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HomeMy WebLinkAbout1801 E Dyer Rd - PlanDESCRIPTION ABV. ABOVE A.C.T. ACOUSTICAL CEILING TILE A.D.A. AMERICANS WITH DISABILITIES ACT ADD'L ADDITIONAL A.F.F. ABOVE FINISH FLOOR A.S.T.M.AMERICAN SOCIETY FOR TESTING AND MATERIALS BD. BOARD BM. BEAM B.O. BOTTOM OF C.J. CONTROL JOINT C.L. CENTERLINE CLG. CEILING CLR. CLEAR C.M.U. CONCRETE MASONRY UNIT C.O. CLEANOUT COL. COLUMN CONC. CONCRETE C.W. COLD WATER DEMO DEMOLISH OR DEMOLITION DIA. DIAMETER DIM. DIMENSION DS. DOWNSPOUT DN. DOWN DWG. DRAWING DESCRIPTION EA. EACH E.I.F.S.EXTERIOR FINISH AND INSULATION SYSTEM E.J. EXPANSION JOINT ELEV. ELEVATION EQ. EQUAL EXT. EXTERIOR F.D.FLOOR DRAIN OR FIRE DAMPER OR FIRE DEPARTMENT F.E. FIRE EXTINGUISHER F.F. FINISH FLOOR FIN. FINISH FIXT. FIXTURE FLR. FLOOR F.O. FINISH OPENING F.R.T. FIRE RETARDANT TREATED FT. FEET GA. GAUGE G.C. GENERAL CONTRACTOR GYP. GYPSUM HB. HOSE BIB HDW. HARDWARE H.M. HOLLOW METAL HT. HEIGHT HTR. HEATER DESCRIPTION H.W. HOT WATER I.B.C. INTERNATIONAL BUILDING CODE I.D. INSIDE DIAMETER IN. INCH INFO INFORMATION INSUL. INSULATION INT. INTERIOR kV KILOVOLT kVA KILOVOLT-AMPS kW KILOWATT kWH KILOWATT-HOUR LL. LANDLORD MAX. MAXIMUM M.D.F. MEDIUM DENSITY FIBERBOARD MIN. MINIMUM M.O. MASONRY OPENING MTL. METAL N/A NOT APPLICABLE NEC. NATIONAL ELECTRICAL CODE NFPA.NATIONAL FIRE PROTECTION ASSOCIATION N.I.C. NOT IN CONTRACT NOM. NOMINAL N.T.S. NOT TO SCALE O.C. ON CENTER DESCRIPTION O.D. OUTSIDE DIAMETER OPP. OPPOSITE PLBG. PLUMBING PLY. PLYWOOD PNL. PANEL PNT. PAINT PR PAIR P.S.I. POUNDS PER SQUARE INCH P.S.F. POUNDS PER SQUARE FOOT PT. POINT P.V.C. POLY VINYL CHLORIDE r. RADIUS R.C.P. REFLECTED CEILING PLAN RD ROUND R.O. ROUGH OPENING REINF. REINFORCED OR REINFORCING REQ'D REQUIRED REV. REVISION RGH. ROUGH R.T.U. ROOF TOP UNIT R.W.L. RAIN WATER LEADER S.F. SQUARE FEET SIM. SIMILAR SPEC. SPECIFIED OR SPECIFICATION S.Q. SQUARE DESCRIPTION S.S. STAINLESS STEEL STC.SOUND TRANSMISSION COEFFICIENT STD. STANDARD STL. STEEL STRUCT. STRUCTURE SUSP. SUSPENDED T&G TONGUE AND GROOVE TA TO ABOVE T.B.D. TO BE DETERMINED TEMP. TEMPORARY T.O. TOP OF TPO. THERMOPLASTIC POLYOLEFIN TYP. TYPICAL U.L. UNDERWRITER'S LABORATORY U.N.O. UNLESS NOTED OTHERWISE U/S UNDERSIDE V.I.F. VERIFY IN FIELD V.C.T. VINYL COMPOSITION TILE W/ WITH W/O WITHOUT WD. WOOD W.H. WATER HEATER W.P. WEATHER PROOF GENERAL PE R M I T S E T 08 / 0 1 / 2 0 2 4 RE V I S I O N 1 12 / 1 2 / 2 0 2 4 RE V I S I O N 1 (R E - I S S U E ) 01 / 1 0 / 2 0 2 5 RE V I S I O N 2 01 / 2 9 / 2 0 2 5 G000 COVER SHEET G002 ACCESSIBILITY NOTES CIVIL C-1 OF 3 COVER SHEET C-2 OF 3 WATER PLAN C-3 OF 3 DETAILS ARCHITECTURAL A000 CPU CANOPY PLANS & ELEVATIONS A001 CPU CANOPY WALL SECTION A002 ADA KEY PLANS A002.1 SITE PLAN A003 ENLARGED DEMOLITION PLANS A004 ENLARGED FLOOR PLANS A005 INTERIOR ELEVATIONS & DETAILS STRUCTURAL S001 GENERAL STRUCTURAL NOTES S002 SSI TABLES S100 CANOPY PLANS S200 SECTIONS & DETAILS PLUMBING P101 PLUMBING PLAN & SCHEDULE FIRE PROTECTION FP100 NEW FIRE SPRINKLER PLAN, NOTES, AND DETAILS TENANT FLOOR & DECOR 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GEORGIA 30339 CONTACT: KEVIN LITTLE EMAIL: KEVIN.LITTLE@FLOORANDDECOR.COM PHONE: (770) 359-8452 ARCHITECT ARCHITECTURAL DESIGN GUILD 2710 SUTTON BOULEVARD ST. LOUIS, MISSOURI 63143 CONTACT: SAM ESTES EMAIL: SESTES@ADG-STL.COM PHONE: (314) 644-1234 MECHANICAL, PLUMBING & ELECTRICAL ENGINEER ARCHITECTURAL DESIGN GUILD 2710 SUTTON BOULEVARD ST. LOUIS, MISSOURI 63143 CONTACT: JACK BRUNS EMAIL: JBRUNS@ADG-STL.COM PHONE: (314) 644-1234 FIRE PROTECTION CODE CONSULTANTS INC. 2043 WOODLAND PARKWAY, SUITE 300 ST. LOUIS, MO 63146 CONTACT: DENNIS KROCKER EMAIL: dennisk@codeconsultants.com PHONE: (314) 991-2633 REMOVED FROM SET FIRST ISSUE / REISSUED WITH REVISIONS REISSUED WITHOUT REVISIONS STORE #1291801 E DYER ROAD SANTA ANA, CA 92705 FLOOR & DECOR 1. THE BUILDING SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL FEDERAL, STATE AND LOCAL CODES, LAWS AND REGULATIONS IN ORDER TO INSURE A FINAL CERTIFICATE OF OCCUPANCY FROM GOVERNING AUTHORITIES. 2. THE GENERAL CONTRACTOR AND ALL SUB-CONCTRACTORS SHALL FIELD VERIFY JOB SITE CONDITIONS PRIOR TO COMMENCEMENT OF ANY WORK AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BEFORE PROCEEDING WITH ANY WORK. 3. BIDDERS, BY BIDDING, CERTIFY THAT THE DRAWINGS AND THE SPECIFICATION BOOK HAVE BEEN REVIEWED AND THAT LABOR AND MATERIALS REQUIRED FOR A COMPLETE AND PROPER INSTALLATION ARE INCLUDED IN THEIR SUBMITTED BIDDING DOCUMENTS. 4. DURING THE COURSE OF CONSTRUCTION, IF THE CONTRACTOR UNCOVERS ANY CODE VIOLATIONS KNOWN TO THE CONTRACTOR OR ANY DISCREPANCY WITH THE DESIGN, THEY SHALL NOTIFY THE ARCHITECT AND FLOOR AND DECOR'S CONSTRUCTION PROJECT MANAGER IMMEDIATELY. 5. ALL MATERIALS INDICATED AS NEW SHALL BE PROVIDED BY CONTRACTOR UNLESS OTHERWISE NOTED. NO SUBSTITUTIONS ALLOWED. 6. CONTRACTOR SHALL ASSEMBLE AND INSTALL MATERIALS/PRODUCTS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND INDUSTRIAL/ASSOCIATION STANDARDS. 7. THE CONTRACTOR IS RESPONSIBLE FOR ALL TRADE PERMITS REQUIRED TO COMPLETE THE WORK. 8. IF THE CONTRACTOR DISCOVERS, AT ANY TIME DURING DEMOLITION, CONSTRUCTION AND/OR REMODELING OPERATIONS, EXISTING CONDITIONS THAT COULD INCLUDE THE PRESENCE OF MOLD AND/OR MILDEW, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER'S REPRESENTATIVE AND THE ARCHITECT. 9. DO NOT SCALE THE DRAWINGS. 10. ALL ITEMS CONTAINED WITHIN THESE DOCUMENTS ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR UNLESS NOTED OTHERWISE. 11. SEE GENERAL CONDITIONS FOR ADDITIONAL APPLICABLE NOTES AND REQUIREMENTS. FLOOR & DECOR INDEX PROJECT DIRECTORY VICINITY MAP GENERAL NOTES SITE PHOTO TYPICAL ABBREVIATIONS REPLACEMENT OF EXISTING LOADING DOCK CANOPY. RESTROOMS ON THE FIRST AND SECOND FLOOR ARE BEING REMODELED PER AHJ ACCESSIBILITY COMMENTS RECEIVED. SCOPE OF WORK STATEMENT LOADING DOCK KEY PLAN BUILDING 2022 CALIFORNIA EXISTING BUILDING CODE MECHANICAL 2022 CALIFORNIA MECHANICAL CODE PLUMBING 2022 CALIFORNIA PLUMBING CODE ELECTRICAL 2022 CALIFORNIA ELECTRICAL CODE ENERGY 2022 CALIFORNIA ENERGY CODE FIRE 2022 CALIFORNIA FIRE CODE ACCESSIBILITY 2022 CBC - CHAPTER 11B (ICC/ANSI A 117.1-2009) GREEN 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE CONSTRUCTION TYPE IIIB OCCUPANCY M - MERCHANTILE FULLY SPRINKLERED YES (EXISTING) GROSS BUILDING AREA 55,667 SQ. FT. (EXISTING) CANOPY AREA 586 SQ. FT. CODE ANALYSIS APPLICABLE CODES FUNCTION OF SPACE GROSS FLOOR AREA STOCK 3,755 SQ. FT. (EXISTING) SALES 48,862 SQ. FT. (EXISTING) BUSINESS 1,400 SQ. FT. (EXISTING) *GROSS FLOOR AREA IS MEASURED FROM THE INSIDE FACE OF EXTERIOR WALLS PER SECTION 202 AREA OF NORTH WALL (COL. LINE A) 316'-5" x 22'-2"= 8011sf WALL OPENING CALCULATION AREA OF OPENINGS IN (COL. LINE A) (4) @25sf, (1) @ 100 sf = 200sf TOTAL PERCENTAGE OF OPENINGS = 2.5% PERCENTAGE OF ALLOWABLE OPENING AREA = 10 TO LESS THAN 15 FEET SEPARATION/PROTECTED 45% > 2.5% MAXIMUM AREA OF EXTERIOR WALL OPENINGS 1. THE SPACE IS PROTECTED WITH AN AUTOMATIC FIRE PROTECTION SYSTEM CONFORMING TO NFPA 13. 2. THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND HYDRAULIC CALCULATIONS FOR REVIEW AND APPROVAL TO THE AUTHORITY HAVING JURISDICTION PRIOR TO ALTERING THE SYSTEM. G.C. TO SUBMIT SPRINKLER DRAWINGS TO THE FIRE SPRINKLER ENGINEER FOR REVIEW & APPROVAL PRIOR TO SUBMITTAL TO AHJ. 1. FIRE SPRINKLER SYSTEMS: FIRE PROTECTION CONTRACTOR IS TO PROVIDE ENGINEERED DOCUMENTS FOR THE DESIGN OF THE FIRE PROTECTION SYSTEM MODIFICATIONS PER STATE AND LOCAL CODES. CONTRACTOR WILL BE RESPONSIBLE FOR OBTAINING ANY APPLICABLE PERMITS. 2. FIRE ALARM SYSTEMS: FIRE ALARM CONTRACTOR IS TO PROVIDE ENGINEERED DOCUMENTS FOR THE DESIGN OF THE FIRE ALARM SYSTEM MODIFICATIONS PER STATE AND LOCAL CODES. CONTRACTOR WILL BE RESPONSIBLE FOR OBTAINING ANY APPLICABLE PERMITS. FIRE PROTECTION NOTES DEFERRED PERMIT SUBMITTALS 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERING DRAWINGS ARE IN CONFIDENCE AND DISSEMINATION MAY NOT BE MADE WITHOUT PRIOR WRITTEN CONSENT OF THE ARCHITECT. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 1 REVISION 1 12/12/2024 1 REVISION 1 (RE-ISSUE)01/10/2025 2 REVISION 2 01/29/2025 COVER SHEET G000 GJS/RAB AJB 2 Bldg #101120910 APPROVALS: PLNG - F. Arias BLDG - T. Le PUBLIC WORKS - Y. Soto 1801 E Dyer Rd 3/11/2025 TYPICAL ABBREVIATIONS DESCRIPTION ABV.ABOVE A.C.T.ACOUSTICAL CEILING TILE A.D.A.AMERICANS WITH DISABILITIES ACT ADD'L ADDITIONAL A.F.F.ABOVE FINISH FLOOR A.S.T.M.AMERICAN SOCIETY FOR TESTING AND MATERIALS BD.BOARD BM.BEAM B.O.BOTTOM OF C.J.CONTROL JOINT C.L.CENTERLINE CLG.CEILING CLR.CLEAR C.M.U.CONCRETE MASONRY UNIT C.O.CLEANOUT COL.COLUMN CONC.CONCRETE C.W.COLD WATER DEMO DEMOLISH OR DEMOLITION DIA.DIAMETER DIM.DIMENSION DS.DOWNSPOUT DN.DOWN DWG.DRAWING EA.EACH E.A.EXHAUST AIR E.I.F.S.EXTERIOR FINISH AND INSULATION SYSTEM E.J.EXPANSION JOINT ELEV.ELEVATION EQ.EQUAL EXT.EXTERIOR F.D.FLOOR DRAIN OR FIRE DAMPER OR FIRE DEPARTMENT F.E.FIRE EXTINGUISHER F.F.FINISH FLOOR FIN.FINISH FIXT.FIXTURE FLR.FLOOR F.O.FINISH OPENING F.R.T.FIRE RETARDANT TREATED FT.FEET GA.GAUGE G.C.GENERAL CONTRACTOR GYP.GYPSUM HB.HOSE BIB HDW.HARDWARE H.M.HOLLOW METAL HT.HEIGHT HTR.HEATER H.V.A.C.HEATING, VENTILATION AND AIR CONDITIONING H.W.HOT WATER I.B.C.INTERNATIONAL BUILDING CODE I.D.INSIDE DIAMETER I.E.C.C.INTERNATIONAL ENERGY CONSERVATION CODE I.F.C.INTERNATIONAL FIRE CODE I.M.C.INTERNATIONAL MECHANICAL CODE IN.INCH INFO INFORMATION INSUL.INSULATION INT.INTERIOR I.P.C.INTERNATIONAL PLUMBING CODE kV KILOVOLT DESCRIPTION kVA KILOVOLT-AMPS kW KILOWATT kWH KILOWATT-HOUR LL.LANDLORD MAX.MAXIMUM M.D.F.MEDIUM DENSITY FIBERBOARD MIN.MINIMUM M.O.MASONRY OPENING MTL.METAL N/A NOT APPLICABLE NEC.NATIONAL ELECTRICAL CODE NFPA.NATIONAL FIRE PROTECTION ASSOCIATION N.I.C.NOT IN CONTRACT NOM.NOMINAL N.T.S.NOT TO SCALE O.C.ON CENTER O.D.OUTSIDE DIAMETER OPP.OPPOSITE PLBG.PLUMBING PLY.PLYWOOD PNL.PANEL PNT.PAINT PR PAIR P.S.I.POUNDS PER SQUARE INCH P.S.F.POUNDS PER SQUARE FOOT PT.POINT P.V.C.POLY VINYL CHLORIDE r.RADIUS R.A.RETURN AIR R.C.P.REFLECTED CEILING PLAN RD ROUND R.O.ROUGH OPENING REINF.REINFORCED OR REINFORCING REQ'D REQUIRED REV.REVISION RGH.ROUGH R.T.U.ROOF TOP UNIT R.W.L.RAIN WATER LEADER S.A.SUPPLY AIR S.F.SQUARE FEET SIM.SIMILAR SPEC.SPECIFIED OR SPECIFICATION S.Q.SQUARE S.S.STAINLESS STEEL STC.SOUND TRANSMISSION COEFFICIENT STD.STANDARD STL.STEEL STRUCT.STRUCTURE SUSP.SUSPENDED T&G TONGUE AND GROOVE TA TO ABOVE T.B.D.TO BE DETERMINED TEMP.TEMPORARY T.O.TOP OF TPO.THERMOPLASTIC POLYOLEFIN TYP.TYPICAL U.L.UNDERWRITER'S LABORATORY U.N.O.UNLESS NOTED OTHERWISE U/S UNDERSIDE V.I.F.VERIFY IN FIELD V.C.T.VINYL COMPOSITION TILE W/WITH W/O WITHOUT WD.WOOD W.H.WATER HEATER W.P.WEATHER PROOF ACCESSIBILITY GUIDELINES 1.AN UNOBSTRUCTED TURNING SPACE OF 60" IN DIAMETER SHALL BE PROVIDED WITHIN AN ACCESSIBLE TOILET ROOM. 2.A DOOR, IF PROVIDED, SHALL NOT ENCROACH INTO THE REQUIRED CLEAR FLOOR SPACE IN FRONT OF THE WATER CLOSET. 3.THE DIAMETER OR WIDTH OF THE GRIPPING SURFACES OF THE GRAB BARS SHALL BE 1-1/4" TO 1-1/2" AND THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 1-1/2". 4.CONTROLS AND SWITCHES ON WALLS ARE TO BE PLACED A MAXIMUM OF 48" ABOVE THE FINISH FLOOR. ELECTRICAL RECEPTACLES ON WALLS SHALL BE PLACED NO LESS THAN 15" ABOVE THE FINISH FLOOR. DIMENSIONS ARE TO THE HIGHEST OPERABLE PART OF CONTROLS AND THE LOWEST OPERABLE PART OF CONTROLS AND THE LOWEST OPERABLE PART OF RECEPTACLES. 5.ALL CLEARANCES, MOUNTING HEIGHTS, PATHS OF TRAVEL ETC. SHALL BE PER CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE. 6.IN BREAK ROOM, SINK SHALL BE MOUNTED WITH THE HIGHER OF THE RIM OR COUNTER SURFACE 34" MAX. ABOVE FINISH FLOOR AND WITH AN 18" MIN. TO THE CENTER FROM ANY ADJACENT WALL. PROVIDE A 30" X 48" CLEAR FLOOR SPACE PER CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE AND KNEE AND TOE SPACE PER CHAPTER 11B-306 ALLOWING FORWARD APPROACH. BREAK ROOM FAUCET CONTROLS SHALL BE OPERABLE WITH ONE HAND AND NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST PER CHAPTER 11B-309 . OPERABLE FORCE SHALL NOT EXCEED 5 POUNDS. WATER SUPPLY AND DRAIN PIPES SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER SINKS PER PER CHAPTER 11B-606.5 . ACCESSIBLE ROUTE OF TRAVEL 1.WHEN A BUILDING OR PORTION OF A BUILDING IS REQUIRED TO BE ACCESSIBLE OR ADAPTABLE, AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE PROVIDED TO ALL PORTIONS OF THE BUILDING, TO ACCESSIBLE BUILDING ENTRANCES, AND BETWEEN THE BUILDING AND THE PUBLIC WAY. 2.EXCEPT WITHIN AN INDIVIDUAL DWELLING UNIT, AN ACCESSIBLE ROUTE OF TRAVEL SHALL NOT PASS THROUGH KITCHENS, STORAGE ROOMS, RESTROOMS, CLOSETS OR OTHER SPACES USED FOR SIMILAR PURPOSES. 3.AT LEAST ONE ACCESSIBLE ROUTE WITHIN THE BOUNDARY OF THE SITE SHALL BE PROVIDED FROM PUBLIC TRANSPORTATION STOPS, ACCESSIBLE PARKING AND ACCESSIBLE PASSENGER LOADING ZONES, AND PUBLIC STREETS OR SIDEWALKS, TO THE ACCESSIBLE BUILDING ENTRANCES THEY SERVE. 