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HomeMy WebLinkAbout3625 W MacArthur Blvd #307 - PlanSHEET INDEX AUTHORITY HAVING JURISDICTION: BUILDING CODES: TYPE OF CONSTRUCTION: SPRINKLERED: NUMBER OF STORIES: GENERAL CONDITIONS PROJECT TEAM PROJECT DATA VICINITY MAP A-0.1 AREA OF CONSTRUCTION: - COMBINE TWO TENANT SUITES INTO ONE - DEMO EXISTING NON-COMPLIANT STAIRS AND INFILL FLOOR (FLOOR AREA ALREADY COUNTED) - CONSTRUCT NEW STAIRWAY AT WAREHOUSE - REVISE EXISTING RESTROOM TO BE ACCESSIBLE * - * NO CHANGE TO OVERALL BUILDING AREA A SEPARATE PERMIT IS REQUIRED FOR THE FOLLOWING ITEMS, WHERE APPLICABLE: 1. BUILDING SIGNAGE SUITE 307 / 308: PROPERTY OWNER CO V E R S H E E T LANDLORD IMPROVEMENT 3625 W MACARTHUR BLVD, SUITES 307-308 SANTA ANA, CA 92704 APPLICANT/ARCHITECT OF RECORD OCFA FIRE NOTES OCCUPANCY: USE: OCFA FIRE NOTES (cont'd) SCOPE OF WORK: BUILDING AREA: AREA OF ADMIN OFFICE: MEP ENGINEER LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 21 ARCHITECTURAL STRUCTURAL MEP ENGINEER ZONE: NOTE: NO TENANT SHALL OCCUPY THE SPACE WITHOUT AN APPROVED CERTIFICATE OF OCCUPANCY. 1 1 AREA OF WAREHOUSE: AREA OF SECOND FLOOR: 1 FLAME SPREAD - FINISHES 1 2 ALLOWABLE NUMBER OF STORIES ABOVE GRADE PLANE B OCCUPANCY S-1 OCCUPANCY CBC TABLE 504.4 1 1 MINIMUM PLUMBING FIXTURES 2022 CALIFORNIA PLUMBING CODE- SECTION 422.1 OCCUPANT LOADS- CBC TABLE 1004.5 SPACE FUNCTION SQUARE FT. LOAD FACTOR OCCUPANTS MINIMUM PLUMBING FIXTURES- CPC TABLE 422.1 SECOND FLOOR FIRST FLOOR ABBREVIATIONS 1 1 BUILDING SECURITY REGULATIONS: 1 1 2 2 2025 Bldg# 101120517 APPROVALS: PLNG - MKilroy BLDG - CSG Consultants 3625 W MacArthur Blvd #30712/9/2024 GN-1 GENERAL REQUIREMENTS GE N E R A L N O T E S CONSTRUCTION NOTES DEMOLITION NOTESPOWER & DATA NOTESFINISH NOTES MILLWORK NOTES REFLECTED CEILING NOTES LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 N: \ P r o j e c t f i l e s \ P r o j e c t s 9 9 - 0 0 - 0 1 - 0 2 \ 2 3 6 . 0 0 H a r b o r B u s i n e s s P a r k \ 2 3 6 . 1 6 3 6 2 5 M a c A r t h u r S t e 3 0 7 - 3 0 8 \ 2 3 6 . 1 6 C D s - A r c h \ 2 3 6 . 1 6 3 - G N - 1 . d w g , 2 0 2 4 - 0 7 - 1 2 1 1 : 1 3 : 2 0 , _ D W G T o P D F . p c 3 3625 W MacArthur Blvd #30712/9/2024 NO PARKING A-0.2.1 SYMBOL LEGEND KEYNOTES EXISTING ENLARGED SITE PLAN & PATH OF TRAVEL SCALE: 3/32" = 1'-0"N 1 2 3 4 5 EX I S T I N G E N L A R G E D S I T E P L A N A N D PA T H O F T R A V E L AREA OF WORK 6 2 EXISTING 1-STORY WITH MEZZANINE WAREHOUSE/OFFICE/RETAIL SUITES 3625 W. MACARTHUR BLVD 3 TYP 5 6 7 7 TYP 3 TYP SUITE 302 SUITE 303 SUITE 304 SUITE 305 SUITE 306 SUITE 307 SUITE 308 7 TYP (E) 17 STALLS @ 9'-0"W4 9'-0"5'-0" 18 ' - 0 " (E ) 5 SUITE 309 SUITE 314 SUITE 310 SUITE 311 SUITE 301 9'-0" 4 SUITE 312 SUITE 313 5' - 0 " 8'-0" 6' - 0 " 3' - 9 " CL R LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 PARKING TABLE 8 8 2 2 2 2025 3625 W MacArthur Blvd #30712/9/2024 NO PA R K I N G NO PA R K I N G NO PA R K I N G PA R K I N G NO NO PARKING N O PA R K I N G A-0.2 PLAN LEGEND KEYNOTES EXISTING OVERALL SITE PLAN SCALE: 1" = 1/600 N 2 1 EX I S T I N G O V E R A L L S I T E P L A N 3501 W MOORE AVE 1 A-0.2.1 1 TYP. 2 TYP. 3500 W MOORE AVE 3613 W MACARTHUR BLVD3617 W MACARTHUR BLVD3633 W MACARTHUR BLVD 3601 W MACARTHUR BLVD3621 W MACARTHUR BLVD 3629 W MACARTHUR BLVD 3625 W MACARTHUR BLVD 3609 W MACARTHUR BLVD 3605 W MACARTHUR BLVD PARKING TABLE LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 1 1 2 2025 3625 W MacArthur Blvd #30712/9/2024 EPEP UP 17R DN A-0.3 PLAN LEGEND KEYNOTES FX EG R E S S P L A N OCCUPANT LOAD CALCULATION ROOM / FUNCTION SQ. FT.OCC. LOAD FACTOR OCCUPANT LOAD OCCUPANCY CALCULATION BASED ON CBC 2022 TABLE 1004.5 ROOM NO.OCC. GROUP * * LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 101 (E) ENTRY 104 STORAGE 109 OFFICE ACCESSIBLE 108 ALL-GENDER 2ACCESSIBLE 103 ALL-GENDER 1 106 WAREHOUSE 201 PRODUCTION 105 IT CLOSET ST1 STAIR ST1 STAIR EGRESS PLAN - FIRST FLOOR SCALE: 1/8" = 1'-0"N NEGRESS PLAN - SECOND FLOOR SCALE: 1/8" = 1'-0" 45 ' - 5 " T R A V E L D I S T A N C E 65'-10" COMMON P.O.T. DISTANCE A TO A1 A1 A TO E X I T D I S C H A R G E # 1 64 ' - 0 " T R A V E L D I S T A N C E T O E X I T D I S C H A R G E # 2 1 1 1 2 3 2 3 1 1 1 1 1 2 2 2 2 2025 3625 W MacArthur Blvd #30712/9/2024 EPEP UP 17R DN EPEP A-1 N DE M O L I T I O N & C O N S T R U C T I O N P L A N CONSTRUCTION PLAN - FIRST FLOOR SCALE: 1/8" = 1'-0"N # PLAN LEGEND X LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 NCONSTRUCTION PLAN - SECOND FLOOR SCALE: 1/8" = 1'-0" DEMOLITION PLAN - FIRST FLOOR SCALE: 1/8" = 1'-0" NDEMOLITION PLAN - SECOND FLOOR SCALE: 1/8" = 1'-0" DEMO / EXISTING KEYNOTES D1 D2 D3 D4 D5 D6 D7 D8 D9 D10 D11 (E) ENTRY 101 104 STORAGE 109 OFFICE ACCESSIBLE 108 ALL-GENDER 2ACCESSIBLE 103 ALL-GENDER 1 106 WAREHOUSE 201 PRODUCTION CONSTRUCTION KEYNOTES C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 # # P 1 PARTITION SCHEDULE CONSTRUCTIONTYPE DETAIL D12 D1 D1 105 IT CLOSET ST1 STAIR D2 D1 D3D4D4 D5 TYP. D5 TYP. D6 TYP. D7 D8 TYP. D9 TYP. D8D9 TYP. D8 D9 TYP. D10 D11 D8 TYP. D11 D11 D9 TYP. D11 D14 D4D4 D6 TYP. D13D13 D3 D8 D11 D12 D8 D11 D12 D12D12 D9 D11 D10 D9 D11 C17 C2 C3 C4C4 C5 C6 C6 C6 C6 C6 C6 C6 C6 C7 B 1 B1 3'-7" E101 E109 101A E106A 10'-1" 4'-0" CLEAR ±13'-0"4'-0" CLEAR C8 C8 103 108104104A 105 107 B1 1 A-6 2 A-6 106B106C D13 D1 4 ±6 ' - 0 " 0' - 9 " # C 1 CON (E) CON (E) B 1 P 1 LVT 1 B 1 P 1 