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Home My WebLink About1995 S Standard Ave - PlanFI L E N A M E : J: \ T H O R P E C O N S T R U C T I O N \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D \ A C A D \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D . D W G PL O T D A T E / T I M E : 7/ 2 2 / 2 0 2 4 9 : 0 3 A M US E R N A M E : DA N I E L Z I E M E R R E V I S I O N S Project Manager: Date: Project Number: Scale: S H E E T N U M B E R D.Z. S.2406061 Sh e e t T i t l e : P L U M P E N G I N E E R I N G I N C. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL T H I S D E S I G N A N D D R A W I N G A R E F O R U S E O N T H E S P E C I F I C S I T E I N D I C A T E D A N D I S T H E E X C L U S I V E P R O P E R T Y O F P L U M P E N G I N E E R I N G I N C , A N D S H A L L N O T B E U S E D , D U P L I C A T E D O R A L T E R E D I N P A R T O R I N W H O L E W I T H O U T W R I T T E N A P P R O V A L O F P L U M P E N G I N E E R I N G , I N C . - C O P Y R I G H T 2 0 2 2 c A L L R I G H T S R E S E R V E D NOT FOR CONSTRUCTION A N I N - H O U S E Q U A L I T Y C O N T R O L A N D INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT BE E N AD DE D TO T H E SE C ONS T RUC TI O N D R A W I N G S . T H E A R C H I T E C T A N D H I S CONSULTANTS ASSUME NO RESPONSIBILITY F O R C O N S T R U C T I O N B I D S O R CONSTRUCTION PERFORMED FROM THESE D R A W I N G S . . Stamp: BE H R S T A N D A R D - D R O P P O I N T CO N C R E T E M O U N T P A D 19 9 5 S T A N D A R D A V E SA N T A A N A , C A 9 2 7 0 7 Pr o j e c t : 7/22/24 07/01/2024 C001 CO V E R S H E E T SHEET INDEXPROJECT DIRECTORY STRUCTURAL C001 COVER SHEET S001 GENERAL NOTES PROJECT SUMMARY OWNER: BEHR STANDARD 1995 STANDARD AVENUE SANTA ANA, CA 92707 ENGINEERING TEAM (STRUCTURAL): PLUMP ENGINEERING INC. 914 E KATELLA AVENUE ANAHEIM, CA 92805 CONTACT: RICHARD A. PLUMP TEL: (714) 385-1835 EMAIL: RICHARDPLUMP@PEICA.COM S100 PARTIAL FOUNDATION PLAN S200 STRUCTURAL DETAILS SITE IMAGE SHEET REFERENCE NO. DETAIL DESIGNATION SECTION DETAIL TARGET SHEET REFERENCE NO. DETAIL DESIGNATION PARTIAL SECTION TARGET SECTION DESIGNATION SHEET REFERENCE NO. BUILDING SECTION TARGET SHEET REFERENCE NO. EXTERIOR ELEVATION TARGET ELEVATION DESIGNATION DOOR NUMBER NOTE NUMBER REVISION NO. OR ADDENDUM NO. REVISION TARGET/ADDENDUM TARGET 2 SHEET REFERENCE NO. ELEVATION PLAN DATUM NORTH ARROW ELEVATION REFERENCE TARGET DATUM SECTION/ SHEET NUMBER INTERIOR ELEVATION TARGET SECTION DESIGNATION KEY NOTE TARGETDOOR NUMBER TARGET PARTITION TYPE TARGET ROOM NAME ROOM NAME AND NUMBER TARGET DETAIL DESIGNATION VIEW NAME VIEW NUMBER SHEET REFERENCE NO. VIEW SCALE EXTERIOR ELEVATION TARGET ROOM NO. MATCH LINE COLUMN CENTERLINE CL AX.0 X AX.0 X A1A SC: 1/8"=1' DETAIL A1 A AX.0 X A1A AX.0 X XXXX XXXX XXX WALL ASSEMBLY PARTITION TYPE #X DESIGNATION (NOT ALL ABBREVIATIONS MAY BE USED IN THIS DOCUMENT) VICINITY MAP SCOPE OF WORK: ADDITION OF (6) INDIVIDUAL CONCRETE PAD AND ANCHORAGE FOR DEPAL, BUFFER CELL, AND PALLETIZER ROBOTS WITHIN A WAREHOUSE. APPLICABLE BUILDING CODES: BUILDING 2022 CALIFORNIA BUILDING CODE (CBC) MECHANICAL 2022 CALIFORNIA MECHANICAL CODE (CMC) PLUMBING 2022 CALIFORNIA PLUMBING CODE (CPC) ELECTRICAL 2022 CALIFORNIA ELECTRICAL CODE (CEC) OTHER 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CGBS) ENERGY 2022 CALIFORNIA ENERGY CODE (CEC) FIRE 2022 CALIFORNIA FIRE CODE (CFC) ACCESSIBILITY 2022 CALIFORNIA BUILDING CODE (CBC) BUILDING DATA: CONSTRUCTION TYPE: V-B AUTOMATIC SPRINKLER SYSTEM: YES NUMBER OF STORIES: ONE NORTH SYMBOL LEGEND 1 MATCH LINE SE X/XX MATCH LINE SE X/XX X'-XX" EL= X'-XX" T.O.W. 7 A TENANT IMPROVEMENT FOR: BEHR STANDARD - DROP POINT CONCRETE MOUNT PAD 1995 STANDARD AVE, SANTA ANA, CA 92707 NORTH NORTH PROJECT LOCATION OVERALL SITE PLAN S101 Exp. 12/31/25 C 95455DANIEL J CHANG ZIEMER Bldg # 101120656 APROVALS: PLNG - F. Arias BLDG - CSG PW - Y. Soto 1995 S Standard Ave- Concrete Pads10/15/2024 FI L E N A M E : J: \ T H O R P E C O N S T R U C T I O N \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D \ A C A D \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D . D W G PL O T D A T E / T I M E : 7/ 2 2 / 2 0 2 4 9 : 0 3 A M US E R N A M E : DA N I E L Z I E M E R R E V I S I O N S Project Manager: Date: Project Number: Scale: S H E E T N U M B E R D.Z. S.2406061 Sh e e t T i t l e : P L U M P E N G I N E E R I N G I N C. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL T H I S D E S I G N A N D D R A W I N G A R E F O R U S E O N T H E S P E C I F I C S I T E I N D I C A T E D A N D I S T H E E X C L U S I V E P R O P E R T Y O F P L U M P E N G I N E E R I N G I N C , A N D S H A L L N O T B E U S E D , D U P L I C A T E D O R A L T E R E D I N P A R T O R I N W H O L E W I T H O U T W R I T T E N A P P R O V A L O F P L U M P E N G I N E E R I N G , I N C . - C O P Y R I G H T 2 0 2 2 c A L L R I G H T S R E S E R V E D NOT FOR CONSTRUCTION A N I N -H O U S E Q U A L I T Y C O N T R O L A N D INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT B E E N A D D E D T O T H E S E C O N S T R U C T I O N D R A W I N G S . T H E A R C H I T E C T A N D H I S CONS ULTANTS AS SUME NO RES PONS IBILITY F O R C O N S T R U C T I O N B I D S O R C O NST RUCT ION PE RF O RM E D F ROM THESE D R A W I N G S . . Stamp: BE H R S T A N D A R D - D R O P P O I N T CO N C R E T E M O U N T P A D 19 9 5 S T A N D A R D A V E SA N T A A N A , C A 9 2 7 0 7 Pr o j e c t : 7/22/24 07/01/2024 S001 GE N E R A L N O T E S GENERAL REQUIREMENTS 1.NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF THE ENGINEER OR ARCHITECT. 2.ALL DIMENSIONS CONTROLLED BY EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE SITE. 3.CONSTRUCTIONS AND MATERIALS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 4.GENERAL CONTRACTOR SHALL VISIT THE JOB SITE AND VERIFY ALL GRADES, DIMENSIONS, AND CONDITIONS PRIOR TO BIDDING AND COMMENCING CONSTRUCTION. 5.GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL WORK, INCLUDING THAT OF ALL SUB-TRADES. 6.GENERAL CONTRACTOR SHALL NOTIFY ENGINEER AND ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS. 7.ALL WORK PERFORMED SHALL CONFORM WITH THE REQUIREMENTS OF THE LOCAL BUILDING CODE (LATEST ADOPTED EDITION) OR OTHER APPLICABLE GOVERNING CODES AND BUILDING ORDINANCES. 8.ALL SUB-CONTRACTORS SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS ACCUMULATED AS A RESULT OF THEIR OPERATION. ALL SCRAP, DEBRIS, AND OTHER EXCESS MATERIAL SHALL BE REMOVED FROM THE BUILDING SITE. 9.THE OWNER SHALL HAVE THE RIGHT TO MAKE CERTAIN CHANGES IN THE WORK AND THE CONTRACT AMOUNT SHALL BE ADJUSTED ACCORDINGLY. HOWEVER, THE GENERAL CONTRACTOR SHALL NOT PROCEED WITH ANY CHANGES WITHOUT THE WRITTEN APPROVAL OF THE OWNER. 10.ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS EQUAL ALTERNATES ARE APPROVED IN WRITING BY THE OWNER. 11.GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND PROVIDING BRACING DURING CONSTRUCTION AND/OR ERECTION TO SUPPORT ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 12.SEE ARCHITECT'S SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS, IF APPLICABLE. 13.ANY REFERENCE TO THE WORDS APPROVE, APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB-CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 14.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE ARCHITECT OR ENGINEER SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ARCHITECT OR ENGINEER, WHETHER OF MATERIAL OR WORK, AND FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING COMPLIANCE WITH CONTRACT DOCUMENTS, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 15.THE SHOP DRAWING REVIEW PROCESS BY THIS ENGINEER WILL ONLY COMMENCE AFTER THE SUBMITTED FABRICATION OR SHOP DRAWING HAVE BEEN AS FOLLOWS: A.INITIALLY REVIEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL CONSTRUCTION DRAWINGS BY THE RESPONSIBLE SUPERVISOR AND DRAWING CHECKER WITH THEIR SIGNATURES. B.APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. C.CONTRACTOR TO SUBMIT THE DESIRED NUMBER HARD COPIES OF SHOP DRAWINGS PLUS TWO EXTRA SETS TO ENGINEER FOR REVIEW. IF PDF'S ARE SUBMITTED THE NUMBER OF COPIES PRINTED OUT WILL BE CHARGED AT THE CONTRACTORS EXPENSE. THE FULL AMOUNT OF THE PRINTS SHALL BE PAID BEFORE THE REVIEWED DRAWINGS WILL BE RELEASED. D.SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. 16.STRUCTURAL OBSERVATION WILL BE PERFORMED BY AN ENGINEER OR ARCHITECT EMPLOYED BY THE OWNER. THIS DESIGNATED INDIVIDUAL SHALL CONFORM TO THE REQUIREMENTS AS STATED IN CBC CHAPTER 17. SPECIAL INSPECTION ABBREVIATIONS SPECIAL INSPECTION BY A DEPUTY REGISTERED INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL BE PROVIDED FOR THE FOLLOWING: (UNLESS NOTED OTHERWISE.) SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING: PLACEMENT OF ALL CONCRETE WITH f'c OF GREATER THAN 2,500 PSI BOLTS INSTALLED IN CONCRETE. PRIOR TO PLACEMENT OF CONCRETE AROUND BOLTS. SPECIAL MOMENT-RESISTING CONCRETE FRAME. REINFORCING STEEL AND PRESTRESSING STEEL TENDONS. 4.1 DURING ALL STRESSING AND GROUTING OF TENDONS IN PRESTRESSED CONCRETE. 4.2 DURING PLACING OF REINFORCING STEEL AND PRESTRESSING TENDONS FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION BY ITEM 1. WELDING1 5.1 CONTINUOUS INSPECTIONS DURING WELDING OF ANY MEMBER OR CONNECTION EXCEPT: ●WELDING DONE IN AN APPROVED FABRICATOR'S SHOP. PERIODIC INSPECTION IS REQUIRED FOR:1 ●SINGLE-PASS FILLET WELDS NOT EXCEEDING 5/16" ●FLOOR AND ROOF DECK WELDING ●WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEMS. ●WELDED SHEET STEEL FOR COLD-FORMED STEEL FRAMING MEMBERS-SUCH AS STUDS AND JOISTS ●WELDING OF STAIRS AND RAILING SYSTEMS 5.2 SPECIAL MOMENT-RESISTING STEEL FRAMES. ●NON-DESTRUCTIVE TESTING IS ALSO REQUIRED. 5.3 WELDING OF REINFORCING STEEL. HIGH STRENGTH BOLTING STRUCTURAL MASONRY 7.1 OTHER THAN FULLY GROUTED OPEN-END HOLLOW-UNIT MASONRY, DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS. 7.2 FOR FULLY GROUTED OPEN-END HOLLOW-UNIT MASONRY DURING PREPARATION AND TAKING OF ANY REQUIRED PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS, AFTER THE PLACEMENT OF REINFORCING STEEL, GROUT SPACE PRIOR TO EACH GROUTING OPERATION, AND DURING ALL GROUTING OPERATIONS. 8.DURING MIXING AND PLACING OF CLASS B REINFORCED GYPSUM CONCRETE. 9.DURING APPLICATION OF INSULATING CONCRETE FILL WHEN PART OF A STRUCTURAL SYSTEM. 10.SPRAY APPLIED FIRE PROOFING. 11.PILING, DRILLED PIERS AND CAISSONS. DURING DRIVING AND CONSTRUCTION OF CAST-IN-PLACE DRILLED PILES OR CAISSONS. 12.SHOTCRETE. DURING THE TAKING OF TEST SPECIMINES AND PLACING OF ALL SHOTCRETE. 