4.AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS, FACILITIES, ELEMENTS, AND SPACES THAT ARE ON THE SAME SITE. 1.COMMERCIAL FACILITIES SHALL BE DESIGNED AND CONSTRUCTED TO MEET THE MINIMUM REQUIREMENTS OF THE FOLLOWING : CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 2.ALL ENTRANCES AND ALL EXTERIOR GROUND-LEVEL EXITS SHALL BE ACCESSIBLE IN COMPLIANCE WITH CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 3.ALL BUILDING ENTRANCES SHALL BE IDENTIFIED BY A STANDARD SIGN WITH THE INTERNATIONAL SYMBOL OF ACCESSIBILITY WITH ADDITIONAL DIRECTIONAL SIGNS, AS REQUIRED. THE SYMBOL SHALL BE A WHITE FIGURE ON BLUE BACKGROUND. BRAILLE, RAISED CHARACTERS, AND PICTORIAL SYMBOL SIGNS SHALL BE USED WHEREVER SPECIFICALLY REQUIRED, AND SHALL CONFORM TO THE STANDARDS SET FORTH IN THE CODE. CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 4.IN BUILDINGS AND FACILITIES, FLOORS OF A GIVEN STORY SHALL BE A COMMON LEVEL THROUGHOUT, OR SHALL BE CONNECTED BY PEDESTRIAN RAMPS, PASSENGER ELEVATORS, OR SPECIAL ACCESS LIFTS IN COMPLIANCE WITH CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 5.SPECIFIC WORK STATIONS NEED ONLY COMPLY WITH AISLE WIDTH (SECTION 11B-403.5 ) AND FLOORS AND LEVELS (SECTION 11B-303 ), AND ENTRY WAYS SHALL BE 32" IN CLEAR WIDTH. 6.AISLES SHALL NOT BE LESS THAN 36" WIDE IF SERVING ONLY ONE SIDE, AND NOT LESS THAN 42" WIDE IF SERVING BOTH SIDES. SUCH MINIMUM WIDTH SHALL BE MEASURE AT THE POINT FARTHEST FROM AN EXIT, CROSS AISLE, OR FOYER AND SHALL BE INCREASED BY 1-1/2" FOR EACH 5'-0" IN LENGTH TOWARDS THE EXIT, CROSS AISLE, OR FOYER. 7.WHERE FIXED OR BUILT-IN SEATING, TABLES OR COUNTERS ARE PROVIDED FOR THE PUBLIC, AND IN GENERAL EMPLOYEE AREAS, 5 PERCENT (%) BUT NEVER LESS THAN ONE, MUST BE ACCESSIBLE AS PROVIDED IN SECTION 11B-226. 8.STORAGE AND CLOSET AREAS SHALL HAVE COMPLYING DOORWAYS, PROVIDING ACCESS TO ALL SUCH AREAS SHALL NOT BE LESS THAN 32" IN CLEAR WIDTH. STORAGE AREAS SHALL BE MADE ACCESSIBLE IN THE NUMBER AND DIMENSIONS PROVIDED IN SECTION 11B-805.7 . 9.THE TOPS OF TABLES AND COUNTERS SHALL BE 28" TO 34" FROM THE FLOOR. WHERE A SINGLE COUNTER CONTAINS MORE THAN ONE TRANSACTION STATION, SUCH AS A BANK TELLER, AT LEAST 5 PERCENT (%), BUT NEVER LESS THAN ONE, OF EACH TYPE OF EACH STATION SHALL BE LOCATED AT SECTIONS OF COUNTER THAT IS AT LEAST 36" LONG AND NO MORE THAN 28" TO 34" HIGH. SECTION 11B-902 . 10.DRINKING FOUNTAINS SHALL BE MADE ACCESSIBLE TO INDIVIDUALS WHO USE WHEELCHAIRS IN ACCORDANCE WITH THE SECTION 11B-602 AND ONE ACCESSIBLE TO THOSE WHO HAVE DIFFICULTY BENDING OR STOOPING. 11.ALL POINT-OF-SALE MACHINES USED BY CUSTOMERS FOR THE PRIMARY PURPOSE OF EXECUTING TRANSACTIONS BETWEEN THE BUSINESS ENTITY AND THE CUSTOMER, SHALL COMPLY WITH SECTION 11B-220 . GENERAL ACCESSIBILITY NOTES1 1/2" MIN. AND MAX. GRAB BAR NOTES: 1.BENDING STRESS IN GRAB BAR OR SEAT INDUCED BY THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. 2.SHEAR STRESS INDUCED IN A GRAB BAR OR SEAT BY THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE SHEAR STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. IF THE CONNECTION BETWEEN THE GRAB BAR OR SEAT AND ITS MOUNTING BRACKET OR OTHER SUPPORT IS CONSIDERED TO BE FULLY RESTRAINED, THEN DIRECT AND TORSIONAL SHEAR STRESSES SHALL BE TOTALED FOR THE COMBINED SHEAR STRESS, WHICH SHALL NOT EXCEED THE ALLOWABLE SHEAR STRESS. 3.SHEAR FORCE INDUCED IN A FASTENER OR MOUNTING DEVICE FROM THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE LATERAL LOAD OF EITHER THE FASTENER OR MOUNTING DEVICE OR THE SUPPORTING STRUCTURE, WHATEVER IS THE SMALLER ALLOWABLE LOAD. 4.TENSILE FORCE INDUCED IN A FASTENER BY A DIRECT TENSION FORCE OF 250 LBF PLUS THE MAXIMUM MOMENT FROM THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE WITHDRAWAL LOAD BETWEEN THE FASTENER AND THE SUPPORTING STRUCTURE. 24 TYP. GRAB BAR DETAIL & NOTES SCALE: 3" = 1'-0" 5 PEDESTRIAN PROTECTION SCALE: 3/4" = 1'-0" 6" MA X 33 " FINISH FLOOR FINISH FACE OF WALL SIDEFRONT 18" MIN. 32" MIN. CLEAR 18 " MI N . PLAN FINISH FACE OF WALL 2 TURNING SPACE SCALE: 1/4" = 1'-0" 60" 60" 36 " 60 " 36"24 " 12"12" CIRCULAR T-SHAPED 3 CLEAR FLOOR SPACE SCALE: 1/4" = 1'-0" FORWARD PARALLEL 30" 48 " 30 " 48" 4 KNEE AND TOE CLEARANCE SCALE: 1/4" = 1'-0" TOE CLEARANCE KNEE CLEARANCE ELEVATION PLAN PLANELEVATION 9" MI N . 6" MIN. 9" MI N . 8" MIN. 27 " MI N . 11" MIN. 30 " MI N . 17"-25" 30 " MI N . 25" MAX. 7 PROTRUDING OBJECTS SCALE: 1/4" = 1'-0" X ≥ 8 0 " > 2 7 " 4" MAX. 15 " MI N . 48 " MA X . 48 " MA X . 20" MAX. 44 " MA X . >20"-25" 15 " MI N . 48 " MA X . 46 " MA X . >10"-24" 34 " MA X . 48 " MA X . 34 " MA X . 10" MAX. 6 REACH RANGES SCALE: 1/4" = 1'-0" FORWARD REACH SIDE REACH UNOBSTRUCTED OBSTRUCTED OBSTRUCTED OBSTRUCTEDOBSTRUCTEDUNOBSTRUCTED 10" MAX. 15 CLEARANCES - MANUAL SWING DOORS SCALE: 1/4" = 1'-0" FRONT APPROACHPULL SIDE FRONT APPROACHPUSH SIDE HINGE APPROACHPULL SIDELATCH APPROACHPULL SIDE HINGE APPROACHPUSH SIDELATCH APPROACHPUSH SIDE HINGE APPROACHPULL SIDE 18" MIN. 48 " MI N . 12" MIN.* 42 " MI N . 22" MIN. HINGE APPROACHPUSH SIDE 48 " MI N . 22" MIN.12" MIN.42 " MI N . 24" MIN. 42" MIN. 36" MIN. 24" MIN. * IF BOTH CLOSER AND LATCH ARE PROVIDED * 48" MIN. IF CLOSER IS PROVIDED * 54" MIN. IF CLOSER IS PROVIDED IF BOTH CLOSER AND LATCH ARE PROVIDED 54 " MI N . 60 " MI N . 60 " MI N . 48 " MI N . * 9 CLEARANCES - SLIDING & FOLDING DOORS SCALE: 1/4" = 1'-0" FRONT APPROACHPOCKET ORHINGE APPROACH STOP ORLATCH APPROACH 8 CLEARANCES - W/O DOORS SCALE: 1/4" = 1'-0" FRONT APPROACH SIDE APPROACH 20 CLEARANCES - RECESSED DOORS SCALE: 1/4" = 1'-0" PULL SIDE PUSH SIDE W/CLOSER & LATCH 18" MIN. X > 8 " 12" MIN.* 60 " MI N . 48 " MI N . X > 8 " PUSH SIDE 48 " MI N . X > 8 " 21 CLEAR WIDTH OF DOORWAYS SCALE: 1/4" = 1'-0" HINGED DOOR SLIDING DOOR FOLDING DOOR DOORWAYS W/O DOORS 32" MIN. 90°32" MIN. 36" MIN. 32" MIN. > 2 4 " 22" MIN. 48 " MI N . 42 " MI N . 24" MIN. 42 " MI N . \A1;MIN. 26 DRINKING FOUNTAINS SCALE: 1/4" = 1'-0" SECTION 36 " MA X . WH E E L C H A I R AC C E S S I B L E 38 " - 4 3 " ST A N D I N G PE R S O N 15" MIN. 5" MAX. 15 " MI N . 5" MA X . PLAN 12 TOILET LOCATION SCALE: 1/4" = 1'-0" 17"-18"17"-18" AMBULATORY ACCESSIBLE TOILETSACCESSIBLE TOILETS 11 TOILET SEAT HEIGHT SCALE: 1/4" = 1'-0" 17 " - 1 9 " 13 TOILET GRAB BARS SCALE: 1/4" = 1'-0" 33 " - 3 6 " 39 " - 4 1 " 18 " MI N . 39"-41" 12" MAX. 42" MIN. 54" MIN. 12" MAX. 24" MIN. 36" MIN. 33 " - 3 6 " SIDE WALL REAR WALL 14 TOILET COMPARTMENT SCALE: 1/4" = 1'-0" 56 " MI N . 60" MIN. 6" MIN. 6" MI N . TOE CLEARANCE 25 URINALS SCALE: 1/4" = 1'-0" 17 " MA X . 13 1/2" MIN. 18 LAVATORIES SCALE: 1/4" = 1'-0" 34 " M A X 2 7 " M I N . 9" MI N 11" MIN. 9" MIN. 8" MIN. WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES OR SINKS. SECTIONPLAN 30" 48 " SECTIONPLAN CLEAR FLOOR SPACE 30" MIN. 48 " MI N . CLEAR FLOOR SPACE 17 " MI N 19 " MA X . 16 ACCESSORY MOUNTING HEIGHTS SCALE: 1/4" = 1'-0" HANDDRYER TOWELDISPENSER BABYCHANGINGSTATION HAND SANITIZER/SOAP DISPENSER MIRROR SANITARYWASTERECEPTACLE TOILET SEATCOVERDISPENSER 28 3 / 4 " 44 " M A X . HA N D L E A R E A HANDLES ARE LOCATED ON BOTH SIDE OF THE UNIT 44 " 38 1 / 2 " 48 " M A X . OP E R A B L E PA R T S 40 " 48 " 8" 40 " M A X . BO T T O M O F RE F L E C T I V E SU R F A C E 15 " M I N . OP E R A B L E PA R T S OTHER FIXTURES NOT ALLOWED WITHIN THIS AREA 18 " 48 " 48 " 6' - 8 " 8" TYPICAL LOCATION FOR LIGHT SWITCHES, DIMMERS, EGRESS BUTTONS, THERMOSTATS, ETC. AND POWER AND TELEPHONE OUTLETS AT WALL OR COLUMN 44 " 6' - 8 " 6" 42 " 6' - 8 " B TYPICAL LOCATION FOR OUTLETS, SWITCHES AND THERMOSTATS, ETC. AT CREDENZA OR COUNTERTOP TYPICAL LOCATION FOR ONE OR TWO MOUNTED FIRE ALARM DEVICES / VISUAL ALARM FEC ℄ STROBE (AS APPLICABLE) THERMOSTAT OR INTERCOM LIGHT SWITCHES DIMMERS, POWER AND TELEPHONE RECEPTACLE, ETC. CREDENZA OR COUNTER - REFER TO ELEV./DETAILS FINISH FLOOR FIRE ALARM (SPEAKER/ STROBE OR STROBE ONLY) FIRE EXTINGUISHER FINISH FLOOR DOOR FRAME EDGE STROBE (AS APPLICABLE) THERMOSTAT, INTERCOM OR SECOND ROW OF RECEPTACLES CENTER TO CLUSTER (WHEN USING DIMMERS, LOCATE THERMOSTAT AT OPPOSITE SIDE OF DOOR) LIGHT SWITCH, DIMMERS, EGRESS BUTTON, INTERCOM BUTTON, CARD READER, ETC. DOOR LEVER, PULL FINISH FLOOR POWER AND TELEPHONE RECEPTACLE AND CLUSTER VERTICALLY MOUNTED ℄ ℄℄ 44 " \A 1 ; 4 4 " 48" AFF MIN. 60" AFF MAX. CENTERED ON RAISED CHARACTERS 18" MIN. 22 TACTILE SIGN LOCATIONS SCALE: 1/4" = 1'-0" 18 " MI N . TACTILE SIGN NOTES: 1.WHERE A SIGN CONTAINING RAISED CHARACTERS AND BRAILLE IS PROVIDED AT A DOOR, THE SIGN SHALL BE ALONGSIDE THE DOOR AT THE LATCH SIDE. 2.BRAILLE SHALL BE MOUNTED 48 INCHES MINIMUM AND 60 INCHES MAXIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE BRAILLE CELLS AS PER SECTION 703.4.5. 3.SIGNS SHALL BE IN CONTRASTING COLOR AND NON-GLARE. THIS DRAWING IS A REPRESENTATIVE SUMMARY OF THE REQUIREMENTS OF THE ADA STANDARDS THAT MAY BE APPLICABLE TO THE PROJECT. WHERE SPECIFIC DIMENSIONAL INFORMATION AND CLEARANCES ARE NOT NOTED ON THE DRAWINGS, CONSTRUCT TO THE CLEARANCES AND TOLERANCES SHOWN ON THIS SHEET. WHERE DRAWINGS SPECIFICALLY INDICATE DIFFERENT OR CONFLICTING INFORMATION TO THE STANDARDS DEPICTED ON THIS SHEET, CONSTRUCT USING THE MORE STRINGENT REQUIREMENT OR CONTACT THE ARCHITECT FOR RESOLUTION WOMEN WOMEN MEN MEN 9"9" 56 " M I N . 60 ' M A X . 56 " M I N . 60 " M A X . 5' - 0 " M A X . BA S E L I N E T A C T I L E A R E A 12" 12"6" MI N 1'-6" CLEAR FLOOR SPACE ℄ G.C. TO PROVIDE RESTROOM SIGN WITH RAISED AND BRAILLE CHARACTERS AND PICTOGRAM SYMBOL AT CORRIDOR SIDE OF TOILET ROOM DOOR AS PER STATE AND LOCAL ACCESSIBILITY CODE. ℄ 1'-6" CLEAR FLOOR SPACE 5' - 0 " M A X . BA S E L I N E T A C T I L E A R E A 6" MI N ℄ ℄ ℄ 10 TYPICAL MOUNTING HEIGHTS SCALE: 1/4" = 1'-0" ℄ ℄ ℄ ℄ ℄ A 4" MIN. C 48 " M A X . OP E R A B L E PA R T S 15 " M I N . OP E R A B L E PA R T S TACTILE CHARACTER HEIGHTABOVE FLOORCLEAR FLOOR SPACE FORTACTILE SIGNS AT DOORS ℄ INTERNATIONAL SYMBOL OFACCESSIBILITY 17 TOILET PAPER DISPENSERS SCALE: 1/4" = 1'-0" PROTRUDING DISPENSERBELOW GRAB BAR 18 " MI N . 1 1 / 2 " MI N . 42" MAX. 24" MIN. \A1;MIN. PROTRUDING DISPENSERABOVE GRAB BAR 24" MIN. 36" MAX. 12 " MI N . 48 " MA X . \A1;MAX. RECESSED DISPENSER 18 " MI N . 48 " MA X . 42" MAX. 24" MIN. 36" MAX. 7"-9"7"-9" 24" MIN. ℄℄ 1.6" - 2.4" 1. 6 " - 2 . 4 " 0.65" MIN. 50% - 65% BASE DIAMETER 0. 2 "0.9" - 1.4" GENERAL NOTES: 1.DETECTABLE WARNING SURFACES SHALL HAVE TRUNCATED DOMES COMPLYING WITH SECTION705.5. 2.DETECTABLE WARNING SURFACES SHALL CONTRAST VISUALLY WITH ADJACENT SURFACES, EITHER LIGHT-ON-DARK OR DARK-ON-LIGHT. 3.TRUNCATED DOMES SHALL HAVE A BASE DIAMETER OF 0.9 INCH MINIMUM AND 1.4 INCH MAXIMUM, AND A TOP DIAMETER OF 50% MINIMUM AND 65% MAXIMUM OF THE BASE DIAMETER. 4.TRUNCATED DOMES SHALL HAVE A HEIGHT OF 0.2 INCH. 5.TRUNCATED DOMES TO BE BOLT-DOWN. 19 TRUNCATED DOMES DETAIL SCALE: 6" = 1'-0" HEIGHT OF RAISEDCHARACTERS POSITION OF BRAILLE 3/ 8 " MI N . 3/ 8 " MI N . 5/ 8 " - 2 " GENERAL NOTES: 1.RAISED CHARACTERS SHALL BE 1/32" MINIMUM ABOVE THEIR BACKGROUND, SANS SERIF STYLE AND UPPERCASE. 2.RAISED CHARACTERS SHALL BE 48 INCHES MINIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE LOWEST RAISED CHARACTER AND 60 INCHES MAXIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE HIGHEST RAISED CHARACTER. 3.BRAILLE SHALL BE CONTRACTED (GRADE 2) AND SHALL COMPLY WITH 703.3 AND 703.4. 4.BRAILLE SHALL BE POSITIONED BELOW THE CORRESPONDING TEXT. IF TEXT IS MULTI-LINED, BRAILLE SHALL BE PLACED BELOW THE ENTIRE TEXT. (703.4.4) 5.BRAILLE SHALL BE 48 INCHES MINIMUM AND 60 INCHES MAXIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE BRAILLE CELLS. 6.CHARACTERS OR BRAILLE SHALL NOT BE LOCATED IN THE PICTOGRAM FIELD. 23 TACTILE SIGN DETAILS SCALE: 6" = 1'-0" 1 CHANGES IN LEVEL SCALE: 1'-0" = 1'-0" 1/ 4 " (M A X . ) (A) VERTICAL (B) BEVELED 1/ 2 " (M A X . ) 1/ 4 " (M A X . ) 1/ 4 " (M A X . ) 1 2 1/ 4 " (M A X . ) 1 2 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 1 REVISION 1 12/12/2024 1 REVISION 1 (RE-ISSUE)01/10/2025 ACCESSIBILITY NOTES G002 KLS AJB 1 1 1 1 1 1801 E Dyer Rd 3/11/2025 MARK MATERIAL MANUFACTURER PRODUCT NUMBER COLOR FINISH NOTES P-1 PAINT SHERWIN WILLIAMS FIRETEX FX 6010 ULTRA FAST DRYING INTUMESCENT B59WW6010 WHITE SATIN 2-HOUR FIRE RATED PAINT P-2 PAINT SHERWIN WILLIAMS LOXON SELF-CLEANING ACRYLIC COATING-SATIN LX14-50 SW 7048 URBANE BRONZE SATIN P-3 PAINT SHERWIN WILLIAMS LOXON SELF-CLEANING ACRYLIC COATING-SATIN LX14-50 SW 6868 REAL RED SATIN EQUIVALENT POWDER COAT COLOR "RAL 3020" FINISH SCHEDULE MARK FIXTURE LAMP VOLT WATT MOUNTING DESCRIPTION FOOT NOTESMAKEMODELMODELQUAN A LITHONIA DMW2-L24-4000LM-PCL-WD-MVOLT-GZ1-40K-80CRI-QMB LED (INCLUDED)1 277 /120 40 CANOPY SURFACE LED ROUGH SERVICE FIXTURE, 4855 LUMENS, MOUNTED TO UNDERSIDE OF CANOPY DECK VIA QUICK-MOUNT BRACKETS PROVIDED LIGHT FIXTURE SCHEDULE MARK DESCRIPTION MANUFACTURER: MODEL NUMBER DSN-1 DOWNSPOUT NOZZLE DOWNSPOUT NOZZLE, 12"ALL ALUMINUM BODY, DOWNSPOUT GASKET FOR CAST IRON OR PVC INLET WITH POWDER COATED FACE OF WALL FLANGE, OUTLET NOZZLE, AND PERFORATED HINGED FLAPPER. COLOR: MEDIUM BRONZE ZURN: ZF199 RD-1 ROOF DRAIN PRIMARY PRIMARY STORM SYSTEM, STRAINER, COATED CAST IRON BODY, BOTTOM OUTLET, OUTLET CONNECTION METHOD SHALL BE COMPATIBLE WITH PIPING MATERIALS AND IN ACCORDANCE WITH THE SPECIFICATIONS, CAST IRON STRAINER, GENERAL PURPOSE ROOF DRAIN J.R. SMITH: 1850-CID PLUMBING FIXTURE SCHEDULE 1.ALL SURFACES TO BE PREPPED AND PRIMED PER MANUFACTURER'S RECOMMENDATIONS 2.ALL EXTERIOR PAINT TO BE A 3 COAT SYSTEM (1) PRIMER AND (2) COATS FINAL. 3.ALL EXPOSED STRUCTURE, BEAMS, AND DECKING THAT WILL REMAIN EXPOSED ARE TO BE PAINTED P-1 U.N.O. ALL ELECTRICAL, AND PLUMBING PIPING, CONDUITS, AND HANGING SYSTEMS FOR THESE ITEMS, ARE TO BE PAINTED P-1. 