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1513 E McFadden Ave - Plan
PROJECT LOCATION TENANT: BRANDYWINE COMMUNICATIONS of E MCFADDEN AVE OF S L Y O N S T INDICATES BUILDING ON SITE - NO WORK TO BE DONE Indicates existing parking (TYP) No changes to be made to parking. 1 ACCESSIBLE ROUTE TO ENTRY 2 INDICATES EXISTING ACCESSIBLE STALL2 D8 A101 121' - 11"RTU (TYP) 2 NO PARKING 60" MIN FU L L R E Q ' D L E N G T H O F S T A L L PERPENDICULAR PARKING 60" M I N NO PARK I N G ACCESS AISLE ACCESS AISLE FU L L R E Q ' D L E N G T H O F S T A L L FU L L R E Q ' D L E N G T H O F S T A L L ANGLED PARKING 17" MIN 22 " M I N Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or special license plates issued for persons with disabilities will be towed away at the owner's expense. Towed vehicles may be reclaimed at: ________ or by telephoning _______ 1" M I N UNAUTHORIZED VEHICLE TOWING SIGN TO COMPLY WITH 11B-502.8.2 Scale Project number Date Drawn by Checked by 6101 S 58TH STREET - SUITE B LINCOLN, NE 68516 P: 531-249-1715 www.acre-design.com CA-4365 STAMP A B C D E F G H 1 2 3 4 5 6 7 8 9 10 As indicated 3/ 9 / 2 0 2 6 4 : 0 0 : 2 7 P M A101 SITE PLAN A25-113 OFFICE REMODEL DEN & BURROW 06/17/2025 DLB DLB 1513 E MCFADDEN AVENUE, SANTA ANA, CA 92705 PERMIT SET 7620 AYLESWORTH AVE. LINCOLN, NE 68505 P: 909-754-0209 N 1" = 50'-0"A4 SITE PLAN No.Description Date 1 CITY COMMENTS 7/8/2025 2 CITY COMMENTS 1/29/2026 NOTE: SITE PLAN SHOWN FOR REFERENCE ONLY. NO SITE / CIVIL WORK TO BE COMPLETED UNDER THIS PERMIT. PARKING NOTES: NO CHANGE MADE TO EXISTING PARKING. PARKING STALLS: 450 STALLS REQUIRED ACCESSIBLE STALLS:9 STALLS ACTUAL ACCESSIBLE STALLS:12 STALLS VAN ACCESSIBLE STALLS:12 STALLS ALL ACCESSIBLE STALLS HAVE IDENTIFICATION SIGNS COMPLYING WITH 11B-502.6. 1/8" = 1'-0"E8 ACCESSIBLE AISLES PER 11B-02.3 2 1" = 30'-0"D8 SIGHT LINE VIEW 97 SF OFFICE 01 97 SF OFFICE 02 97 SF OFFICE 03 97 SF OFFICE 04 97 SF OFFICE 05 95 SF SERVER ROOM 06 1838 SF CUBICLES E20 HALLWAY E18 1376 SF STOCKROOM E19 735 SF SHIPPING & RECEIVING E17 2408 SF ENG LAB E13 394 SF KITTING E12 263 SF LUNCH ROOM E16 MEN'S RR E15 WOMEN'S RR E14 243 SF CONFERENCE ROOM E11 368 SF ADMIN E08 65 SF BREAKROOM E10 64 SF STORAGE E09 144 SF OFFICE E05 115 SF OFFICE E04 107 SF HALLWAY E03 RR E06 RR E07 148 SF RECEPTION E01 149 SF OFFICE E02 13 B - 150 3 W - 500 5 B - 150 2 B - 150 16 B - 150 3 B - 150 2 B - 150 3 B - 150 1 B - 150 1 A - 300 1 B - 150 1 B - 150 1 B - 150 2 B - 150 1 A - 300 1 B - 150 1 B - 150 1 B - 150 1 B - 150 1 B - 150 36" 180 21 36" 180 23 36" 180 17 MA X T R A V E L D I S T A N C E : 10 3 ' - 1 1 " MAX TRAVEL DISTANCE: 144' - 0" AREA OF LEVEL 2 ALTERATION PER CALIFORNIA EXISTING BUILDING CODE (CEBC) SECTION 603 NOTE: ALL OTHER AREAS ARE TO REMAIN AS EXISTING. COMMO N P A T H : 13'-1" COMMON P A T H : 11'-0" COMMON P A T H : 11'-0" Existing overhead door (TYP) Existing fence around stockroom EXISTING AREA SEPARATION WALL TO BE MAINTAINED. 2 Indicates exit sign/light combo (TYP) 2 BUILDING CODE ANALYSIS: PROJECT SUMMARY: RENOVATION OF AN OFFICE BUILDING TO INCLUDE THE REMOVAL OF EXISTING SHELVING FOR THE CONSTRUCTION OF NON-RATED PARTITIONS TO CREATE NEW PRIVATE OFFICE SPACES. THE REMAINDER OF THE SPACE IS TO REMAIN AS EXISTING. NO CHANGE IN OCCUPANCY TYPE. APPLICABLE BUILDING CODES: 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA EXISTING BUILDING CODE 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA ENERGY CODE BUILDING CLASSIFICATION - CHAPTER 3: USE/OCCUPANCY :B - BUSINESS BUILDING CLASSIFICATION - CHAPTER 5: CONSTRUCTION TYPE:TYPE IIB RENOVATION AREA:2,460 SF BUILDING STORIES:1 STORY FIRE PROTECTION SYSTEMS - CHAPTER 9: 903 - AUTOMATIC FIRE SPRINKLER SYSTEMS: A FIRE SPRINKLER SYSTEM IS NOT REQUIRED AND NOT PROVIDED. CFC 906 - PORTABLE FIRE EXTINGUISHERS: TO BE PROVIDED PER CFC PORTABLE FIRE EXTINGUISHER TRAVEL DISTANCES: CLASS A - 75 FEET MEANS OF EGRESS - CHAPTER 10: 1004 - OCCUPANT LOAD: OCCUPANT LOAD FACTOR PER TABLE 1004.5 ACCESSORY STORAGE 300 GROSS BUSINESS 150 GROSS WAREHOUSE 500 GROSS 1005 - EGRESS WIDTH: HORIZONTAL EGRESS WIDTH FACTOR = 0.2 GROUND LEVEL: TOTAL OCCUPANTS 60 OCCUPANT LOAD THROUGH STAIRS (EACH):N/A STAIR EGRESS WIDTH: N/A TOTAL HORIZONTAL EGRESS WIDTH REQUIRED:36 INCHES - 108 PROVIDED CODE PLAN LEGEND 36" 180 0 EXIT WIDTH ALLOWABLE OCCUPANTS ACTUAL OCCUPANTS 2 B-100 OCCUPANT COUNT PER ROOM OCCUPANT TYPE & SF AREA EXIT Scale Project number Date Drawn by Checked by 6101 S 58TH STREET - SUITE B LINCOLN, NE 68516 P: 531-249-1715 www.acre-design.com CA-4365 STAMP A B C D E F G H 1 2 3 4 5 6 7 8 9 10 As indicated 1/ 2 9 / 2 0 2 6 1 2 : 5 2 : 4 1 P M G003 CODE ANALYSIS A25-113 OFFICE REMODEL DEN & BURROW 06/17/2025 ALV DLB 1513 E MCFADDEN AVENUE, SANTA ANA, CA 92705 PERMIT SET 7620 AYLESWORTH AVE. LINCOLN, NE 68505 P: 909-754-0209 3/16" = 1'-0"A1 CODE PLAN N No.Description Date 2 CITY COMMENTS 1/29/2026 2 OCCUPANCY COUNT PER TABLE 1004.5 NAME AREA O.F. OCCUPANT COUNT SERVER ROOM 95 SF A-300 1 STORAGE 64 SF A-300 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 CUBICLES 1838 SF B-150 13 SHIPPING & RECEIVING 735 SF B-150 5 ENG LAB 2408 SF B-150 16 KITTING 394 SF B-150 3 LUNCH ROOM 263 SF B-150 2 CONFERENCE ROOM 243 SF B-150 2 ADMIN 368 SF B-150 3 BREAKROOM 65 SF B-150 1 OFFICE 144 SF B-150 1 OFFICE 115 SF B-150 1 RECEPTION 148 SF B-150 2 OFFICE 149 SF B-150 1 STOCKROOM 1376 SF W-500 3 TOTAL ACCESSORY OCCUPANTS:2 TOTAL BUSINESS OCCUPANTS:55 TOTAL WAREHOUSE OCCUPANTS:3 2025 2025 2025 2025 2025 2025 2025 9' - 0" 9' - 0" 9' - 0" 9' - 0" 9' - 0" 9' - 0" OFFICE 01 OFFICE 02 OFFICE 03 OFFICE 04 OFFICE 05 SERVER ROOM 06 CUBICLES E20 STOCKROOM E19 SHIPPING & RECEIVING E17 HALLWAY E18 LUNCH ROOM E16 MEN'S RR E15 WOMEN'S RR E14 ENG LAB E13 KITTING E12 CONFERENCE ROOM E11 ADMIN E08 BREAKROOM E10 STORAGE E09 RR E07 RR E06 OFFICE E05 OFFICE E04 OFFICE E02 HALLWAY E03 RECEPTION E01 EQ 6' - 0 " EQ EQ 6' - 0 " EQ EQ 6' - 0 " EQ EQ 6' - 0 " EQ EQ 6' - 0 " EQ EQ 6' - 0 " EQ EQ 6 FULL TILES EQ CEILING PLAN LEGEND 2' X 2' ACT CEILING SYSTEM 15/16" GRID 2' X 2' LINEAR LIGHT SEE DOOR SCHEDULE DOOR WIDTH SE E D O O R S C H E D U L E DO O R H E I G H T ELEV. A FLUSH PANEL ELEV. B FLUSH BYPASS SLIDING SE E D O O R S C H E D U L E DO O R H E I G H T SEE DOOR SCHEDULE DOOR WIDTH PERIMETER CHANNEL ACT PANEL CEILING GRID HANGER WIRE, ATTACH TO STRUCTURE STRUCTURE ABOVE Scale Project number Date Drawn by Checked by 6101 S 58TH STREET - SUITE B LINCOLN, NE 68516 P: 531-249-1715 www.acre-design.com CA-4365 STAMP A B C D E F G H 1 2 3 4 5 6 7 8 9 10 As indicated 1/ 2 9 / 2 0 2 6 1 2 : 5 2 : 4 3 P M A103 REFLECTED CEILING PLAN & SCHEDULES A25-113 OFFICE REMODEL DEN & BURROW 06/17/2025 ALV DLB 1513 E MCFADDEN AVENUE, SANTA ANA, CA 92705 PERMIT SET 7620 AYLESWORTH AVE. LINCOLN, NE 68505 P: 909-754-0209 N 3/16" = 1'-0"A1 LEVEL 1 REFLECTED CEILING PLAN