C 1 B 1 P 1 C 1 B 1 P 1 CON (E) B 1 P 1 ST1 STAIR C 1 B 1 LVT 1 W2 W3 W15 A-6 C11 ±1 ' - 1 1 " ±10'-9" B1 C11 C12 C13 C12 C14 C15 C17 C15 C15 C14 C2 C16 C16 101B C17 ±5'-4" C13 C 1 1 201 1 1 1 1 1 1 2 2 202 2 C182 C18 2025 3625 W MacArthur Blvd #30712/9/2024 E E DN +60E E EE E E EPEP UP 17R A-2 SYMBOL LEGEND POWER/DATA KEYNOTES P1 PO W E R / D A T A P L A N NOTE: "E" POWER/DATA PLAN - FIRST FLOOR SCALE: 1/8" = 1'-0"NREFLECTED CEILING PLAN - FIRST FLOOR SCALE: 1/8" = 1'-0"N REFLECTED CEILING KEYNOTES C1 C2 C3 C4 C5 C6 LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 NN NREFLECTED CEILING PLAN - SECOND FLOOR SCALE: 1/8" = 1'-0"NPOWER/DATA PLAN - SECOND FLOOR SCALE: 1/8" = 1'-0" 201 PRODUCTION 201 PRODUCTION ST1 STAIR 101 (E) ENTRY 104 STORAGE 109 OFFICE ACCESSIBLE 103 ALL-GENDER 1 106 WAREHOUSE 102 HALLWAY 105 IT CLOSET 107 HALLWAY 101 (E) ENTRY 104 STORAGE 109 OFFICE 103 ALL-GENDER 1 106 WAREHOUSE 105 IT CLOSET 102 HALL 107 HALL 4' - 0 " EQ ±8'-0"CH ±8'-0"CH ±8'-0"CH 8'-0"CH 8'-0"CH8'-0"CH 8'-0"CH 8'-0"CH EQ C3 C2 C1 C3 C1 C6 TYP. C4 C4C4 C5 C4 C4 C1 7' - 7 " EQ ±9'-9"EQ EQ ±9'-9"EQ EQ EQ ST1 STAIR 8' - 0 " EQ U A L ±1 3 ' - 6 " EQ U A L ±1 3 ' - 6 " EQ U A L ±1 3 ' - 6 " 8' - 0 " ±16'-4" CENTER ON SKYLIGHT ST1 STAIR ST1 STAIR P1 GD IWH ACCESSIBLE 108 ALL-GENDER 2 ACCESSIBLE 108 ALL-GENDER 2 C7 C7 1 1 1 1 1 1 2 2 2 2 2025 3625 W MacArthur Blvd #30712/9/2024 TREAD SLOPE SHALL NOT EXCEED 1:48 11B-504.4 RISERS SHALL BE SOLID. 11B-504.3 CONTRASTING STRIPES ARE REQUIRED AT THE BOTTOM TREAD AND TOP APPROACH. 11B-504.4.1 STAIR TREADS AND RISERS 2"-4 " 1" M A X . CONTRASTING STRIPE SHALL BE SLIP-RESISTANT AND SHALL EXTEND THE FULL WIDTH OF THE STEP OR UPPER APPROACH. GROOVES ARE NOT ACCEPTABLE TO MEET THIS REQUIREMENT. 11B-504.4.1 NEW ACCESSIBLE RESTROOM - ENLARGED PLAN 1 NOTE: REFER TO SHEET AD-1 FOR ACCESSIBILITY DETAILS NEW ACCESSIBLE RESTROOM/COFFEE BAR - ENLARGED PLAN 2 7 103 11 8 4 5 6 9 9 2' - 0 " 6'-6" 30"X48" CLR. SPACE Ø60" 5' - 0 " C L R . 1' - 6 " NOTE: REFER TO SHEET AD-1 FOR ACCESSIBILITY DETAILS 1 8 4 5 6 5' - 0 " C L R . 1' - 6 " 7 102 11 3 30"X48" CLR. SPACEØ60 " 12" M A X . ELEVATION AT COFFEE BAR 36" CLR. ACCESSIBLE (2) EQ. DOORS 2' - 1 0 " TO P O F S I N K 8' - 0 " 4" 4" 4 D-1 PL 1 7 D-1 PL 2 6'-6" ENLARGED STAIR PLAN 14 ' - 8 " 16 T R E A D S @ 1 1 " M I N . (V . I . F . M E Z Z A N I N E F L O O R H E I G H T ) 4'-0" CLR. DN 1 S-1 2 S-1 11 D-1 STAIR ELEVATION V. I . F . ME Z Z A N I N E F L O O R H E I G H T 17 RI S E R @ 7 " M A X . MA X I M U M V E R T I C A L R I S E ( 1 2 F T . ) . C B C 1 0 1 1 . 8 . 34 " - 3 8 " M A X . 2' - 0 " 1' - 0 " 34 " - 3 8 " M A X . CONTRASTING STRIPES ARE REQUIRED AT THE BOTTOM TREAD AND TOP APPROACH. SEE DETAIL 4/A-6. 11 - TO P O F R A I L TO P O F R A I L NEW HANDRAIL AT WALL 1-1/4" - 1-1/2" DIA. TUBULAR STEEL W/ CONTINUOUS GRIPPING SURFACE. REFER TO DETAIL 11/D-1 F.F. F.F. ACCESSIBLE STAIR HANDRAIL 34 " - 3 8 " M A X . 12" 12" 34 " - 3 8 " M A X . TO P O F R A I L + TREAD DEPTH TO P O F R A I L 27 " M A X . HANDRAIL EXTENSIONS SHALL RETURN TO A WALL, GUARD, POST OR LANDING SURFACE A-6147 9 10 EN L A R G E D P L A N S , E L E V A T I O N S , A N D RE S T R O O M S P E C I F I C A T I O N S LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 1215 FLOOR COVERING SPECIFICATIONS: PAINT & WALLCOVERING SPECIFICATIONS: P 1 FRP 1 SV 1 SV 1 P 1 FRP 1 RESTROOM / COFFEE EQUIPMENT & FIXTURE SCHEDULE ACCESSORY MANUF.MODEL #SIZE MOUNTING COMMENTSX 1 2 3 4 5 6 7 8 9 10 11 2 SV 1 P 1 FRP 1 MILLWORK: PL 1 PL 2 5 10 D-1 14 11 9RESTROOM / COFFEE FINISH SPECIFICATIONS 1 1 1 1 1 1 1 1 1 2 2 2 2025 3625 W MacArthur Blvd #30712/9/2024 A-7 DOOR NOTES HARDWARE GROUPS DOOR SCHEDULE SC HC NR WD ALUM MTL DO O R N U M B E R DO O R T Y P E DO O R W I D T H DO O R M A T E R I A L DO O R F I N I S H DO O R H E I G H T FR A M E M A T E R I A L FR A M E F I N I S H FI R E R A T I N G DO O R T H I C K N E S S HA R D W A R E G R O U P HM ABBREVIATIONS SV PTD ANOD DO O R & H A R D W A R E S C H E D U L E PLAM VNR STL REMARKS DOOR / FRAME SPECIFICATIONS GROUP 01 - LATCHSET GROUP 02 - LOCKSET GROUP 03 - PRIVACY LOCKSET WITH CLOSER OFFICE INTERIOR DOORS: DOORS CONNECTING TO OFFICE TO WAREHOUSE: GROUP 04 - OVERHEAD MOTORIZED COILING DOOR: - SINGLE DOOR DOOR / WINDOW TYPES - SINGLE DOOR W/ INTEGRATED SIDELIGHTAB 3 D-4 2 D-4 34 " - 4 4 " 34 " - 4 4 " D 42 " PE R S C H E D U L E 5 D-4 WINDOW SCHEDULE W1 W2 W3 WIDTH HEIGHT GLASS THICK. FRAME MATL. FRAME FINISH LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 EX. - OVERHEAD TRUCK DOORC SE E D O O R S C H E D U L E OVERHEAD COILNG DOORS: REMARKS#TYPE TEMPERED? GROUP 05 - STOREFRONT LOCK HARDWARE 1 1 1 1 1 1 4 D-4 1 D-4 1 D-4 1 1 1 2 - PAIR DOORE 34 " - 4 4 " 2 2 3 D-4 1 D-4 2025 3625 W MacArthur Blvd #30712/9/2024 NOTE: SINK MUST HAVE LEVER TYPE FAUCET. FRONT ELEVATION SIDE ELEVATION ACCESSIBLE MOUNTING HEIGHTS - TYPICAL CL 19 " M I N . TO O U T L E T 7" - 9" 17 " - 1 9 " 33 " - 3 6 " 42" MIN.12" MAX. 54" MIN. TRANSFER SIDE 17" - 18" CL 6" MAX.12" MIN. 24" MIN. FIRE EXTINGUISHER CABINET 36 " HA N D L E TYPICAL "J"-BOX OUTLET 15 " BO T T O M O F PL A T E TYPICAL "J"-BOX OUTLET AT DESK 21 " FIRE ALARM PULL AND STROBE 48 " SHELF 40 " 40 " M A X . TO R E F L E C T I V E SU R F A C E 40 " M A X . OP E N P O S I T I O N WALL MIRRORFLIP DOWN SURFACE MOUNTED BABY CHANGING TABLE 40 " MA X . SEAT COVER DISPENSER BIO / SRP / GLOVE DISPENSER SOAP DISPENSER FEMININE NAPKIN DISPENSER TOWEL DISPENSER WASTE RECEPTACLE CL FINISH FLOOR REQUIRED CLEAR AREA ADJOINING OR OVERLAPPING ACCESSIBLE ROUTE. DOORS SHALL NOT SWING OVER CLEAR SPACE. PLAN INSULATE HOT WATER SUPPLY AND DRAIN LINES. 