4.ALL PAINTED CONCRETE TO BE PRIMED WITH BLOCK FILLER PRIOR TO FINISH COATS. 1 CPU CANOPY PLAN SCALE: 1/4" = 1'-0" 5 CPU ELEVATION SCALE: 1/4" = 1'-0" 1 A001 15'-0" A.F.F. B.O. CANOPY 0'-0" FINISHED FLOOR 3'-4" A.F.F. T.O. CONC. BASE 4'-0" STEEL COLUMN - SEE STRUCTURAL, PAINT P-1, TYP. EXISTING O.H. DOOR CONCRETE BASE, TYP. - SEE 6/A000, PAINT P-2 STEEL COLUMN - SEE STRUCTURAL 4" Ø PREFINISHED .040” ALUMINUM DOWNSPOUT, HOLD TIGHT TO COLUMN FACE - COLOR TO MATCH P-1 EXISTING TRUCK WELL (BEYOND) EXISTING GUARDRAIL 4'-0" 4'-0" B.F.F. EXISTING TRUCK WELL 2'-0" 26'-8" 15'-0" A.F.F. B.O. CANOPY 0'-0" FINISHED FLOOR 3'-4" A.F.F. T.O. CONC. BASE EXISTING DOOR STEEL COLUMN - SEE STRUCTURAL, PAINT P-1 CONCRETE BASE - SEE 6/A000, PAINT P-2 22 ' - 0 " 26'-8" 5 A000 4' - 0 " 14 ' - 0 " 4' - 0 " 2'-0"24'-8" 15 A B 15 A B 15 AB STEEL COLUMN , PAINT P-1 - SEE STRUCTURAL STEEL COLUMN , PAINT P-1 - SEE STRUCTURAL 2 CPU CANOPY REFLECTED CEILING PLAN SCALE: 1/4" = 1'-0" 4 CPU ELEVATION SCALE: 1/4" = 1'-0" CANOPY OUTLINE OVERHEAD ℄ ℄ ℄ ℄ 8' - 0 " 8' - 0 " EQ . EQ . 8'-0"8'-0" 26'-2" STEEL BEAM, PAINT P-1 - SEE STRUCTURAL, TYP. DOWNSPOUT HOLD TIGHT TO COLUMN FACE DOWNSPOUT HOLD TIGHT TO COLUMN FACE STEEL BEAM, PAINT P-1 - SEE STRUCTURAL CANOPY LIGHT, TYP., RECONNECT TO EXISTING CIRCUIT AND LIGHTING CONTROLS. VERIFY IN FIELD. - SEE LIGHT FIXTURE SCHEDULE BIRD NETTING (BIRD NET 2000 OR EQUIVALENT, COLOR: BLACK) AT UNDERSIDE OF CANOPY 5 A000 OPP. 18'-0" A.F.F. T.O. CANOPY 18'-0" A.F.F. t.O. CANOPY EXISTING DOOR EXISTING PLANTER RD-1 DSN-1 DSN-1 STEEL COLUMN - SEE STRUCTURAL, TYP. 4" Ø PREFINISHED .040” ALUMINUM DOWNSPOUT ABOVE, TYP. 3 CPU CANOPY ROOF PLAN SCALE: 1/4" = 1'-0" A B 15 4" Ø PREFINISHED .040” ALUMINUM DOWNSPOUT, HOLD TIGHT TO COLUMN FACE - COLOR TO MATCH P-1 DECK SLOPE AT 1/4" PER FOOT CPU CANOPY STEEL BEAM BELOW, PAINT P-1 - SEE STRUCTURAL, TYP. A A A ℄ ℄ ℄ ℄℄℄ PRIMARY ROOF DRAIN SECONDARY ROOF DRAIN RD-1 PRIMARY ROOF DRAIN SECONDARY ROOF DRAIN TA P E R IN S U L A T I O N 1/ 4 " P E R F T . DO W N TO W A R D DR A I N TA P E R IN S U L A T I O N 1/ 4 " P E R F T . DO W N TO W A R D DR A I N ALUCOBOND AXCENT .040” ACM PANEL - COLOR TO MATCH P-3 TAPERED PAC-TITE .040” ALUMINUM COPING - COLOR TO MATCH P-3 22'-8" ALUCOBOND AXCENT .040” ACM PANEL - COLOR TO MATCH P-3 TAPERED PAC-TITE .040” ALUMINUM COPING - COLOR TO MATCH P-3 A A A AA A ℄℄4'-6"5'-8"EXISTING 7 1/2"CONCRETE PANEL WALL (2 HOUR CONSTRUCTION MIN) STEEL COLUMN 4" Ø PREFINISHED .040” ALUMINUM DOWNSPOUT, HOLD TIGHT TO COLUMN FACE - COLOR TO MATCH P-1 CAST-IN-PLACE CONCRETE BASE 2' - 8 " 2'-8" CONTINUOUS CAULK AT COLUMN PERIMETER, TYP. SLOPE NOTE: LOCATE DOWNSPOUT TIGHT TO STEEL COLUMN AND DRAIN AWAY FROM CANOPY CENTER SL O P E SLOPE SL O P E DOWNSPOUT NOZZLE 4" Ø DOWNSPOUT DOWNSPOUT BOOT CONCEALED IN CONCRETE BASE 6 CPU ENTRY COLUMN SECTION @ 3'-4" AFF SCALE: 3/4" = 1'-0" ℄ ℄ 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 1 REVISION 1 12/12/2024 1 REVISION 1 (RE-ISSUE)01/10/2025 CPU CANOPY PLANS & ELEVATIONS A000 HL/RAB AJB 1 1 1 1801 E Dyer Rd 3/11/2025 3' - 4 " 2'-8" 1" 15 2'-0"24'-8" 0'-0" A.F.F. FINISH FLOOR 15'-0" A.F.F. B.O. CANOPY CAST-IN-PLACE CONCRETE COLUMN BASE, PAINT P-2 CONTINUOUS CAULK TO MATCH ADJACENT SURFACE - TYPICAL 8" HSS COLUMN, PAINT P-1 DOWNSPOUT ALONG SIDE OF COLUMN (AWAY FROM CENTER OF CANOPY; CONNECT TO GUTTER OUTLET; EXIT TO DAYLIGHT EXTERIOR SIDE OF CANOPY HSS BEAM, PAINT P-1 - SEE STRUCTURAL 18'-0" A.F.F. T.O. CANOPY TPO BASE FLASHING BIRD NETTING (BIRD NET 2000 OR EQUIVALENT, COLOR: BLACK) AT UNDERSIDE OF CANOPY ALUCOBOND AXCENT .040” ACM PANEL (COLOR TO MATCH P-3) OVER 3/4" EXTERIOR GRADE PLYWOOD METAL STUDS, PAINT P-1 - SEE STRUCTURAL STEEL BEAM, PAINT P-1 - SEE STRUCTURAL 1/2" EXTERIOR GRADE PLYWOOD 60 MIL. TPO ROOF MEMBRANE OVER 1 1/2" RIGID INSULATION OVER METAL DECK 1 WALL SECTION AT CPU CANOPY SCALE: 3/4" = 1'-0" SHEAR PLATE , PAINT P-1- SEE STRUCTURAL ADHESIVE ANCHORS - SEE STRUCTURAL CAP PLATE , PAINT P-1 - SEE STRUCTURAL PLATE, PAINT P-1 - SEE STRUCTURAL METAL DECK, PAINT UNDERSIDE P-1 - SEE STRUCTURAL STEEL ANGLE, PAINT P-1 - SEE STRUCTURAL STEEL ANGLE, PAINT P-1 - SEE STRUCTURAL 8" SLOPE TOP 1/4" PER FOOT AWAY FROM COLUMN 3 A001 4 A001 2 A001 CRICKET - TAPER INSULATION 1/4" PER FT. DOWN TOWARD DRAIN PRIMARY & SECONDARY ROOF DRAINS - SEE PLUMBING FIXTURE SCHEDULE ON A000 18'-0" A.F.F. T.O. CANOPY TAPERED PAC-TITE .040” ALUMINUM COPING - COLOR TO MATCH P-3 STEEL STUDS - SEE STRUCTURAL DRAWINGS ROOF MEMBRANE BASE FLASHING LAPPED OVER TOP BLOCKING AND SEALED AT ROOF DECK 60 MIL TPO ROOF MEMBRANE OVER 1 1/2" RIGID INSUL OVER METAL DECK SLOPE 3 5 / 8 " ALUCOBOND AXCENT .040” ACM PANEL - COLOR TO MATCH P-3 4 COPING DETAIL SCALE: 1-1/2" = 1'-0" 15'-0" A.F.F. B.O. CANOPY METAL STUDS, PAINT P-1 - SEE STRUCTURAL 2 EAVE DETAIL SCALE: 1-1/2" = 1'-0" 3 FLASHING DETAIL SCALE: 1-1/2" = 1'-0" TPO BASE FLASHING 60 MIL. TPO ROOF MEMBRANE OVER 1 1/2" RIGID INSULATION OVER METAL DECK ADHESIVE ANCHORS - SEE STRUCTURAL PLATE, PAINT P-1 - SEE STRUCTURAL STEEL ANGLE, PAINT P-1 - SEE STRUCTURAL METAL DECK, PAINT UNDERSIDE P-1 - SEE STRUCTURAL ROOF DRAIN - SEE PLUMBING FIXTURE SCHEDULE ON A000 ALUCOBOND AXCENT .040” ACM PANEL (COLOR TO MATCH P-3) OVER 3/4" EXTERIOR GRADE PLYWOOD. WRAP BOTTOM OF STUD STEEL ANGLE, PAINT P-1 - SEE STRUCTURAL 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 CPU CANOPY WALL SECTION 01-A-001 HL/RAB AJB 1801 E Dyer Rd 3/11/2025 GENERAL NOTES A.PROVIDE ALL NECESSARY F.R.T. WOOD BLOCKING OR METAL STUD BLOCKING FOR ALL WALL SUPPORTED DEVICES, I.E. ACCESSORIES, PANELS, EQUIPMENT, ETC. PER THE DEVICE MANUFACTURER'S RECOMMENDATIONS. B.ALL FLOOR PLANS ARE DIMENSIONS FROM FACE OF GYP. BD TO FACE OF GYP. BD. U.N.O. C.ANY ITEM LABELED EXISTING TO REMAIN IS TO BE INSPECTED BY G.C. AND PATCHED AND REPAIRED TO LIKE NEW CONDITION COORDINATED WITH F&D CPM. PREPARE TO RECEIVE NEW FINISHES. D.PATCH AND REPAIR EXISTING WALLS, TYPICAL THROUGHOUT DRAWING LEGEND NORTH #DRAWING SCALE XX XX XX X XX X XX ROOM NAME XXX XX DRAWING IDENTIFIER MULTIPLE ELEVATION CALLOUT SINGLE ELEVATION CALLOUT PLAN CALLOUT SECTION CALLOUT ELEVATION HEIGHT CALLOUT ROOM IDENTIFIER DOOR IDENTIFIER FINISH IDENTIFIER GLAZING IDENTIFIER FURNITURE IDENTIFIER ACCESSORY IDENTIFIER PARTITION TYPE IDENTIFIER COLUMN CENTER LINE COLUMN CENTER LINE ON FACE OF WALL REVISION IDENTIFIER KEYNOTE NEW DOOR NEW DOOR X X XX'-X" A.F.F. ELEVATION X A B C D E F G H 151234567891011121314 NORTH 1 FIRST FLOOR PLAN SCALE: 1/16" = 1'-0" NORTH 2 SECOND FLOOR PLAN SCALE: 1/16" = 1'-0" 2 A003 2 A004 1 A003 1 A004 2 3 4 B C D E F G A H 1 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 OVERALL KEY PLANS 01-A-002 MBKC AJB 1801 E Dyer Rd 3/11/2025 SYMBOL DESCRIPTION NEW DOOR EXISTING DOOR ACCESSIBLE PATH STARTING POINT ACCESSIBLE PATH ADA CLEARANCES DRAWING LEGEND A B C D E F G H 151234567891011121314 NORTH 1 SITE PLAN SCALE: 1/16" = 1'-0" 27'-7 5/8" 10'-11 5/8"282'-11 3/4" 294'-5 7/8"±74'-0 5/8" 16 ' - 4 " ±9 6 ' - 9 5 / 8 " 13 2 ' - 4 " ±60'-5 1/8"13'-7" 1 A003 1 A004 10 ' - 1 3 / 8 " PROPERTY LINE PROPER T Y L I N E PROPERTY LINE PROPERTY LINE PRO P E R T Y L I N E 30'- 3 1 / 4 " EXIS T I N G 10 ' - 1 3 / 8 " EX I S T I N G 10 ' - 1 3 / 8 " EX I S T I N G PULLMA N S T R E E T PUL L M A N S T R E E T ADJACENT BUILDING (N.I.C.)ADJACENT BUILDING (N.I.C.) ADJACENT BUILDING (N.I.C.) TABLE 705.8 COMPLIANCE PER CBC TABLE 705.8 FOR UNPROTECTED OPENINGS IN A SPRINKLERED BUILDING FIRE SEPARATION DISTANCE (FEET)DEGREE OF OPENING PROTECTION ALLOWABLE AREA 0 TO LESS THAN 3 UNPROTECTED, SPRINKLERED (UP, S)NOT PERMITTED 3 TO LESS THAN 5 UNPROTECTED, SPRINKLERED (UP, S)15% 5 TO LESS THAN 10 UNPROTECTED, SPRINKLERED (UP, S)25% 10 TO LESS THAN 15 UNPROTECTED, SPRINKLERED (UP, S)45% 15 TO LESS THAN 20 UNPROTECTED, SPRINKLERED (UP, S)75% TOTAL WALL AREA WITH FIRE SEPARATION DISTANCE OF 10 FEET TO LESS THAN 15 FEET: 10,346 SQ. FT. 45% OF TOTAL WALL AREA = 4,655.7 SQ. FT. ALLOWABLE AREA TOTAL AREA OF OPENINGS = 241 SQ. FT. < 4,655.70 SQ. FT. 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 1 REVISION 1 12/12/2024 1 REVISION 1 (RE-ISSUE)01/10/2025 2 REVISION 2 01/29/2025 3 REVISION 3 02/14/2025 OVERALL KEY PLANS A002.1 MBKC AJB 3 1801 E Dyer Rd 3/11/2025 GENERAL NOTES KEYNOTES A.THE GENERAL CONTRACTOR IS TO DETERMINE ON SITE, PRIOR TO BIDDING, THE EXTENT OF EXISTING. CONDITIONS AND DILLMENSIONS / QUANTITIES OF WALLS, PARTITIONS, CEILINGS, CEILING DEVICES, SPRINKLER HEADS, LIGHT FIXTURES, ETC. TO BE DEMOLISHED, REMOVED AND RE-INSTALLED, OR OTHERWISE MODIFIED TO COMPLETE THE SCOPE OF WORK IN ITS ENTIRETY. B.REFER TO ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND FOR FULL EXTENT OF WORK. C.ALL REQUIRED SHORING IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. SHORING DRAWINGS ARE TO BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED. SUBMIT 3 COPIES OF SHORING DRAWINGS TO THE OWNER 7 DAYS PRIOR TO DEMOLITION OF AREAS REQUIRING SHORING. D.WHERE FINISHES ARE SHOWN TO BE REMOVED, PATCH AND REPAIR REMAINING SUBSTRATE AND PREPARE TO ACCEPT NEW FINISH. E.PROVIDE TEMPORARY WEATHER PROTECTION AND SECURITY DEVICES DURING DEMOLITION AND REMOVAL OF EXISTING CONSTRUCTION ON EXTERIOR SURFACES AND INSTALLATION OF NEW CONSTRUCTION TO ENSURE THAT NO WATER LEAKAGE OR DAMAGE OCCURS TO THE STRUCTURE OR TO THE INTERIOR AREAS OF THE BUILDING. F.ALL INFILL OR REPLACEMENT WORK IS TO MATCH EXISTING UNLESS NOTED OTHERWISE. G.G.C. IS REQUIRED TO REMOVE ALL RUBBISH FROM THE SITE DAILY AND DISPOSE OF ALL SUCH DEBRIS IN A LEGAL MANNER. H.G.C. IS REQUIRED TO ERECT BARRIERS, BARRICADES, FENCING, ETC. TO MEET ALL APPLICABLE CODES, LAWS AND ORDINANCES FOR THE PROTECTION OF THE GENERAL PUBLIC. I.PROTECT ALL BUILDING, MECHANICAL, PLUMBING, AND ELECTRICAL COMPONENTS TO REMAIN DURING DEMOLITIONS AND CONSTRUCTION. NOTIFY AND COORDINATE WITH FLOOR & DECOR PROJECT MANAGER FOR ANY DISCREPANCIES, CONFLICTS OR CLARIFICATIONS. J.G.C. TO COORDINATE SLAB DEMOLITION WITH PLUMBING, ELECTRICAL AND STRUCTURAL DRAWINGS. K.ALL HOLES, VOIDS, AND OTHER SURFACE IMPERFECTIONS ON EXTERIOR WALLS TO BE PATCHED AND REPAIRED TO PROVIDE A SMOOTH AND WATERTIGHT SURFACE. PREPARE FOR NEW FINISHES. G.C. TO REMOVE THE EXISTING WATER CLOSET TANK AND PREPARE FOR REPLACEMENT IN THE SAME LOCATION. REFER TO PLAN 1/A004 AND SHEET P101 FOR ADDITIONAL INFORMATION. G.C. TO REMOVE EXISTING HORIZONTAL 42" GRAB BAR AND SAVE FOR RELOCATION. REFER TO PLANS 1&2/A004 FOR NEW LOCATION. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING FINISH. G.C. TO REMOVE EXISTING VERTICAL 18" GRAB BAR AND SAVE FOR RELOCATION. REFER TO PLANS 1&2/A004 FOR NEW LOCATION. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING FINISH. G.C. TO REMOVE EXISTING HORIZONTAL 36" GRAB BAR AND SAVE FOR RELOCATION. REFER TO PLANS 1&2/A004 FOR NEW LOCATION. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING FINISH. G.C. TO REMOVE EXISTING TOILET PAPER DISPENSER AND SAVE FOR RELOCATION. REFER TO PLANS 1&2/A004 FOR NEW LOCATION. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING FINISH. G.C. TO DEMOLISH EXISTING PAPER TOWEL DISPENSER. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING FINISH. G.C. TO REMOVE EXISTING TOILET SEAT COVER DISPENSER AND SAVE FOR RELOCATION. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING FINISH. REFER TO A004 FOR NEW LOCATION INFORMATION. G.C. TO DEMOLISH EXISTING COUNTERTOP AND LAVATORIES. PREPARE WALL AND PLUMBING TO INSTALL NEW COUNTERTOP AND LAVATORIES. REFER TO PLAN 1/A004 AND P101 FOR FURTHER INFORMATION. G.C. TO REMOVE EXISTING FEMININE SANITARY NAPKIN WASTE CONTAINER AND SAVE FOR RELOCATION. REFER TO PLANS 1&2/A004 FOR NEW LOCATION. G.C. TO REMOVE EXISTING SOAP DISPENSER AND SAVE FOR RELOCATION. REFER TO PLAN 2/A004 FOR NEW LOCATION. G.C. TO DEMOLISH EXISTING DRINKING FOUNTAINS. REFER TO PLANS 1&2/A004 AND SHEET P101 FOR INSTALLATION OF NEW DRINKING FOUNTAINS. G.C. TO DEMOLISH EXISTING PLYWOOD BEHIND DRINKING FOUNTAIN. REFER TO PLAN 2/A004 FOR INSTALLATION OF NEW PLYWOOD. G.C. TO REMOVE EXISTING TOILET PARTITION AS SHOWN DASHED. REFER TO PLAN 2/A004 FOR NEW TOILET PARTITION CONFIGURATION. REUSE EXISTING COMPONENTS WHERE POSSIBLE. G.C. TO REMOVE EXISTING SINK, COUNTERTOP AND BASE CABINETS AS SHOWN DASHED, REFER TO PLAN P101 FOR REMOVAL OF PLUMBING. 1234567891011121314 DEMOLITION LEGEND EXISTING DEMO DRAWING LEGEND ROOM NAME XXX ROOM IDENTIFIER COLUMN CENTER LINE COLUMN CENTER LINE ON FACE OF WALL REVISION IDENTIFIER KEYNOTE IDENTIFIER EXISTING DOOR X X X 14 NORTH 1 ENLARGED FIRST FLOOR DEMOLITION PLAN SCALE: 1/2" = 1'-0" NORTH 2 ENLARGED SECOND FLOOR PLAN DEMOLITION PLAN SCALE: 1/2" = 1'-0" BREAK ROOM 1 2 2 2 2 35 9 3 3 4 4 4 53 5 5 9 5 6 6 6 6 6 7 7 77 8 8 8 8 9 5 10 10 10 11 1112 13 13 2 3 A 2 3 A 3 14 MEN'S RESTROOM WOMEN'S RESTROOM JANITOR'S BREAK ROOM MEN'S RESTROOM WOMEN'S RESTROOM 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 ENLARGED DEMOLITION PLANS 01-A-003 MBKC AJB 1801 E Dyer Rd 3/11/2025 G.C. TO INSTALL NEW WATER CLOSET TANK - REFER TO SHEET P101 FOR MORE INFORMATION. G.C. TO REINSTALL EXISTING HORIZONTAL 42" GRAB BAR PER DETAIL 13/G002. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING WALL FINISH. G.C. TO REINSTALL EXISTING VERTICAL 18" GRAB BAR PER DETAIL 13/G002. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING WALL FINISH. G.C. TO REINSTALL EXISTING HORIZONTAL 36" GRAB BAR PER DETAIL 13/G002. G.C. TO INSTALL A 2X BLOCK OF FIRE RETARDANT TREATED WOOD TO COMPENSATE FOR THE JOG IN THE WALL. SAND AND PAINT BLOCK OF WOOD TO MATCH WALL TILE. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING WALL FINISH. G.C. TO REINSTALL EXISTING HORIZONTAL 36" GRAB BAR PER DETAIL 13/G002. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING WALL FINISH. G.C. TO INSTALL NEW HAND TOWEL DISPENSER (TYPE J) PER DETAIL 17/G002 AND ACCESSORIES SCHEDULE ON SHEET A005. G.C. TO REINSTALL EXISTING TOILET SEAT COVER DISPENSER. FILL HOLES WITH GROUT/CAULK TO MATCH EXISTING WALL FINISH. G.C. TO INSTALL NEW COUNTERTOP AND LAVATORIES. REFER TO SHEETS A005 AND P101 FOR FURTHER INFORMATION. G.C. TO REINSTALL EXISTING FEMININE SANITARY NAPKIN WASTE CONTAINER. INSTALL AS DIMENSIONED THIS SHEET AND PER DETAIL 16/G002. G.C. TO REINSTALL EXISTING SOAP DISPENSER PER DETAIL 16/002. G.C. TO INSTALL NEW HI-LO DRINKING FOUNTAINS WITH CANE APRON ON THE HIGH UNIT. INSTALL PER DETAIL 26/G002 AND REFER TO SHEET P101 FOR FURTHER INFORMATION. G.C. TO INSTALL PLYWOOD BEHIND THE DRINKING FOUNTAIN TO THE FLOOR. PAINT PLYWOOD TO MATCH ADJACENT WALL. G.C. TO EXPLORE WHETHER WALL CAN BE REPAIRED BEHIND EXISTING PLYWOOD IN LIEU OF INSTALLING NEW PLYWOOD TO THE FLOOR. G.C. TO INSTALL NEW TOILET PARTITION AND DOOR TO MATCH EXISTING. REUSE EXISTING COMPONENTS WHERE POSSIBLE. INSTALL A CLOSER ON THE ACCESSIBLE STALL DOOR. G.C. TO INSTALL NEW BABY CHANGING STATION (TYPE L) PER DETAIL 16/G002, DETAIL 8/A005, AND ACCESSORIES SCHEDULE ON SHEET A005. G.C. TO REINSTALL TOILET PAPER DISPENSER PER DETAIL 17/G002. G.C. TO INSTALL NEW SINK PER DETAIL 1/A005 AND SHEET P101. INSTALL NEW BASE CABINETS WITH FINISH AND STYLE TO MATCH EXISTING UPPER CABINETS. INSTALL NEW COUNTERTOP (SS-1) PER FINISH SCHEDULE ON SHEET A005. G.C. TO RE-INSTALL NON-ADA STALL DOOR HARDWARE ON NEW PARTITION SECTION. G.C. TO ENSURE 30" X 48" CLEAR FLOOR SPACE AREA IS CENTERED UNDER LAVATORY. G.C. TO INSTALL NEW COAT HOOK TO MATCH EXISTING ON ACCESSIBLE STALL DOOR AT 3'-10" A.F.F. TO THE CENTER OF THE HOOK. G.C. TO ADJUST DOOR CLOSER TO ENSURE THAT FROM AN OPEN POSITION OF 90 DEGREES, THE TIME REQUIRED TO MOVE THE DOOR TO A POSITION OF 12 DEGREES FROM THE LATCH IS 5 SECONDS MINIMUM. G.C. TO ADJUST DOOR CLOSER TO ENSURE THE PUSHING AND PULLING FORCE IS 5 POUNDS MAXIMUM. G.C. TO ENSURE 5'-7" DIAMETER TURNING SPACE CLEARANCE - SEE G002 FOR MORE INFORMATION 1 1/2" DIA BOBRICK 819298 DRINKING FOUNTAIN GRAB BAR 1234 56789101112 13141516171819202122232425 GENERAL NOTES KEYNOTES A.PROVIDE ALL NECESSARY F.R.T. WOOD BLOCKING OR METAL STUD BLOCKING FOR ALL WALL SUPPORTED DEVICES, I.E. ACCESSORIES, PANELS, EQUIPMENT, ETC. PER THE DEVICE MANUFACTURER'S RECOMMENDATIONS. B.ALL FLOOR PLANS ARE DIMENSIONS FROM FACE OF GYP. BD TO FACE OF GYP. BD. U.N.O. C.ANY ITEM LABELED EXISTING TO REMAIN IS TO BE INSPECTED BY G.C. AND PATCHED AND REPAIRED TO LIKE NEW CONDITION COORDINATED WITH F&D CPM. PREPARE TO RECEIVE NEW FINISHES. DRAWING LEGEND XX XX XX XX ROOM NAME XXX MULTIPLE ELEVATION CALLOUT SINGLE ELEVATION CALLOUT ROOM IDENTIFIER COLUMN CENTER LINE COLUMN CENTER LINE ON FACE OF WALL REVISION IDENTIFIER KEYNOTE IDENTIFIER NEW DOOR EXISTING DOOR X X X 14 NORTH 1 ENLARGED FIRST FLOOR PLAN SCALE: 1/2" = 1'-0" 2 ENLARGED SECOND FLOOR PLAN PLAN SCALE: 1/2" = 1'-0" 1 A005 3 A005 2 A005 4 5 1 4 4 27 3 15 2 7315 2 2 1537 13 15 7 3 15 9 15 9 9 5 6 6 1'-3"1'-6" 6 3' - 0 " 6' - 0 " 3' - 8 " 6 1'-0" 8 8 8 8 10 10 10 11 11 12 13 14 14 6 WOMEN'S RESTROOM 100 MEN'S RESTROOM 101 MEN'S RESTROOM 201 WOMEN'S RESTROOM 200 2 3 A 2 3 A 3 16 17 18 6' - 2 " 1' - 3 " 3' - 1 " 7' - 9 3 / 4 " 2' - 1 0 1 / 2 " 4' - 9 1 / 2 " 3' - 1 0 1 / 4 " 6'-10 1/4" 1'-7"3'-2" 8'-3 1/4" 3'-6 3/4"3'-1" 19 19 20 20 20 20 21 21 22 23 2223 2223 22 23 2'-6" 4' - 0 " 4'-0" 4'-0" 2' - 6 " 4'-0"13 4' - 0 " 4'-6" 5' - 0 " 5'-0" 13 4' - 1 1 " 4' - 0 " 4'-0" 2'-6" 4'-0" 2' - 6 " 4' - 0 " 2'-6" 4' - 0 " 4'-0" 4' - 0 " 4'-6" 5' - 0 " 4'-6" 4'-0" 4' - 0 " 4'-0" 2' - 6 " 4'-0" 2' - 6 " 4'-6" 5' - 0 " 4'-6" 5' - 0 " 4' - 4 " 4'-0" 4' - 0 " 4'-0" 2'-6" 4' - 0 " 4'-0" 2' - 6 " 4' - 0 " 4'-0" 4'-6" 5' - 0 " 5' - 0 " 4'-6" 4' - 0 " 4'-0" 5' - 0 " 4'-6" ℄ ℄ ℄ ℄ ℄℄ ℄℄ 24 24 15 " M I N . 5" M A X . 15 " M I N . 5" M A X . 2525 2525 5'-0" 5'-0" 5'-0"5'-0" 5'-0" 7' - 2 " 5'-3 1/2" 7'-2 3/8" 5' - 0 " 5'-0"5'-0" ℄ 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 1 REVISION 1 12/12/2024 1 REVISION 1 (RE-ISSUE)01/10/2025 ENLARGED FLOOR PLANS A004 MBKC AJB 1 1 1 1 1 1 1 1 1 11 1801 E Dyer Rd 3/11/2025 GENERAL NOTES KEYNOTES A.PROVIDE ALL NECESSARY F.R.T. WOOD BLOCKING OR METAL STUD BLOCKING FOR ALL WALL SUPPORTED DEVICES, I.E. ACCESSORIES, PANELS, EQUIPMENT, ETC. PER THE DEVICE MANUFACTURER'S RECOMMENDATIONS. B.ALL FLOOR PLANS ARE DIMENSIONS FROM FACE OF GYP. BD TO FACE OF GYP. BD. U.N.O. C.ANY ITEM LABELED EXISTING TO REMAIN IS TO BE INSPECTED BY G.C. AND PATCHED AND REPAIRED TO LIKE NEW CONDITION COORDINATED WITH F&D CPM. PREPARE TO RECEIVE NEW FINISHES. DRAWING LEGEND REVISION IDENTIFIER KEYNOTE IDENTIFIER FINISH IDENTIFIER X MARK MATERIAL MANUFACTURER PRODUCT NUMBER COLOR FINISH NOTES FRP-1 FIBERGLASS REINFORCED PLASTIC CS ACROVYN CS ACROVYN 4000 .075N MATCH EXISTING MATCH EXISTING PL-1 PLASTIC LAMINATE WILSONART 7960K-18 - STANDARD HPL STUDIO TEAK 18 - LINEARITY FINISH SS-1 SOLID SURFACE COUNTERTOP MANOR HOUSE F&D SKU: 100066117 - QUARTZ SLAB WITH BACKSPLASH SPARKLING WHITE MARK ACCESSORY MANUFACTURER PRODUCT NUMBER OFFICE DEPOT SKU COLOR NOTES J HAND TOWEL DISPENSER GEORGIA PACIFIC 59466A - ENMOTION 8" RECESSED AUTOMATIC TOUCHLESS ROLL PAPER TOWEL DISPENSER 197700 STAINLESS STEEL - L BABY CHANGING STATION KOALA KARE KB200 -GRAY 01 ULINE H-1669 FINISH SCHEDULE ACCESSORY SCHEDULE XX G.C. TO INSTALL NEW HAND TOWEL DISPENSER (TYPE J) PER DETAIL 17/G002 AND ACCESSORIES SCHEDULE ON SHEET A005. G.C. TO INSTALL NEW COUNTERTOP AND LAVATORIES. REFER TO SHEETS A005 AND P101 FOR FURTHER INFORMATION. G.C. TO REINSTALL EXISTING SOAP DISPENSER PER DETAIL 16/002. EXISTING UPPER WALL CABINETS TO REMAIN INSTALL NEW BASE CABINETS WITH FINISH AND STYLE TO MATCH EXISTING UPPER CABINETS THAT WILL REMAIN EXISTING WALL BASE TO REMAIN - PATCH AS REQUIRED WITH INSTALLATION OF NEW CABINETS G.C. TO INSTALL SS-1 BACKSPLASH FROM NEW COUNTERTOP HEIGHT TO BOTTOM OF EXISTING VERTICAL BACKSPLASH TILE. G.C. TO PATCH AND REPAIR EXISTING FRP AS REQUIRED. G.C. TO INSULATE PIPING BELOW SINK TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER THE SINK. 123456789 7 BATHROOM VANITY BY OTHERS SCALE: 3/4" = 1'-0"6 BREAKROOM SINK BASE SEC. SCALE: 3/4" = 1'-0" 4 1 / 2 " 34 " M A X . T O S I N K R I M 2'-1" 27 " M I N . MIRROR SS-1 COUNTER TOP, SIDES AND BACKSPLASH 3x2x1/4" STEEL ANGLE P TRAP- PROTECT PIPE AND H.W. LINE REMOVABLE SERVICE PANEL (PL-1) ON SPRING CLIPS PLYWOOD AT PLUMBING WALL BY G.C.8" MIN. A&M - ADA (23) SUPPORT BRACKETS - BLACK9" MI N . 11" MIN. 4" 2' - 9 1 / 2 " MA X . ADA FRONT APPROACH ACCESSIBLE DOORS - TOE KICK TO BE ATTACHED TO THE DOORS SS-1 COUNTER TOP INSTALL NEW STAINLESS STEEL OR CHROME WIRE PULLS (TYP.) 11" MIN TILE (T-4) SEE FINISH SCHEDULE THIS SHEET PROVIDE FRT WOOD BLOCKING AT TOP AND BOTTOM MOUNTING POINTS 9" MI N 24" DEEP BASE CABINET (TYP.) 2' - 3 " M I N \A 1 ; 2 ' - 3 " M I N 8" MIN 9" MIN P TRAP- PROTECT PIPE AND H.W. LINE 42 1/4 " 16" 8 BABY CHANGING STATION BLOCKING SCALE: 3/4" = 1'-0" (3) 2x FRT WOOD BLOCKING EXISTING METAL STUDS EXISTING GYPSUM BOARD SHOWN FOR REFERENCE ONLY. COUNTER AND MILLWORK PROVIDED BY VENDOR INSTALLED BY G.C. SHOWN FOR REFERENCE ONLY. COUNTER AND MILLWORK PROVIDED BY VENDOR INSTALLED BY G.C. EXISTING UPPER CABINETS TO REMAIN INSTALL NEW STAINLESS STEEL OR CHROME WIRE PULLS (TYP.) INSTALL NEW BASE CABINETS WITH FINISH AND STYLE TO MATCH EXISTING UPPER CABINETS 1 BREAKROOM CABINETRY ELEVATION SCALE: 1/2" = 1'-0" 2' - 9 1 / 2 " 1'-6"3'-0"2'-0" 10'-0" 15 " M I N T O 4 8 " M A X TO P O I N T W H E R E T O W E L S AR E D I S P E N S E D 2'-0"1'-6" 2'-3 1/2"2'-10"2'-10" 2 1/4"1 1/8" 9'-6" 2'-10"2'-10" 2'-10"2'-10"2'-10"2'-10" 4 RESTROOM ELEVATION SCALE: 1/2" = 1'-0"5 RESTROOM ELEVATION SCALE: 1/2" = 1'-0" 2 RESTROOM ELEVATION SCALE: 1/2" = 1'-0"3 RESTROOM ELEVATION SCALE: 1/2" = 1'-0" 6 3/8" 1'-0 1/4"6" 1 2 2 22 3 3 4 5 6 6 A005 7 A005 7 A005 7 A005 7 EXISTING VERTICAL TILE BACKSPLASH TO REMAIN7 EXISTING MIRRORS AND SOAP DISPENSER TO REMAIN. EXISTING MIRRORS AND SOAP DISPENSER TO REMAIN. EXISTING MIRRORS TO REMAIN. EXISTING MIRRORS TO REMAIN. 3 8 8 88 EXISTING TOILET PARTITION TO REMAIN. 5 1/8" 8" 5 1/4" 9 2' - 9 1 / 2 " 2' - 4 1 / 4 " 9" 7 3 / 4 " 2' - 9 1 / 2 " 2' - 4 1 / 4 " 9" 7 3 / 4 " 7 3 / 4 " 2' - 9 1 / 2 " 2' - 4 1 / 4 " 9" 3' - 3 " 2' - 4 1 / 4 " 9" 7 3 / 4 " 2' - 9 1 / 2 " 3' - 3 " 3' - 3 " 3' - 3 " 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 INTERIOR ELEVATIONS & DETAILS 01-A-005 MBKC AJB 1801 E Dyer Rd 3/11/2025 TYPICAL ABBREVIATIONS DESCRIPTION ABV.ABOVE A.C.T.ACOUSTICAL CEILING TILE A.D.A.AMERICANS WITH DISABILITIES ACT ADD'L ADDITIONAL A.F.F.ABOVE FINISH FLOOR A.S.T.M.AMERICAN SOCIETY FOR TESTING AND MATERIALS BD.BOARD BM.BEAM B.O.BOTTOM OF C.J.CONTROL JOINT C.L.CENTERLINE CLG.CEILING CLR.CLEAR C.M.U.CONCRETE MASONRY UNIT C.O.CLEANOUT COL.COLUMN CONC.CONCRETE C.W.COLD WATER DEMO DEMOLISH OR DEMOLITION DIA.DIAMETER DIM.DIMENSION DS.DOWNSPOUT DN.DOWN DWG.DRAWING EA.EACH E.A.EXHAUST AIR E.I.F.S.EXTERIOR FINISH AND INSULATION SYSTEM E.J.EXPANSION JOINT ELEV.ELEVATION EQ.EQUAL EXT.EXTERIOR F.D.FLOOR DRAIN OR FIRE DAMPER OR FIRE DEPARTMENT F.E.FIRE EXTINGUISHER F.F.FINISH FLOOR FIN.FINISH FIXT.FIXTURE FLR.FLOOR F.O.FINISH OPENING F.R.T.FIRE RETARDANT TREATED FT.FEET GA.GAUGE G.C.GENERAL CONTRACTOR GYP.GYPSUM HB.HOSE BIB HDW.HARDWARE H.M.HOLLOW METAL HT.HEIGHT HTR.HEATER H.V.A.C.HEATING, VENTILATION AND AIR CONDITIONING H.W.HOT WATER I.B.C.INTERNATIONAL BUILDING CODE I.D.INSIDE DIAMETER I.E.C.C.INTERNATIONAL ENERGY CONSERVATION CODE I.F.C.INTERNATIONAL FIRE CODE I.M.C.INTERNATIONAL MECHANICAL CODE IN.INCH INFO INFORMATION INSUL.INSULATION INT.INTERIOR I.P.C.INTERNATIONAL PLUMBING CODE kV KILOVOLT DESCRIPTION kVA KILOVOLT-AMPS kW KILOWATT kWH KILOWATT-HOUR LL.LANDLORD MAX.MAXIMUM M.D.F.MEDIUM DENSITY FIBERBOARD MIN.MINIMUM M.O.MASONRY OPENING MTL.METAL N/A NOT APPLICABLE NEC.NATIONAL ELECTRICAL CODE NFPA.NATIONAL FIRE PROTECTION ASSOCIATION N.I.C.NOT IN CONTRACT NOM.NOMINAL N.T.S.NOT TO SCALE O.C.ON CENTER O.D.OUTSIDE DIAMETER OPP.OPPOSITE PLBG.PLUMBING PLY.PLYWOOD PNL.PANEL PNT.PAINT PR PAIR P.S.I.POUNDS PER SQUARE INCH P.S.F.POUNDS PER SQUARE FOOT PT.POINT P.V.C.POLY VINYL CHLORIDE r.RADIUS R.A.RETURN AIR R.C.P.REFLECTED CEILING PLAN RD ROUND R.O.ROUGH OPENING REINF.REINFORCED OR REINFORCING REQ'D REQUIRED REV.REVISION RGH.ROUGH R.T.U.ROOF TOP UNIT R.W.L.RAIN WATER LEADER S.A.SUPPLY AIR S.F.SQUARE FEET SIM.SIMILAR SPEC.SPECIFIED OR SPECIFICATION S.Q.SQUARE S.S.STAINLESS STEEL STC.SOUND TRANSMISSION COEFFICIENT STD.STANDARD STL.STEEL STRUCT.STRUCTURE SUSP.SUSPENDED T&G TONGUE AND GROOVE TA TO ABOVE T.B.D.TO BE DETERMINED TEMP.TEMPORARY T.O.TOP OF TPO.THERMOPLASTIC POLYOLEFIN TYP.TYPICAL U.L.UNDERWRITER'S LABORATORY U.N.O.UNLESS NOTED OTHERWISE U/S UNDERSIDE V.I.F.VERIFY IN FIELD V.C.T.VINYL COMPOSITION TILE W/WITH W/O WITHOUT WD.WOOD W.H.WATER HEATER W.P.WEATHER PROOF ACCESSIBILITY GUIDELINES 1.AN UNOBSTRUCTED TURNING SPACE OF 60" IN DIAMETER SHALL BE PROVIDED WITHIN AN ACCESSIBLE TOILET ROOM. 2.A DOOR, IF PROVIDED, SHALL NOT ENCROACH INTO THE REQUIRED CLEAR FLOOR SPACE IN FRONT OF THE WATER CLOSET. 3.THE DIAMETER OR WIDTH OF THE GRIPPING SURFACES OF THE GRAB BARS SHALL BE 1-1/4" TO 1-1/2" AND THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 1-1/2". 4.CONTROLS AND SWITCHES ON WALLS ARE TO BE PLACED A MAXIMUM OF 48" ABOVE THE FINISH FLOOR. ELECTRICAL RECEPTACLES ON WALLS SHALL BE PLACED NO LESS THAN 15" ABOVE THE FINISH FLOOR. DIMENSIONS ARE TO THE HIGHEST OPERABLE PART OF CONTROLS AND THE LOWEST OPERABLE PART OF CONTROLS AND THE LOWEST OPERABLE PART OF RECEPTACLES. 5.ALL CLEARANCES, MOUNTING HEIGHTS, PATHS OF TRAVEL ETC. SHALL BE PER CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE. 6.IN BREAK ROOM, SINK SHALL BE MOUNTED WITH THE HIGHER OF THE RIM OR COUNTER SURFACE 34" MAX. ABOVE FINISH FLOOR AND WITH AN 18" MIN. TO THE CENTER FROM ANY ADJACENT WALL. PROVIDE A 30" X 48" CLEAR FLOOR SPACE PER CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE AND KNEE AND TOE SPACE PER CHAPTER 11B-306 ALLOWING FORWARD APPROACH. BREAK ROOM FAUCET CONTROLS SHALL BE OPERABLE WITH ONE HAND AND NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST PER CHAPTER 11B-309 . OPERABLE FORCE SHALL NOT EXCEED 5 POUNDS. WATER SUPPLY AND DRAIN PIPES SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER SINKS PER PER CHAPTER 11B-606.5 . ACCESSIBLE ROUTE OF TRAVEL 1.WHEN A BUILDING OR PORTION OF A BUILDING IS REQUIRED TO BE ACCESSIBLE OR ADAPTABLE, AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE PROVIDED TO ALL PORTIONS OF THE BUILDING, TO ACCESSIBLE BUILDING ENTRANCES, AND BETWEEN THE BUILDING AND THE PUBLIC WAY. 2.EXCEPT WITHIN AN INDIVIDUAL DWELLING UNIT, AN ACCESSIBLE ROUTE OF TRAVEL SHALL NOT PASS THROUGH KITCHENS, STORAGE ROOMS, RESTROOMS, CLOSETS OR OTHER SPACES USED FOR SIMILAR PURPOSES. 3.AT LEAST ONE ACCESSIBLE ROUTE WITHIN THE BOUNDARY OF THE SITE SHALL BE PROVIDED FROM PUBLIC TRANSPORTATION STOPS, ACCESSIBLE PARKING AND ACCESSIBLE PASSENGER LOADING ZONES, AND PUBLIC STREETS OR SIDEWALKS, TO THE ACCESSIBLE BUILDING ENTRANCES THEY SERVE. 