13.SPECIAL GRADING, EXCAVATION AND FILLING. DURING EARTH-WORK EXCAVATIONS, GRADING AND FILLING OPERATIONS INSPECTIONS ARE TO SATISFY REQUIREMENTS OF THE GRADING SECTION OF THE CODE. 14.SMOKE CONTROL SYSTEMS. SEE ARCHITECT FOR ADDITIONAL INFORMATION IF REQUIRED. * REFER TO 2022 C.B.C. ADDITIONAL SPECIAL INSPECTION ITEMS SPECIFIC TO THIS JOB: A.VERIFY THAT THE SOILS CONDITIONS ARE IN SUBSTANTIAL CONFORMANCE WITH THE SOILS INVESTIGATION REPORT. B.VERIFY THAT THE FOOTING EXCAVATIONS EXTEND TO THE PROPER BEARING STRATUM. C.ALL EXPANSION ANCHOR INSTALLATIONS INCLUDING CLEANOUT AND TORQUE TEST. D.ALL EPOXY ANCHOR SYSTEMS INCLUDING CLEANOUT AND INSTALLATION. E.PLACEMENT OF ANCHOR BOLTS FOR COLUMNS PRIOR TO PLACING CONCRETE. THE PERMIT APPLICATION SHALL RETAIN A RESPONSIBLE ENGINEER APPROVED BY THE BUILDING OFFICIAL TO ENSURE THAT: A.ALL ELEMENTS OF CONSTRUCTION WHICH REQUIRE SPECIAL INSPECTION ARE INSPECTED BY QUALIFIED DEPUTY INSPECTORS APPROVED BY THE BUILDING OFFICIAL; AND B. ALL CODE DEFICIENCIES DETECTED AND DEVIATIONS FROM THE APPROVED PLANS ARE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF NOT CORRECTED, REVISED DESIGNS TO OVERCOME THE DEFICIENCY SHALL BE PREPARED BY THE DESIGN ENGINEER OR ARCHITECT OF RECORD FOR APPROVAL BY THE BUILDING OFFICIAL; AND C.ALL CORRECTIVE WORK REQUIRED IS COMPLETED IN ACCORDANCE WITH APPROVED PLANS, SPECIFICATIONS, AND CITY ADOPTED CODES. FOOTNOTES: 1.PERIODIC INSPECTION TO BE PERFORMED BY THE SPECIAL INSPECTOR: ·INSPECTOR MUST BE PRESENT DURING THE START OF WELDING. ·INSPECT 20% OF EVERY DIFFERENT TYPE OF WELDED CONNECTION, 3 MINIMUM. ·INSPECTOR MUST BE PRESENT INTERMITTENTLY EVERY DAY WELDING IS PERFORMED. ·INSPECTOR MUST BE PRESENT AT COMPLETION OF WELDING. ·INSPECTOR MUST CONDUCT A FINAL INSPECTION OF ALL WELDS. A FINAL INSPECTION REPORT, SIGNED BY THE SPECIAL INSPECTOR AND THE RESPONSIBLE ENGINEER, IS SUBMITTED TO THE BUILDING OFFICIAL UPON THE COMPLETION OF EACH ELEMENT REQUIRING SPECIAL INSPECTION. THE REPORT MUST CERTIFY THAT THE WORK WAS IN COMPLIANCE WITH APPROVED PLANS, SPECIFICATIONS AND APPLICABLE CITY CODES INCLUDING ANY AUTHORIZED CHANGES TO THE PLANS. A.B.ANCHOR BOLT ABV.ABOVE A/C.AIR CONDITIONING ALT.ALTERNATE ARCH'L ARCHITECTURAL @ AT BLK.BLOCK BLK'G BLOCKING BM.BEAM B.N.BOUNDARY NAIL C CAMBER CENTERLINE C.J.CEILING JOIST C.J.P.COMPLETE JOINT PENETRATION COL.COLUMN CONC.CONCRETE CONT.CONTINUOUS D OR d NAIL PENNY DBL.DOUBLE DF.DOUGLAS FIR DFPT DOUGLAS FIR PRESSURE TREATED Ø DIAMETER DO REPEAT FRAMING E.F.EACH FACE ELEV.ELEVATION EQ.EQUAL EQUIP.EQUIPMENT E.W.EACH WAY E.N.EDGE NAIL (E)EXISTING EXT.EXTERIOR FLR.FLOOR F.O.B FACE OF BEAM F.O.S.FACE OF STUD FTG.FOOTING F.G.FINISH GRADE F.J.FLOOR JOIST F.N.FIELD NAIL F.V.FIELD VERIFY GA.GAUGE GALV.GALVANIZED GLB.GLUE LAMINATED BEAM HDR.HEADER HORIZ.HORIZONTAL INSP.INSPECTION INT.INTERIOR JST.JOIST LVL LAMINATED VENEER LUMBER MAX.MAXIMUM MECH.MECHANICAL MFGR.MANUFACTURER MIN.MINIMUM MTL.METAL N.T.S.NOT TO SCALE O/OVER O.C.ON CENTER O.H.OTHER HAND OPNG.OPENING PL PLATE PSL PARALLEL STRAND LUMBER R.R.ROOF RAFTERS R.J.ROOF JOIST REINF.REINFORCING REQ'D REQUIRED R.O.ROUGH OPENINGS RTU ROOF TOP UNIT SHGT.SHEATHING SIM.SIMILAR SMS SHEET METAL SCREW SQ.SQUARE STD.STANDARD STIFF.STIFFENER SPECS.SPECIFICATIONS T&B TOP & BOTTOM T&G TONGUE & GROOVE THR'D THREADED TYP.TYPICAL U.N.O.UNLESS NOTED OTHERWISE VERT.VERTICAL W/WITH W.P.WORKING POINT W.W.F.WELDED WIRE FABRIC 0.NO SPECIAL INSPECTION REQUIRED. F.POST-TENSIONING. ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH THE LATEST ADOPTED EDITION OF THE ACI CODE AND SPECIFICATIONS (ACI 318, ACI 301). THE FOLLOWING NOTES ARE PROVIDED FOR USE AS A GUIDE TO ALL REQUIREMENTS. 1.MATERIALS FOR CONCRETE: A.CEMENT SHALL CONFORM TO THE APPROPRIATE SPECIFICATION LISTED BELOW: ·PORTLAND CEMENT, "SPECIFICATION FOR PORTLAND CEMENT" (ASTM C-150). ·PORTLAND BLAST-FURNACE SLAG CEMENT OR PORTLAND-POZZOLAN CEMENT, "SPECIFICATION FOR BLENDED ·UNLESS OTHERWISE PERMITTED OR REQUIRED, CEMENT SHALL BE TYPE I OR TYPE II, ASTM C-150 ·THE CEMENT USED IN THE WORK SHALL CORRESPOND TO THAT UPON WHICH THE SELECTION OF CONCRETE PROPORTIONS WAS BASED. B.ADMIXTURES SHALL NOT BE USED WITHOUT WRITTEN CONSENT OF THE ENGINEER. C.WATER: ·MIXING WATER FOR CONCRETE SHALL CONFORM TO THE REQUIREMENTS FOR WATER SPECIFIED IN ASTM C-94/C94M. D.AGGREGATES: ·AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO "SPECIFICATION FOR CONCRETE AGGREGATES" (ASTM C-33). ·FINE AND COARSE AGGREGATES SHALL BE REGARDED AS SEPARATE INGREDIENTS. EACH SIZE OF COARSE AGGREGATE, A WELL AS THE COMBINATION OF SIZES WHEN TWO OR MORE ARE USED, SHALL CONFORM TO THE APPROPRIATE GRADING REQUIREMENTS OF THE APPLICABLE ASTM SPECIFICATIONS. CONCRETE 2. PROPORTIONING: A.GENERAL: CONCRETE FOR ALL PARTS OF THE WORK SHALL BE OF THE SPECIFIED QUALITY CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND, WHEN HARDENED, OF DEVELOPING ALL CHARACTERISTICS REQUIRED BY THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS. B.STRENGTH: THE SPECIFIED COMPRESSIVE STRENGTH OF THE CONCRETE (F'c) FOR EACH PORTION OF THE STRUCTURE SHALL BE AS DESIGNATED BELOW. STRENGTH REQUIREMENTS SHALL BE BASED ON 28-DAY COMPRESSIVE STRENGTH, UNLESS A DIFFERENT TEST AGE IS SPECIFIED. SLAB-ON-GRADE 4000 PSI CONT. FTG'S 4000 PSI PAD FTG'S 4000 PSI DRYPACK OR GROUT FOR BASE PLATES 5000 PSI C.SLUMP: UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 IN. OR LESS IF CONSOLIDATION IS TO BE BY VIBRATION, 5 IN. OR LESS IF CONSOLIDATION IS TO BE BY METHODS OTHER THAN VIBRATIONS. D.WATER CEMENT RATIO: THE MAXIMUM WATER/CEMENT RATIO IS TO BE 0.50. E.FINE AGGREGATE: FINE AGGREGATE NOT TO EXCEED 50% OF AGGREGATE CONTENT. F.COARSE AGGREGATE: THE NOMINAL MAXIMUM SIZE OF THE AGGREGATE SHALL NOT BE MORE THAN ONE-FIFTH OF THE NARROWEST DIMENSION BETWEEN SIDES OF THE FORMS, ONE-THIRD OF THE DEPTHS OF SLABS, NOR THREE-FOURTHS OF THE MINIMUM CLEAR SPACING BETWEEN REINFORCING BARS. THESE LIMITATIONS MAY BE WAIVED IF, IN THE JUDGMENT OF THE ENGINEER, WORKABILITY AND METHODS OF CONSOLIDATION ARE SUCH THAT THE CONCRETE CAN BE PLACED WITHOUT HONEYCOMB OR VOIDS. NO MORE THAN 50% OF THE COARSE AGGREGATE SHALL BE 3/8" OR SMALLER UNLESS APPROVED BY EOR. G.ADMIXTURES: IF PERMITTED, ADMIXTURES USED SHALL BE SUBJECT TO THE LIMITATIONS BELOW: 1.THE AMOUNT OF CALCIUM CHLORIDE SHALL NOT EXCEED 2 PERCENT BY WEIGHT OF CEMENT. THE AMOUNT OF CALCIUM CHLORIDE SHALL BE DETERMINED BY THE METHOD DESCRIBED IN AASHTO T260. 2.FOR PRESTRESSED CONCRETE AND FOR ALL CONCRETE WHICH WILL CONTAIN EMBEDMENTS OF OR REMAIN IN CONTACT WITH ALUMINUM OR GALVANIZED METAL, IT SHALL BE DEMONSTRATED BY TEST THAT THE MIXING WATER OF THE CONCRETE, INCLUDING THAT CONTRIBUTED BY THE AGGREGATES AND ANY ADMIXTURES USED, WILL NOT CONTAIN A DELETERIOUS AMOUNT OF CHLORIDE ION, UNLESS PROTECTIVE MEASURES ACCEPTABLE TO THE ENGINEER ARE PROVIDED. 3.ALL ADMIXTURES SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS EXCEPT AS OTHERWISE SPECIFIED HEREIN. F.SELECTION OF PROPORTIONS: THE PROPORTIONS OF INGREDIENTS SHALL BE SUCH AS TO PRODUCE A MIXTURE WHICH WILL WORK READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACING AND CONSOLIDATION EMPLOYED ON THE WORK, BUT WITHOUT PERMITTING THE MATERIALS TO SEGREGATE OR EXCESSIVE FREE WATER TO COLLECT ON THE SURFACE. 4.CONCRETE FLOOR SLABS ON GRADE SHALL BE 6" THICK (UNLESS NOTED OTHERWISE). SLABS WHICH ARE TO RECEIVE RESILIENT FLOORING CARPET OR DESIGNATED TO REMAIN EXPOSED SHALL BE TROWELLED SMOOTH. CONTRACTOR SHALL PROVIDE CONTROL JOINTS WITH A MAXIMUM AREA BETWEEN JOINTS OF 400 S.F., UNLESS NOTED OTHERWISE. MAXIMUM RATIO OF LONG SIDE TO SHORT SIDE SHALL BE 1-1/2 : 1. 5.ALL REINFORCING STEEL, WIRE MESH, ANCHOR BOLTS, HOLDOWN ANCHORS AND OTHER INSERTS SHALL BE SECURED IN POSITION AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO PLACING OF CONCRETE. DESIGN VALUES SOIL BEARING PRESSURES: 500 PSF. SLAB ON GRADE PER CBC TBL. 1806.2: 1500 PSF. PAD FTG'S LATERAL PRESSURES: 100 PCF. PASSIVE 60 PCF. ACTIVE (ASSUMED) 100 PCF. AT REST (ASSUMED) 0.20 Cf COEFF. FRICTION SOIL CLASSIFICATION CL, ML, MH, & CH 1.EXCAVATE FOR FOUNDATIONS TO THE DEPTHS SHOWN ON THE DRAWINGS BELOW UNDISTURBED SOIL OR COMPACTED EARTH, 18" MINIMUM UNLESS NOTED OTHERWISE. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING, ETC. NECESSARY TO SUPPORT CUT AND/OR FILL BANKS DURING EXCAVATION, AND FOR FORMING AND PLACEMENT OF CONCRETE. 3.CARE SHALL BE TAKEN NOT TO OVEREXCAVATE FOUNDATION AT LOWER ELEVATION. PREVENT DISTURBING SOILS AROUND FOOTINGS AT HIGHER ELEVATION. 4.FILLING AND BACKFILLING SHALL BE INSPECTED AND APPROVED BY THE CITY INSPECTOR PRIOR TO FORMING. 5.ALL FILL AND BACKFILL MATERIAL SHALL BE APPROVED BY THE CITY INSPECTOR. 6.FILLING AND BACKFILLING SHALL BE COMPACTED TO A MINIMUM OF 95% OR MORE IF SO NOTED, OF MAXIMUM DENSITY IN ACCORDANCE WITH THE ASTM TEST METHOD D-1557-12e1. FLOODING BACKFILL IS NOT PERMITTED. 7.WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN SO AS NOT TO DRY OUT UNDERLYING NATURAL SOILS. 8.IN LIEU OF A SOILS REPORT THE FOLLOWING MINIMUM DESIGN VALUES SHALL BE USED: *WHERE A BUILDING OFFICIAL DETERMINES THAT IN-PLACE SOILS WITH AN ALLOWABLE BEARING CAPACITY OF LESS THAN 1500 PSF ARE LIKELY TO BE PRESENT AT THE SITE, THE ALLOWABLE BEARING CAPACITY SHALL BE DETERMINED BY A SOILS INVESTIGATION. FOUNDATION REINFORCING STEEL 1.REINFORCING STEEL SHALL CONFORM TO ASTM A-615/A-615M GRADE 60, UNLESS NOTED OTHERWISE. ALL REINFORCING SHALL BE FROM IDENTIFIED STOCK WITH MILL ANALYSIS SUPPLIED. 2.DOWELS SHALL BE PROVIDED AT POUR AND CONSTRUCTION JOINTS AND SHALL BE THE SAME SIZE AND SPACING AS THE REINFORCING SHOWN FOR THE SUBSEQUENT CONSTRUCTION, UNLESS NOTED OTHERWISE. 3.REINFORCING SHALL HAVE THE FOLLOWING MINIMUM COVER: A.CONCRETE CAST AGAINST EARTH. . . . . . . . . . . .3" B.SLAB ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . CENTER (FOR ONE LAYER) C.CONCRETE NOT IN CONTACT WITH EARTH INTERIOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1/2" EXTERIOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2" 4.WHEN REQUIRED WELDING OF REINFORCING STEEL SHALL CONFORM TO "STRUCTURAL WELDING CODE-REINFORCING STEEL" (AWS D1.4). THE MILL ANALYSIS SHALL INCLUDE THE CARBON EQUIVALENCE TO ESTABLISH WELDABILITY. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. WELDING OF CROSS BARS (TACK WELDING) SHALL NOT BE PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED BY THE ENGINEER. 5.ALL CONTINUOUS BARS OR DOWELS OF #3 THRU #6 IN SIZE SHALL LAP 65 BAR DIAMETERS IN CONCRETE AND 48 BAR DIAMETERS IN MASONRY, UNLESS NOTED OTHERWISE. FOR BARS LARGER THAN #6, SEE PLAN FOR SPLICE DETAILS. WIRE MESH SHALL LAP MINIMUM OF 12". 6.BARS SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BONDING. BENDS SHALL BE MADE COLD. 7.CONTINUOUS INSPECTION OF CONCRETE SHALL BE SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL. 8.ALL REINFORCING STEEL LAPS OR SPLICES SHALL BE AS INDICATED ON PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFIED, LAPS OR SPLICES SHALL BE WELL STAGGERED. 9.ALL FIELD WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706/ A-706a GRADE 60. WELDING SHALL BE PERFORMED BY BUILDING DEPARTMENT APPROVED CERTIFIED WELDERS USING E80XX ELECTRODES. ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A REGISTERED DEPUTY INSPECTOR AT THE EXPENSE OF THE GENERAL CONTRACTOR UNLESS A PRIOR AGREEMENT IS NEGOTIATED WITH THE OWNER. SEE AWS D1.4 TABLE 7.2 FOR PREHEATING REQUIREMENTS. UNIT: DEPAL Fv (DL) 11,291 LBS Mv(L.L.) DESIGN LOADS BUFFER CELL PALLETIZER Mh(L.L.) 11,877 LBS 11,249 LBS Fh(L.L.) 2,427 LBS 2,427 LBS 3,530 LBS 10,621 LBS-FT 10,621 LBS-FT 8,556 LBS=FT 59,809 LBS 63,249 LBS 58,530 LBS Exp. 12/31/25 C 95455DANIEL J CHANG ZIEMER 1995 S Standard Ave- Concrete Pads10/15/2024 EL E C T R I C R O O M 123456789101112131415161718192021222324252627 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 EX H A U S T S H U T - O F F S W I T C H EX I T EXIT AUTOMATIC SPILL BARRIER EX I T EXIT RA M P EXIT EXIT EX I T VESTIBULE BREAK ROOM EXIT OFFICE #2 JANITOR OFFICE #1 GENERAL OFFICE CONFERENCE ROOM MOTHER'S ROOM (E) IT/STORAGE ROOM WOMENS RESTROOM MENS RESTROOM EXIT EXIT 6" T o p O p e n i n g 2" N P S F i l l O p e n i n g EXIT 474849 40414243444546 EXITEXIT 282930313233343738393536 RE T U R N S RE W O R K AIR COMPRESSED SUPPLY (BY BEHR) ELECTRICAL SUPPLY (BY BEHR) VLS ELECTRICAL SUPPLY (BY BEHR) PV3000SeriesBarcode SystemsUnited MECHANICAL & ELECTRICAL INSTALLATION NOT IN SCOPE OF DROMONT SUPPLY VLS AND LIFT ASSIST EXCLUDED VLS AND LIFT ASSIST EXCLUDED . AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY (BY BEHR) VLS ELECTRICAL SUPPLY (BY BEHR) MECHANICAL & ELECTRICAL INSTALLATION NOT IN SCOPE OF DROMONT SUPPLY P1 2 P1 1 P1 0 P0 9 P0 8 P0 7 P1 6 P1 5 P0 1 P0 2 P0 3 P0 4 P0 5 P0 6 P1 3 P14 BT 1 2 BT 1 1 BT 1 0 BT 0 9 BT 0 8 BT 0 7 BT 0 1 BT 0 2 BT 0 3 BT 0 4 BT0 5 BT 0 6 BT1 3 BT1 4BT1 5 BT1 6 6 lt 10215 lt 10315 lt 10425 lt 10525 lt 10615 lt 10715 lt 10815 lt 1096 lt 11015 lt 11125 lt 11225 lt 1016 lt 15 lt 10425 lt 10525 lt 10615 lt 10715 lt 108 1096 lt 11015 lt 11125 lt 11225 lt D1 6 lt 15 lt 15 lt 25 lt 25 lt 15 lt 15 lt 15 lt 6 lt 15 lt 25 lt 25 lt 6 lt 15 lt 25 lt 25 lt 15 lt 15 lt 6 lt 15 lt 25 lt 25 lt D2 201 202 203 204 205 206 207 208 209 210 211 212 2 x 12" STUB120 VAC (BY BEHR) + ETHERNET (BY DROMONT) 2 x 12" STUB 120 VAC (BY BEHR) + ETHERNET (BY DROMONT) 2 x 12" STUB120 VAC (BY BEHR) + ETHERNET (BY DROMONT) BEHR to Provide and Install OPT I O N A L toC 18" POW E R S U P P L Y - 2 3 0 V A C / 3 P H / 6 0 H Z 1 5 A ALL E N B R A D L E Y S L C 5 / 0 3 P L C W I T H M O D E M 30" R H C A R R I A G E & 2 0 0 % P R E S T R E T C H MAX W R A P H E I G H T : 8 0 " MAX M A C H I N E H E I G H T : 1 4 0 " CON V E Y O R S P E E D : 6 0 F P M CON V E Y O R P A S S H E I G H T : 1 8 " CON V E Y O R B F R : 5 2 " 30R P M A R M S P E E D TEM P E R A T U R E R A N G E : 3 2 º F - 1 4 0 º F WUL F T E C B L U E & R E D P A I N T REQ U I R E D A I R S U P P L Y : 2 5 C F M C L E A N D R Y A I R @ 8 0 P S I POP U P U N I T FLOW FLOW 3120 IN 2 P R O C E S S OU T 1 IN 1 OU T 2 OU T 3 OU T 4 CO N T R O L PA N E L DO O R OP E N I N G SO1 0 3 4 0 - 1 _ B E H R _ P A I N T S Wul f t e c # W C R T 0 2 0 0 - 0 0 1 8 1 WCRT _ S O 1 0 3 4 0 - 1 _ B E H R _ P A I N T S RR 4 . 0 SR 4 . 1 RR 3 . 0 SR 3 . 1 RR 2 . 0 SR 2 . 1 DC - P S RR 1 . 0 SR1 . 1 RR 4 . 1 DC-PS R1.0A RR 3 . 1 RR3.2 RR3.3RR3.4 RR 2 . 1 RR 1 . 1 RR2.2RR1.2 RR2.3RR1.3RR1.4 RR2.4 R1.1 R1.0BR1.0CR1.0DR1.0FR1.0H R1.0E R1.1G F- R A T N X 7 5 - 6 0 5 0 R1.1I R1 . 3 R1.0G SR4 . 0 SR3 . 0 SR2 . 0 SR1 . 0 S2.0A-F-RATS2.0D-F-RATS2.0H-F-RATS2.0M-F-RAT R1 . 1 H - F - R A T MO T O R S PS 20 A | 2 4 V RR1 . 0 10 MOTORSMOTORSPS 40A | 24V SR1.0 F-RAT 9MOTORSMOTORSPS 40A | 24V SR2.0 F-RAT 9MOTORSMOTORSPS 40A | 24V SR3.0 F-RAT 9MOTORSMOTORSPS 40A | 24V SR4.0 F-RAT 9 MO T O R S MO T O R S PS 40 A | 2 4 V RR2 . 1 4 15 MO T O R S MO T O R S PS 40 A | 2 4 V RR3 . 1 4 15 MOTORSMOTORSPS 40A | 24V R1.0C 11 13 MOTORSMOTORSPS 40A | 24V R1.0A 15 12 BRE A K BRE A K MOTORSMOTORSPS 40A | 24VR1.1G 3+F-RAT 13 MOTORSPS 20A | 24V R1.0G 12 R1. 2 BR E A K SZ1.2 SZ1.3 SZ 1 . 4 S2.1 S2.3 SZ1.5 SZ1.1 SZ1.6 S2. 2 S2.0CS2.0DS2.0ES2.0FS2.0JS2.0KS2.0O S2.0AS2.0BS2.0GS2.0HS2.0IS2.0LS2.0MS2.0N MOTORS PS 20A | 24V S2.1 14 MOTORSMOTORSPS40A | 24V SZ1.5 11 15MOTORSMOTORSPS 40A | 24VS2.0K 14 14 MOTORSMOTORSPS 40A | 24V S2.0D 15 15 BRE A K BRE A K BRE A K 4'-1012" R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O FI L E N A M E : J: \ T H O R P E C O N S T R U C T I O N \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D \ A C A D \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D . D W G PL O T D A T E / T I M E : 7/ 2 2 / 2 0 2 4 9 : 0 3 A M US E R N A M E : DA N I E L Z I E M E R R E V I S I O N S Project Manager: Date: Project Number: Scale: S H E E T N U M B E R D.Z. S.2406061 Sh e e t T i t l e : P L U M P E N G I N E E R I N G I N C. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL T H I S D E S I G N A N D D R A W I N G A R E F O R U S E O N T H E S P E C I F I C S I T E I N D I C A T E D A N D I S T H E E X C L U S I V E P R O P E R T Y O F P L U M P E N G I N E E R I N G I N C , A N D S H A L L N O T B E U S E D , D U P L I C A T E D O R A L T E R E D I N P A R T O R I N W H O L E W I T H O U T W R I T T E N A P P R O V A L O F P L U M P E N G I N E E R I N G , I N C . - C O P Y R I G H T 2 0 2 2 c A L L R I G H T S R E S E R V E D NOT FOR CONSTRUCTION A N I N -H O U S E Q U A L I T Y C O N T R O L A N D INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT B E E N A D D E D T O T H E S E C O N S T R U C T I O N D R A W I N G S . T H E A R C H I T E C T A N D H I S CONS ULTANTS AS SUME NO RES PONS IBILITY F O R C O N S T R U C T I O N B I D S O R C O NST RUCT ION PE RF O RM E D F ROM THESE D R A W I N G S . . Stamp: BE H R S T A N D A R D - D R O P P O I N T CO N C R E T E M O U N T P A D 19 9 5 S T A N D A R D A V E SA N T A A N A , C A 9 2 7 0 7 Pr o j e c t : 7/22/24 07/01/2024 S100 OV E R A L L S I T E P L A N OVERALL SITE PLAN A SCALE N.T.S. NORTH CONSTRUCTION NOTES: 1.CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2.(E) - INDICATES EXISTING CONSTRUCTION. 3.(N) - INDICATES NEW CONSTRUCTION. B S101 SITE PLAN FOR REFERENCE ONLY Exp. 12/31/25 C 95455DANIEL J CHANG ZIEMER 1995 S Standard Ave- Concrete Pads10/15/2024 BEHR to Provide and Install OP T I O N A L toC 18" PO W E R S U P P L Y - 2 3 0 V A C / 3 P H / 6 0 H Z 1 5 A AL L E N B R A D L E Y S L C 5 / 0 3 P L C W I T H M O D E M 30 " R H C A R R I A G E & 2 0 0 % P R E S T R E T C H MA X W R A P H E I G H T : 8 0 " MA X M A C H I N E H E I G H T : 1 4 0 " CO N V E Y O R S P E E D : 6 0 F P M CO N V E Y O R P A S S H E I G H T : 1 8 " CO N V E Y O R B F R : 5 2 " 30 R P M A R M S P E E D TE M P E R A T U R E R A N G E : 3 2 º F - 1 4 0 º F WU L F T E C B L U E & R E D P A I N T RE Q U I R E D A I R S U P P L Y : 2 5 C F M C L E A N D R Y A I R @ 8 0 P S I PO P U P U N I T FLOW FLOW 3120 IN 2 P R O C E S S OU T 1 IN 1 OU T 2 OU T 3 OU T 4 CO N T R O L PA N E L DO O R OP E N I N G SO 1 0 3 4 0 - 1 _ B E H R _ P A I N T S Wu l f t e c # W C R T 0 2 0 0 - 0 0 1 8 1 WC R T _ S O 1 0 3 4 0 - 1 _ B E H R _ P A I N T S RR 4 . 0 SR 4 . 1 RR 3 . 0 SR 3 . 1 RR 2 . 0 SR 2 . 1 DC - P S RR 1 . 0 SR 1 . 1 RR 4 . 1 DC-PS R1.0A RR 3 . 1 RR3.2 RR3.3RR3.4 RR 2 . 1 RR 1 . 1 RR2.2RR1.2 RR2.3RR1.3RR1.4 RR2.4 R1.1 R1.0BR1.0CR1.0DR1.0FR1.0H R1.0E R1.1G F- R A T N X 7 5 - 6 0 5 0 R1.1I R1 . 3 R1.0G SR 4 . 0 SR 3 . 0 SR 2 . 0 SR 1 . 0 S2.0A-F-RATS2.0D-F-RATS2.0H-F-RATS2.0M-F-RAT R1 . 1 H - F - R A T MO T O R S PS 20 A | 2 4 V RR 1 . 0 10 MOTORSMOTORSPS 40A | 24V SR1.0 F-RAT 9 MOTORSMOTORSPS 40A | 24V SR2.0 F-RAT 9MOTORSMOTORSPS 40A | 24V SR3.0 F-RAT 9 MOTORSMOTORSPS 40A | 24V SR4.0 F-RAT 9 MO T O R S MO T O R S PS 40 A | 2 4 V RR 2 . 1 4 15 MO T O R S MO T O R S PS 40 A | 2 4 V RR 3 . 1 4 15 MOTORSMOTORSPS 40A | 24V R1.0C 11 13 MOTORSMOTORSPS 40A | 24V R1.0A 15 12 BR E A K BR E A K MOTORSMOTORSPS 40A | 24V R1.1G 3+F-RAT 13 MOTORSPS 20A | 24V R1.0G 12 R1 . 2 BR E A K SZ1.2 SZ1.3 SZ 1 . 4 S2.1 S2.3 SZ1.5 SZ1.1 SZ1.6 S2 . 2 S2.0CS2.0DS2.0ES2.0FS2.0JS2.0KS2.0O S2.0AS2.0BS2.0GS2.0HS2.0IS2.0LS2.0MS2.0N MOTORS PS 20A | 24V S2.1 14 MOTORSMOTORSPS 40A | 24V SZ1.5 11 15 MOTORSMOTORSPS 40A | 24V S2.0K 14 14 MOTORSMOTORSPS 40A | 24V S2.0D 15 15 BR E A K BR E A K BR E A K R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O R1.0F S2.0O PUMP ROOM COMPUTER STATIONS RA M P TR A S H B I N S GA S T A N K EL E C T R I C R O O M 123456789101112131415161718192021222324252627 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 LEGEND FIRE EXTINGUISHER MAIN ENTRANCE EXITEXITEXITEXITEXITEXITEXIT EXIT EXIT EXIT EVACUATION SITE MAP EMERGENCY EVACUATION PLAN 03.SH.PLT.715 EX I T OFFICE EXIT EXIT EXIT EX H A U S T S H U T - O F F S W I T C H EX I T EXIT AUTOMATIC SPILL BARRIER EX I T EXIT EXIT EXIT EXIT VESTIBULE BREAK ROOM EXIT OFFICE #2 JANITOR OFFICE #1 GENERAL OFFICE CONFERENCE ROOM MOTHER'S ROOM (E) IT/STORAGE ROOM WOMENS RESTROOM MENS RESTROOM EXIT EXIT 6" Top Open i n g 2" NPS Fill O p e n i n g EXIT 474849 40414243444546 EXITEXIT 282930313233343738393536 EXIT OPEN SPACE 5,246 S.F. EL E C T R I C A L P A N E L S PALLET INVERTER MAINTENANCE ROOM BREAK ROOM TRAINING CONF. ROOM RE T U R N S INTERNATIONAL STAGING AREA 20'-3" 43 ' - 8 " RE W O R K VENDOR REPAIR PIV CHARGING 20' x 50' FL CHARGING 20'X18' FL CHARGING 20'X18' EXISTING CHARGING AREA 40'X60' FL CHARGING 20'X18' AIR COMPRESSED SUPPLY (BY BEHR) ELECTRICAL SUPPLY (BY BEHR) VLS ELECTRICAL SUPPLY (BY BEHR) PV3000SeriesBarcode SystemsUnited MECHANICAL & ELECTRICAL INSTALLATIONNOT IN SCOPE OF DROMONT SUPPLY VLS AND LIFT ASSIST EXCLUDED VLS AND LIFT ASSIST EXCLUDED . AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY AIR COMPRESSED SUPPLY (BY BEHR) VLS ELECTRICAL SUPPLY (BY BEHR)MECHANICAL & ELECTRICAL INSTALLATIONNOT IN SCOPE OF DROMONT SUPPLY P12P11 P10P09 P08P07 P16 P15 P01P02P03P04P05P06 P13P14 BT12 BT11 BT10 BT09 BT08 BT07 BT01BT02BT03BT04BT05BT06 BT13BT14BT15BT16 6 lt10215 lt10315 lt10425 lt10525 lt10615 lt 10715 lt10815 lt1096 lt11015 lt11125 lt11225 lt1016 lt15 lt10425 lt10525 lt10615 lt 10715 lt1081096 lt11015 lt11125 lt11225 ltD1 6 lt15 lt15 lt25 lt25 lt15 lt 15 lt15 lt6 lt15 lt25 lt25 lt6 lt 15 lt25 lt25 lt15 lt 15 lt6 lt15 lt25 lt25 ltD2 201202203204205206 207208209210211212 2 x 12" STUB120 VAC (BY BEHR) +ETHERNET (BY DROMONT) 2 x 12" STUB120 VAC (BY BEHR) +ETHERNET (BY DROMONT) 2 x 12" STUB120 VAC (BY BEHR) +ETHERNET (BY DROMONT)STRETCH WRAPPER BEHR to Provide and Install OPTIONAL toC18" POWER SUP P L Y - 2 3 0 V A C / 3 P H / 6 0 H Z 1 5 A ALLEN BRA D L E Y S L C 5 / 0 3 P L C W I T H M O D E M 30" RH CAR R I A G E & 2 0 0 % P R E S T R E T C H MAX WRAP H E I G H T : 8 0 " MAX MACHI N E H E I G H T : 1 4 0 " CONVEYOR S P E E D : 6 0 F P M CONVEYOR P A S S H E I G H T : 1 8 " CONVEYOR B F R : 5 2 " 30RPM ARM S P E E D TEMPERATU R E R A N G E : 3 2 º F - 1 4 0 º F WULFTEC B L U E & R E D P A I N T REQUIRED A I R S U P P L Y : 2 5 C F M C L E A N D R Y A I R @ 8 0 P S I POP UP UN I T FLOW