9" MI N . 8" MIN. 11" MIN. 27 " M I N I M U M BO T T O M O F S I N K 29 " M I N I M U M BO T T O M O F C O U N T E R FR O N T L I P 34 " M A X I M U M TO P O F C O U N T E R 30" MIN. 17 " M I N . 25 " M A X . 18" MIN. 48 " M I N . HAND DRYER FIN. FLR. OPERABLE PART TOILET PAPER DISPENSER SEAT COVER DISPENSER OUTSIDE OF GRAB BAR FIN. FLR. 24" MIN. TOP OF GRIP SURFACE SANITARY NAPKIN DISPOSAL 36" MIN. 1 2 LETTERING 1 2 3 ALL GENDER TACTILE CHARACTER HEIGHT MEASURED VERTICALLY FROM THE BASELINE OF THE CHARACTER SHALL BE 5/8" MINIMUM AND 2" MAXIMUM BASED ON HEIGHT OF UPPER CASE LETTER 'I'. BRAILLE SHALL BE CONTRACTED GRADE 2 AND SHALL COMPLY WITH CBC SECTIONS 11B-703.3 AND 11B-703.4 WALL/DOOR SIGNAGE- ACCESSIBLE RESTROOM WHITE BORDER WHITE FIGURE PICTOGRAM CONTRASTING BACKGROUND BLUE IN COLOR AND SHALL APPROXIMATE FS 15090 IN FEDERAL STANDARD 595C (11B-703-7.2.1) NOTE: LOCATED ON LATCH SIDE OF DOOR- REFER TO DETAIL 11 / - 1.COLOR AND CONTRAST OF DOOR SIGNAGE SHALL DISTINCTIVELY CONTRASTED WITH THE COLOR AND CONTRAST OF THE DOOR. 2.PICTOGRAM SHALL HAVE A FIELD HEIGHT OF 6" MIN. CHARACTERS AND BRAILLE SHALL NOT BE LOCATED IN THE PICTOGRAM. 3.'DOT' PATTERN FOR BRAILLE IS DIAGRAMMATIC AND IS GRAPHIC REPRESENTATION OF THE TACTILE WRITING SYSTEM FOR THE VISUALLY IMPAIRED. 6" M I N . NOTE: 1.CHARACTERS AND BACKGROUND OF SIGNS SHALL BE EGGSHELL, MATTE, OR A NON - GLARE FINISH. CHARACTERS AND SYMBOLS SHALL BE IN CONTRAST WITH THEIR BACKGROUNDS 2.SIZE / DIMENSION OF ACCESSIBLE SIGNAGE SHALL BE BASED ON ROOM NAME INFORMATION. GENERAL CONTRACTOR SHALL VERIFY SIZE / DIMENSIONS OF ACCESSIBLE SIGNAGE PRIOR TO FABRICATION (U.N.O.). 3. 'DOT' PATTERN FOR BRAILLE IS DIAGRAMMATIC AND A GRAPHIC REPRESENTATION OF THE TACTILE WRITING SYSTEM FOR THE VISUALLY IMPAIRED. 58 " - 6 0 " TO C E N T E R O F S Y M B O L 12 " SIGNAGE- ISA ACCESSIBLE SIGNAGE 1/4" THICK CIRCLE WITH 1/4" THICK EQUILATERAL TRIANGLE SUPERIMPOSED WITHIN CIRCLE ALL-GENDER 6" M I N . 60 " M A X . A . F . F . 48 " M I N . A . F . F . 60 " M A X . A . F . F . 48 " M I N . A . F . F . 1 34 2 3 BASELINE OF THE LOWEST BRAILLE CELL. 4 BASELINE OF THE HIGHEST LINE OF RAISED CHARACTERS. FIGURE 11B-703.4.2 TACTILE SIGN AT DOOR 18" MIN.CENTERED ON TACTILE CHARACTERS 18 " M I N . CL NOTE: 1.WHERE A TACTILE SIGN IS PROVIDED AT A DOOR, THE SIGN SHALL BE LOCATED AT DOOR LATCH SIDE. 2.WHERE A TACTILE SIGN IS PROVIDED AT DOUBLE DOORS WITH ONE ACTIVE LEAF, THE SIGN SHALL BE LOCATED ON THE ACTIVE LEAF. 3. WHERE A TACTILE SIGN IS PROVIDED AT DOUBLE DOORS WITH TWO ACTIVE LEAFS, THE SIGN SHALL BE LOCATED TO THE RIGHT OF THE RIGHT HAND DOOR. 4. WHERE THERE IS NO WALL SPACE AT THE LATCH SIDE OF A SINGLE DOOR OR AT THE RIGHT SIDE OF DOUBLE DOORS, SIGNS SHALL BE LOCATED ON THE NEAREST ADJACENT WALL. 5. SIGNS CONTAINING TACTILE CHARACTERS SHALL BE LOCATED SO THAT THE CLEAR FLOOR SPACE OF 18" X 18" MINIMUM, CENTERED ON THE TACTILE CHARACTERS, IS PROVIDED BEYOND THE ARC OF ANY DOOR SWING BETWEEN THE CLOSED POSITION AND 45 DEGREE OPEN POSITION. 6. WHERE PROVIDED, SIGNS IDENTIFYING PERMANENT ROOMS AND SPACES SHALL BE LOCATED AT THE ENTRANCE TO, AND OUTSIDE OF THE ROOM OR SPACE. 7. WHERE PROVIDED, SIGNS IDENTIFYING EXITS SHALL BE LOCATED AT THE EXIT DOOR WHEN APPROACHED IN DIRECTION OF EGRESS TRAVEL. EXCEPTION: IN ALTERATIONS WHERE THE SIGN INSTALLATION LOCATIONS IDENTIFIED ABOVE ARE OBSTRUCTED OR OTHERWISE UNAVAILABLE FOR SIGN INSTALLATION, SIGNS WITH TACTILE CHARACTERS SHALL BE PERMITTED ON THE PUSH SIDE OF DOORS WITH CLOSERS AND WITHOUT HOLD-OPEN DEVICES. 2. NOTE: 1. 4 2 3 2 3 DOOR SIGNAGE- REFER TO DETAIL 13 /- CENTER HORIZONTALLY ON DOOR. 1 DOOR & FRAME- REFER TO DOOR SCHEDULE. DOOR TO OPERATE WITH NO MORE THAT 5LBS. APPLIED PRESSURE. WALL SIGNAGE- REFER TO DETAIL 13 / - WALL SIGN MOUNTING LOCATION SHALL ALLOW A PERSON TO APPROACH WITHIN 3" OF WALL SIGNAGE WITHOUT ENCOUNTERING PROTRUDING OBJECTS OR STANDING WITHIN THE SWING OF A DOOR. GENERAL CONTRACTOR TO VERIFY EXISTING SIGNS CONFORM TO ACCESSIBLE REQUIREMENTS SIGNAGE- ACCESSIBLE RESTROOM 58 " - 6 0 " DOOR HARDWARE- REFER TO DOOR SCHEDULE 4 1 REFER TO ACCESSIBLE SIGNAGE DETAIL 5 6 5 BRAILLE SHALL BE SEPARATED 3/8" MINIMUM AND 1/2" MAXIMUM FROM ANY OTHER TACTILE CHARACTERS. 6 BRAILLE SHALL BE SEPARATED 3/8" MINIMUM FROM RAISED BORDERS AND DECORATIVE ELEMENTS. 6" M I N . 1 6" M I N . 4 PICTOGRAM SHALL BE IN CONTRAST WITH THE BACKGROUND 4 2 3123 NOTE: LOCATED ON DOOR- REFER TO DETAIL 11 / - 1.COLOR AND CONTRAST OF DOOR SIGNAGE SHALL DISTINCTIVELY CONTRASTED WITH THE COLOR AND CONTRAST OF THE DOOR. C.L. 60 " M A X . A . F . F . 48 " M I N . A . F . F . WALL HUNG LAVATORY 6" MAX. ELEVATION 11B - 705.1 DETECTABLE WARNINGS 11B - 705.1.1 GENERAL DETECTABLE WARNINGS SHALL CONSIST OF A SURFACE OF TRUNCATED DOMES AND SHALL COMPLY WITH SECTION 11B-705. 11B - 705.1.1.1 DOME SIZE TRUNCATED DOMES IN A DETECTABLE WARNING SURFACE SHALL HAVE A BASE DIAMETER OF 0.9 INCH (22.9 MM) MINIMUM AND 0.92 INCH (23.4 MM) MAXIMUM, A TOP DIAMETER OF 0.45 INCH (11.4 MM) MINIMUM AND 0.47 INCH (11.9 MM) MAXIMUM, AND A HEIGHT OF 0.2 INCH (5.1 MM). 