1004 OFFICE 1016 STORAGE - IT 1015 STORAGE 1009 OFFICE 1008 OFFICE RR-18 MENS VC-04 ELEV 1027 CORRIDOR 1041 ENTRY LOBBY 1062 STORAGE 1033 DINING HALL 1071 JAN 1032 HALLWAY 1046 HALLWAY 1206 DEALER LOBBY 1202 OFFICE 1201 STORAGE 1210 ELEV MACHINE 1207 LOADING DOCK 1208 TRASH ROOM 1219 JAN 1211 MECH 1212 ELEC 1213 IDF 1068 STORAGE 1035 MACHINE ROOM 1038 UNISEX TOILET 1036 OPEN OFFICE 1037 PANTRY 1052 PANTRY EQ 3'-0" CLR EQ EQ 1209 OPEN OFFICE 30 ' - 0 " 3 0 ' - 0 " 3 0 ' - 0 " 3 0 ' - 0 " 32' - 0" 32' - 0" 32' - 0" 24' - 0" 21' - 4" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 12 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 6 ' - 0 " 1 8 ' - 0 " 2 4 ' - 0 " 2 4 ' - 0 " 2 1 ' - 4 " 2 7 ' - 2 " 2 3 ' - 6 " 21' - 6" 10' - 6" 32' - 0" 3' - 8" 28' - 4" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 30 ' - 0 " 3 0 ' - 0 " 3 0 ' - 0 " 3 0 ' - 6 " 2 3 ' - 6 " 1012 M CONF 1011 M CONF 1002 S CONF 1010 S CONF 1014 S CONF 1214 S CONF 1054 S CONF 1055 S CONF 67'-3" 20 ' - 6 " 4 85'-5" 90'-0"4 4 4 (1/3 DIAGONAL = 43'-5") 130' - 3" (43' - 5" EXIT SEPARATION REQ'D) 45' - 8" EXIT SEPARATION PROVIDED 4 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 268 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 40.2" WIDTH PROVIDED: 72" DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 16 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 2.4" WIDTH PROVIDED: 72" A-3 MAIN EXIT, EXIT #1 (PER 1030.2) DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 310 (620 * 0.5, NOT LESS THAN 1/2 OF OCC LOAD PER 1030.2) OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 46.5" WIDTH PROVIDED: 72" DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 89 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 17.8" WIDTH PROVIDED: 72" 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 89 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 17.8" WIDTH PROVIDED: 32" 7 4 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 309 OCCUPANT CAPACITY: 960 WIDTH REQUIRED: 61.8" WIDTH PROVIDED: 144" 7 1062B STORAGE 7 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 46 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 6.9" WIDTH PROVIDED: 32" 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 60 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 9" WIDTH PROVIDED: 32" DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 53 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 8" WIDTH PROVIDED: 32" DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD:16 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 2.4" WIDTH PROVIDED: 32" 5 PH PH PH DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 53 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 8" WIDTH PROVIDED: 32" TOTAL A-3 OCCUPANT LOAD = 620 TOTAL REQUIRED EGRESS CAPACITY = 92.8" (620 * 0.15") REQUIRED EXITS = 3 5 4 5 CUMULATIVE OCCUPANT LOAD: 91 NUMBER OF EXITS: 2 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 60 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 9" WIDTH PROVIDED: 72" 7 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 16 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 2.4" WIDTH PROVIDED: 72" 5 5 CUMULATIVE OCCUPANT LOAD: 177 NUMBER OF EXITS: 2 CUMULATIVE OCCUPANT LOAD: 309 NUMBER OF EXITS: 2 CUMULATIVE OCCUPANT LOAD: 32 NUMBER OF EXITS: 2 5 7 7 A162 A162 A162 A164 A162 A162 A162 7 5 5 7 5 A162 5 5 5 276'-9" EXIT ACCESS TRAVEL DISTANCE 5 170'-4" EXIT ACCESS TRAVEL DISTANCE 5 WO R K S T A T I O N 5' - 0 " AISLE 8' - 0" CLR A-3 5A-3 5 A-3 5 AISLE 6' - 4" CLR AISLE 6' - 0" CLR 5 (1/3 DIAGONAL = 52' - 11") 158' - 7" TOTAL DIAGONAL DISTANCE (52' - 11 " EXIT SEPARATION REQ'D) 89 ' - 11" EXIT SEPARATION PROVIDED A1627 5 A-3 ADDITIONAL MEANS OF EGRESS, EXIT #2, 1-HR-RATED CORRIDOR (PER 1030.3) DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 155 (A-3) + 60 (B) = 215 (A = 620 * 0.5 * 0.5), NOT LESS THAN 1/2 OF ADD'L MEANS OF EGRESS, PER 1030.2 & 1030.3) OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 32.3" WIDTH PROVIDED: 72" A-3 ADDITIONAL MEANS OF EGRESS, EXIT #3 (PER 1030.3) DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 155 (A = 620 * 0.5 * 0.5), NOT LESS THAN 1/2 OF ADD'L MEANS OF EGRESS, PER 1030.2 & 1030.3) OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 23.3" WIDTH PROVIDED: 72" 5 231'-6" EXIT ACCESS TRAVEL DISTANCE 29' - 0" 44' - 2"5 SHALL NOT EXCEED 50 FEET, PER 1020.5.2 5 5 1221 OPEN OFFICE 1220 OPEN OFFICE PH PH PH DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 162 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 24.3" WIDTH PROVIDED: 72" 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 96 OCCUPANT CAPACITY: 480 WIDTH REQUIRED: 19.2" WIDTH PROVIDED: 72" PH PH 14' - 0"11' - 0" 9' - 8" 8' - 10" 5 5 5 5 5 5 5 5 PH 5 PH5 PH PH 5 5 5 5 PH PH PH 5 PH 5 PH 5 A170 7 A164 A164 (1/3 DIAGONAL = 135' - 3") 405' - 9" TOTAL DIAGONAL DISTANCE (135' - 3" EXIT SEPARATION REQ'D) 192' - 0" EXIT SEPARATION PROVIDED 7 7 A1647 7 A164 EXIT EXITEXIT ROUTE 7 A164 EXIT ROUTE A164 7 EXIT ROUTEA164 7 EXIT ROUTE A164 7 EXIT ROUTE EXIT EXIT EXIT EXIT A162 EXIT EXIT ROUTE EXIT ROUTE EXIT ROUTE A164 7 EXIT EXIT EXIT ROUTE EXIT ROUTE 7 7 7 1222 OPEN OFFICE 1081 STORAGE 1082 OPEN OFFICE 7 5 AREA NOT IN CONTRACT (N.I.C.) FIRE EXTINGUISHER CABINET EXIT SIGN DIRECTION OF EGRESS TRAVEL PATH OF EGRESS TRAVEL 1 HR RATED PARTITION WAREHOUSE, S-1 - ACCESSORY OCCUPANCY ASSEMBLY, A-3 ACCESSORY OCCUPANCY 2 HR RATED PARTITION OFFICE, B - CONCENTRATED (50 OLF) COMMON PATH OF EGRESS TRAVEL (MAX. 100' PER 1006.2.1) PH INDICATES PANIC HARDWARE 4 5 4 EXIT ACCESS TRAVEL DISTANCE (MAX. 300' PER 1017.2) 5 OFFICE, B - STANDARD (150 OLF) 7 STORAGE 1. PER CBC SECTION 713.2 & 713.4, SHAFT ENCLOSURES SHALL BE CONSTRUCTED AS FIRE BARRIERS IN ACCORDANCE WITH SECTION 707 OR HORIZONTAL ASSEMBLIES IN ACCORDANCE WITH SECTION 711, OR BOTH. 2. PER CBC TABLE 508.3, WHERE A-3 OCCUPANCY IS ACCESSORY TO PRIMARY B-OCCUPANCY NO SEPARATION IS REQUIRED. 3. PROVIDE TACTILE EXIT SIGNAGE PER CBC 1013.4 AND 11B-703 WHERE NEW EXITS, EXIT ACCESS, ETC OCCUR. VERIFY IN FIELD WHERE EXISTING. SEE DETAIL 4/A7.40 FOR EXIT SIGNAGE DETAIL. N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO.CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MECHANICAL & PLUMBING ENGINEER STRUCTURAL ENGINEER CIVIL ENGINEER ELECTRICAL ENGINEER CONTRACTOR SECURITY CONSULTANT LOW VOLTAGE CONSULTANT SENTINEL CONSULTING 50 TICE BLVD, SUITE A15 WOODCLIFF LAKE, NJ 07677 888-793-9380 PALADIN TECHNOLOGIES INC. 12742 KNOTT ST GARDEN GROVE, CA 92841 714-940-1783 09/31/23 20 2 3 - 0 8 - 1 5 1 4 : 4 2 : 2 7 Au t o d e s k D o c s : / / C o l l e c t o r s - s n a 1 6 0 0 p h 2 / s n a 1 6 0 0 p h 2 . rv t As indicated22015 G1.01 sna1600ph2 1600 E ST ANDREW PLACE SANTA ANA, CA 92705 Approver LEVEL 01 -EXITING AND OCCUPANCY Collectors CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 858-228-4150 INSIGHT STRUCTURAL 855 NORTH DOUGLAS STREET, FIRST FLOOR EL SEGUNDO, CA 90245 310-640-0123 KPFF 140 NEWPORT CENTER DRIVE, SUITE 100 NEWPORT BEACH, CA 92660 949-478-8800 RB CONSULTING ENGINEERS 1044 PIONEER WAY, SUITE E EL CAJON, CA 92020 619-334-6020 RAM CONSTRUCTION 20 EXECUTIVE PARK, SUITE 250 IRVINE, CA 92614 949-418-7688 SHEET NOTES PLUMBING FIXTURE CALCULATIONS 1/16" = 1'-0"1LEVEL 01 - PLAN, EXITING & OCCUPANCY NUM NAME SF FACTOR OCCs 1002 S CONF 61 SF 15 SF 5.0 1003 OFFICE 111 SF 150 SF 1.0 1004 OFFICE 108 SF 150 SF 1.0 1005 OFFICE 111 SF 150 SF 1.0 1006 OFFICE 111 SF 150 SF 1.0 1007 OPEN OFFICE 3429 SF 50 SF 69.0 1008 OFFICE 111 SF 150 SF 1.0 1009 OFFICE 109 SF 150 SF 1.0 1010 S CONF 129 SF 15 SF 9.0 1011 M CONF 195 SF 15 SF 13.0 1012 M CONF 195 SF 15 SF 13.0 1013 IT WORKROOM 445 SF 150 SF 3.0 1014 S CONF 80 SF 15 SF 6.0 1015 STORAGE 109 SF 300 SF 1.0 1016 STORAGE - IT 232 SF 300 SF 1.0 1017 STORAGE 452 SF 300 SF 2.0 1020 STORAGE 364 SF 300 SF 2.0 1021 MOTHER'S ROOM 80 SF 300 SF 1.0 1022 MECH 21 SF 300 SF 1.0 1023 JAN 120 SF 300 SF 1.0 1024 ELEC 204 SF 300 SF 1.0 1027 CORRIDOR 639 SF 0 SF 1028 HALLWAY 187 SF 0 SF 1029 TRASH ROOM 402 SF 300 SF 2.0 1031 DINING HALL 4491 SF 15 SF 300.0 1032 HALLWAY 724 SF 15 SF 49.0 1033 DINING HALL 2147 SF 15 SF 144.0 1035 MACHINE ROOM 55 SF 300 SF 1.0 1036 OPEN OFFICE 761 SF 150 SF 6.0 1037 PANTRY 737 SF 15 SF 50.0 1038 UNISEX TOILET 62 SF 150 SF 1.0 1041 ENTRY LOBBY 561 SF 150 SF 4.0 1042 PANTRY STORAGE 859 SF 300 SF 3.0 1043 OFFICE 474 SF 150 SF 4.0 1044 STORAGE 157 SF 300 SF 1.0 1045 STORAGE 1896 SF 150 SF 13.0 1046 HALLWAY 2378 SF 0 SF 1047 STORAGE 63 SF 300 SF 1.0 1048 ELEC / IDF 265 SF 300 SF 1.0 1049 STORAGE 64 SF 300 SF 1.0 1050 ENTRY LOBBY 452 SF 150 SF 4.0 1051 ENTRY LOBBY 1997 SF 150 SF 14.0 1052 PANTRY 1152 SF 15 SF 77.0 1054 S CONF 131 SF 15 SF 9.0 1055 S CONF 105 SF 15 SF 8.0 1056 S CONF 105 SF 15 SF 8.0 1061 WELLNESS 91 SF 150 SF 1.0 1062 STORAGE 143 SF 300 SF 1.0 1062B STORAGE 254 SF 300 SF 1.0 1062C HALLWAY 1300 SF 0 SF 1063 SHOWER 129 SF 0 SF 1064 SHOWER 146 SF 0 SF 1065 STORAGE 18 SF 300 SF 1.0 1066 STORAGE 744 SF 300 SF 3.0 1068 STORAGE 2724 SF 300 SF 10.0 1069 ELEC 90 SF 300 SF 1.0 1070 LOADING DOCK 4712 SF 300 SF 16.0 1071 JAN 40 SF 300 SF 1.0 1074 MACHINE ROOM 44 SF 300 SF 1.0 1075 MDF 207 SF 300 SF 1.0 1076 IDF 103 SF 300 SF 1.0 1077 STORAGE 23 SF 300 SF 1.0 1078 ELEC 71 SF 300 SF 1.0 1079 OPEN OFFICE 6322 SF 150 SF 43.0 1080 STORAGE 970 SF 300 SF 4.0 1081 STORAGE 1367 SF 300 SF 5.0 1082 OPEN OFFICE 1753 SF 50 SF 36.0 1201 STORAGE 229 SF 300 SF 1.0 1202 OFFICE 412 SF 150 SF 3.0 1206 DEALER LOBBY 816 SF 150 SF 6.0 1207 LOADING DOCK 2220 SF 300 SF 8.0 1208 TRASH ROOM 1002 SF 300 SF 4.0 1209 OPEN OFFICE 10439 SF 150 SF 70.0 1210 ELEV MACHINE 62 SF 300 SF 1.0 1211 MECH 24 SF 300 SF 1.0 1212 ELEC 58 SF 300 SF 1.0 1213 IDF 148 SF 300 SF 1.0 1214 S CONF 92 SF 15 SF 7.0 1219 JAN 42 SF 300 SF 1.0 1220 OPEN OFFICE 1420 SF 50 SF 29.0 1221 OPEN OFFICE 1458 SF 50 SF 30.0 1222 OPEN OFFICE 1204 SF 50 SF 25.0 RR-10 MENS 247 SF 0 SF RR-11 WOMENS 273 SF 0 SF RR-12 MENS 175 SF 0 SF RR-13 WOMENS 168 SF 0 SF RR-14 MENS 216 SF 0 SF RR-15 WOMENS 340 SF 0 SF RR-16 MENS 108 SF 0 SF RR-17 WOMENS 95 SF 0 SF RR-18 MENS 182 SF 0 SF RR-19 WOMENS 184 SF 0 SF Grand total 70507 SF 1151.0 TOTAL OCCUPANTS: EXITS REQUIRED: EXITS PROVIDED: LONGEST DIAGONAL: 1/3 LONGEST DIAGONAL: EXIT SEPARATION PROVIDED: 1,151 4 7 405' - 9" 135' - 3" 182' - 5" AT NEAREST EXITS LEGEND 4 OCCUPANCY SCHEDULE & CALCULATIONS KEYNOTES A162 “EXIT” SIGN TO BE PROVIDED PER SECTION 1013.4. REFER TO DETAIL 4/A7.40 FOR VISUAL CHARACTER, RAISED CHARACTER AND BRAILLE GRAPHIC REQUIREMENTS. A164 “EXIT ROUTE” SIGNAGE TO BE PROVIDED PER SECTION 1013.4. REFER TO DETAIL 12/A7.40 FOR VISUAL CHARACTER, RAISED CHARACTER AND BRAILLE GRAPHIC REQUIREMENTS. A170 PRIOR TO OCCUPANCY, DOORS EXITING INTERIOR SPACE TO EXTERIOR PATIO EX-01 ARE TO HAVE LEVER HARDWARE REMOVED AND BE PERMANENTLY LOCKED TO AVOID BEING MISTAKEN AS BUILDING EXITS. 5 ISSUE RECORD ∆ DATE REASON FOR ISSUE BY 2023-0407 ISSUE FOR PERMIT SJ 3 2023-0615 ADDENDUM 3 SJ 4 2023-0615 ISSUE FOR PLAN CHECK RESUBMITTAL 1 SJ 5 2023-0717 ISSUE FOR PLAN CHECK RESUBMITTAL 2 SJ 7 2023-0726 ISSUE FOR PLAN CHECK RESUBMITTAL 3 SJ 5 5 PER TABLE 422.1, 2022 CALIFORNIA PLUMBING CODE TOTAL OCCUPANTS = 50% WOMEN = 50% MEN = 620 310 310 REQUIRED WATER CLOSETS WOMEN = MEN = 8 3+3 URINALS PROVIDED WATER CLOSETS WOMEN = MEN = 19 7+6 URINALS REQUIRED LAVATORIES WOMEN = MEN = 4 2 PROVIDED LAVATORIES WOMEN = MEN = 19 16 REQUIRED DRINKING FOUNTAINS & WATER DISPENSERS 7QTY = PROVIDED DRINKING FOUNTAINS & WATER DISPENSERS 7QTY = A-3 / ASSEMBLY OCCUPANCY TOTAL OCCUPANTS = 50% WOMEN = 50% MEN = 456 228 228 REQUIRED WATER CLOSETS WOMEN = MEN = 11 4+3 URINALS REQUIRED LAVATORIES WOMEN = MEN = 5 4 B / OFFICE OCCUPANCY 5 7 7 7 7 FEC FEC FEC FE C FEC FEC FEC FEC FE C FEC FE C FEC FEC FE C FEC AREA NOT IN CONTRACT (N.I.C.) FIRE EXTINGUISHER CABINET EXIT SIGN DIRECTION OF EGRESS TRAVEL PATH OF EGRESS TRAVEL 1 HR RATED PARTITION WAREHOUSE, S-1 - ACCESSORY OCCUPANCY ASSEMBLY, A-3 ACCESSORY OCCUPANCY 2 HR RATED PARTITION OFFICE, B - CONCENTRATED (50 OLF) COMMON PATH OF EGRESS TRAVEL (MAX. 100' PER 1006.2.1) PH INDICATES PANIC HARDWARE 4 5 4 EXIT ACCESS TRAVEL DISTANCE (MAX. 300' PER 1017.2) 5 OFFICE, B - STANDARD (150 OLF) 7 STORAGE H.9 I.9 J.9 K.9 L.9 M.9 N.9 5.5 4.25 33 1.75 G.9F.9E.9 E E D D B B A A A.7 C.1 F G H I J K L 0.50.5 1 2 4 5 6 7 8 9 1010 11 12 13 14 15 1616 1717 14.8 13.5 12.1 C C (1/3 DIAGONAL = 136' - 1") 408' - 2" TOTAL DIAGONAL DISTANCE 2045 ELEC2048 IDF RR-25 WOMENS RR-24 MENS 2044 JAN RR-29 WOMENS RR-28 MENS 2064 IDF RR-23 WOMENS RR-22 MENS 2020B IDF 2020 ELEC RR-20 MENS RR-21 WOMENS 2013 ELEC 2012 JAN 2040 MECH 2053 OPEN OFFICE 2070C OPEN OFFICE 2059 PANTRY 2038 OFFICE 2063 ELEC 2047 VEST 2006 PANTRY 2017 UNISEX TOILET 2061 JAN 2027 OFFICE 2026 OFFICE 2025 OFFICE 2024 PRIV OFFICE 2023 PRIV OFFICE 2022 PRIV OFFICE 2021 PRIV OFFICE 2001A OPEN OFFICE 2051 OFFICE 2050 OFFICE 2010 HALLWAY 2016 UNISEX TOILET 2049 OPEN OFFICE 2036 OPEN OFFICE 2062 PANTRY 2033C OPEN OFFICE 2054 OPEN OFFICE 2069 S CONF 2068 OFFICE 2067 OFFICE 2011 HALLWAY 2030 JAN 2031 STORAGE 2018 UNISEX TOILET 2052 OFFICE 2060 STORAGE 2009 TRAINING ST-01 STAIR VC-03 ELEV VC-02 ELEV VC-01 ELEV ST-02 STAIR ST-03 STAIR ST-05 STAIR ST-04 STAIR ST-06 STAIR VC-04 ELEV 32' - 0" 32' - 0" 32' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 12' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 6' - 0" 18' - 0" 24' - 0" 24' - 0" 21' - 4" 27' - 2" 23' - 6" 30' - 0" 30' - 0" 30' - 0" 30' - 6" 23' - 6" 30' - 0" 30' - 0" 30' - 0" 30' - 0" 32' - 0" 32' - 0" 32' - 0" 24' - 0" 21' - 4" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 1053 STORAGE 2070 OPEN OFFICE 2041 OPEN OFFICE 2032C OPEN OFFICE 2000 STORAGE 2033 OPEN OFFICE 2041C OPEN OFFICE 2007 L CONF 2008 TRAINING 2005 M CONF 2004 M CONF 2003 OFFICE 2002 OFFICE 2029 OFFICE 2028 OFFICE 2037 S CONF 2056 S CONF 2057 S CONF 4 4 " 4 9 " 93'-0" 4 5 STAIR(0.2 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 231 OCCUPANT CAPACITY: 246 WIDTH REQUIRED: 46.2" WIDTH PROVIDED: 49.2" STAIR (0.2 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 209 OCCUPANT CAPACITY: 220 WIDTH REQUIRED: 41.8" WIDTH PROVIDED: 44" STAIR (0.2 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 211 OCCUPANT CAPACITY: 245 WIDTH REQUIRED: 42.2" WIDTH PROVIDED: 49" STAIR (0.2 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 229 OCCUPANT CAPACITY: 255 WIDTH REQUIRED: 45.8" WIDTH PROVIDED: 51" STAIR (0.2 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 170 OCCUPANT CAPACITY: 220 WIDTH REQUIRED: 34" WIDTH PROVIDED: 44" DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 74 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 11.1" WIDTH PROVIDED: 48" DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 74 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 11.1" WIDTH PROVIDED: 48" 7 7 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 43 OCCUPANT CAPACITY: 160 WIDTH REQUIRED: 6.5" WIDTH PROVIDED: 32" 5 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 26 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 3.9" WIDTH PROVIDED: 48" OFFICE CONCENTRATED LOAD (50 OLF) = 127 OFFICE STANDARD LOAD (150 OLF) = 27 STORAGE (300 OLF)= 12 ASSEMBLY (15 OLF) = 56 TOTAL CUMULATIVE OCCUPANT LOAD = 222 NUMBER OF EXITS = 3 7 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 48 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 7.2" WIDTH PROVIDED: 48" DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 48 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 7.2" WIDTH PROVIDED: 48" DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 64 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 9.6" WIDTH PROVIDED: 48" 5 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 43 OCCUPANT CAPACITY: 160 WIDTH REQUIRED: 6.5" WIDTH PROVIDED: 32" 7 7 7 5 7 A-3 5 A-3 5 2019 HALLWAY A163 7 A163 A163 7 A1637 A163 7 A164 A164 5 2034 HALLWAY 2034 HALLWAY 2071 HALLWAY 153'-0" EXIT ACCESS TRAVEL DISTANCE 5 279'-10" EXIT ACCESS TRAVEL DISTANCE 5 A154 5 A-3 A-3 A-35 55 5 PH5 PH PH PH 5 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 22 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 3.3" WIDTH PROVIDED: 32"5 DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 22 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 3.3" WIDTH PROVIDED: 32" PH 5 51" 49 1/4" 44" 5 5 5 A154 (REQ'D MIN = 136' - 1") 286' - 5" EXIT SEPARATION PROVIDED EXIT ROUTE EXIT ROUTE EXIT ROUTE EXIT ROUTE EXIT ROUTE EXIT ROUTE EXIT ROUTE EXIT ROUTE EXIT STAIR DOWN A164 EXIT STAIR DOWN 7 EXIT STAIR DOWN EXIT STAIR DOWN EXIT STAIR DOWN A164 A164 A164 A164 A164 7 77 7 7 2049A OPEN OFFICE OFFICE CONCENTRATED LOAD (50 OLF) = 126 OFFICE STANDARD LOAD (150 OLF) = 38 STORAGE (300 OLF)= 21 ASSEMBLY (15 OLF) = 7 TOTAL CUMULATIVE OCCUPANT LOAD = 192 NUMBER OF EXITS = 4 7 2035S STORAGE 2032 OPEN OFFICE DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 121 OCCUPANT CAPACITY: 226 WIDTH REQUIRED: 18.2" WIDTH PROVIDED: 34" 2001 OPEN OFFICE OFFICE CONCENTRATED LOAD = 69 OFFICE STANDARD LOAD = 32 TOTAL CUMULATIVE OCCUPANT LOAD = 101 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 170 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 25.5" WIDTH PROVIDED: 32" 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 209 OCCUPANT CAPACITY: 214 WIDTH REQUIRED: 31.4" WIDTH PROVIDED: 32" 7 OFFICE CONCENTRATED LOAD = 96 7 2054S STORAGE 2070S STORAGE (1/3 DIAGONAL = 82' - 6") 247' - 6" TOTAL DIAGONAL DISTANCE (REQ'D MIN = 82' - 6") 97' - 1" EXIT SEPARATION PROVIDED +16 (1/3 DIAGONAL = 59' - 1") 177' - 3" TOTAL DIAGONAL DISTANCE (REQ'D MIN = 59' - 1") 117' - 3" EXIT SEPARATION PROVIDED DOOR (0.15 LOAD FACTOR) OCCUPANT LOAD: 74 OCCUPANT CAPACITY: 320 WIDTH REQUIRED: 11.1" WIDTH PROVIDED: 48" OFFICE CONCENTRATED LOAD (50 OLF) = 78 OFFICE STANDARD LOAD (150 OLF) = 60 STORAGE (300 OLF)= 4 ASSEMBLY (15 OLF) = 74 TOTAL CUMULATIVE OCCUPANT LOAD = 216 NUMBER OF EXITS = 2 49" STAIR (0.2 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 108 OCCUPANT CAPACITY: 245 WIDTH REQUIRED: 21.6" WIDTH PROVIDED: 49" 7 DOOR (0.15 LOAD FACTOR) CUMULATIVE OCCUPANT LOAD: 108 OCCUPANT CAPACITY: 226 WIDTH REQUIRED: 16.2" WIDTH PROVIDED: 34" BOUNDARY OF EXISTING TENANT SUITE NOT IN CONTRACT 7 2041S STORAGE 2033S STORAGE OCCUPANT LOAD = 55 7 TOTAL CUMULATIVE OCCUPANT LOAD = 85 7 7 OCCUPANT LOAD = 44 7 OCCUPANT LOAD = 27 7 OCCUPANT LOAD = 36 7 254'-2" EXIT ACCESS TRAVEL DISTANCE 7 1. PER CBC SECTION 713.2 & 713.4, SHAFT ENCLOSURES SHALL BE CONSTRUCTED AS FIRE BARRIERS IN ACCORDANCE WITH SECTION 707 OR HORIZONTAL ASSEMBLIES IN ACCORDANCE WITH SECTION 711, OR BOTH. 2. PER CBC TABLE 508.3, WHERE A-3 OCCUPANCY IS ACCESSORY TO PRIMARY B-OCCUPANCY NO SEPARATION IS REQUIRED. 3. PROVIDE TACTILE EXIT SIGNAGE PER CBC 1013.4 AND 11B-703 WHERE NEW EXITS, EXIT ACCESS, ETC OCCUR. VERIFY IN FIELD WHERE EXISTING. SEE DETAIL 4/A7.40 FOR EXIT SIGNAGE DETAIL. N ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED, OR DISCLOSED WITHOUT WRITTEN CONSENT OF ARCHITECT. COPYRIGHTED. PROJECT NO. CHECKED BY SHEET NO. SCALE @ ARCH E1 SHEET NAME CLIENT NAME ARCHITECT'S STAMP PROJECT TEAM KEY PLAN MECHANICAL & PLUMBING ENGINEER STRUCTURAL ENGINEER CIVIL ENGINEER ELECTRICAL ENGINEER CONTRACTOR SECURITY CONSULTANT LOW VOLTAGE CONSULTANT SENTINEL CONSULTING 50 TICE BLVD, SUITE A15 WOODCLIFF LAKE, NJ 07677 888-793-9380 PALADIN TECHNOLOGIES INC. 12742 KNOTT ST GARDEN GROVE, CA 92841 714-940-1783 09/31/23 20 2 3 - 0 8 - 1 5 1 4 : 4 3 : 1 0 Au t o d e s k D o c s : / / C o l l e c t o r s - s n a 1 6 0 0 p h 2 / s n a 1 6 0 0 p h 2 . rv t As indicated22015 G1.02 sna1600ph2 1600 E ST ANDREW PLACE SANTA ANA, CA 92705 Approver LEVEL 02 -EXITING AND OCCUPANCY Collectors CGK CONSULTING, INC. 13125 DANIELSON STREET, SUITE 101 POWAY, CA 92064 858-228-4150 INSIGHT STRUCTURAL 855 NORTH DOUGLAS STREET, FIRST FLOOR EL SEGUNDO, CA 90245 310-640-0123 KPFF 140 NEWPORT CENTER DRIVE, SUITE 100 NEWPORT BEACH, CA 92660 949-478-8800 RB CONSULTING ENGINEERS 1044 PIONEER WAY, SUITE E EL CAJON, CA 92020 619-334-6020 RAM CONSTRUCTION 20 EXECUTIVE PARK, SUITE 250 IRVINE, CA 92614 949-418-7688 PLUMBING FIXTURE CALCULATIONS TOTAL OCCUPANTS: EXITS REQUIRED: EXITS PROVIDED: LONGEST DIAGONAL: 1/3 LONGEST DIAGONAL: EXIT SEPARATION PROVIDED: 971 3 5 408' - 2" 136' - 1" 286' - 5" PER TABLE 422.1, 2022 CALIFORNIA PLUMBING CODE TOTAL OCCUPANTS = 50% WOMEN = 50% MEN = 200 100 100 REQUIRED WATER CLOSETS WOMEN = MEN = 3 1+1 URINALS PROVIDED WATER CLOSETS WOMEN = MEN = 21 11+8 URINALS REQUIRED LAVATORIES WOMEN = MEN = 1 1 PROVIDED LAVATORIES WOMEN = MEN = 12 12 NUM NAME SF FACTOR OCCs 1053 STORAGE 1341 SF 300 SF 5.0 2000 STORAGE 1195 SF 300 SF 4.0 2001 OPEN OFFICE 1582 SF 150 SF 11.0 2001A OPEN OFFICE 3438 SF 50 SF 69.0 2002 OFFICE 135 SF 150 SF 1.0 2003 OFFICE 139 SF 150 SF 1.0 2004 M CONF 180 SF 15 SF 13.0 2005 M CONF 183 SF 15 SF 13.0 2006 PANTRY 819 SF 15 SF 55.0 2007 L CONF 535 SF 15 SF 36.0 2008 TRAINING 536 SF 20 SF 27.0 2009 TRAINING 879 SF 20 SF 44.0 2010 HALLWAY 663 SF 0 SF 2011 HALLWAY 82 SF 0 SF 2012 JAN 122 SF 300 SF 1.0 2013 ELEC 207 SF 300 SF 1.0 2016 UNISEX TOILET 76 SF 150 SF 1.0 2017 UNISEX TOILET 65 SF 150 SF 1.0 2018 UNISEX TOILET 65 SF 150 SF 1.0 2019 HALLWAY 2103 SF 0 SF 2020 ELEC 66 SF 300 SF 1.0 2020B IDF 90 SF 300 SF 1.0 2021 PRIV OFFICE 174 SF 150 SF 2.0 2022 PRIV OFFICE 172 SF 150 SF 2.0 2023 PRIV OFFICE 152 SF 150 SF 2.0 2024 PRIV OFFICE 152 SF 150 SF 2.0 2025 OFFICE 98 SF 150 SF 1.0 2026 OFFICE 95 SF 150 SF 1.0 2027 OFFICE 97 SF 150 SF 1.0 2028 OFFICE 136 SF 150 SF 1.0 2029 OFFICE 138 SF 150 SF 1.0 2030 JAN 42 SF 300 SF 1.0 2031 STORAGE 70 SF 300 SF 1.0 2032 OPEN OFFICE 803 SF 150 SF 6.0 2032C OPEN OFFICE 492 SF 50 SF 10.0 2032S STORAGE 361 SF 300 SF 2.0 2033 OPEN OFFICE 3597 SF 150 SF 24.0 2033C OPEN OFFICE 5412 SF 50 SF 109.0 2033S STORAGE 3108 SF 300 SF 11.0 2034 HALLWAY 4090 SF 0 SF 2035S STORAGE 668 SF 300 SF 3.0 2036 OPEN OFFICE 519 SF 50 SF 11.0 2037 S CONF 105 SF 15 SF 7.0 2038 OFFICE 109 SF 150 SF 1.0 2039 HALLWAY 999 SF 0 SF 2040 MECH 65 SF 300 SF 1.0 2041 OPEN OFFICE 2164 SF 150 SF 15.0 2041C OPEN OFFICE 325 SF 50 SF 7.0 2041S STORAGE 1734 SF 300 SF 6.0 2044 JAN 33 SF 300 SF 1.0 2045 ELEC 246 SF 300 SF 1.0 2046 SHAFT 78 SF 0 SF 2047 VEST 128 SF 0 SF 2048 IDF 66 SF 300 SF 1.0 2049 OPEN OFFICE 2664 SF 150 SF 18.0 2049A OPEN OFFICE 464 SF 50 SF 10.0 2050 OFFICE 370 SF 50 SF 8.0 2051 OFFICE 405 SF 50 SF 9.0 2052 OFFICE 134 SF 150 SF 1.0 2053 OPEN OFFICE 1257 SF 50 SF 26.0 2054 OPEN OFFICE 4320 SF 50 SF 87.0 2054S STORAGE 493 SF 50 SF 10.0 2056 S CONF 121 SF 15 SF 9.0 2057 S CONF 107 SF 15 SF 8.0 2059 PANTRY 629 SF 15 SF 42.0 2060 STORAGE 619 SF 300 SF 3.0 2061 JAN 34 SF 300 SF 1.0 2062 PANTRY 713 SF 15 SF 48.0 2063 ELEC 59 SF 300 SF 1.0 2064 IDF 135 SF 300 SF 1.0 2067 OFFICE 124 SF 150 SF 1.0 2068 OFFICE 124 SF 150 SF 1.0 2069 S CONF 117 SF 15 SF 8.0 2070 OPEN OFFICE 3614 SF 150 SF 25.0 2070C OPEN OFFICE 6311 SF 50 SF 127.0 2070S STORAGE 2848 SF 300 SF 10.0 2071 HALLWAY 3018 SF 0 SF RR-20 MENS 259 SF 0 SF RR-21 WOMENS 253 SF 0 SF RR-22 MENS 159 SF 0 SF RR-23 WOMENS 150 SF 0 SF RR-24 MENS 364 SF 0 SF RR-25 WOMENS 478 SF 0 SF RR-28 MENS 157 SF 0 SF RR-29 WOMENS 153 SF 0 SF Grand total 71584 SF 971.0 1/16" = 1'-0"1LEVEL 02 - PLAN, EXITING & OCCUPANCY OCCUPANCY SCHEDULE & CALCULATIONS LEGEND REQUIRED DRINKING FOUNTAINS & WATER DISPENSERS 7QTY = PROVIDED DRINKING FOUNTAINS & WATER DISPENSERS 8QTY = KEYNOTESKEYNOTES A154 PROVIDE OCCUPANCY LOAD SIGNAGE MOUNTED AT 5'-0" AFF. REFER TO DETAIL 12/A7.40 FOR VISUAL CHARACTER, RAISED CHARACTER AND BRAILLE GRAPHIC REQUIREMENTS. A163 “EXIT STAIR DOWN” SIGNAGE TO BE PROVIDED PER SECTION 1013.4. REFER TO DETAIL 11/A7.40 FOR VISUAL CHARACTER, RAISED CHARACTER AND BRAILLE GRAPHIC REQUIREMENTS. A164 “EXIT ROUTE” SIGNAGE TO BE PROVIDED PER SECTION 1013.4. REFER TO DETAIL 12/A7.40 FOR VISUAL CHARACTER, RAISED CHARACTER AND BRAILLE GRAPHIC REQUIREMENTS. 