4.AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECT ACCESSIBLE BUILDINGS, FACILITIES, ELEMENTS, AND SPACES THAT ARE ON THE SAME SITE. 1.COMMERCIAL FACILITIES SHALL BE DESIGNED AND CONSTRUCTED TO MEET THE MINIMUM REQUIREMENTS OF THE FOLLOWING : CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 2.ALL ENTRANCES AND ALL EXTERIOR GROUND-LEVEL EXITS SHALL BE ACCESSIBLE IN COMPLIANCE WITH CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 3.ALL BUILDING ENTRANCES SHALL BE IDENTIFIED BY A STANDARD SIGN WITH THE INTERNATIONAL SYMBOL OF ACCESSIBILITY WITH ADDITIONAL DIRECTIONAL SIGNS, AS REQUIRED. THE SYMBOL SHALL BE A WHITE FIGURE ON BLUE BACKGROUND. BRAILLE, RAISED CHARACTERS, AND PICTORIAL SYMBOL SIGNS SHALL BE USED WHEREVER SPECIFICALLY REQUIRED, AND SHALL CONFORM TO THE STANDARDS SET FORTH IN THE CODE. CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 4.IN BUILDINGS AND FACILITIES, FLOORS OF A GIVEN STORY SHALL BE A COMMON LEVEL THROUGHOUT, OR SHALL BE CONNECTED BY PEDESTRIAN RAMPS, PASSENGER ELEVATORS, OR SPECIAL ACCESS LIFTS IN COMPLIANCE WITH CHAPTER 11B OF THE 2022 CALIFORNIA BUILDING CODE . 5.SPECIFIC WORK STATIONS NEED ONLY COMPLY WITH AISLE WIDTH (SECTION 11B-403.5 ) AND FLOORS AND LEVELS (SECTION 11B-303 ), AND ENTRY WAYS SHALL BE 32" IN CLEAR WIDTH. 6.AISLES SHALL NOT BE LESS THAN 36" WIDE IF SERVING ONLY ONE SIDE, AND NOT LESS THAN 42" WIDE IF SERVING BOTH SIDES. SUCH MINIMUM WIDTH SHALL BE MEASURE AT THE POINT FARTHEST FROM AN EXIT, CROSS AISLE, OR FOYER AND SHALL BE INCREASED BY 1-1/2" FOR EACH 5'-0" IN LENGTH TOWARDS THE EXIT, CROSS AISLE, OR FOYER. 7.WHERE FIXED OR BUILT-IN SEATING, TABLES OR COUNTERS ARE PROVIDED FOR THE PUBLIC, AND IN GENERAL EMPLOYEE AREAS, 5 PERCENT (%) BUT NEVER LESS THAN ONE, MUST BE ACCESSIBLE AS PROVIDED IN SECTION 11B-226. 8.STORAGE AND CLOSET AREAS SHALL HAVE COMPLYING DOORWAYS, PROVIDING ACCESS TO ALL SUCH AREAS SHALL NOT BE LESS THAN 32" IN CLEAR WIDTH. STORAGE AREAS SHALL BE MADE ACCESSIBLE IN THE NUMBER AND DIMENSIONS PROVIDED IN SECTION 11B-805.7 . 9.THE TOPS OF TABLES AND COUNTERS SHALL BE 28" TO 34" FROM THE FLOOR. WHERE A SINGLE COUNTER CONTAINS MORE THAN ONE TRANSACTION STATION, SUCH AS A BANK TELLER, AT LEAST 5 PERCENT (%), BUT NEVER LESS THAN ONE, OF EACH TYPE OF EACH STATION SHALL BE LOCATED AT SECTIONS OF COUNTER THAT IS AT LEAST 36" LONG AND NO MORE THAN 28" TO 34" HIGH. SECTION 11B-902 . 10.DRINKING FOUNTAINS SHALL BE MADE ACCESSIBLE TO INDIVIDUALS WHO USE WHEELCHAIRS IN ACCORDANCE WITH THE SECTION 11B-602 AND ONE ACCESSIBLE TO THOSE WHO HAVE DIFFICULTY BENDING OR STOOPING. 11.ALL POINT-OF-SALE MACHINES USED BY CUSTOMERS FOR THE PRIMARY PURPOSE OF EXECUTING TRANSACTIONS BETWEEN THE BUSINESS ENTITY AND THE CUSTOMER, SHALL COMPLY WITH SECTION 11B-220 . GENERAL ACCESSIBILITY NOTES1 1/2" MIN. AND MAX. GRAB BAR NOTES: 1.BENDING STRESS IN GRAB BAR OR SEAT INDUCED BY THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. 2.SHEAR STRESS INDUCED IN A GRAB BAR OR SEAT BY THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE SHEAR STRESS FOR THE MATERIAL OF THE GRAB BAR OR SEAT. IF THE CONNECTION BETWEEN THE GRAB BAR OR SEAT AND ITS MOUNTING BRACKET OR OTHER SUPPORT IS CONSIDERED TO BE FULLY RESTRAINED, THEN DIRECT AND TORSIONAL SHEAR STRESSES SHALL BE TOTALED FOR THE COMBINED SHEAR STRESS, WHICH SHALL NOT EXCEED THE ALLOWABLE SHEAR STRESS. 3.SHEAR FORCE INDUCED IN A FASTENER OR MOUNTING DEVICE FROM THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE LATERAL LOAD OF EITHER THE FASTENER OR MOUNTING DEVICE OR THE SUPPORTING STRUCTURE, WHATEVER IS THE SMALLER ALLOWABLE LOAD. 4.TENSILE FORCE INDUCED IN A FASTENER BY A DIRECT TENSION FORCE OF 250 LBF PLUS THE MAXIMUM MOMENT FROM THE APPLICATION OF 250 LBF SHALL BE LESS THAN THE ALLOWABLE WITHDRAWAL LOAD BETWEEN THE FASTENER AND THE SUPPORTING STRUCTURE. 24 TYP. GRAB BAR DETAIL & NOTES SCALE: 3" = 1'-0" 5 PEDESTRIAN PROTECTION SCALE: 3/4" = 1'-0" 6" MA X 33 " FINISH FLOOR FINISH FACE OF WALL SIDEFRONT 18" MIN. 32" MIN. CLEAR 18 " MI N . PLAN FINISH FACE OF WALL 2 TURNING SPACE SCALE: 1/4" = 1'-0" 60" 60" 36 " 60 " 36"24 " 12"12" CIRCULAR T-SHAPED 3 CLEAR FLOOR SPACE SCALE: 1/4" = 1'-0" FORWARD PARALLEL 30" 48 " 30 " 48" 4 KNEE AND TOE CLEARANCE SCALE: 1/4" = 1'-0" TOE CLEARANCE KNEE CLEARANCE ELEVATION PLAN PLANELEVATION 9" MI N . 6" MIN. 9" MI N . 8" MIN. 27 " MI N . 11" MIN. 30 " MI N . 17"-25" 30 " MI N . 25" MAX. 7 PROTRUDING OBJECTS SCALE: 1/4" = 1'-0" X ≥ 8 0 " > 2 7 " 4" MAX. 15 " MI N . 48 " MA X . 48 " MA X . 20" MAX. 44 " MA X . >20"-25" 15 " MI N . 48 " MA X . 46 " MA X . >10"-24" 34 " MA X . 48 " MA X . 34 " MA X . 10" MAX. 6 REACH RANGES SCALE: 1/4" = 1'-0" FORWARD REACH SIDE REACH UNOBSTRUCTED OBSTRUCTED OBSTRUCTED OBSTRUCTEDOBSTRUCTEDUNOBSTRUCTED 10" MAX. 15 CLEARANCES - MANUAL SWING DOORS SCALE: 1/4" = 1'-0" FRONT APPROACHPULL SIDE FRONT APPROACHPUSH SIDE HINGE APPROACHPULL SIDELATCH APPROACHPULL SIDE HINGE APPROACHPUSH SIDELATCH APPROACHPUSH SIDE HINGE APPROACHPULL SIDE 18" MIN. 48 " MI N . 12" MIN.* 42 " MI N . 22" MIN. HINGE APPROACHPUSH SIDE 48 " MI N . 22" MIN.12" MIN.42 " MI N . 24" MIN. 42" MIN. 36" MIN. 24" MIN. * IF BOTH CLOSER AND LATCH ARE PROVIDED * 48" MIN. IF CLOSER IS PROVIDED * 54" MIN. IF CLOSER IS PROVIDED IF BOTH CLOSER AND LATCH ARE PROVIDED 54 " MI N . 60 " MI N . 60 " MI N . 48 " MI N . * 9 CLEARANCES - SLIDING & FOLDING DOORS SCALE: 1/4" = 1'-0" FRONT APPROACHPOCKET ORHINGE APPROACH STOP ORLATCH APPROACH 8 CLEARANCES - W/O DOORS SCALE: 1/4" = 1'-0" FRONT APPROACH SIDE APPROACH 20 CLEARANCES - RECESSED DOORS SCALE: 1/4" = 1'-0" PULL SIDE PUSH SIDE W/CLOSER & LATCH 18" MIN. X > 8 " 12" MIN.* 60 " MI N . 48 " MI N . X > 8 " PUSH SIDE 48 " MI N . X > 8 " 21 CLEAR WIDTH OF DOORWAYS SCALE: 1/4" = 1'-0" HINGED DOOR SLIDING DOOR FOLDING DOOR DOORWAYS W/O DOORS 32" MIN. 90°32" MIN. 36" MIN. 32" MIN. > 2 4 " 22" MIN. 48 " MI N . 42 " MI N . 24" MIN. 42 " MI N . \A1;MIN. 26 DRINKING FOUNTAINS SCALE: 1/4" = 1'-0" SECTION 36 " MA X . WH E E L C H A I R AC C E S S I B L E 38 " - 4 3 " ST A N D I N G PE R S O N 15" MIN. 5" MAX. 15 " MI N . 5" MA X . PLAN 12 TOILET LOCATION SCALE: 1/4" = 1'-0" 17"-18"17"-18" AMBULATORY ACCESSIBLE TOILETSACCESSIBLE TOILETS 11 TOILET SEAT HEIGHT SCALE: 1/4" = 1'-0" 17 " - 1 9 " 13 TOILET GRAB BARS SCALE: 1/4" = 1'-0" 33 " - 3 6 " 39 " - 4 1 " 18 " MI N . 39"-41" 12" MAX. 42" MIN. 54" MIN. 12" MAX. 24" MIN. 36" MIN. 33 " - 3 6 " SIDE WALL REAR WALL 14 TOILET COMPARTMENT SCALE: 1/4" = 1'-0" 56 " MI N . 60" MIN. 6" MIN. 6" MI N . TOE CLEARANCE 25 URINALS SCALE: 1/4" = 1'-0" 17 " MA X . 13 1/2" MIN. 18 LAVATORIES SCALE: 1/4" = 1'-0" 34 " M A X 2 7 " M I N . 9" MI N 11" MIN. 9" MIN. 8" MIN. WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES OR SINKS. SECTIONPLAN 30" 48 " SECTIONPLAN CLEAR FLOOR SPACE 30" MIN. 48 " MI N . CLEAR FLOOR SPACE 17 " MI N 19 " MA X . 16 ACCESSORY MOUNTING HEIGHTS SCALE: 1/4" = 1'-0" HANDDRYER TOWELDISPENSER BABYCHANGINGSTATION HAND SANITIZER/SOAP DISPENSER MIRROR SANITARYWASTERECEPTACLE TOILET SEATCOVERDISPENSER 28 3 / 4 " 44 " M A X . HA N D L E A R E A HANDLES ARE LOCATED ON BOTH SIDE OF THE UNIT 44 " 38 1 / 2 " 48 " M A X . OP E R A B L E PA R T S 40 " 48 " 8" 40 " M A X . BO T T O M O F RE F L E C T I V E SU R F A C E 15 " M I N . OP E R A B L E PA R T S OTHER FIXTURES NOT ALLOWED WITHIN THIS AREA 18 " 48 " 48 " 6' - 8 " 8" TYPICAL LOCATION FOR LIGHT SWITCHES, DIMMERS, EGRESS BUTTONS, THERMOSTATS, ETC. AND POWER AND TELEPHONE OUTLETS AT WALL OR COLUMN 44 " 6' - 8 " 6" 42 " 6' - 8 " B TYPICAL LOCATION FOR OUTLETS, SWITCHES AND THERMOSTATS, ETC. AT CREDENZA OR COUNTERTOP TYPICAL LOCATION FOR ONE OR TWO MOUNTED FIRE ALARM DEVICES / VISUAL ALARM FEC ℄ STROBE (AS APPLICABLE) THERMOSTAT OR INTERCOM LIGHT SWITCHES DIMMERS, POWER AND TELEPHONE RECEPTACLE, ETC. CREDENZA OR COUNTER - REFER TO ELEV./DETAILS FINISH FLOOR FIRE ALARM (SPEAKER/ STROBE OR STROBE ONLY) FIRE EXTINGUISHER FINISH FLOOR DOOR FRAME EDGE STROBE (AS APPLICABLE) THERMOSTAT, INTERCOM OR SECOND ROW OF RECEPTACLES CENTER TO CLUSTER (WHEN USING DIMMERS, LOCATE THERMOSTAT AT OPPOSITE SIDE OF DOOR) LIGHT SWITCH, DIMMERS, EGRESS BUTTON, INTERCOM BUTTON, CARD READER, ETC. DOOR LEVER, PULL FINISH FLOOR POWER AND TELEPHONE RECEPTACLE AND CLUSTER VERTICALLY MOUNTED ℄ ℄℄ 44 " \A 1 ; 4 4 " 48" AFF MIN. 60" AFF MAX. CENTERED ON RAISED CHARACTERS 18" MIN. 22 TACTILE SIGN LOCATIONS SCALE: 1/4" = 1'-0" 18 " MI N . TACTILE SIGN NOTES: 1.WHERE A SIGN CONTAINING RAISED CHARACTERS AND BRAILLE IS PROVIDED AT A DOOR, THE SIGN SHALL BE ALONGSIDE THE DOOR AT THE LATCH SIDE. 2.BRAILLE SHALL BE MOUNTED 48 INCHES MINIMUM AND 60 INCHES MAXIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE BRAILLE CELLS AS PER SECTION 703.4.5. 3.SIGNS SHALL BE IN CONTRASTING COLOR AND NON-GLARE. THIS DRAWING IS A REPRESENTATIVE SUMMARY OF THE REQUIREMENTS OF THE ADA STANDARDS THAT MAY BE APPLICABLE TO THE PROJECT. WHERE SPECIFIC DIMENSIONAL INFORMATION AND CLEARANCES ARE NOT NOTED ON THE DRAWINGS, CONSTRUCT TO THE CLEARANCES AND TOLERANCES SHOWN ON THIS SHEET. WHERE DRAWINGS SPECIFICALLY INDICATE DIFFERENT OR CONFLICTING INFORMATION TO THE STANDARDS DEPICTED ON THIS SHEET, CONSTRUCT USING THE MORE STRINGENT REQUIREMENT OR CONTACT THE ARCHITECT FOR RESOLUTION WOMEN WOMEN MEN MEN 9"9" 56 " M I N . 60 ' M A X . 56 " M I N . 60 " M A X . 5' - 0 " M A X . BA S E L I N E T A C T I L E A R E A 12" 12"6" MI N 1'-6" CLEAR FLOOR SPACE ℄ G.C. TO PROVIDE RESTROOM SIGN WITH RAISED AND BRAILLE CHARACTERS AND PICTOGRAM SYMBOL AT CORRIDOR SIDE OF TOILET ROOM DOOR AS PER STATE AND LOCAL ACCESSIBILITY CODE. ℄ 1'-6" CLEAR FLOOR SPACE 5' - 0 " M A X . BA S E L I N E T A C T I L E A R E A 6" MI N ℄ ℄ ℄ 10 TYPICAL MOUNTING HEIGHTS SCALE: 1/4" = 1'-0" ℄ ℄ ℄ ℄ ℄ A 4" MIN. C 48 " M A X . OP E R A B L E PA R T S 15 " M I N . OP E R A B L E PA R T S TACTILE CHARACTER HEIGHTABOVE FLOORCLEAR FLOOR SPACE FORTACTILE SIGNS AT DOORS ℄ INTERNATIONAL SYMBOL OFACCESSIBILITY 17 TOILET PAPER DISPENSERS SCALE: 1/4" = 1'-0" PROTRUDING DISPENSERBELOW GRAB BAR 18 " MI N . 1 1 / 2 " MI N . 42" MAX. 24" MIN. \A1;MIN. PROTRUDING DISPENSERABOVE GRAB BAR 24" MIN. 36" MAX. 12 " MI N . 48 " MA X . \A1;MAX. RECESSED DISPENSER 18 " MI N . 48 " MA X . 42" MAX. 24" MIN. 36" MAX. 7"-9"7"-9" 24" MIN. ℄℄ 1.6" - 2.4" 1. 6 " - 2 . 4 " 0.65" MIN. 50% - 65% BASE DIAMETER 0. 2 "0.9" - 1.4" GENERAL NOTES: 1.DETECTABLE WARNING SURFACES SHALL HAVE TRUNCATED DOMES COMPLYING WITH SECTION705.5. 2.DETECTABLE WARNING SURFACES SHALL CONTRAST VISUALLY WITH ADJACENT SURFACES, EITHER LIGHT-ON-DARK OR DARK-ON-LIGHT. 3.TRUNCATED DOMES SHALL HAVE A BASE DIAMETER OF 0.9 INCH MINIMUM AND 1.4 INCH MAXIMUM, AND A TOP DIAMETER OF 50% MINIMUM AND 65% MAXIMUM OF THE BASE DIAMETER. 4.TRUNCATED DOMES SHALL HAVE A HEIGHT OF 0.2 INCH. 5.TRUNCATED DOMES TO BE BOLT-DOWN. 19 TRUNCATED DOMES DETAIL SCALE: 6" = 1'-0" HEIGHT OF RAISEDCHARACTERS POSITION OF BRAILLE 3/ 8 " MI N . 3/ 8 " MI N . 5/ 8 " - 2 " GENERAL NOTES: 1.RAISED CHARACTERS SHALL BE 1/32" MINIMUM ABOVE THEIR BACKGROUND, SANS SERIF STYLE AND UPPERCASE. 2.RAISED CHARACTERS SHALL BE 48 INCHES MINIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE LOWEST RAISED CHARACTER AND 60 INCHES MAXIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE HIGHEST RAISED CHARACTER. 3.BRAILLE SHALL BE CONTRACTED (GRADE 2) AND SHALL COMPLY WITH 703.3 AND 703.4. 4.BRAILLE SHALL BE POSITIONED BELOW THE CORRESPONDING TEXT. IF TEXT IS MULTI-LINED, BRAILLE SHALL BE PLACED BELOW THE ENTIRE TEXT. (703.4.4) 5.BRAILLE SHALL BE 48 INCHES MINIMUM AND 60 INCHES MAXIMUM ABOVE THE FLOOR, MEASURED TO THE BASELINE OF THE BRAILLE CELLS. 6.CHARACTERS OR BRAILLE SHALL NOT BE LOCATED IN THE PICTOGRAM FIELD. 23 TACTILE SIGN DETAILS SCALE: 6" = 1'-0" 1 CHANGES IN LEVEL SCALE: 1'-0" = 1'-0" 1/ 4 " (M A X . ) (A) VERTICAL (B) BEVELED 1/ 2 " (M A X . ) 1/ 4 " (M A X . ) 1/ 4 " (M A X . ) 1 2 1/ 4 " (M A X . ) 1 2 1801 EAST DYER RD. SANTA ANA, CA 92705 CONSULTANT PROJECT 2022.0315.00 54,016 SF OWNER PHONE:(404) 471-1634 129 08/01/2024 SA N T A A N A , C A L I F O R N I A 2023 Q2 ALL ARCHITECTURAL AND ENGINEERINGDRAWINGS ARE IN CONFIDENCE ANDDISSEMINATION MAY NOT BE MADE WITHOUTPRIOR WRITTEN CONSENT OF THE ARCHITECT.ALL COMMON LAW RIGHTS OF COPYRIGHT ANDOTHERWISE ARE HEREBY SPECIFICALLY RESERVED 2500 WINDY RIDGE PARKWAY, SE ATLANTA, GA 30339 ISSUE DRAWN: CHECKED: SHEET SEAL AREA : JOB NUMBER: ISSUE DATE: STORE NUMBER: ST O R E # 1 2 9 PROTOTYPE: CITY APPROVAL STAMP PERMIT SET 08/01/2024 LICENSE: #C-39437 EXP: 07/31/2025 1 REVISION 1 12/12/2024 1 REVISION 1 (RE-ISSUE)01/10/2025 ACCESSIBILITY NOTES G002 KLS AJB 1 1 1 1 1 1801 E Dyer Rd 3/11/2025 1801 E Dyer Rd 3/11/2025 1801 E Dyer Rd 3/11/2025 1801 E Dyer Rd 3/11/2025 1801 E Dyer Rd 3/11/2025 STRUCTURAL CALCULATIONS DELTA 1: REVISION 1 04/21/23 PROJECT: FLOOR & DÉCOR CPU CANOPY 1801 E. DYER RD. SANTA ANA, CA 92705 AVS JOB NO. 7202 CLIENT: ARCHITECTURAL DESIGN GUILD 2710 SUTTON BLVD. ST. LOUIS, MO 63143 A. V. SCHWAN & ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 6000 E. THOMAS ROAD, SUITE 1 SCOTTSDALE, ARIZONA 85251 602.265.4331 www.AVSchwan.com 1801 E Dyer Rd 3/11/2025 ATB Architectural Design Guild Floor & Decor CPU Canopy - Santa Ana, CA 7202 TABLE OF CONTENTS CALCULATIONS PAGE NO. DESIGN CRITERIA ............................................................................... 