No.Description Date 2 CITY COMMENTS 1/29/2026 DOOR SCHEDULE DOOR # PANEL FRAME COMMENTSELEV.MATERIAL FINISH DIMENSIONS TYPE FINISHWIDTHHEIGHTTHICK 01 B WOOD STAIN 6' - 0"7' - 0"0' - 2"HM PT 02 B WOOD STAIN 6' - 0"7' - 0"0' - 2"HM PT 03 B WOOD STAIN 6' - 0"7' - 0"0' - 2"HM PT 04 B WOOD STAIN 6' - 0"7' - 0"0' - 2"HM PT 05 B WOOD STAIN 6' - 0"7' - 0"0' - 2"HM PT 06 A HM PT 3' - 0"7' - 0"0' - 2"HM PT STORAGE LOCK ROOM FINISH SCHEDULE ROOM #ROOM NAME FINISH COMMENTSCEILINGWALLFLOORBASE 01 OFFICE ACT PT CPT VINYL 02 OFFICE ACT PT CPT VINYL 03 OFFICE ACT PT CPT VINYL 04 OFFICE ACT PT CPT VINYL 05 OFFICE ACT PT CPT VINYL 06 SERVER ROOM ACT PT CPT VINYL 1/2" = 1'-0"A8 DOOR ELEVATIONS 1 1/2" = 1'-0"E8 SUSPENDED CEILING DETAIL 2 GENERAL NOTES: DEMOLITION NOTES: • • • • • • • • • WALK THE EXISTING JOB SITE WITH THE OWNER PRIOR TO COMMENCING DEMOLITION TO IDENTIFY AND SALVAGE ITEMS. ITEMS TO BE SALVAGED FOR OWNER SHALL BE REMOVED WITH AS MUCH CAUTION AS NEEDED. SAFELY STORE SALVAGED ITEMS WITHIN THE EXISTING SPACE OR AT A LOCATION DIRECTED BY THE OWNER. COORDINATE ALL DEMOLITION ITEMS WITH MECHANICAL, ELECTRICAL, AND PLUMBING TRADES FOR INFORMATION REGARDING NEW WORK. ALL EXISTING CONSTRUCTION TO REMAIN SHALL BE PROTECTED DURING THE DEMOLITION PROCESS. ANY DAMAGED WORK TO EXISTING WORK SHALL BE RESTORED TO THE ORIGINAL CONDITION AT NO COST TO THE OWNER. CONTRACTOR SHALL NOTIFY THE ARCHITECT IF THE DEMOLITION SHOWN APPEARS TO AFFECT THE STRUCTURAL INTEGRITY OF THE EXISTING BUILDING PRIOR TO PROCEEDING. REMOVE ITEMS SHOWN ON THE PLAN IN A DASH LINE. VERIFY THE SCOPE OF DEMOLITION WITH THE NEW CONSTRUCTION WORK. REMOVE ALL EXISTING EQUIPMENT, DUCTWORK, AND PIPING THAT IS NOT REQUIRED FOR A WORKING INSTALLATION. DISCONNECT AND CAP ANY SERVICES AND/OR UTILITIES (MEP ITEMS) IN EXISTING WALLS TO BE REMOVED. AVOID OVERCUTS AS MUCH AS POSSIBLE AT SLAB ON GRADE CONCRETE REMOVAL LOCATIONS. NO HAZARDOUS MATERIAL IS KNOWN ON THE PROJECT. THE CONTRACTOR SHALL PROCEED WITH CAUTION DURING DEMOLITION AND STOP WORK AND NOTIFY THE ARCHITECT IF A SUSPECTED HAZARDOUS MATERIAL MIGHT BE PRESENT. CONSTRUCTION NOTES: • • • • • • • • • • • • THE INTENT OF THESE DRAWINGS IS TO OBTAIN A PERMIT TO ALTER AN EXISTING OFFICE BUILDING. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2022 CALIFORNIA BUILDING CODE AND WITH ALL OTHER ORDINANCES AND REQUIREMENT SET FORTH BY THE CITY OF SANTA ANA, CALIFORNIA. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR AND HAVE CONTROL OVER CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. CONTRACTOR TO FIELD VERIFY ALL MEASUREMENTS & CONDITIONS PRIOR TO COMMENCING WORK FOR CORRECTNESS. IF ANY DEVIATIONS OR DISCREPANCIES OCCUR, CONTACT THE ARCHITECT FOR VERIFICATION IMMEDIATELY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY EXACT LOCATION, CONFIGURATION AND ROUTING OF EXISTING SYSTEMS REQUIRED TO REMAIN IN OPERATION DURING THE PROJECT TO PREVENT DAMAGE DURING DEMOLITION AND PHASING. PROVIDE MISCELLANEOUS CUTTING, PATCHING AND REPAIRING OF FINISHES, ROOF, WALLS, ETC., AS REQUIRED TO ACCOMMODATE THE NEW WORK. ALL CUTTING AND PATCHING SHALL BE CLOSELY COORDINATED WITH CONTRACTOR. FIELD VERIFY ALL DOOR AND WINDOW OPENINGS PRIOR TO ORDERING DOORS AND WINDOWS. ALL GLASS IN DOORS OR WITHIN 18" OF FLOOR IS TO BE TEMPERED. ALL GLAZING IN HAZARDOUS LOCATIONS TO COMPLY WITH SAFETY GLAZING IN HAZARDOUS LOCATIONS REQUIREMENTS PER IBC 2406 AND IBC 2406.3. WRITTEN DIMENSIONS ON THE DRAWINGS TAKE PRECEDENCE OVER SCALED DIMENSIONS. THE CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A REGULAR BASIS. • • • • • • • • • • COORDINATE ALL WORK WITH OTHER TRADES PRIOR TO INSTALLATION. COORDINATE ROUTING OF PLUMBING AND HVAC PIPING WITH DUCTWORK, LIGHTS, ARCHITECTURAL CEILINGS, AND STRUCTURAL ELEMENTS. PIPING SHALL RISE AND DROP, JOG OR OFFSET AS REQUIRED TO AVOID CONFLICTS. DUCTWORK SHALL TAKE PRECEDENCE OVER ALL PIPING EXCEPT WHERE GRADE MUST BE MAINTAINED FOR DRAINAGE. NO PIPING, DUCTWORK, ETC. SHALL PENETRATE STRUCTURAL MEMBERS. ALL PENETRATIONS THROUGH FIRE RATED ASSEMBLIES SHALL BE FIRE STOPPED BY THE TRADE MAKING THE PENETRATION. PROVIDE WOOD BLOCKING AS NECESSARY FOR FIXTURES & STABILITY AND AS REQUIRED TO SUPPORT SIGNAGE, TOILET ACCESSORIES, CASEWORK, JANITORIAL EQUIPMENT AND ANY OTHER WALL MOUNTED OR SURFACE MOUNTED ITEMS ON WALL SURFACES. WOOD BLOCKING TO BE FIRE-RETARDANT TREATED. ALL WOOD BLOCKING IN CONTACT WITH OR ASSOCIATED WITH MOISTURE TO BE PRESSURE TREATED. COORDINATE SIZE AND LOCATION OF ACCESS DOORS IN CONSTRUCTION REQUIRED FOR ACCESS TO MECHANICAL EQUIPMENT WITH CONTRACTOR. INSTALL CONTROL JOINTS IN GYPSUM BOARD ASSEMBLIES AT MAXIMUM LENGTHS OF 30 FEET. WHERE CONTROL JOINTS ARE REQUIRED AND NOT INDICATED ON THE DRAWINGS, CONTRACTOR SHALL RECEIVE APPROVAL OF PROPOSED LOCATIONS BY THE ARCHITECT. CONTROL JOINTS SHALL BE EQUAL TO FRY REGLET 1/4 "V" REVEAL CONTROL JOINT. NEATLY DRILL/CUT ALL OPENINGS REQUIRED FOR CONDUIT, RECEPTACLES AND WIRING IN CASEWORK ASSEMBLIES. PROVIDE SEALANT AS REQUIRED TO CONCEAL OPENINGS. UNLESS OTHERWISE NOTED, INTERIOR DIMENSIONS ARE FROM FINISH FACE OF EXISTING WALLS TO STUD FACE OF NEW WALLS. PROJECT LOCATION E MCFADDEN AVE S L Y O N S T NORMANDY PL SYMBOLS LEGEND: Ø Diameter Centerline Door Tag Window Tag Partition Tag Elevation Tag Occupancy North Arrow Revision # Revision Cloud View Name View Scale View # 1 A101 1 101 1 Room name 101 150 SF 1 A101 1 View Name 1/8" = 1'-0" 1i 1t N View Number Page Number Detail Callout Tag View Number Section Head Tag Section Tail Tag Page Number View Number Page Number Building Elevation Tag View Number Page Number Interior Elevation Tag Room Name Room # Square Footage A101 1 A101 1 ACT Acoustic Ceiling Tile AD Area Drain ADD Additional ADJ Adjustable AFF Above Finished Floor ALUM Aluminum ANOD Anodized APPX Approximately BD Board BLDG Building BLK Block BLKG Blocking BM Beam B.O.Bottom of BC Brick Course BYND Beyond CHNL Channel CI Cast Iron CIP Cast-in-place CJ Control Joint CL Centerline CMU Concrete Masonry Unit CLG Ceiling CLR Clearance CLO Closet COL Column COMP Compressible CONC Concrete CONST Construction CONT Continuous CPT Carpet CRS Courses CT Ceramic Tile DBL Double DF Drinking Fountain DEMO Demolish DET Detail DIA Diameter DIM Dimensions DN Down DR Door DWG Drawing EA Each EJ Expansion Joint ELEV Elevation ELEC Electrical ENC Enclosure EQ Equal EQUIP Equipment EXTG Existing EXP Expansion EXT Exterior FD Floor Drain FE Fire Extinguisher FEC Fire Extinguisher Cabinet FF Finished Face or Finished Floor FIN Finish FIXT Fixture FLR Floor FM Filled Metal FO Face of FND Foundation FR Fire-rated FT Feet FTG Footing FUB Floor Utility Box GA Gauge GALV Galvanized GC General Contractor GL Glass GWB Gypsum Wall Board GYP Gypsum HC Hollow Core HDW Hardware HM Hollow Metal HP High Point HGT Height HR Hour HTR Heater HVAC Heating, Ventilating, and Air