4 4SHEET NOTES ISSUE RECORD ∆ DATE REASON FOR ISSUE BY 2023-0407 ISSUE FOR PERMIT SJ 3 2023-0615 ADDENDUM 3 SJ 4 2023-0615 ISSUE FOR PLAN CHECK RESUBMITTAL 1 SJ 5 2023-0717 ISSUE FOR PLAN CHECK RESUBMITTAL 2 SJ 7 2023-0726 ISSUE FOR PLAN CHECK RESUBMITTAL 3 SJ 5 5 5 A-3 / ASSEMBLY OCCUPANCY TOTAL OCCUPANTS = 50% WOMEN = 50% MEN = 794 397 397 REQUIRED WATER CLOSETS WOMEN = MEN = 11 4+3 URINALS REQUIRED LAVATORIES WOMEN = MEN = 6 5 B / OFFICE OCCUPANCY 5 7 7 7 7 EL 3'-6" TOD 5' IBC Complaint Stairs/Crossover Refer to 25-1008 (Collectors.com) Dtls R0.1 06-10-25 for Stamped Drawings 2" Tall Barrier For Cane Detection - Both Sides 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s MA R K : B - 1 3 5 FO : 1 7 A 6 4 4 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2. 5 " MA R K : B - 1 3 0 FO : 1 7 A 6 4 5 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2. 5 " MARK: B-120 FO: 17A641 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: 6.5" MARK: A-110 FO: 17A633 TYPE: 190-E24EZ SPD: 85 FPM SG: 6" ADJ. MARK: B-100 FO: 17A637 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: B-105 FO: 17A638 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-100 FO: 17A631 TYPE: SBI MTR: 1 HP SPD: 85 FPM SG: 6" ADJ. MARK: A-300 FO: 17A635 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW MARK: A-400 FO: 17A636 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 2'-6" EL 1 ' - 4 " EL 1 ' - 3 " MA R K : B - 1 4 0 FO : 1 7 A 6 4 6 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2. 5 " MARK: A-105 FO: 17A632 TYPE: E24CT SPD: 85 FPM SG: 6" ADJ. MA R K : B - 1 2 5 FO : 1 7 A 6 4 3 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2 . 5 " MARK: B-110 FO: 17A639 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-200 FO: 17A634 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 4'-3"EL 2'-2" EL 3'-0"→ 2'-3" EL 3 ' - 0 " EL 3 ' - 0 " EL 3'-0" EL 4'-3"EL 2'-2"EL 4'-3"EL 2'-2" EL 1 ' - 4 " MARK: B-115 FO: 17A640 TYPE: SB MTR: 2 HP SPD: 120 FPM SG: 6.5" END STOP / TOP END STOP END STOP END STOP / TOP END STOP / TOP 2" Tall Barrier For Cane Detection - Both Sides 2" Tall Barrier For Cane Detection - Both Sides TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- Scope of Work 316932C_P3 316932C JBB LB 3/16" = 1'03 6/15/25 3 R S N 21 4 5 P 3 EXP. 6/30/2026 06/17/2025 96' EL 3'-6" TOD Continued from upstairs egress path Continued to existing egress path 97 ' E X I T A C C E S S TR A V E L D I S T A N C E 5' FE C PLR PLR EP N L EPNL ETCP Existing ceiling at 9ft to be demolished. New ceiling height to be 12ft to accommodate clear height IBC Complaint Stairs/Crossover Refer to 25-1008 (Collectors.com) Dtls R0.1 06-10-25 for Stamped Drawings 6' - 7 7 / 8 " 4'-7 5/8" 7' 2" Tall Barrier For Cane Detection - Both Sides 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s 5'-1 3/8" EL 4'-3" EL 2'-6" EL 1 ' - 4 " EL 1 ' - 3 " EL 4'-3" EL 4'-3"EL 2'-2" EL 3'-0"→ 2'-3" EL 3 ' - 0 " EL 3 ' - 0 " EL 3'-0" EL 4'-3"EL 2'-2"EL 4'-3"EL 2'-2" EL 1 ' - 4 " 2" Tall Barrier For Cane Detection - Both Sides 2" Tall Barrier For Cane Detection - Both Sides 32 ' - 1 1 1 / 2 " 29'-3 1/2" 33 ' - 8 1 / 2 " 16 ' - 9 1 / 2 " 22'-4" 35 ' - 7 " 32 ' - 6 1 / 2 " 32 ' - 6 1 / 2 " 24'23'-3 1/2" 15 6 ' E X I T A C C E S S TR A V E L D I S T A N C E 82 ' C O M M O N P A T H OF T R A V E L 13 1 ' E X I T A C C E S S TR A V E L D I S T A N C E 57 ' C O M M O N P A T H OF T R A V E L 10 7 ' E X I T A C C E S S TR A V E L D I S T A N C E 33 ' C O M M O N P A T H OF T R A V E L TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- Egress 316932C_P3 316932C JBB LB 3/16" = 1'04 6/15/25 3 R S N 21 4 5 P 3 REFER TO ACCESSIBLE PATH OF TRAVEL REFERENCE DRAWINGS & EXITING & OCCUPANCY PLAN FOR ADDITIONAL EGRESS INFORMATION EXP. 6/30/2026 06/17/2025 6'-1 3/4"7'-2 3/4" 7'-8 1/4"1' - 9 3 / 4 " EL 3'-6" TOD 5' IBC Complaint Stairs/Crossover Refer to 25-1008 (Collectors.com) Dtls R0.1 06-10-25 for Stamped Drawings 2" Tall Barrier For Cane Detection - Both Sides 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s MA R K : B - 1 3 5 FO : 1 7 A 6 4 4 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2. 5 " MA R K : B - 1 3 0 FO : 1 7 A 6 4 5 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2. 5 " MARK: B-120 FO: 17A641 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: 6.5" MARK: A-110 FO: 17A633 TYPE: 190-E24EZ SPD: 85 FPM SG: 6" ADJ. MARK: B-100 FO: 17A637 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: B-105 FO: 17A638 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-100 FO: 17A631 TYPE: SBI MTR: 1 HP SPD: 85 FPM SG: 6" ADJ. MARK: A-300 FO: 17A635 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW MARK: A-400 FO: 17A636 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 2'-6" EL 1 ' - 4 " EL 1 ' - 3 " MA R K : B - 1 4 0 FO : 1 7 A 6 4 6 TY P E : 1 3 8 - A C C MT R : 1 H P SP D : 1 2 0 F P M SG : 2. 5 " MARK: A-105 FO: 17A632 TYPE: E24CT SPD: 85 FPM SG: 6" ADJ. MA R K : B - 1 2 5 FO : 1 7 A 6 4 3 TY P E : L R C T MT R : 0 . 5 H P SP D : 1 2 0 F P M SG : 2 . 5 " MARK: B-110 FO: 17A639 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-200 FO: 17A634 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 4'-3"EL 2'-2" EL 3'-0"→ 2'-3" EL 3 ' - 0 " EL 3 ' - 0 " EL 3'-0" EL 4'-3"EL 2'-2"EL 4'-3"EL 2'-2" EL 1 ' - 4 " MARK: B-115 FO: 17A640 TYPE: SB MTR: 2 HP SPD: 120 FPM SG: 6.5" END STOP / TOP END STOP END STOP END STOP / TOP END STOP / TOP 2" Tall Barrier For Cane Detection - Both Sides 2" Tall Barrier For Cane Detection - Both Sides MDPs & Control Panels MDP AMPS CONTROL PANEL #1 TBD 60 CP01 CP# TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- Control Panel Location 316932C_P3 316932C JBB LB 3/16" = 1'07 6/15/25 3 FOR REFERENCE ONLY. REFER TO ELECTRICAL DRAWING FOR SPECIFICS EXP. 6/30/2026 06/17/2025 D0 0 1 A D002 B D0 0 2 C D001 D EL 3'-6" TOD 5' IBC Complaint Stairs/Crossover Refer to 25-1008 (Collectors.com) Dtls R0.1 06-10-25 for Stamped Drawings 2" Tall Barrier For Cane Detection - Both Sides 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s MARK: B-120 FO: 17A641 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: 6.5" MARK: A-110 FO: 17A633 TYPE: 190-E24EZ SPD: 85 FPM SG: 6" ADJ. MARK: B-100 FO: 17A637 TYPE: SB MTR: 1 HP SPD: 120 FPM SG: UHMW MARK: B-105 FO: 17A638 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-100 FO: 17A631 TYPE: SBI MTR: 1 HP SPD: 85 FPM SG: 6" ADJ. MARK: A-300 FO: 17A635 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW MARK: A-400 FO: 17A636 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 2'-6" EL 1 ' - 4 " EL 1 ' - 3 " MARK: A-105 FO: 17A632 TYPE: E24CT SPD: 85 FPM SG: 6" ADJ. MARK: B-110 FO: 17A639 TYPE: SB MTR: 1 HP SPD: 120 FPM SG:UHMW MARK: A-200 FO: 17A634 TYPE: 190-ACC MTR: 1 HP SPD: 80 FPM SG:UHMW EL 4'-3" EL 4'-3"EL 2'-2" EL 3'-0"→ 2'-3" EL 3 ' - 0 " EL 4'-3"EL 2'-2"EL 4'-3"EL 2'-2" EL 1 ' - 4 " MARK: B-115 FO: 17A640 TYPE: SB MTR: 2 HP SPD: 120 FPM SG: 6.5" END STOP / TOP END STOP END STOP / TOP END STOP / TOP 2" Tall Barrier For Cane Detection - Both Sides D0 0 2 F TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- M001 316932C_P3 316932C JBB LB 1/4" = 1'08 6/15/25 3 MA T C H L I N E : M 0 0 2 NO MATCH LINE R S P 2 3 4 5 P A 1 2 5 8 D G K N S Y1 X1 3 M001 EXP. 6/30/2026 06/17/2025 D0 0 1 D D001 E EL 3 ' - 6 " TO D IB C C o m p l a i n t S t a i r s / C r o s s o v e r Re f e r t o 2 5 - 1 0 0 8 ( C o l l e c t o r s . c o m ) D t l s R0 . 1 0 6 - 1 0 - 2 5 f o r S t a m p e d D r a w i n g s 2" Tall Barrier For Cane Detection - Both Sides MARK: B-135 FO: 17A644 TYPE: LRCT MTR: 0.5 HP SPD: 120 FPM SG: 2.5" MARK: B-130 FO: 17A645 TYPE: 138-ACC MTR: 1 HP SPD: 120 FPM SG: 2.5" MA R K : B - 1 2 0 FO : 1 7 A 6 4 1 TY P E : S B MT R : 1 H P SP D : 1 2 0 F P M SG : 6 . 5 " EL 1'-3" MARK: B-140 FO: 17A646 TYPE: 138-ACC MTR: 1 HP SPD: 120FPM SG: 2.5" MARK: B-125 FO: 17A643 TYPE: LRCT MTR: 0.5 HP SPD: 120 FPM SG: 2.5" EL 3'-0" EL 3 ' - 0 " EL 3 ' - 0 " EN D S T O P 2" T a l l B a r r i e r F o r C a n e De t e c t i o n - B o t h S i d e s TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- M002 316932C_P3 316932C JBB LB 3/8" = 1'09 6/15/25 3 1 NOTE: DRAWING IS ROTATED 90° MATCH LINE: M001 NO M A T C H L I N E PRS N 2 P A 1 2 5 8 D G K N S Y1 X1 3 M0 0 2 EXP. 6/30/2026 06/17/2025 2" Tall Barrier For Cane Detection - Both Sides 3° MARK: A-100 GR: 6" ADJ. MARK: A-105 GR: 6" ADJ. EL 2'-6" EL 4'-3" 23 " 23 " 24 " 27 " 30 " 43 " 44 " 37 " 44 " 44 " 2" Tall Barrier For Cane Detection - Both Sides 10° MARK: B-115 GR: 6.5" MARK: B-120 GR: 6.5 MARK: B-125 GR: 2.5" EL 3'-0" EL 1'-4" 2" Tall Barrier For Cane Detection - Both Sides MARK: B-135 GR: 2.5" EL 3'-0" 29 " 29 " 29 " 8'10'10' TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- D001 316932C_P3 316932C JBB LB 3/8" = 1'10 6/15/25 3 A TOTE INJECT M001 D CROSSOVER M001 E PACK OUTBOUND M002 EXP. 6/30/2026 06/17/2025 Total Sheets 6737 W. Washington St. West Allis, WI 53214 TOLL FREE 888-542-5099 PHONE 414-367-5099 FAX 414-367-5098 1610 E St. Andrews Pl, Santa Ana, CA 92705 Project #10010 Program Rev 20250219R1 Collectors.com 8/4/2025 DESIGN CALCULATIONS S&H Systems 6737 W. Washington St. West Allis, WI 53214 ] EXPIRES 12-31-2025 Customer S&H Systems Project Collectors.com Job Number 10010 1 Page1.1 TABLE OF CONTENTS DESIGN Section Information and Specifications 1 Design Loads 2 Decking 3 Deck Framing 4 Beam Girder Connections 6 Frame Analysis, Column and Base Plate Design 7 Stairs And Ladders 10 Guard Railings 11 REFERENCES Bar Grating McNichols Co. Master Catalog SD1 Expansion Anchors ESR 2818 1 2 GENERAL INFORMATION 3 DESIGN CODES: IBC 2021, ASCE 7-16, AISC 360-16, AISC 341-16, California Building Code, Steele Solutions Inc. INFORMATION 6737 W. Washington St. West Allis, WI 53214 ] Base Plate Anchor Design 9 Customer S&H Systems Project Collectors.com Job Number 10010 2 INFORMATION Page1.2 SPECIFICATION 1. 2.COLIMNS SHALL BE A500 GRADE C 50KSI ANGLE, S, AND C SECTIONS SHALL BE ASTM A36 MATERIAL 3. ALL BOLTS SHALL BE IN ACCORDANCE WITH ASTM A325N, OR A307 AT STAIRS AND BRIDGING 4. BRIDGING SHALL BE 2 X 2 X 1/8 STEEL ANGLE 5. 6. GUARD RAILING BY OTHERS 7. 8. 9. 10. CONFORMANCE WITH LOCAL CODES IS THE RESPONSIBILITY OF THE OWNER. 11. INSTALLATION DRAWINGS AND MANUAL SHALL BE PROVIDED BY STEELE SOLUTIONS, INC. ERECTION, IF NOT INCLUDED IN CONTRACT, IS THE RESPONSIBILITY OF THE OWNER OR DEALER, AND SHALL BE IN ACCORDANCE WITH MANUFACTURER’S SPECIFICATION. ALL MATERIAL SHALL BE PAINTED WITH ONE COAT OF STEELE SOLUTIONS, INC. STANDARD PAINT, SEE DRAWINGS FOR COLOR. BASE PLATE ANCHORS SHALL BE CONCRETE ANCHORS, SIZE INDICATED ON DRAWING, OR ENGINEER APPROVED EQUAL. OWNER SHALL ADVISE STEELE SOLUTIONS, INC. OF CONCRETE FLOOR THICKNESS. OWNER SHALL ADVISE THE INSTALLERS OF ANY EMBEDDED FLOOR OBSTACLES THAT MAY INTERFERE WITH INSTALLATION OF THE FLOOR ANCHORS. SUPPORT COLUMNS SHALL BE STRUCTURAL STEEL TUBING MEETING THE REQUIREMENTS OF ASTM A500, GRADE C , Fy = 50 KSI, OR AS INDICATED ON DRAWING. DESIGN IS IN ACCORDANCE WITH AISC SPECIFICATIONS. DESIGN OF BAR GRATING IS IN ACCORDANCE WITH 'NAAMM METAL BAR GRATING MANUAL COLD-FORMED STEEL SHALL MEET THE REQUIREMENTS OF ASTM A1011 GRADE 50 AND DESIGNED PER AISI DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS Steele Solutions Inc. DECK MATERIAL SHALL BE Bar Grating 6737 W. Washington St. West Allis, WI 53214 ] Customer S&H Systems Project Collectors.com Job Number 10010 1 TYPICAL SEISMIC Page 2.1 TRUE ASCE 7 Hazard Tool USGS SEISMIC MAP - insert PDF or snip here Program Rev 20250219R1 Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 2 TYPICAL SEISMIC Page 2.2 Structure: Project Address - Design Code Site Class D Seismic Design Data Period for Site Class D Seismic Design Cat 4 SS = 1.272 g Fa = 1.20 SMS = 1.527 SDS = 1.019 g D Table 11.6-1 4 S1 = 0.455 g Fv = 1.55 SM1 = 0.705 SD1 = 0.470 g D Table 11.6-2 Approximate Fundamental Period Top of platform, h =4.0 Ft Number of stories, N =1 Section 12.8.2.1 TL = 8 ASCE 7-10 pg 171 Ta = Ct*hx 0.085 Sec Equation 12.8-7 Ct = 0.028 Table 12.8-2 Ta = 0.1*N = 0.100 Sec Equation 12.8-8 x = 0.80 Table 12.8-2 Ts = SD1 / SDS 0.461 T = NA Input from STAAD or NA Cu = 1.40 Ta = 0.085 Tu = Cu*Ta 0.119 T = 0.085 Seismic Design Category Risk Category II Ie = 1.00 Table 12.8-1 Section 12.3 No Section 11.6.4 No Section 11.6.4 Seismic Design Category D Reduced SDS per ASCE 7-16 Section 12.8.1.3 Redundance Factor ρ 1.30 Section 12.3.4.2 Are all 6 criteria met No SDS = 1.019 Structural System Selection for R values 2.5 AOS-CC R = 1.25 Ωo = 2 Cd = 2.5 Table 15.4-2 Detailed per AISC 360 Limitations Structure Type Non Building Structure NOT Similar to Buildings Ωo Elev=2.00 Table 12.2-1 note g Equivalent Lateral Force Procedure Ωobase =2.00 AISC 341 sect 1.3 Cs = 0.01 If seismic Category A 0.010 *D Section 11.7, 1.4 Cs = SDS / (R / I ) = 1.019/(1.25/1) 0.815 *D Equation 12.8-2 Cs <= SD1 / ( T * ( R / I )) for T <= TL = 0.47/(0.085*(1.25/1)) 4.424 *D Equation 12.8-3 Cs <= SD1 * TL / ( T2 * ( R / I )) for T > TL = 0.47*8/(0.085^2/(1.25/1)) NA *D Equation 12.8-4 Cs >= MAX (0.044*SDS*Ie, 0.03) 0.045 *D Equation 15.4-1 Cs >= 0.8*S1 / (R / I ) for Non Buildings and S1 >0.60 NA *D Equation 15.4-2 Cs = 0.815 *D Base Shear V = Cs*W 0.815 *W Member Design Qe = V or Fp Eh = ρ *Qe = ρ*Cs * W = 1.3*0.815*D 1.060 *W Section 12.4.2.1 Ev = 0.2*SDS*W = 0.2*1.019*D 0.204 *W Section12.4.2.2 ΩoEh = Min (Ωo *Eh / ρ , Cs*R / I)=2*1.0595 / 1.3 1.630 *W Only for SDC B to F Steele Solutions Inc. Moment connection overstrength non req'd in SDC A-C In Seismic Cat. D, E, F Height <= 50 Ft. All other Self- supporting structures not covered, NS to buildings For Cant col Per AISC 341-10 Sec C-E1.6b, Limit seismic forces based on Limiting earthquake force R=1 Which is the Design Earthquake Ground Motion = Cs*R / I, which equals SDS for T< 1 sec Are the diaphragms are rigid as defined in section 12.3.1 Does the distance between vertical elements of the seismic force resisting system exceed 40Ft? (Column side connections, Knee braces, or Braced frames) 1610 E St. Andrews Pl, Santa Ana, CA 92705 ASCE 7-16 PLT1 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 3 PLATFORM LOADS Page 2.3 TRUE PLATFORM SIZE STRUCTURE: STRUCTURE: Location Length Width Area TOD Location Length Width Area TOD Crossover 5.00 5.00 25 4.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25 Sq Ft 0 Sq Ft DESIGN LOADS Code: ASCE 7-16 TRUE Load A Load B Framing 5.0 Steel Wt if not included in risa Steel Wt if not included in risa Dead 5.0 psf dead load Floor psf dead load Floor Equip 0.0 psf equipment load psf equipment load Live 0.0 psf live storage load psf live storage load LiveNS 100.0 psf live non storage load psf live non storage load 110.0 psf total load 0.0 psf total load D 10.0 0.0 D Wo/LL 10.0 psf for seismic loading 0.0 psf for seismic loading D W/LL 10.0 0.0 L 100.0 0.0 Non-Unform Equipment load, Lbs Equipment load, Lbs description Load description Load 0 0 0 0 0 0 0 0 0 0 0 0 0 Lbs 0 Steele Solutions Inc. psf for seismic loading psf for seismic loading Load A Load BPLT1 PLT2 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 4 PLATFORM LOAD COMB Page 2.4 TRUE Loads LOCATION: Load Type Dead Load 10 Psf Eh = 1.060 *D Live Load 100 Psf Ev = 0.204 *D Total Load 110 Psf OvCs = Min (Ωo *Eh / ρ , Cs*R / I) 1.630 *D D W/oLL 10 Psf Platform Area for load type 25 Ft2 D W/LL 10 Psf Equipment Point Loads 0 Kips ASD Load Combinations ASCE 7 Section 2.4.1 2 D + L + .01*LL + Notional 5 D + 0.7E 6 D + 0.525E + 0.75L 8 0.6D +/- 0.7E ASCE 7 Section 12.4.2.3 Vertical Horizontal 2 D + L + .01*L + 1.6*.0002*(D+L) Dead Load + Live Load .01*L+ 1.6*0.002(D+L) 5 (1.0 + 0.14SDS)*D + 0.7*ρ*Qe (1.0 + 0.7Ev) *Dw/o LL 0.7Eh * Dw/o LL 6 (1.0+0.105SDS)*D+.75L+.525*ρ*Qe DWo/LL + 0.525Ev *Dw/LL + 0.75L 0.525Eh * Dw/ LL 8 0.6 - 0.14SDS)*D+0.7*ρ*Qe (0.6 - 0.7Ev) *Dw/o LL 0.7Eh * Dw/o LL Seismic Amplified ASCE 7 Section 12.4.3.2 Vertical Horizontal 5 (1.0 + 0.14SDS)*D + 0.7*Ωo*Qe/ρ (1.0 + 0.7Ev) *Dw/o LL 0.7*OvCs * Dw/o LL 6 (1.0 + 0.105SDS)*D + 0.75L + 0.525*Ωo*Qe/ρ DWo/LL + 0.525Ev *Dw/LL + 0.75L 0.525OvCs * Dw/ LL 8 0.6 - 0.14SDS)*D + 0.7*Ωo*Qe/ρ (0.6 - 0.7Ev) *Dw/o LL 0.7*OvCs * Dw/o LL ASCE -7 Seismic Amplified ASD Vertical Horizontal Horizontal Load Uniform Point Platform Uniform Point Platform Uniform Point Platform Comb psf Equip, k Total psf Equip, K Total, K psf Equip, K Total, K 2 110.0 0.0 2.8 1.4 0.0 0.0 5 11.4 0.0 0.3 7.4 0.0 0.2 11.4 0.0 0.3 6 86.1 0.0 2.2 5.6 0.0 0.1 8.6 0.0 0.2 8 4.6 0.0 0.1 7.4 0.0 0.2 11.4 0.0 0.3 Program Rev 20250219R1 10010 COMBINATIONS DO NOT INCLUDE WIND AND SNOW Load APLT1 Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 1 Bar Grating Page 3.1 TRUE TRUE Deck index Estimated typical Joist Width 2.5 inch Maximum Clear span:3.67 Ft 3.88 Maximum Joist Spacing 3.88 FT Max. point load:425 Lbs Total Load 110 Psf Live Load Deflection Criteria L/100 AISC 15th Ed. Table 3-18a Live Load 100 Psf Max. point load: deflection 0.250 in, Per McNichols Number of spans for decking 2 ASTM A1011 CS Type B Gr 30 Elastic or Plastic Design Elastic 1 Fy 30 Ksi Plate Width for point load, B 12.00 In Zx = 0.316 In3 / Ft Mn./Ω =5479 In-Lb /Ft TW for bending= B 1 Ft Ix = 0.105 In4 / Ft Vn/Ω =22691 Lb/ Ft TW for Shear= B 1.00 Ft Uniform or Pattern Load M = 0.125 *W*L2 =2222 Mn/Ω= 5479 in-Lb/Ft OK ΔLL 0.0092 *W*L4 / ( E*I )0.093 Δ allow 0.25 In OK V 1.25 *W*L 505 Vn/Ω= 22691 Lb/FT OK Point Load M = 0.203 *P*L= 3800 Mn/Ω= 5479 in-Lb OK Δ 0.015 *P*L3 / ( E*I ) / TW 0.175 Δ allow 0.25 In OK V = 425 Vn/Ω= 22691 Lb OK 1"x 1/8 Bar Grating PLT1 Load A 10010 Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 1 W & C Framing Members Page 4.1 TRUE TRUE P1, P2 are total loads P1LL, P2LL are Live loads only Ref AISC 360-2016 Sect F For Roof Deck+ Resin Deck' Limit beam spacing ie. Tributary width to 5.00 Ft, unless justified by the roof deck design For 1/8"x1" Bar grating, Limit beam spacing ie. Tributary width to 4.00 Ft, unless justified by the bar grating design For 1/4" Floor plate, Limit beam spacing ie. Tributary width to 2'-8" Ft, unless justified by the floor Plate design Beam Num. Beam Location Girder W Trib. width =4.00 Flanges NC Lp = 2.97 Ft L =5.00 Ft w = 110 Psf P1 =0 Lbs P2 =0 Lbs Fy = 50 Lr = 8.56 Ft Lb =1.50 Ft wLL =100 Psf P1LL = 0 Lbs P2LL = 0 Lbs Ix = 30.8 Mp = 37.0 λp =9.2 TA = 20 Sq Ft KLL =2 Psf WLLr = 100.0 Psf Wtotr =110.0 Psf Sx = 7.81 ho = 7.685 λr =24.1 WTL =440 Lb/Ft WLL =400 a =20.00 b = -15.00 c =5.00 Ft c = 1.00 rts = 1.01 Fcr =970.2 Ksi Lb/ L = 0.30 Ky = 1.00 Lt =4.00 Lb / L = 0.80 Kt = 1.00 Cb = 1.06 Cw =30.9 λ =9.61 My = 32.5 K-ft R1TL= 1100 R2TL= 1100 R1LL= 1000 R2LL= 1000 Lbs J = 0.0426 Mn = 36.5 K-ft Where Shear = 0 and location of max Moment X = 2.50 Ft V = 1.1 K Vn / Ω = 26.8 K OK MTL @ X= 1.4 MLL @ X= 1.2 K-Ft M = 1.4 K-Ft Mn / Ω = 21.9 K-ft OK WeqTL= 2M / [ x (L-x)] = 436 Lb / Ft ΔTL = 0.01 in L/240 = 0.25 in OK WeqLL= 2M / [ x (L-x)] = 396 Lb / Ft ΔLL = 0.01 in L/360 = 0.17 in OK Allowable Length with Trib W = 4 and Load A 15.1 Ft Beam Num. Beam Location C Trib. width =2.00 Flanges C Lp = 1.85 Ft L =5.00 Ft w = 110 Psf P1 =0 Lbs P2 =0 Lbs Fy = 36 Lr = 9.90 Ft Lb =1.50 Ft wLL =100 Psf P1LL = 0 Lbs P2LL = 0 Lbs Ix = 3.53 Mp = 6.2 λp =10.8 FT TA = 10 Sq Ft KLL =2 Psf WLLr = 100.0 Psf Wtotr =110.0 Psf Sx = 1.77 ho = 3.704 λr =28.4 FT WTL =220 Lb/Ft WLL =200 a =0.00 b = 5.00 c =0.00 Ft c = 1.08 rts = 0.51 Fcr =293.6 Ksi Lb/ L = 0.30 Ky = 1.00 Lt =4.00 Lb / L = 0.80 Kt = 1.00 Cb = 1.06 Cw =0.8 λ =5.14 My = 5.3 K-ft R1TL= 550 R2TL= 550 R1LL= 500 R2LL= 500 Lbs J = 0.0306 Mn = 6.2 K-ft Where Shear = 0 and location of max Moment X = 2.50 Ft V = 0.6 K Vn / Ω = 7.2 K OK MTL @ X= 0.7 MLL @ X= 0.6 K-Ft M = 0.7 K-Ft Mn / Ω = 3.7 K-ft OK WeqTL= 2M / [ x (L-x)] = 220 Lb / Ft ΔTL = 0.03 in L/240 = 0.25 in OK WeqLL= 2M / [ x (L-x)] = 200 Lb / Ft ΔLL = 0.03 in L/360 = 0.17 in OK Allowable Length with Trib W = 2 and Load A 8.9 Ft Program Rev 20250219R1 PLT1 C4-4.5 Load A 102 Joist Load AW8x10 Steele Solutions Inc. PLT1101 10010 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 2 AISC Framing Members Page 4.2 FALSE TRUE P1, P2, P3 are total loads P1LL, P2LL, P3LL are Live loads only Ref AISC 360-2016 Sect F For Roof Deck+ Resin Deck' Limit beam spacing ie. Tibutary width to 5.00 Ft, unless justified by the roof deck design For 1/8"x1" Bar grating, Limit beam spacing ie. Tibutary width to 4.00 Ft, unless justified by the bar grating design For 1/4" Floor plate, Limit beam spacing ie. Tibutary width to 2'-8" Ft, unless justified by the bar floor Plate design DO NOT use light gage sections for cantilevers without checking web Buckling Light Gage beam spacing and length can be limited by the beam girder connection capacity Beam Num. Beam Locat. W Trib. width =5.00 Flanges NC Lp = 2.97 Ft L =2.58 Ft w = 110 Psf P1 =0 Lbs P2 =0 Lbs Fy = 50 Lr = 8.56 Ft Lb =2.58 Ft wLL =100 Psf P1LL = 0 Lbs P2LL = 0 Lbs Ix = 30.8 Mp = 37.0 λp =9.2 TA = 12.9 Sq Ft KLL =2 Psf W LLr = 100.0 Psf Wtotr = 110.0 Psf WTLr =550 Lb/Ft WLLr =500 a =0.00 b = 2.58 c =0.00 Ft Sx = 7.81 ho = 7.685 λr =24.1 Lb/ L = 1.00 Ky = 1.00 Lt =2.58 Lb / L = 1.00 Kt = 1.00 Cb = 1.00 C = 1.00 rts = 1.01 Fcr =314.6 Ksi P3 =600 P3LL = 500 d =1.33 Cw =30.9 λ =9.61 My = 32.5 K-ft R1TL= 709.5 R2TL= 709.5 R1LL= 645 R2LL= 645 Lbs J = Mn = 36.5 K-ft Where Shear = 0 and location of max Moment X = 1.29 Ft V = 0.7 K Vn / Ω = 26.8 K OK MTL @ X= 0.5 MLL @ X= 0.4 K-Ft M = 0.5 K-Ft Mn / Ω = 21.9 K-ft OK WeqTL= 2M / [ x (L-x)] = 550 Lb / Ft ΔLL = 0.00 in L/360 = 0.09 in OK WeqLL= 2M / [ x (L-x)] = 500 Lb / Ft ΔTL = 0.00 in L/240 = 0.13 in OK Beam Check with Cantilever, and Pattern LL loading Kt = 1.0 Lb = Lt =4.00 λp =9.2 R1TL=211.7 R2TL=2539 R1LL=215.8 R2LL=2239 Lbs Cb = 1 λr =24.1 No Fcr =135.3 Ksi Mp = 37.0 Mn = 34.3 K-ft Θ2span M2 = Θ2cant V= 1.3 K Vn / Ω = 26.8 K OK DL LL 1.1 K-Ft M= 1.3 K-Ft Mn / Ω = 20.6 K-ft OK TL TL 1.3 K-Ft ΔLL = 0.00 in d / 180 = 0.08 in OK ΔTL = 0.00 in d / 120 = 0.14 in OK Program Rev 20250219R1 W8x10 Load A EW Interior Beam at Columns501 Solutions Inc.10010 0.000006 0.000006 -0.00015 -0.00018 Coped beam 0.0426 PLT1 Steele 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 1 Beam Girder Connections.Page 6.1 TRUE Steele Solutions Inc.10010 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 2 Beam Girder Connections.Page 6.2 Steele Solutions Inc.10010 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 3 Beam Girder Connections.Page 6.3 TRUE d bolt Size Nx = Number of bolts in vertical alignment not on the neutral axis Fy Beam 50 Ny = Number of bolts in rows not on the neutral axis Fu Wf Beam 65 X horizontal distance to the CG of the bolt columns left or right of the NA Fu Lt Ga Beam 65 Y = vertical distance to the CG of the bolt rows above or below the NA Fy angle or plate 36 M@a = P * ( a + Sx*( Nc/2 - 0.5)) Fu Angle or plate 58 Ix2 = NxX̅2 Fnv / Ω A325N Bolts 27 Iy2 = Ny*Y̅2 tp or plate thickness of angle Izp2 = Ix2 +Iy2 Angle Ed Edge Distance 1.375 rx = T / Nbolts + M*Y̅ / Izp2 Wf Beam Design-Toll edge Dist,1.125 ry = V / Nbolts + M* X̅ / Izp2 Lt Ga. Beam Design-Toll. Edge Dist.1.125 r = (rx2 + ry2)0.5 Ω bolts 2.00 10-124 Ω bearing & tearout WF and Angles 2.00 16.1-111 Ω bearing for Light Ga. 2.50 J3 r <= Rn / Ω Ω Tear out for Light Ga. 2.22 J6 Allowable Bolt Shear Ω Bending 1.67 Rn / Ω See Table 7-1 Ω shear 1.67 Bearing & Tear out AISC J3.10 AISI J3.3.1 & J6 L Height of angle or plate Rn/Ω = 3.0 d *t *Fu / Ω Nb number of bolts Rn/Ω =1.5 * Lc * t * Fu / Ω For Wf &Angle Nr Number of bolt rows Rn/Ω =0.6 * An * t * Fu / Ω = 1.2Lc * t * Fu / Ω Light Ga. Nc Number of bolt columns Lc = min [ (Sx(Nc-1)+Ed* r/rx ) / (Nc-1),Sx,Sy]-( d+1/16) sy Vertical Spacing Mnp / Ω = Fcr * Znet / Ω Sect J4.10 sx Horiz Spacing fv = P / ( L* t ) tw Minimum beam web thickness Fcr = [ Fy2 - 3*fvu 2 ].5 N = Number of angles or plates per connection Z = tp * L2 / 4 Angle Bending and Shear Znet = Z - (d+.0626) * Nr * ( SŸ ) Single Angle recommendations Pg 10-144 IR = max( r / max ( Rnv,Rnbr ) , Mp / Mnp ) / Ω Steele Solutions Inc.10010 Minimum angle thickness of 3/8" for 3/4" and 7/8" bolts, 1/2" for 1" bolts Minimum angle length be 1/2 the T dimension of the beam being supported per AISC 14th pg 10-8; all single vertical bolt column, double angle shear connections, eccentricity can be ignored if a <= 3", so M@a = 0 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 4 Beam Girder Connections.Page 6.4 TRUE # Conn Connect. Beam Location Conn Vert of Type Summary Label Cap Beam Angles Shear Axial Capacity Offset Na K K 102 PLT1 Joist 2.2 0 1 4FA 0.6 0.0 OK 2.2 103 PLT1 Joist 2.2 0 1 4FA 1.0 0.0 OK 2.2 PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 2.5 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A PLT1 0 #N/A 0 1 #N/A 6.6 0.0 #N/A #N/A SPECIAL ANGLES ARE NOT IN THE DETAILING SYSTEM AND MUST BE SHOWN ON THE APPROVAL DRAWINGS. HAND INPUT ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ##### ** ERROR INDICATES THERE IS NOT A STD CONNECTION ANGLE FOR THE SELECTED BEAM AND OR GIRDER WIDTH ** NG INDICATES THE CONNECTION DOES NOT HAVE THE REQUIRED CAPACITY Location, Beam Size, Shear from Angle Framing, Lt Ga Framing, AISC Framing, and AISC Cantilever framing Steele Solutions Inc. Beam End ForcesBeam Girder 0 0 0 0 0 0 0 0 C4-4.5 C4-4.5 0 0 0 W8x10 W8X10 SizeSize 0 0 0 0 0 0 0 0 0 0 10010 0 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 5 Beam Girder Connections.Page 6.5 M@a, Per L Izx Izy Ip2 X̅ Y̅ tw, in L, in tp, in a Bolt φ Sx Sy Nb Nr Nc K-in in4 in4 in4 in in 102 0.125 2.5 0.38 3.63 0.50 2.5 0.0 2 1 2 2.7 3.1 0.0 3.1 1.25 0.00 103 0.125 2.5 0.38 3.63 0.50 2.5 0.0 2 1 2 4.8 3.1 0.0 3.1 1.25 0.00 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A SPECIAL ANGLES ARE NOT IN THE DETAILING SYSTEM AND MUST BE SHOWN ON THE APPROVAL DRAWINGS. 