3-13 CANOPY FRAMING ............................................................................. 14-36 CANOPY DECK DESIGN ............................................................... 14-20 CANOPY FRAMING DESIGN ........................................................ 20-29 CANOPY COLUMN & FOUNDATION DESIGN ........................ 25-42 1801 E Dyer Rd 3/11/2025 A.V. Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. 602-265-4331 CALCULATED BY ATB DATE CHECKED BY MK DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =S Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 0.25 / 12 1.2 deg Building length 26.7 ft Least width 22.0 ft Mean Roof Ht (h) 18.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A California Building Code 2022 Storage 3 of 42 1801 E Dyer Rd 3/11/2025    !"#$ %&''( !%)&*+**(,%*-.,/0 1 0  '&0 21  3 ,, ,,4,,# #,, ,,#4,,5 6 , #,,# ,, 1 -&)7#  89:;<=>?@AB;C:DEB@ FGG;9HHI *-.,/1  '&21 JBB;GE@:D9HI &'')&*+** KL9M:DEB@I &4 NEC9HD:COI )) +*P Q:R:;G>NSO9I T F8JK>UVWX /Y)Z,[[\ /Y)Z,&\ /Y)Z,&&\ /Y)Z,*\ /5 ,!Y *'\ /5 ,!YY '\ /5 ,!YYY \ /5 ,!Y][\ F8JK>UVW^ /Y)Z,&\ /Y)Z,&'\ /Y)Z,*\ /Y)Z,'\ /5 ,!Y \ /5 ,!YY \ /5 ,!YYY)Y]\ F8JK>UV^_ 1 -&)T1,,*\ `abcdbefghecijkilmhbkcabdbcnocpo`cdbqgblhcmjrcehmhbcsdcgslmgcmtbjktbjhechschabcumgfbecsdcmjrckbgijbmhisjcgijbectmkbckfdijvchabcwfigkijvclskbcmksxhisjcxdslbeeyczebdeceasfgkclsjqidtcmjr sfhxfhcswhmijbkcqdstchaiechssgc{ihachabcgslmgc|fhasdihrc}muijvc~fdiekilhisjcwbqsdbcxdslbbkijvc{ihackbeivjy gbmebcjshbchamhchabc|`€c}m mdkecwrc‚slmhisjc{bweihbc{iggcjshcwbcfxkmhbkchscefxxsdhc|ƒ€„c…†‡‡ycˆijkcsfhc{ary ‰EH<L:EC9;  ,, ,4\Š, 1 -&,,,,# ,,!, , 1 -&  ,,,  ,, #,,4, ,‹\,,#,,# ,Œ ,, #,,,,4,Š,#,, ! !, Ž - 7 ,,,#),,,!,,, !,,\,Š,!#\44,#,,,,,##),, ,! ,!!,,\,, #,! ,,Œ\,4 # T ,,4\,,,#,,, ,Š,,, \,,   4 ,\, ,,, ,, ,,, ,4,4 #\,,,Œ\Š,44   ,!,,, ,,4,  ,,,,44\, ,, !\,4\,,4, Š!,Œ,,,5# ,!,,4, 4 ,,4,4,, ,44, ,,! !,, 4,,Š,#,,2,4,4\4\ #,,\,   !4\,2,4,4#,,,\ Š ,!Š,! !,,, ,4 !,Š ,,4, !,,, , !, ,, ‘_ ’“”•– —˜™š›˜œ˜ššžŸžžš ¡¡¢£¤¥š¦§¨ ¦©¤™¡ªœš˜š«˜™š¤ªª¡ª 4 of 42 1801 E Dyer Rd 3/11/2025 A.V. Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. 602-265-4331 CALCULATED BY ATB DATE CHECKED BY MK DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 95 mph Nominal Wind Speed 73.6 mph Risk Category II Exposure Category C Enclosure Classif.Open Building Internal pressure +/-0.00 Directionality (Kd)0.85 Kh case 1 0.882 Kh case 2 0.882 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =18.0 ft If building h/B>4 then may be flexible and should be investigated. B = 22.0 ft h/B = 0.82 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure formula Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =80.2 Lz =427.1 ft N1 =0.00 Q =0.94 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =18.0 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 5 of 42 1801 E Dyer Rd 3/11/2025 A.V. Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. 602-265-4331 CALCULATED BY ATB DATE CHECKED BY MK DATE Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant =0.00256 6 of 42 1801 E Dyer Rd 3/11/2025 A.V. Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. 602-265-4331 CALCULATED BY ATB DATE CHECKED BY MK DATE Wind Loads - Open Buildings: 0.25 ≤ h/L ≤ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow =Obstructed Roof Angle =1.2 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.88 Base pressure (qh) =17.3 psf Roof pressures - Wind Normal to Ridge Cnw Cnl Cn = -0.50 -1.20 p =-7.4 psf -17.7 psf Cn = -1.10 -0.60 p =-16.2 psf -8.8 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, Ɣ = 90 deg h = 18.0 ft ≤ h >h ≤ 2h > 2h 2h = 36.0 ft Cn =-1.20 -0.90 -0.60 p =-17.7 psf -13.3 psf -8.8 psf Cn = 0.50 0.50 0.30 p =7.4 psf 7.4 psf 4.4 psf Fascia Panels -Horizontal pressures qp = 17.3 psf Windward fascia: 26.0 psf (GCpn = +1.5) Leeward fascia:-17.3 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.88 a = 3.0 ft a2 =9.0 sf Base pressure (qh) =17.3 psf 4a2 =36.0 sf G = 0.85 positive negative positive negative positive negative 1.10 -3.84 0.86 -1.93 0.55 -1.28 0.86 -1.93 0.86 -1.93 0.55 -1.28 0.55 -1.28 0.55 -1.28 0.55 -1.28 16.1 psf -56.5 psf 12.7 psf -28.4 psf 8.1 psf -18.8 psf 12.7 psf -28.4 psf 12.7 psf -28.4 psf 8.1 psf -18.8 psf 8.1 psf -18.8 psf 8.1 psf -18.8 psf 8.1 psf -18.8 psf The C&C pressure shall not be less than 16 psf acting in either direction normal to the surface. Wind pressure zone 3 zone 2 >9, ≤ 36 sf > 36 sf ≤ 9 sf >9, ≤ 36 sf > 36 sf Obstructed Wind Flow CN zone 1 Obstructed Wind Flow Effective Wind Area ≤ 9 sf A B Horizontal Distance from Windward EdgeWind Flow Load Case A B Load Case Wind Flow Obstructed Wind Flow Ɣ = 0 & 180 deg Wind Direction 7 of 42 1801 E Dyer Rd 3/11/2025 A.V. Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. 602-265-4331 CALCULATED BY ATB DATE CHECKED BY MK DATE Location of Open Building Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING 8 of 42 1801 E Dyer Rd 3/11/2025    !"#$% &''())* !&+(,,,*#&,-.#/0 1 0  )(0 21  3 ## ##4##5 5## ##54##6 7 # 5##5 ## 1 -(+85  9:;<=>?@ABC<D;EFCA GHH<:IIJ ,-.#/1  )(21 KCC<HFA;E:IJ ''())+(,,, LM:N;EFCAJ (4 OFD:IE;DPJ ++ ''Q R;S;<H?OTP:J 1#$ U:B:<:A=:?VC=WD:AEJ 1 -(+X UFIY?K;E:ZC<TJ [[ 9FE:?KM;IIJ .+#4  \;IF=?];<;D:E:<I ^;D: _;MW: V:I=<FPEFCA 11 X( -/!$`#&a 1 -/!$`#&a 1 1  1#+$4## # #b # 1 c 1#+$4## # #b # 1.1  d$##$#!b #1 1.c d$##$#!b #1 c1##1#, eGHHFEFCA;M?@ABC<D;EFCA ^;D: _;MW: V:I=<FPEFCA 1. c 1#$#!#! 8 1#$ 44 8b c 1#$ 44 /1 )' #44#46`a /), #44#46`a f ' -f#6!# # 8 f  1#$ 44 f f X 1#$4##6!# # , !+##`a 1/ X(  6+!##!$`a 12 'X 8#4$+# # #`0 4 #g####a 1. (, 8###$# #b #`a 1/   6+!##!$`a 12 ,) 8#4$+# # #`0 4 #g####a 1. 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Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy 6000 E Thomas Rd Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. 602-265-4331 CALCULATED BY ATB DATE CHECKED BY MK DATE Seismic Loads:CBC 2019 Strength Level Forces Risk Category : II Importance Factor (Ie) : 1.00 Site Class : D - code default Ss (0.2 sec) = 126.70 %g A site specific ground motion analysis is required for seismically S1 (1.0 sec) = 45.40 %g isolated structures or with damping systems, see ASCE7 11.4.8 Site specific ground motion analysis performed: Fa = 1.200 Sms = 1.520 SDS =1.014 Design Category = D Fv = 1.846 Sm1 = 0.838 SD1 =0.559 Design Category = D Seismic Design Category =D Redundancy Coefficient ρ = 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type:All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Steel ordinary cantilever column system System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) = 18.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 1.25 Over-Strength Factor (Ωo) =1.25 Deflection Amplification Factor (Cd) = 1.25 SDS =1.000 (Sds modified for Cs & Ev calculation since SD1 =0.559 meets ASCE 7 section 12.8.1.3) Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = Qe +/-0.200D QE = horizontal seismic force Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 1.25Qe +/-0.203D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.40 Approx fundamental period (Ta) =CThn x = 0.175 Tmax = CuTa = 0.245 sec User calculated fundamental period = T = 0.175 sec Long Period Transition Period (TL) =ASCE7 map =8 sec Seismic response coef. (Cs) =SdsI/R =0.800 ASCE7 11.4.8 exception 2 equations used but not less than Cs = 0.044SdsI = 0.044 USE Cs = 0.800 Design Base Shear V =0.800W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x sec x= 0.75 10 of 42 1801 E Dyer Rd 3/11/2025 Total Stories =2 Floor Dead Load = 23.0 psf Roof Dead Load = 20.0 psf Building length L = 26.7 ft Floor LL to include = 0.0 psf Roof Snow Load = 0.0 psf Building width W = 22.0 ft Floor Equip wt = 0.0 kips Roof Equip wt = 0.0 kips hn = 18.0 ft Partition weight = 10.0 psf Parapet weight = 15.0 psf k = 1.000 Ext Wall Weight = 15.0 psf Parapet height =5.0 ft V = 0.800W Bottom Floor is a slab on grade Diaphragm shall be designed for level force Fx, but not less than Fpx = (S Fi / S wi) wpx, but : Fpx min = 0.2SDS Ie wpx =0.200 wpx Seismic Forces Normal to Building Length Fpx max = 0.4SDS Ie wpx =0.400 wpx EL above Level Cvx =V =44.1k Seismic Base Weight Wx hxk Wx hxk Base Shear Distribution Diaphragm Force Fpx Level (x)hx (ft)Wx (kips) (ft-kips)S Wi hi k Fx=CvxV S Fx (k)Story M S Wi (k)Fpx Design Fpx Roof 35.00 22 761 0.533 23.48 23.5 0 22 23.5 8.7 2 20.00 33 667 0.467 20.59 44.1 352 55 26.7 13.3 1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0 Base 55 1.000 44.1 881 1,234 = Base M Seismic Forces Parallel to Building Length V = 40.7k Base Shear Distribution Diaphragm Force Fpx Level (x)hx (ft)Wx (kips)Wx hxk Cvx =Fx=CvxV S Fx (k)Story M S Wi (k)Fpx Design Fpx Roof 35.00 20 699 0.531 21.61 21.6 0 20 21.6 8.0 2 20.00 31 618 0.469 19.10 40.7 324 51 24.7 12.4 1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0 Base 0.00 51 1.000 40.7 814 1,138 = Base M 11 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA General Calculation Notes: Strength Check: Example Inputs: Design Strength - ≔SDsgn 5 Demand Load - ≔LDmd.OK 3 Demand Load - ≔LDmd.NG 7 Design Strength exceeds Demand Loading - =>SDsgn LDmd.OK 1 O.K. Design Strength lower than Demand Loading - =>SDsgn LDmd.NG 0 N.G. Summary: If the output = 1, design is adquate. Modeling Inputs -Transfer to other Program: Loading Input transfer (yellow highlight) -Load Geometry Input transfer (blue highlight) -Geometry Typical Inputs: Area of #5 Rebar -≔No5 0.31 in 2 Area of #6 Rebar -≔No6 0.44 in 2 Yield Stress of Steel -≔Fy 36 ksi ASD Reduction factors -≔Ω1 1.67 ≔Ω2 2.0 ≔ϕW 0.6 ≔ϕE 0.7 Unit weight of concrete -≔γconc 150 pcf Strength of Concrete -≔f'c 3000 ksi Information used for drawing development: Specific callouts in drawing set (bold/underline)Use this element for the project Specific loading in drawing set (gray highlight)≔Load 11.11 kip JOB NO: 7202 12 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA General Calculation Notes: Design Loading: Dead Load:≔DL 10 psf Roof Live Load:≔Lr 20 psf Wind Design Criteria: Wind Speed:≔vW 95 mph Clear Wind Flow:≔WLc 17.7 psf ≔WLc.uplift -17.7 psf Seismic Design Criteria: ATC Seismic Values:≔SS 1.267 ≔S1 0.454 ≔Sds 1.014 ≔SD1 0.559 Response Modification Coefficent (Per ASCE 7 Table 12.2-1) ≔R 1.25 Steel Ordinary Cantilever Columns Seismic Importance Factor:≔IE 1.0 Seismic response coefficient: (see seismic design criteria) ≔Cs 0.8 Horizontal Seismic:≔ELh =⋅Cs DL 8 psf Horizontal Seismic:≔ELv =⋅⋅0.2 Sds DL 2.028 psf JOB NO: 7202 13 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA Canopy Framing Design: Canopy Deck Design: Wind Uplift: Use ASD load combinations to determine loads to the metal roof deck DL = Roofing + Insulation + Deck Self Weight + MISC ≔WDL =+4 psf 1.5 psf 5.5 psf Height to eaves -≔h =――――――――――+((+24 ft 9 in))((+20 ft 9.5 in)) 2 22.771 ft Area of Zone 3 -=+((⋅⋅⋅0.2 h 0.6 h))((⋅⋅⋅0.2 h 0.4 h))103.702 ft 2 Corresponding uplift pressure -≔Wup 56.5 psf Net Uplift - (negative sign indicates uplift) ≔WNup =⋅0.6 ⎛⎝-WDL Wup⎞⎠-30.6 psf Verify vertical uplift loads to deck: Edge joist spacing - (at Zone 3) ≔SB 4 ft Allowable uplift - (from Canam catalog) ≔Uall 97 psf Verification -=>Uall ||WNup||1 O.K. Verify uplift loads to #10 screw: Number of screws / Deck length:≔N 6 ≔LD =⋅2 SB 8 ft Trib width and length to one screw: (Conservative, does not consider welds) ≔t =――LD N 1.333 ft ≔w 3 ft Tension per weld -≔T =⋅⋅t w ||WNup||122.4 lbf Allowable Tension - (from Canam catalog) ≔Tallowable 386 lbf Verification -=>Tallowable T 1 O.K. Use 22 Gage Canam Type B Roof Deck -1.5in Uplift wind loading O.K. - Deck: (3) supports minimum - Double Span JOB NO: 7202 14 of 42 1801 E Dyer Rd 3/11/2025 22 Gage 1.5B-36 Grade 50 Uniform Allowable Load Table, ASD (psf) For End Lapped Deck 36 / 7/ 4 Connection Pattern to Supports with Support Member A36 5/8" Visible Dia. Arc Spot Weld 0.25 ≤ t₂ (in.) ↑↑↑↑↑↑↑Outward ‑ or ‑ ↓↓↓↓↓↓↓Inward 1.5B‑36 Roof Deck ⟶2.00 ⟵⟶4.00 ⟵ End Bearing (in.)Interior Bearing (in.) Inward Uniform Allowable Load Table, ASD (psf) Span (ft‑in)4'‑0"4'‑0"4'‑0"4'‑0"4'‑0"4'‑0"4'‑0"4'‑0" 1 Wn/Ω211 211 211 211 211 211 211 211 L/240 159 159 159 159 159 159 159 159 2 Wn/Ω219 219 219 219 219 219 219 219 L/240 ‑‑‑‑‑‑‑‑ 3 Wn/Ω271 271 271 271 271 271 271 271 L/240 ‑‑‑‑‑‑‑‑ Uplift (Outward) Uniform Allowable Load Table, ASD (psf) Span (ft‑in)4'‑0"4'‑0"4'‑0"4'‑0"4'‑0"4'‑0"4'‑0"4'‑0" 1 Wn/Ω223 223 223 223 223 223 223 223 L/240 182 182 182 182 182 182 182 182 2 Wn/Ω97 97 97 97 97 97 97 97 L/240 ‑‑‑‑‑‑‑‑ 3 Wn/Ω110 110 110 110 110 110 110 110 L/240 ‑‑‑‑‑‑‑‑ Steel Deck Properties t Fy wdd Id+Id‑Se+Se‑Mn+/ΩMn‑/ΩVn/Ω in ksi psf in.⁴/ft in.⁴/ft in.³/ft in.