Conditioning IBC International Building Code IN Inch INCL Including INSUL Insulation INT Interior JT Joint LP Low Point LAM Laminated LAV Lavatory LTG Lighting LVT Luxury Vinyl Tile MAT Material MAX Maximum MO Masonry Opening MECH Mechanical MEMB Membrane MFR Manufacturer MIN Minimum MISC Miscellaneous MTL Metal NIC Not in contract NTS Not to Scale NO Number NOM Nominal OC On Center OH Overhang OPNG Opening OPP Opposite OVH Overhead OZ Ounce PC Precast PLYD Plywood PLAM Plastic Laminate PLUM Plumbing PT Paint PVC Polyvinyl Chloride QTY Quantity RA Return Air RAD Radius RBR Rubber RCP Reflected Ceiling Plan REG Register REV Revision RD Roof Drain REINF Reinforcing REQ Required RM Room RO Rough Opening RSL Resilient Flooring SA Supply Air SC Solid Core SECT Section SD Smoke Detector SIM Similar SPEC Specifications STD Standard SS Stainless Steel STL Steel SOK Sprinkler SUSP Suspended SQ Square STC Sound Transmission Coefficient STRUCT Structural STOR Storage TBD To Be Determined T&G Tongue and Groove T.O.Top Of TPD Toilet Paper Dispenser TYP Typical UON Unless Otherwise Noted U/S Underside VCT Vinyl Composition Tile VIF Verify in Field W/With WD Wood WC Water Closet W/O Without WWF Welded Wire Fabric WND Window ABBREVIATIONS: Scale Project number Date Drawn by Checked by 6101 S 58TH STREET - SUITE B LINCOLN, NE 68516 P: 531-249-1715 www.acre-design.com CA-4365 STAMP A B C D E F G H 1 2 3 4 5 6 7 8 9 10 As indicated 1/ 2 9 / 2 0 2 6 1 2 : 5 2 : 4 0 P M G001 COVER SHEET A25-113 OFFICE REMODEL DEN & BURROW 06/17/2025 ALV DLB 1513 E MCFADDEN AVENUE, SANTA ANA, CA 92705 PERMIT SET 7620 AYLESWORTH AVE. LINCOLN, NE 68505 P: 909-754-0209 G001 COVER SHEET G003 CODE ANALYSIS A101 SITE PLAN A102 FLOOR PLAN A103 REFLECTED CEILING PLAN & SCHEDULES OFFICE REMODEL 1513 E MCFADDEN AVENUE, SANTA ANA, CA 92705 PERMIT SET ARCHITECT ACRE DESIGN+ 6101 S 58TH STREET, SUITE B LINCOLN, NE 68516 PHONE: 531-249-1715 CONTACT: DBANZHAF@ACRE-DESIGN.COM PROJECT DIRECTORY DISCIPLINE DEN & BURROW 7620 AYLESWORTH AVE. LINCOLN, NE 68505 PHONE: 909-754-0209 CONTACT: ALEC@DENANDBURROW.COM SHEET LIST: No.Description Date 1 CITY COMMENTS 7/8/2025 2 CITY COMMENTS 1/29/2026 PROJECT SUMMARY: RENOVATION OF AN OFFICE BUILDING FOR BRANDYWINE COMMUNICATIONS. RENOVATION TO INCLUDE THE REMOVAL OF EXISTING SHELVING FOR THE CONSTRUCTION OF NON-RATED PARTITIONS TO CREATE NEW PRIVATE OFFICE SPACES. THE REMAINDER OF THE SPACE IS TO REMAIN AS EXISTING. 1 2 2 2 2 NO DEFERRED SUBMITTALS TENANT BRANDYWINE COMMUNICATIONS LANDLORD: ALLEN RONK 97 SF OFFICE 01 97 SF OFFICE 02 97 SF OFFICE 03 97 SF OFFICE 04 97 SF OFFICE 05 95 SF SERVER ROOM 06 1838 SF CUBICLES E20 HALLWAY E18 1376 SF STOCKROOM E19 735 SF SHIPPING & RECEIVING E17 2408 SF ENG LAB E13 394 SF KITTING E12 263 SF LUNCH ROOM E16 MEN'S RR E15 WOMEN'S RR E14 243 SF CONFERENCE ROOM E11 368 SF ADMIN E08 65 SF BREAKROOM E10 64 SF STORAGE E09 144 SF OFFICE E05 115 SF OFFICE E04 107 SF HALLWAY E03 RR E06 RR E07 148 SF RECEPTION E01 149 SF OFFICE E02 13 B - 150 3 W - 500 5 B - 150 2 B - 150 16 B - 150 3 B - 150 2 B - 150 3 B - 150 1 B - 150 1 A - 300 1 B - 150 1 B - 150 1 B - 150 2 B - 150 1 A - 300 1 B - 150 1 B - 150 1 B - 150 1 B - 150 1 B - 150 36" 180 21 36" 180 23 36" 180 17 MA X T R A V E L D I S T A N C E : 10 3 ' - 1 1 " MAX TRAVEL DISTANCE: 144' - 0" AREA OF LEVEL 2 ALTERATION PER CALIFORNIA EXISTING BUILDING CODE (CEBC) SECTION 603 NOTE: ALL OTHER AREAS ARE TO REMAIN AS EXISTING. COMMO N P A T H : 13'-1" COMMON P A T H : 11'-0" COMMON P A T H : 11'-0" Existing overhead door (TYP) Existing fence around stockroom EXISTING AREA SEPARATION WALL TO BE MAINTAINED. 2 Indicates exit sign/light combo (TYP) 2 BUILDING CODE ANALYSIS: PROJECT SUMMARY: RENOVATION OF AN OFFICE BUILDING TO INCLUDE THE REMOVAL OF EXISTING SHELVING FOR THE CONSTRUCTION OF NON-RATED PARTITIONS TO CREATE NEW PRIVATE OFFICE SPACES. THE REMAINDER OF THE SPACE IS TO REMAIN AS EXISTING. NO CHANGE IN OCCUPANCY TYPE. APPLICABLE BUILDING CODES: 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA EXISTING BUILDING CODE 2022 CALIFORNIA FIRE CODE 2022 CALIFORNIA MECHANICAL CODE 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ELECTRICAL CODE 2022 CALIFORNIA ENERGY CODE BUILDING CLASSIFICATION - CHAPTER 3: USE/OCCUPANCY :B - BUSINESS BUILDING CLASSIFICATION - CHAPTER 5: CONSTRUCTION TYPE:TYPE IIB RENOVATION AREA:2,460 SF BUILDING STORIES:1 STORY FIRE PROTECTION SYSTEMS - CHAPTER 9: 903 - AUTOMATIC FIRE SPRINKLER SYSTEMS: A FIRE SPRINKLER SYSTEM IS NOT REQUIRED AND NOT PROVIDED. CFC 906 - PORTABLE FIRE EXTINGUISHERS: TO BE PROVIDED PER CFC PORTABLE FIRE EXTINGUISHER TRAVEL DISTANCES: CLASS A - 75 FEET MEANS OF EGRESS - CHAPTER 10: 1004 - OCCUPANT LOAD: OCCUPANT LOAD FACTOR PER TABLE 1004.5 ACCESSORY STORAGE 300 GROSS BUSINESS 150 GROSS WAREHOUSE 500 GROSS 1005 - EGRESS WIDTH: HORIZONTAL EGRESS WIDTH FACTOR = 0.2 GROUND LEVEL: TOTAL OCCUPANTS 60 OCCUPANT LOAD THROUGH STAIRS (EACH):N/A STAIR EGRESS WIDTH: N/A TOTAL HORIZONTAL EGRESS WIDTH REQUIRED:36 INCHES - 108 PROVIDED CODE PLAN LEGEND 36" 180 0 EXIT WIDTH ALLOWABLE OCCUPANTS ACTUAL OCCUPANTS 2 B-100 OCCUPANT COUNT PER ROOM OCCUPANT TYPE & SF AREA EXIT Scale Project number Date Drawn by Checked by 6101 S 58TH STREET - SUITE B LINCOLN, NE 68516 P: 531-249-1715 www.acre-design.com CA-4365 STAMP A B C D E F G H 1 2 3 4 5 6 7 8 9 10 As indicated 1/ 2 9 / 2 0 2 6 1 2 : 5 2 : 4 1 P M G003 CODE ANALYSIS A25-113 OFFICE REMODEL DEN & BURROW 06/17/2025 ALV DLB 1513 E MCFADDEN AVENUE, SANTA ANA, CA 92705 PERMIT SET 7620 AYLESWORTH AVE. LINCOLN, NE 68505 P: 909-754-0209 3/16" = 1'-0"A1 CODE PLAN N No.Description Date 2 CITY COMMENTS 1/29/2026 2 OCCUPANCY COUNT PER TABLE 1004.5 NAME AREA O.F. OCCUPANT COUNT SERVER ROOM 95 SF A-300 1 STORAGE 64 SF A-300 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 OFFICE 97 SF B-150 1 CUBICLES 1838 SF B-150 13 SHIPPING & RECEIVING 735 SF B-150 5 ENG LAB 2408 SF B-150 16 KITTING 394 SF B-150 3 LUNCH ROOM 263 SF B-150 2 CONFERENCE ROOM 243 SF B-150 2 ADMIN 368 SF B-150 3 BREAKROOM 65 SF B-150 1 OFFICE 144 SF B-150 1 OFFICE 115 SF B-150 1 RECEPTION 148 SF B-150 2 OFFICE 149 SF B-150 1 STOCKROOM 1376 SF W-500 3 TOTAL ACCESSORY OCCUPANTS:2 TOTAL BUSINESS OCCUPANTS:55 TOTAL WAREHOUSE OCCUPANTS:3 Revision / IssueNo.DateDrawn by Checked by Notes © 1513 E MCFADDEN ST, SANTA ANA, CA 92705 1513 E MCFADDEN ST, SANTA ANA, CA 92705 1 CITY COMMENT-01 12/30/2025 S-1 Sheet 1 OF 2 FOOTING LAYOUT PLAN SCALE 3/16"=1'-0" ROOF FRAMING LAYOUT PLAN SCALE = 3/16" = 1'-0" NO R T H (E) SLAB ON GRADE (E) SLAB ON GRADE (E)WF (E)WF (E)WF (E)WF (E)WF (E)WF (E ) W F (E ) W F (E ) W F (E ) W F S1 1 S1 1 S1 1 1 1 1 METAL STUD WALL AS PER PLAN SHEATHING MATERIAL AND ATTACHMENT AS OCCURS. METAL TRACK AS PER GSN SHEET S1.1 SET- 3G w/ 1/2" ∅ F1554 Gr.36, 4" EMBEDMENT @ 36" O.C. (E) SLAB ON GRADE. 