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 0 #N/A ##### ##### ##### ##### ##### ##### 0.00 Steele Solutions Inc.10010 0 0 BM Label Bolt hole configuration Connecting Beam 0 C4-4.5 C4-4.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 6 Beam Girder Connections.Page 6.6 Bolt Shear Beam Angle Web Angle rx ry r Beam Angle Rnv/Ω fv Vn/Ω Kips Kips Kips in in A325N K K K K Ksi KSI 102 0.0 1.3 1.3 1.391 1.52 5.3 5.4 16.3 7.6 24.7 0.6 12.9 103 0.0 2.4 2.4 1.391 1.52 5.3 5.4 16.3 7.6 24.7 1.1 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 0 ##### ##### ##### ##### ##### 0.0 #N/A 0.0 #N/A ##### ##### 12.9 Solutions Inc. Steele Angle Shear 0 0 0 0 BM Label Connecting Beam C4-4.5 C4-4.5 0 0 0 0 0 0 0 0 0 0 Bolt Shear per Shear Plane Lc in direct. Of force Bearing Tearout Rnbr/Ω Rnto/Ω 10010 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6737 W. Washington St. West Allis, WI 53214 Customer Project Job Number 7 Beam Girder Connections.Page 6.7 Angle Bending @a Fcr Zg Znet Mnp/Ω Unity Conn Cap. Ksi IN3 IN3 K-in K 102 36.0 0.6 0.6 21.1 12.6 0.25 OK 2.2 103 36.0 0.6 0.6 21.1 12.6 0.46 OK 2.2 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## 0 ##### 0.0 0.0 ##### ########## ########## Steele Solutions Inc. 0 0 0 0 K-in Mp at a Per angle C4-4.5 0 0 0 0 C4-4.5 Beam Label Connecting Beam 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 1 FRAME & COLUMN ANALYSIS Page 7.1 Number of Prior Inserted Pages in Section TRUE EXAMPLE OF PLATFORM LAYOUT EXAMPLE EW PLATFORM EXAMPLE NS PLATFORM Program Rev 20250219R1 Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 2 FRAME & COLUMN ANAL.Page 7.2 Platform TRUE Frame Line Location Fy = 50 CHECK: Interior Column HSS Perimeter Column HSS Ix = 6.21 9 lb/ft Ix = 6.21 9 lb/ft N = B t ed Num bolts Hole Diam Anchor Spacing 1 8.0 in 8.0 in 0.38 in 0.75 in 4 0.438 in 6.5 in 1 14 14 1.5 1.5 8 0.8125 5.5 f'c Psi ANCHOR Diam Embed Nr / Ω,Lbs Nv / Ω, Lbs Index 1 0.38 in 2.38 in 955 635 Girder or Beam Line Beam spacing NA NA if Girder LOAD type See Load Combinations Number of Stories NS 1 Seismic Design Category per Page 2.2 D Risk Category II Structural System Acronym Allow SDC Moment Factors Base Ψ top Ψ A to F 1 0 Limitations Column Trib Width, CTW 2.5 ft Frame Trib Width, FTW 2.5 ft Ave Int Column Trib Length, ICTL; 0 if Ncint=0 2.5 ft Frame Trib Length, FTL 13.0 ft Ave Ext Column Trib Length ,ECTL; 0 if Ncext=0 2.5 ft Frame Trib Area, TAF 33 % of Equipment point loads to INT column, %PC 0.0%% of equipment point loads to Frame, %PF 0% % of Equipment point loads to EXT column, %PC 0.0%Ov = Min (Ωo *Eh / ρ , Cs*R / I) /Eh = Number of columns in frame, NC 2 Ovframe Ov base Ev = 0.204 *D Number of Interior columns in frame, Ncint 0 1.54 1.54 Eh = 1.060 *D Number of Exterior columns in frame, NCext 2 α = 1.6, Ref. DG 28, pg 35 Column Ht to CL of 1st Floor Connection 3.5 ft 100% ΣNi=.002*α*Yi, = .0032 Yi Number of Bays in Frame Direction*Num. of Floors 1 Loads per Floor Trib Area KLL Dead Live LL w Reduct D w/o LL D w/ LL Ev w/o LL = ρ*E w/o LL ρ*E w LL Int Col 0 4 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 Ext Col 6 4 10.0 100.0 100.0 10.0 10.0 2.04 10.60 10.60 Factored Loads per Floor ASCE -7 Int Vertical Ext Vertical Frame Horizontal Added H 2.4.1, 2.4.7 Reduce Wv PvDL Reduce Wv PvDL Wh Ph 2.6.2 Psf K Psf K Psf K 0.525* ΣNi 2 110.0 0.0 0.00 110.0 0.00 1.00 0.00 0.0 1.4 0.00 D+.7E 5 11.4 0.0 0.00 11.4 0.00 7.42 0.00 0.0 0.1 D+.75LLr+.525E 6 86.1 0.0 0.00 86.1 0.00 5.56 0.00 0.0 1.1 .6D-.7E 8 4.6 0.0 0.00 4.6 0.00 7.42 0.00 0.0 0.1 Frame Summary Column Deflection Interior BP Plate Interior Column Capacity COLUMN IS OK.Exterior BP Plate Exterior Column Capacity COLUMN IS OK.Interior Anchor Group #DIV/0! Factored Column Forces Flexibility Method Exterior Anchor Group OK Interior Column Top M & OvM 0.0 0.0 K-Ft Exterior Column Top M & OvM 0.0 0.0 K-Ft Solutions Inc. Steele 10010 PLT1 EW Frame 4x4x3/16 4x4x3/16 Column Not Ecc Loaded Column Not Ecc Loaded BASE PLATE 1106-B8 3000 Girder Load A for multiple stories, there needs to be roughly similar; Loads, floor size, framing, and floor to floor heights Base Condition Analysis Method Limitations, Recommendations Fixed Flexibility Method Prefered method for AOS-CC 3/8" x 3" Power-Stud + SD1 Frame Design Type for ASIC 360 or ASIC 341 Beam- Column recommended ConnectionAll other Self- supporting structures not covered, NS to buildings For Cant col AOS-CC CC Shear Tab, Pinned Bar Joist In Seismic Cat. D, E, F Height <= 50 Ft. D+L+.01*max(D,*1*L) + 0.525*N Story Drift is Acceptable #DIV/0! PLATE THICKNESS OK % of LL used for lateral load in LC2 Non reduced Wv, Psf Total Non- Fact. Vert. load Total NotionalFactored Pha, K 6737 W. Washington St. West Allis, WI 53214 1.78 Customer S&H Systems Project Collectors.com Job Number 3 FRAME & COLUMN ANAL.Page 7.3 Platform PLT1 Frame Line Location EW Frame Int col perim col. Average Deflection at 1st Level, using Direct Method Ag = 2.58 2.58 Max Floor to Floor Deflection= Δ1i = Cd/ρ * F* H^3 / [(Fact * E' (NCex*Ixext+Ncint*Ixint )]Py = Fy Ag = 258 Max Floor to Floor Deflection= Δ2i = Δ1+ Δ1i*Y * H^2 / [(Fact * E' (NCex*Ixext+Ncint*Ixint )]αPr=α*maxΣP 2 Seismic Design Cat. D Cd / ρ = 1.92 Fact= 3 H1 = 42 in Vn/Ω =.6FyAv/1.67 46 P-Δ effect, ASCE 7 Sect 12.8.7, ASIC 360 APPENDIX 7, AISC DG 28 Sect 5.1.4 β = F*Load Fact / (Vn/Ω) θ = P*Δ1*(E'/E)*Ie / ( F*H*Cd ) θmax = ( 0.5 / (β*Cd ) <= 0.25 τb = 1.00 θ <= 0.1 ; P*Δ effect can be ignored β = 0.0142 θmax = 0.25 LC 5,6,8 E' = 0.8τbE = 23600 δe = Ecc*Y * H^2 / [(Fact * E' (NCex*Ixext+Ncint*Ixint )]Ie = 1.00 Defection Under LC 2 shaking ; F=max( 0.01 *1* LL, 50 Lbs)0.01 Allowable Defection Under LC 2 shaking 0.094 in Int Ecc = 0.0 Ext Ecc= 0.0 P-Δ AND SECOND ORDER For Direct Method STORY DRIFT LC Cd /ρ Deflection θ Deflection Deflection Δ2nd / Δ1st δ δe δe (Δ1st*E'/E)/H allowable Δ1st, in Δ1/(1.0-θ) Δ2nd, in Int Col. Ext Col.Δallow / H 2 0.0 1.00 0.00 0.002 0.00 0.00 1.00 0.00 0.00 0.00 0.0001 0.002 5 0.3 1.92 0.06 0.000 0.06 0.06 1.00 0.01 0.00 0.00 0.0011 0.025 6 0.3 1.92 0.06 0.002 0.06 0.06 1.00 0.01 0.00 0.00 0.0011 0.025 8 0.3 1.92 0.06 0.000 0.06 0.06 1.00 0.01 0.00 0.00 0.0011 0.025 Table 12.12-1 Δmax = Δ1st*E'/ E =0.04 in Story Drift is Acceptable Structural System AOS-CC θ <= θmax, Structure is Stable if 0.1 < θ <= θmax, multipy Δ1 and member forces by 1.0 / (1.0-θ) Direct Design Method; Reduced E, P-Δ, and P-δ effects are included, K =1 Show on the cover sheet The maximum lateral seismic deflection of the SSI structure is 0.04 inchesxxxxx For Multiple Stories Number of Stories 1 ASCE 7-10 Section 12.8.3 LC 5, 6, 8 use Load Comb 5 to determine distribution factors Cvx and Ave H Ĥ=42 in Top of framing Cvx = wxhx k T=0.1*NF =0.1 Σ wihi k K = 1.00 Cs= 1.060 Level x hx NonFactor wxhx k Cvx Wx*Cvx hx*Wx*Cvx in wx, K K-Ft 5 NA NA 0.0 0 0.000 0.0 0 4 NA NA 0.0 0 0.000 0.0 0 3 NA NA 0.0 0 0.000 0.0 0 2 NA NA 0.0 0 0.000 0.0 0 1 1 42 0.3 14 1.000 0.3 13 0 0 0.0 0 0.000 0.0 0 Total 0.3 14 1.00 0.3 13 Ave H =hx*Wx*Cvx / Wx*Cvx 42 in 3.5 ft Fx = Σwx*Cvx Solutions Inc. Steele 10010 Non Factor F 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 4 FRAME & COLUMN ANAL.Page 7.4 Platform PLT1 Frame Line Location EW Frame Direct Design Method K = 1.0 The unity factor is calculated in accordance with AISC section H1.AISC 360 Chapt C2, C3 Appendix 7; AISC Design Guide 28 INTERIOR COLUMN SIZE = 4x4x3/16 C EXTERIOR COLUMN SIZE = 4x4x3/16 C Yield Stress of Steel, Fy =50 ksi Fu = 62 Fy= 50 ksi Fu = 62 Area, Ag =2.58 in2 bf 4.00 Ag = 2.58 in2 bf 4.00 Section Modulus, Sx =3.1 in3 b 3.48 Sx = 3.1 in3 b 3.48 Radius of Gyration, r = 1.55 in be 3.48 r = 1.55 in be 3.48 Moment of Inertia, I = 6.21 in4 tf 0.174 I = 6.21 in4 tf 0.174 Plastic Sect. Modulus, Zx =3.67 in3 Seff 3.11 Zx = 3.67 in3 Seff 3.11 K factor for calculations =1.00 Aeff 2.58 K =1.00 Aeff 2.58 Kl/r = 27.1 Ieff 6.21 Kl/r = 27.1 Ieff 6.21 Fe =396.54 ksi Qa 1.00 Fe = 396.54 ksi Qa 1.00 fcr =47.43 ksi Mp 183.5 fcr = 47.43 ksi Mp 183.5 AvaiLabel axial strength, Pc / Ω = 73.3 kips Mn Fl Buck 155 Pc / Ω = 73.3 kips Mn Fl Buck 155 Allow. flexural strength, Mc / Ω= 9.2 k-Ft Mn web buck 184 Mc / Ω= 7.7 k-Ft Mn web buck 184 Mδ = Rv*(δ+δe) Level 0 to 1 Interior Column Forces M1st=Ψ*Rh*H M2nd = Ψ*Rv*Δ2nd Me = Rv*Ecc Level 1 to2 LC Factored Rv Rh M0-1 Base M10-1 top M2=PΔ0-1 B PΔ0-1 Me Mδ M Center M11+ Base M21=PΔ1-2 F, Kips K K K-Ft K-Ft K-Ft K-Ft K-Ft K-Ft 2 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 5 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 6 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 8 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 OvRh1 = CvxOv*Rh M = OvM1st+M2nd+Me Multi Level Distribution Factor Cvx 1.000 Rv1 = Wv*(TAC for Girder or BS*ETL for beam)+PvDL Level 0 to 1 Column For Framing Conn. at column. LC Rv Rh M base M Center M top Unity OvRh OvM base Rv1 OvRh1 OvM1 K K K-FT K-FT K-FT Equat. K K-FT K K K-FT 2 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 5 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 6 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 8 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 COLUMN IS OK. Level 0 to 1 Exterior Column Forces LC Factored Rv Rh M0-1 Base M0-1 top PΔ0-1 B PΔ0-1 Me Mδ M Center M1+ Base M = PΔ1+ F, Kips K K K-Ft K-Ft K-Ft K-Ft K-Ft K-Ft K-Ft 2 0.03 0.7 0.02 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 5 0.24 0.1 0.12 0.4 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.00 6 0.18 0.6 0.09 0.3 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.00 8 0.24 0.1 0.12 0.4 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.00 Multi Level Distribution Factor Cvx 1.000 Rh1 = Cvx*Rh M = OvM1st+M2nd+Me Rv1 = Wv*(TAC for Girder or BS*ETL for beam)+PvDL+Cvx*OvF*H/TFL Level 0 to 1 Column For Framing Conn. at column. LC Rv Rh M base M Center M top Unity OvRh OvM base Rv1 OvRh1 OvM1 K K K-FT K-FT K-FT Equat.K K-FT K K K-FT 2 0.7 0.0 0.1 0.0 0.0 0.01 0.02 0.06 0.7 0.02 0.0 5 0.1 0.1 0.4 0.2 0.0 0.06 0.19 0.65 0.1 0.19 0.0 6 0.6 0.1 0.3 0.2 0.0 0.05 0.14 0.49 0.5 0.14 0.0 8 0.1 0.1 0.4 0.2 0.0 0.06 0.19 0.65 0.0 0.19 0.0 COLUMN IS OK. Solutions Inc. Steele Base Pl. 10010 Base Pl. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 5 FRAME & COLUMN ANAL.Page 7.5 Platform PLT1 Frame Line Location EW Frame Dead Live Vertical Vertical Non Factored column Reactions, Kips, K-Ft Vertical Horiz. Moment Interior Columns 0.0 0.0 0.0 0.0 0.0 0.0 None Included Overstrength Factor 1.0 Exterior Column 0.1 0.6 0.6 0.1 0.2 0.6 CHECK: BASEPLATE AND ANCHORS FIXED BASE use a minimum base moment of CHECK BASEPLATE Ref: AISC Design Guide 1, 2nd ed BASE PLATE 1106-B8 Column HSS4x4x3/16 N Bolts, Nb 4 B = 8.0 in d=bf = 4.0 in Ov = 1.54 Lw = 16 N bolt in row,Nbr 2 N = 8.0 in Bf/2 = 2.0 in Ed = 0.8 in Sw = 21.33 ƒc' = 3000 t = 0.38 in H = 3.5 ft N'= 7.3 in S = 6.5 N Bolts for Shear 2 1-2 Solutions Inc.10010 Steele Reduce d Live Seismic, not including Overstrength REPORT NON FACTORED COLUMN REACTIONS ON PROJECT COVER SHEET NA of Rh *H on Pinned Base Conditions. Input not required if fixed base condition. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 6 FRAME & COLUMN ANAL.Page 7.6 Platform PLT1 Frame Line Location EW Frame CHECK: BASEPLATE AND ANCHORS FIXED BASE Fp = 0.70ƒc' =2.10 Ksi Seismic Design Category D qmax=Fp*B 16.8 K/in Allowable unity = 1.2 for LC, 5,6,8 When using overstrength (SDC D to F) AOV = 1.2 Non Offset columns ecrit = N / 2-Abs(P) / (2qmax) OF = 0 k=2P*( e+f ) / qmax k'=2P*( e'+f ) / qmax T =0; if |e| < ecrit and P >=0 e = e' = M/P Y=0; if P < 0 and |e|< ecrit Y=0; if P < 0 and |e'|< ecrit Else T = ( fp*B*Y-P ) / Nbr Offset columns Y=N-2*|e| if |e| < ecrit Y=N-2*|e'| if |e'| < ecrit T' =0; if |e'| < ecrit and P >=0 OF = N/2-.5-b/2 Y =j - [ j2 - k ]0.5 ; If j2 > k Y' =j - [ j2 - k' ]0.5 ; If j2 > k'Else T' = ( fp'*B*Y-P ) / Nbr e = M/P - OF; e' = M/P + OF fp = 0 ; if P < 0 and |e|< ecrit fp' = 0 ; if P < 0 and |e'|< ecrit 5.57 Constants fp= P / ( B*Y ) ; if P >= 0 and |e| < ecrit fp'= P / ( B*Y' ) ; if P >= 0 and |e'| < ecrit 5.4 f=N/2-Ed = 3.25 fp =Fp ; if |e| >= ecrit fp' =Fp ; if |e'| >= ecrit 10.6 j = f+N/2 = 7.25 Weld Plate +Mp = MAX [ fp * Y (m -Y /2 ), P/(B*N)*n2 / 2 ] ; if Y < m +Mp = MAX [ fp' * Y' (m' -Y' /2 ), fp*n2 / 2 ] ; if Y' < m'tw = else +Mp = MAX [ fp * Y (m -Y /2 ), P/(B*N)*n2 / 2] else +Mp = MAX [ fp' * Y '(m' -Y' /2 ), fp'*n2 / 2 ]63*0.707*0.25 / 2 5.57 -Mp = Max [ Nbr*T*( m-Ed ) / B, T*1.414*( m-Ed ) / ( 2*1.414*m )]50*0.174 / 2 5.39 -Mp = Max [ Nbr*T'*( m-Ed ) / B, T*1.414*( m-Ed ) / ( 2*1.414*m )]58( 0.25+0.174 ) / 2 12.3 Mn /Ω = (Fy*t2/4)/1.67 =0.8 K-in/in Fillet Fu =0.6Fexx*(1+0.5*Sin1.5φ)φ=90 Fu Ωo Factor Anchor Fillet Fexx 70 63 2.0 0.71 3/8" x 3" Power-Stud + SD1 0.38 in Tube Fy 50 62 2.0 1.0 Allow Tension 1.0 K Allow Shear 0.6 K Plate Fy =36 58 2.0 1.0 Unity = [ (T/Ta)5/3 + (V/Va)5/3 ] 3/5 Fn/Ωo=5.57 K/in Weld Leff= 2 Lw = 8 Bolt Pattern Nb = 4 S = 6.5 INTERIOR COLUMN 4x4x3/16 t = 0.17 Sw= 8.67 Sb = 26 Is the column load offset (normally not for interior columns)No m = 2.10 n = 2.10 m' = 2.10 OF = 0.0 LC P Ov*.V OvM e, in ecrit k Y fp T e' k' Y' fp'T'V +Mp -Mp weld fv K K K-Ft in in In Ksi K in In Ksi K k K-in/in K-in/in K/in 2 0.0 0.0 0.0 #DIV/0!4.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 #DIV/0! #DIV/0! 0.00 #DIV/0! 5 0.0 0.0 0.0 #DIV/0!4.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 #DIV/0! #DIV/0! 0.00 #DIV/0! 6 0.0 0.0 0.0 #DIV/0!4.00 #DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!0 #DIV/0!#DIV/0!0.00 #DIV/0! 8 0.0 0.0 0.0 #DIV/0!4.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 #DIV/0! #DIV/0! 0.00 #DIV/0! #### #####DIV/0! #DIV/0! OK #DIV/0! Weld Leff= 2 Lw = 8 EXTERIOR COLUMN 4x4x3/16 t = 0.17 Sw= 8.67 Is the column load offset (normally not for interior columns)No m = 2.10 n = 2.10 m' = 2.10 OF = 0.0 LC P Ov*.V OvM e, in ecrit k Y fp T e' k' Y' fp'T'V +Mp -Mp weld fv K K K-Ft in in In Ksi K in In Ksi K k K-in/in K-in/in K/in 2 0.7 0.0 0.1 1.05 3.98 0.4 5.90 0.01 0.0 1.1 0.4 5.90 0.01 0.0 0.01 0.03 0.00 0.00 0.02 5 0.1 0.2 0.6 57.19 4.00 1.0 0.07 2.10 0.5 57.2 1.0 0.07 2.10 0.5 0.09 0.29 0.17 0.88 0.56 6 0.6 0.1 0.5 10.01 3.98 0.9 0.06 2.10 0.2 10.0 0.9 0.06 2.10 0.2 0.07 0.28 0.08 0.60 0.29 8 0.1 0.2 0.6 83.36 4.00 1.0 0.07 2.10 0.5 83.4 1.0 0.07 2.10 0.5 0.09 0.29 0.17 0.89 0.57 PLATE DIMENSIONS ARE OK PLATE THICKNESS OK OK OK OK OK Program Rev 20250219R1 Steele Solutions Inc.10010 Per Side Effective Weld Length = if B>=10, B-3" ; if B<10, B-2" 63*0.707*0.25 / 2 0.25 Fillet Anch Unity Anch Unity 6737 W. Washington St. West Allis, WI 53214 DEWALT DESIGN ASSIST 1.7.6.0 Page 1 10010 - Collectors Column Base 8/6/2025 1.Project Information Company:Steele Solutions, Inc. Project Engineer:Tyler Drouin Address:6737 W Washington St #2300 Milwaukee, WI 53214 Phone:M: P: 414-367-5178 Email:tyler.drouin@steelesolutions.com Project Name:Untitled Project Address:Untitled Notes: 2.Selected Anchor Information Selected Anchor :Power-Stud+ SD1 Brand:DEWALT Material:3/8" Ø Medium Carbon Steel Embedment:2.00hef in h nom 2.375 in Approval:ICC-ES ESR-2818 Issued/Revision:Dec,2024 - Drill method:Hammer Drilled 3.Design Principles IBC 2018 ACI 318-19 U = 1.2 ( D + F ) + 1.6 ( H ) + 0 ( S ) + 2 ( E ) + 0 ( L ) Load Combinations: Design Method: Seismic Loading:Tension 17.10.5.3(d)Shear 17.10.6.3(c)Ω o=2 4.Base Material Information Strength Base Plate: FalseShearFalseTension Tension No (Condition B)Shear No (Condition B) None or < #4 Rebar Controls Breakout Spacing Edge Reinforcement Reinforcement: Concrete: Type: psi3000 Cracked Normal Weight Concrete psi36000 HeightNone Lengthin0.375Thickness 0 8 in in Width 8 inSizing Standoff Strength Profile:4 X 4 X 0.188HSS Rectangular Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.1 DEWALT DESIGN ASSIST 1.7.6.0 Page 2 10010 - Collectors Column Base 8/6/2025 5.Geometric Conditions h slab ∞in in5 h min 4.000 in Edge Cx-c min 2.250 in Edge Cx+∞in c ac 6.500 in Edge Cy-∞in s min 3.750 in Edge Cy+∞in 6.Summary Results CriticalStatusUtilizationCapacity(lb)Demand(lb)Design Proof Tension Loading Steel Strength:1074.91 4091.00 0.263 OK Concrete Breakout Strength:2150.00 2568.00 0.837 OK Pullout Strength:0.989 OK1075.00 1087.00 Controls Design Proof Demand(lb)Capacity(lb)Utilization Status Critical Shear Loading Steel Strength 60.00 1586.00 0.038 OK Controls Pryout Strength 240.00 7374.00 0.033 OK Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.2 DEWALT DESIGN ASSIST 1.7.6.0 Page 3 10010 - Collectors Column Base 8/6/2025 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C, D, E and F. Under these seismic conditions, the direction of shear may not be predictable. In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design. Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads / Actions Nu 120.0 lb Vux 240.0 lb Vuy 0.0 lb 100% 0.0Muxin-lb0.0Muz X Direction 100%Consider Load Reversal in-lb Muy 14400. 0 in-lb Y Direction Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.3 DEWALT DESIGN ASSIST 1.7.6.0 Page 4 10010 - Collectors Column Base 8/6/2025 9.Load Distribution Max. concrete compressive strain:Anchor Eccentricity0.112 % Max. concrete compressive stress:486.258 psi ex 0 in ey 0 in lb2149.819Resulting tension force:Profile Eccentricity lb2029.804Resulting compression force:ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load Component Shear Load (lb)(in) Shear X Shear Y Anchor Coordinates X Y (lb)Shear Load (lb) 1 0.00 60.0 60.0 0.0 3.250 3.250 2 0.00 60.0 60.0 0.0 3.250 -3.250 3 1074.91 60.0 60.0 0.0 -3.250 3.250 4 1074.91 60.0 60.0 0.0 -3.250 -3.250 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.4 DEWALT DESIGN ASSIST 1.7.6.0 Page 5 10010 - Collectors Column Base 8/6/2025 Reference10.Design Proof Tension Loading Steel Strength ACI 318-19 17.6.1 φ Variables N sa (lb) 5455.000 0.75 =φN sa Results 4091.0 lb Table 17.5.2 =N ua Utilization = lb1074.9 26.3% ACI 318-19 17.6.2 Concrete Breakout Strength Equations Eqn. 17.6.2.1bNcbg = ( A Nc / A Nc0 ) . Ψ ec,N . Ψ ed,N . Ψ c,N . Ψ cp,N . N b N b = k c . λ a . ( f'c )0.5 . h ef1.5 Eqn. 17.6.2.2.1 Variables A Nc0 (in²)Ψ ed,N Ψ c,N Ψ cp,NANc(in²)Ψ ec,N 1.000 1.000 1.00072.000 36.000 1.000 h ef (in)(in)c ac k c λ a (psi)f'c 2.006.500 17.000 1.000 3000 N b (lb)φ φs eis 2633.630 0.65 0.750 φN cbg Results =lb2568 Table 17.5.2 N ua =lb2150.0 Utilization =83.7% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.5 DEWALT DESIGN ASSIST 1.7.6.0 Page 6 10010 - Collectors Column Base 8/6/2025 Pullout Strength: ACI 318-19 17.6.3 Equations N pn = Ψ c,P . N p . ( f'c / 2500 )n Eqn. 17.6.3.1 Variables Ψ c,P N p,eq (lb)f'c (psi)n φ 1.000 2229.000 3000 0.500 0.65 φs eis 0.750 Results φN pn =lb1087 N ua =lb1075 Table 17.5.2 Utilization =98.9% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.6 DEWALT DESIGN ASSIST 1.7.6.0 Page 7 10010 - Collectors Column Base 8/6/2025 11.Design Proof Shear Loading Reference Steel Strength ACI 318-19 17.7.1 Variables φ(lb)V sa 2440.00 0.65 α V,Seismic 1 φV sa,eq Results =lb1586 Utilization V ua = =lb60 Table 17.5.2 3.8% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.7 DEWALT DESIGN ASSIST 1.7.6.0 Page 8 10010 - Collectors Column Base 8/6/2025 Pryout Strength ACI 318-19 17.7.3 Equations V cpg = k cp . N cpg Eqn. 17.7.3.1b N cbg = ( A Nc / A Nc0 ) . Ψ ec,N . Ψ ed,N . Ψ c,N . Ψ cp,N . N b Eqn. 17.6.2.1b N b = k c . λ a . ( f'c )0.5 . h ef1.5 Eqn. 17.6.2.2.1 Variables A Nc (in²)A Nc0 (in²)Ψ c,N Ψ cp,NΨec,N Ψ ed,N 144.000 1.0001.000 1.00036.000 1.000 c ac (in)k c λ a (in)h ef f'c (psi) 6.500 17.000 1.000 2.00 3000.000 N b (lb)(lb)k cp N cpg φ 2633.629 1.000 0.7010534.515 φV cpg Results V ua 7374.00 lb Table 17.5.2= 240 lb 3.3% = =Utilization Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.8 DEWALT DESIGN ASSIST 1.7.6.0 Page 9 10010 - Collectors Column Base 8/6/2025 12.Interaction of Tension and Shear Loads Reference ACI 318-19 17.8 Equations ( N ua / φ ∙ N n )5/3 + ( V ua / φ ∙ V n )5/3 <= 1.0 Eqn. 17.8.3 Variables N ua / φ ∙ N n V ua / φ ∙ V n 0.989 0.038 0.986 Results ≤1.0 OKStatus: ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 9.9 Customer S&H Systems Project Collectors.com Job Number 10010 1 STAIRS Page 10.1 TRUE Slope 0.57 Radians 3.25 Ft STD Width 2 Stringer 16.8 Clear Width 36 Plate Size Lb UPS IBC Max Tread 0.25x16.375 50.1 STD IBC Max Tread 12ga x16.375 23.3 STD OSHA Tread 12Ga. X 14.875 21.0 Uniform Vertical Dead Load Lb/Ft 45.3 Program Rev 20250219R1 Steele Solutions Inc. T 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 2 STAIRS Page 10.2 FALSE FALSE STAIRS Platform PLT1 Load Load A Code Client / Type 2 2 wd Vertical Dead Load, Psf 13.9 pl live point load, Lb 300 wl Uniform Live Load, Psf 100 Wd Stair Width, In 36 39 44 OK t Tread Thickness, In 0.105 Overall Width for clearance, In 44 Nr Number of Risers 6 RH Riser Height, In 7 7 OK Nt Number of Treads 5 TL Tread Length, In 11 11 OK H Total Height, Ft 12 3.50 OK L Total Length, Ft 4.58 Θ Stair Angle = Tan-1 ( RH / TL ), Rad 0.57 Θ Stair Angle = Tan-1 ( RH / TL ), Degrees 32.5 H'Design Height = L*sin (Θ ), Ft 2.60 Rail Extension Distance, in 12 12 or 23 in OK Note: Stringer lateral unbraced length provided by the stair tread assembly Stringer Design Length 5.27 FT Ix 31.9 In4 Stringer Size MC MC10x8.4 Zx 7.9 In3 Ω 1.67 Iy 0.326 In4 Fy 36 Ksi Zy 0.548 In3 Mnx 285.1 K-in Vertical Load per stringer P = p * Cos ( Θ ) 253 Lb W stringer Load = w * Wd * Cos ( Θ )/2 88 Lb / Ft M = Max [ W * S2 / 8, P*L / 4 ]333 Ft-Lb Mn / Ω 14228 Ft-Lb Lateral Load per stringer W 0.815 * (DL ) /2 21.0 Lb / Ft M 72.9 Lb / Ft Mn / Ω 984 Ft-Lb Unity 0.10 < 1.0 V = W * S / 2 232 Lbs Deflection Δ Deflection 0.00 Inches S / Δ 38294 > L /360 STRINGER OK Steele Solutions Inc. SSI IBC Knock Down StandardIBC 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 2 SIDE MNT. GUARD RAIL Page 11.2 TRUE Guard Rail with Light Gage Deck Framing Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 3 SIDE MNT. GUARD RAIL Page 11.3 TRUE Rail Splice Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 3 SIDE MNT. GUARD RAIL Don’t Print FALSE Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 4 SIDE MNT. GUARD RAIL Page 11.4 TRUE TRUE Platform PLT1 Load Load A Mounting Method Side Mounted Code Client / Type Uniform Rail. Load H or V 50 Design Horiz Point Load 200 Top of Railing, H, In 42 43.5 OK Railing Size 1.25 1.25"Φ Sch 10 Upright Size 2x2x11Ga. Upright Spacing, S, Ft NR 7.75 OK Kickplate Height, In 4 4 OK Deck Type Deck Height, dh 2.25 in Exterior Beam or Girder, Nominal Depth 8C12 8.0 in Fy = 50 Beam Length =8.0 ft Number of Bottom Flange Braces 1 Dist Betw bottom flange Lateral bracing, Lbr 4.00 Max Spacing 7 Ft Lateral Brace at each upright No Dist From Top of beam to 1st Railing Bolt, b1 1.75 Bolt Spacing in Bracked, Sv 2.5 1st bolt to bott of upright, B, in 4.5 Dist from Top Rail to 1st bolt, D 47.50 Railing 1.25"Φ Sch 10 Ω=1.67 ASTM A500 GR B Cant L 1.25 Ft Mn / Ω =0.550 K-Ft Fy 42 Ksi Δall =2*L / 96 = 0.3125 t 0.109 In Mmax K-ft Δ, In I 0.160 In4 Simple Span, uniform load 0.36 0.78 Zgross 0.263 In3 Simple Span, Point load 0.38 0.66 Δall = S / 96 = 0.970 Cantilever 0.23 0.19 CHECK POST 2x2x11Ga.