³/ft lbs‑ft/ft lbs‑ft/ft lbs/ft 0.0295 50 1.6 0.155 0.178 0.169 0.179 422 447 2654 Where:W ≤ Wn/Ω W = Required strength of the governing ASD load combintaion Wn/Ω= Allowable Strength Steel Deck Uniform Load V3.0.1 in Accordance with AISI S100‑16 and AISI S310‑16 Date:12/21/2022 NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it. Page 1 of 1 15 of 42 1801 E Dyer Rd 3/11/2025 22 Gage 1.5B-36 Grade 50 Allowable Connection Tension (ASD) Steel Deck Support Steel Grade 50 A36 t₁ =0.0295 in.t₂ =0.250 in. Fy₁ =50 ksi Fu₂ =58 ksi Fu₁ =65 ksi Weld Filler Metal Fxx =60 ksi Support Connection Pt Support Thickness Min. Edge Distance Min Max Deck Support¹ kips (in)(in)(in)(in) Hilti X‑ENP19 PAF 0.567 0.250 0.266 0.500 Hilti X‑HSN24 PAF 0.454 0.125 0.375 0.236 0.500 Pneutek K66 PAF 0.479 0.281 0.299 0.500 Pneutek K64 PAF 0.479 0.187 0.312 0.299 0.500 Pneutek SDK63 PAF 0.479 0.155 0.250 0.299 0.500 Pneutek SDK61 PAF 0.479 0.113 0.155 0.299 0.500 Hilti S‑MD #12 Screw 0.398 0.060 0.250 0.324 0.324 Simpson X #12 Screw 0.398 0.125 0.610 0.324 0.324 Simpson XM #12 Screw 0.463 0.125 0.610 0.324 0.324 Simpson XL #12 Screw 0.599 0.125 0.610 0.324 0.324 1/4" or #14 Screw 0.460 0.015 0.500 0.375 0.375 #12 Screw 0.382 0.015 0.500 0.324 0.324 #10 Screw 0.368 0.015 0.175 0.285 0.285 #8 Screw 0.309 0.015 0.100 0.246 0.246 5/8" Visible Dia. Arc Spot Weld 0.486 0.100 0.938 0.625 3/4" Visible Dia. Arc Spot Weld 0.588 0.100 1.125 0.750 Arc Spot Weld with 3/8" Hole Washer 0.282 0.100 0.563 0.375 Note 1. Minimum edged distance for: PAF is 0.5 in based manufactures recommendation, screws is 1.5d based on AISI S100, and welds 1.0d is used to ensure adequate fit up because there is no minimum edge distance for support member for arc spot welds. Page 1 of 4 16 of 42 1801 E Dyer Rd 3/11/2025 22 Gage 1.5B-36 Grade 50 Allowable Connection Tension (ASD) Connection Adjustment Factors For connections through perforated material, multiply calculated fastener property by appropriate adjustment factor in accordance with IAPMO ER‑0423.Perforated Bottom Flange Non‑ Screws PAFs Welds Perforated Adjustment Factor for Connection Pullover Strength, τnov =0.84 0.85 ‑1 Adjustment Factor for Connection Tension Strength, 1.00 ≥ τnt =0.19 t₁ Fu + 0.11 =‑‑0.47 1 Hilti X‑ENP‑19 PAF d =0.177 in.ICC‑ES ESR 2197 Pnot =2.625 kips IAPMO ER‑0652 eq. H‑ 5Ω =2.65 Pt = Pnot/Ω =0.991 kips dw =0.591 in. Pnov = τnov 1.5 t₁ dw Fu₁ =1.700 kips S100 eq. J5.2.3‑1 Ω =3.00 Pt = Pnov/Ω =0.567 kips Pnts =6.379 kips IAPMO ER‑2652 Ω =2.45 AISI S100‑16 J5.2.1 Pt = Pnts/Ω =2.604 kips Governing, Pt =0.567 kips Minimum edge distance = 1.5d =0.266 in. Hilti X‑HSN 24 PAF d =0.157 in.ICC‑ES ESR 2197 Pnot = 8 t₂ + 0.088 ≤ 1.875, Pnot =1.875 kips IAPMO ER‑0652 eq. H‑ 4Ω =2.65 Pt = Pnot/Ω =0.708 kips dw =0.474 in.S100 Pnov = τnov 1.50 t₁ dw Fu₁ =1.363 kips Ω =3.00 Pt = Pn/Ω =0.454 kips Pnts =5.033 kips IAPMO ER‑2018 Ω =2.45 AISI S100‑16 J5.2.1 Pt = Pnts/Ω =2.054 Governing, Pt =0.454 kips Minimum edge distance = 1.5d =0.236 in. Pneutek K66, K64, SDK63, and SDK61 PAF K66 (largest diameter) d =0.199 in.ICC‑ES ESR 2941 Pnot = 18.37 t₂ ≤ 4.811, Pnot =4.593 kips IAPMO ER‑0652 eq. P‑5 Ω =2.45 Pt = Pnot/Ω =1.874 kips dw =0.500 in. Pnov = τnov 1.5 t₁ dw Fu₁ =1.438 kips S100 eq. J5.2.3‑1 Governing, Pn =1.438 kips Ω =3.00 Pt = Pn/Ω =0.479 kips Pnts =3.909 kips IAPMO ER‑2018 Ω =2.45 AISI S100‑16 J5.2.1 Pt = Pnts/Ω =1.596 Governing, Pt =0.479 kips Minimum edge distance = 1.5d =0.299 in. Page 2 of 4 17 of 42 1801 E Dyer Rd 3/11/2025 22 Gage 1.5B-36 Grade 50 Allowable Connection Tension (ASD) Hilti S‑MD #12 Screw d =0.216 in.ICC ESR‑2196 dw =0.415 in.ICC ESR‑2196 Pnot = 0.85 t₂ d Fu₂, Pnot =2.662 kips S100 eq. J4.4.1‑1 Pnov = τnov 1.5 t₁ dw Fu₁ =1.194 kips S100 eq. J5.2.3‑1 Pnts =3.900 kips Governing, Pn =1.194 kips Ω =3.00 Pt = Pn/Ω =0.398 kips Minimum edge distance = 1.5d =0.324 in. Simpson X #12 Screw d =0.216 in.IAPMO ER‑0326 dw =0.415 in.IAPMO ER‑0326 Pnot = 0.85 t₂ d Fu₂, Pnot =2.662 kips S100 eq. J4.4.1‑1 Pnov = τnov 1.5 t₁ dw Fu₁ =1.194 kips S100 eq. J5.2.3‑1 Pnts =4.985 kips Governing, Pn =1.194 kips Ω =3.00 Pt = Pn/Ω =0.398 kips Minimum edge distance = 1.5d =0.324 in. Simpson XM #12 Screw d =0.216 in.IAPMO ER‑0326 dw =0.483 in.IAPMO ER‑0326 Pnot = 0.85 t₂ d Fu₂, Pnot =2.662 kips S100 eq. J4.4.1‑1 Pnov = τnov 1.5 t₁ dw Fu₁ =1.389 kips S100 eq. J5.2.3‑1 Pnts =4.985 kips Governing, Pn =1.389 kips Ω =3.00 Pt = Pn/Ω =0.463 kips Minimum edge distance = 1.5d =0.324 in. Simpson XL #12 Screw d =0.216 in.IAPMO ER‑0326 dw =0.625 in.IAPMO ER‑0326 Pnot = 0.85 t₂ d Fu₂, Pnot =2.662 kips S100 eq. J4.4.1‑1 Pnov = τnov 1.5 t₁ dw Fu₁ =1.798 kips S100 eq. J5.2.3‑1 Pnts =4.985 kips Governing, Pn =1.798 kips Ω =3.00 Pt = Pn/Ω =0.599 kips Minimum edge distance = 1.5d =0.324 in. Page 3 of 4 18 of 42 1801 E Dyer Rd 3/11/2025 22 Gage 1.5B-36 Grade 50 Allowable Connection Tension (ASD) Support Screws #8 #10 #12 ¼ or #14 d =0.164 0.190 0.216 0.250 in.S100 tbl C‑J4‑1 dw =0.322 0.384 0.398 0.480 in.ASME B18.6.3 Pnot = 0.85 t₂ d Fu₂, Pnot =2.021 2.342 2.662 3.081 kips S100 eq. J4.4.1‑1 Pnov = τnov 1.5 t₁ dw Fu₁ =0.926 1.104 1.145 1.381 kips S100 eq. J5.2.3‑1 Pnts =1.545 1.825 2.778 3.800 kips Note: Pnts is based on the lower bound of major manufacturers published literature. Governing, Pn =0.926 1.104 1.145 1.381 kips Ω =3.00 Pt = Pn/Ω =0.309 0.368 0.382 0.460 kips Minimum edge distance = 1.5d =0.246 0.285 0.324 0.375 in. Visible Dia. Arc Spot Welds 5/8"3/4" d =0.625 0.750 in. de = 0.7d ‑ 1.5t₁ ≤ 0.55d =0.393 0.481 in.S100 eq J2.2.2.1‑5 da = d ‑ t₁ =0.596 0.721 in.S100 fig J2.2.2.1 Fu₁ weld = min (Fxx , Fu₁ ) =60 60 ksi S100 sec J2.2.3 Pnt₁ = τnt π de² Fxx / 4 =7.288 10.891 kips S100 eq. J2.2.3‑1 Pnt₂ = τnt 0.80 ( Fu₁ / Fy₁ )² min ( t₁ da Fu₁ , 3 ) =1.214 1.469 kips S100 eq. J2.2.3‑2 Pnt = min ( Pnt₁ , Pnt₂ ) =1.214 1.469 kips Governing, Pn 1.214 1.469 kips Ω =2.50 Pt = Pn/Ω =0.486 0.588 kips Minimum edge distance = 1.5d =0.938 1.125 in. Arc Spot Weld with 3/8" Hole Washer do = de =0.375 in. da = d ‑ t₁ =0.346 in.S100 fig J2.2.2.1 Fu₁ weld = min (Fxx , Fu₁ ) =60 ksi S100 sec J2.2.3 Pnt₁ = π de² Fxx / 4 =6.627 kips S100 eq J2.2.3‑1 Pnt₁ = τnt π de² Fxx / 4 =0.704 kips S100 eq J2.2.3‑2 Pnt₂ = τnt 0.80 ( Fu₁ / Fy₁ )² min ( 3 , t₁ da Fu₁ ) =0.704 kips Governing, Pn =0.704 kips Ω =2.50 Pt = Pn/Ω =0.282 kips Minimum edge distance = 1.5d =0.563 in. Steel Deck Uniform Load V3.0.1 in Accordance with AISI S100‑16 and AISI S310‑16 Date:12/21/2022 NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it. Page 4 of 4 19 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA Canopy Design (cont.): Canopy Deck Design: Downforce Check: Enter typical roof loads:=DL 10 psf =Lr 20 psf ≔W DL Lr[[]] Total uniform load to roof deck:≔TL =+DL Lr 30 psf Allowable gravity load -≔Uall 219 psf Verification -=>Uall TL 1 O.K. Use 22 Gage Canam Type B Roof Deck -1.5in Canopy Framing Design (cont.): B1: Length:≔LB1 =+24 ft 8 in 24.667 ft ≔LB1.c =+1 ft 6 in 1.5 ft Spacing:≔tB1 4 ft Roof loads:=DL 10 psf =Lr 20 psf Wind Load:=WLc 17.7 psf =WLc.uplift -17.7 psf Use W14x22 Steel Beam (See Enercalc Printout) B2: Enter Length:≔LB2.c1 4 ft ≔LB2 14 ft ≔LB2.c2 4 ft Roof loads:=DL 10 psf =Lr 20 psf Wind Load:=WLc 17.7 psf =WLc.uplift -17.7 psf Trib:≔tB2 =+――LB1 2 LB1.c 13.833 ft Use W16x26 Steel Beam (See Enercalc Printout) JOB NO: 7202 20 of 42 1801 E Dyer Rd 3/11/2025 Steel Beam LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:B1 (Downforce) Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.010, Lr = 0.020, W = 0.01770 ksf, Tributary Width = 4.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.140 : 1 Load Combination +D+0.750Lr+0.450W Span # where maximum occurs Span # 1 1.905 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.450W 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio =0.030 : 1 24.667 ft 11.616 k-ft Va : Applied 1,627 >=360 1336 Ratio =846 >=180 Maximum Deflection Max Downward Transient Deflection 0.115 in 2,569Ratio =>=360 Max Upward Transient Deflection -0.022 in Ratio = Max Downward Total Deflection 0.222 in Ratio =>=180 Max Upward Total Deflection -0.043 in Span: 2 : Lr Only Span: 2 : Lr Only Span: 2 : +D+0.750Lr+0.450W Span: 2 : +D+0.750Lr+0.450W . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.891 2.135 Max Upward from Load Combinations 1.891 2.135 Max Upward from Load Cases 0.983 1.110 D Only 0.762 0.861 +D+Lr 1.745 1.971 +D+0.750Lr 1.499 1.693 +D+0.60W 1.284 1.450 +D+0.750Lr+0.450W 1.891 2.135 +D+0.450W 1.153 1.303 +0.60D+0.60W 0.979 1.106 +0.60D 0.457 0.516 Lr Only 0.983 1.110 W Only 0.870 0.983 21 of 42 1801 E Dyer Rd 3/11/2025 Steel Beam LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:B1 (Uplift) Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.010, Lr = 0.020, W = -0.01770 ksf, Tributary Width = 4.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.681 : 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 1.758 k Mn / Omega : Allowable 15.751 k-ft Vn/Omega : Allowable W14x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr 63.020 k Section used for this span W14x22 Ma : Applied Maximum Shear Stress Ratio =0.028 : 1 24.667 ft 10.720 k-ft Va : Applied 1,627 >=360 1448 Ratio =917 >=180 Maximum Deflection Max Downward Transient Deflection 0.020 in 1,838Ratio =>=360 Max Upward Transient Deflection -0.022 in Ratio = Max Downward Total Deflection 0.204 in Ratio =>=180 Max Upward Total Deflection -0.039 in Span: 2 : Lr Only Span: 2 : W Only Span: 2 : +D+Lr Span: 2 : +D+Lr . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.745 1.971 Max Upward from Load Combinations 1.745 1.971 Max Upward from Load Cases 0.983 1.110 Max Downward from all Load Conditions (Resisting Uplift-0.870 -0.983 Max Downward from Load Combinations (Resisting Uplift)-0.065 -0.073 Max Downward from Load Cases (Resisting Uplift)-0.870 -0.983 D Only 0.762 0.861 +D+Lr 1.745 1.971 +D+0.750Lr 1.499 1.693 +D+0.60W 0.240 0.271 +D+0.750Lr+0.450W 1.108 1.251 +D+0.450W 0.370 0.418 +0.60D+0.60W -0.065 -0.073 +0.60D 0.457 0.516 Lr Only 0.983 1.110 W Only -0.870 -0.983 22 of 42 1801 E Dyer Rd 3/11/2025 Steel Beam LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:B2 (Downforce) Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.010, Lr = 0.020, W = 0.01770 ksf, Tributary Width = 13.833 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.072 : 1 Load Combination +D+0.750Lr+0.450W Span # where maximum occurs Span # 2 3.374 k Mn / Omega : Allowable 110.279 k-ft Vn/Omega : Allowable W16x26Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.450W 70.509 k Section used for this span W16x26 Ma : Applied Maximum Shear Stress Ratio =0.048 : 1 4.000 ft 7.953 k-ft Va : Applied 8,700 >=360 5736 Ratio =4994 >=180 Maximum Deflection Max Downward Transient Deflection 0.017 in 9,994Ratio =>=360 Max Upward Transient Deflection -0.011 in Ratio = Max Downward Total Deflection 0.029 in Ratio =>=180 Max Upward Total Deflection -0.019 in Span: 3 : Lr Only Span: 3 : Lr Only Span: 3 : +D+0.750Lr+0.450W Span: 3 : +D+0.750Lr+0.450W . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.302 5.302 Max Upward from Load Combinations 5.302 5.302 Max Upward from Load Cases 3.043 3.043 D Only 1.808 1.808 +D+Lr 4.851 4.851 +D+0.750Lr 4.090 4.090 +D+0.60W 3.424 3.424 +D+0.750Lr+0.450W 5.302 5.302 +D+0.450W 3.020 3.020 +0.60D+0.60W 2.701 2.701 +0.60D 1.085 1.085 Lr Only 3.043 3.043 W Only 2.693 2.693 23 of 42 1801 E Dyer Rd 3/11/2025 Steel Beam LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:B2 (Uplift) Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.010, Lr = 0.020, W = -0.01770 ksf, Tributary Width = 13.833 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.066 : 1 Load Combination +D+Lr Span # where maximum occurs Span # 2 3.087 k Mn / Omega : Allowable 110.279 k-ft Vn/Omega : Allowable W16x26Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr 70.509 k Section used for this span W16x26 Ma : Applied Maximum Shear Stress Ratio =0.044 : 1 4.000 ft 7.276 k-ft Va : Applied 8,700 >=360 6270 Ratio =5458 >=180 Maximum Deflection Max Downward Transient Deflection 0.010 in 9,830Ratio =>=360 Max Upward Transient Deflection -0.011 in Ratio = Max Downward Total Deflection 0.027 in Ratio =>=180 Max Upward Total Deflection -0.018 in Span: 3 : Lr Only Span: 3 : W Only Span: 3 : +D+Lr Span: 3 : +D+Lr . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.851 4.851 Max Upward from Load Combinations 4.851 4.851 Max Upward from Load Cases 3.043 3.043 Max Downward from all Load Conditions (Resisting Uplift -2.693 -2.693 Max Downward from Load Combinations (Resisting Uplift)-0.531 -0.531 Max Downward from Load Cases (Resisting Uplift)-2.693 -2.693 D Only 1.808 1.808 +D+Lr 4.851 4.851 +D+0.750Lr 4.090 4.090 +D+0.60W 0.192 0.192 +D+0.750Lr+0.450W 2.878 2.878 +D+0.450W 0.596 0.596 +0.60D+0.60W -0.531 -0.531 +0.60D 1.085 1.085 Lr Only 3.043 3.043 W Only -2.693 -2.693 24 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA Canopy Design (cont.): Canopy Framing Design (cont.): Wall Connection: Shear Loading: Reactions from B1: (Per Enercalc Printout Support #1) ≔PDL.B1a 0.762 kip ≔PLr.B1a 0.983 kip ≔PWL.B1a 0.87 kip ≔PWLu.B1a -0.87 kip Tension Loading: Trib Area:≔tcon =⋅――LB2 2 tB1 28 ft 2 Seismic Loads:=ELh 8 psf ≔wELx =⋅2 ELh tcon 448 lbf Canopy Column & Foundation Design: C1: Column Height:≔HC1 18 ft Trib Width:≔tC1 =⋅tB1 ――tB2 2 27.667 ft 2 Reactions from B2: (Per Enercalc Printout Support #2) ≔PDL.B2b 1.808 kip ≔PLr.B2b 3.043 kip ≔PWL.B2a 2.693 kip ≔PWLu.B2a -2.693 kip Seismic Loads:=ELv 2.028 psf ≔PELh =⋅ELv tC1 0.056 kip Lateral Loads: Seismic Loads:=ELh 8 psf ≔PELh =⋅ELh tC1 0.221 kip Trib Area for Wind:≔tx =⋅3 ft ⎛ ⎜⎝+LB2.c1 ――LB2 2 ⎞ ⎟⎠33 ft 2 ≔tz =⋅3 ft ⎛ ⎜⎝+LB1.c ――LB1 2 ⎞ ⎟⎠41.5 ft 2 Wind Loads:≔WLh 28.4 psf ≔PWLx =⋅WLh tx 0.937 kip ≔PWLz =⋅WLh tz 1.179 kip Use HSS6x6x1/4 Steel Columns. (See Enercalc Printout) JOB NO: 7202 25 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 20, 2022 Page: Specifier: E-Mail: Date: 1 A.Beckwith 12/21/2022 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 Item number: 2198025 HAS-V-36 5/8"x8" (element) / 2334276 HIT-HY 200-R V3 (adhesive) Effective embedment depth: hef,act = 5.000 in. (hef,limit = - in.) Material: ASTM F1554 Grade 36 Evaluation Service Report: ESR-4868 Issued I Valid: 7/1/2022 | 11/1/2022 Proof: Design Method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plateR : lx x ly x t = 12.000 in. x 12.