1 STEEL WALL FOOTING DETAIL NOT TO SCALE 1 2 WALL TOP CONNECTION NOT TO SCALE STEEL STUD WALL AS PER PLAN TOP TRACK TO DIAGONAL BRACING (2) #12-24 SST X METAL SCREWS SIMPSON "SSC" HEAD SLIDE CLIP HANGER (E) ROOF JOIST METAL STUD (SIZE SAME AS WALL STUD) DIAGONAL BRACING, @ 3'-0" O.C. TO BE SPLAYED AT AN ANGLE NOT EXCEED 45°. 1 (5) #10-16 1" METAL SCREWS (5) #10-16 1" METAL SCREWS PERIMETER CHANNEL ACT PANEL CEILING GRID STRUCTURE ABOVE (4) #10-16 1" METAL SCREWS METAL STUD (SIZE SAME AS WALL STUD) DIAGONAL BRACING, @ 3'-0" O.C. TO BE SPLAYED AT AN ANGLE NOT EXCEED 45°. 1 4" EYE SCREW 12 GA. HANGER WIRE MIN. 3 TIGHT FULL TURN IN 3" AT EA. WIRE END MIN. 3 TIGHT FULL TURN IN 3" AT EA. WIRE END 3 SUSPENDED CEILING DETAIL NOT TO SCALE 12 GA. HANGER WIRE 1 SYMBOL LEGEND 362S200-33 AT 16" O.C. STEEL STUD WALL WALL WALL FRAMING LAYOUT PLAN Revision / IssueNo.DateDrawn by Checked by Notes © 1513 E MCFADDEN ST, SANTA ANA, CA 92705 1513 E MCFADDEN ST, SANTA ANA, CA 92705 1 CITY COMMENT-01 12/30/2025 S-2 Sheet 2 OF 2 ROOF LAYOUT PLAN SCALE 3/16"=1'-0" ROOF FRAMING LAYOUT PLAN SCALE = 3/16" = 1'-0" NO R T H HVAC HVAC 83 4"x 4 2 " G L B @ 2 0 ' O . C (E ) 6 x 1 2 D F # 1 @ 8 ' O . C . (E ) 6 x 1 2 D F # 1 @ 8 ' O . C . (E ) 6 x 1 2 D F # 1 @ 8 ' O . C . (E ) 6 x 1 2 D F # 1 @ 8 ' O . C . (E ) 6 x 1 2 D F # 1 @ 8 ' O . C . 83 4"x 4 2 " G L B @ 2 0 ' O . C 83 4"x 4 2 " G L B @ 2 0 ' O . C 83 4"x 4 2 " G L B @ 2 0 ' O . C 83 4"x 4 2 " G L B @ 2 0 ' O . C 4x8 DF#2 4x8 DF#2 20' 8' (E) HDR(E) HDR (E ) H D R (E ) H D R 2 S1 2 S1 2 S1 1 1 1 STRUCTURAL CALCULATION REPORT Report No: 1 Date: 12th August 2025 Project Title: 1513 E McFadden Ave Project Address: 1513 E McFadden Ave Santa Ana, California, 92705 Designed By: Project Number: 25073 Reviewed By: Stamp: md J Singer 8-22-2025 Bookmark Summary ASCE Hazards report Seismic weights Key plan HVAC beam check (E) 6x12 cross member check for HVAC loads (E)6x12 cross member check for roof DL+LL GLB beam check Design summary Seismic loads for new HVAC units were evaluated, and existing framing was verified for compliance. HVAC units are supported by 4×8 beams, with deflection utilization at 23% under revised loading. These beams bear on 6×12 DF#1 cross members, analysed under two load cases: o Case 1: HVAC reactions — 98% deflection utilization o Case 2: Roof loads (10 PSF dead + 20 PSF live) — 86% deflection utilization The primary GLB girder (8¾″ × 42″) was checked for all point loads and found adequate at 50% utilization. ASCE Hazards Report Address: 1513 E McFadden Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-16 Latitude:33.73505 Risk Category:II Longitude:-117.847048 Soil Class:D - Default (see Section 11.4.3) Elevation:108.59444733000909 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Aug 13 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Wed Aug 13 2025 SS : 1.279 S1 : 0.457 F a : 1.2 F v : N/A SMS : 1.535 SM1 : N/A SDS : 1.023 SD1 : N/A T L : 8 PGA : 0.538 PGA M : 0.645 F PGA : 1.2 Ie : 1 C v : 1.356 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Aug 13 2025 Page 2 of 3https://ascehazardtool.org/Wed Aug 13 2025 HVAC#1 - Item: RHS090H0CA0AAT FP =1.6 SDS IP WP ASCE 7-16 (Chapter 13) =1768 lbs SDS = 1.023 IP = 1 WP(HVAC#1)= 900 lbs = 1080 lbs 1.2*WP ASCE 7-16 (Chapter 4) No. of Supports =4 Force on each support =442 lbs Horizontal seismic Force WPo(HVAC#1) (operational) CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANC Master In Hato _ IM - ■ I .,R11Ait . :. am, Elm �..� IN � ■� lim m �Y Y V m Five 31 Elm �I� ■_ ;iLl Wmmm-- LW IM i ■� S " _�� ®® -_ mmI J IL_ -�_ _ ... • 1 .......... ....... � - ■ ■ ■ �- �- wimmism. �................ 1----I �■ �■�_ No III r�; 1----I m Im m ME 7m 11 W�011 ��' � +1� II �■ ■�Irl MA90M 1011■I■� �I 11 1mmmm1l I Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section HVAC beam Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 Unfactored Loads 0.0 0.442 Self weight included Seismic Dead ft 8 1A B Bending Moment Envelope 0.0 0.668 kip_ft ft 8 1A B 0.7 0.7 Shear Force Envelope 0.0 0.334 -0.334 kips ft 8 1A B 0.3 0.3 -0.3 Applied loading Beam loads Dead self weight of beam 1 HVAC Seismic point load 442 lb at 24.00 in HVAC Seismic point load 442 lb at 72.00 in Load combinations Load combination 1 Support A Seismic 0.70 Dead 1.00 Roof Live 0.00 Span 1 Seismic 0.70 Dead 1.00 Roof Live 0.00 Support B Seismic 0.70 Dead 1.00 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section HVAC beam Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date Roof Live 0.00 Analysis results Maximum moment;Mmax = 668 lb_ft;Mmin = 0 lb_ft Design moment;M = max(abs(Mmax),abs(Mmin)) = 668 lb_ft Maximum shear;Fmax = 334 lb;Fmin = -334 lb Design shear;F = max(abs(Fmax),abs(Fmin)) = 334 lb Total load on member;W tot = 668 lb Reaction at support A;RA_max = 334 lb;RA_min = 334 lb Unfactored seismic load reaction at support A;RA_Seismic = 442 lb Unfactored dead load reaction at support A;RA_Dead = 25 lb Reaction at support B;RB_max = 334 lb;RB_min = 334 lb Unfactored seismic load reaction at support B;RB_Seismic = 442 lb Unfactored dead load reaction at support B;RB_Dead = 25 lb 7. 2 5 ' ' 3.5'' 3.5'' Sawn lumber section details Nominal breadth of sections;bnom = 4 in Dressed breadth of sections;b = 3.5 in Nominal depth of sections;dnom = 8 in Dressed depth of sections;d = 7.25 in Number of sections in member;N = 1 Overall breadth of member;bb = N b = 3.5 in Species, grade and size classification;Douglas Fir-Larch, No.2 grade, 2'' & wider Bending parallel to grain;Fb = 900 lb/in2 Tension parallel to grain;Ft = 575 lb/in2 Compression parallel to grain;Fc = 1350 lb/in2 Compression perpendicular to grain;Fc_perp = 625 lb/in2 Shear parallel to grain;Fv = 180 lb/in2 Modulus of elasticity;E = 1600000 lb/in2 Modulus of elasticity, stability calculations;Emin = 580000 lb/in2 Mean shear modulus;Gdef = E / 16 = 100000 lb/in2 Member details Service condition;Dry Length of span;Ls1 = 8 ft Length of bearing;Lb = 3.5 in Load duration;Ten years Section properties Cross sectional area of member;A = N b d = 25.37 in2 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section HVAC beam Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date Section modulus;Sx = N b d2 / 6 = 30.66 in3 Sy = d (N b)2 / 6 = 14.80 in3 Second moment of area;Ix = N b d3 / 12 = 111.15 in4 Iy = d (N b)3 / 12 = 25.90 in4 Adjustment factors Load duration factor - Table 2.3.2;CD = 1.00 Temperature factor - Table 2.3.3;Ct = 1.00 Size factor for bending - Table 4A;CFb = 1.30 Size factor for tension - Table 4A;CFt = 1.20 Size factor for compression - Table 4A;CFc = 1.05 Flat use factor - Table 4A;Cfu = 1.05 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9;Cr = 1.00 Bearing area factor - cl.3.10.4;Cb = 1.00 Depth-to-breadth ratio;dnom / (N bnom) = 2.00 - Beam is fully restrained Beam stability factor - cl.3.3.3;CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain;Fc_perp' = Fc_perp Ct Cic_perp Cb = 625 lb/in2 Applied compression stress perpendicular to grain;fc_perp = RA_max / (N b Lb) = 27 lb/in2 fc_perp / Fc_perp' = 0.044 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress;Fb' = Fb CD Ct CL CFb Ci Cr = 1170 lb/in2 Actual bending stress;fb = M / Sx = 261 lb/in2 fb / Fb' = 0.223 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress;Fv' = Fv CD Ct Ci = 180 lb/in2 Actual shear stress - eq.3.4-2;fv = 3 F / (2 A) = 20 lb/in2 fv / Fv' = 0.110 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection;E' = E CME Ct CiE = 1600000 lb/in2 Design deflection;adm = 0.003 Ls1 = 0.288 in Total deflection;b_s1 = 0.066 in b_s1 / adm = 0.230 PASS - Total deflection is less than design deflection Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 for HVAC Loads Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 Unfactored Loads 0.0 0.160 Self weight included Seismic Dead Roof Live ft 20 1A B Bending Moment Envelope 0.0 12.769 kip_ft ft 20 1A B 12.8 Shear Force Envelope 0.0 2.554 -2.554 kips ft 20 1A B 2.6 -2.6 Applied loading Beam loads Dead self weight of beam 1 Roof DL Dead full UDL 80 lb/ft Roof LL Roof Live full UDL 160 lb/ft HVAC Seismic point load 442 lb at 162.00 in HVAC Seismic point load 442 lb at 228.00 in HVAC Seismic point load 25 lb at 162.00 in HVAC Seismic point load 25 lb at 228.00 in Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 for HVAC Loads Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date Load combinations Load combination 1 Support A Seismic 0.70 Dead 1.00 Roof Live 0.00 Span 1 Seismic 0.70 Dead 1.00 Roof Live 0.00 Support B Seismic 0.70 Dead 1.00 Roof Live 0.00 Load combination 2 Support A Seismic 0.00 Dead 1.00 Roof Live 1.00 Span 1 Seismic 0.00 Dead 1.00 Roof Live 1.00 Support B Seismic 0.00 Dead 1.00 Roof Live 1.00 Analysis results Maximum moment;Mmax = 12769 lb_ft;Mmin = 0 lb_ft Design moment;M = max(abs(Mmax),abs(Mmin)) = 12769 lb_ft Maximum shear;Fmax = 2554 lb;Fmin = -2554 lb Design shear;F = max(abs(Fmax),abs(Fmin)) = 2554 lb Total load on member;W tot = 5107 lb Reaction at support A;RA_max = 2554 lb;RA_min = 1076 lb Unfactored seismic load reaction at support A;RA_Seismic = 175 lb Unfactored dead load reaction at support A;RA_Dead = 954 lb Unfactored roof live load reaction at support A;RA_Roof Live = 1600 lb Reaction at support B;RB_max = 2554 lb;RB_min = 1485 lb Unfactored seismic load reaction at support B;RB_Seismic = 759 lb Unfactored dead load reaction at support B;RB_Dead = 954 lb Unfactored roof live load reaction at support B;RB_Roof Live = 1600 lb 11 . 5 ' ' 5.5'' 3.5'' Sawn lumber section details Nominal breadth of sections;bnom = 6 in Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 for HVAC Loads Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date Dressed breadth of sections;b = 5.5 in Nominal depth of sections;dnom = 12 in Dressed depth of sections;d = 11.5 in Number of sections in member;N = 1 Overall breadth of member;bb = N b = 5.5 in Species, grade and size classification;Douglas Fir-Larch, No.1 grade, Beams and stringers Bending parallel to grain;Fb = 1350 lb/in2 Tension parallel to grain;Ft = 675 lb/in2 Compression parallel to grain;Fc = 925 lb/in2 Compression perpendicular to grain;Fc_perp = 625 lb/in2 Shear parallel to grain;Fv = 170 lb/in2 Modulus of elasticity;E = 1600000 lb/in2 Modulus of elasticity, stability calculations;Emin = 580000 lb/in2 Mean shear modulus;Gdef = E / 16 = 100000 lb/in2 Member details Service condition;Dry Length of span;Ls1 = 20 ft Length of bearing;Lb = 3.5 in Load duration;Ten minutes Section properties Cross sectional area of member;A = N b d = 63.25 in2 Section modulus;Sx = N b d2 / 6 = 121.23 in3 Sy = d (N b)2 / 6 = 57.98 in3 Second moment of area;Ix = N b d3 / 12 = 697.07 in4 Iy = d (N b)3 / 12 = 159.44 in4 Adjustment factors Load duration factor - Table 2.3.2;CD = 1.60 Temperature factor - Table 2.3.3;Ct = 1.00 Size factor for bending - Table 4D;CFb = 1.00 Size factor for tension - Table 4D;CFt = 1.00 Size factor for compression - Table 4D;CFc = 1.00 Flat use factor - Table 4D;Cfu = 1.00 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9;Cr = 1.00 Bearing area factor - cl.3.10.4;Cb = 1.00 Depth-to-breadth ratio;dnom / (N bnom) = 2.00 - Beam is fully restrained Beam stability factor - cl.3.3.3;CL = 1.00 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 for HVAC Loads Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain;Fc_perp' = Fc_perp Ct Cic_perp Cb = 625 lb/in2 Applied compression stress perpendicular to grain;fc_perp = RA_max / (N b Lb) = 133 lb/in2 fc_perp / Fc_perp' = 0.212 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress;Fb' = Fb CD Ct CL CFb Ci Cr = 2160 lb/in2 Actual bending stress;fb = M / Sx = 1264 lb/in2 fb / Fb' = 0.585 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress;Fv' = Fv CD Ct Ci = 272 lb/in2 Actual shear stress - eq.3.4-2;fv = 3 F / (2 A) = 61 lb/in2 fv / Fv' = 0.223 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection;E' = E CME Ct CiE = 1600000 lb/in2 Design deflection;adm = 0.004 Ls1 = 0.960 in Total deflection;b_s1 = 0.945 in b_s1 / adm = 0.984 PASS - Total deflection is less than design deflection Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 CHK for ROOF DL+LL Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 Unfactored Loads 0.0 0.160 Self weight included Seismic Dead Roof Live ft 20 1A B Bending Moment Envelope 0.0 12.769 kip_ft ft 20 1A B 12.8 Shear Force Envelope 0.0 2.554 -2.554 kips ft 20 1A B 2.6 -2.6 Applied loading Beam loads Dead self weight of beam 1 Roof DL Dead full UDL 80 lb/ft Roof LL Roof Live full UDL 160 lb/ft Load combinations Load combination 1 Support A Seismic 0.70 Dead 1.00 Roof Live 0.00 Span 1 Seismic 0.70 Dead 1.00 Roof Live 0.00 Support B Seismic 0.70 Dead 1.00 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 CHK for ROOF DL+LL Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date Roof Live 0.00 Load combination 2 Support A Seismic 0.00 Dead 1.00 Roof Live 1.00 Span 1 Seismic 0.00 Dead 1.00 Roof Live 1.00 Support B Seismic 0.00 Dead 1.00 Roof Live 1.00 Analysis results Maximum moment;Mmax = 12769 lb_ft;Mmin = 0 lb_ft Design moment;M = max(abs(Mmax),abs(Mmin)) = 12769 lb_ft Maximum shear;Fmax = 2554 lb;Fmin = -2554 lb Design shear;F = max(abs(Fmax),abs(Fmin)) = 2554 lb Total load on member;W tot = 5107 lb Reaction at support A;RA_max = 2554 lb;RA_min = 954 lb Unfactored dead load reaction at support A;RA_Dead = 954 lb Unfactored roof live load reaction at support A;RA_Roof Live = 1600 lb Reaction at support B;RB_max = 2554 lb;RB_min = 954 lb Unfactored dead load reaction at support B;RB_Dead = 954 lb Unfactored roof live load reaction at support B;RB_Roof Live = 1600 lb 11 . 