Ω=1.67 in factory, industrial, and storage occupancies ASTM A500 GR B Zgross 0.635 In3 Fy 46 Znet 0.501 In3 Bolt Size 0.5 I 0.532 In4 b 2.00 Mmax = P*D 9.5 K-in t 0.1196 Mr/Ω = 13.8 K-in OK CHECK 1/2" A325 BOLTS Ω=2.00 T = P*(D+B) / ( B ) 2.3 K Fnt/Ω = 45 Ksi Ab 0.196 in2 Tn / Ω 8.8 K OK Program Rev 20250219R1 Steele Solutions Inc. 1.5"x 20 Ga. Roof Deck +3/4" resin Deck IBC SSI Standard Round Rail OK 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 5 SIDE MNT. GUARD RAIL Page 11.5 Top of post Deflection includng Support beam Rotation Ref ASTM E 985 8C12 ho = 8.0 Iy / 2 1.84 Syf = 0.36 Load at STD rail hieght 200.0 Lbs STD rail Ht from 1st bolt, H1 47.50 Bottom Flange spacing of Lateral bracing 4.0 ft M = 200*47.5 = 9.50 K-in Beam Rotation Φ = 0.015*[( M / ho)*( Lb3 / (E*Iy/2))]/ho =0.00455 rad 0 rad if brace is at the upright Deflection at STD rail hieght=Φ*H1 + P*H13 / ( 3*E*I )0.67 in Allowable Deflection = H /12 3.96 OK Post + Rail Deflection Point Load at rail mid span 200 Rail deflection due to point load 0.66 Deflection at top of post due to point load / 2 0.34 Total Deflection 1.00 Allowable deflection = H/24 + S/96 2.95 OK Program Rev 20250219R1 Steele Solutions Inc. Assumes only the bottom flange laterally defects and no resistance is provided by the deck or guard rail 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 6 SIDE MNT. GUARD RAIL Page 11.6 Support Beam Weak Axis Capacity Top Flange is Laterally Fixed, Analyze Bottom Flange Bending Ω =1.67 Beam Length 8.0 ft Fy = 50 Ksi Lbr 4.0 ft d = 8 in Lateral Brace at each upright No Ix = 13.8 in4 Point Load at Top of Post, Ph 200 Lb Sxe = 3.46 in3 Factored Point Load at Top of Post, 0.75*Ph 150 Lb Iy = 1.26 In4 Support beam Size 8C12 Sye / 2 = 0.360 In3 Distance from Top Rail to Beam Flange 44.250 in Mxf / Ω =14.40 K-Ft Lateral force at Bottom Flange, Ph = 150*44.25 / 8 = 830 Lb Myf / Ω =1.50 K-Ft L /Lb 2 Myf = 0.203 * 830 * 4 = 0.67 K-Ft OK Support Beam Strong Axis Capacity at Bottom Flange Trib. width =2.00 Live Load ASD Factor 0.75 L = 8.00 Ft W DL + 0.75*W LL = 85 Psf P1DL =0 Lbs.P2DL =0 Lbs. P1LL =0 Lbs.P2LL =0 Lbs. P1TL =0 Lbs.P2TL =0 Lbs. a =0.00 b = 8.00 c =5.00 Ft W TL = 170 Lb/Ft R1TL= 680 R2TL= 680 Location of Max Mx Moment from Vertical Loads, X = 4.00 Location of Max Moment at Railing Post, X = 2.00 Ft M @ X= 2 1.4 K-Ft M @ X=2 1.0 K-FT Combined Forces Unity = 1 / 14.4 + 0.67 / 1.5 = 0.52 OK Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 Customer S&H Systems Project Collectors.com Job Number 10010 5 FLOOR MNT. GUARD RAIL Don’t Print TRUE FALSE Platform PLT1 Load Load A Mounting Method Floor Mouned Code Client / Type Uniform Rail. Load H or V 50 Design Horiz Point Load 200 Min Top of Railing, H, In 42 43.5 OK Railing Size 1.25 1.25"Φ Sch 10 Upright Size 2x2x11Ga. Max Upright Spacing, S, Ft NR 7.75 OK Min Kickplate Height, In 4 4 OK Deck Type Deck Height, dh 2.25 in Exterior Beam or Girder, Nominal Depth 12C12 12.0 in Fy = 50 Beam Length =18.0 ft Number of Bottom Flange Braces 2 Dist Betw bottom flange Lateral bracing, Lbr 6.00 Max Spacing 7 Ft Lateral Brace at each upright No Dist From Top of beam to 1st Railing Bolt, b1 3 Bolt Spacing in Bracked, Sv 6 1st bolt to bott of upright, B, in 9 Dist from Top Rail to 1st bolt, D 48.75 Railing 1.25"Φ Sch 10 Ω=1.67 ASTM A500 GR B Cant L 1.50 Ft Mn / Ω =0.550 K-Ft Fy 42 Ksi Δall =2*L / 96 = 0.375 t 0.109 In Mmax K-ft Δ, In I 0.160 In4 Simple Span, uniform load 0.35 0.75 Zgross 0.263 In3 Simple Span, Point load 0.38 0.64 Δall = S / 96 = 0.969 Cantilever 0.28 0.29 CHECK POST 2x2x11Ga.Ω =1.67 in factory, industrial, and storage occupancies ASTM A500 GR B Zgross 0.635 In3 Fy 46 Znet 0.500 In3 Bolt Size 0.5 I 0.532 In4 b 2.00 Mmax = P*h 8.7 K-in t 0.1196 Mr/Ω = 13.8 K-in OK WELD Ω= 2.0 Thickness, t 0.125 M = 8.7 K-in Fv 70 Mn / Ω =12.4 K-in OK Zxw =0.635/0.1196*0.125= 0.556 in3/in Fn / Ω = 0.6*Fv*0.707*(1+.5*Sin1.5Θ) / Ω =22.3 KSI IBC SSI Standard Round Rail 1.5"x 20 Ga. Roof Deck +3/4" resin Deck OK Steele Solutions Inc. 6737 W. Washington St. West Allis, WI 53214 CITY OF SANTA ANA Planning and Building Agency I GENERAL - THE EQUIPMENT PLATFORM STRUCTURE HAS BEEN DESIGNED TO THE SPECIFICATIONS OUTLINED IN THE 2022 CALIFORNIA BUILDING CODE, 2021 INTERNATIONAL BUILDING CODE, AMERICAN SOCIETY OF CIVIL ENGINEERS 7-16, AND THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION 15TH EDITION., AISC 341-16. STEELE SOLUTIONS, INC. IS AN APPROVED FABRICATOR WITH THE CITY OF LOS ANGELES. LICENSE NUMBER: FB02928 OCCUPANCY: BUSINESS (B) USE: B-1 CONSTRUCTION TYPE PER IBC CH& TYPE II DESIGN LOADS STRUCTURAL DEAD 10 PSF \ EQUIPMENT DEAD NA LIVE 100 PSF LIVE 100 PSF FOR STAIRS AND LANDINGS LATERAL LOAD NOTIONAL LOADS DETERMINED USING DIRECT DESIGN METHOD SEISMIC BASED ON USGS FOR 1610 E ST. ANDREWS PLACE, RISK CATEGORY II ' IMPORTANCE FACTOR, I = 1.0 Ss = 1.272g, S1 = 0.455g, SITE CLASS D SDS = 1.019g, SD1 = 0.47g SEISMIC DESIGN CATEGORY D SEISMIC FORCE RESISTING SYSTEM - ALL OTHER SELF-SUPPORT STRUCTURES (CANTILEVER COLUMN) RESPONSE COEFFICIENT R = 1.25 SEISMEIC OVER STRENGTH FACTORS%= 2.0 REDUNDANCY FACTOR p = 1.3 Cs = 0.815 DESIGN BASE SHEAR = Cs"SEISMIC WEIGHT ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE HANDRAIL 50 LBS / FT OR 200 LBS IN ANY DIRECTION ON TOP RAIL - ANY OTHER JOB SPECIFIC MACHINE, EQUIPMENT LOADS, OR VIBRATION CRITERIA HAS NOT BEEN ADDRESSED UNLESS SPECIFICALLY DISCLOSED AND REQUESTED BY THE CUSTOMER. MATERIALS - UNLESS NOTED OTHERWISE - ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION MANUAL FIFTEENTH ED. - COLD FORMED MEMBERS ARE DESIGNED PER AISI COLD -FORMED STEEL DESIGN MANUAL, 2016 EDITION. - JOIST AND GIRDERS ARE DESIGNED PER THE 45TH EDITION CATALOG OF STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL JOISTS AND JOIST GIRDERS - IT IS THE RESPONSIBILITY OF THE ERECTOR AND / OR GENERAL CONTRACTOR THAT UNLOADED MATERIALS AT THE SITE TO PROTECT THE MATERIALS FROM WEATHER, CONSTRUCTION DAMAGE, AND THEFT. PLATES, CHANNELS, ANGLES ASTM-A36 WIDE FLANGE SECTIONS ASTM-A992 RECTANGULAR AND SQUARE HISS ASTM-A500 GR. C ROUND HISS ASTM-A500 GR. C ROUND PIPE ASTM-A500 GR. B LIGHT GAGE C-SECTIONS ASTM-Al011 GR. 50 BOLTS FOR FRAMING ASTM-A325 BOLTS FOR STAIR TREAD ASTM-A307 THREADED RODS ASTM-A193 GR. B7 WASHERS ASTM-F436 NUTS ASTM-A563 METAL DECK ASTM-Al108 DIAMOND PLATE ASTM-A786 GRATING TYPE 19W4 RAIL UPRIGHT BRACKET ASTM-A1011 CS-B SHOP WELDS -ALL WELDING OF STRUCTURAL STEEL IS PER AWS D1.1/D1.1M:2017 STRUCTURAL WELDING CODE - STEEL- - THE SHOP WELDING PROCESS SHALL BE GMAW USING ER70S-X ELECTRODES. JS ALL HOLES TO BE STANDARD SIZE PER AISC, UNLESS NOTED OTHERWISE - BOLTED CONNECTIONS ARE DESIGNED AS "BEARING TYPE N" UNLESS NOTED OTHERWISE. - WHEN ASSEMBLED, ALL JOINT SURFACES INCLUDING THOSE ADJACENT TO THE WASHERS SHALL BE FREE OF SCALE, EXCEPT TIGHT MILL SCALE. - ALL BOLTS SHALL BE INSTALLED TO A SNUG TIGHT CONDITION. THE SNUG TIGHT CONDITION IS ACHIEVED WHEN ALL SURFACES WITHIN THE CONNECTION HAVE BEEN PULLED INTO FIRM CONTACT WITH THE FULL EFFORT OF A WORKER USING AN ORDINARY SPUD WRENCH, OR WITH A FEW IMPACTS OF AN IMPACT WRENCH. NOTE: WASHER SHALL BE PLACED BEHIND THE NUT. TURNING SIDE OF CONNECTION. COLUMN ANCHORS -ANCHORS SHALL BE INSTALLED PER DeWALT FASTENERS INSTALLATION INSTRUCTIONS. -ALL ANCHORS TO BE DeWALT POWER FASTENERS UNLESS NOTED OTHERWISE. -SEE TABLES FOR MINIMUM ANCHOR SPECIFICATIONS. SPECIAL INSPECTION - PER CBC 2022-SECTION 1705 AND AISC 341 CHAPTER J. - INSPECTION TASKS FOR STEEL DECK INSTALLATION PER SDI QA/QC-2017 STANDARD. SEE TABLES 1.6, 1.7, AND 1.8 FOR MECHANICAL FASTENING. - INSPECTION TASKS FOR OPEN WEB BAR JOIST OR GIRDER JOISTS (IBC 2021 1705.2.3). - SPECIAL INSPECTIONS MAY BE REQUIRED AS WARRANTED BY THE BUILDING OFFICIAL OF THE GOVERNING JURISDICTION. - SPECIAL INSPECTIONS ARE TO BE ARRANGED BY THE OWNER OR OWNER'S AGENT. - SPECIAL INSPECTIONS MAY BE REQUIRED FOR THE FOLLOWING: GENERAL NOTES A) FINISHED COATING: EQUIPMENT FRAMING IS DARK GRAY. EQUIPMENT COLUMNS ARE DARK GRAY. BAR GRATING IS BLACK. GUARDRAIL AND RAIL UPRIGHTS ARE SSI SAFETY YELLOW. KICKPLATE IS SSI SAFETY YELLOW. STAIR STRINGERS ARE SSI SAFETY YELLOW. STAIR TREADS ARE DARK GRAY. CATWALK FRAMING IS DARK GRAY. LADDERS ARE SSI SAFETY YELLOW. TOP TREAD PLATES ARE PAINTED SSI SAFETY YELLOW. B) STAIR ASSEMBLY IN ACCORDANCE WITH IBC. BOLT TOGETHER STAIR HAS CLOSED TREADS & OPEN RISERS. C) RAIL SYSTEM IS IN ACCORDANCE WITH IBC. RAIL SYSTEM IS A 2 RAIL SYSTEM. D) SSI HAS PROVIDED PROTECTIVE GUARDING AS REQUESTED. BUYER ACCEPTS THE RESPONSIBILITY OF PROVIDING PROPER GUARDING FOR ALL EXPOSED AREAS NOT COVERED ON THE DRAWING. E) COLUMN AND BEAM LOADING PROVIDED ON PLANS ARE FOR 3RD PARTY ENGINEER TO EVALUATE ADEQUACY OF BUILDING SLAB AND/OR BUILDING STRUCTURE WITH THE INFORMATION PROVIDED. SSI IS NOT RESPONSIBLE FOR EVALUATION OF STRUCTURES BY OTHERS. SSI IS TO BE NOTIFIED IN A TIMELY MANNER IF STRUCTURES BY OTHERS CANNOT SUPPORT THE LOADING PROVIDED. DRAWING SYMBOLS FRAMING (AS NOTED) 19:7_1►Til MM=111I:y:1 BRIDGING - CRC 1.5 X 16 GA. BRIDGING - SEE PLANS FOR SIZE AND PLACEMENT RAIL & KICKPLATE 11 CONTINUOUS HANDRAIL D.E. _ D.E. = DECK EDGE BOLT COUNTS: #X # X X = NUMBER OF VERTICAL ROWS # = NUMBER OF BOLTS PER VERTICAL ROWS #x UPPER LEVEL BOLT COUNTS X LOWER LEVEL BOLT COUNTS (:A COLUMN LOAD LABEL 1 REVISION MARKER RAIL OPENINGS AISC 341-16, TABLE J7-1 INSPECTION TASKS PRIOR TO BOLTING QC QA INSPECTION TASKS PRIOR TO BOLTING TASK DOC. TASK DOC. PROPER FASTENER SELECTED FOR THE JOINT DETAIL 0 0 - PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL 0 0 - CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE 0 0 - REQUIREMENTS PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED FOR FASTENER P D 0 D ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS 0 0 - AISC 341-16, TABLE J7-2 INSPECTION TASKS DURING BOLTING QC CA INSPECTION TASKS DURING BOLTING TASK DOC. TASK DOC. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS 0 - 0 - REQUIRED JOINT BROUGHT TO THE SNUG TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION 0 - 0 - FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING 0 - 0 - BOLTS ARE PRETENSIONED PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT 0 - 0 - TOWARD THE FREE EDGES AISC 341-16, TABLE J7-3 INSPECTION TASKS AFTER BOLTING INSPECTION TASKS AFTER BOLTING QC CA TASK DOC. TASK DOC. DOCUMENT ACCEPTED AND REJECTED CONNECTIONS P D P D IBC 2021, TABLE 1705.3, #4 PERIODIC INSPECTION OF COLUMN ANCHOR BOLTS IS REQUIRED IN ACCORDANCE WITH SECTION (TABLE 1705.3, #4). DRAWING LIST MATERIAL PHASE ASSOCIATED ASSOCIATED REVISION SHEET # (SSI USE ONLY) PART MARK DESCRIPTION ERECTION BASEPLATE PLAN TYPE REV. # DATE DRAWING LAYOUT 10010-00 TITLE SHEET w/PLATFORM LAYOUT & NOTES TITLE SHEET 6 08/06.,2025 10010-10 MPH1 DTE X-OVER (FIELD LOCATED) ED10 FRAMING & DECK 6 08/063,2025 10010-DET1 ALL PLATFORMS - TYPICAL DETAILS DETAILS AND 4 08/061e2025 SECTIONS 1C010-DET2 ALL PLATFORMS TYPICAL DETAILS DETAILS AND 5 08/0621025 SECTIONS 10010-DET3 ALL PLATFORMS TYPICAL DETAILS DETAILS AND 4 08/01iF2025 SECTIONS 10010-DET4 ALL PLATFORMS TYPICAL DETAILS DETAILS AND 6 08/0E1i2025 SECTIONS 10010-1-1 INSTALLATION INSTRUCTIONS INSTALLATION 10010-1-2 INSTALLATION INSTRUCTIONS INSTALLATION F_ 10010-1-3 INSTALLATION INSTRUCTIONS INSTALLATION Approved 4. FOR PE rt its s�Mand JnTd-aRtat55, UroiA ' V C drawingta shown thereon is CONFIDENTIAL and can not be used without priorwritten consent of Steele Solutions, Inc. Master Date: SCALE 1 PLAN NTS Qlxld"lookk �I�I� N N N 0 0 0 LU O X Z O � d Q Q Q Q C0 U W w Z a O Cr O LL 0 LL U_ C � N_ U) J Q d w ry Z of LL o- Z O H a_ U to W M U') U-) LO U') u') U') N N N N N N O O O O O O uJ N N N (N (N C Q CO C\C)0 O O \ M N n N 0 00 co U') U') It O o 0 0 0 0 �■e■■sa PLAN NORTH MAY NOT ALIGN WITH T1R117 N1 �Q7L1 ENGINEER STA%1P Digitally signed by Sal Fateen DN: E-sal@seimicinc com, CN=Sal Fateen, SEQUIC OU-Professional Ergi,»rinq '� Engineer. O=Seizmic Inc, -Covina, S-California. � IfV 11 �' �e_OF CALL% �& EXPIRES 12-31-2025 IP DATE DRAWN 2025/04/10 SALESPERSON: JWP DRAWN BY: MCK PROD ENGINEER TRD PROD. MANAGER: PD SSI Phase: (FOR INTERNAL USE) DRAWING DESCRIPTION TITLE SHEET w/PLATFORM LAYOUT & NOTES iNSTEELE SOLUTIONS 1117 E RAWSON AVE PHONE BW542-5099 SOUTH MILWAUKEE, WI 53172 www.steelesolutions corn PROJECT NO: 10010 PROJ NAME: COLLECTORS_COM CUSTOMER: S & H SYSTEMS LOCATION: SANIA ANA, CA DWG. NO: 10010 - 00 CITY OF SANTA ANA Planning and Building Agency1 U 1001 z A Q 4'-11" Z < Cfl m Q � YM n Z U oil 1 -4 2'-7„ 1 -0" Q o D-E_ — — — D.E. m m o IL Ij L CO r — — X Uj N ❑ — — O J ap C 04X4.5 U U 8X10 U-! A UA 43 1/4" HG. GUARDRAIL & N 0 — — — — — :D 4 MIN. HG. KICKPLATE AT EDGES AS SHOWN TYP. `1/2" CAP PLATE W/ m Q — — — — — 1/2" BOLTS, TYP. w CL --�--� o L _ _ _ _ _ J (2) SPECIAL WELDED IBC STAIR ASSEMBLIES FROM (0'-0" TO T-6") CONSIST OF: T w (6) RISERS @ 7" = 42" — L 4-11N8 (5) 48 WIDE TREADS @ 11 + 1 1/8+ 112„ = 56 5/8 1001 OVERALL STAIR WD X—OVER FRAMING PLAN DESIGN LOAD: 100 psf LIVE LOAD + 10 psf DEAD LOAD = 110 psf TOTAL LOAD TOP OF STEEL: X-5 " MAX POINT LOAD FOR UNSUPPORTED DECK = 300 LBS. COLUMN LOADS K AND K-FT TOTAL BASE BASE MARK LIVE LOAD DEAD LOAD LOAD SHEAR MOMENT A 0.6 0.1 0.7 0.2 0.6 LOADS ARE UNFACTORED SERVICE LOADS IN KIPS. UNFACTORED SERVICE LOADS INCLUDE ALL APPLICABLE SEISMIC, WIND, AND SNOW LOADS. BASE SHEAR IS SEISMIC BASE SHEAR AT FLOOR. MINIMUM FRAMING CLEAR HEIGHT AT CONVEYOR FRAMING MEMBER MEMBER DEPTH MEMBER T.O.S. CLEAR AT BEAM C4X4.5 4" 3'-5 " T-1 " X—OVER DECK PLAN TOP OF DECK: 3'-6 " (SEE PROJECT DETAILS FOR DECK FASTENING PATTERN) (DECK EDGE (D.E.) EXTENDS TO RAIL UPRIGHTS U.N.O. ON FRAMING PLAN) (MEASURE AND LOCATE D.E. OFF OF STRUCTURE FOR ALL D.E. DIMS ON FRAMING PLAN) &1 Approved ., FOR �zilk isMand JnTd--ata15,rVr'iA C drawingta shown thereon is CONFIDENTIAL and can not be used without priorwritten consent of Steele Solutions, Inc. Master ID: Date: 4r.,. SCALE i _1 QIxIXIUIWIxIm �J-)m N O N_ N O N_ N O N co ❑ ❑ ❑ U U U w w w z O � w F O w w w z w O 0 0 0 p a Q a O O O w a U) C0 U) w z > O Of U U U Ow Of O x w w w w w ❑ a- w w ❑ w ❑ ❑ ❑ ❑ Lu N Q U) J d U) U) U) w z x w w w x LL 0- X X X N N N N N N O O O O O O uJ CO O O - Q L It It 0 0 0 0 0 0 1/4" = 1' PLAN NORTH MAY NOT ALIGN WITH TRUE NORTH ENGINEER STAMP I r AMA 1�� �w i 1 � ✓4i/�/I`C EXPIRES 12-31-2025 DATE DRAWN: 2025/04/10 SALESPERSON: JWP PROD. ENGINEER: TRD PROJ. MANAGER: PD SSI Phase: MPH1 (FOR INTERNAL USE) DRAWING DESCRIPTION: X-OVER FRAMING & DECK PLAN FIELD LOCATED STEELE SOLUTIONS 1117 E RAWSON AVE PHONE 888-542-5099 SOUTH MILWAUKEE, WI 53172 www.steelesolutions.com PROJECT NO: 10010 PROJ. NAME: COLLECTORS.COM CUSTOMER: S & H SYSTEMS LOCATION: SANTA ANA, CA DWG. NO: 10010 - 10 CITY OF SANTA ANA Planning and Building Agency1 BASE PLATE DETAILS (SHEET 10) X-OVER 3/$.,X8"X$„ BASE PLATE with 4" X 4" X 3/16" COLUMN ALL BASEPLATES AS SHOWN TO HAVE (4) 3/8"0 X 3" LG. DeWALT POWER STUD + SD1 CONCRETE ANCHOR, WASHER, AND 3/8" HEX NUT AND DESIGNED PER ICC-ESR 2818 SEE PLAN VIEW OF BASE PLATE DETAIL FOR ANCHOR SIZE COLUMN TUBE CONCRETE ANCHOR LEVEL 0 MIN. EDGE (E) TYPICAL it rLA I t BASE PLATE DETAIL MINIMUMS PER EXPANSION ANCHOR SIZE @ CONCRETE FLOOR BOLT ANCHOR BOLT SPACING EMBEDMENT CONCRETE EDGE" SIZE LG. (S) (D) THICKNESS (E) LOCATION 3/81, 3 33/4" 23/8" 4 21/4" GROUND LVL *EDGE IS DEFINED AS THE DISTANCE FROM THE CENTER OF THE ANCHOR TO AN EXPANSION JOINT, CONTROL JOINT, OR SLAB EDGE. NOTE: VALUES SHOWN IN TABLES ARE MINIMUMS PER ESR REPORTS AND MANUFACTURER'S DATA. ENGINEER RESPONSIBLE FOR CONCRETE ANALYSIS AND DESIGN MAY REQUIRE LARGER DIMENSIONS. &1 pp A rove FOR F'�:ilk isMand JnT--aRta155,rVr'iA C drawingta shown thereon is CONFIDENTIAL and can not be used without priorwritten consent of Steele Solutions, Inc. Master ID: Date: SCALE: 1" = 1' 1 QIIXIxIm rl ❑ U W z � O W �� w� X U W Z O 0 O 1 [__ Q Q 10 v) cn L.i O w _z L Of Q� Q� U O OL_ O L ❑ LL_ w ❑LU W N_ Q ❑ LL U7 J d U) W z x W 11� LL d C� N N N N O O O O uJ N N cV N CEO Q0 O — Q O \ M N ❑ 00 (D Ln O O O O I I N I IUj (Y PLAN NORTH MAY NOT ALIGN WITH TRUE NORTH ENGINEER STAMP I EXPIRES 12-31-2025 DATE DRAWN: 2025/04/10 SALESPERSON: JWP 1;:/►:0 111I: PROD. ENGINEER: TRD PROJ. MANAGER: PD SSI Phase: (FOR INTERNAL USE) DRAWING DESCRIPTION: ALL PLATFORMS TYPICAL DETAILS STEELE SOLUTIONS 1117 E RAWSON AVE PHONE 888-542-5099 SOUTH MILWAUKEE, WI 53172 www.steelesolutions.com PROJECT NO: 10010 PROJ. NAME: COLLECTORS.COM CUSTOMER: S & H SYSTEMS LOCATION: SANTA ANA, CA DWG. NO: 10010 - D ET 1 CITY OF SANTA ANA Planning and Building Agency1 BEAM (SEE PLAN) 1 1/2" y �r TYP. 3" TYP. H.S.S. COLUMN TUBE (SEE PLAN) NOTES: - BOLT DIAMETER NEEDS TO MATCH PLATE THICKNESS - FIELD DRILL 13/16" BOLT HOLES IN BEAM FLANGE; IF COLUMNS ARE FIELD LOCATED 1/2" COLUMN CAP PLATE (4) 1 /2"0 BOLTS w/ WASHER & NUT S TA NDA RD CA P PLA TE (FRONT VIEW) (WITH 112" CAP PLATE & 112"0 BOLTS) 2 112" LG. X 7 GA. SADDLE w/ ROUNDED EDGES SUPPORTING 1 1/4" STRUCTURAL STEEL PIPE. CONTINUOUS HORIZONTAL PIPE ATTACHED WITH (2) 12-14 X 1" LG. #3 PAN HEAD SELF -DRILLING SELF -THREADING SCREWS 2" X 2" X 11 GA. TUBE RAIL UPRIGHTS VERTICAL UPRIGHTS ARE SPACED AT T-9" ON CENTER (MAX). P/N#: 10010-RUP BEAM GAGE 1 /2" TYP. i H.S.S. COLUMN TUBE (SEE PLAN) BEAM (SEE PLAN) NOTE: • WELD TO MATCH THE COLUMN THICKNESS (UF TO 1 /4"). TYP STANDARD CAP PLA TE (SIDE VIEW (WITH 314" CAP PLATE & 314"0 BOLTS) ;tz N >- Q W Lo � O KICKPLATE, 14 GA. X 2" X 6 1/2" X 10'-0" L.G. _ �z w� 1 " X 1/8" 19W4 = (BLACK) BAR GRATING Y j T.O.D. w C4X5.4 (2) 1/2"0 X 3" LG. BOLTS w/ NUTS & WASHERS (2) 1/2" I.D. X 1 3/8" O.D. WASHERS #12W SPECIAL 7—RAIL CONNECTION @BEAM FRAMING with FORMED RAIL SUPPORT BRACKET with ROOF DECK AND RESINDEK DECKING BEAM 3 11/16" r j W8X10 ANGLE PLATE; 3/8" X 2 1/2" X 11 1/8" L.G. 2 1/2" 1037-41FA 1 5/8" 00 N CHANNEL C4X4.5 CHANNEL C4X4.5 ANGLE PLATE; 3/8" X 2 1/2" X 11 1/8" LG. 1037-4FA (SECTION VIEW) 3/4"0 BOLTS w/ WASHER & NUT TYP. LTS vvi vvr\ohER & NUT TYP. (PLAN VIEW) CHANNEL TO BEAM CONNECTION &1 Approved ., FO �:ilk isMand JnTd-ata155,rVr'i�his�' V C drawingta shown thereon is CONFIDENTIAL and can not be used without priorwritten consent of Steele Solutions, Inc. Master I� Date: SCALE 1 _1 1" = 1' ¢IXIXIUIxIm U-) CV O N m N O N ❑ ❑ U U w w z O� Q� O LLI > z z O w w W z O 0 0 m a Q j o 0 w co U) U) U) U U Ow o' O 0 0 ❑ a- a- w ❑ ❑ ❑ N Q C/) ::j C/) C/) w z � w w cr� w a O� C� N N N N N 0 0 0 0 o w N N N cV N I_ co � 0 - - Q CD\ CO N N ❑ co co U-)Lo 0 0 0 0 0 I I c I N I IUj r PLAN NORTH MAY NOT ALIGN WITH TRUE NORTH ENGINEER STAMP I EXPIRES 12-31-2025 DATE DRAWN: 2025/04/10 SALESPERSON: JWP 1;:/►: 11�I: PROJ. ENGINEER: TRD PROJ. MANAGER: PD SSI Phase: (FOR INTERNAL USE) DRAWING DESCRIPTION: ALL PLATFORMS TYPICAL DETAILS NiSTEELE SOLUTIONS 1117 E RAWSON AVE PHONE 888-542-5099 SOUTH MILWAUKEE, WI 53172 www.steelesolutions.com PROJECT NO: 10010 PROJ. NAME: COLLECTORS.COM CUSTOMER: S & H SYSTEMS LOCATION: SANTA ANA, CA DWG. NO: 10010 - D ET2 CITY OF SANTA ANA Planning and Building Agency I 1 /4" GAP "SEAM" TYPICAL BAR GRATING SCREW ATTACHMENT (SIDE VIEW) C BAR GRATING (SEE PLAN) JOIST TYP. ALL JOINTS USE SADDLE CLIPS ON BOTH SIDES z O U w 0 or co z Q w m SADDLE CLIP & 12-24 X 2" LG. #5 SELF -DRILLING TAPPING SCREW "DECK EDGE" OR - OUTER FACE OF KICKPLATE. OR BAR GRATE TYPICALLY LANDS NTERLINE OF BEAM V DECK. TYPICAL BAR GRATING SCREW A TTACHMENT (FRONT VIEW) W FRAMING BELOW 1/4" GAP T4 DECK ED(K 11 IN LL LU 20- - - ---- - ------- -- ---- ------ - -- ---- -- --- ------------ ----- -- --------- - ------- ------ ---- SIMON diii1111111I5! -- - --- --- ----- --- -- 111111111111III �I---------- 11111111111 --- --- I I I I ATE ;ES Approved FOR �zilk isMand 1Td--ata15,rUroi A C drawingta shown thereon is CONFIDENTIAL and can not be used without priorwritten consent of Steele Solutions, Inc. Master IUD: Date: SCALE: T _1 QIXIXIxI- To] ❑ U w z Q� O w O w X U W Z O 0 O �LLJ _j QQ� w0 W Z L [)� , er U 0 �oLL O L ❑ LU w ❑LU w N_ Q ❑LLJ U7 J Q w z x w 11� LL d C� N N N N O O O O w N N cV N CO O Q O \ (` N ❑ 00 O Ln O O O O I M I N I IUj r PLAN NORTH MAY NOT ALIGN WITH TRUE NORTH ENGINEER STAMP I EXPIRES 12-31-2025 DATE DRAWN: 2025/04/10 SALESPERSON: JWP 1;:/►: 1 l PROJ. ENGINEER: TRD PROJ. MANAGER: PD SSI Phase: (FOR INTERNAL USE) DRAWING DESCRIPTION: ALL PLATFORMS TYPICAL DETAILS STEELE �L SOLUTIONS 1117 E RAWSON AVE PHONE 888-542-5099 SOUTH MILWAUKEE, WI 53172 www.steelesolutions.com PROJECT NO: 10010 O z F ~ary PROJ. NAME: COLLECTORS.COM T TYPICAL BAR GRATING ° SCREW A TTACHMENT CUSTOMER: S & H SYSTEMS (PLAN VIEW) LOCATION: SANTA ANA, CA DWG. NO: 10010 - D ET3 CITY OF SANTA ANA �PIPE1-1/4SCH10 —00 LO 4 LO in MC 10X8.4 —- 4'-11 �3/8" OVERALL STAIR WIDTH 0 1 /Alm Mu 