11B - 705.1.1.2 DOME SPACING TRUNCATED DOMES IN A DETECTABLE WARNING SURFACE SHALL HAVE A CENTER - TO - CENTER SPACING OF 2.3 INCHES (58 MM) MINIMUM AND 2.4 INCHES (61 MM) MAXIMUM, AND A BASE - TO - BASE SPACING OF 0.65 INCH (16.5 MM) MINIMUM, MEASURED BETWEEN THE MOST ADJACENT DOMES ON A SQUARE GRID. EXCEPTIONS: WHERE INSTALLED IN A RADIAL PATTERN, TRUNCATED DOMES SHALL HAVE A CENTER - TO - CENTER SPACING OF 1.6 INCHES (41 MM) MINIMUM TO 2.4 INCHES (61 MM) MAXIMUM. 11B-705.1.1.3.1 DETECTABLE WARNING SURFACES SHALL BE YELLOW AND APPROXIMATE 33538 OF SAE AMS-STD-595A. EXCEPTIONS: 1. REPLACEMENT OF LESS THAN 20 PERCENT OF EXISTING DETECTABLE WARNINGS AT A SINGLE CONTINUOUS LOCATION SHALL BE PERMITTED TO BE IN-KIND AT EXISTING CURB RAMPS, ISLAND OR CUT-THROUGH MEDIANS WITH DETECTABLE WARNINGS IN COMPLIANCE WITH THE CODE REQUIREMENTS IN EFFECT AT TEH TIME OF INSTALLATION. 2. EXISTING INSTALLED DETECTABLE WARNINGS AT CURB RAMPS, ISLANDS OR CUT-THROUGH MEDIANS MAY COMPLY WITH SEC. 11B-705.1.1.2.3 IN LIEU OF SECTION 11B-705.1.1.3.1. WALL SIGNAGE DOOR SIGNAGE TRUNCATED DOMES FIGURE 11B-705.1 SIZE AND SPACING OF TRUCATED DOMES PLAN ENLARGED ELEVATION RECESS CONCRETE PER MANUFACTURER'S RECOMMENDATIONS PE R P L A N 0.65 MIN. 16.5 2.3 - 2.4 58 - 61 2.3 - 2.4 58 - 61 0.2 5.1 MM BASE DIAMETER 0.9 - 0.92 22.9 MM - 23.4 MM TOP DIAMETER 0.45 - 0.47 11.4 MM - 11.9 MM 9" MIN. 18 " M I N . 2" Ø GALVANIZED PIPE SET IN CONCRETE 18" BELOW GRADE WHERE OCCURS. "VAN" SIGN AS INDICATED ON SITE PLAN ONLY INTERNATIONAL SYMBOL OF ACCESS TO BE PAINTED WHITE ON ROYAL BLUE BACKGROUND MIN. 70 SQ. INCHES 1/2" RADIUS TYPICAL REFLECTORIZED SIGN CONSTRUCTED OF PORCELAIN STEEL WITH BEADED TEXT OR EQUAL PARKING ONLY ACCESSIBLE PARKING SIGNAGE 60 " A . F . F . M I N . M E A S U R E D T O B O T T O M O F S I G N 80 " A . F . F . I N A C C E S S I B L E R O U T E NOTE: SIGN TO BE CENTERED AT THE INTERIOR END OF PARKING SPACE. SIGN SHALL BE LOCATED SO AS NOT TO BE BLOCKED BY VEHICLE PARKED IN SPACE. WHEEL STOP- SEE ACCESSIBLE PARKING STALLS 2% MAX. SLOPE 6 - NO PARKING 18 ' - 0 " M I N . 9'-0" MIN. 9'-0" MIN. 5'-0" MIN. 2% MAX. SLOPE 36" O.C. 2% M A X . SL O P E 2% M A X . SL O P E 24 " THIS DETAIL IS FOR REFERENCE ONLY. SEE SITE PLAN ENLARGED DETAIL FOR ACTUAL ACCESSIBLE PARKING LAYOUT AND DIMENSIONS. ACCESSIBLE PARKING SIGNAGE (11B-502.6), SEE SYMBOL OF ACCESSIBILITY (11B-703.7.2.1). SEE 1 - 8 - 8'-0" VAN 4" WIDE, BLUE STRIPES @ 36" O.C. "NO PARKING" WHITE LETTERING, 12" IN HEIGHT AND LOCATED TO BE VISIBLE FROM THE ADJACENT VEHICULAR WAY (11B-502.3.3) 6" 2'-0" 6" PRECAST CONCRETE WHEEL STOP 6" HIGH x 6" WIDE x 48" LONG PRECAST CONCRETE WHEELSTOP NOTE LINE OF BUILDING OR WALL. SEE SITE PLAN. 2 - 3/4" Ø x 24" LONG G.I. PIPE STAKES. ELEVATION 60 " M A X . TO F I N I S H E D F L O O R 48 " M I N . TO F I N I S H E D F L O O R PROVIDE 18" x 18" CLEAR VIEWING AREA 9" 1'-6" STAIRS DOWN EXIT AS PER 2022 CBC 1013.4 EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF A STAIRWAY OR RAMP SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE FOLLOWING WORDS AS APPROPRIATE: a.'EXIT STAIR DOWN' b.'EXIT RAMP DOWN' c.'EXIT STAIR UP' d.'EXIT RAMP UP' e.'EXIT' f.'EXIT ROUTE' LETTERS & NUMERALS SHALL BE RAISED 1/32", UPPER CASE, SANS SERIF TYPE, AT LEAST 5/8" HIGH, BUT NO MORE THAN 2" CHARACTERS SHALL BE ACCOMPANIED WITH GRADE 2 BRAILLE SUPERIMPOSED WITHIN PLACARD NOTE: 1.CHARACTERS AND BACKGROUND OF SIGNS SHALL BE EGGSHELL, MATTE, OR A NON - GLARE FINISH. CHARACTERS AND SYMBOLS SHALL BE IN CONTRAST WITH THEIR BACKGROUNDS. 2.SIZE / DIMENSION OF ACCESSIBLE SIGNAGE SHALL BE BASED ON ROOM NAME INFORMATION. GENERAL CONTRACTOR SHALL VERIFY SIZE / DIMENSIONS OF ACCESSIBLE SIGNAGE PRIOR TO FABRICATION (U.N.O.). 3.SUBMIT FULL SIZE SAMPLES OF ALL SIGNS TO THE BUILDING OWNER AND TENANT FOR APPROVAL. 4.SEE AND FOR ADDITIONAL SIGNAGE INFORMATION. STAIRS DOWN EXIT TACTILE EXIT SIGNAGE 3 - 4 - AD-11 25 7 8 1013 11 12 AC C E S S I B I L I T Y D E T A I L S 3 14 15 9 LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 6 1 1 1 1 2025 3625 W MacArthur Blvd #30712/9/2024 CL BAR MOUNTING PLATE PROVIDE 2X BLOCKING GRAB BAR NOMINAL DIA. BRACKET PER MFR REQ'TS ATTACHED MOUNTING 11 2"1 1/4" -2" EQ . EQ . PARTITION WITH GYP. BOARD TYPICAL BOTH SIDES. SEE CONSTRUCTION PLAN FOR WALL TYPE. NEW INTERIOR FINISH, REFER TO FINISH PLAN. FLANGE COVER PLATE 33 " - 3 6 " A . F . F . GRAB BAR DETAIL PARTITION TOP TRACK TOP TRACK, ANCHORED TO DIAGONAL BRACING WITH (2) #8 1-1/4" SCREWS, MIN. DO NOT MOUNT TO CEILING GRID OR TILE. CEILING AS SCHEDULED WALL TYPE- PER PARTITION SCHEDULE SCRIBE WALL BOARD TO CEILING GRID AND TRIM NEAT AND TRUE. BRACE TO STRUCTURE, ALTERNATE SIDES. USE METAL STUDS AT 4'-0" O.C. MAX. MATCH WALL STUD SIZE & GAUGE (3-5/8" 20 GA. MIN). PROVIDE BENT LEG & FASTEN TO TOP TRACK WITH 5/32" DIA. SHOTS PINS (ESR-1663). MAX. LENGTH OF BRACE 25'-0". TYPICAL FULL-HEIGHT PARTITION BASE AS SCHEDULED EXISTING WALL FRAMING EXISTING INTERIOR FINISH. PATCH, REPAIR AND REFINISH AS SCHEDULED. EXISTING HEADER NEW TOP PLATE: ATTACH TO EXISTING FRAMING WITH APPROVED FASTENERS @ 12" O.C. 2X4 (V.I.F.) WOOD STUDS WITH ONE LAYER 5/8" TYPE 'X' GYPSUM BOARD EACH SIDE. DRYWALL TO BE SECURED TO STUDS BY 1-1/4" SCREWS AT 6" O.C. AT SEAMS AND 12" O.C. AT FIELD; PROVIDE SOUND BATT INSULATION. AL I G N DOOR OPENING WALL INFILL NOTE: 1.GENERAL CONTRACTOR TO VERIFY EXISTING STUD SIZE. NE W W A L L I N F I L L A R E A FR O M E X I S T I N G D O O R O P E N I N G EX I S T I N G FLOOR FINISH AS SCHEDULED SCHEDULED FINISH TO MATCH AND ALIGN WITH EXISTING ADJACENT SURFACE(S). 