FLOW 3120 IN 2 PRO C E S S OUT 1 IN 1 OUT 2 OUT 3 OUT 4 CONT R O L PANEL DOOR OPEN I N G SO10340-1_BE H R _ P A I N T S Wulftec#W C R T 0 2 0 0 - 0 0 1 8 1 WCRT_SO103 4 0 - 1 _ B E H R _ P A I N T S RR4.0 SR4.1 RR3.0 SR3.1 RR2.0 SR2.1 DC-PS RR1.0 SR1.1 RR4.1 DC-PS R1.0A RR3.1 RR3.2 RR3.3RR3.4 RR2.1RR1.1 RR2.2RR1.2 RR2.3RR1.3RR1.4 RR2.4 R1.1 R1.0BR1.0CR1.0DR1.0FR1.0H R1.0E R1.1G F-RA T N X 7 5 - 6 0 5 0 R1.1I R1.3 R1.0G SR4.0 SR3.0 SR2.0 SR1.0 S2.0A-F-RATS2.0D-F-RATS2.0H-F-RATS2.0M-F-RAT R1.1H-F - R A T MOTORS PS20A | 2 4 VRR1.0 10 MOTORSMOTORSPS40A | 24VSR1.0F-RAT 9MOTORSMOTORSPS40A | 24VSR2.0 F-RAT 9MOTORSMOTORSPS40A | 24VSR3.0 F-RAT 9MOTORSMOTORSPS40A | 24VSR4.0 F-RAT 9 MOTOR S MOTORS PS40A | 2 4 VRR2.1 4 15 MOTORS MOTORS PS40A | 24 V RR3.1 4 15 MOTORSMOTORSPS40A | 24VR1.0C11 13 MOTORSMOTORSPS40A | 24VR1.0A 15 12BREAKBREAK MOTORSMOTORSPS40A | 24VR1.1G 3+F-RAT 13 MOTORSPS20A | 24VR1.0G 12 R1.2 BREAK SZ1.2 SZ1.3 SZ1.4 S2.1 S2.3 SZ1.5 SZ1.1 SZ1.6 S2.2 S2.0CS2.0DS2.0ES2.0FS2.0JS2.0KS2.0O S2.0AS2.0BS2.0GS2.0HS2.0IS2.0LS2.0MS2.0NMOTORSPS20A | 24VS2.114 MOTORSMOTORSPS40A | 24VSZ1.5 11 15MOTORSMOTORSPS40A | 24VS2.0K 14 14 MOTORSMOTORSPS40A | 24VS2.0D1515 BREAKBREAKBREAK OFFICES 4'-1012" R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O R1.0FS2.0O FI L E N A M E : J: \ T H O R P E C O N S T R U C T I O N \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D \ A C A D \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D . D W G PL O T D A T E / T I M E : 7/ 2 2 / 2 0 2 4 9 : 0 3 A M US E R N A M E : DA N I E L Z I E M E R R E V I S I O N S Project Manager: Date: Project Number: Scale: S H E E T N U M B E R D.Z. S.2406061 Sh e e t T i t l e : P L U M P E N G I N E E R I N G I N C. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL T H I S D E S I G N A N D D R A W I N G A R E F O R U S E O N T H E S P E C I F I C S I T E I N D I C A T E D A N D I S T H E E X C L U S I V E P R O P E R T Y O F P L U M P E N G I N E E R I N G I N C , A N D S H A L L N O T B E U S E D , D U P L I C A T E D O R A L T E R E D I N P A R T O R I N W H O L E W I T H O U T W R I T T E N A P P R O V A L O F P L U M P E N G I N E E R I N G , I N C . - C O P Y R I G H T 2 0 2 2 c A L L R I G H T S R E S E R V E D NOT FOR CONSTRUCTION A N I N -H O U S E Q U A L I T Y C O N T R O L A N D INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT B E E N A D D E D T O T H E S E C O N S T R U C T I O N D R A W I N G S . T H E A R C H I T E C T A N D H I S CONS ULTANTS AS SUME NO RES PONS IBILITY F O R C O N S T R U C T I O N B I D S O R C O NST RUCT ION PE RF O RM E D F ROM THESE D R A W I N G S . . Stamp: BE H R S T A N D A R D - D R O P P O I N T CO N C R E T E M O U N T P A D 19 9 5 S T A N D A R D A V E SA N T A A N A , C A 9 2 7 0 7 Pr o j e c t : 7/22/24 07/01/2024 S101 PA R T I A L F O U N D A T I O N P L A N PARTIAL FOUNDATION PLAN B SCALE 3/32"=1'-0" CONSTRUCTION NOTES X NORTH 1.CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO START OF WORK AND NOTIFY ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 2.(E) - INDICATES EXISTING CONSTRUCTION. 3.(N) - INDICATES NEW CONSTRUCTION. KEY PLAN X SCALE N.T.S. NOT USED 1 NOT USED 2 B - 1 S200 (E) 4" CONC. SLAB (F.V.) 5 S200 5 S200 5 S200 5 S200 9 S200 EQUIPMENT BY OTHERS, TYP. EQUIPMENT BY OTHERS, TYP. EQUIPMENT BY OTHERS, TYP. (E) RACKING BY OTHERS, TYP.(E) RACKING BY OTHERS, TYP. (N) PALLETIZER (N) DEPALLETIZER (N) BUFFER CELL TYP. OF 4 Exp. 12/31/25 C 95455DANIEL J CHANG ZIEMER 1995 S Standard Ave- Concrete Pads10/15/2024 9'-0" SQ. 9' - 0 " S Q . EQ.10"EQ.2'-0"10" EQ . 10 " EQ . 2' - 0 " 10 " 9'-0" SQ. 9' - 0 " S Q . 2'-3 3/8"3'-11 1/4"2'-3 3/8" 2' - 3 3 / 8 " 3' - 1 1 1 / 4 " 2' - 3 3 / 8 " 9'-0" SQ. 9' - 0 " S Q . 2'-3 3/8"3'-11 1/4"2'-3 3/8" 2' - 3 3 / 8 " 3' - 1 1 1 / 4 " 2' - 3 3 / 8 " 1' - 0 " PER PLAN 3" CLR.3" CL R . EM B E D . MA X . S T A N D H E I G H T = 4 ' - 0 " PER PLAN 1' - 0 " 3" CLR.3" CL R . MA X . S T A N D H E I G H T = 4 ' - 0 " EM B E D . PER PLAN 1' - 0 " 3" CLR.3" CL R . MA X . S T A N D H E I G H T = 4 ' - 0 " EM B E D . 2" 1' - 2 1 / 2 " 1' - 2 1 / 4 " 1' - 2 1 / 2 " 2" 2" 1'-2 1/2"1'-2 1/4" 1'-2 1/2" 2" 6 3 / 4 " 3 1 / 4 " 6 3/4"3 1/4" 6 3 / 4 " 3 1 / 4 " 2'-10" TYP. 2' - 1 0 " TY P . 1 1 / 4 " T Y P . 2" 1' - 2 1 / 2 " 1' - 2 1 / 4 " 1' - 2 1 / 2 " 2" 2" 1'-2 1/2"1'-2 1/4"1'-2 1/2" 2" FI L E N A M E : J: \ T H O R P E C O N S T R U C T I O N \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D \ A C A D \ S . 2 4 0 6 0 6 1 - B E H R S T A N D A R D - D R O P P O I N T R O B O T C O N C R E T E M O U N T P A D . D W G PL O T D A T E / T I M E : 7/ 2 2 / 2 0 2 4 9 : 0 4 A M US E R N A M E : DA N I E L Z I E M E R R E V I S I O N S Project Manager: Date: Project Number: Scale: S H E E T N U M B E R D.Z. S.2406061 Sh e e t T i t l e : P L U M P E N G I N E E R I N G I N C. 914 E. KATELLA AVENUE ANAHEIM, CALIFORNIA 92805 P (714) 385-1835, F (714) 385-1834 www.peica.com CONSULTING ENGINEERS STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, SURVEYING, ARCHITECTURAL T H I S D E S I G N A N D D R A W I N G A R E F O R U S E O N T H E S P E C I F I C S I T E I N D I C A T E D A N D I S T H E E X C L U S I V E P R O P E R T Y O F P L U M P E N G I N E E R I N G I N C , A N D S H A L L N O T B E U S E D , D U P L I C A T E D O R A L T E R E D I N P A R T O R I N W H O L E W I T H O U T W R I T T E N A P P R O V A L O F P L U M P E N G I N E E R I N G , I N C . - C O P Y R I G H T 2 0 2 2 c A L L R I G H T S R E S E R V E D NOT FOR CONSTRUCTION A N I N -H O U S E Q U A L I T Y C O N T R O L A N D INTERFACE HAS NOT BEEN COMPLETED AND BUILDING DEPARTMENT REVISIONS HAVE NOT B E E N A D D E D T O T H E S E C O N S T R U C T I O N D R A W I N G S . T H E A R C H I T E C T A N D H I S CONS ULTANTS AS SUME NO RES PONS IBILITY F O R C O N S T R U C T I O N B I D S O R C O NST RUCT ION PE RF O RM E D F ROM THESE D R A W I N G S . . Stamp: BE H R S T A N D A R D - D R O P P O I N T CO N C R E T E M O U N T P A D 19 9 5 S T A N D A R D A V E SA N T A A N A , C A 9 2 7 0 7 Pr o j e c t : 7/22/24 07/01/2024 S200 ST R U C T U R A L D E T A I L S NOT USED 15 NOT USED 16 NOT USED 19 NOT USED 20 DEPALLETIZER ANCHORAGE 1 SCALE N.T.S. BUFFER CELL ANCHORAGE 5 SCALE N.T.S. PALLETIZER ANCHORAGE 9 SCALE N.T.S. NOT USED 13 NOT USED 14 NOT USED 17 NOT USED 18 SECTION "A-A"SECTION "A-A"SECTION "A-A" AAAAAA 'PLAN VIEW''PLAN VIEW''PLAN VIEW' (E) CONC. SLAB PER PLAN BASE PL. PER MFGR., TYP.BASE PL. PER MFGR., TYP.BASE PL. PER MFGR., TYP. M-410iC/315 ROBOT PER MFGR. MAX WEIGHT : 1,330# MAX LOAD CAPACITY: 694# #5 @ 12" O.C. T.&B. EA. WAY (N) CONC. PAD PER PLAN BASE PL. PER MFGR., TYP. ANCHORAGE PER PLAN STAND PER MFGR. BASE PL. PER MFGR., TYP. ANCHORAGE PER PLAN STAND PER MFGR. BASE PL. PER MFGR., TYP. ANCHORAGE PER PLAN STAND PER MFGR. (N) CONC. PAD PER PLAN(N) CONC. PAD PER PLAN 3/4"Ø THR'D ROD (ASTM F1554 GR.36) W/ HILTI "HIT-HY 200 V3" EPOXY (ICC #4868) SPECIAL INSP. REQ'D. (7" MIN. EMBEDMENT) 2 EA. CORNER, 8 TOTAL #5 @ 12" O.C. T.&B. EA. WAY #5 @ 12" O.C. T.&B. EA. WAY SECTION "B-B"SECTION "B-B"SECTION "B-B" BBBBBB 3/4"Ø THR'D ROD (ASTM F1554 GR.36) W/ HILTI "HIT-HY 200 V3" EPOXY (ICC #4868) SPECIAL INSP. REQ'D. (7" MIN. EMBEDMENT) 2 EA. CORNER, 8 TOTAL 3/4"Ø THR'D ROD (ASTM F1554 GR.36) W/ HILTI "HIT-HY 200 V3" EPOXY (ICC #4868) SPECIAL INSP. REQ'D. (7" MIN. EMBEDMENT) 2 EA. CORNER, 8 TOTAL 30" MIN. TYP.30" MIN. TYP.30" MIN. TYP. M-410iC/315 ROBOT PER MFGR. MAX WEIGHT : 1,330# MAX LOAD CAPACITY: 694# M-410iC/315 ROBOT PER MFGR. MAX WEIGHT : 1,330# MAX LOAD CAPACITY: 694# PLATE STIFFINER PER MFGR. (8)MIN. 12"x12"x1/4" MIN. STAND PER MFGR. STAND PER MFGR.STAND PER MFGR. (E) CONC. SLAB PER PLAN (E) CONC. SLAB PER PLAN Exp. 12/31/25 C 95455DANIEL J CHANG ZIEMER 1995 S Standard Ave- Concrete Pads10/15/2024 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 STRUCTURAL CALCULATIONS Client: Project: Behr Standard – Drop Point Robot Concrete Mount Pad Location: 1995 Standard Ave. Santa Ana, CA 92807 Building Code: 2022 CBC Plump File No: S.2406061 By: D.Z. Date: July 05, 2024 Revisions: These calculations not valid unless signed and sealed in space above. Exp. 12/31/25 C 95455DANIEL J CHANG ZIEMER 07/23/2024 1995 S Standard Ave- Concrete Pads10/15/2024 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:1995 S Standard Ave, Santa Ana, CA 92707, USA Coordinates:33.7223933, -117.8553474 Elevation:73 ft Timestamp:2024-07-22T15:38:34.626Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.276 MCER ground motion (period=0.2s) S1 0.456 MCER ground motion (period=1.0s) SMS 1.531 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.02 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.931 Coefficient of risk (0.2s) CR1 0.927 Coefficient of risk (1.0s) PGA 0.539 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.646 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.276 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.37 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.629 Factored deterministic acceleration value (0.2s) S1RT 0.456 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.492 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.667 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 73 ft Map data ©2024 Google, INEGI Report a map error 7/22/24, 8:38 AM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7223933&lng=-117.8553474&address=1995 S Standard Ave%2C Santa Ana%2C CA 92707%2C USA 1/1 1995 S Standard Ave- Concrete Pads10/15/2024 Robot Ma x . l o a d c a p a c i t y a t wr i s t ( k g ) Re a c h (m m ) Co n t r o l l e d a x e s Re p e a t a b i l i t y (m m ) Me c h a n i c a l we i g h t ( k g ) Motion range (°)Maximum speed (°/s) J4 M o m e n t / In e r t i a J5 M o m e n t / In e r t i a J6 M o m e n t / In e r t i a Av e r a g e P o w e r c o n s u m p t i o n ( k W ) Protection Se r i e s Ve r s i o n Ty p e J1 J2 J3 J4 J5 J6 J1 J2 J3 J4 J5 J6 Bo d y st a n d a r d / o p t i o n a l Wr i s t & J 3 a r m st a n d a r d / o p t i o n a l B-83584EN/06 3. BASIC SPECIFICATIONS - 27 - R 3143 R725 390 1300 255 11 1 0 12 2 0 310 15 9 手首先端回転中心動作範囲手首先端回転中心 J3軸後部干渉領域 1107 44°65° 10° 10° 25° 126° 100° 56 1 23 9 7 3143 Fig. 3.2 (b) Operating space (pedestal type) (M-410iC/185/315) Rotation center of wrist ti Operating space of wrist tip Rear side Interference area M-410 iC 315 315 3143 4 ± 0.05**1600 (1330)360 144 136 720 --90 100 110 195 --155 --3 IP54 IP54 Max. load capacity at wrist: 315 kg Max. reach: 3143 mmM-410iC/315 M-410iC/315 M-410iC/315 Hollow wrist (no pedestal) standard on request - not available ** Based on ISO9283 1995 S Standard Ave- Concrete Pads10/15/2024 Depal Baseplate (4x) Dwg 3B09669A, Refer to Stand Drawing 3A17539A – Section A-A. Resultant, SF=1 Fv 50.226 kN Fh 10.8 kN Mh 14.4 kN*m Mv 81.09 kN*m Buffer Cell Stand Baseplate Dwg. 3C13579A Resultant, SF=1 Fv 52.834 kN Fh 10.8 kN Mh 14.4 kN*m Mv 85.754 kN*m Palletizer Stand Baseplate Dwg. 3C12859A Resultant, SF=1 Fv 50.041 kN Fh 15.7 kN Mh 11.6 kN*m Mv 79.356 kN*m Fv = 11,291 lbs Fh = 2,428 lbs Mh = 10,620 lb-ft Mv = 59,808 lb-ft Fv = 11878 lbs Fh = 2,428 lbs Mh = 10,620 lb-ft Mv = 63,249 lb-ft Fv = 11,250 lbs Fh = 3,530 lbs Mh = 8,556 lb-ft Mv = 58,530 lb-ft (DL ) (L.L.) (L.L.) (L.L.) Forces and Moments Diagram FOR REFERENCE ONLY (BY OTHERS)1995 S Standard Ave- Concrete Pads10/15/2024 LATERAL ANALYSIS: SEISMIC LOAD: RISK =II Ip = 1.00 z = 0.0 Fa = 1.20 Rp = 1.5 r = 1.0 SS = 1.28 ap = 1.0 SMS = 1.53 Ω = 2.0 SDS = 1.02 Fp (MAX)=1.6SDSIpWp = 1.63 Wp ASCE 7-16 EQ. 13.3-2 Fp =0.4apSDSIp(1+2z/r)/RpWp = 0.27 Wp ASCE 7-16 EQ. 13.3-1 Fp (MIN)=0.3SDSIpWp = 0.31 Wp ASCE 7-16 EQ. 13.3-3 Fp = 0.31 Wp (LRFD) NON-STRUCTURAL UNIT: ROBOT = 3528 lb C.O.G. HT.