5 ' ' 5.5'' 3.5'' Sawn lumber section details Nominal breadth of sections;bnom = 6 in Dressed breadth of sections;b = 5.5 in Nominal depth of sections;dnom = 12 in Dressed depth of sections;d = 11.5 in Number of sections in member;N = 1 Overall breadth of member;bb = N b = 5.5 in Species, grade and size classification;Douglas Fir-Larch, No.1 grade, Beams and stringers Bending parallel to grain;Fb = 1350 lb/in2 Tension parallel to grain;Ft = 675 lb/in2 Compression parallel to grain;Fc = 925 lb/in2 Compression perpendicular to grain;Fc_perp = 625 lb/in2 Shear parallel to grain;Fv = 170 lb/in2 Modulus of elasticity;E = 1600000 lb/in2 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 CHK for ROOF DL+LL Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date Modulus of elasticity, stability calculations;Emin = 580000 lb/in2 Mean shear modulus;Gdef = E / 16 = 100000 lb/in2 Member details Service condition;Dry Length of span;Ls1 = 20 ft Length of bearing;Lb = 3.5 in Load duration;Ten years Section properties Cross sectional area of member;A = N b d = 63.25 in2 Section modulus;Sx = N b d2 / 6 = 121.23 in3 Sy = d (N b)2 / 6 = 57.98 in3 Second moment of area;Ix = N b d3 / 12 = 697.07 in4 Iy = d (N b)3 / 12 = 159.44 in4 Adjustment factors Load duration factor - Table 2.3.2;CD = 1.00 Temperature factor - Table 2.3.3;Ct = 1.00 Size factor for bending - Table 4D;CFb = 1.00 Size factor for tension - Table 4D;CFt = 1.00 Size factor for compression - Table 4D;CFc = 1.00 Flat use factor - Table 4D;Cfu = 1.00 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9;Cr = 1.00 Bearing area factor - cl.3.10.4;Cb = 1.00 Depth-to-breadth ratio;dnom / (N bnom) = 2.00 - Beam is fully restrained Beam stability factor - cl.3.3.3;CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain;Fc_perp' = Fc_perp Ct Cic_perp Cb = 625 lb/in2 Applied compression stress perpendicular to grain;fc_perp = RA_max / (N b Lb) = 133 lb/in2 fc_perp / Fc_perp' = 0.212 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress;Fb' = Fb CD Ct CL CFb Ci Cr = 1350 lb/in2 Actual bending stress;fb = M / Sx = 1264 lb/in2 fb / Fb' = 0.936 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress;Fv' = Fv CD Ct Ci = 170 lb/in2 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section (E) 6x12 CHK for ROOF DL+LL Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date Actual shear stress - eq.3.4-2;fv = 3 F / (2 A) = 61 lb/in2 fv / Fv' = 0.356 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection;E' = E CME Ct CiE = 1600000 lb/in2 Design deflection;adm = 0.004 Ls1 = 0.960 in Total deflection;b_s1 = 0.824 in b_s1 / adm = 0.859 PASS - Total deflection is less than design deflection Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section GLB beam check Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 Unfactored Loads 0.0 0.954 Self weight included Seismic Dead Roof Live ft 56 1A B Bending Moment Envelope 0.0 157.607 kip_ft ft 56 1A B 130.7 157.6157.6 156.9 78.4 Shear Force Envelope 0.0 10.163 -10.163 kips ft 56 1A B 10.2 -0.4 -10.2 Applied loading Beam loads Dead self weight of beam 1 Cross member Dead point load 954 lb at 96.00 in Cross member Roof Live point load 1600 lb at 96.00 in Cross member Dead point load 954 lb at 192.00 in Cross member Roof Live point load 1600 lb at 192.00 in HVAC support beam Dead point load 954 lb at 288.00 in HVAC support beam Roof Live point load 1600 lb at 288.00 in HVAC support beam Seismic point load 759 lb at 288.00 in HVAC support beam Dead point load 954 lb at 384.00 in HVAC support beam Roof Live point load 1600 lb at 384.00 in HVAC support beam Seismic point load 759 lb at 384.00 in Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section GLB beam check Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date Cross member Dead point load 954 lb at 480.00 in Cross member Roof Live point load 1600 lb at 480.00 in Cross member Dead point load 954 lb at 576.00 in Cross member Roof Live point load 1600 lb at 576.00 in Load combinations Load combination 1 Support A Seismic 0.70 Dead 1.00 Roof Live 0.00 Span 1 Seismic 0.70 Dead 1.00 Roof Live 0.00 Support B Seismic 0.70 Dead 1.00 Roof Live 0.00 Load combination 2 Support A Seismic 0.00 Dead 1.00 Roof Live 1.00 Span 1 Seismic 0.00 Dead 1.00 Roof Live 1.00 Support B Seismic 0.00 Dead 1.00 Roof Live 1.00 Analysis results Maximum moment;Mmax = 157607 lb_ft;Mmin = 0 lb_ft Design moment;M = max(abs(Mmax),abs(Mmin)) = 157607 lb_ft Maximum shear;Fmax = 10163 lb;Fmin = -10163 lb Design shear;F = max(abs(Fmax),abs(Fmin)) = 10163 lb Total load on member;W tot = 20326 lb Reaction at support A;RA_max = 10163 lb;RA_min = 5894 lb Unfactored seismic load reaction at support A;RA_Seismic = 759 lb Unfactored dead load reaction at support A;RA_Dead = 5363 lb Unfactored roof live load reaction at support A;RA_Roof Live = 4800 lb Reaction at support B;RB_max = 10163 lb;RB_min = 5894 lb Unfactored seismic load reaction at support B;RB_Seismic = 759 lb Unfactored dead load reaction at support B;RB_Dead = 5363 lb Unfactored roof live load reaction at support B;RB_Roof Live = 4800 lb Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section GLB beam check Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date 42 ' ' 8.75''3.5'' Glulam section details Net finished breadth of sections;b = 8.75 in Net finished depth of sections;d = 42 in Number of sections in member;N = 1 Overall breadth of member;bb = N b = 8.75 in Alignment of laminations;Horizontal Stress class;24F-V4 DF/DF Tension parallel to grain;Ft = 1100 lb/in2 Compression parallel to grain;Fc = 1650 lb/in2 Bending about X-X axis properties (loaded perpendicular to wide faces of laminations): Positive bending;Fbx_pos = 2400 lb/in2 Negative bending;Fbx_neg = 1850 lb/in2 Compression perpendicular to grain;Fc_perp = 650 lb/in2 Shear parallel to grain;Fv = 265 lb/in2 Modulus of elasticity;E = 1800000 lb/in2 Modulus of elasticity, stability calculations;Emin = 950000 lb/in2 Mean shear modulus;Gdef = E / 16 = 112500 lb/in2 Bending about Y-Y axis properties (loaded parallel to wide faces of laminations): Bending;Fby = 1450 lb/in2 Modulus of elasticity; stability calculations;Eymin = 850000 lb/in2 Member details Service condition;Dry Length of span;Ls1 = 56 ft Length of bearing;Lb = 3.5 in Load duration;Ten years Section properties Cross sectional area of member;A = N b d = 367.50 in2 Section modulus;Sx = N b d2 / 6 = 2572.50 in3 Sy = d (N b)2 / 6 = 535.94 in3 Second moment of area;Ix = N b d3 / 12 = 54022.50 in4 Iy = d (N b)3 / 12 = 2344.73 in4 Adjustment factors Load duration factor - Table 2.3.2;CD = 1.00 Temperature factor - Table 2.3.3;Ct = 1.00 Flat use factor - Table 5A;Cfu = 1.04 Bearing area factor - cl.3.10.4;Cb = 1.00 Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section GLB beam check Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date Length of beam between points of zero moment;L0 = 20 