2X CONT. TOP PLATE W/#10 x 3" WOOD SCREW AT NEW BLOCKING. PARTITION- REFER TO PARTITION SCHEDULE ON CONSTRUCTION PLAN NEW 4X FRAMING AT 48" O.C. W/ SIMPSON A35 EACH END, EACH SIDE EXISTING PURLINS PARTITION TO ROOF STRUCTURE WALL PARALLEL TO ROOF FRAMING 2X BLOCKING. 2x4 WOOD STUDS @ 16" O.C. W/ 5/8" TYPE 'X' GYP. BD. @ EA. SIDE 2X4 SILL PLATE W/ ANCHOR BOLTS. SEE STRUCTURAL DRAWINGS. SCHEDULED WALL BASE FINISH FLOOR, WHERE OCCURS, O/ EXISTING CONC SLAB PE R R E F L . C E I L I N G P L A N SOUND BATT INSULATION, TYPICAL ALL NEW WALLS 2x4 DBL TOP PLATE SUSPENDED/FRAMED CEILING, WHERE OCCURS EXTEND FRAMING TO UNDERSIDE OF STRUCTURE AND PROVIDE POSITIVE CONNECTION LINE OF STRUCTURE ABOVE 2x4 SILL PLATE W/ ANCHOR BOLTS @ 24" O.C. SEE STRUCTURAL DRAWINGS. AL I G N PARTITON TO FLOOR JOIST (E) FLOOR JOISTS WHERE OCCURS MATCH RUNNER TRACK W/ #10 x 1-1/2" WOOD SCREWS AT EACH JOIST. NON-BEARING METAL STUDS WERE OCCURS. WALL PERPENDICULAR TO ROOF FRAMING CEILING AS SCHEDULED- REFER TO RCP 8' - 0 " CE I L I N G H E I G H T ( V . I . F . ) PARTITION- REFER TO PARTITION SCHEDULE ON CONSTRUCTION PLAN TOP OF SLAB OR FLOOR LEVEL REFER TO SPECIFIED DETAIL FOR BRACE FRAMING CEILING HEIGHT PARTITION 13 - 11 D-2 16 ' - 0 " T O S T R U C T U R E A B O V E ( V . I . F . ) NOTE: 1.PARTITION BRACING SHALL NOT BE ATTACHED TO CEILING GRID. GENERAL CONTRACTOR TO VERIFY EXISTING STUD SIZE AND MATCH WHERE NEW PARTITION ABUTS EXISTING. 45° UNDERSIDE OF STRUCTURE ABOVE 14 - SOUND BATT INSULATION IN CAVITY - REFER TO PARTITION SCHEDULE 12 - 11 2" 2 1 / 2 " 3" 34 " M A X . 24" MAX. U.O.N. PLASTIC LAMINATE BASE ADJUSTABLE SHELVES ON 5MM DIA. ROW HOLES 32MM O.C. MIN. & 2" MAX., EQUALLY SPACED FROM FRONT AND BACK SCHEDULED COUNTERTOP SCHEDULED BACKSPLASH DOUG MOCKETT DP3B TAB PULL. LOWER CABINET WITH DOOR PLASTIC LAMINATE CABINET DOOR WHITE MELAMINE INTERIOR, TYP. PLASTIC LAMINATE BASE PLASTIC LAMINATE CABINET DOOR DOUG MOCKETT DP3B TAB PULLS. SCHEDULED COUNTERTOP 34 " M A X . 11 2" 2 1 / 2 " SCHEDULED BACKSPLASH 24" MAX. U.O.N. ACCESSIBLE CABINET WITH SINK WHITE MELAMINE INTERIOR, TYP. 9" M I N . 27 " M I N . 8" MIN. 6" MAX. 31 2" ACCESSIBLE SINK- REFER TO PLUMBING PLANS 11" MIN. 17" MIN. TOE KICK- INTEGRAL W/ LOWER CABINET DOOR HANDRAIL SECTIONS COMMERCIAL GRADE BRACKET WELDED TO RAILING AND ATTACHED TO CONCRETE WALL w/ EXPANSION ANCHORS. BRACKET AND ANCHOR TO SUPPORT MIN. 250 LBS. FRAMED WALL 1 1/2"1 1/2" 1 1 / 2 " WALL BACKING AS REQUIRED STEEL PIPE RAILING -TO BE PAINTED CONCRETE TO CARPET FLOOR TRANSITION VINYL TRANSITION STRIP JOHNSONITE, # CTA-XX-A COLOR: T.B.D SEALED CONCRETE FLOOR CARPET AS SCHEDULED CONCRETE TO SHEET VINYL FLOOR TRANSITION VINYL TRANSITION STRIP SCHLUTER SCHIENE COLOR: T.B.D SEALED CONCRETE FLOOR SHEET VINYL AS SCHEDULED LVT TO CARPET FLOOR TRANSITION VINYL TRANSITION STRIP SCHLUTER RENO-U T.B.D LVTFLOORING AS SCHEDULED CARPET AS SCHEDULED SHEET VINYL TO CARPET FLOOR TRANSITION VINYL TRANSITION STRIP JOHNSONITE, # CTA-XX-A COLOR: T.B.D SHEET VINYL FLOORING AS SCHEDULED CARPET AS SCHEDULED 10 " M I N . MA T C H E X I S T I N G I F M O R E T H A N 1 0 " EXITING STOREFRONT DOOR CONCRETE WALL BEYOND WEATHER STRIP EXISTING 1/2" HIGH ALUMINUM THRESHOLD SET IN MASTIC SLOPE CONCRETE WALK AT EXTERIOR, AT MAX. 2% 1/ 2 " M A X . 1/2" EXP. JOINT MATERIAL DOOR THRESHOLD 1/ 4 " MA X . 2 1 D-11 2 3 4 5 6 7 8 9 10 11 13 DE T A I L S LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 1215 14 1 1 1 1 1 1 2025 3625 W MacArthur Blvd #30712/9/2024 METAL STUD WALL BRACE W/ (2) #8 WOOD SCREWS W/ 1 1/2" MIN. PENETRATION INTO PURLIN EXISTING STRUCTURE W/ 2X RAFTERS WALL BRACE DETAIL 4" M I N . EXISTING 2X RAFTERS EXISTING PURLIN CEILING JOIST TABLE (ICC ESR-3064P REISSUED MARCH 2023) 1. VALUES ARE FOR SINGLE SPANS. 2. ALLOWABLE CEILING SPAN CALCULATIONS BASED ON 33KSI YIELD STRENGTH STEEL. 3. FOR FULLY BRACED CEILINGS, USE MID-SPAN BRACED VALUES. 4. END BEARING LENGTH = 1" MINIMUM. 4 PSF LATERAL SUPPORT OF COMPRESSION FLANGE UNSUPPORTED MID-SPAN SECTION: 362S125 362S125 362S125 362S125 362S125 362S137 362S137 362S137 362S162 362S162 400S125 400S125 400S125 400S125 400S137 400S137 400S137 400S162 400S162 600S125 600S125 600S125 600S125 600S137 600S137 600S162 600S162 (MIL) 18 27 30 33 43 27 33 43 33 43 27 30 33 43 27 33 43 33 43 27 30 33 43 33 43 33 43 9'-3" 12" 10'-8" 11'-0" 11'-5" 12'-8" 12'-0" 12'-11" 14'-3" 14'-8" 16'-2" 10'-11" 11'-4" 11'-9" 13'-0" 12'-4" 13'-3" 14'-7" 15'-0" 16'-7" 12'-5" 12'-9" 13'-2" 14'-6" 14'-11" 16'-3" 16'-11" 18'-5" JOIST SPACING (IN.) O.C. 16"24" 8'-7" 9'-10" 10'-2" 10'-7" 11'-8" 11'-2" 11'-11" 13'-2" 13'-7" 14'-11" 10'-1" 10'-5" 10'-10" 12'-0" 11'-5" 12'-3" 13'-6" 13'-11" 15'-3" 11'-6" 11'-10" 12'-3" 13'-4" 13'-9" 15'-0" 15'-8" 17'-0" 7'-7" 8'-10" 9'-1" 9'-5" 10'-5" 10'-0" 10'-8" 11'-8" 12'-2" 13'-4" 9'-1" 9'-4" 9'-8" 10'-8" 10'-3" 10'-11" 12'-0" 12'-6" 13'-8" 10'-4" 10'-8" 11'-0" 11'-11" 12'-5" 13'-5" 14'-1" 15'-3" 12'-8" 12" 15'-0" 15'-6" 16'-2" 17'-9" 17'-2" 18'-4" 20'-0" 20'-10" 22'-8" 15'-5" 16'-0" 16'-7" 18'-3" 17'-7" 18'-9" 20'-7" 21'-5" 23'-4" 17'-11" 18'-5" 18'-11" 20'-6" 21'-5" 23'-1" 24'-5" 26'-4" JOIST SPACING (IN.) O.C. 16"24" 11'-7" 13'-11" 14'-4" 14'-10" 16'-5" 15'-11" 16'-11" 18'-6" 18'-11" 20'-7" 14'-3" 14'-9" 15'-3" 16'-10" 16'-4" 17'-4" 19'-0" 19'-10" 21'-7" 16'-6" 17'-1" 17'-7" 19'-0" 19'-10" 21'-5" 22'-8" 