1 r7 B-B PIPE1-1/4SCH10----- v ti LO LO LO IO LO LO A -A 10010 nnA n r1 M Q TOP TREAD PLATE STAIR 2 _ 1/2" ti GAP DECK TYPE r VARIES 03, CONCRETE }- oi 1 IRS BRACKET ' A STAIR CONNECTION ANGLE ' 1068-LFA OR ANCHORED w/ 3/8" O 1051-SCA DeWALT POWER STUD+SD1 CONCRETE ANCHOR. TYPICAL UPPER IBC STAIR CONNECTION TO WIDE FLANGE BEAM FRAMING TYPICAL STAIR CONNECTION TO CONCRETE Planning and Building Agency ^�1 ,Approved FOR P�zis�Mand 1nd4ia af5m5Uri �his- v "C drawingta shown thereon is CONFIDENTIAL and can not be used without priorwritten consent of Steele Solutions, Inc. Master ID: Date: SCALE 1 : 16 1 PLAN Qlll�lWlxlm NICIN 000 N N N W O X Z O a H d Q Q Q Q Cf) W W Z d Of ry O 0 LL o a W LU W N_ Q � J WQ W Z ry Of LL. d N N N N N N O O O O O O W O N CDN Q O M M N 0 W (0 0 Lf O O O O O O Iffimmmme PLAN NORTH MAY NOT ALIGN WITH TRUE NORTH ENGINEER STAMP I EXPIRES 12-31-2025 DATE DRAWN: 2025/04/10 SALESPERSON: JWP DRAWN BY: MCK PROJ. ENGINEER: TRD SSI Phase: (FOR INTERNAL USE) DRAWING DESCRIPTION: ALL PLATFORMS TYPICAL DETAILS STEELE SOLUTIONS 1117 E RAWSON AVE PHONE 888-542-5099 SOUTH MILWAUKEE, WI 53172 www.steelesolutions.com PROJECT NO: 10010 PROJ. NAME: COLLECTORS.COM CUSTOMER: S & H SYSTEMS LOCATION: SANTA ANA, CA DWG. NO: 10010 - DET4 9/16 MIN Ø7/16 X 7/8 (10 SLOTS - 5 EACH END) WELD 7 GA. 1 1/2 1 9/16 MS-01 THRU MS-02 7/16 MIN 1 1/2 3 11/16 *Note: Replace with when using knee braces MSL-01 MS-03 THRU MS-12 11/16 MIN 7/16 MIN MSL-01 MSL-02 & MSL-03 MS-01 THRU MS-02 MS-03 THRU MS-12 (B-02013) 12 GA. SUPPORT STAND CROSS MEMBER KNEE BRACE ASSY (B-00909) 12 GA. SUPPORT STAND LEG (B-00913) 12 GA. MS PIVOT PLATE (B-02112) 12 GA. SMALL PIVOT PLATE (B-01717) 12 GA. KNEE BRACE BRACKET (B-00303) 4 GA. KNEE BRACE 13/16 1 7/8 1 1/2 (B-09981) 12 GA. MSL PIVOT PLATE (B-00911) ADJ. MS FOOT WELDMENT PART NUMBER ADJ.ITEM #1 B-00911-002 5 1 3/4 B-00905-002 B-00911-003 7 3/4 3 B-00905-003 B-00911-006 10 3/4 6 B-00905-006 B-00911-007 11 3/4 7 B-00905-007 B-00911-009 13 3/4 9 B-00905-009 B-00911-012 17 5/8 12 B-00905-012 12 GA. (B-09987) 12 GA. MSL SUPPORT LEG (B-09988) 12 GA. MSL SUPPORT LEG (B-09983) MSL FOOT WELDMENT (B-09989) ADJ. MSL FOOT WELDMENT WELD 13/16 WELD 13/16 1 1/2 7 GA. 12 GA. 2 5/8 1 4 3/8 1 2.5" MIN EMBEDMENT ANCHOR AT SLAB ON GRADE 3 1 15/32 2 3/4 1 1/2 6 1/4 1 1/2 1 1/2 6 1/4 12 GA. 7 GA.1 51/64 3/16" MIN 3/16" MIN 6 1/4 2 43/64 3/16" MIN 5 5/16 2 3/8 1 5/16 1 1/2 36 8 88 8 3 5/16 3 5/16 Ø3/8 ANCHOR (2) PER SUPPORT LEG S&H Approved Anchors ICC Report Type Brand Part Number Dimensions Seismic Approved Slab Thickness Notes ICC-ES ESR 2713 (concrete) Screw Simpson Titen HD THD37300H 3/8" X 3"Y Building is a 6" slab on grade - Used in calculation report for anchor calculation 2 Anchors per Vertical TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- Conveyor Supports - MS 316932C_P3 316932C JBB LB NTS 05 6/15/25 3 *EACH SUPPORT IS REQUIRED TO HAVE FOUR ANCHORS EXP. 6/30/2026 06/17/2025 (B-01717) 12 GA. KNEE BRACE BRACKET 5 5/16 2 3/8 1 5/16 7 GA. 4 9/16 7 1 7/8 BETWEEN UPRIGHT WIDTH 1.9 OD SCHEDULE 40 (B-03941) SCHEDULE 40 SUPPORT PIPE ASSY(B-03854) 4 GA. PIPE RETAINER 3/8-16 TAP 7 47/64 1 1/8 4 1/2 1 1/2 2 1/4 8 (B-03944) 10 GA. SPACER CHANNEL (B-01283) 4 GA. PIPE RETAINER BASE PLATE 7 3/4 1 1/2 WELD 3/16 7 GA. 4 9/16 7 1 7/8 BETWEEN UPRIGHT WIDTH 1.9 OD SCHEDULE 80 9/64 13/64 1 9/641 9/64 INSIDE ON BOTH SIDES WELD 3/16 INSIDE ON BOTH SIDES (WA-000537) SCHEDULE 80 SUPPORT PIPE ASSY Ø7/16 X 7/8 (10 SLOTS - 5 EACH END) 27 24 OA H ( S T A N D A R D L E N G T H S F R O M 3 6 " - 1 4 1 " ) 3 19/32 41 3/4 1/2 1/2 2 4 3/16 1/2 ODD LENGTH (B-03939) 7 GA. POLY-TIER SUPPORT EXTENSION 1 1/2 1 1/2 STANDARD POLY-TIER ASSEMBLY (2 LEVELS)TALL POLY-TIER W/ SPLICE CHANNEL & EXTENSION (2 LEVELS) ANCHOR AT SLAB ON GRADE (B-03937) POLY-TIER STAND WELDMENT 8 3/4 1 3/4 WELD 1 1/43/16 7 GA. 4 GA. OA H ( S T A N D A R D L E N G T H S F R O M 1 2 " - 1 4 4 " ) 1/2 4 3/16 1/2 2 4 (B-03940) 7 GA. POLY-TIER COUPLING CHANNEL (B-00705) 4 GA. SHORT KNEE BRACE 3 1/4" MIN EMBEDMENT OR OR OR 2 STD OR 4" W/ ACCUM/REFLECTOR CHANNELS CONV. OAW 2" STD CONVEYORS & 4" IF USING ACCUM/REF CHANNEL CONV. OAW OR Ø1/2 ANCHOR (2) PER SUPPORT LEG 9 3A5 7 6 3B 2 1 4 8 8 11 12 13 10 13 9 11 12 13 11 1311 11 1311 8 11 12 13 10 13 9 11 12 13 11 1311 11 11 1111 1111 13 13 13 13 11 14 11 14 2 1 4 1 5 6 5 6 3B3A 3B3A 3B3A 11 1311 11 14 5 6 3B3A 11 13 11 13 11 13 11 13 S&H Approved Anchors ICC Report Type Brand Part Number Dimensions Seismic Approved Slab Thickness Notes ICC-ES ESR 2713 (concrete) Screw Simpson Titen HD THD50400H 1/2" X 4"Y Building is a 6" slab on grade - Used in calculation report for anchor calculation 2 Anchors per Vertical TITLE Notice: This drawing and the design information contained herein shall remain the sole property of S & H Industrial Services, Inc. It is submitted for use in reference only and shall not be duplicated, or given to a third party without the written consent of S & H Industrial Services, Inc. S & H Industrial Services, Inc. assumes no responsibility for the design of operation of any structure or material shown on this drawing not furnished by S & H Industrial Services, Inc., under the contract to which this drawing applies. MATERIAL HANDLING SYSTEM INTEGRATION 5904 Krueger Drive Jonesboro, AR 72401 Tel 870-933-7346 REVISION NO. SHEETSCALE DATE CHECKED BYDRAWN BY JOB NO DWG NO TITLE RE V IN I T I A L S DA T E DE S C R I P T I O N SH E E T R E V I S I O N S 2 LB 3/ 7 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s 3 LB 6/ 1 5 / 2 0 2 5 Ad d r e s s i n g P e r m i t R e v i e w C a l l o u t s Collectors.com CALIFORNIA Outbound Addition ---- Conveyor Supports - Poly-Tier 316932C_P3 316932C JBB LB NTS 06 6/15/25 3 *EACH SUPPORT IS REQUIRED TO HAVE FOUR ANCHORS EXP. 6/30/2026 06/17/2025 1610 E St Andrew Pl Collectors.com Structural Calculation Report Santa Ana, CA 92705 Nashville, TN 37203 Job Number: 240575 Calculations prepared by: Jack Wilson, P.E. Calculations prepared for: S&H Systems July 9, 2024 Epiq Engineering, LLC 1704 8th Ave S EXP. 6/30/2026 03/12/2025 1) General Notes 1 2) Governing Codes 1 3) Material Specification 1 4) Project Information 2 5) Design Loads 2 6) Load Combinations 8 7) ATC Seismic Report 9 8) Structural Calculations 12 9) Point Load on Slab Analysis 53 Table of Contents Subject: Job No: Page:1 Engineer: Date:7/9/24 1. General Notes 1.1 The scope of structural engineering for this project does not cover the surrounding building, existing structures or any life−safety conditions such as egress, occupancy and fire protection. 1.2 Means and methods of construction are the sole responsibility of the general contractor. The structure is considered unstable until all structural elements have been fully connected and all safety matters pertaining to installation are the sole responsibility of the general contractor. 1.3 All welding shall conform to AWS D1.1, "Structural Welding Code − Steel" 1.4 Method of design is Load and Factor Resistance Design (LRFD) 2. Governing Codes 2.1 2022 California Building Code 2.2 ASCE 7−16 Minimum Design Loads For Buildings & Other Structures 2.3 ACI 318−19 Building Code Requirements for Structural Concrete 2.4 AISC 360−16 Steel Construction Manual, 15th Edition 2.5 AISI S100−16 North American Standard for the Design of Cold−Formed Steel Structural Members 3. Material Specification Structural Channel:A36 (Fy = 36 ksi) Structural W−Shape:A992 (Fy = 50 ksi) Structural Angle:A36 (Fy = 36 ksi) Plates:A36 (Fy = 36 ksi) HSS Tube:A500, Grade B (Fy = 46 ksi) Cold Formed Steel:A1003, Grade 33 (Fy = 33 ksi) Hardware: A325 (Grade 5 can substitute for bearing connections) Collectors.com 240575 Wilson Epiq Engineering, LLC 2814 Dogwood Place Nashville, TN 37204 Subject: Job No: Page:2 Engineer: Date:7/9/24 4. Project Information Prepared By: Jack Wilson, P.E. Engineer of Record: Jordan Tlumak, P.E. Project Name: Collectors.com Project Address: 1610 E St Andrew Pl Santa Ana, CA 92705 5. Design Loads 5.1 Gravity Loads Self−Weight: Per AISC 360−16 Steel Construction Manual, 15th Edition Dead Load: MS Conveyor: 35 plf Polytier Conveyor: 35 plf Drives: 700 lbs Live Loads: (No Live Load Reductions Applied) Conveyor: 7.5 psf Other Loads: None Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:3 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2 Seismic Loads Project Risk Category: II ASCE 7, Table 1.5−1 Component Importance Factor, IP:1.0 ASCE 7, 13.1.3 Redundancy Factor, ρ:1.0 ASCE 7, 13.3.1 Soil Site Classification: D Assumed per ASCE 7, 11.4.2 Spectral Resp. Parameter, S1:0.455 ATC Seismic Report Spectral Resp. Parameter, SS:1.272 ATC Seismic Report Spectral Resp. Parameter, SD1:Null ATC Seismic Report (Does Not Control Design) Spectral Resp. Parameter, SDS:1.018 ATC Seismic Report Seismic Design Category: A ASCE 7, 11.6 Analysis Procedure: Seismic Demands on Nonstructure Components ***Per Exemptions Discussed in ASCE7 13.1.4, SEISMIC LOADS DO NOT NEED TO BE CONSIDERED*** X−Direction Forces: Other Mechanical or Electrical Components Response Mod. Factor, Rp:1.50 ASCE 7, Table 13.6−1 Overstrength Factor, Ω0:2.00 ASCE 7, Table 13.6−1 Component Amplification, ap:1.00 ASCE 7, Table 13.6−1 Y−Direction Forces: Other Mechanical or Electrical Components Response Mod. Factor, Rp:1.50 ASCE 7, Table 13.6−1 Overstrength Factor, Ω0:2.00 ASCE 7, Table 13.6−1 Component Amplification, ap:1.00 ASCE 7, Table 13.6−1 Collectors.com 240575 Wilson Epiq Engineering, LLC 2814 Dogwood Place Nashville, TN 37204 Subject: Job No: Page:4 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.1 Seismic Loads − MS Conveyor (Worst Case) Max Support Width =10 ft Wp = 350 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =95.0 lb ASCE7, 13.3.1 Fph,min =106.9 lb ASCE7, 13.3.1 Fph,max =570.1 lb ASCE7, 13.3.1 Use:Fph =106.9 lb Fpv =71.3 lb ASCE7, 13.3.1 5.2.2 Seismic Loads − MS Conveyor with Drive (Worst Case) Max Support Width =10 ft Wp = 1050 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =285.0 lb ASCE7, 13.3.1 Fph,min =320.7 lb ASCE7, 13.3.1 Fph,max =1710.2 lb ASCE7, 13.3.1 Use:Fph =320.7 lb Fpv =213.8 lb ASCE7, 13.3.1 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:5 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.3 Seismic Loads − Polytier Conveyor − Top Elevation (Worst Case) Max Support Width =10 ft Wp = 350 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =95.0 lb ASCE7, 13.3.1 Fph,min =106.9 lb ASCE7, 13.3.1 Fph,max =570.1 lb ASCE7, 13.3.1 Use:Fph =106.9 lb Fpv =71.3 lb ASCE7, 13.3.1 5.2.4 Seismic Loads − Polytier Conveyor − Top Elevation with Drive (Worst Case) Max Support Width =10 ft Wp = 1050 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =285.0 lb ASCE7, 13.3.1 Fph,min =320.7 lb ASCE7, 13.3.1 Fph,max =1710.2 lb ASCE7, 13.3.1 Use:Fph =320.7 lb Fpv =213.8 lb ASCE7, 13.3.1 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:6 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.5 Seismic Loads − Polytier Conveyor − Middle Elevation (Worst Case) Max Support Width =10 ft Wp = 350 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 26 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =95.0 lb ASCE7, 13.3.1 Fph,min =106.9 lb ASCE7, 13.3.1 Fph,max =570.1 lb ASCE7, 13.3.1 Use:Fph =106.9 lb Fpv =71.3 lb ASCE7, 13.3.1 5.2.6 Seismic Loads − Polytier Conveyor − Middle Elevation with Drive (Worst Case) Max Support Width =10 ft Wp = 1050 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 26 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =285.0 lb ASCE7, 13.3.1 Fph,min =320.7 lb ASCE7, 13.3.1 Fph,max =1710.2 lb ASCE7, 13.3.1 Use:Fph =320.7 lb Fpv =213.8 lb ASCE7, 13.3.1 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:7 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.7 Seismic Loads − Polytier Conveyor (Worst Case) Vertical Load Distribution 1 26 106.9 2,779 0.34 72.2 2 51 106.9 5,451 0.66 141.6 Totals: 213.8 8,231 1.00 213.8 5.2.8 Seismic Loads − Polytier Conveyor with Drive (Worst Case) Vertical Load Distribution 1 26 320.7 8,337 0.34 216.6 2 51 320.7 16,354 0.66 424.8 Totals: 641.3 24,692 1.00 641.3 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Use: Fph (lbs) Elevation h (in) Fph (lbs) Fph x H CX Use: Fph (lbs) Elevation h (in) Fph (lbs) Fph x H CX Subject: Job No: Page:8 Engineer: Date:7/9/24 6. Design Load Combinations 6.1 Load Combination Parameters SDS:1.018 ATC Seismic Report ΩX: 2.00 X−Direction, ASCE 7, Table 13.6−1 ΩY: 2.00 Y−Direction, ASCE 7, Table 13.6−1 6.2 LRFD Load Combinations (ASCE 7, 2.3) L (Serviceability, L/360) D + L (Serviceability, L/240) 1.4D (Dead Load Only) 1.2D + 1.6L (Gravity) (1.2 + 0.2SDS)D +/− ρEX + L (Gravity + Seismic, X−Direction) (1.2 + 0.2SDS)D +/− ρEY + L (Gravity + Seismic, Y−Direction) (0.9 − 0.2SDS)D +/− ρEX (Seismic Uplift, X−Direction) (0.9 − 0.2SDS)D +/− ρEY (Seismic Uplift, Y−Direction) (1.2 + 0.2SDS)D +/− ΩEX + L (Gravity + Overstrength Seismic, X−Direction) (1.2 + 0.2SDS)D +/− ΩEY + L (Gravity + Overstrength Seismic, Y−Direction) (0.9 − 0.2SDS)D +/− ΩEX (Overstrength Seismic Uplift, X−Direction) (0.9 − 0.2SDS)D +/− ΩEY (Overstrength Seismic Uplift, Y−Direction) ***Per Exemptions Discussed in ASCE7 13.1.4, SEISMIC LOADS DO NOT NEED TO BE CONSIDERED*** Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson ATC Report Collectors.com 1610 E St Andrew Pl Santa Ana, CA 92705                              !""#        $%&'()*+,-.'/&01., 233'%445 6768   9 9:" 8;9< =..'31,&0%45 >> "8: ;:9!66 ?@ ?68" AB%C&01.,5 ; D1/%40&/E5 "8"@!8 !8:6;F@"F@ 8:"G H&I&'3*DJE%5 K L%-%'%,(%*M.(N/%,05  !67 L14O*=&0%P.'J5 QQ $10%*=B&445 R!  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Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Fu [ksi] 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65 3 A36 29000 11154 0.3 0.65 0.49 36 58 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 HR1A W10X33 Beam None A992 Typical 9.71 36.6 171 0.583 Cold Formed Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Brace HYTROLMSBRACE HBrace None A653 SS Gr33 Typical 0.564 0.126 0.662 0.002 2 Upright HYTROLMSSUPPORT Column None A653 SS Gr33 Typical 0.583 0.122 0.798 0.002 General Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 GEN1A RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Hot Rolled Steel Design Parameters No Data to Print... Cold Formed Steel Design Parameters Label Shape Length [in] Lb y-y [in] Function 1 M1 Upright 51 Segment Lateral 2 M2 Upright 51 Segment Lateral Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 2 Cold Formed Steel Design Parameters (Continued) Label Shape Length [in] Lb y-y [in]Function 3 M8 Upright 51 Segment Lateral 4 M9 Upright 51 Segment Lateral 5 M15 Upright 51 Segment Lateral 6 M16 Upright 51 Segment Lateral 7 M22 Upright 51 Segment Lateral 8 M23 Upright 51 Segment Lateral 9 M9A Brace 27 Lateral 10 M10 Brace 27 Lateral 11 M11 Brace 27 Lateral 12 M12 Brace 27 Lateral 13 M13 Brace 27 Lateral 14 M14 Brace 27 Lateral 15 M15A Brace 27 Lateral 16 M16A Brace 27 Lateral 17 M17 Brace 27 Lateral 18 M18 Brace 27 Lateral 19 M19 Brace 27 Lateral 20 M20 Brace 27 Lateral Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads No Data to Print... Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads No Data to Print... Plate Surface Loads (BLC 1 : Dead) Plate Label Direction Magnitude [psf, F] 1 P3 Z -15.56 2 P6 Z -15.56 3 P2 Z -46.67 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 3 Plate Surface Loads (BLC 2 : Live) Plate Label Direction Magnitude [psf, F] 1 P3 Z -7.5 2 P6 Z -7.5 3 P2 Z -7.5 Plate Surface Loads (BLC 3 : Seismic X) Plate Label Direction Magnitude [psf, F] 1 P3 X 4.76 2 P6 X 4.76 3 P2 X 14.26 Plate Surface Loads (BLC 4 : Seismic Y) Plate Label Direction Magnitude [psf, F] 1 P3 Y 4.76 2 P6 Y 4.76 3 P2 Y 14.26 Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Moving Loads No Data to Print... Moving Load Patterns No Data to Print... Time History Loads No Data to Print... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Surface(Plate/Wall) 1 Dead DL -1 3 2 Live LL 3 3 Seismic X ELX 0.679 3 4 Seismic Y ELY 0.679 3 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 L Yes Y LL 1 2 D + L Yes Y DL 1 LL 1 3 1.4D Yes Y DL 1.4 4 1.2D + 1.6L Yes Y DL 1.2 LL 1.6 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Y DL 1.404 ELX 1 LL 1 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Y DL 1.404 ELY 1 LL 1 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Y DL 1.404 ELX -1 LL 1 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 4 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Y DL 1.404 ELY -1 LL 1 9 (0.9 - 0.2SDS)D + pEx Yes Y DL 0.696 ELX 1 10 (0.9 - 0.2SDS)D + pEy Yes Y DL 0.696 ELY 1 11 (0.9 - 0.2SDS)D - pEx Yes Y DL 0.696 ELX -1 12 (0.9 - 0.2SDS)D - pEy Yes Y DL 0.696 ELY -1 13 (1.2 + 0.2SDS)D + OEx + 1.0L Yes Y DL 1.404 ELX 2 LL 1 14 (1.2 + 0.2SDS)D + OEy + 1.0L Yes Y DL 1.404 ELY 2 LL 1 15 (1.2 + 0.2SDS)D - OEx + 1.0L Yes Y DL 1.404 ELX -2 LL 1 16 (1.2 + 0.2SDS)D - OEy + 1.0L Yes Y DL 1.404 ELY -2 LL 1 17 (0.9 - 0.2SDS)D + OEx Yes Y DL 0.696 ELX 2 18 (0.9 - 0.2SDS)D + OEy Yes Y DL 0.696 ELY 2 19 (0.9 - 0.2SDS)D - OEx Yes Y DL 0.696 ELX -2 20 (0.9 - 0.2SDS)D - OEy Yes Y DL 0.696 ELY -2 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 L Yes Yes Yes Yes 2 D + L Yes Yes Yes Yes 3 1.4D Yes Yes Yes 4 1.2D + 1.6L Yes Yes Yes 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Yes Yes 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Yes Yes 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Yes Yes 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Yes Yes 9 (0.9 - 0.2SDS)D + pEx Yes Yes Yes 10 (0.9 - 0.2SDS)D + pEy Yes Yes Yes 11 (0.9 - 0.2SDS)D - pEx Yes Yes Yes 12 (0.9 - 0.2SDS)D - pEy Yes Yes Yes 13 (1.2 + 0.2SDS)D + OEx + 1.0L 14 (1.2 + 0.2SDS)D + OEy + 1.0L 15 (1.2 + 0.2SDS)D - OEx + 1.0L 16 (1.2 + 0.2SDS)D - OEy + 1.0L 17 (0.9 - 0.2SDS)D + OEx 18 (0.9 - 0.2SDS)D + OEy 19 (0.9 - 0.2SDS)D - OEx 20 (0.9 - 0.2SDS)D - OEy Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks No Data to Print... Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks Member Shape Code CheckLoc[in]LCShear Check Loc[in]DirLCphi*Pn[lb] phi*Tn[lb] phi*Mnyy[lb-ft] phi*Mnzz[lb-ft] phi*Vny[lb] phi*Vnz[lb]Cb Eqn 1 M1 HYTROLMSSUPPORT 0.333 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 2 M2 HYTROLMSSUPPORT 0.333 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 3 M8 HYTROLMSSUPPORT 0.374 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 4 M9 HYTROLMSSUPPORT 0.374 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 5 M15 HYTROLMSSUPPORT 0.374 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 6 M16 HYTROLMSSUPPORT 0.374 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 7 M22 HYTROLMSSUPPORT 0.333 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 8 M23 HYTROLMSSUPPORT 0.333 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 9 M9A HYTROLMSBRACE 0.381 0 8 0.02 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 10 M10 HYTROLMSBRACE 0.278 27 6 0.015 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 11 M11 HYTROLMSBRACE 0.208 27 6 0.011 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 5 Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks (Continued) Member Shape Code CheckLoc[in]LCShear Check Loc[in]DirLCphi*Pn[lb] phi*Tn[lb] phi*Mnyy[lb-ft] phi*Mnzz[lb-ft] phi*Vny[lb] phi*Vnz[lb]Cb Eqn 12 M12 HYTROLMSBRACE 0.382 27 6 0.02 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 13 M13 HYTROLMSBRACE 0.277 0 8 0.015 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 14 M14 HYTROLMSBRACE 0.207 0 8 0.011 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 15 M15A HYTROLMSBRACE 0.382 0 8 0.02 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 16 M16A HYTROLMSBRACE 0.277 27 6 0.015 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 17 M17 HYTROLMSBRACE 0.207 27 6 0.011 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 18 M18 HYTROLMSBRACE 0.381 27 6 0.02 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 19 M19 HYTROLMSBRACE 0.278 0 8 0.015 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 20 M20 HYTROLMSBRACE 0.208 0 8 0.011 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 -0.031 0 42.214 0 0 0 2 1 N3 -0.031 0 42.214 0 0 0 3 1 N15 -0.025 0 84.349 0 0 0 4 1 N17 -0.025 0 84.349 0 0 0 5 1 N29 0.025 0 84.349 0 0 0 6 1 N31 0.025 0 84.349 0 0 0 7 1 N43 0.031 0 42.214 0 0 0 8 1 N45 0.031 0 42.214 0 0 0 9 1 Totals:0 0 506.25 10 1 COG (in):X: 180 Y: 13.5 Z: 51 11 2 N1 -0.221 0.257 144.811 0 0 0 12 2 N3 -0.221 -0.257 144.811 0 0 0 13 2 N15 -0.182 0.257 449.137 0 0 0 14 2 N17 -0.182 -0.257 449.137 0 0 0 15 2 N29 0.182 0.257 449.137 0 0 0 16 2 N31 0.182 -0.257 449.137 0 0 0 17 2 N43 0.221 0.257 144.811 0 0 0 18 2 N45 0.221 -0.257 144.811 0 0 0 19 2 Totals:0 0 2375.79 20 2 COG (in):X: 180 Y: 13.5 Z: 49.72 21 3 N1 -0.267 0.36 143.636 0 0 0 22 3 N3 -0.267 -0.36 143.636 0 0 0 23 3 N15 -0.219 0.36 510.703 0 0 0 24 3 N17 -0.219 -0.36 510.703 0 0 0 25 3 N29 0.219 0.36 510.703 0 0 0 26 3 N31 0.219 -0.36 510.703 0 0 0 27 3 N43 0.267 0.36 143.636 0 0 0 28 3 N45 0.267 -0.36 143.636 0 0 0 29 3 Totals:0 0 2617.356 30 3 COG (in):X: 180 Y: 13.5 Z: 49.373 31 4 N1 -0.278 0.309 190.658 0 0 0 32 4 N3 -0.278 -0.309 190.658 0 0 0 33 4 N15 -0.228 0.309 572.704 0 0 0 34 4 N17 -0.228 -0.309 572.704 0 0 0 35 4 N29 0.228 0.309 572.704 0 0 0 36 4 N31 0.228 -0.309 572.704 0 0 0 37 4 N43 0.278 0.309 190.658 0 0 0 38 4 N45 0.278 -0.309 190.658 0 0 0 39 4 Totals:0 0 3053.448 40 4 COG (in):X: 180 Y: 13.5 Z: 49.805 41 5 N1 -77.685 0.361 248.34 0 0 0 42 5 N3 -77.685 -0.361 248.34 0 0 0 43 5 N15 -76.866 0.361 534.584 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 6 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 44 5 N17 -76.866 -0.361 534.584 0 0 0 45 5 N29 -75.974 0.362 658.444 0 0 0 46 5 N31 -75.974 -0.362 658.444 0 0 0 47 5 N43 -77.491 0.362 124.175 0 0 0 48 5 N45 -77.491 -0.362 124.175 0 0 0 49 5 Totals:-616.031 0 3131.084 50 5 COG (in):X: 180 Y: 13.5 Z: 49.636 51 6 N1 -0.298 -77.958 -88.468 0 0 0 52 6 N3 -0.299 -76.941 460.988 0 0 0 53 6 N15 -0.245 -77.069 322.247 0 0 0 54 6 N17 -0.245 -76.048 870.776 0 0 0 55 6 N29 0.245 -77.069 322.247 0 0 0 56 6 N31 0.245 -76.048 870.776 0 0 0 57 6 N43 0.298 -77.958 -88.468 0 0 0 58 6 N45 0.299 -76.941 460.988 0 0 0 59 6 Totals:0 -616.031 3131.084 60 6 COG (in):X: 180 Y: 13.5 Z: 49.636 61 7 N1 77.491 0.362 124.175 0 0 0 62 7 N3 77.491 -0.362 124.175 0 0 0 63 7 N15 75.974 0.362 658.444 0 0 0 64 7 N17 75.974 -0.362 658.444 0 0 0 65 7 N29 76.866 0.361 534.584 0 0 0 66 7 N31 76.866 -0.361 534.584 0 0 0 67 7 N43 77.685 0.361 248.34 0 0 0 68 7 N45 77.685 -0.361 248.34 0 0 0 69 7 Totals:616.031 0 3131.084 70 7 COG (in):X: 180 Y: 13.5 Z: 49.636 71 8 N1 -0.299 76.941 460.988 0 0 0 72 8 N3 -0.298 77.958 -88.468 0 0 0 73 8 N15 -0.245 76.048 870.776 0 0 0 74 8 N17 -0.245 77.069 322.247 0 0 0 75 8 N29 0.245 76.048 870.776 0 0 0 76 8 N31 0.245 77.069 322.247 0 0 0 77 8 N43 0.299 76.941 460.988 0 0 0 78 8 N45 0.298 77.958 -88.468 0 0 0 79 8 Totals:0 616.031 3131.084 80 8 COG (in):X: 180 Y: 13.5 Z: 49.636 81 9 N1 -77.105 0.179 132.839 0 0 0 82 9 N3 -77.105 -0.179 132.839 0 0 0 83 9 N15 -77.144 0.179 192.721 0 0 0 84 9 N17 -77.144 -0.179 192.721 0 0 0 85 9 N29 -76.533 0.179 315.069 0 0 0 86 9 N31 -76.533 -0.179 315.069 0 0 0 87 9 N43 -77.234 0.179 9.971 0 0 0 88 9 N45 -77.234 -0.179 9.971 0 0 0 89 9 Totals:-616.031 0 1301.2 90 9 COG (in):X: 180 Y: 13.5 Z: 49.373 91 10 N1 -0.132 -77.873 -201.566 0 0 0 92 10 N3 -0.134 -76.514 344.382 0 0 0 93 10 N15 -0.108 -77.495 -18.931 0 0 0 94 10 N17 -0.11 -76.134 526.716 0 0 0 95 10 N29 0.108 -77.495 -18.931 0 0 0 96 10 N31 0.11 -76.134 526.716 0 0 0 97 10 N43 0.132 -77.873 -201.566 0 0 0 98 10 N45 0.134 -76.514 344.382 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 7 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 99 10 Totals:0 -616.031 1301.2 100 10 COG (in):X: 180 Y: 13.5 Z: 49.373 101 11 N1 77.234 0.179 9.971 0 0 0 102 11 N3 77.234 -0.179 9.971 0 0 0 103 11 N15 76.533 0.179 315.069 0 0 0 104 11 N17 76.533 -0.179 315.069 0 0 0 105 11 N29 77.144 0.179 192.721 0 0 0 106 11 N31 77.144 -0.179 192.721 0 0 0 107 11 N43 77.105 0.179 132.839 0 0 0 108 11 N45 77.105 -0.179 132.839 0 0 0 109 11 Totals:616.031 0 1301.2 110 11 COG (in):X: 180 Y: 13.5 Z: 49.373 111 12 N1 -0.134 76.514 344.382 0 0 0 112 12 N3 -0.132 77.873 -201.566 0 0 0 113 12 N15 -0.11 76.134 526.716 0 0 0 114 12 N17 -0.108 77.495 -18.931 0 0 0 115 12 N29 0.11 76.134 526.716 0 0 0 116 12 N31 0.108 77.495 -18.931 0 0 0 117 12 N43 0.134 76.514 344.382 0 0 0 118 12 N45 0.132 77.873 -201.566 0 0 0 119 12 Totals:0 616.031 1301.2 120 12 COG (in):X: 180 Y: 13.5 Z: 49.373 121 13 N1 -154.67 0.361 310.415 0 0 0 122 13 N3 -154.67 -0.361 310.415 0 0 0 123 13 N15 -153.889 0.361 472.662 0 0 0 124 13 N17 -153.889 -0.361 472.662 0 0 0 125 13 N29 -151.79 0.362 720.381 0 0 0 126 13 N31 -151.79 -0.362 720.381 0 0 0 127 13 N43 -155.683 0.362 62.084 0 0 0 128 13 N45 -155.683 -0.362 62.084 0 0 0 129 13 Totals:-1232.062 0 3131.084 130 13 COG (in):X: 180 Y: 13.5 Z: 49.636 131 14 N1 -0.297 -158.018 -363.196 0 0 0 132 14 N3 -0.3 -151.779 735.715 0 0 0 133 14 N15 -0.244 -156.243 47.982 0 0 0 134 14 N17 -0.246 -149.991 1145.041 0 0 0 135 14 N29 0.244 -156.243 47.982 0 0 0 136 14 N31 0.246 -149.991 1145.041 0 0 0 137 14 N43 0.297 -158.018 -363.196 0 0 0 138 14 N45 0.3 -151.779 735.715 0 0 0 139 14 Totals:0 -1232.062 3131.084 140 14 COG (in):X: 180 Y: 13.5 Z: 49.636 141 15 N1 155.683 0.362 62.084 0 0 0 142 15 N3 155.683 -0.362 62.084 0 0 0 143 15 N15 151.79 0.362 720.381 0 0 0 144 15 N17 151.79 -0.362 720.381 0 0 0 145 15 N29 153.889 0.361 472.662 0 0 0 146 15 N31 153.889 -0.361 472.662 0 0 0 147 15 N43 154.67 0.361 310.415 0 0 0 148 15 N45 154.67 -0.361 310.415 0 0 0 149 15 Totals:1232.062 0 3131.084 150 15 COG (in):X: 180 Y: 13.5 Z: 49.636 151 16 N1 -0.3 151.779 735.715 0 0 0 152 16 N3 -0.297 158.018 -363.196 0 0 0 153 16 N15 -0.246 149.991 1145.041 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ]Page 8 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 154 16 N17 -0.244 156.243 47.982 0 0 0 155 16 N29 0.246 149.991 1145.041 0 0 0 156 16 N31 0.244 156.243 47.982 0 0 0 157 16 N43 0.3 151.779 735.715 0 0 0 158 16 N45 0.297 158.018 -363.196 0 0 0 159 16 Totals:0 1232.062 3131.084 160 16 COG (in):X: 180 Y: 13.5 Z: 49.636 161 17 N1 -153.684 0.179 194.265 0 0 0 162 17 N3 -153.684 -0.179 194.265 0 0 0 163 17 N15 -154.571 0.179 131.555 0 0 0 164 17 N17 -154.571 -0.179 131.555 0 0 0 165 17 N29 -152.781 0.179 376.251 0 0 0 166 17 N31 -152.781 -0.179 376.251 0 0 0 167 17 N43 -154.995 0.18 -51.471 0 0 0 168 17 N45 -154.995 -0.18 -51.471 0 0 0 169 17 Totals:-1232.062 0 1301.2 170 17 COG (in):X: 180 Y: 13.5 Z: 49.373 171 18 N1 -0.13 -157.641 -474.54 0 0 0 172 18 N3 -0.136 -151.132 617.355 0 0 0 173 18 N15 -0.107 -156.887 -291.755 0 0 0 174 18 N17 -0.111 -150.371 799.539 0 0 0 175 18 N29 0.107 -156.887 -291.755 0 0 0 176 18 N31 0.111 -150.371 799.539 0 0 0 177 18 N43 0.13 -157.641 -474.54 0 0 0 178 18 N45 0.136 -151.132 617.355 0 0 0 179 18 Totals:0 -1232.062 1301.2 180 18 COG (in):X: 180 Y: 13.5 Z: 49.373 181 19 N1 154.995 0.18 -51.471 0 0 0 182 19 N3 154.995 -0.18 -51.471 0 0 0 183 19 N15 152.781 0.179 376.251 0 0 0 184 19 N17 152.781 -0.179 376.251 0 0 0 185 19 N29 154.571 0.179 131.555 0 0 0 186 19 N31 154.571 -0.179 131.555 0 0 0 187 19 N43 153.684 0.179 194.265 0 0 0 188 19 N45 153.684 -0.179 194.265 0 0 0 189 19 Totals:1232.062 0 1301.2 190 19 COG (in):X: 180 Y: 13.5 Z: 49.373 191 20 N1 -0.136 151.132 617.355 0 0 0 192 20 N3 -0.13 157.641 -474.54 0 0 0 193 20 N15 -0.111 150.371 799.539 0 0 0 194 20 N17 -0.107 156.887 -291.755 0 0 0 195 20 N29 0.111 150.371 799.539 0 0 0 196 20 N31 0.107 156.887 -291.755 0 0 0 197 20 N43 0.136 151.132 617.355 0 0 0 198 20 N45 0.13 157.641 -474.54 0 0 0 199 20 Totals:0 1232.062 1301.2 200 20 COG (in):X: 180 Y: 13.5 Z: 49.373 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N43 max 154.67 15 151.779 16 735.715 16 0 20 0 20 0 20 2 min -155.683 13 -158.018 14 -474.54 18 0 1 0 1 0 1 3 N45 max 154.67 15 158.018 16 735.715 14 0 20 0 20 0 20 4 min -155.683 13 -151.779 14 -474.54 20 0 1 0 1 0 1 5 N3 max 155.683 15 158.018 16 735.715 14 0 20 0 20 0 20 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 9 Envelope Node Reactions (Continued) Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 6 min -154.67 13 -151.779 14 -474.54 20 0 1 0 1 0 1 7 N1 max 155.683 15 151.779 16 735.715 16 0 20 0 20 0 20 8 min -154.67 13 -158.018 14 -474.54 18 0 1 0 1 0 1 9 N31 max 154.571 19 156.887 20 1145.041 14 0 20 0 20 0 20 10 min -152.781 17 -150.371 18 -291.755 20 0 1 0 1 0 1 11 N29 max 154.571 19 150.371 20 1145.041 16 0 20 0 20 0 20 12 min -152.781 17 -156.887 18 -291.755 18 0 1 0 1 0 1 13 N15 max 152.781 19 150.371 20 1145.041 16 0 20 0 20 0 20 14 min -154.571 17 -156.887 18 -291.755 18 0 1 0 1 0 1 15 N17 max 152.781 19 156.887 20 1145.041 14 0 20 0 20 0 20 16 min -154.571 17 -150.371 18 -291.755 20 0 1 0 1 0 1 17 Totals:max 1232.062 19 1232.062 16 3131.084 16 18 min -1232.062 17 -1232.062 14 506.25 1 Company:Date:6/15/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, hef (inch): 1.770 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 4.00 cac (inch): 2.69 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.25 x 1.50 x 0.18 Recommended Anchor Anchor Name: Titen HD® - 3/8"Ø Titen HD, hnom:2.5" (64mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 475 Vuax [lb]: 156 Vuay [lb]: 159 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 237.5 78.0 79.5 111.4 2 237.5 78.0 79.5 111.4 Sum 475.0 156.0 159.0 222.7 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 475 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 10890 0.65 7079 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 17.0 1.00 2500 1.770 2002 0.75 Ncbg =0.75 (ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)0.75 Ncbg (lb) 54.75 28.20 - 1.000 1.000 1.00 1.000 2002 0.65 1895 6. Pullout Strength of Anchor in Tension (Sec. 17.6.3) 0.75 Npn =0.75 c,P aNp(f’c /2,500)n (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report) c,P a Np (lb)f’c (psi)n 0.75 Npn (lb) 1.0 1.00 1235 2500 0.50 0.65 602 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 2855 1.0 0.60 1713 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 1.0 54.75 28.20 1.000 1.000 1.000 1.000 2002 0.70 2720 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 238 7079 0.03 Pass Concrete breakout 475 1895 0.25 Pass Pullout 238 602 0.39 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 111 1713 0.07 Pass Pryout 223 2720 0.08 Pass (Governs) Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.8.1 0.39 0.00 39.4% 1.0 Pass 3/8"Ø Titen HD, hnom:2.5" (64mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Structure SK-1 Jul 09, 2024 at 11:46 AM Conveyor Poly-Tier Supports… Brace, Typ Upright, Typ Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Dead Loads SK-2 Jul 09, 2024 at 11:47 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Live Loads SK-3 Jul 09, 2024 at 11:47 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Seismic Loads - X Direction SK-4 Jul 09, 2024 at 11:48 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Seismic Loads - Y Direction SK-5 Jul 09, 2024 at 11:48 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Unity Ratios SK-6 Jul 09, 2024 at 11:49 AM Conveyor Poly-Tier Supports… Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Fu [ksi] 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65 3 A36 29000 11154 0.3 0.65 0.49 36 58 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic Hot Rolled Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Brace Hytrol Poly-Tier Brace HBrace None A500 Gr.B RND Typical 0.78 0.306 0.306 0.612 2 Knee Brace Hytrol Poly-Tier Knee BraceVBraceWide Flange A36 Gr.36 Typical 0.328 0.001 0.062 0.005 Cold Formed Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Upright Hytrol Poly-Tier Support Column None A653 SS Gr33 Typical 1.289 0.361 2.943 0.015 General Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 GEN1A RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Hot Rolled Steel Design Parameters Label Shape Length [in] Channel Conn. a [in] Function 1 M17 Brace 27 N/A N/A Lateral 2 M18 Brace 27 N/A N/A Lateral 3 M19 Brace 27 N/A N/A Lateral 4 M20 Brace 27 N/A N/A Lateral 5 M21 Brace 27 N/A N/A Lateral Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 2 Hot Rolled Steel Design Parameters (Continued) Label Shape Length [in] Channel Conn. a [in]Function 6 M22A Brace 27 N/A N/A Lateral 7 M23A Brace 27 N/A N/A Lateral 8 M24 Brace 27 N/A N/A Lateral Cold Formed Steel Design Parameters Label Shape Length [in] Lb y-y [in] Function 1 M1 Upright 51 Segment Lateral 2 M2 Upright 51 Segment Lateral 3 M8 Upright 51 Segment Lateral 4 M9 Upright 51 Segment Lateral 5 M15 Upright 51 Segment Lateral 6 M16 Upright 51 Segment Lateral 7 M22 Upright 51 Segment Lateral 8 M23 Upright 51 Segment Lateral Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads No Data to Print... Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads No Data to Print... Plate Surface Loads (BLC 1 : Dead) Plate Label Direction Magnitude [psf, F] 1 P3 Z -15.56 2 P6 Z -15.56 3 P2 Z -46.67 4 P4 Z -46.67 5 P5 Z -15.56 6 P6A Z -15.56 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 3 Plate Surface Loads (BLC 2 : Live) Plate Label Direction Magnitude [psf, F] 1 P3 Z -7.5 2 P6 Z -7.5 3 P2 Z -7.5 4 P4 Z -7.5 5 P5 Z -7.5 6 P6A Z -7.5 Plate Surface Loads (BLC 3 : Seismic X) Plate Label Direction Magnitude [psf, F] 1 P3 X 6.3 2 P6 X 6.3 3 P2 X 18.88 4 P4 X 9.63 5 P5 X 3.21 6 P6A X 3.21 Plate Surface Loads (BLC 4 : Seismic Y) Plate Label Direction Magnitude [psf, F] 1 P3 Y 6.3 2 P6 Y 6.3 3 P2 Y 18.88 4 P4 Y 9.63 5 P5 Y 3.21 6 P6A Y 3.21 Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Moving Loads No Data to Print... Moving Load Patterns No Data to Print... Time History Loads No Data to Print... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Surface(Plate/Wall) 1 Dead DL -1 6 2 Live LL 6 3 Seismic X ELX 0.679 6 4 Seismic Y ELY 0.679 6 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 4 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 L Yes Y LL 1 2 D + L Yes Y DL 1 LL 1 3 1.4D Yes Y DL 1.4 4 1.2D + 1.6L Yes Y DL 1.2 LL 1.6 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Y DL 1.404 ELX 1 LL 1 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Y DL 1.404 ELY 1 LL 1 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Y DL 1.404 ELX -1 LL 1 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Y DL 1.404 ELY -1 LL 1 9 (0.9 - 0.2SDS)D + pEx Yes Y DL 0.696 ELX 1 10 (0.9 - 0.2SDS)D + pEy Yes Y DL 0.696 ELY 1 11 (0.9 - 0.2SDS)D - pEx Yes Y DL 0.696 ELX -1 12 (0.9 - 0.2SDS)D - pEy Yes Y DL 0.696 ELY -1 13 (1.2 + 0.2SDS)D + OEx + 1.0L Yes Y DL 1.404 ELX 2 LL 1 14 (1.2 + 0.2SDS)D + OEy + 1.0L Yes Y DL 1.404 ELY 2 LL 1 15 (1.2 + 0.2SDS)D - OEx + 1.0L Yes Y DL 1.404 ELX -2 LL 1 16 (1.2 + 0.2SDS)D - OEy + 1.0L Yes Y DL 1.404 ELY -2 LL 1 17 (0.9 - 0.2SDS)D + OEx Yes Y DL 0.696 ELX 2 18 (0.9 - 0.2SDS)D + OEy Yes Y DL 0.696 ELY 2 19 (0.9 - 0.2SDS)D - OEx Yes Y DL 0.696 ELX -2 20 (0.9 - 0.2SDS)D - OEy Yes Y DL 0.696 ELY -2 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 L Yes Yes Yes Yes 2 D + L Yes Yes Yes Yes 3 1.4D Yes Yes Yes 4 1.2D + 1.6L Yes Yes Yes 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Yes Yes 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Yes Yes 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Yes Yes 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Yes Yes 9 (0.9 - 0.2SDS)D + pEx Yes Yes Yes 10 (0.9 - 0.2SDS)D + pEy Yes Yes Yes 11 (0.9 - 0.2SDS)D - pEx Yes Yes Yes 12 (0.9 - 0.2SDS)D - pEy Yes Yes Yes 13 (1.2 + 0.2SDS)D + OEx + 1.0L 14 (1.2 + 0.2SDS)D + OEy + 1.0L 15 (1.2 + 0.2SDS)D - OEx + 1.0L 16 (1.2 + 0.2SDS)D - OEy + 1.0L 17 (0.9 - 0.2SDS)D + OEx 18 (0.9 - 0.2SDS)D + OEy 19 (0.9 - 0.2SDS)D - OEx 20 (0.9 - 0.2SDS)D - OEy Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code CheckLoc[in]LCShear CheckLoc[in]LCphi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 1 M17 Hytrol Poly-Tier Brace 0.108 0 8 0.015 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b 2 M18 Hytrol Poly-Tier Brace 0.108 0 8 0.015 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b 3 M19 Hytrol Poly-Tier Brace 0.108 0 8 0.015 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b 4 M20 Hytrol Poly-Tier Brace 0.108 27 6 0.015 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b 5 M21 Hytrol Poly-Tier Brace 0.034 0 8 0.005 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b 6 M22A Hytrol Poly-Tier Brace 0.034 27 6 0.005 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 5 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks (Continued) Member Shape Code CheckLoc[in]LCShear CheckLoc[in]LCphi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 7 M23A Hytrol Poly-Tier Brace 0.034 27 6 0.005 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b 8 M24 Hytrol Poly-Tier Brace 0.034 27 6 0.005 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[in]LCShear Check Loc[in]DirLCphi*Pn[lb] phi*Tn[lb] phi*Mnyy[lb-ft] phi*Mnzz[lb-ft] phi*Vny[lb] phi*Vnz[lb]Cb Eqn 1 M1 Hytrol Poly-Tier Support 0.255 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 2 M2 Hytrol Poly-Tier Support 0.255 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 3 M8 Hytrol Poly-Tier Support 0.284 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 4 M9 Hytrol Poly-Tier Support 0.284 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 5 M15 Hytrol Poly-Tier Support 0.284 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 6 M16 Hytrol Poly-Tier Support 0.284 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 7 M22 Hytrol Poly-Tier Support 0.255 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 8 M23 Hytrol Poly-Tier Support 0.255 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 -0.174 0 84.777 0 0 0 2 1 N3 -0.174 0 84.777 0 0 0 3 1 N15 -0.172 0.002 168.348 0 0 0 4 1 N17 -0.172 -0.002 168.348 0 0 0 5 1 N29 0.172 0.002 168.348 0 0 0 6 1 N31 0.172 -0.002 168.348 0 0 0 7 1 N43 0.174 0 84.777 0 0 0 8 1 N45 0.174 0 84.777 0 0 0 9 1 Totals:0 0 1012.5 10 1 COG (in):X: 180 Y: 13.5 Z: 38.5 11 2 N1 -1.26 1.896 287.387 0 0 0 12 2 N3 -1.26 -1.896 287.387 0 0 0 13 2 N15 -1.244 1.885 890.995 0 0 0 14 2 N17 -1.244 -1.885 890.995 0 0 0 15 2 N29 1.244 1.885 890.995 0 0 0 16 2 N31 1.244 -1.885 890.995 0 0 0 17 2 N43 1.26 1.896 287.387 0 0 0 18 2 N45 1.26 -1.896 287.387 0 0 0 19 2 Totals:0 0 4713.525 20 2 COG (in):X: 180 Y: 13.5 Z: 37.931 21 3 N1 -1.52 2.655 283.653 0 0 0 22 3 N3 -1.52 -2.655 283.653 0 0 0 23 3 N15 -1.5 2.636 1011.705 0 0 0 24 3 N17 -1.5 -2.636 1011.705 0 0 0 25 3 N29 1.5 2.636 1011.705 0 0 0 26 3 N31 1.5 -2.636 1011.705 0 0 0 27 3 N43 1.52 2.655 283.653 0 0 0 28 3 N45 1.52 -2.655 283.653 0 0 0 29 3 Totals:0 0 5181.435 30 3 COG (in):X: 180 Y: 13.5 Z: 37.775 31 4 N1 -1.582 2.275 378.775 0 0 0 32 4 N3 -1.582 -2.275 378.775 0 0 0 33 4 N15 -1.562 2.262 1136.533 0 0 0 34 4 N17 -1.562 -2.262 1136.533 0 0 0 35 4 N29 1.562 2.262 1136.533 0 0 0 36 4 N31 1.562 -2.262 1136.533 0 0 0 37 4 N43 1.582 2.275 378.775 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 6 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 38 4 N45 1.582 -2.275 378.775 0 0 0 39 4 Totals:0 0 6061.23 40 4 COG (in):X: 180 Y: 13.5 Z: 37.969 41 5 N1 -151.697 2.65 469.595 0 0 0 42 5 N3 -151.697 -2.65 469.595 0 0 0 43 5 N15 -153.064 2.636 1086.087 0 0 0 44 5 N17 -153.064 -2.636 1086.087 0 0 0 45 5 N29 -149.621 2.655 1279.801 0 0 0 46 5 N31 -149.621 -2.655 1279.801 0 0 0 47 5 N43 -148.392 2.675 268.887 0 0 0 48 5 N45 -148.392 -2.675 268.887 0 0 0 49 5 Totals:-1205.548 0 6208.739 50 5 COG (in):X: 180 Y: 13.5 Z: 37.893 51 6 N1 -1.665 -149.057 -85.651 0 0 0 52 6 N3 -1.732 -153.204 824.133 0 0 0 53 6 N15 -1.646 -148.201 727.586 0 0 0 54 6 N17 -1.708 -152.312 1638.301 0 0 0 55 6 N29 1.646 -148.201 727.586 0 0 0 56 6 N31 1.708 -152.312 1638.301 0 0 0 57 6 N43 1.665 -149.057 -85.651 0 0 0 58 6 N45 1.732 -153.204 824.133 0 0 0 59 6 Totals:0 -1205.548 6208.739 60 6 COG (in):X: 180 Y: 13.5 Z: 37.893 61 7 N1 148.392 2.675 268.887 0 0 0 62 7 N3 148.392 -2.675 268.887 0 0 0 63 7 N15 149.621 2.655 1279.801 0 0 0 64 7 N17 149.621 -2.655 1279.801 0 0 0 65 7 N29 153.064 2.636 1086.087 0 0 0 66 7 N31 153.064 -2.636 1086.087 0 0 0 67 7 N43 151.697 2.65 469.595 0 0 0 68 7 N45 151.697 -2.65 469.595 0 0 0 69 7 Totals:1205.548 0 6208.739 70 7 COG (in):X: 180 Y: 13.5 Z: 37.893 71 8 N1 -1.732 153.204 824.133 0 0 0 72 8 N3 -1.665 149.057 -85.651 0 0 0 73 8 N15 -1.708 152.312 1638.301 0 0 0 74 8 N17 -1.646 148.201 727.586 0 0 0 75 8 N29 1.708 152.312 1638.301 0 0 0 76 8 N31 1.646 148.201 727.586 0 0 0 77 8 N43 1.732 153.204 824.133 0 0 0 78 8 N45 1.665 149.057 -85.651 0 0 0 79 8 Totals:0 1205.548 6208.739 80 8 COG (in):X: 180 Y: 13.5 Z: 37.893 81 9 N1 -150.648 1.307 241.275 0 0 0 82 9 N3 -150.648 -1.307 241.275 0 0 0 83 9 N15 -152.239 1.301 406.202 0 0 0 84 9 N17 -152.239 -1.301 406.202 0 0 0 85 9 N29 -150.658 1.32 599.722 0 0 0 86 9 N31 -150.658 -1.32 599.722 0 0 0 87 9 N43 -149.229 1.333 40.758 0 0 0 88 9 N45 -149.229 -1.333 40.758 0 0 0 89 9 Totals:-1205.548 0 2575.913 90 9 COG (in):X: 180 Y: 13.5 Z: 37.775 91 10 N1 -0.723 -150.119 -312.66 0 0 0 92 10 N3 -0.789 -151.594 594.692 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 7 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 93 10 N15 -0.715 -149.803 48.81 0 0 0 94 10 N17 -0.777 -151.257 957.114 0 0 0 95 10 N29 0.715 -149.803 48.81 0 0 0 96 10 N31 0.777 -151.257 957.114 0 0 0 97 10 N43 0.723 -150.119 -312.66 0 0 0 98 10 N45 0.789 -151.594 594.692 0 0 0 99 10 Totals:0 -1205.548 2575.913 100 10 COG (in):X: 180 Y: 13.5 Z: 37.775 101 11 N1 149.229 1.333 40.758 0 0 0 102 11 N3 149.229 -1.333 40.758 0 0 0 103 11 N15 150.658 1.32 599.722 0 0 0 104 11 N17 150.658 -1.32 599.722 0 0 0 105 11 N29 152.239 1.301 406.202 0 0 0 106 11 N31 152.239 -1.301 406.202 0 0 0 107 11 N43 150.648 1.307 241.275 0 0 0 108 11 N45 150.648 -1.307 241.275 0 0 0 109 11 Totals:1205.548 0 2575.913 110 11 COG (in):X: 180 Y: 13.5 Z: 37.775 111 12 N1 -0.789 151.594 594.692 0 0 0 112 12 N3 -0.723 150.119 -312.66 0 0 0 113 12 N15 -0.777 151.257 957.114 0 0 0 114 12 N17 -0.715 149.803 48.81 0 0 0 115 12 N29 0.777 151.257 957.114 0 0 0 116 12 N31 0.715 149.803 48.81 0 0 0 117 12 N43 0.789 151.594 594.692 0 0 0 118 12 N45 0.723 150.119 -312.66 0 0 0 119 12 Totals:0 1205.548 2575.913 120 12 COG (in):X: 180 Y: 13.5 Z: 37.775 121 13 N1 -301.603 2.637 569.949 0 0 0 122 13 N3 -301.603 -2.637 569.949 0 0 0 123 13 N15 -304.54 2.627 989.229 0 0 0 124 13 N17 -304.54 -2.627 989.229 0 0 0 125 13 N29 -300.829 2.664 1376.659 0 0 0 126 13 N31 -300.829 -2.664 1376.659 0 0 0 127 13 N43 -298.576 2.688 168.533 0 0 0 128 13 N45 -298.576 -2.688 168.533 0 0 0 129 13 Totals:-2411.095 0 6208.739 130 13 COG (in):X: 180 Y: 13.5 Z: 37.893 131 14 N1 -1.632 -301.954 -540.542 0 0 0 132 14 N3 -1.765 -302.568 1279.024 0 0 0 133 14 N15 -1.615 -300.227 272.229 0 0 0 134 14 N17 -1.738 -300.799 2093.659 0 0 0 135 14 N29 1.615 -300.227 272.229 0 0 0 136 14 N31 1.738 -300.799 2093.659 0 0 0 137 14 N43 1.632 -301.954 -540.542 0 0 0 138 14 N45 1.765 -302.568 1279.024 0 0 0 139 14 Totals:0 -2411.095 6208.739 140 14 COG (in):X: 180 Y: 13.5 Z: 37.893 141 15 N1 298.576 2.688 168.533 0 0 0 142 15 N3 298.576 -2.688 168.533 0 0 0 143 15 N15 300.829 2.664 1376.659 0 0 0 144 15 N17 300.829 -2.664 1376.659 0 0 0 145 15 N29 304.54 2.627 989.229 0 0 0 146 15 N31 304.54 -2.627 989.229 0 0 0 147 15 N43 301.603 2.637 569.949 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 8 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 148 15 N45 301.603 -2.637 569.949 0 0 0 149 15 Totals:2411.095 0 6208.739 150 15 COG (in):X: 180 Y: 13.5 Z: 37.893 151 16 N1 -1.765 302.568 1279.024 0 0 0 152 16 N3 -1.632 301.954 -540.542 0 0 0 153 16 N15 -1.738 300.799 2093.659 0 0 0 154 16 N17 -1.615 300.227 272.229 0 0 0 155 16 N29 1.738 300.799 2093.659 0 0 0 156 16 N31 1.615 300.227 272.229 0 0 0 157 16 N43 1.765 302.568 1279.024 0 0 0 158 16 N45 1.632 301.954 -540.542 0 0 0 159 16 Totals:0 2411.095 6208.739 160 16 COG (in):X: 180 Y: 13.5 Z: 37.893 161 17 N1 -300.448 1.295 341.533 0 0 0 162 17 N3 -300.448 -1.295 341.533 0 0 0 163 17 N15 -303.821 1.292 309.442 0 0 0 164 17 N17 -303.821 -1.292 309.442 0 0 0 165 17 N29 -301.972 1.329 696.483 0 0 0 166 17 N31 -301.972 -1.329 696.483 0 0 0 167 17 N43 -299.307 1.346 -59.501 0 0 0 168 17 N45 -299.307 -1.346 -59.501 0 0 0 169 17 Totals:-2411.095 0 2575.913 170 17 COG (in):X: 180 Y: 13.5 Z: 37.775 171 18 N1 -0.689 -302.736 -766.34 0 0 0 172 18 N3 -0.821 -300.694 1048.373 0 0 0 173 18 N15 -0.684 -302.093 -405.346 0 0 0 174 18 N17 -0.807 -300.025 1411.27 0 0 0 175 18 N29 0.684 -302.093 -405.346 0 0 0 176 18 N31 0.807 -300.025 1411.27 0 0 0 177 18 N43 0.689 -302.736 -766.34 0 0 0 178 18 N45 0.821 -300.694 1048.373 0 0 0 179 18 Totals:0 -2411.095 2575.913 180 18 COG (in):X: 180 Y: 13.5 Z: 37.775 181 19 N1 299.307 1.346 -59.501 0 0 0 182 19 N3 299.307 -1.346 -59.501 0 0 0 183 19 N15 301.972 1.329 696.483 0 0 0 184 19 N17 301.972 -1.329 696.483 0 0 0 185 19 N29 303.821 1.292 309.442 0 0 0 186 19 N31 303.821 -1.292 309.442 0 0 0 187 19 N43 300.448 1.295 341.533 0 0 0 188 19 N45 300.448 -1.295 341.533 0 0 0 189 19 Totals:2411.095 0 2575.913 190 19 COG (in):X: 180 Y: 13.5 Z: 37.775 191 20 N1 -0.821 300.694 1048.373 0 0 0 192 20 N3 -0.689 302.736 -766.34 0 0 0 193 20 N15 -0.807 300.025 1411.27 0 0 0 194 20 N17 -0.684 302.093 -405.346 0 0 0 195 20 N29 0.807 300.025 1411.27 0 0 0 196 20 N31 0.684 302.093 -405.346 0 0 0 197 20 N43 0.821 300.694 1048.373 0 0 0 198 20 N45 0.689 302.736 -766.34 0 0 0 199 20 Totals:0 2411.095 2575.913 200 20 COG (in):X: 180 Y: 13.5 Z: 37.775 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 9 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N43 max 301.603 15 302.568 16 1279.024 16 0 20 0 20 0 20 2 min -299.307 17 -302.736 18 -766.34 18 0 1 0 1 0 1 3 N45 max 301.603 15 302.736 20 1279.024 14 0 20 0 20 0 20 4 min -299.307 17 -302.568 14 -766.34 20 0 1 0 1 0 1 5 N1 max 299.307 19 302.568 16 1279.024 16 0 20 0 20 0 20 6 min -301.603 13 -302.736 18 -766.34 18 0 1 0 1 0 1 7 N3 max 299.307 19 302.736 20 1279.024 14 0 20 0 20 0 20 8 min -301.603 13 -302.568 14 -766.34 20 0 1 0 1 0 1 9 N31 max 304.54 15 302.093 20 2093.659 14 0 20 0 20 0 20 10 min -301.972 17 -300.799 14 -405.346 20 0 1 0 1 0 1 11 N29 max 304.54 15 300.799 16 2093.659 16 0 20 0 20 0 20 12 min -301.972 17 -302.093 18 -405.346 18 0 1 0 1 0 1 13 N15 max 301.972 19 300.799 16 2093.659 16 0 20 0 20 0 20 14 min -304.54 13 -302.093 18 -405.346 18 0 1 0 1 0 1 15 N17 max 301.972 19 302.093 20 2093.659 14 0 20 0 20 0 20 16 min -304.54 13 -300.799 14 -405.346 20 0 1 0 1 0 1 17 Totals:max 2411.095 19 2411.095 20 6208.739 16 18 min -2411.095 17 -2411.095 18 1012.5 1 Company:Date:6/15/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.250 Effective Embedment depth, hef (inch): 2.350 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.00 cac (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.75 x 1.75 x 0.22 Recommended Anchor Anchor Name: Titen HD® - 1/2"Ø Titen HD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 767 Vuax [lb]: 305 Vuay [lb]: 303 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 383.5 152.5 152.0 215.3 2 383.5 152.5 151.0 214.6 Sum 767.0 305.0 303.0 429.9 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 767 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.01 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 17.0 1.00 2500 2.350 3062 0.75 Ncbg =0.75 (ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)0.75 Ncbg (lb) 95.53 49.70 - 1.000 1.000 1.00 1.000 3062 0.65 2869 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 4790 1.0 0.60 2874 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 1.0 95.53 49.70 0.997 1.000 1.000 1.000 3062 0.70 4108 11. Results Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 384 13085 0.03 Pass Concrete breakout 767 2869 0.27 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 215 2874 0.07 Pass Pryout 430 4108 0.10 Pass (Governs) Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.8.1 0.27 0.00 26.7% 1.0 Pass 1/2"Ø Titen HD, hnom:3.25" (83mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Subject: Job No: Page:53 Engineer: Date:7/9/24 10. Point Load on Concrete Slab−on−Grade Check Load on Slab (kips): 5.0 Concrete Strength, F’c (psi):2,500 (Assumed) Slab Thickness, D (in) 6.0 (Assumed) Modulus of Subgrade Reaction, Ks (pci)100 (Assumed) Half Width of Base Plate, R1 (in)0.75 Load Reduction Factor, β:1.00 Modulus of Elasticity, Ec (ksi)2,850 Tensile Strength, F’T (psi)375 Nominal Capacity, Pn (kips)90 Factor of Safety, FS 3 Allowable Capacity, Pa (kips)30 > 5 O.K. Note: Analysis is based on Empirical Formula Method. Reference: Azzi, Victor and Laird, Ralph, "Load Carrying Capacity, Concrete Slabs−On−Grade Subject to Concentrated Loads", STRUCTURE Magazine, April 2008. Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson 1610 E St Andrew Pl Collectors.com Structural Calculation Report Santa Ana, CA 92705 Nashville, TN 37203 Job Number: 240575 Calculations prepared by: Jack Wilson, P.E. Calculations prepared for: S&H Systems July 9, 2024 Epiq Engineering, LLC 1704 8th Ave S EXP. 6/30/2026 06/18/2025 1) General Notes 1 2) Governing Codes 1 3) Material Specification 1 4) Project Information 2 5) Design Loads 2 6) Load Combinations 8 7) ATC Seismic Report 9 8) Structural Calculations 12 9) Point Load on Slab Analysis 53 Table of Contents Subject: Job No: Page:1 Engineer: Date:7/9/24 1. General Notes 1.1 The scope of structural engineering for this project does not cover the surrounding building, existing structures or any life−safety conditions such as egress, occupancy and fire protection. 1.2 Means and methods of construction are the sole responsibility of the general contractor. The structure is considered unstable until all structural elements have been fully connected and all safety matters pertaining to installation are the sole responsibility of the general contractor. 1.3 All welding shall conform to AWS D1.1, "Structural Welding Code − Steel" 1.4 Method of design is Load and Factor Resistance Design (LRFD) 2. Governing Codes 2.1 2022 California Building Code 2.2 ASCE 7−16 Minimum Design Loads For Buildings & Other Structures 2.3 ACI 318−19 Building Code Requirements for Structural Concrete 2.4 AISC 360−16 Steel Construction Manual, 15th Edition 2.5 AISI S100−16 North American Standard for the Design of Cold−Formed Steel Structural Members 3. Material Specification Structural Channel:A36 (Fy = 36 ksi) Structural W−Shape:A992 (Fy = 50 ksi) Structural Angle:A36 (Fy = 36 ksi) Plates:A36 (Fy = 36 ksi) HSS Tube:A500, Grade B (Fy = 46 ksi) Cold Formed Steel:A1003, Grade 33 (Fy = 33 ksi) Hardware: A325 (Grade 5 can substitute for bearing connections) Collectors.com 240575 Wilson Epiq Engineering, LLC 2814 Dogwood Place Nashville, TN 37204 Subject: Job No: Page:2 Engineer: Date:7/9/24 4. Project Information Prepared By: Jack Wilson, P.E. Engineer of Record: Jordan Tlumak, P.E. Project Name: Collectors.com Project Address: 1610 E St Andrew Pl Santa Ana, CA 92705 5. Design Loads 5.1 Gravity Loads Self−Weight: Per AISC 360−16 Steel Construction Manual, 15th Edition Dead Load: MS Conveyor: 35 plf Polytier Conveyor: 35 plf Drives: 700 lbs Live Loads: (No Live Load Reductions Applied) Conveyor: 7.5 psf Other Loads: None Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:3 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2 Seismic Loads Project Risk Category: II ASCE 7, Table 1.5−1 Component Importance Factor, IP:1.0 ASCE 7, 13.1.3 Redundancy Factor, ρ:1.0 ASCE 7, 13.3.1 Soil Site Classification: D Assumed per ASCE 7, 11.4.2 Spectral Resp. Parameter, S1:0.455 ATC Seismic Report Spectral Resp. Parameter, SS:1.272 ATC Seismic Report Spectral Resp. Parameter, SD1:Null ATC Seismic Report (Does Not Control Design) Spectral Resp. Parameter, SDS:1.018 ATC Seismic Report Seismic Design Category: A ASCE 7, 11.6 Analysis Procedure: Seismic Demands on Nonstructure Components ***Per Exemptions Discussed in ASCE7 13.1.4, SEISMIC LOADS DO NOT NEED TO BE CONSIDERED*** X−Direction Forces: Other Mechanical or Electrical Components Response Mod. Factor, Rp:1.50 ASCE 7, Table 13.6−1 Overstrength Factor, Ω0:2.00 ASCE 7, Table 13.6−1 Component Amplification, ap:1.00 ASCE 7, Table 13.6−1 Y−Direction Forces: Other Mechanical or Electrical Components Response Mod. Factor, Rp:1.50 ASCE 7, Table 13.6−1 Overstrength Factor, Ω0:2.00 ASCE 7, Table 13.6−1 Component Amplification, ap:1.00 ASCE 7, Table 13.6−1 Collectors.com 240575 Wilson Epiq Engineering, LLC 2814 Dogwood Place Nashville, TN 37204 Subject: Job No: Page:4 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.1 Seismic Loads − MS Conveyor (Worst Case) Max Support Width =10 ft Wp = 350 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =95.0 lb ASCE7, 13.3.1 Fph,min =106.9 lb ASCE7, 13.3.1 Fph,max =570.1 lb ASCE7, 13.3.1 Use:Fph =106.9 lb Fpv =71.3 lb ASCE7, 13.3.1 5.2.2 Seismic Loads − MS Conveyor with Drive (Worst Case) Max Support Width =10 ft Wp = 1050 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =285.0 lb ASCE7, 13.3.1 Fph,min =320.7 lb ASCE7, 13.3.1 Fph,max =1710.2 lb ASCE7, 13.3.1 Use:Fph =320.7 lb Fpv =213.8 lb ASCE7, 13.3.1 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:5 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.3 Seismic Loads − Polytier Conveyor − Top Elevation (Worst Case) Max Support Width =10 ft Wp = 350 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =95.0 lb ASCE7, 13.3.1 Fph,min =106.9 lb ASCE7, 13.3.1 Fph,max =570.1 lb ASCE7, 13.3.1 Use:Fph =106.9 lb Fpv =71.3 lb ASCE7, 13.3.1 5.2.4 Seismic Loads − Polytier Conveyor − Top Elevation with Drive (Worst Case) Max Support Width =10 ft Wp = 1050 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 51 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =285.0 lb ASCE7, 13.3.1 Fph,min =320.7 lb ASCE7, 13.3.1 Fph,max =1710.2 lb ASCE7, 13.3.1 Use:Fph =320.7 lb Fpv =213.8 lb ASCE7, 13.3.1 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:6 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.5 Seismic Loads − Polytier Conveyor − Middle Elevation (Worst Case) Max Support Width =10 ft Wp = 350 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 26 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =95.0 lb ASCE7, 13.3.1 Fph,min =106.9 lb ASCE7, 13.3.1 Fph,max =570.1 lb ASCE7, 13.3.1 Use:Fph =106.9 lb Fpv =71.3 lb ASCE7, 13.3.1 5.2.6 Seismic Loads − Polytier Conveyor − Middle Elevation with Drive (Worst Case) Max Support Width =10 ft Wp = 1050 lb Rp =1.50 ASCE 7, Table 13.6−1 Ip =1 ASCE7, 13.1.3 ap = 1.00 ASCE7, Table 13.6−1 h = 26 in ASCE7, 13.3.1 z = 0.0 in ASCE7, 13.3.1 Fph =285.0 lb ASCE7, 13.3.1 Fph,min =320.7 lb ASCE7, 13.3.1 Fph,max =1710.2 lb ASCE7, 13.3.1 Use:Fph =320.7 lb Fpv =213.8 lb ASCE7, 13.3.1 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Subject: Job No: Page:7 Engineer: Date:7/9/24 5. Design Loads, Cont. 5.2.7 Seismic Loads − Polytier Conveyor (Worst Case) Vertical Load Distribution 1 26 106.9 2,779 0.34 72.2 2 51 106.9 5,451 0.66 141.6 Totals: 213.8 8,231 1.00 213.8 5.2.8 Seismic Loads − Polytier Conveyor with Drive (Worst Case) Vertical Load Distribution 1 26 320.7 8,337 0.34 216.6 2 51 320.7 16,354 0.66 424.8 Totals: 641.3 24,692 1.00 641.3 Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson Use: Fph (lbs) Elevation h (in) Fph (lbs) Fph x H CX Use: Fph (lbs) Elevation h (in) Fph (lbs) Fph x H CX Subject: Job No: Page:8 Engineer: Date:7/9/24 6. Design Load Combinations 6.1 Load Combination Parameters SDS:1.018 ATC Seismic Report ΩX: 2.00 X−Direction, ASCE 7, Table 13.6−1 ΩY: 2.00 Y−Direction, ASCE 7, Table 13.6−1 6.2 LRFD Load Combinations (ASCE 7, 2.3) L (Serviceability, L/360) D + L (Serviceability, L/240) 1.4D (Dead Load Only) 1.2D + 1.6L (Gravity) (1.2 + 0.2SDS)D +/− ρEX + L (Gravity + Seismic, X−Direction) (1.2 + 0.2SDS)D +/− ρEY + L (Gravity + Seismic, Y−Direction) (0.9 − 0.2SDS)D +/− ρEX (Seismic Uplift, X−Direction) (0.9 − 0.2SDS)D +/− ρEY (Seismic Uplift, Y−Direction) (1.2 + 0.2SDS)D +/− ΩEX + L (Gravity + Overstrength Seismic, X−Direction) (1.2 + 0.2SDS)D +/− ΩEY + L (Gravity + Overstrength Seismic, Y−Direction) (0.9 − 0.2SDS)D +/− ΩEX (Overstrength Seismic Uplift, X−Direction) (0.9 − 0.2SDS)D +/− ΩEY (Overstrength Seismic Uplift, Y−Direction) ***Per Exemptions Discussed in ASCE7 13.1.4, SEISMIC LOADS DO NOT NEED TO BE CONSIDERED*** Epiq Engineering, LLC Collectors.com 2814 Dogwood Place 240575 Nashville, TN 37204 Wilson ATC Report Collectors.com 1610 E St Andrew Pl Santa Ana, CA 92705                              !""#        $%&'()*+,-.'/&01., 233'%445 6768   9 9:" 8;9< =..'31,&0%45 >> "8: ;:9!66 ?@ ?68" AB%C&01.,5 ; D1/%40&/E5 "8"@!8 !8:6;F@"F@ 8:"G H&I&'3*DJE%5 K L%-%'%,(%*M.(N/%,05  !67 L14O*=&0%P.'J5 QQ $10%*=B&445 R!  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Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Fu [ksi] 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65 3 A36 29000 11154 0.3 0.65 0.49 36 58 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 HR1A W10X33 Beam None A992 Typical 9.71 36.6 171 0.583 Cold Formed Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Brace HYTROLMSBRACE HBrace None A653 SS Gr33 Typical 0.564 0.126 0.662 0.002 2 Upright HYTROLMSSUPPORT Column None A653 SS Gr33 Typical 0.583 0.122 0.798 0.002 General Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 GEN1A RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Hot Rolled Steel Design Parameters No Data to Print... Cold Formed Steel Design Parameters Label Shape Length [in] Lb y-y [in] Function 1 M1 Upright 51 Segment Lateral 2 M2 Upright 51 Segment Lateral Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 2 Cold Formed Steel Design Parameters (Continued) Label Shape Length [in] Lb y-y [in]Function 3 M8 Upright 51 Segment Lateral 4 M9 Upright 51 Segment Lateral 5 M15 Upright 51 Segment Lateral 6 M16 Upright 51 Segment Lateral 7 M22 Upright 51 Segment Lateral 8 M23 Upright 51 Segment Lateral 9 M9A Brace 27 Lateral 10 M10 Brace 27 Lateral 11 M11 Brace 27 Lateral 12 M12 Brace 27 Lateral 13 M13 Brace 27 Lateral 14 M14 Brace 27 Lateral 15 M15A Brace 27 Lateral 16 M16A Brace 27 Lateral 17 M17 Brace 27 Lateral 18 M18 Brace 27 Lateral 19 M19 Brace 27 Lateral 20 M20 Brace 27 Lateral Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads No Data to Print... Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads No Data to Print... Plate Surface Loads (BLC 1 : Dead) Plate Label Direction Magnitude [psf, F] 1 P3 Z -15.56 2 P6 Z -15.56 3 P2 Z -46.67 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 3 Plate Surface Loads (BLC 2 : Live) Plate Label Direction Magnitude [psf, F] 1 P3 Z -7.5 2 P6 Z -7.5 3 P2 Z -7.5 Plate Surface Loads (BLC 3 : Seismic X) Plate Label Direction Magnitude [psf, F] 1 P3 X 4.76 2 P6 X 4.76 3 P2 X 14.26 Plate Surface Loads (BLC 4 : Seismic Y) Plate Label Direction Magnitude [psf, F] 1 P3 Y 4.76 2 P6 Y 4.76 3 P2 Y 14.26 Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Moving Loads No Data to Print... Moving Load Patterns No Data to Print... Time History Loads No Data to Print... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Surface(Plate/Wall) 1 Dead DL -1 3 2 Live LL 3 3 Seismic X ELX 0.679 3 4 Seismic Y ELY 0.679 3 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 L Yes Y LL 1 2 D + L Yes Y DL 1 LL 1 3 1.4D Yes Y DL 1.4 4 1.2D + 1.6L Yes Y DL 1.2 LL 1.6 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Y DL 1.404 ELX 1 LL 1 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Y DL 1.404 ELY 1 LL 1 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Y DL 1.404 ELX -1 LL 1 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 4 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Y DL 1.404 ELY -1 LL 1 9 (0.9 - 0.2SDS)D + pEx Yes Y DL 0.696 ELX 1 10 (0.9 - 0.2SDS)D + pEy Yes Y DL 0.696 ELY 1 11 (0.9 - 0.2SDS)D - pEx Yes Y DL 0.696 ELX -1 12 (0.9 - 0.2SDS)D - pEy Yes Y DL 0.696 ELY -1 13 (1.2 + 0.2SDS)D + OEx + 1.0L Yes Y DL 1.404 ELX 2 LL 1 14 (1.2 + 0.2SDS)D + OEy + 1.0L Yes Y DL 1.404 ELY 2 LL 1 15 (1.2 + 0.2SDS)D - OEx + 1.0L Yes Y DL 1.404 ELX -2 LL 1 16 (1.2 + 0.2SDS)D - OEy + 1.0L Yes Y DL 1.404 ELY -2 LL 1 17 (0.9 - 0.2SDS)D + OEx Yes Y DL 0.696 ELX 2 18 (0.9 - 0.2SDS)D + OEy Yes Y DL 0.696 ELY 2 19 (0.9 - 0.2SDS)D - OEx Yes Y DL 0.696 ELX -2 20 (0.9 - 0.2SDS)D - OEy Yes Y DL 0.696 ELY -2 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 L Yes Yes Yes Yes 2 D + L Yes Yes Yes Yes 3 1.4D Yes Yes Yes 4 1.2D + 1.6L Yes Yes Yes 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Yes Yes 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Yes Yes 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Yes Yes 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Yes Yes 9 (0.9 - 0.2SDS)D + pEx Yes Yes Yes 10 (0.9 - 0.2SDS)D + pEy Yes Yes Yes 11 (0.9 - 0.2SDS)D - pEx Yes Yes Yes 12 (0.9 - 0.2SDS)D - pEy Yes Yes Yes 13 (1.2 + 0.2SDS)D + OEx + 1.0L 14 (1.2 + 0.2SDS)D + OEy + 1.0L 15 (1.2 + 0.2SDS)D - OEx + 1.0L 16 (1.2 + 0.2SDS)D - OEy + 1.0L 17 (0.9 - 0.2SDS)D + OEx 18 (0.9 - 0.2SDS)D + OEy 19 (0.9 - 0.2SDS)D - OEx 20 (0.9 - 0.2SDS)D - OEy Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks No Data to Print... Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks Member Shape Code CheckLoc[in]LCShear Check Loc[in]DirLCphi*Pn[lb] phi*Tn[lb] phi*Mnyy[lb-ft] phi*Mnzz[lb-ft] phi*Vny[lb] phi*Vnz[lb]Cb Eqn 1 M1 HYTROLMSSUPPORT 0.333 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 2 M2 HYTROLMSSUPPORT 0.333 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 3 M8 HYTROLMSSUPPORT 0.374 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 4 M9 HYTROLMSSUPPORT 0.374 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 5 M15 HYTROLMSSUPPORT 0.374 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 6 M16 HYTROLMSSUPPORT 0.374 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1288.523 4999.09 4876.12 1.656 H1.2-1 7 M22 HYTROLMSSUPPORT 0.333 12.75 8 0.016 0 z 8 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 8 M23 HYTROLMSSUPPORT 0.333 12.75 6 0.016 0 z 6 10305.708 17322.852 286.782 1289.148 4999.09 4876.12 1.662 H1.2-1 9 M9A HYTROLMSBRACE 0.381 0 8 0.02 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 10 M10 HYTROLMSBRACE 0.278 27 6 0.015 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 11 M11 HYTROLMSBRACE 0.208 27 6 0.011 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 5 Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks (Continued) Member Shape Code CheckLoc[in]LCShear Check Loc[in]DirLCphi*Pn[lb] phi*Tn[lb] phi*Mnyy[lb-ft] phi*Mnzz[lb-ft] phi*Vny[lb] phi*Vnz[lb]Cb Eqn 12 M12 HYTROLMSBRACE 0.382 27 6 0.02 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 13 M13 HYTROLMSBRACE 0.277 0 8 0.015 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 14 M14 HYTROLMSBRACE 0.207 0 8 0.011 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 15 M15A HYTROLMSBRACE 0.382 0 8 0.02 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 16 M16A HYTROLMSBRACE 0.277 27 6 0.015 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 17 M17 HYTROLMSBRACE 0.207 27 6 0.011 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 18 M18 HYTROLMSBRACE 0.381 27 6 0.02 27 z 6 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 19 M19 HYTROLMSBRACE 0.278 0 8 0.015 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 20 M20 HYTROLMSBRACE 0.208 0 8 0.011 0 z 8 12695.134 16740.346 294.726 1191.917 4507.209 4999.09 1 H2-1 Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 -0.031 0 42.214 0 0 0 2 1 N3 -0.031 0 42.214 0 0 0 3 1 N15 -0.025 0 84.349 0 0 0 4 1 N17 -0.025 0 84.349 0 0 0 5 1 N29 0.025 0 84.349 0 0 0 6 1 N31 0.025 0 84.349 0 0 0 7 1 N43 0.031 0 42.214 0 0 0 8 1 N45 0.031 0 42.214 0 0 0 9 1 Totals:0 0 506.25 10 1 COG (in):X: 180 Y: 13.5 Z: 51 11 2 N1 -0.221 0.257 144.811 0 0 0 12 2 N3 -0.221 -0.257 144.811 0 0 0 13 2 N15 -0.182 0.257 449.137 0 0 0 14 2 N17 -0.182 -0.257 449.137 0 0 0 15 2 N29 0.182 0.257 449.137 0 0 0 16 2 N31 0.182 -0.257 449.137 0 0 0 17 2 N43 0.221 0.257 144.811 0 0 0 18 2 N45 0.221 -0.257 144.811 0 0 0 19 2 Totals:0 0 2375.79 20 2 COG (in):X: 180 Y: 13.5 Z: 49.72 21 3 N1 -0.267 0.36 143.636 0 0 0 22 3 N3 -0.267 -0.36 143.636 0 0 0 23 3 N15 -0.219 0.36 510.703 0 0 0 24 3 N17 -0.219 -0.36 510.703 0 0 0 25 3 N29 0.219 0.36 510.703 0 0 0 26 3 N31 0.219 -0.36 510.703 0 0 0 27 3 N43 0.267 0.36 143.636 0 0 0 28 3 N45 0.267 -0.36 143.636 0 0 0 29 3 Totals:0 0 2617.356 30 3 COG (in):X: 180 Y: 13.5 Z: 49.373 31 4 N1 -0.278 0.309 190.658 0 0 0 32 4 N3 -0.278 -0.309 190.658 0 0 0 33 4 N15 -0.228 0.309 572.704 0 0 0 34 4 N17 -0.228 -0.309 572.704 0 0 0 35 4 N29 0.228 0.309 572.704 0 0 0 36 4 N31 0.228 -0.309 572.704 0 0 0 37 4 N43 0.278 0.309 190.658 0 0 0 38 4 N45 0.278 -0.309 190.658 0 0 0 39 4 Totals:0 0 3053.448 40 4 COG (in):X: 180 Y: 13.5 Z: 49.805 41 5 N1 -77.685 0.361 248.34 0 0 0 42 5 N3 -77.685 -0.361 248.34 0 0 0 43 5 N15 -76.866 0.361 534.584 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 6 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 44 5 N17 -76.866 -0.361 534.584 0 0 0 45 5 N29 -75.974 0.362 658.444 0 0 0 46 5 N31 -75.974 -0.362 658.444 0 0 0 47 5 N43 -77.491 0.362 124.175 0 0 0 48 5 N45 -77.491 -0.362 124.175 0 0 0 49 5 Totals:-616.031 0 3131.084 50 5 COG (in):X: 180 Y: 13.5 Z: 49.636 51 6 N1 -0.298 -77.958 -88.468 0 0 0 52 6 N3 -0.299 -76.941 460.988 0 0 0 53 6 N15 -0.245 -77.069 322.247 0 0 0 54 6 N17 -0.245 -76.048 870.776 0 0 0 55 6 N29 0.245 -77.069 322.247 0 0 0 56 6 N31 0.245 -76.048 870.776 0 0 0 57 6 N43 0.298 -77.958 -88.468 0 0 0 58 6 N45 0.299 -76.941 460.988 0 0 0 59 6 Totals:0 -616.031 3131.084 60 6 COG (in):X: 180 Y: 13.5 Z: 49.636 61 7 N1 77.491 0.362 124.175 0 0 0 62 7 N3 77.491 -0.362 124.175 0 0 0 63 7 N15 75.974 0.362 658.444 0 0 0 64 7 N17 75.974 -0.362 658.444 0 0 0 65 7 N29 76.866 0.361 534.584 0 0 0 66 7 N31 76.866 -0.361 534.584 0 0 0 67 7 N43 77.685 0.361 248.34 0 0 0 68 7 N45 77.685 -0.361 248.34 0 0 0 69 7 Totals:616.031 0 3131.084 70 7 COG (in):X: 180 Y: 13.5 Z: 49.636 71 8 N1 -0.299 76.941 460.988 0 0 0 72 8 N3 -0.298 77.958 -88.468 0 0 0 73 8 N15 -0.245 76.048 870.776 0 0 0 74 8 N17 -0.245 77.069 322.247 0 0 0 75 8 N29 0.245 76.048 870.776 0 0 0 76 8 N31 0.245 77.069 322.247 0 0 0 77 8 N43 0.299 76.941 460.988 0 0 0 78 8 N45 0.298 77.958 -88.468 0 0 0 79 8 Totals:0 616.031 3131.084 80 8 COG (in):X: 180 Y: 13.5 Z: 49.636 81 9 N1 -77.105 0.179 132.839 0 0 0 82 9 N3 -77.105 -0.179 132.839 0 0 0 83 9 N15 -77.144 0.179 192.721 0 0 0 84 9 N17 -77.144 -0.179 192.721 0 0 0 85 9 N29 -76.533 0.179 315.069 0 0 0 86 9 N31 -76.533 -0.179 315.069 0 0 0 87 9 N43 -77.234 0.179 9.971 0 0 0 88 9 N45 -77.234 -0.179 9.971 0 0 0 89 9 Totals:-616.031 0 1301.2 90 9 COG (in):X: 180 Y: 13.5 Z: 49.373 91 10 N1 -0.132 -77.873 -201.566 0 0 0 92 10 N3 -0.134 -76.514 344.382 0 0 0 93 10 N15 -0.108 -77.495 -18.931 0 0 0 94 10 N17 -0.11 -76.134 526.716 0 0 0 95 10 N29 0.108 -77.495 -18.931 0 0 0 96 10 N31 0.11 -76.134 526.716 0 0 0 97 10 N43 0.132 -77.873 -201.566 0 0 0 98 10 N45 0.134 -76.514 344.382 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 7 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 99 10 Totals:0 -616.031 1301.2 100 10 COG (in):X: 180 Y: 13.5 Z: 49.373 101 11 N1 77.234 0.179 9.971 0 0 0 102 11 N3 77.234 -0.179 9.971 0 0 0 103 11 N15 76.533 0.179 315.069 0 0 0 104 11 N17 76.533 -0.179 315.069 0 0 0 105 11 N29 77.144 0.179 192.721 0 0 0 106 11 N31 77.144 -0.179 192.721 0 0 0 107 11 N43 77.105 0.179 132.839 0 0 0 108 11 N45 77.105 -0.179 132.839 0 0 0 109 11 Totals:616.031 0 1301.2 110 11 COG (in):X: 180 Y: 13.5 Z: 49.373 111 12 N1 -0.134 76.514 344.382 0 0 0 112 12 N3 -0.132 77.873 -201.566 0 0 0 113 12 N15 -0.11 76.134 526.716 0 0 0 114 12 N17 -0.108 77.495 -18.931 0 0 0 115 12 N29 0.11 76.134 526.716 0 0 0 116 12 N31 0.108 77.495 -18.931 0 0 0 117 12 N43 0.134 76.514 344.382 0 0 0 118 12 N45 0.132 77.873 -201.566 0 0 0 119 12 Totals:0 616.031 1301.2 120 12 COG (in):X: 180 Y: 13.5 Z: 49.373 121 13 N1 -154.67 0.361 310.415 0 0 0 122 13 N3 -154.67 -0.361 310.415 0 0 0 123 13 N15 -153.889 0.361 472.662 0 0 0 124 13 N17 -153.889 -0.361 472.662 0 0 0 125 13 N29 -151.79 0.362 720.381 0 0 0 126 13 N31 -151.79 -0.362 720.381 0 0 0 127 13 N43 -155.683 0.362 62.084 0 0 0 128 13 N45 -155.683 -0.362 62.084 0 0 0 129 13 Totals:-1232.062 0 3131.084 130 13 COG (in):X: 180 Y: 13.5 Z: 49.636 131 14 N1 -0.297 -158.018 -363.196 0 0 0 132 14 N3 -0.3 -151.779 735.715 0 0 0 133 14 N15 -0.244 -156.243 47.982 0 0 0 134 14 N17 -0.246 -149.991 1145.041 0 0 0 135 14 N29 0.244 -156.243 47.982 0 0 0 136 14 N31 0.246 -149.991 1145.041 0 0 0 137 14 N43 0.297 -158.018 -363.196 0 0 0 138 14 N45 0.3 -151.779 735.715 0 0 0 139 14 Totals:0 -1232.062 3131.084 140 14 COG (in):X: 180 Y: 13.5 Z: 49.636 141 15 N1 155.683 0.362 62.084 0 0 0 142 15 N3 155.683 -0.362 62.084 0 0 0 143 15 N15 151.79 0.362 720.381 0 0 0 144 15 N17 151.79 -0.362 720.381 0 0 0 145 15 N29 153.889 0.361 472.662 0 0 0 146 15 N31 153.889 -0.361 472.662 0 0 0 147 15 N43 154.67 0.361 310.415 0 0 0 148 15 N45 154.67 -0.361 310.415 0 0 0 149 15 Totals:1232.062 0 3131.084 150 15 COG (in):X: 180 Y: 13.5 Z: 49.636 151 16 N1 -0.3 151.779 735.715 0 0 0 152 16 N3 -0.297 158.018 -363.196 0 0 0 153 16 N15 -0.246 149.991 1145.041 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ]Page 8 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 154 16 N17 -0.244 156.243 47.982 0 0 0 155 16 N29 0.246 149.991 1145.041 0 0 0 156 16 N31 0.244 156.243 47.982 0 0 0 157 16 N43 0.3 151.779 735.715 0 0 0 158 16 N45 0.297 158.018 -363.196 0 0 0 159 16 Totals:0 1232.062 3131.084 160 16 COG (in):X: 180 Y: 13.5 Z: 49.636 161 17 N1 -153.684 0.179 194.265 0 0 0 162 17 N3 -153.684 -0.179 194.265 0 0 0 163 17 N15 -154.571 0.179 131.555 0 0 0 164 17 N17 -154.571 -0.179 131.555 0 0 0 165 17 N29 -152.781 0.179 376.251 0 0 0 166 17 N31 -152.781 -0.179 376.251 0 0 0 167 17 N43 -154.995 0.18 -51.471 0 0 0 168 17 N45 -154.995 -0.18 -51.471 0 0 0 169 17 Totals:-1232.062 0 1301.2 170 17 COG (in):X: 180 Y: 13.5 Z: 