ft For species other than Southern Pine;x = 10 Volume factor - eq.5.3-1;CV = min((21 ft / L0)1/x (12 in / d)1/x (5.125 in / b)1/x, 1) = 0.84 Depth-to-breadth ratio;d / (N b) = 4.80 Effective laterally unsupported span length;le = 20 ft Slenderness ratio for bending members - eq.3.3-5;Rb = [le d / (N b)2] = 11.474 Adjusted bending design value for bending;Fb = Fbx_pos CD CMb Ct Cc = 2400 lb/in2 Adjusted modulus of elasticity for member stability;Eymin' = Eymin CME Ct = 850000 lb/in2 Critical buckling design value for bending;FbE = 1.2 Eymin' / Rb2 = 7747 lb/in2 Beam stability factor - eq.3.3-6 CL = [1 + (FbE / Fb)] / 1.9 - [([1 + (FbE / Fb)] / 1.9)2 - (FbE / Fb) / 0.95] = 0.98 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain;Fc_perp' = Fc_perp Ct Cb = 650 lb/in2 Applied compression stress perpendicular to grain;fc_perp = RA_max / (N b Lb) = 332 lb/in2 fc_perp / Fc_perp' = 0.511 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress;Fb' = Fbx_pos CD Ct min(CL, CV) Cc = 2017 lb/in2 Actual bending stress;fb = Mmax / Sx = 735 lb/in2 fb / Fb' = 0.365 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress;Fv' = Fv CD Ct = 265 lb/in2 Actual shear stress - eq.3.4-2;fv = 3 F / (2 A) = 41 lb/in2 fv / Fv' = 0.157 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection;E' = Ex CME Ct = 1800000 lb/in2 Design deflection;adm = 0.003 Ls1 = 2.016 in Total deflection;b_s1 = 1.014 in b_s1 / adm = 0.503 PASS - Total deflection is less than design deflection YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS: No further action required on this specific plan type, based on information provided on: ____/______/______. Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs Rev: 01/27/2026 Page 1 of 2 DISABLED ACCESS COMPLIANCE ACC-01 CBC 2025 A. PURPOSE OF THIS DOCUMENTATION: (check one) Finding of unreasonable hardship for projects UNDER the valuation threshold* Finding of unreasonable hardship for projects OVER the valuation threshold* Certification of Full Compliance with the 2025 California Building Code * Valuation threshold as defined in the 2025 California Building Code, Section 11B-202.4 (Exception #8) and Section 202 is $209,208.00 (as of January 2026) B. PROJECT INFORMATION TO BE COMPLETED BY PETITIONER: Project Address: $ $ 1. The cost of all construction contemplated in the determination of the valuation of improvement threshold based on the valuation of site and building improvements for the last three-year period. 2. 20% of Total Construction Cost or Project Valuation: $ 3. The actual amount to be spent to provide disabled access: $ 4. Describe the impact of the proposed improvements on financial feasibility of the project. 5. Describe the proposed improvements related to accessibility upgrades on this project. Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org 6. Identify the accessibility features and equivalent facilities that WILL be brought into compliance with the latest edition of Title 24 as a part of this project and an estimate of the cost of each item: (Documentation may be required) Accessible Features to be Made Accessible Cost of Improvement a. Entrance: Door Landing Stairway/Steps Ramp $ b. Path of Travel: Path of travel from accessible parking to the building entrance and area of remodel $ $ Path of travel from the public way to the building entrance $ c. Sanitary facilities ( Floor no. ) $ d. Public phone(s) $ e. Drinking fountain(s) $ f. Parking $ g. Signage & Alarms $ i. Other: $ Total: $ 7. Identify the accessibility features that WILL NOT comply if a request for unreasonable hardship is granted. Provide an estimated cost of compliance for each item: (Documentation may be required) Accessible Features Not to be Improved Cost of Improvement a. $ b. $ c. $ Total: $ 8. Petitioner must be the legal property owner or his/her legal representative: I certify that the above noted information is true and correct. Legal Property Owner Architect/Engineer Contractor Other: Print Name: Phone No. Address: Signature: Date: FOR AGENCY USE ONLY Approved by: Date: ii it ALLIANC-E aECTRICAL & GENER,AJ, CONTRACTOR- CONTRACT AGREEMENT Project Name:Brandywine Communications ADA Compliance Project Date:04/08/26 Prepared by:Julio De La 0 u ii ALLIANC-E CONTRACT AGREEMENT This CONTRACT AGREEMENT is made between the Contractor and the Owner, as stated below: The Contractor: The Owners: DE LA 0 ALLIANCE, INC DBA: ALLIANCE ELECTRIC 1885 W Commonwealth Ave Unit 0 Fullerton CA 92833 (714) 213-2726 LIC. # 936107 N/A The Lender: Project Site: N/A 1513 E McFadden Ave. Santa Ana, CA 92705 Engineers & Architects:N/A Total Project Amount: Project Start Date: Project End Date: $16,400.00 TBD TBD All attached exhibits, schedules, plans, and/or specifications apply to this contract. Subject to the Terms and Conditions of this contract, the Owner agrees to pay the Contractor for the performance of work the sum of $16,400.00 (the "Contract Sum"). ALLIANCE ELECTRIC PAGE 2 n u CONTRACT TERMS & CONDITONS The Contractor agrees to perform portions of the project and supply all necessary materials, labor, services, equipment, and tools as detailed below. SECTION 1. SCOPE OF WORK The Contractor shall perform the following work, referred to as the "Work": Inclusions: 1. See Estimate #2204, incorporated herein. 2. All work outlined in the contract documents. 3. Compliance with all applicable federal, state, and local codes, laws, and regulations. 4. Procurement and payment for all necessary equipment, services, materials, and labor. Estimate #: 2204 The contract includes all work per the provided plan. SECTION 2: PAYMENT TERMS 2.1 Invoices: The Contractor shall submit all progress payment requests and invoices via email. Invoices for change orders will be billed separately and must be paid within 30 days. 2.2 Use Tax Deductions: The Contract Sum is not subject to deduction for use tax paid by the Owner. ALLIANCE ELECTRIC PAGE 3 ii "(>O(" DCI ,5:>0<, n ALLIANCE ELECTRICAI, & GENERAL CONTRACTOR SECTION 5: CHANGES IN THE WORK 5.I Authorization: The Contractor shall not perform any additional work, labor, or material changes without written approval from the Owner via a change order submitted through email. 5.2. Modifications: The Owner may request changes to the Work, including additions, deletions, or other revisions, without invalidating this contract. 