24'-4" 10'-0" 12'-4" 12'-10" 13'-3" 14'-8" 14'-3" 15'-2" 16'-7" 16'-6" 18'-0" 12'-9" 13'-2" 13'-8" 15'-0" 14'-8" 15'-7" 17'-0" 17'-9" 19'-4" 14'-9" 15'-3" 15'-10" 17'-0" 17'-10" 19'-3" 20'-5" 21'-11" NOTE: ALL JOIST INFORMATION IS BASED ON STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) ICC ESR-3064P IN D I C A T E S T H A T W E B S T I F F E N E R S A R E R E Q U I R E D A T E N D S DUCT OPENING IN SECOND FLOOR (E) FLOOR JOISTS WHERE OCCURS 16" MAX. MATCH RUNNER TRACK W/ #10 x 1-1/2" WOOD SCREWS AT EACH JOIST. NON-BEARING METAL STUDS WERE OCCURS. OMITTEDOMITTED 2' o.c. Unattached Wall Attached Wall Un a t t a c h e d W a l l B or P B B B B B B B B BBB UNATTACHED WALL ATTACHED WALL B or P B or P 1-1/2" TOTAL TRAVEL OPTIONAL 3 4" 7 8" 8" MAX. 8" MAX. 7 8" 8" MAX. 7 8" ATTACHED WALL POP RIVET SCREW TIGHTENED THROUGH MAIN RUNNER WEB RESTRICTING SEPARATION FRM WALL MOLDING BERC2 CLIPS OR POP RIVETS ARMSTRONG BERC2 CLIP SEISMIC DETAILS - ESR-1308 3 4" HORIZONTAL SEISMIC SLOT SEISMIC JOINT CLIP ARMSTRONG SEISMIC JOINT CLIP SYSTEM WORKS WITH ARMSTRONG 15/16" & 9/16" GRID SYSTEMS. (PRELUDE, SUPRAFINE AND SILHOUETTE.) MAIN BEAM: SJMR CRESS TEE: SJCG SILHOUETTE ADN INTERLUDE CROSS TEE: SJCSI ICC ESR-1308 USG DONN ICC ESR-1222 CHICAGO METALIC SST ICC ESR-2361 OR OR SEISMIC JOINT CLIP TWO PIECE UNIT W/ SLOTS VERTICAL POSITIONING STAMP (ARMSTRONG 'SJCG' SHOWN CEILING SYSTEM DESIGN TO FOLLOW AND COMPLY WITH CBC SECTION 808 AND SEISMIC DESIGN PER ASCE 7-16, CHAPTER 13: 13.5.6.2.2 1.FIXTURES INSTALLED IN CEILING SYSTEMS SHALL BE MOUNTED IN SUCH A MANNER THAT WILL NOT COMPROMISE CEILING PERFORMANCE. 2.FIXTURES SHALL BE SUPPORTED BY SUPPLEMENTAL HANGERS WHEN THE WEIGHT EXCEEDS THE DEFLECTION CAPABILITY. HANGERS WILL BE WITHIN 6" OF EACH CORNER OR THE FIXTURES SHALL BE SUPPORTED INDEPENDENTLY. DO NOT ECCENTRICALLY LOAD MAIN OR CROSS RUNNERS. SUPPORTING RUNNERS SHALL NEVER BE ALLOWED TO ROTATE MORE THAN 2° AFTER THE LOAD IS IMPOSED. 3.CEILING SYSTEMS AND THEIR CONNECTIONS TO THE BUILDING STRUCTURE SHALL CONFORM WITH CH. 16 PART 111 OF THE CBC. CEILING SYSTEMS SHALL BE DESIGNED AND INSTALLED FOR A LATERAL FORCE OF 100% OF THE WEIGHT OF THE FIXTURE IN ADDITION TO THE VERTICAL LOAD. 4.ELECTRICAL a.FIXTURES SHALL BE POSITIVELY ATTACHED TO THE CEILING SYSTEM. THE ATTACHMENT DEVICE SHALL HAVE A CAPACITY OF 100% OF THE LIGHT FIXTURE WEIGHT ACTING IN ANY DIRECTION. b.FOR INTERMEDIATE SYSTEMS NO 12 GAUGE HANGERS SHALL BE ATTACHED TO GRID MEMBERS WITHIN 3" OF EACH CORNER OF THE FIXTURE. TANDEM FIXTURES MAY UTILIZE COMMON WIRES. c.LIGHT FIXTURES WEIGHING LESS THAN 56 POUNDS SHALL HAVE IN ADDITION TO REQUIREMENTS (2) NO. 12 GAUGE HANGERS CONNECTED FROM THE FIXTURE TO THE STRUCTURE ABOVE. THESE WIRES MAY SLACK. d.LIGHT FIXTURES WEIGHING 56 POUNDS OR MORE SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE BY APPROVED HANGERS. e.PENDANT HUNG FIXTURES SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE WITH NO. 9 GAUGE WIRE OR APPROVED ALTERNATE SUPPORT WITHOUT THE USE OF THE CEILING SYSTEM FOR DIRECT SUPPORT. 5.MECHANICAL f.CEILING MOUNTED AIR TERMINALS OR SERVICES WEIGHING LESS THAN 20 POUNDS SHALL BE POSITIVELY ATTACHED TO THE CEILING SYSTEM MAIN RUNNERS OR TO CROSS RUNNERS OF THE SAME CARRYING CAPACITY AS THE MAIN RUNNERS. g.TERMINALS OR SERVICES WEIGHING 20 POUNDS BUT NOT MORE THAN 56 POUNDS SHALL HAVE IN ADDITION TO THE ABOVE NOTED (2) NO. 12 GAUGE HANGERS CONNECTED FROM THE TERMINAL OR SERVICE TO THE CEILING SYSTEM HANGERS OR TO THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK. h.TERMINALS OR SERVICES WEIGHING MORE THAN 56 POUNDS SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE BY APPROVED HANGERS. 6.LIGHTING AND MECHANICAL FIXTURES MUST BE SUPPORTED BY ADDITIONAL INDEPENDENT NO. 12 GAUGE WIRES ATTACHED TO EACH CORNER OF THE FIXTURES. PER ASCE 7-16 CHAPTER 13, SEISMIC DESIGN CATAGORIES D-F 7.A HEAVY DUTY T-BAR GRID SYSTEM SHALL BE USED. 8.ACCOUSTICAL TILE OR LAY-IN PANEL CEILINGS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORIES D, E, AND F SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH ASTM C635, ASTM C636, AND ASTM E580. SECTION 5 - SEISMIC DESIGN CATEGORIES D, E, AND F AS MODIFIED BY THIS SECTION. ACCOUSTICAL LAY-IN PANEL CEILINGS SHALL ALSO COMPLY WITH THE FOLLOWING: a. THE WIDTH OF TE PERIMETER SUPPORTING CLOSURE ANGLE OR CHANNEL SHALL BE NOT LESS THAN 2" (50MM) UNLESS QUALIFIED PERIMETER SUPPORTING CLIPS ARE USED. CLOSURE ANGLES OR CHANNELS SHALL BE SCREWED OR OTHERWISE POSITIVELY ATTACHED TO WALL STUDS OR OTHER SUPPORTING STRUCTURES. PERIMETER SUPPORTING CLIPS SHALL BE ATTACHED TO THE SUPPORTING CLOSURE ANGLE OR CHANNEL WITH A MINIMUM OF TWO SCREWS PER CLIP AND SHALL BE INSTALLED AROUND THE ENTIRE CEILING PERIMETER. IN EACH ORTHOGONAL HORIZONTAL DIRECTION, ONE END OF THE CEILING SHALL BE ATTACHED TO THE CLOSURE ANGLE, CHANNEL, OR PERIMETER SUPPORTING CLIP. THE OTHTER END CEILING GRID IN EACH HORIZONTAL DIRECTION SHALL HAVE A MINIMUM 0.75" (19MM) CLEARANCE FROM THE WALL SHALL REST UPON AND BE FREE TO SLIDE ON A CLOSURE ANGLE, CHANNEL, OR PERIMETER SUPPORTING CLIP. 9.FOR CEILING AREAS EXCEEDING 1,000 SQ. FT., HORIZONTAL RESTRAINT OF THE CEILING TO THE STRUCTURAL SYSTEM SHALL BE PROVIDED. THE TRIBUTARY AREAS OF THE HORIZONTAL RESTRAINTS SHALL BE APPROXIMATELY EQUAL. 