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 26 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 20, 2022 Page: Specifier: E-Mail: Date: 2 A.Beckwith 12/21/2022 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 448; Vx = 1,745; Vy = 0; Mx = 0; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; yes 15 27 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 20, 2022 Page: Specifier: E-Mail: Date: 3 A.Beckwith 12/21/2022 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Concrete Breakout Failure 448 10,892 5 / -OK Shear Steel Strength 436 3,067 - / 15 OK Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads 0.041 0.142 5/3 5 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 28 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 20, 2022 Page: Specifier: E-Mail: Date: 4 A.Beckwith 12/21/2022 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. 29 of 42 1801 E Dyer Rd 3/11/2025 Steel Column LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:C1 Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top Free, Bottom FixedAnalysis Method : , A500, Grade C, Fy = 50 ksi, Carbon Steel 18.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x1/4 50.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 18.0 ft, K = 2.1 Unbraced Length for buckling ABOUT X-X Axis = 18.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 342.360 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 18.0 ft, Xecc = 3.0 in, Yecc = 3.0 in, D = 1.808, LR = 3.043, W = 2.693, E = 0.0560 k BENDING LOADS . . . Lat. Point Load at 18.0 ft creating Mx-x, W = 0.9370, E = 0.2210 k Lat. Point Load at 18.0 ft creating My-y, W = 1.179, E = 0.2210 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.9689 Location of max.above base 0.0 ft 3.766 k 20.960 k -10.976 k-ft Load Combination +D+0.60W Load Combination +D+0.60W 27.944 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.7074 k 0.01594 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 27.944 k-ft -13.589 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 1.179 k Top along Y-Y 0.0 k Bottom along Y-Y 0.9370 k Maximum Load Deflections . . . Along Y-Y 4.002 in at 18.0 ft above base for load combination :W Only Along X-X 4.977 in at 18.0 ft above base for load combination :W Only 44.376 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 2.150 -0.452 -0.452 +D+Lr 5.193 -1.213 -1.213 +D+0.750Lr 4.433 -1.023 -1.023 +D+0.60W 3.766 0.562-0.707 -10.976 -13.589 +D+0.70E 2.190 0.155-0.155 -3.246 -3.246 +D+0.750Lr+0.450W 5.644 0.422-0.531 -8.915 -10.875 +D+0.450W 3.362 0.422-0.531 -8.345 -10.305 +D+0.5250E 2.180 0.116-0.116 -2.548 -2.548 +0.60D+0.60W 2.906 0.562-0.707 -10.795 -13.408 +0.60D+0.70E 1.329 0.155-0.155 -3.066 -3.066 Lr Only 3.043 -0.761 -0.761 W Only 2.693 0.937-1.179 -17.539 -21.895 E Only 0.056 0.221-0.221 -3.992 -3.992 30 of 42 1801 E Dyer Rd 3/11/2025 Steel Column LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:C1 Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 5.644 0.422-0.531 -8.915 -10.875 Minimum"0.056 0.221-0.221 -3.992 -3.992 MaximumReaction, X-X Axis Base 2.150 -0.452 -0.452 Minimum"2.693 0.937-1.179 -17.539 -21.895 MaximumReaction, Y-Y Axis Base 2.693 0.937-1.179 -17.539 -21.895 Minimum"2.150 -0.452 -0.452 MaximumReaction, X-X Axis Top 2.150 -0.452 -0.452 Minimum"2.150 -0.452 -0.452 MaximumReaction, Y-Y Axis Top 2.150 -0.452 -0.452 Minimum"0.056 0.221-0.221 -3.992 -3.992 MaximumMoment, X-X Axis Base 2.150 -0.452 -0.452 -0.452 Minimum"2.693 0.937-17.539 -17.539 -21.895 MaximumMoment, Y-Y Axis Base 2.150 -3.992 -0.452 Minimum"2.693 0.937-1.179 -3.992 -21.895 MaximumMoment, X-X Axis Top 2.150 -0.452 -0.452 Minimum"2.150 -0.452 -0.452 MaximumMoment, Y-Y Axis Top 2.150 -0.452 -0.452 Minimum"2.150 -0.452 -0.452 31 of 42 1801 E Dyer Rd 3/11/2025 Reaction from Column to be applied at the top of the concrete pedestal. Max. Height 32 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA Canopy Design (cont.): Canopy Column & Foundation Design (cont.): CC1: Enter Height:≔HCC1 5 ft Reactions from C1: (Per Enercalc Printout) ≔PDL.C1 2.15 kip ≔MDL.C1 ⋅-0.452 kip ft ≔PLr.C1 3.043 kip ≔MLr.C1 ⋅-0.761 kip ft ≔PWL.C1 2.693 kip ≔VWL.C1 -1.179 kip ≔MWL.C1 ⋅-21.895 kip ft ≔PWLu.C1 -2.693 kip ≔VWLu.C1 -1.179 kip ≔MWLu.C1 ⋅-21.865 kip ft ≔PEL.C1 0.056 kip ≔VEL.C1 -0.221 kip ≔MEL.C1 ⋅3.922 kip ft Use 18" SQ. Concrete Peir w/ (4) #5 Verticals. (See Enercalc Printout) Anchor Lap Length: Size of Anchor:≔db =―6 8 in 0.75 in Steel Strength:≔fy 60 ksi Concrete Modifitcaion Factor:≔λ 1.0 Epoxy Modification Factor:≔ψe 1.0 Cover Modification Factor:≔ψc 0.7 Casting Postion Modification Factor:≔ψr 0.8 Development Length ≔l =⋅⎛ ⎜ ⎜⎝ ―――――⋅⋅⋅fy ψe ψc ψr ⋅⋅50 λ ‾‾f'c psi ⎞ ⎟ ⎟⎠ db 9.202 in Use 10" embedment for the anchors. JOB NO: 7202 33 of 42 1801 E Dyer Rd 3/11/2025 Concrete Column LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:CC1 Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 ASTM A615 Bars Used 3.0 ksi fy - Main Rebar 60.0 ksi Density =150.0 pcf E - Main Rebar 29,000.0 = ksi E 0.850 ksi Min. Reinf.1.0 % =Max. Reinf.8.0 % 5.0 Allow. Reinforcing Limits 3,122.0E = Overall Column Height ft= General Information = = f'c : Concrete 28 day strength End Fixity Top Free, Bottom Fixed= = = Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 5.0 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 5.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : Seismic Design Category A= .. 18.0in Square Column, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing : Column Dimensions : 4 - #5 bars @ corners, Column Cross Section .Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 1,687.50 lbs * Dead Load Factor AXIAL LOADS . . . C1: Axial Load at 5.0 ft above base, D = 2.150, LR = 3.043, W = 2.693, E = 0.0560 k BENDING LOADS . . . C1: Lat. Point Load at 5.0 ft creating Mx-x, W = -1.179, E = -0.2210 k C1: Moment acting about X-X axisat 5.0 ft, W = -21.895, E = 3.922 k-ft C1: Lat. Point Load at 5.0 ft creating My-y, W = -1.179, E = -0.2210 k C1: Moment acting about Y-Y axisat 5.0 ft, W = -21.895, E = 3.922 k-ft .DESIGN SUMMARY Maximum Stress Ratio = Location of max.above base 4.966 ft Pu =7.298 k * Pn =11.582 k Mu-x =-21.855 k-ft Load Combination +1.20D+W 46.039 k-ft General Section Information . . : 10.568 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 * Mn-x = M 43.514 k-ft * Mn-y =Mu-y =27.790 k-ft Maximum SERVICE Load Reactions . Top along Y-Y 0.0 k Bottom along Y-Y 1.179 k Top along X-X 0.0 k Bottom along X-X 1.179 k Maximum SERVICE Load Deflections . . Along Y-Y 0.01411 in at 5.0 ft above baseM for load combination :W Only Along X-X -0.02029 in at 5.0 ft Column Capacities . . above base52.0 degMu Angle = for load combination :k-ft W Only Pn & Mn values located at Pu-Mu vector intersection with capacity curve MMu at Angle = 0.850 k-ft62.209Mn at Angle =35.355 0.3827 %Rebar < Min of 1.0 % 0.650 324.0 in^2 1.240 in^2 M Uk897.44 Pn, max : Usable Compressive Axial Capacity Pnmax : Nominal Max. Compressive Axial Capacity k : % Reinforcing E =T Pnmin : Nominal Min. Tension Axial Capacity 466.668 M k Pn, min : Usable Tension Axial Capacity k M Concrete Area M 0.80 Reinforcing Area == . 34 of 42 1801 E Dyer Rd 3/11/2025 Concrete Column LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:CC1 Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 3.838 +D+Lr 6.881 +D+0.750Lr 6.120 +D+0.60W 5.4530.7070.707 -9.600 16.674 +D+0.70E 3.8770.1550.155 -3.519 -1.972 +D+0.750Lr+0.450W 7.3320.5310.531 -7.200 12.506 +D+0.450W 5.0490.5310.531 -7.200 12.506 +D+0.5250E 3.8670.1160.116 -2.639 -1.479 +0.60D+0.60W 3.9180.7070.707 -9.600 16.674 +0.60D+0.70E 2.3420.1550.155 -3.519 -1.972 Lr Only 3.043 W Only 2.6931.1791.179 -16.000 27.790 E Only 0.0560.2210.221 -5.027 -2.817 Note: Only non-zero reactions are listed. Load Combination Moment About X-X Axis Moment About Y-Y Axis @ Base @ Top@ Base @ Top Maximum Moment Reactions D Only k-ft k-ft +D+Lr k-ft k-ft +D+0.750Lr k-ft k-ft +D+0.60W k-ft k-ft16.674-9.600 +D+0.70E k-ft k-ft-1.972-3.519 +D+0.750Lr+0.450W k-ft k-ft12.506-7.200 +D+0.450W k-ft k-ft12.506-7.200 +D+0.5250E k-ft k-ft-1.479-2.639 +0.60D+0.60W k-ft k-ft16.674-9.600 +0.60D+0.70E k-ft k-ft-1.972-3.519 Lr Only k-ft k-ft W Only k-ft k-ft27.790-16.000 E Only k-ft k-ft-2.817-5.027 . 35 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 21, 2022 Page: Specifier: E-Mail: Date: 1 A.Beckwith 12/21/2022 Specifier's comments: 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 3/4 Item number: not available Effective embedment depth: hef = 12.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. Anchor plateR : lx x ly x t = 12.000 in. x 12.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS6X6X.250; (L x W x T) = 6.000 in. x 6.000 in. x 0.250 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 18.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, ft.kip] 36 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 21, 2022 Page: Specifier: E-Mail: Date: 2 A.Beckwith 12/21/2022 1.1 Design results Case Description Forces [lb] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 0; Mx = 0.00000; My = 21.89500; Mz = 0.00000; yes 85 37 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 21, 2022 Page: Specifier: E-Mail: Date: 3 A.Beckwith 12/21/2022 2 Proof I Utilization (Governing Cases) Design values [lb]Utilization Loading Proof Load Capacity bN / bV [%]Status Tension Concrete Breakout Failure 30,349 35,707 85 / -OK Shear ---- / -N/A Loading bN bV z Utilization bN,V [%]Status Combined tension and shear loads ----N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 38 of 42 1801 E Dyer Rd 3/11/2025 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: AV Schwan 6000 E. Thomas Rd #1 Scottsdale, AZ 85251 602-265-4331 | Concrete - Dec 21, 2022 Page: Specifier: E-Mail: Date: 4 A.Beckwith 12/21/2022 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. 39 of 42 1801 E Dyer Rd 3/11/2025 DESIGNED BY: ATB DATE: CHECKED BY: DATE: CLIENT: ADG JOB TITLE: Floor & Decor Canopy - Santa Ana, CA Canopy Design (cont.): Canopy Column & Foundation Design (cont.): F1: Reactions from CC1: (Per Enercalc Printout) ≔PDL.CC1 3.838 kip =MDL.C1 -0.452 ⋅kip ft =PLr.C1 3.043 kip =MLr.C1 -0.761 ⋅kip ft =PWL.C1 2.693 kip =VWL.C1 -1.179 kip =MWL.C1 -21.895 ⋅kip ft =PWLu.C1 -2.693 kip ≔VWLu.C1 -1.187 kip =MWLu.C1 -21.865 ⋅kip ft =PEL.C1 0.056 kip =VEL.C1 -0.221 kip =MEL.C1 3.922 ⋅kip ft Use 5'-0" SQ. x 18" Spread Footing w/ (5) #6 Each Way. (See Enercalc Printout) Beam to Column Connection: ASD Reaction: (Per B2 Reaction Printout) ≔P 5.302 kip ≔V 1.179 kip Allowable Bolt Tension:≔Tall 9.94 kip Allowable Bolt Shear:≔Vall 4.97 kip Try (2) 3/4" A325 Bolts each side of column. (4 Total) Verification:=+――P 2 Tall ――V 4 Vall 0.326 JOB NO: 7202 40 of 42 1801 E Dyer Rd 3/11/2025 General Footing LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:F1 Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 2.50 Soil Passive Resistance (for Sliding) 1.0 = 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 =ksfwhen 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 = : 11.0Min. 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 5.0 ft Length parallel to Z-Z Axis = 5.0 ft =Pedestal dimensions... px : parallel to X-X Axis 12.0 in pz : parallel to Z-Z Axis 12.0 in Height == 1.50 in Footing Thickness = 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6 Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =6 Number of Bars =5.0 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 3.838 3.043 2.693 0.0560 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k-1.179 -0.2210 V-z k -21.895 M-xx = -0.4520 k-ft=-0.7610 k-ft 3.922 H = 41 of 42 1801 E Dyer Rd 3/11/2025 General Footing LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:F1 Project File: 7202 Canopy.ec6 Project Title: Engineer: Project ID: Project Descr: PASS 8.356 Sliding - X-X 0.7074 k 5.911 k +0.60D+0.60W 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 0.9193 Soil Bearing 1.379 ksf 1.50 ksf +0.60D+0.60W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.505 Overturning - Z-Z 14.558 k-ft 21.913 k-ft +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02722 Z Flexure (+X)0.7851 k-ft/ft 28.846 k-ft/ft +1.20D+W PASS 0.1009 Z Flexure (-X)2.912 k-ft/ft 28.846 k-ft/ft +0.90D+W PASS 0.02964 X Flexure (+Z)0.8551 k-ft/ft 28.846 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.02964 X Flexure (-Z)0.8551 k-ft/ft 28.846 k-ft/ft +1.20D+1.60Lr+0.50W PASS 0.01993 1-way Shear (+X)1.638 psi 82.158 psi +1.20D+0.50Lr+W PASS 0.09211 1-way Shear (-X)7.568 psi 82.158 psi +0.90D+W PASS 0.02168 1-way Shear (+Z)1.781 psi 82.158 psi +1.20D+1.60Lr+0.50W PASS 0.02168 1-way Shear (-Z)1.781 psi 82.158 psi +1.20D+1.60Lr+0.50W PASS 0.03238 2-way Punching 5.321 psi 164.317 psi +1.20D+1.60Lr+0.50W Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. 42 of 42 1801 E Dyer Rd 3/11/2025 Created With Tiny Scanner 1801 E Dyer Rd 3/11/2025