= 5.24 ft PART WT.= 693 lb PEDESTAL HT.= 0.00 ft TOTAL WEIGHT = 4221 lb ARM REACH = 10.31 ft HEIGHT = 7.86 ft FE = 1293 lb WIDTH = 4.00 ft LENGTH = 4.00 ft WEIGHT = 263.81 psf OVERTURNING ANALYSIS: SEISMIC LATERAL = 1293 lb MOT = 13918 lb-ft MRE = 5874 lb-ft →ANCHORAGE TO RESIST OT! MNET = 8044 lb-ft OVERTURNING ANALYSIS: PARTS MOT = 7145 lb-ft ANCHORAGE TOTAL MOMENT = 15189 lb-ft TOTAL SHEAR = 1293 lb ANCHORAGE WITH OVERSTRENGTH (Ω) TOTAL MOMENT = 30378 lb-ft TOTAL SHEAR = 2585 lb 2021 IBC, 2022 CBC, 2022 LABC/LACBC PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 www.peica.com 1995 S Standard Ave- Concrete Pads10/15/2024 AA BB 0" TOP OF PLATE 4-3/4" 47-3/4" 45-3/4" 37-3/4" 1 4 5 2 4 3" 4-1/2" 49" 6 3 21 PLATE CENTEREDON TUBE 3 2 4 5 1 4 6 3 1" 3" 44" 44" SECTION A-A 44" 44" 3" 3" 1" TYP SECTION B-B 2 ITEM NO.PART NUMBER DESCRIPTION QTY. 1 3B09669A LOWER PLATE 4 2 3C11072A UPPER PLATE - RISER 2"4 3 3C14113A HOSE BKT MNT PLATE 1 4 3G11384A 9K00053A X 26 8 5 3G11385A 9K00057A X 45.75 4 6 3G11386A 26" MITER CROSS BEAM 60 2 DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: SEE BOM B. BAKEWELL 11/23/2021 INITIAL RELEASE 11/23/2021 B. BAKEWELL 11/23/2021G. SCHREIBER DESIGNED BY: APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:20 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:ROBOT STAND WLDMNT - 38 X 38 X 49 DRAWINGNUMBER:3A17539ADATEBYMINOR REVISION 6543 10 7 NO. 2 GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS GENERAL TOLERANCES EXTERNAL EDGE CHAMFER INTERNAL CORNER RADIUS MAX SURFACE ROUGHNESS FRACTIONAL .XXX .XX ANGLE .03 .015 500 ±1/32 ±2° ±.005 ±.02 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.005 ±.02 ±.02 ±.02 11/23/2021B. BAKEWELL © 2021, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. 500 FOR REFERENCE ONLY (BY OTHERS) 1995 S Standard Ave- Concrete Pads10/15/2024 Plump Engineering, Inc DZ SK-4 Jul 22, 2024 at 08:37 AM Depal.r3d 1995 S Standard Ave- Concrete Pads10/15/2024 Plump Engineering, Inc DZ SK-2 Jul 11, 2024 at 03:30 PM Base Frame.r3d 1995 S Standard Ave- Concrete Pads10/15/2024 Plump Engineering, Inc DZ SK-3 Jul 11, 2024 at 03:30 PM Base Frame.r3d 1995 S Standard Ave- Concrete Pads10/15/2024 Plump Engineering, Inc DZ SK-4 Jul 11, 2024 at 03:31 PM Base Frame.r3d 1995 S Standard Ave- Concrete Pads10/15/2024 Plump Engineering, Inc DZ SK-5 Jul 11, 2024 at 03:31 PM Base Frame.r3d Fh/4 = 0.607 k Mh/4 = 2.655 k-ft Mv/4 = 14.952 k-ft 1995 S Standard Ave- Concrete Pads10/15/2024 Plump Engineering, Inc DZ SK-3 Jul 22, 2024 at 08:33 AM Depal.r3d 1995 S Standard Ave- Concrete Pads10/15/2024 Company Designer Job Number Model Name : : : : Plump Engineering, Inc DZ Checked By : __________ 7/11/2024 3:33:20 PM RISA-3D Version 21 [ Base Frame.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 0 4 0 3 N3 3 0 0 4 N4 3 4 0 5 N5 0 0 3 6 N6 0 4 3 7 N7 3 4 3 8 N8 3 0 3 9 N9 0 3.5 0 10 N10 3 3.5 0 11 N11 0 0.5 0 12 N12 3 0.5 0 13 N13 0 3.5 3 14 N14 3 3.5 3 15 N15 0 0.5 3 16 N16 3 0.5 3 17 N17 0 1 0 18 N18 3 3 0 19 N19 0 1 3 20 N20 3 3 3 21 N21 1 4 1 22 N22 1 4 2 23 N23 0 4 2 24 N24 0 4 1 25 N25 1 4 0 26 N26 3 4 2 27 N27 2 4 2 28 N28 2 4 1 29 N29 3 4 1 30 N30 1 4 3 31 N31 2 4 3 32 N32 2 4 0 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 Leg HSS3.5X3.5X6_A1085 Column Tube A992 Typical 4.69 7.743 7.743 11.449 2 Brace HSS2.5X2.5X5_A1085 VBrace Tube A992 Typical 2.737 2.227 2.227 3.274 3 Beam HSS2X2X2_A1085 Beam Tube A992 Typical 0.936 0.551 0.551 0.823 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 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 1995 S Standard Ave- Concrete Pads10/15/2024 Company Designer Job Number Model Name : : : : Plump Engineering, Inc DZ Checked By : __________ 7/11/2024 3:33:20 PM RISA-3D Version 21 [ Base Frame.r3d ]Page 2 Node Loads and Enforced Displacements (BLC 2 : L) Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N21 L MZ 15 2 N28 L MZ 15 3 N27 L MZ 15 4 N22 L MZ 15 5 N21 L X 0.607 6 N28 L X 0.607 7 N27 L X 0.607 8 N22 L X 0.607 9 N21 L MY 2.655 10 N28 L MY 2.655 11 N22 L MY 2.655 12 N27 L MY 2.655 Basic Load Cases BLC Description Category Nodal Surface(Plate/Wall) 1 D DL 1 2 L LL 12 Load Combinations Description Solve BLC Factor BLC Factor 1 1.2D+1.6L Yes DL 1.2 LL 1.6 Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 0 1 N1 -1.573 17.155 -0.104 0.749 0.162 1.146 1 1 N3 -0.369 -10.38 0.084 -0.543 0.106 -0.073 2 1 N5 -1.573 17.155 0.104 -0.749 -0.162 1.146 3 1 N8 -0.369 -10.38 -0.084 0.543 -0.106 -0.073 4 1 Totals:-3.885 13.549 0 5 1 COG (ft):X: 1.5 Y: 4 Z: 1.5 Reaction Used for Anchorage Design 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 1 7/19/2024 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Specification text: Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 7 in embedment hef, 3/4, Carbon steel, Safe Set System, Hammer drilled installation per ESR-4868 Effective embedment depth: hef,act = 7.000 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-4868 Issued I Valid: 11/1/2022 | 11/1/2024 Proof: Design Method ACI 318-19 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.250 in. Anchor plateR : lx x ly x t = 10.000 in. x 10.000 in. x 1.250 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, ft.lb] 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 2 7/19/2024 1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 10,380; Vx = 369; Vy = 84; Mx = 543.000; My = 73.000; Mz = 106.000; no 69 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 5,713 360 341 -115 2 6,699 201 28 199 max. concrete compressive strain: 0.35 [‰] max. concrete compressive stress: 1,519 [psi] resulting tension force in (x/y)=(-0.781/1.219): 12,412 [lb] resulting compression force in (x/y)=(-4.343/4.237): 2,032 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*6,699 14,550 47 OK Bond Strength**12,412 19,623 64 OK Sustained Tension Load Bond Strength*N/A N/A N/A N/A Concrete Breakout Failure**12,412 18,075 69 OK * highest loaded anchor **anchor group (anchors in tension) 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 3 7/19/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4868 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.33 58,000 Calculations Nsa [lb] 19,400 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 19,400 0.750 14,550 6,699 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 4 7/19/2024 3.2 Bond Strength Nag = (ANa ANa0)y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1b) f Nag ³ Nua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ec,Na = (1 1 + e' N cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.3.1) y ed,Na = 0.7 + 0.3 (ca,min cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac , cNa cac )£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b) Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]aoverhead t k,c [psi] 2,327 0.750 7.000 30.000 1.000 1,321 ec1,N [in.]ec2,N [in.]cac [in.]l a 0.219 0.219 15.513 1.000 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 10.859 680.30 471.66 1.000 y ec1,Na y ec2,Na y cp,Na Nba [lb] 0.980 0.980 1.000 21,782 Results Nag [lb]f bond f Nag [lb]Nua [lb] 30,190 0.650 19,623 12,412 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 5 7/19/2024 3.3 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 7.000 0.219 0.219 30.000 1.000 cac [in.]kc l a f' c [psi] 15.513 17 1.000 4,000 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 641.75 441.00 0.980 0.980 1.000 1.000 19,913 Results Ncbg [lb]f concrete f Ncbg [lb]Nua [lb] 27,808 0.650 18,075 12,412 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 6 7/19/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*360 7,566 5 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength (Concrete Breakout Strength controls)* 360 20,284 2 OK Concrete edge failure in direction y+**419 23,462 2 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4868 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.33 58,000 Calculations Vsa [lb] 11,640 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 11,640 0.650 7,566 360 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 7 7/19/2024 4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 7.000 0.000 0.000 30.000 y c,N cac [in.]kc l a f' c [psi] 1.000 15.513 17 1.000 4,000 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 320.87 441.00 1.000 1.000 1.000 1.000 19,913 Results Vcp [lb]f concrete f Vcp [lb]Vua [lb] 28,977 0.700 20,284 360 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 8 7/19/2024 4.3 Concrete edge failure in direction y+ Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = 9 l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1b) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 23.667 30.000 1.000 12.000 6.000 l a da [in.]f' c [psi]y parallel,V 1.000 0.750 4,000 1.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 786.00 2,520.50 0.954 1.720 65,536 Results Vcb [lb]f concrete f Vcb [lb]Vua [lb] 33,517 0.700 23,462 419 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.687 0.048 5/3 55 OK bNV = bz N + bz V <= 1 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 9 7/19/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 10 7/19/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -3.750 -1.750 30.000 35.500 30.000 35.500 2 1.750 3.750 35.500 30.000 35.500 30.000 7 Installation data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Profile: no profile Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 100.000 ft.lb Plate thickness (input): 1.250 in. Hole diameter in the base material: 0.875 in. Recommended plate thickness: not calculated Hole depth in the base material: 7.000 in. Drilling method: Hammer drilled Minimum thickness of the base material: 8.750 in. Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 7 in embedment hef, 3/4, Carbon steel, Safe Set System, Hammer drilled installation per ESR-4868 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush • Dispenser including cassette and mixer • Torque wrench 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 Company: Address: Phone I Fax: Design: Fastening point: | Depal - Anchorage Design Page: Specifier: E-Mail: Date: 11 7/19/2024 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret 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. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 1995 S Standard Ave- Concrete Pads10/15/2024 Depal Baseplate (4x) Dwg 3B09669A, Refer to Stand Drawing 3A17539A – Section A-A. Resultant, SF=1 Fv 50.226 kN Fh 10.8 kN Mh 14.4 kN*m Mv 81.09 kN*m Buffer Cell Stand Baseplate Dwg. 3C13579A Resultant, SF=1 Fv 52.834 kN Fh 10.8 kN Mh 14.4 kN*m Mv 85.754 kN*m Palletizer Stand Baseplate Dwg. 3C12859A Resultant, SF=1 Fv 50.041 kN Fh 15.7 kN Mh 11.6 kN*m Mv 79.356 kN*m Fv = 11,291 lbs Fh = 2,428 lbs Mh = 10,620 lb-ft Mv = 59,808 lb-ft Fv = 11878 lbs Fh = 2,428 lbs Mh = 10,620 lb-ft Mv = 63,249 lb-ft Fv = 11,250 lbs Fh = 3,530 lbs Mh = 8,556 lb-ft Mv = 58,530 lb-ft (DL ) (L.L.) (L.L.) (L.L.) (DL ) (L.L.) (L.L.) (L.L.) Fv = 14254 lbs Fh = 3885 lbs Mh = 16,992 lb-ft Mv =101,198lb-ft (1.2DL ) (1.6L.L.) (1.6L.L.) (1.6L.L.) LRFD load for anchorage design Forces and Moments Diagram Buffer Cell Stand Baseplate Dwg. 3C13579A Resultant, SF=1 Fv 52.834 kN Fh 10.8 kN Mh 14.4 kN*m Mv 85.754 kN*m Palletizer Stand Baseplate Dwg. 3C12859A Resultant, SF=1 Fv 50.041 kN Fh 15.7 kN Mh 11.6 kN*m Mv 79.356 kN*m Fv = 11878 lbs Fh = 2,428 lbs Mh = 10,620 lb-ft Mv = 63,249 lb-ft Fv = 11,250 lbs Fh = 3,530 lbs Mh = 8,556 lb-ft Mv = 58,530 lb-ft (DL ) (L.L.) (L.L.) (L.L.) (DL ) (L.L.) (L.L.) (L.L.) Fv = 14254 lbs Fh = 3885 lbs Mh = 16,992 lb-ft Mv =101,198lb-ft (1.2DL ) (1.6L.L.) (1.6L.L.) (1.6L.L.) LRFD load for anchorage design FOR REFERENCE ONLY (BY OTHERS)1995 S Standard Ave- Concrete Pads10/15/2024 © 2018, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. DATE BYMINOR REVISION 6543 10 7 NO. 2 ±.02 ±.02±.02 ±.005 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.03 ±.015 ±2° ±1/32 500 .015 .03 ANGLE .XX .XXX FRACTIONAL MAX SURFACE ROUGHNESSINTERNAL CORNER RADIUS EXTERNAL EDGE CHAMFER GENERAL TOLERANCES GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS 8X .201 THRU ALL 1/4-20 UNC THRU ALL 47.250 47.250 12X 1.125 THRU ALL SCRIBE SOLID LINES ONLYETCH CENTER MARKS X4 1.500 FLAT PATTERN DIMENSIONS SHOWN ARE FOR REFERENCE ONLY. SUPPLIER TO CORRECT FLAT PATTERN TO ACHIEVE FORMED DIMENSIONS. DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: 9C00392A | PLATE 1 1/2 - HR LOW CARBON B. CALVERT 4/29/2020 B. CALVERT INITIAL RELEASE 4/29/2020 B. CALVERT 4/29/2020G. SCHREIBER DESIGNED BY: 4/29/2020 APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:10 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:PED ROBOT STAND BASE PLATE 1.125" ANCHOR HOLES DRAWINGNUMBER:3C12859A 1995 S Standard Ave- Concrete Pads10/15/2024 8X .201 THRU ALL 1/4-20 UNC THRU ALL 4X .422 THRU ALL 1/2-13 UNC THRU ALL 47.250 47.250 ETCH SOLID LINES X4 PIERCE HOLE WITH WATER JETTHEN DRILL AND TAP 1.000 FLAT PATTERN DIMENSIONS SHOWN ARE FOR REFERENCE ONLY. SUPPLIER TO CORRECT FLAT PATTERN TO ACHIEVE FORMED DIMENSIONS. DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: 9C00383A | PLATE 1" - HR LOW CARBON B. GVILLO 11/15/2021 INITIAL RELEASE 4/1/2021 B. GVILLO 4/1/2021G. SCHREIBER DESIGNED BY: APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:12 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:ROBOT BASE PLATE - 47.25 X 47.25 DRAWINGNUMBER:3C13579ADATEBYMINOR REVISION 6543 10 7 NO. 2 GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS GENERAL TOLERANCES EXTERNAL EDGE CHAMFER INTERNAL CORNER RADIUS MAX SURFACE ROUGHNESS FRACTIONAL .XXX .XX ANGLE .03 .015 500 ±1/32 ±2° ±.005 ±.02 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.005 ±.02 ±.02 ±.02 4/1/2021B. CALVERT ADDED PIERCE HOLE NOTE 6/15/2022 J. POLIZZI © 2021, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. 500 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 1 7/19/2024 Specifier's comments: 1 Anchor Design 1.1 Input data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Specification text: Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 7 in embedment hef, 3/4, Carbon steel, Safe Set System, Hammer drilled installation per ESR-4868 Effective embedment depth: hef,act = 7.000 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-4868 Issued I Valid: 11/1/2022 | 11/1/2024 Proof: Design Method ACI 318-19 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.000 in. Anchor plateCBFEM : lx x ly x t = 47.250 in. x 47.250 in. x 1.000 in.; Profile: Steel pipe, Pipe16STD; (L x W x T) = 16.000 in. x 16.000 in. x 0.375 in. Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar CBFEM - The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, ft.lb] 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 2 7/19/2024 1.1.1 Design results Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -14,254; Vx = 3,885; Vy = 0; Mx = 0.000; My = 101,198.000; Mz = 16,992.000; no 100 1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 642 951 836 -453 2 7,088 850 845 -94 3 0 846 829 172 4 109 939 805 484 5 11,530 804 625 -506 6 299 744 531 521 7 11,454 644 249 -594 8 258 596 159 574 9 671 640 -218 -601 10 7,038 378 -255 -279 11 0 336 -269 203 12 116 626 -252 573 resulting tension force in (x/y)=(-16.106/-0.030): 39,206 [lb] resulting compression force in (x/y)=(-0.855/0.012): 62,204 [lb] Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*11,530 14,550 80 OK Bond Strength**39,206 45,109 87 OK Sustained Tension Load Bond Strength*N/A N/A N/A N/A Concrete Breakout Failure**39,206 41,454 95 OK * highest loaded anchor **anchor group (anchors in tension) 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 3 7/19/2024 1.3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4868 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.33 58,000 Calculations Nsa [lb] 19,400 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 19,400 0.750 14,550 11,530 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 4 7/19/2024 1.3.2 Bond Strength Nag = (ANa ANa0)y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1b) f Nag ³ Nua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b) ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ec,Na = (1 1 + e' N cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.3.1) y ed,Na = 0.7 + 0.3 (ca,min cNa )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac , cNa cac )£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b) Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1) Variables t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]aoverhead t k,c [psi] 2,327 0.750 7.000 24.000 1.000 1,321 ec1,N [in.]ec2,N [in.]cac [in.]l a 14.615 0.030 15.513 1.000 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 10.859 3,534.84 471.66 1.000 y ec1,Na y ec2,Na y cp,Na Nba [lb] 0.426 0.997 1.000 21,782 Results Nag [lb]f bond f Nag [lb]Nua [lb] 69,398 0.650 45,109 39,206 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 5 7/19/2024 1.3.3 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 7.000 14.615 0.030 24.000 1.000 cac [in.]kc l a f' c [psi] 15.513 17 1.000 4,000 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 3,387.90 441.00 0.418 0.997 1.000 1.000 19,913 Results Ncbg [lb]f concrete f Ncbg [lb]Nua [lb] 63,776 0.650 41,454 39,206 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 6 7/19/2024 1.4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*951 7,566 13 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength (Concrete Breakout Strength controls)* 951 20,581 5 OK Concrete edge failure in direction x+**5,494 21,711 26 OK * highest loaded anchor **anchor group (relevant anchors) 1.4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-4868 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 0.33 58,000 Calculations Vsa [lb] 11,640 Results Vsa [lb]f steel f Vsa [lb]Vua [lb] 11,640 0.650 7,566 951 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 7 7/19/2024 1.4.2 Pryout Strength (Concrete Breakout Strength controls) Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 7.000 0.000 0.000 24.000 y c,N cac [in.]kc l a f' c [psi] 1.000 15.513 17 1.000 4,000 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 325.58 441.00 1.000 1.000 1.000 1.000 19,913 Results Vcp [lb]f concrete f Vcp [lb]Vua [lb] 29,402 0.700 20,581 951 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 8 7/19/2024 1.4.3 Concrete edge failure in direction x+ Vcbg = (AVc AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = (1 1 + e' v 1.5ca1 )£ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = 9 l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1b) Variables ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.] 16.000 24.000 14.514 1.000 12.000 le [in.]l a da [in.]f' c [psi]y parallel,V 6.000 1.000 0.750 4,000 1.000 Calculations AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb] 1,112.98 1,152.00 0.623 1.000 1.414 36,429 Results Vcbg [lb]f concrete f Vcbg [lb]Vua [lb] 31,016 0.700 21,711 5,494 1.5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.946 0.253 1.000 100 OK bNV = (bN + bV) / 1.2 <= 1 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 9 7/19/2024 1.6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7. • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 10 7/19/2024 1.7 Installation data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4 Profile: Steel pipe, Pipe16STD; (L x W x T) = 16.000 in. x 16.000 in. x 0.375 in. Item number: 2198030 HAS-V-36 3/4"x10" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 100.000 ft.lb Plate thickness (input): 1.000 in. Hole diameter in the base material: 0.875 in. Hole depth in the base material: 7.000 in. Drilling method: Hammer drilled Minimum thickness of the base material: 8.750 in. Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Hilti HAS threaded rod with HIT-HY 200 V3 injection mortar with 7 in embedment hef, 3/4, Carbon steel, Safe Set System, Hammer drilled installation per ESR-4868 1.7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush • Dispenser including cassette and mixer • Torque wrench 1995 S Standard Ave- Concrete Pads10/15/2024 www.hilti.com Hilti PROFIS Engineering 3.1.1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 Company: Address: Phone I Fax: Design: Fastening point: | Buffer and Palletizer Anchorage Page: Specifier: E-Mail: Date: 11 7/19/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -22.374 -22.374 24.000 68.748 24.000 68.748 2 -7.458 -22.374 38.916 53.832 24.000 68.748 3 7.458 -22.374 53.832 38.916 24.000 68.748 4 22.374 -22.374 68.748 24.000 24.000 68.748 5 -22.374 -7.458 24.000 68.748 38.916 53.832 6 22.374 -7.458 68.748 24.000 38.916 53.832 Anchor x y c-x c+x c-y c+y 7 -22.374 7.458 24.000 68.748 53.832 38.916 8 22.374 7.458 68.748 24.000 53.832 38.916 9 -22.374 22.374 24.000 68.748 68.748 24.000 10 -7.458 22.374 38.916 53.832 68.748 24.000 11 7.458 22.374 53.832 38.916 68.748 24.000 12 22.374 22.374 68.748 24.000 68.748 24.000 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:12 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 12 2 Anchor plate design 2.1 Input data Anchor plate:Shape: Rectangular lx x ly x t = 47.250 in x 47.250 in x 1.000 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; εlim = 5.00% Anchor type and size:HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 3/4, hef = 7.000 in Anchor stiffness:The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Design method:AISC and LRFD-based design using component-based FEM Stand-off installation:eb = 0.000 in (No stand-off); t = 1.000 in Profile:Pipe16STD; (L x W x T x FT) = 16.000 in x 16.000 in x 0.375 in x - Material: ASTM A500 Gr.B Rect; Fy = 46,000 psi; εlim = 5.00% Eccentricity x: 0.000 in Eccentricity y: 0.000 in Base material:Cracked concrete; 4000; fc,cyl = 4,000 psi; h = 12.000 in Welds (profile to anchor plate):Type of redistribution: Plastic Material: E70xx Stiffeners:Geometry: Triangular; size = lx x ly x t = 11.811 in x 12.000 in x 0.250 in Material: ASTM A36; Fy = 36,000 psi; εlim = 5.00% Welds (stiffeners to profile/anchor plate): Type of redistribution: Plastic Material: E70xx Mesh size:Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in 2.2 Summary Description Profile Stiffeners Anchor plate Concrete [%] sEd [psi]ePl [%]sEd [psi]ePl [%]sEd [psi]ePl [%]Hole bearing [%] 1 Combination 1 28,026 0.00 36,064 0.22 19,332 0.00 2 6 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Equivalent rigid anchor plate (CBFEM)Component-based Finite Element Method (CBFEM) anchor plate design Anchor 1 4,502 lb 642 lb Anchor 2 3,132 lb 7,088 lb Anchor 3 1,762 lb 0 lb Anchor 4 -0 lb 109 lb Anchor 5 4,509 lb 11,530 lb Anchor 6 -0 lb 299 lb Anchor 7 4,509 lb 11,454 lb Anchor 8 -0 lb 258 lb Anchor 9 4,502 lb 671 lb Anchor 10 3,132 lb 7,038 lb Anchor 11 1,762 lb 0 lb 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:13 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13 Anchor tension forces Equivalent rigid anchor plate (CBFEM)Component-based Finite Element Method (CBFEM) anchor plate design Anchor 12 -0 lb 116 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load combination Material fy [psi]elim [%]sEd [psi]ePl [%]Status Plate Combination 1 ASTM A36 36,000 5.00 19,332 0.00 OK Profile Combination 1 ASTM A500 Gr.B Rect 46,000 5.00 28,026 0.00 OK Stiffener Combination 1 ASTM A36 36,000 5.00 36,064 0.22 OK 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 - Combination 1 46,000 psi 0 psi 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:14 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 - Combination 1 5.00% 0.00% 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 - Combination 1 Equations Rn =min(1.2 lc t Fu , 2.4 d t Fu)(AISC 360-16 J3-6a, c) FRn =0.75 Rn V ≤FRn Variables lc [in]t [in]Fu [psi]d [in]Rn [lb] Anchor 1 1.017 1.000 58,000 0.750 70,758 Anchor 2 15.860 1.000 58,000 0.750 104,400 Anchor 3 5.762 1.000 58,000 0.750 104,400 Anchor 4 2.023 1.000 58,000 0.750 104,400 Anchor 5 1.204 1.000 58,000 0.750 83,778 Anchor 6 20.282 1.000 58,000 0.750 104,400 Anchor 7 2.827 1.000 58,000 0.750 104,400 Anchor 8 31.842 1.000 58,000 0.750 104,400 Anchor 9 0.924 1.000 58,000 0.750 64,330 Anchor 10 1.290 1.000 58,000 0.750 89,791 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:15 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15 lc [in]t [in]Fu [psi]d [in]Rn [lb] Anchor 11 19.843 1.000 58,000 0.750 104,400 Anchor 12 2.702 1.000 58,000 0.750 104,400 Results V [lb]FRn [lb]Utilization [%]Status Anchor 1 951 53,068 2 OK Anchor 2 850 78,300 2 OK Anchor 3 846 78,300 2 OK Anchor 4 939 78,300 2 OK Anchor 5 804 62,833 2 OK Anchor 6 744 78,300 1 OK Anchor 7 644 78,300 1 OK Anchor 8 596 78,300 1 OK Anchor 9 640 48,248 2 OK Anchor 10 378 67,343 1 OK Anchor 11 336 78,300 1 OK Anchor 12 626 78,300 1 OK 2.5 Concrete Decisive load combination: 1 - Combination 1 2.5.1 Compression in concrete under the anchor plate 899 psi 0 psi 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section J8 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:16 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 16 Equations Fp =F fp,max fp,max =0.85 fc' √( A 2 A 1 ) ≤ 1.7 fc;√( A 2 A 1 ) ≤ 2 s = N A 1 Utilization =s Fp Variables N [lb]fc' [psi]F A1 [in²]A2 [in²] 62,204 4,000 0.65 241.69 7,427.87 Results Load combination Fp [psi]s [psi]Utilization [%]Status Combination 1 4,420 257 6 OK 2.6 Symbol explanation A1 Loaded area of concrete A2 Supporting area d Nominal diameter of the bolt elim Limit plastic strain ePl Plastic strain from CBFEM results fc Concrete compressive strength fc'Concrete compressive strength Fu Specified minimum tensile strength of the connected material Fp Concrete block design bearing strength fp,max Concrete block design bearing strength maximum fy Yield strength lc Clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material N Resulting compression force s Average stress in concrete sEd Equivalent stress F Resistance factor FRn Factored resistance t Thickness of the anchor plate V Resultant of shear forces Vy, Vz in bolt. 2.7 Warnings ●By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. ●The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:17 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 17 3 Summary of results Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Load combination Max. utilization Status Anchors Combination 1 100%OK Anchor plate Combination 1 54%OK Stiffeners Combination 1 100%OK Concrete Combination 1 6%OK Profile Combination 1 61%OK Fastening meets the design criteria! 1995 S Standard Ave- Concrete Pads10/15/2024 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company:Page:18 Address:Specifier: Phone I Fax:|E-Mail: Design:Buffer and Palletizer Anchorage Date:7/19/2024 Fastening point: Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 18 4 Remarks; Your Cooperation Duties ●Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the 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 expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret 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. ●You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 1995 S Standard Ave- Concrete Pads10/15/2024 General Footing LIC# : KW-06014993, Build:20.24.06.04 PLUMP ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Robot Foundation Plump Engineering, Inc. 914 E. Katella Ave., Second Floor Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Project File: S.2406061 - Concrete Mount Pad.ec6 Project Title:Behr Standard - Robot Concrete Mount Pad Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 100.0 ksi No ksfAllowable Soil Bearing = = 4.0 60.0 4,030.51 145.0 =0.20Flexure=0.90 Shear = ValuesM 0.00090 1.670 Soil Passive Resistance (for Sliding) 1.50 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.50Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 9.0 ft Length parallel to Z-Z Axis = 9.0 ft =Pedestal dimensions... px : parallel to X-X Axis 48.0 in pz : parallel to Z-Z Axis 48.0 in Height == 48.0 in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5 Number of Bars = 6.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =5 Number of Bars =6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 11.878 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k2.430 V-z k M-xx = k-ft=63.249 k-ft H = 1995 S Standard Ave- Concrete Pads10/15/2024 General Footing LIC# : KW-06014993, Build:20.24.06.04 PLUMP ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Robot Foundation Plump Engineering, Inc. 914 E. Katella Ave., Second Floor Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Project File: S.2406061 - Concrete Mount Pad.ec6 Project Title:Behr Standard - Robot Concrete Mount Pad Engineer: Project ID: Project Descr: PASS 2.772 Sliding - X-X 2.430 k 6.736 k +D+L PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7540 Soil Bearing 1.131 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.696 Overturning - Z-Z 75.399 k-ft 127.861 k-ft +D+L PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6094 Z Flexure (+X)5.014 k-ft/ft 8.229 k-ft/ft +1.20D+1.60L PASS 0.09966 Z Flexure (-X)0.8201 k-ft/ft 8.229 k-ft/ft +1.20D+1.60L PASS 0.06019 X Flexure (+Z)0.4953 k-ft/ft 8.229 k-ft/ft +1.20D+1.60L PASS 0.06019 X Flexure (-Z)0.4953 k-ft/ft 8.229 k-ft/ft +1.20D+1.60L PASS 0.5328 1-way Shear (+X)25.102 psi 47.112 psi +1.20D+1.60L PASS 0.08820 1-way Shear (-X)4.155 psi 47.112 psi +1.20D+1.60L PASS 0.05327 1-way Shear (+Z)2.510 psi 47.112 psi +1.20D+1.60L PASS 0.05327 1-way Shear (-Z)2.510 psi 47.112 psi +1.20D+1.60L PASS 0.05014 2-way Punching 8.512 psi 169.764 psi +1.20D+1.60L Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.3508 0.3508 n/a 0.2340.0n/a X-X, +D+L 1.50 n/a0.3508 0.3508 n/a 0.2340.0n/a X-X, +D+0.750L 1.50 n/a0.3508 0.3508 n/a 0.2340.0n/a X-X, +0.60D 1.50 n/a0.2105 0.2105 n/a 0.1400.0n/a Z-Z, D Only 1.50 0.3508n/a n/a 0.3508 0.234n/a0.0 Z-Z, +D+L 1.50 0.0n/a n/a 1.131 0.754n/a31.844 Z-Z, +D+0.750L 1.50 0.0n/a n/a 0.8336 0.556n/a23.883 Z-Z, +0.60D 1.50 0.2105n/a n/a 0.2105 0.140n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+L None 0.0 k-ft Infinity OK X-X, +D+0.750L None 0.0 k-ft Infinity OK X-X, +0.60D None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+L 75.399 k-ft 127.861 k-ft 1.696 OK Z-Z, +D+0.750L 56.549 k-ft 127.861 k-ft 2.261 OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 6.736 k No Sliding OK X-X, +D+L 2.430 k 6.736 k 2.772 OK X-X, +D+0.750L 1.823 k 6.736 k 3.696 OK X-X, +0.60D 0.0 k 4.463 k No Sliding OK Z-Z, D Only 0.0 k 6.736 k No Sliding OK Z-Z, +D+L 0.0 k 6.736 k No Sliding OK Z-Z, +D+0.750L 0.0 k 6.736 k No Sliding OK Z-Z, +0.60D 0.0 k 4.463 k No Sliding OK 1995 S Standard Ave- Concrete Pads10/15/2024 General Footing LIC# : KW-06014993, Build:20.24.06.04 PLUMP ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Robot Foundation Plump Engineering, Inc. 914 E. Katella Ave., Second Floor Anaheim, CA 92805 Phone: (714) 385-1835 Fax: (714) 385-1834 Project File: S.2406061 - Concrete Mount Pad.ec6 Project Title:Behr Standard - Robot Concrete Mount Pad Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.20D+1.60L 0.4953 +Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +1.20D+1.60L 0.4953 -Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +1.20D+L 0.4953 +Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +1.20D+L 0.4953 -Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +1.20D 0.4953 +Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +1.20D 0.4953 -Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +0.90D 0.3715 +Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK X-X, +0.90D 0.3715 -Z Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +1.20D+1.60L 0.8201 -X Top 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +1.20D+1.60L 5.014 +X Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +1.20D+L 0.8188 -X Top 