10.FOR CEILING AREAS EXCEEDING 2,500 SQ. FT. A SEISMIC SEPARATION JOINT OR FULL HEIGHT PARTITION THAT BREAKS UP THE CEILING UP INTO AREAS NOT EXCEEDING 2,500 SQ. FT. SHALL BE PROVIDED UNLESS STRUCTURAL ANALYSES ARE PERFORMED OF THE CEILING BRACING SYSTEM FOR THE PRESCRIBED SEISMIC FORCES THAT DEMONSTRATE CEILING SYSTEM PENETRATIONS AND CLOSURE ANGLES PROVIDE SUFFICIENT CLEARANCE TO ACCOMMODATE THE ANTICIPATED LATERAL DISPLACEMENT. EACH AREA SHALL BE PROVIDED WITH CLOSURE ANGLES IN ACCORDANCE WITH ITEM 2 AND RESTRAINS OR BRACING IN ACCORDANCE WITH ITEM 3. 11.EXCEPT WHERE RIGID BRACES ARE USED TO LIMIT LATERAL DEFLECTIONS, SPRINKLER HEADS AND OTHER PENETRATIONS SHALL HAVE A 2" OVERSIZE RING, SLEEVE OR ADAPTER THROUGH THE CEILING TILE TO ALLOW FOR FREE MOVEMENT OF AT LEAST 1" IN HORIZONTAL DIRECTIONS. ALTERNATIVELY, A SWING JOINT THAT CAN ACCOMMODATE 1" OF CEILING MOVEMENT IN ALL HORIZONTAL DIRECTIONS IS PERMITTED TO BE PROVIDED AT THE TOP OF THE SPRINKLER HEAD DIRECTION. 12.CHANGES IN THE CEILING PLAN ELEVATION SHALL BE PROVIDED WITH POSITIVE BRACING. 13.CABLE TRAYS WITH ELECTRICAL CONDUITS SHALL BE SUPPORTED INDEPENDENTLY OF THE CEILING. 14.LATERAL BRACING FOR SUSPENDED CEILINGS SHALL BE PROVIDED. WHERE CEILING IS NOT SUPPORTING INTERIOR PARTITIONS, CEILING BRACING SHALL BE PROVIDED BY FOUR NO. 12 GAUGE WIRES SECURED TO THE MAIN RUNNER WITHIN 2" OF THE CROSS RUNNER INTERSECTION AND SPLAYED 90° FROM EACH OTHER AT AN ANGLE NOT EXCEEDING 45° FROM THE PLANE OF THE CEILING. A STRUT (ADEQUATE TO RESIST THE VERTICAL COMPONENT FROM LATERAL LOADS) FASTENED TO THE MAIN RUNNER SHALL BE EXTENDED TO AND FASTENED TO THE STRUCTURAL MEMBERS OF THE ROOF OR FLOOR ABOVE. THESE HORIZONTAL RESTRAINT POINTS SHALL BE PLACED 12" O.C. IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN 6" OF EACH WALL. ATTACHMENT OF RESTRAINT WIRE TO THE STRUCTURE ABOVE SHALL BE ADEQUATE FOR THE LOAD IMPOSED. 15.SUSPENDED CEILING SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH ASTM C635, ASTM C636 AND THE CISCA FOR SEISMIC ZONES 3-4 MODIFIED BY THE FOLLOWING - FOR CEILING AREAS EXCEEDING 100 SQ. FT., HORIZONTAL RESTRAINT OF THE CEILING TO THE STRUCTURAL SYSTEM SHALL BE PROVIDED. CABLE TRAYS AND CONDUITS SHALL BE SUPPORTED INDEPENDENTLY OF THE CEILING. SEE DETAILS ON THIS SHEET. ICC # ESR 1308 #12 GA. HANGER FIXTURE SUPPORT WIRES AT BASE OF FIXTURE. (TYPICAL OF TWO) TEX SCREWED THROUGH FIXTURE IN OPPOSITE CORNERS TO MAIN BAR RUNNERS. HEAVY-DUTY SUSPENDED CEILING 2'X4' FIXTURE HOUSING #12 AWG STEEL WIRE CONNECTORS (TYPICAL) CEILING T-BAR \ FIXTURE MOUNTING HEIGHT (TYPICAL) LIGHT FIXTURE SUPPORT COMPRESSION STRUT OVER CEILING RUNNER SLOT END OF TUBE TO FIT CROSS RUNNER TUBES SHALL LAP ONE ONE TUBE TO THE OTHER. INSTALL BOLT TO SECURE LATERAL FORCE BRACING UNDERSIDE OF FLOOR OR FULLY EXTENDED POSITION. ANOTHER AT LEAST 4" IN TURN CEILING GRID LEVEL PRIOR TO NO. 12 GA. VERTICAL WIRE HANGER, SEE MAX. HEIGHT SCHEDULE ROOF STRUCTURE ABOVE. BOLT AND LOCKING NUT. DRILL 5/32" HOLE AND INSTALL 1/8" SETTING TUBE. SLEEVE EMT NOTE: SYSTEM-SEE CLG. PLAN. L (MAX. HEIGHT) ELECTRICAL METALIC TUBING (EMT) ONLY SUSPENDED CEILING 8'-6"1 1/4" 2" 1 1/2" 12'-0" 9'-10" 1" 1/2" 3/4" SIZE (DIAMETER) 4'-0" 6'-6" 5'-2" MAIN RUNNER 1. STRUTS OTHER THAN EMT MAY REQUIRE ENGINEERING CALCULATIONS. 2. STRUTS OVER 12 FEET MAY REQUIRE ENGINEERING CALCULATIONS. LONG AND HEAVY STRUTS PRESENT ADDITIONAL SEISMIC HAZARD; THEREFORE, THE APPLICANT MAY BE REQUIRED TO PROVIDE CALCULATIONS SHOWING THAT ADDITIONAL STRUT LOAD CAN BE SUPORTED VERTICALLY AND LATERALLY BY THE SUSPENSION SYSTEM ELEMENTS SUCH AS MAIN RUNNERS, VERTICAL AND SPLAYED WIRED, ETC. 12'-0" O.C. TYP. 12 ' - 0 " O. C . T Y P . 6" M A X . D-21 2 3 4710 11 DE T A I L S LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 1 1 1 1 2025 3625 W MacArthur Blvd #30712/9/2024 DOOR JAMB DETAIL DOOR HEAD DETAIL 3-5/8" 25 GA. METAL STUD DIAGONAL BRACING AT 45 DEGREES AT 8'-0" O.C. STAGGERED SIDES AT 4'-0" SPANS ATTACHED W/2 #8 X 1-1/4" SCREW. ANCHOR TO 25 GA. METAL CAP AT UNDERSIDE OF STRUCTURE ABOVE. FASTEN TO TOP TRACK AT 12" O.C. ANGLE METAL SYSTEMS (ESR-3064) WITH (2) #8 1-1/4" SCREWS. FINISHED CEILING WHERE OCCURS, SEE RCP. DOOR PER SCHEDULE CE I L I N G H E I G H T SE E R C P VA R I E S 4" MIN.DOOR PER SCHEDULE DOUBLE STUDS AT STRIKE JAMB PARTITION PER CONSTRUCTION PLAN. FACE OF WALL, WHERE OCCURS. DOOR FRAME PER SCHEDULE DOOR HEAD DETAIL 1"1" CE I L I N G H E I G H T SE E R C P VA R I E S INSULATION WHERE OCCURS. DOUBLE STUD 5/8" TYPE 'X' GYPSUM BOARD EACH SIDE OVER METAL STUD. SEE STUD TABLE FOR SIZE AND SPACING. DOOR FRAME PER SCHEDULE DOOR PER SCHEDULE GLAZING AT SILL (JAMB SIM.) PARTITION PER SCHEDULE REFER TO 'DOOR TYPES' OR ELEVATION FOR GLASS THICKNESS 1" TEMPERED GLAZING WHERE REQUIRED PER WINDOW SCHEDULE WALL PER ARCH PLAN & WALL TYPES 1" BOXED JAMB ON EITHER SIDE OF OPENING WESTERN INTEGRATED 1" TRIM, PART NO. 302 WESTERN INTEGRATED ALUMINUM GLAZING JAMB. ATTACH PER MFR DOOR PER SCHEDULE DOOR JAMB AT SIDELIGHT WESTERN INTEGRATED ALUMINUM GLAZING HEADER. ATTACH PER MFR DOUBLE BACK-TO-BACK METAL STUDS. D-41 2 3 4 5 DE T A I L S LA N D L O R D I M P R O V E M E N T SH E E T T I T L E : JO B T I T L E : HA R B O R B U S I N E S S P A R K 36 2 5 M A C A R T H U R B L V D , S U I T E S 3 0 7 - 3 0 8 SA N T A A N A , C A 9 2 7 0 4 REVISIONS 24-236.16 1 1 2025 3625 W MacArthur Blvd #30712/9/2024 STATEMENT OF SPECIAL INSPECTION 1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBED IN THE 2022 CALIFORNIA BUILDING CODE CHAPTER 17. SEE INSPECTION SCHEDULE BELOW. ONLY CHECKED ITEMS ARE REQUIRED. 