49.373 171 18 N1 -0.13 -157.641 -474.54 0 0 0 172 18 N3 -0.136 -151.132 617.355 0 0 0 173 18 N15 -0.107 -156.887 -291.755 0 0 0 174 18 N17 -0.111 -150.371 799.539 0 0 0 175 18 N29 0.107 -156.887 -291.755 0 0 0 176 18 N31 0.111 -150.371 799.539 0 0 0 177 18 N43 0.13 -157.641 -474.54 0 0 0 178 18 N45 0.136 -151.132 617.355 0 0 0 179 18 Totals:0 -1232.062 1301.2 180 18 COG (in):X: 180 Y: 13.5 Z: 49.373 181 19 N1 154.995 0.18 -51.471 0 0 0 182 19 N3 154.995 -0.18 -51.471 0 0 0 183 19 N15 152.781 0.179 376.251 0 0 0 184 19 N17 152.781 -0.179 376.251 0 0 0 185 19 N29 154.571 0.179 131.555 0 0 0 186 19 N31 154.571 -0.179 131.555 0 0 0 187 19 N43 153.684 0.179 194.265 0 0 0 188 19 N45 153.684 -0.179 194.265 0 0 0 189 19 Totals:1232.062 0 1301.2 190 19 COG (in):X: 180 Y: 13.5 Z: 49.373 191 20 N1 -0.136 151.132 617.355 0 0 0 192 20 N3 -0.13 157.641 -474.54 0 0 0 193 20 N15 -0.111 150.371 799.539 0 0 0 194 20 N17 -0.107 156.887 -291.755 0 0 0 195 20 N29 0.111 150.371 799.539 0 0 0 196 20 N31 0.107 156.887 -291.755 0 0 0 197 20 N43 0.136 151.132 617.355 0 0 0 198 20 N45 0.13 157.641 -474.54 0 0 0 199 20 Totals:0 1232.062 1301.2 200 20 COG (in):X: 180 Y: 13.5 Z: 49.373 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N43 max 154.67 15 151.779 16 735.715 16 0 20 0 20 0 20 2 min -155.683 13 -158.018 14 -474.54 18 0 1 0 1 0 1 3 N45 max 154.67 15 158.018 16 735.715 14 0 20 0 20 0 20 4 min -155.683 13 -151.779 14 -474.54 20 0 1 0 1 0 1 5 N3 max 155.683 15 158.018 16 735.715 14 0 20 0 20 0 20 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE MS Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:30:36 AM RISA-3D Version 22 [ Conveyor MS Supports.r3d ] Page 9 Envelope Node Reactions (Continued) Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 6 min -154.67 13 -151.779 14 -474.54 20 0 1 0 1 0 1 7 N1 max 155.683 15 151.779 16 735.715 16 0 20 0 20 0 20 8 min -154.67 13 -158.018 14 -474.54 18 0 1 0 1 0 1 9 N31 max 154.571 19 156.887 20 1145.041 14 0 20 0 20 0 20 10 min -152.781 17 -150.371 18 -291.755 20 0 1 0 1 0 1 11 N29 max 154.571 19 150.371 20 1145.041 16 0 20 0 20 0 20 12 min -152.781 17 -156.887 18 -291.755 18 0 1 0 1 0 1 13 N15 max 152.781 19 150.371 20 1145.041 16 0 20 0 20 0 20 14 min -154.571 17 -156.887 18 -291.755 18 0 1 0 1 0 1 15 N17 max 152.781 19 156.887 20 1145.041 14 0 20 0 20 0 20 16 min -154.571 17 -150.371 18 -291.755 20 0 1 0 1 0 1 17 Totals:max 1232.062 19 1232.062 16 3131.084 16 18 min -1232.062 17 -1232.062 14 506.25 1 Company:Date:6/15/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, hef (inch): 1.770 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 4.00 cac (inch): 2.69 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.25 x 1.50 x 0.18 Recommended Anchor Anchor Name: Titen HD® - 3/8"Ø Titen HD, hnom:2.5" (64mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 475 Vuax [lb]: 156 Vuay [lb]: 159 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 237.5 78.0 79.5 111.4 2 237.5 78.0 79.5 111.4 Sum 475.0 156.0 159.0 222.7 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 475 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 10890 0.65 7079 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 17.0 1.00 2500 1.770 2002 0.75 Ncbg =0.75 (ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)0.75 Ncbg (lb) 54.75 28.20 - 1.000 1.000 1.00 1.000 2002 0.65 1895 6. Pullout Strength of Anchor in Tension (Sec. 17.6.3) 0.75 Npn =0.75 c,P aNp(f’c /2,500)n (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report) c,P a Np (lb)f’c (psi)n 0.75 Npn (lb) 1.0 1.00 1235 2500 0.50 0.65 602 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 2855 1.0 0.60 1713 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 1.0 54.75 28.20 1.000 1.000 1.000 1.000 2002 0.70 2720 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 238 7079 0.03 Pass Concrete breakout 475 1895 0.25 Pass Pullout 238 602 0.39 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 111 1713 0.07 Pass Pryout 223 2720 0.08 Pass (Governs) Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.8.1 0.39 0.00 39.4% 1.0 Pass 3/8"Ø Titen HD, hnom:2.5" (64mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Structure SK-1 Jul 09, 2024 at 11:46 AM Conveyor Poly-Tier Supports… Brace, Typ Upright, Typ Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Dead Loads SK-2 Jul 09, 2024 at 11:47 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Live Loads SK-3 Jul 09, 2024 at 11:47 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Seismic Loads - X Direction SK-4 Jul 09, 2024 at 11:48 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Seismic Loads - Y Direction SK-5 Jul 09, 2024 at 11:48 AM Conveyor Poly-Tier Supports… Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Unity Ratios SK-6 Jul 09, 2024 at 11:49 AM Conveyor Poly-Tier Supports… Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Fu [ksi] 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65 3 A36 29000 11154 0.3 0.65 0.49 36 58 General Materials Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 0.11 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 0.11 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 0.173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 gen_Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic Hot Rolled Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Brace Hytrol Poly-Tier Brace HBrace None A500 Gr.B RND Typical 0.78 0.306 0.306 0.612 2 Knee Brace Hytrol Poly-Tier Knee BraceVBraceWide Flange A36 Gr.36 Typical 0.328 0.001 0.062 0.005 Cold Formed Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴] J [in⁴] 1 Upright Hytrol Poly-Tier Support Column None A653 SS Gr33 Typical 1.289 0.361 2.943 0.015 General Section Sets Label Shape Type Material Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 GEN1A RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Hot Rolled Steel Design Parameters Label Shape Length [in] Channel Conn. a [in] Function 1 M17 Brace 27 N/A N/A Lateral 2 M18 Brace 27 N/A N/A Lateral 3 M19 Brace 27 N/A N/A Lateral 4 M20 Brace 27 N/A N/A Lateral 5 M21 Brace 27 N/A N/A Lateral Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 2 Hot Rolled Steel Design Parameters (Continued) Label Shape Length [in] Channel Conn. a [in]Function 6 M22A Brace 27 N/A N/A Lateral 7 M23A Brace 27 N/A N/A Lateral 8 M24 Brace 27 N/A N/A Lateral Cold Formed Steel Design Parameters Label Shape Length [in] Lb y-y [in] Function 1 M1 Upright 51 Segment Lateral 2 M2 Upright 51 Segment Lateral 3 M8 Upright 51 Segment Lateral 4 M9 Upright 51 Segment Lateral 5 M15 Upright 51 Segment Lateral 6 M16 Upright 51 Segment Lateral 7 M22 Upright 51 Segment Lateral 8 M23 Upright 51 Segment Lateral Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads No Data to Print... Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Member Area Loads No Data to Print... Plate Surface Loads (BLC 1 : Dead) Plate Label Direction Magnitude [psf, F] 1 P3 Z -15.56 2 P6 Z -15.56 3 P2 Z -46.67 4 P4 Z -46.67 5 P5 Z -15.56 6 P6A Z -15.56 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 3 Plate Surface Loads (BLC 2 : Live) Plate Label Direction Magnitude [psf, F] 1 P3 Z -7.5 2 P6 Z -7.5 3 P2 Z -7.5 4 P4 Z -7.5 5 P5 Z -7.5 6 P6A Z -7.5 Plate Surface Loads (BLC 3 : Seismic X) Plate Label Direction Magnitude [psf, F] 1 P3 X 6.3 2 P6 X 6.3 3 P2 X 18.88 4 P4 X 9.63 5 P5 X 3.21 6 P6A X 3.21 Plate Surface Loads (BLC 4 : Seismic Y) Plate Label Direction Magnitude [psf, F] 1 P3 Y 6.3 2 P6 Y 6.3 3 P2 Y 18.88 4 P4 Y 9.63 5 P5 Y 3.21 6 P6A Y 3.21 Wall Panel Surface Loads No Data to Print... Diaphragm Surface Loads No Data to Print... Moving Loads No Data to Print... Moving Load Patterns No Data to Print... Time History Loads No Data to Print... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Surface(Plate/Wall) 1 Dead DL -1 6 2 Live LL 6 3 Seismic X ELX 0.679 6 4 Seismic Y ELY 0.679 6 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 4 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 L Yes Y LL 1 2 D + L Yes Y DL 1 LL 1 3 1.4D Yes Y DL 1.4 4 1.2D + 1.6L Yes Y DL 1.2 LL 1.6 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Y DL 1.404 ELX 1 LL 1 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Y DL 1.404 ELY 1 LL 1 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Y DL 1.404 ELX -1 LL 1 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Y DL 1.404 ELY -1 LL 1 9 (0.9 - 0.2SDS)D + pEx Yes Y DL 0.696 ELX 1 10 (0.9 - 0.2SDS)D + pEy Yes Y DL 0.696 ELY 1 11 (0.9 - 0.2SDS)D - pEx Yes Y DL 0.696 ELX -1 12 (0.9 - 0.2SDS)D - pEy Yes Y DL 0.696 ELY -1 13 (1.2 + 0.2SDS)D + OEx + 1.0L Yes Y DL 1.404 ELX 2 LL 1 14 (1.2 + 0.2SDS)D + OEy + 1.0L Yes Y DL 1.404 ELY 2 LL 1 15 (1.2 + 0.2SDS)D - OEx + 1.0L Yes Y DL 1.404 ELX -2 LL 1 16 (1.2 + 0.2SDS)D - OEy + 1.0L Yes Y DL 1.404 ELY -2 LL 1 17 (0.9 - 0.2SDS)D + OEx Yes Y DL 0.696 ELX 2 18 (0.9 - 0.2SDS)D + OEy Yes Y DL 0.696 ELY 2 19 (0.9 - 0.2SDS)D - OEx Yes Y DL 0.696 ELX -2 20 (0.9 - 0.2SDS)D - OEy Yes Y DL 0.696 ELY -2 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 L Yes Yes Yes Yes 2 D + L Yes Yes Yes Yes 3 1.4D Yes Yes Yes 4 1.2D + 1.6L Yes Yes Yes 5 (1.2 + 0.2SDS)D + pEx + 1.0L Yes Yes Yes 6 (1.2 + 0.2SDS)D + pEy + 1.0L Yes Yes Yes 7 (1.2 + 0.2SDS)D - pEx + 1.0L Yes Yes Yes 8 (1.2 + 0.2SDS)D - pEy + 1.0L Yes Yes Yes 9 (0.9 - 0.2SDS)D + pEx Yes Yes Yes 10 (0.9 - 0.2SDS)D + pEy Yes Yes Yes 11 (0.9 - 0.2SDS)D - pEx Yes Yes Yes 12 (0.9 - 0.2SDS)D - pEy Yes Yes Yes 13 (1.2 + 0.2SDS)D + OEx + 1.0L 14 (1.2 + 0.2SDS)D + OEy + 1.0L 15 (1.2 + 0.2SDS)D - OEx + 1.0L 16 (1.2 + 0.2SDS)D - OEy + 1.0L 17 (0.9 - 0.2SDS)D + OEx 18 (0.9 - 0.2SDS)D + OEy 19 (0.9 - 0.2SDS)D - OEx 20 (0.9 - 0.2SDS)D - OEy Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code CheckLoc[in]LCShear CheckLoc[in]LCphi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 1 M17 Hytrol Poly-Tier Brace 0.108 0 8 0.015 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b 2 M18 Hytrol Poly-Tier Brace 0.108 0 8 0.015 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b 3 M19 Hytrol Poly-Tier Brace 0.108 0 8 0.015 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b 4 M20 Hytrol Poly-Tier Brace 0.108 27 6 0.015 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b 5 M21 Hytrol Poly-Tier Brace 0.034 0 8 0.005 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b 6 M22A Hytrol Poly-Tier Brace 0.034 27 6 0.005 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 5 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks (Continued) Member Shape Code CheckLoc[in]LCShear CheckLoc[in]LCphi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 7 M23A Hytrol Poly-Tier Brace 0.034 27 6 0.005 27 6 26303.69 29485.096 1383.845 1383.845 1 H1-1b 8 M24 Hytrol Poly-Tier Brace 0.034 27 6 0.005 0 8 26303.69 29485.096 1383.845 1383.845 1 H1-1b Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[in]LCShear Check Loc[in]DirLCphi*Pn[lb] phi*Tn[lb] phi*Mnyy[lb-ft] phi*Mnzz[lb-ft] phi*Vny[lb] phi*Vnz[lb]Cb Eqn 1 M1 Hytrol Poly-Tier Support 0.255 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 2 M2 Hytrol Poly-Tier Support 0.255 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 3 M8 Hytrol Poly-Tier Support 0.284 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 4 M9 Hytrol Poly-Tier Support 0.284 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 5 M15 Hytrol Poly-Tier Support 0.284 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 6 M16 Hytrol Poly-Tier Support 0.284 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.498 H1.2-1 7 M22 Hytrol Poly-Tier Support 0.255 25.5 8 0.016 0 z 8 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 8 M23 Hytrol Poly-Tier Support 0.255 25.5 6 0.016 0 z 6 28241.393 38273.143 711.724 3641.038 11374.1729610.734 2.506 H1.2-1 Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 -0.174 0 84.777 0 0 0 2 1 N3 -0.174 0 84.777 0 0 0 3 1 N15 -0.172 0.002 168.348 0 0 0 4 1 N17 -0.172 -0.002 168.348 0 0 0 5 1 N29 0.172 0.002 168.348 0 0 0 6 1 N31 0.172 -0.002 168.348 0 0 0 7 1 N43 0.174 0 84.777 0 0 0 8 1 N45 0.174 0 84.777 0 0 0 9 1 Totals:0 0 1012.5 10 1 COG (in):X: 180 Y: 13.5 Z: 38.5 11 2 N1 -1.26 1.896 287.387 0 0 0 12 2 N3 -1.26 -1.896 287.387 0 0 0 13 2 N15 -1.244 1.885 890.995 0 0 0 14 2 N17 -1.244 -1.885 890.995 0 0 0 15 2 N29 1.244 1.885 890.995 0 0 0 16 2 N31 1.244 -1.885 890.995 0 0 0 17 2 N43 1.26 1.896 287.387 0 0 0 18 2 N45 1.26 -1.896 287.387 0 0 0 19 2 Totals:0 0 4713.525 20 2 COG (in):X: 180 Y: 13.5 Z: 37.931 21 3 N1 -1.52 2.655 283.653 0 0 0 22 3 N3 -1.52 -2.655 283.653 0 0 0 23 3 N15 -1.5 2.636 1011.705 0 0 0 24 3 N17 -1.5 -2.636 1011.705 0 0 0 25 3 N29 1.5 2.636 1011.705 0 0 0 26 3 N31 1.5 -2.636 1011.705 0 0 0 27 3 N43 1.52 2.655 283.653 0 0 0 28 3 N45 1.52 -2.655 283.653 0 0 0 29 3 Totals:0 0 5181.435 30 3 COG (in):X: 180 Y: 13.5 Z: 37.775 31 4 N1 -1.582 2.275 378.775 0 0 0 32 4 N3 -1.582 -2.275 378.775 0 0 0 33 4 N15 -1.562 2.262 1136.533 0 0 0 34 4 N17 -1.562 -2.262 1136.533 0 0 0 35 4 N29 1.562 2.262 1136.533 0 0 0 36 4 N31 1.562 -2.262 1136.533 0 0 0 37 4 N43 1.582 2.275 378.775 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 6 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 38 4 N45 1.582 -2.275 378.775 0 0 0 39 4 Totals:0 0 6061.23 40 4 COG (in):X: 180 Y: 13.5 Z: 37.969 41 5 N1 -151.697 2.65 469.595 0 0 0 42 5 N3 -151.697 -2.65 469.595 0 0 0 43 5 N15 -153.064 2.636 1086.087 0 0 0 44 5 N17 -153.064 -2.636 1086.087 0 0 0 45 5 N29 -149.621 2.655 1279.801 0 0 0 46 5 N31 -149.621 -2.655 1279.801 0 0 0 47 5 N43 -148.392 2.675 268.887 0 0 0 48 5 N45 -148.392 -2.675 268.887 0 0 0 49 5 Totals:-1205.548 0 6208.739 50 5 COG (in):X: 180 Y: 13.5 Z: 37.893 51 6 N1 -1.665 -149.057 -85.651 0 0 0 52 6 N3 -1.732 -153.204 824.133 0 0 0 53 6 N15 -1.646 -148.201 727.586 0 0 0 54 6 N17 -1.708 -152.312 1638.301 0 0 0 55 6 N29 1.646 -148.201 727.586 0 0 0 56 6 N31 1.708 -152.312 1638.301 0 0 0 57 6 N43 1.665 -149.057 -85.651 0 0 0 58 6 N45 1.732 -153.204 824.133 0 0 0 59 6 Totals:0 -1205.548 6208.739 60 6 COG (in):X: 180 Y: 13.5 Z: 37.893 61 7 N1 148.392 2.675 268.887 0 0 0 62 7 N3 148.392 -2.675 268.887 0 0 0 63 7 N15 149.621 2.655 1279.801 0 0 0 64 7 N17 149.621 -2.655 1279.801 0 0 0 65 7 N29 153.064 2.636 1086.087 0 0 0 66 7 N31 153.064 -2.636 1086.087 0 0 0 67 7 N43 151.697 2.65 469.595 0 0 0 68 7 N45 151.697 -2.65 469.595 0 0 0 69 7 Totals:1205.548 0 6208.739 70 7 COG (in):X: 180 Y: 13.5 Z: 37.893 71 8 N1 -1.732 153.204 824.133 0 0 0 72 8 N3 -1.665 149.057 -85.651 0 0 0 73 8 N15 -1.708 152.312 1638.301 0 0 0 74 8 N17 -1.646 148.201 727.586 0 0 0 75 8 N29 1.708 152.312 1638.301 0 0 0 76 8 N31 1.646 148.201 727.586 0 0 0 77 8 N43 1.732 153.204 824.133 0 0 0 78 8 N45 1.665 149.057 -85.651 0 0 0 79 8 Totals:0 1205.548 6208.739 80 8 COG (in):X: 180 Y: 13.5 Z: 37.893 81 9 N1 -150.648 1.307 241.275 0 0 0 82 9 N3 -150.648 -1.307 241.275 0 0 0 83 9 N15 -152.239 1.301 406.202 0 0 0 84 9 N17 -152.239 -1.301 406.202 0 0 0 85 9 N29 -150.658 1.32 599.722 0 0 0 86 9 N31 -150.658 -1.32 599.722 0 0 0 87 9 N43 -149.229 1.333 40.758 0 0 0 88 9 N45 -149.229 -1.333 40.758 0 0 0 89 9 Totals:-1205.548 0 2575.913 90 9 COG (in):X: 180 Y: 13.5 Z: 37.775 91 10 N1 -0.723 -150.119 -312.66 0 0 0 92 10 N3 -0.789 -151.594 594.692 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 7 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 93 10 N15 -0.715 -149.803 48.81 0 0 0 94 10 N17 -0.777 -151.257 957.114 0 0 0 95 10 N29 0.715 -149.803 48.81 0 0 0 96 10 N31 0.777 -151.257 957.114 0 0 0 97 10 N43 0.723 -150.119 -312.66 0 0 0 98 10 N45 0.789 -151.594 594.692 0 0 0 99 10 Totals:0 -1205.548 2575.913 100 10 COG (in):X: 180 Y: 13.5 Z: 37.775 101 11 N1 149.229 1.333 40.758 0 0 0 102 11 N3 149.229 -1.333 40.758 0 0 0 103 11 N15 150.658 1.32 599.722 0 0 0 104 11 N17 150.658 -1.32 599.722 0 0 0 105 11 N29 152.239 1.301 406.202 0 0 0 106 11 N31 152.239 -1.301 406.202 0 0 0 107 11 N43 150.648 1.307 241.275 0 0 0 108 11 N45 150.648 -1.307 241.275 0 0 0 109 11 Totals:1205.548 0 2575.913 110 11 COG (in):X: 180 Y: 13.5 Z: 37.775 111 12 N1 -0.789 151.594 594.692 0 0 0 112 12 N3 -0.723 150.119 -312.66 0 0 0 113 12 N15 -0.777 151.257 957.114 0 0 0 114 12 N17 -0.715 149.803 48.81 0 0 0 115 12 N29 0.777 151.257 957.114 0 0 0 116 12 N31 0.715 149.803 48.81 0 0 0 117 12 N43 0.789 151.594 594.692 0 0 0 118 12 N45 0.723 150.119 -312.66 0 0 0 119 12 Totals:0 1205.548 2575.913 120 12 COG (in):X: 180 Y: 13.5 Z: 37.775 121 13 N1 -301.603 2.637 569.949 0 0 0 122 13 N3 -301.603 -2.637 569.949 0 0 0 123 13 N15 -304.54 2.627 989.229 0 0 0 124 13 N17 -304.54 -2.627 989.229 0 0 0 125 13 N29 -300.829 2.664 1376.659 0 0 0 126 13 N31 -300.829 -2.664 1376.659 0 0 0 127 13 N43 -298.576 2.688 168.533 0 0 0 128 13 N45 -298.576 -2.688 168.533 0 0 0 129 13 Totals:-2411.095 0 6208.739 130 13 COG (in):X: 180 Y: 13.5 Z: 37.893 131 14 N1 -1.632 -301.954 -540.542 0 0 0 132 14 N3 -1.765 -302.568 1279.024 0 0 0 133 14 N15 -1.615 -300.227 272.229 0 0 0 134 14 N17 -1.738 -300.799 2093.659 0 0 0 135 14 N29 1.615 -300.227 272.229 0 0 0 136 14 N31 1.738 -300.799 2093.659 0 0 0 137 14 N43 1.632 -301.954 -540.542 0 0 0 138 14 N45 1.765 -302.568 1279.024 0 0 0 139 14 Totals:0 -2411.095 6208.739 140 14 COG (in):X: 180 Y: 13.5 Z: 37.893 141 15 N1 298.576 2.688 168.533 0 0 0 142 15 N3 298.576 -2.688 168.533 0 0 0 143 15 N15 300.829 2.664 1376.659 0 0 0 144 15 N17 300.829 -2.664 1376.659 0 0 0 145 15 N29 304.54 2.627 989.229 0 0 0 146 15 N31 304.54 -2.627 989.229 0 0 0 147 15 N43 301.603 2.637 569.949 0 0 0 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 8 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 148 15 N45 301.603 -2.637 569.949 0 0 0 149 15 Totals:2411.095 0 6208.739 150 15 COG (in):X: 180 Y: 13.5 Z: 37.893 151 16 N1 -1.765 302.568 1279.024 0 0 0 152 16 N3 -1.632 301.954 -540.542 0 0 0 153 16 N15 -1.738 300.799 2093.659 0 0 0 154 16 N17 -1.615 300.227 272.229 0 0 0 155 16 N29 1.738 300.799 2093.659 0 0 0 156 16 N31 1.615 300.227 272.229 0 0 0 157 16 N43 1.765 302.568 1279.024 0 0 0 158 16 N45 1.632 301.954 -540.542 0 0 0 159 16 Totals:0 2411.095 6208.739 160 16 COG (in):X: 180 Y: 13.5 Z: 37.893 161 17 N1 -300.448 1.295 341.533 0 0 0 162 17 N3 -300.448 -1.295 341.533 0 0 0 163 17 N15 -303.821 1.292 309.442 0 0 0 164 17 N17 -303.821 -1.292 309.442 0 0 0 165 17 N29 -301.972 1.329 696.483 0 0 0 166 17 N31 -301.972 -1.329 696.483 0 0 0 167 17 N43 -299.307 1.346 -59.501 0 0 0 168 17 N45 -299.307 -1.346 -59.501 0 0 0 169 17 Totals:-2411.095 0 2575.913 170 17 COG (in):X: 180 Y: 13.5 Z: 37.775 171 18 N1 -0.689 -302.736 -766.34 0 0 0 172 18 N3 -0.821 -300.694 1048.373 0 0 0 173 18 N15 -0.684 -302.093 -405.346 0 0 0 174 18 N17 -0.807 -300.025 1411.27 0 0 0 175 18 N29 0.684 -302.093 -405.346 0 0 0 176 18 N31 0.807 -300.025 1411.27 0 0 0 177 18 N43 0.689 -302.736 -766.34 0 0 0 178 18 N45 0.821 -300.694 1048.373 0 0 0 179 18 Totals:0 -2411.095 2575.913 180 18 COG (in):X: 180 Y: 13.5 Z: 37.775 181 19 N1 299.307 1.346 -59.501 0 0 0 182 19 N3 299.307 -1.346 -59.501 0 0 0 183 19 N15 301.972 1.329 696.483 0 0 0 184 19 N17 301.972 -1.329 696.483 0 0 0 185 19 N29 303.821 1.292 309.442 0 0 0 186 19 N31 303.821 -1.292 309.442 0 0 0 187 19 N43 300.448 1.295 341.533 0 0 0 188 19 N45 300.448 -1.295 341.533 0 0 0 189 19 Totals:2411.095 0 2575.913 190 19 COG (in):X: 180 Y: 13.5 Z: 37.775 191 20 N1 -0.821 300.694 1048.373 0 0 0 192 20 N3 -0.689 302.736 -766.34 0 0 0 193 20 N15 -0.807 300.025 1411.27 0 0 0 194 20 N17 -0.684 302.093 -405.346 0 0 0 195 20 N29 0.807 300.025 1411.27 0 0 0 196 20 N31 0.684 302.093 -405.346 0 0 0 197 20 N43 0.821 300.694 1048.373 0 0 0 198 20 N45 0.689 302.736 -766.34 0 0 0 199 20 Totals:0 2411.095 2575.913 200 20 COG (in):X: 180 Y: 13.5 Z: 37.775 Company Designer Job Number Model Name : : : : Epiq Engineering, LLC Jack Wilson, PE Poly-Tier Conveyor w/ Drive Checked By : Jordan Tlu… 7/9/2024 11:50:42 AM RISA-3D Version 22 [ Conveyor Poly-Tier Supports.r3d ] Page 9 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N43 max 301.603 15 302.568 16 1279.024 16 0 20 0 20 0 20 2 min -299.307 17 -302.736 18 -766.34 18 0 1 0 1 0 1 3 N45 max 301.603 15 302.736 20 1279.024 14 0 20 0 20 0 20 4 min -299.307 17 -302.568 14 -766.34 20 0 1 0 1 0 1 5 N1 max 299.307 19 302.568 16 1279.024 16 0 20 0 20 0 20 6 min -301.603 13 -302.736 18 -766.34 18 0 1 0 1 0 1 7 N3 max 299.307 19 302.736 20 1279.024 14 0 20 0 20 0 20 8 min -301.603 13 -302.568 14 -766.34 20 0 1 0 1 0 1 9 N31 max 304.54 15 302.093 20 2093.659 14 0 20 0 20 0 20 10 min -301.972 17 -300.799 14 -405.346 20 0 1 0 1 0 1 11 N29 max 304.54 15 300.799 16 2093.659 16 0 20 0 20 0 20 12 min -301.972 17 -302.093 18 -405.346 18 0 1 0 1 0 1 13 N15 max 301.972 19 300.799 16 2093.659 16 0 20 0 20 0 20 14 min -304.54 13 -302.093 18 -405.346 18 0 1 0 1 0 1 15 N17 max 301.972 19 302.093 20 2093.659 14 0 20 0 20 0 20 16 min -304.54 13 -300.799 14 -405.346 20 0 1 0 1 0 1 17 Totals:max 2411.095 19 2411.095 20 6208.739 16 18 min -2411.095 17 -2411.095 18 1012.5 1 Company:Date:6/15/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.250 Effective Embedment depth, hef (inch): 2.350 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No hmin (inch): 5.00 cac (inch): 3.56 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.75 x 1.75 x 0.22 Recommended Anchor Anchor Name: Titen HD® - 1/2"Ø Titen HD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 767 Vuax [lb]: 305 Vuay [lb]: 303 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 383.5 152.5 152.0 215.3 2 383.5 152.5 151.0 214.6 Sum 767.0 305.0 303.0 429.9 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 767 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.01 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 20130 0.65 13085 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 17.0 1.00 2500 2.350 3062 0.75 Ncbg =0.75 (ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)0.75 Ncbg (lb) 95.53 49.70 - 1.000 1.000 1.00 1.000 3062 0.65 2869 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (lb)grout grout Vsa (lb) 4790 1.0 0.60 2874 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 1.0 95.53 49.70 0.997 1.000 1.000 1.000 3062 0.70 4108 11. Results Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:6/15/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2303.1 Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 384 13085 0.03 Pass Concrete breakout 767 2869 0.27 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 215 2874 0.07 Pass Pryout 430 4108 0.10 Pass (Governs) Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.8.1 0.27 0.00 26.7% 1.0 Pass 1/2"Ø Titen HD, hnom:3.25" (83mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied – designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Subject: Job No: Page:53 Engineer: Date:7/9/24 10. Point Load on Concrete Slab−on−Grade Check Load on Slab (kips): 5.0 Concrete Strength, F’c (psi):2,500 (Assumed) Slab Thickness, D (in) 6.0 (Assumed) Modulus of Subgrade Reaction, Ks (pci)100 (Assumed) Half Width of Base Plate, R1 (in)0.75 Load Reduction Factor, β:1.00 Modulus of Elasticity, Ec (ksi)2,850 Tensile Strength, F’T (psi)375 Nominal Capacity, Pn (kips)90 Factor of Safety, FS 3 Allowable Capacity, Pa (kips)30 > 5 O.K. Note: Analysis is based on Empirical Formula Method. Reference: Azzi, Victor and Laird, Ralph, "Load Carrying Capacity, Concrete Slabs−On−Grade Subject to Concentrated Loads", STRUCTURE Magazine, April 2008. 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