5.2.I Denial of Changes: If the Owner later determines that the additional work does not qualify for extra compensation, the Owner shall still be responsible for all costs associated with the changes. The Owner will also be liable for any legal or attorney fees incurred by the Contractor in collecting unpaid amounts. Owner Initials: ALLIANCE ELECTRIC PAGE 4 xi [!O it ALLIANCE ELECTRIC,AJ, & GENERAL CONTRACTOR SECTION 6: SUBCONTRACTOR ST ATUS 6.I Independent Contractor: The Owner does not control how the Contractor performs the services outlined in this contract. The Contractor is responsible for delivering the agreed-upon results and operates as an independent contractor. SIGNATURES IN WITNESS WHEREOF, the parties acknowledge and execute this contract as of the date first written above. Owner: Kyvtrl r Gwwb Signatu ei4 lo-s ffizb Date Contractor BY: Signature: Date Upon signing, please return one (1) executed copy to our office. ALLIANCE ELECTRIC PAGE 5 u n ALLIANCE aECTRICAL (SL GENER,AJL, CONTRACTOR GENERAL INFORMATION Alliance Electric 1885 W Commonwealth Ave, Unit 0 Fullerton, CA 92833 Phone: (714) 213-2726 Email: allianceelectric09@yahoo.com Owner: Julio De La 0 Email: Julio@allianceelectricoc.com Office Manager & Accounting: Dora Orozco Phone: (714) 213-2726 Email: dora@allianceelectricoc.com ALLIANCE ELECTRIC PAGE 6 Rev: 01/27/2026 Page 1 of 2 DISABLED ACCESS COMPLIANCE ACC-01 CBC 2025 A. PURPOSE OF THIS DOCUMENTATION: (check one) Finding of unreasonable hardship for projects UNDER the valuation threshold* Finding of unreasonable hardship for projects OVER the valuation threshold* Certification of Full Compliance with the 2025 California Building Code * Valuation threshold as defined in the 2025 California Building Code, Section 11B-202.4 (Exception #8) and Section 202 is $209,208.00 (as of January 2026) B. PROJECT INFORMATION TO BE COMPLETED BY PETITIONER: Project Address: $ $ 1. The cost of all construction contemplated in the determination of the valuation of improvement threshold based on the valuation of site and building improvements for the last three-year period. 2. 20% of Total Construction Cost or Project Valuation: $ 3. The actual amount to be spent to provide disabled access: $ 4. Describe the impact of the proposed improvements on financial feasibility of the project. 5. Describe the proposed improvements related to accessibility upgrades on this project. Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org 6. Identify the accessibility features and equivalent facilities that WILL be brought into compliance with the latest edition of Title 24 as a part of this project and an estimate of the cost of each item: (Documentation may be required) Accessible Features to be Made Accessible Cost of Improvement a. Entrance: Door Landing Stairway/Steps Ramp $ b. Path of Travel: Path of travel from accessible parking to the building entrance and area of remodel $ $ Path of travel from the public way to the building entrance $ c. Sanitary facilities ( Floor no. ) $ d. Public phone(s) $ e. Drinking fountain(s) $ f. Parking $ g. Signage & Alarms $ i. Other: $ Total: $ 7. Identify the accessibility features that WILL NOT comply if a request for unreasonable hardship is granted. Provide an estimated cost of compliance for each item: (Documentation may be required) Accessible Features Not to be Improved Cost of Improvement a. $ b. $ c. $ Total: $ 8. Petitioner must be the legal property owner or his/her legal representative: I certify that the above noted information is true and correct. Legal Property Owner Architect/Engineer Contractor Other: Print Name: Phone No. Address: Signature: Date: FOR AGENCY USE ONLY Approved by: Date: ii it ALLIANC-E aECTRICAL & GENER,AJ, CONTRACTOR- CONTRACT AGREEMENT Project Name:Brandywine Communications ADA Compliance Project Date:04/08/26 Prepared by:Julio De La 0 u ii ALLIANC-E CONTRACT AGREEMENT This CONTRACT AGREEMENT is made between the Contractor and the Owner, as stated below: The Contractor: The Owners: DE LA 0 ALLIANCE, INC DBA: ALLIANCE ELECTRIC 1885 W Commonwealth Ave Unit 0 Fullerton CA 92833 (714) 213-2726 LIC. # 936107 N/A The Lender: Project Site: N/A 1513 E McFadden Ave. Santa Ana, CA 92705 Engineers & Architects:N/A Total Project Amount: Project Start Date: Project End Date: $16,400.00 TBD TBD All attached exhibits, schedules, plans, and/or specifications apply to this contract. Subject to the Terms and Conditions of this contract, the Owner agrees to pay the Contractor for the performance of work the sum of $16,400.00 (the "Contract Sum"). ALLIANCE ELECTRIC PAGE 2 n u CONTRACT TERMS & CONDITONS The Contractor agrees to perform portions of the project and supply all necessary materials, labor, services, equipment, and tools as detailed below. SECTION 1. SCOPE OF WORK The Contractor shall perform the following work, referred to as the "Work": Inclusions: 1. See Estimate #2204, incorporated herein. 2. All work outlined in the contract documents. 3. Compliance with all applicable federal, state, and local codes, laws, and regulations. 4. Procurement and payment for all necessary equipment, services, materials, and labor. Estimate #: 2204 The contract includes all work per the provided plan. SECTION 2: PAYMENT TERMS 2.1 Invoices: The Contractor shall submit all progress payment requests and invoices via email. Invoices for change orders will be billed separately and must be paid within 30 days. 2.2 Use Tax Deductions: The Contract Sum is not subject to deduction for use tax paid by the Owner. ALLIANCE ELECTRIC PAGE 3 ii "(>O(" DCI ,5:>0<, n ALLIANCE ELECTRICAI, & GENERAL CONTRACTOR SECTION 5: CHANGES IN THE WORK 5.I Authorization: The Contractor shall not perform any additional work, labor, or material changes without written approval from the Owner via a change order submitted through email. 5.2. Modifications: The Owner may request changes to the Work, including additions, deletions, or other revisions, without invalidating this contract. 5.2.I Denial of Changes: If the Owner later determines that the additional work does not qualify for extra compensation, the Owner shall still be responsible for all costs associated with the changes. The Owner will also be liable for any legal or attorney fees incurred by the Contractor in collecting unpaid amounts. Owner Initials: ALLIANCE ELECTRIC PAGE 4 xi [!O it ALLIANCE ELECTRIC,AJ, & GENERAL CONTRACTOR SECTION 6: SUBCONTRACTOR ST ATUS 6.I Independent Contractor: The Owner does not control how the Contractor performs the services outlined in this contract. The Contractor is responsible for delivering the agreed-upon results and operates as an independent contractor. SIGNATURES IN WITNESS WHEREOF, the parties acknowledge and execute this contract as of the date first written above. Owner: Kyvtrl r Gwwb Signatu ei4 lo-s ffizb Date Contractor BY: Signature: Date Upon signing, please return one (1) executed copy to our office. ALLIANCE ELECTRIC PAGE 5 u n ALLIANCE aECTRICAL (SL GENER,AJL, CONTRACTOR GENERAL INFORMATION Alliance Electric 1885 W Commonwealth Ave, Unit 0 Fullerton, CA 92833 Phone: (714) 213-2726 Email: allianceelectric09@yahoo.com Owner: Julio De La 0 Email: Julio@allianceelectricoc.com Office Manager & Accounting: Dora Orozco Phone: (714) 213-2726 Email: dora@allianceelectricoc.com ALLIANCE ELECTRIC PAGE 6