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +1.20D+L 2.210 +X Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +1.20D 0.4953 -X Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +1.20D 0.4953 +X Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +0.90D 0.3715 -X Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK Z-Z, +0.90D 0.3715 +X Bottom 0.1296 ACI 7.6.1.1 0.2067 8.229 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.20D+1.60L 4.16 25.10 25.10 47.11 0.53psipsipsipsi OK +1.20D+L 4.16 11.14 11.14 47.11 0.24psipsipsipsi OK +1.20D 2.51 2.51 2.51 47.11 0.05psipsipsipsi OK +0.90D 1.88 1.88 1.88 47.11 0.04psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.20D+1.60L 2.51 2.51 2.51 47.11 0.05psipsipsipsi OK +1.20D+L 2.51 2.51 2.51 47.11 0.05psipsipsipsi OK +1.20D 2.51 2.51 2.51 47.11 0.05psipsipsipsi OK +0.90D 1.88 1.88 1.88 47.11 0.04psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.20D+1.60L 8.51 169.76 0.05014 OKpsipsi +1.20D+L 5.00 169.76 0.02945 OKpsipsi +1.20D 4.57 169.76 0.02689 OKpsipsi +0.90D 3.42 169.76 0.02017 OKpsipsi 1995 S Standard Ave- Concrete Pads10/15/2024 1995 S Standard Ave- Concrete Pads10/15/2024 Depal Baseplate (4x) Dwg 3B09669A, Refer to Stand Drawing 3A17539A – Section A-A. Resultant, SF=1 Fv 50.226 kN Fh 10.8 kN Mh 14.4 kN*m Mv 81.09 kN*m Buffer Cell Stand Baseplate Dwg. 3C13579A Resultant, SF=1 Fv 52.834 kN Fh 10.8 kN Mh 14.4 kN*m Mv 85.754 kN*m Palletizer Stand Baseplate Dwg. 3C12859A Resultant, SF=1 Fv 50.041 kN Fh 15.7 kN Mh 11.6 kN*m Mv 79.356 kN*m 1995 S Standard Ave- Concrete Pads10/15/2024 Forces and Moments Diagram 1995 S Standard Ave- Concrete Pads10/15/2024 AA BB 0" TOP OF PLATE 4-3/4" 47-3/4" 45-3/4" 37-3/4" 1 4 5 2 4 3" 4-1/2" 49" 6 3 21 PLATE CENTEREDON TUBE 3 2 4 5 1 4 6 3 1" 3" 44" 44" SECTION A-A 44" 44" 3" 3" 1" TYP SECTION B-B 2 ITEM NO.PART NUMBER DESCRIPTION QTY. 1 3B09669A LOWER PLATE 4 2 3C11072A UPPER PLATE - RISER 2"4 3 3C14113A HOSE BKT MNT PLATE 1 4 3G11384A 9K00053A X 26 8 5 3G11385A 9K00057A X 45.75 4 6 3G11386A 26" MITER CROSS BEAM 60 2 DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: SEE BOM B. BAKEWELL 11/23/2021 INITIAL RELEASE 11/23/2021 B. BAKEWELL 11/23/2021G. SCHREIBER DESIGNED BY: APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:20 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:ROBOT STAND WLDMNT - 38 X 38 X 49 DRAWINGNUMBER:3A17539ADATEBYMINOR REVISION 6543 10 7 NO. 2 GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS GENERAL TOLERANCES EXTERNAL EDGE CHAMFER INTERNAL CORNER RADIUS MAX SURFACE ROUGHNESS FRACTIONAL .XXX .XX ANGLE .03 .015 500 ±1/32 ±2° ±.005 ±.02 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.005 ±.02 ±.02 ±.02 11/23/2021B. BAKEWELL © 2021, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. 500 1995 S Standard Ave- Concrete Pads10/15/2024 1.125 THRU TYP 0 1.250 6.750 10.000 0 1.2 5 0 6.7 5 0 10 . 0 0 0 1.250 FLAT PATTERN DIMENSIONS SHOWN ARE FOR REFERENCE ONLY. SUPPLIER TO CORRECT FLAT PATTERN TO ACHIEVE FORMED DIMENSIONS. DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: PLATE 1.25" HRF | 9A00672A DW 4/11/2007 INITIAL RELEASE 4/11/2007 DW 4/11/2007G. SCHREIBER DESIGNED BY: APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:4 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:LOWER PLATE DRAWINGNUMBER:3B09669ADATEBYMINOR REVISION 6543 10 7 NO. 2 GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS GENERAL TOLERANCES EXTERNAL EDGE CHAMFER INTERNAL CORNER RADIUS MAX SURFACE ROUGHNESS FRACTIONAL .XXX .XX ANGLE .03 .015 500 ±1/32 ±2° ±.015 ±.03 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.005 ±.02 ±.02 ±.02 4/11/2007DW © 2021, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. 500 1995 S Standard Ave- Concrete Pads10/15/2024 © 2018, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. DATE BYMINOR REVISION 6543 10 7 NO. 2 ±.02 ±.02±.02 ±.005 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.03 ±.015 ±2° ±1/32 500 .015 .03 ANGLE .XX .XXX FRACTIONAL MAX SURFACE ROUGHNESSINTERNAL CORNER RADIUS EXTERNAL EDGE CHAMFER GENERAL TOLERANCES GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS 8X .201 THRU ALL 1/4-20 UNC THRU ALL 47.250 47.250 12X 1.125 THRU ALL SCRIBE SOLID LINES ONLYETCH CENTER MARKS X4 1.500 FLAT PATTERN DIMENSIONS SHOWN ARE FOR REFERENCE ONLY. SUPPLIER TO CORRECT FLAT PATTERN TO ACHIEVE FORMED DIMENSIONS. DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: 9C00392A | PLATE 1 1/2 - HR LOW CARBON B. CALVERT 4/29/2020 B. CALVERT INITIAL RELEASE 4/29/2020 B. CALVERT 4/29/2020G. SCHREIBER DESIGNED BY: 4/29/2020 APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:10 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:PED ROBOT STAND BASE PLATE 1.125" ANCHOR HOLES DRAWINGNUMBER:3C12859A 1995 S Standard Ave- Concrete Pads10/15/2024 8X .201 THRU ALL 1/4-20 UNC THRU ALL 4X .422 THRU ALL 1/2-13 UNC THRU ALL 47.250 47.250 ETCH SOLID LINES X4 PIERCE HOLE WITH WATER JETTHEN DRILL AND TAP 1.000 FLAT PATTERN DIMENSIONS SHOWN ARE FOR REFERENCE ONLY. SUPPLIER TO CORRECT FLAT PATTERN TO ACHIEVE FORMED DIMENSIONS. DO NOT SCALETHIRD ANGLE PROJECTION DIVISION: 9C00383A | PLATE 1" - HR LOW CARBON B. GVILLO 11/15/2021 INITIAL RELEASE 4/1/2021 B. GVILLO 4/1/2021G. SCHREIBER DESIGNED BY: APPROVED BY: DRAWN BY: DATE: DATE: DATE: SHEET 1 OF 11:12 MATERIAL: BSCALE: DIVISION:ROBOTICS DESCRIPTION:ROBOT BASE PLATE - 47.25 X 47.25 DRAWINGNUMBER:3C13579ADATEBYMINOR REVISION 6543 10 7 NO. 2 GEOMETRIC TOLERANCES ARE DEFINED PER 4 INCH LENGTHS GENERAL TOLERANCES EXTERNAL EDGE CHAMFER INTERNAL CORNER RADIUS MAX SURFACE ROUGHNESS FRACTIONAL .XXX .XX ANGLE .03 .015 500 ±1/32 ±2° ±.005 ±.02 ALL UNITS IMPERIAL UNLESS OTHERWISE SPECIFIED ±.005 ±.02 ±.02 ±.02 4/1/2021B. CALVERT ADDED PIERCE HOLE NOTE 6/15/2022 J. POLIZZI © 2021, Bastian Solutions,LLC. This drawing is the property of Bastian Solutions, LLC. It is confidential and contains proprietary infromation of Bastian Solutions, LLC. It is provided on the condition that it is not to be disclosed to any third party or reproduced in whole or in part without the prior written consent of Bastian Solutions, LLC. Unauthorized copying of this drawing is a violation of International copyright laws . Acceptance of this drawing consititutes agreement to these terms. 500 1995 S Standard Ave- Concrete Pads10/15/2024 !"#$%% &$%'&$ (() *+,&-.'/%01(+ 2*(+3) 4) *+,&-.'/%0 5) 4) *+ * 5'6'-,#' %0789::9;<=>?@AB>C<DEFG9;>GGHII@>GGH;I?@AJ9I>HE@9>KI>GC@9?<9A;AK<=>GCA?>AKLA@MH;I<N?>AKEFG9;>GGA?>@H<9A;<=H<<9A;GR<=@AFS=RTU@>HIH;I9;9<9H:9<>VGRRH;IRWU<=>;CAV?:><>H;IG9S;<=>C>@<9K9CH<9A;G>C<9A;OYZ[\]^_<A`abc`deAKQF>G<9A;GR<=@AFS=RTUGFEV9<<=><N?>AK?:H;9;I9CH<>I9;9<H:9CG<Afg8POGUA<=>@?:H;<N?>G;A<9;I9CH<>I=>@>9;VHNH:GAE>;>C>GGH@NI>?>;I9;SA;G?>C9K9CCA;I9<9A;GA@A?>@H<9A;GKHOA@SKA@GFEV9<<H:9;KA@VH<9A;H;I:ACH<9A;GOXKNAF;>>IHGG9G<H;C>9;K9::9;SAF<<=9GKA@VA@=HJ>QF>G<9A;G@>KA@@>J9>LU?:>HG>CA;<HC<fg8PH<iRjZkilZmRTnA@J9G9<FGH<R89@>PF<=A@9<NoAHIUX@J9;>UgPpWmTWO !$%' $%q,'rs!0$ '004'0/&$,%$- @FC<9A;AKH;>LEF9:I9;SUH;>LG<A@NUA@9;C@>HG><=>KAA<?@9;<AKH;>t9G<9;SEF9:I9;Sug=H;UA@I@9J>H9G:>GuPII9<9A;U@>:ACH<9A;UA@VAI9K9CH<9A;AKK9@>=NI@H;<GA@K>;C>GDSH<>GugA><AKH;HC<9J>A@?@A?AG>IA9:L>::uvwxyz{|}yx~{€ ~‚ƒ„…†@<N9GHIBHC>;<<AHL9:I:H;IH@>HA@;A;Z9@@9SH<>I;H<9J>J>S><H<9A;u{|}yx~{€ ~‚ƒ„…†ˆ{v‰yzŠ‹wŒw {}wŠ€~{€Ž{ {|Š yxy‘‰wxy‹’ ~‚ƒ“”•~‚ƒ“„†>I9;A@—RTT˜K@AVH™9J9G9A;AKf9:UšHGUH;Iš>A<=>@VH:o>GAF@C>G›™fššoœK9>:IEAF;ISHGG>>?UA@—RTTT˜K@AVH:H;IK9::uzy}š{€yžŠxŸ~{€’ ~‚ƒ ”†:H<9A;DVAI9K9CH<9A;D@>?H9@AKF;I>@S@AF;I?9?9;SUEHCMK:AL?@>J>;<>@GUA@K9@>I>?H@<V>;<CA;>K9@>=NI@H;<DG?@9;M:>@DG<H;I?9?>GNG<>VGu¡€‹yx¢xŠ‰€‹~{€’ ~‚„ ”•~‚„ …†;SDI9;9;SD@>C@>H<9A;DV>><9;SGD<@H9;9;SD@>:9S9AFGKF;C<9A;GA@A<=>@SH<=>@9;SG9;H@AAV£ikKA@<@H9;9;SDHIF:<>IFCH<9A;œA@£jp?>A?:>u¤>H:<=CH@>DAF<?H<9>;<G>@J9C>GKA@£k?>A?:>L=>I9H<>:N>JHCFH<>L9<=AF<HGG9G<H;C>u]IFCH<9A;KA@C=9:I@>;›`¥`¦§¨©¥eªe«d©a¬«d`¬§®¯°©§¦`®`a³«¥¥ªc`a¥b´beµ§¶ª©²¦©a¬·©¥©`²œuPIF:<DC=9:IIHNCH@>uWjZ=AF@CH@>DGF?>@J9G9A<@H9;<u¤A<>:DH?H@<V>;<A@@>G9I>;<9H:KHC9:9<NL9<=l¸F;9<GH;Il¸G<A@9>G›¹º®e«dbe«»aµ«`a©a¦§c§a¦§ae¦©d§¥e§±©ee«¬d`¦§©®cd«½©¦§¦«d¦»§²²©a¬`d§§±§¨ceœugA;S@>SH<>=AFi¸?>A?:>u¤9S=Z@9G>G<@FC<F@>›kk¸K>><<A=9S=>G<ACCF?9>IK:AA@:>J>:œu¾x šw}y }‰x{~{€ ~‚:H<9A;DVAI9K9CH<9A;AK:ACMGI>:HN9;SA@?@>J>;<9;SACCF?H;<GK@AV:>HJ9;SHG?HC>A@@>QF9@9;UA@G9V9:H@HC<9A;<AA?>;HIAA@9;<=>I9@>C<9A;AK>t9<<@HJ>:u¾x šw}y }‰x{•ÁÂxw€Ÿyx•{‹w€¢Š€}šyŠ ‰Â{€ {€‹} ÂyŠŒ‹yÄw yw€|}{y‹ ~‚“””¿~‚“À”•~‚„“”¿~‚„“…•~‚…””¿~‚…“”†:H<9A;DVAI9K9CH<9A;DFG>AKG?@HNEAA<=GÅIFG<CA::>C<9A;ÅI@NC:>H;9;SÅ9;IFG<@9H:AJ>;GDI@<@9H:DCAVV>@C9H:@>K@9S>@H<9A;GNG<>VGÅCAV?@>GG>ISHGG>GÅ<H;MGKA@C@NAS>;9CA@K:HVVÅJH?A@@>CAJ>@NÅGVAM>CA;<@A:ÅEH<<>@NEHCMZF?DC=H@S9;SGNG<>VG›£kTSH:O>:>C<@A:N<>U£L>:I9;SDE@HÆ9;SDGA:I>@9;SUA?>;K:HV><A@C=>GUCF<<9;SDS@9;I9;SÅA@A<=>@G9V9:HÇ‘‰wÂŽy€}~{€ ~‚Èƒ…•~‚È„”¿~‚ÈÀ“†S>DFG>D@>G>H@C= L9<= K:HVVHE:>DCAVEFG<9E:> :9QF9IG A@ A<=>@ C=>V9CH:Gu ÉA<A@>;H;C>D@>?H9@ugHE9;><@NDLAAILA@M9;SDK9;9G=9;SKHC9:9<NuÊšyŽÊ{||ËŒŠŠxÂ{€ Œ‰{xÂ{€ †ˆÁÂy w{Ç‘‰wÂŽy€}~{€|Ž{ y€y y||{x ’ ~‚Èƒ…¿~‚ÈÍ”•~‚“È“¿~‚“„”†S>A@V>@C=H;I9Æ9;SH@>HG9;>tC>GGAKkTTGQOK<OL=>@>9<>VGH@>:ACH<>I=9S=>@<=H;RW˜›mAI9<9>GU?:HG<9CU@FEE>@UKAHVU><COœuÌw¢š¿Âwy‹Á}Šx{¢y~{€ ~‚ÈÈ”†;SF;I>@HÎN?>XCAVV>@C9H:=AAIÅ9;G<H::H<9A;A@VAI9K9CH<9A;AKHK9@>>t<9;SF9G=9;SGNG>@C9H:CAAM9;S=AAIuÌŠŠ‹ËÏ‰ }ÇÐ}w€¢‰w|šw€¢Á |}yŽ•€Š}Ñ‰|}}šyšŠŠ‹Žy š{€w {Â{€’ ~‚ÈÈ…Ó--Ô$ Õ%Ô-$%'#0$ 5$/%$ Õ%Ò%q-!Ò6'&'5 5! 5'&0% 5%Ò'0%%'#' %;M:>@GDP:H@VGYgA;GF:<×F9:I9;SD89@>gAI>GH;IA@I9;H;C>G<AI><>@V9;>G?@9;M:>@DH:H@V@>QF9@>V>;<GÅ9K@>IU?:H;GG=H::E>GFEV9<<>IKA@fg8P@>J9>LO]t9G<9;SEF9:I9;SGF;I>@SA9;S@>VAI>:VFG<E>>JH:FH<>IHC<A@<AI><>@V9;>9KVAI9K9CH<9A;9G;>>I>IÅ9KGAUCA;<@HC<A@G=H::GFEV9<?:H;G?@9A@<AVHM9;SVAI9K9CH<9A;GOHÆH@I^>J>@9<NßA;>YgA;GF:<VH?GHJH9:HE:>H<EF9:I9;SI>?H@<V>;<A@A;fg8PL>EG9<><AI><>@V9;>9KNAF¤^ßO×F9:I9;SG9;H8¤^ßVHNE>GFEB>C<<AG?>C9H:CA;G<@FC<9A;@>QF9@>V>;<GI><H9:>I9;g×gg=H?<>@iPAF9:I9;SI>?H@<V>;<L9::I><>@V9;>G?>C9K9C@>QF9@>V>;<GO %q-Ó,'&.!&q! 5'&%Ò'Ô0-Ó%Ò' %%'-Ó $Ó-& $%Ò%%Ò'"-6'$0%&!' $Õ %!&'1995 S. Standard Ave Santa Ana Add 6 concrete pads to mount palletizers and mechanical arms for distribution at BEHR Paints x x x x x x x x x x Adam Thorpe 714 309-7104 8 8 2024 1995 S Standard Ave- Concrete Pads10/15/2024 !"#$%&'"()*+,-.*"-'/.'"!'/0+ -12*,'3-')/-'/,-.)."-'/4+,-563'',+$',%"37"-'/(.8,,++9:";<IJKLCKM?>DNJKO>KPQ DGKSQ TH?KQUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU VWXH>IQUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU [\BDKSQUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU`eefgh`ichjkefbcb`ilmgnicdbopqrsf`ituvkgcc`fpwgcbwg`qjwkjicdbwbabwmbjxcz{|}~€} ‚~ƒz{„…{†‡ ‘’ˆ‰|z{„…{†…}~ƒ“|ŽŒ{ƒ{”•…ƒ{ŠŒŽ– { …–Ž— ~•–ŽQœ‡>BDRKLC>RKžBD?\>MMŸKG>F>GŸIHD?@ŸK ¡HMKžBO>žKžBDQUUUUAUUUUUUAUUUUUU¢?H¤KD>DFBRE=¥¦JKO>KP¢ ‘’’•– ~ƒ…ª|–…~ Adam Thorpe 8/8/24 adam@thorpeconstruction.com (714) 309-7104 OCFA review not needed. Concrete pads are going into place where concrete slab is existing. New equipment is not impeding any exit route. This permit request is for concrete only. 1995 S Standard Ave- Concrete Pads10/15/2024