2.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS. ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION. 3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT. SPECIAL INSPECTIONS MAY BE PERFORMED BY THE PROJECT GEOTECHNICAL ENGINEER. 4.CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED. 5.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLDOWNS. EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM WHERE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER (O.C.). INSPECTIONS SHALL BE PERFORMED BEFORE COVERING. 6.CONTRACTORS RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING AND SAFETY INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. 7.WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VERIFYING APPROVAL OF FABRICATOR. 8.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED TO RESIST SUSTAINED TENSION LOADS, SHOTCRETE PLACEMENT, CONCRETE WITH f'c > 2,500 PSI, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, HIGH LOAD DIAPHRAGMS, SPECIAL MOMENT RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATIONS. GENERAL 1.ALL NEW CONSTRUCTION SHALL COMPLY WITH THE CONTRACT DOCUMENTS AND THE 2022 CALIFORNIA BUILDING CODE. 2.REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES ARE TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. 3.TYPICAL DETAILS AND GENERAL NOTES APPLY TO ALL PARTS OF THE WORK EXCEPT WHERE SPECIFICALLY DETAILED OR UNLESS NOTED OTHERWISE (U.N.O.) 4.THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF THE STRUCTURAL MEMBERS. 5.REFER TO ARCHITECTURAL DRAWINGS FOR FLOOR DEPRESSIONS, EDGE OF SLAB, OPENINGS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVES, OPENINGS, AND HANGERS FOR PIPES, DUCTS AND EQUIPMENT. 6.DRAWING DIMENSIONS ARE TO FACE OF STRUCTURE, JOINT CENTERLINE OR COLUMN GRID CENTERLINE UNLESS NOTED OTHERWISE. DO NOT SCALE THE DRAWINGS. 7.THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL VERIFY ALL DIMENSIONS AND CONDITIONS WHICH IMPACT THE WORK, FIELD VERIFY SIZES, ELEVATIONS, HOLE LOCATIONS, ETC. PRIOR TO FABRICATION. THE LANGUAGE "BY OTHERS" USED IN THIS STRUCTURAL DRAWING SET INDICATES ELEMENTS OR PARTS OF WORK NOT WITHIN GCA SCOPE AND SHOWN OR REFERENCED FOR EASE OF COORDINATION ONLY. SUCH LANGUAGE SHALL NOT IMPLY THAT SUCH ELEMENTS OR PARTS OF WORK ARE EXCLUDED FROM THE CONTRACTOR'S SCOPE OF WORK. 8.CONTRACTOR SHALL CAREFULLY REVIEW THE DRAWINGS TO IDENTIFY THE SCOPE OF WORK REQUIRED, VISIT THE SITE TO RELATE THE SCOPE OF WORK TO EXISTING CONDITIONS AND DETERMINE THE EXTENT TO WHICH THOSE CONDITIONS AND PHYSICAL SURROUNDINGS WILL IMPACT THE WORK. 9.EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S REPRESENTATIVE. 10.THE CONTRACTOR SHALL RESOLVE ANY CONFLICTS ON THE DRAWINGS OR IN THE SPECIFICATIONS WITH THE OWNER'S REPRESENTATIVE BEFORE PROCEEDING WITH THE WORK. 11.NO DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL BE MADE WITHOUT WRITTEN APPROVAL FROM THE OWNER / OWNER'S REPRESENTATIVE, THE ENGINEER OF RECORD, AND THE PROJECT ARCHITECT. 12.THE CONTRACTOR SHALL PROVIDE ALL NECESSARY CONCRETE FORMWORK SHORING/RE-SHORING, EXCAVATION SHORING, DEMOLITION SHORING, BRACES, GUYS, HOIST BEAMS, ETC., REQUIRED TO SUPPORT ANY AND ALL LOADS THE BUILDING STRUCTURE AND COMPONENTS, EARTHWORK, OTHER STRUCTURES, AND UTILITIES ARE SUBJECTED TO DURING CONSTRUCTION. CONCRETE FORMWORK/CONCRETE RE-SHORING, DEMOLITION, AND EXCAVATION SHORING SYSTEMS MUST BE DESIGNED AND STAMPED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED BY THE LOCAL JURISDICTION AND RETAINED BY THE CONTRACTOR. VISITS TO THE SITE BY GCA DOES NOT INCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS. 13.THE CONTRACTOR SHALL PROVIDE MEANS, METHOD, TECHNIQUES, SEQUENCE AND PROCEDURE OF CONSTRUCTION AS REQUIRED. SITE VISITS PERFORMED BY GCA DO NOT INCLUDE INSPECTIONS OF MEANS AND METHODS OF CONSTRUCTION PERFORMED BY THE CONTRACTOR. 14.THE CONTRACTOR SHALL PROTECT ALL WORK, MATERIALS AND EQUIPMENT FROM DAMAGE AND SHALL PROVIDE PROPER STORAGE FACILITIES FOR MATERIALS AND EQUIPMENT DURING CONSTRUCTION. 15.A COPY OF ANY REQUIRED RESEARCH REPORTS AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 16.ATTACHMENT OF NON-STRUCTURAL COMPONENTS SPECIFIED BY OTHERS TO STRUCTURAL ELEMENTS SHALL BE SPECIFIED BY THE NON-STRUCTURAL COMPONENT DESIGNER/SPECIFIER/INSTALLER. DESIGNER OF NON-STRUCTURAL ELEMENTS SHALL AT A MINIMUM SPECIFY THE CONNECTION TO THE STRUCTURE INCLUDING BUT NOT LIMITED TO: CONNECTING HARDWARE, WIRE, HANGERS, FASTENERS, CLIPS, UNISTRUT MEMBERS, ETC. NON STRUCTURAL ELEMENTS SHALL INCLUDE, BUT NOT LIMITED TO: MEP AND HVAC EQUIPMENT & THEIR SUPPORTING PADS, PLATFORMS, FRAMES, ETC.; DUCTWORK, PIPES, CONDUITS, ARTWORK, GRILLES, GRATING, METAL SCREENS, ELEVATOR RAILS, STONE FINISH TILES, STONE CAPS, BRICK VENEER. 17.SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIERS, ARE EXCLUDED FROM GCA SCOPE. 18.ALLOW 10 BUSINESS DAYS FOR PROCESSING SHOP DRAWINGS AND SUBMITTALS AFTER RECEIPT. ALLOW 5 BUSINESS DAYS FOR RESPONDING TO REQUESTS FOR INFORMATION (RFI'S). CODE 1.BUILDING SHALL COMPLY WITH THE 2022 CALIFORNIA BUILDING CODE. 2.VERTICAL LIVE LOADS: A.MEZZANINE 18PSF DEAD / 75 PSF LIVE (RETAIL/PRODUCTION) TIMBER 1.PROVIDE GRADE-MARKED DOUGLAS FIR STRUCTURAL LUMBER COMPLYING WITH STANDARD GRADING RULE NUMBER 17 OF THE WEST COAST LUMBER INSPECTION BUREAU. REGARDLESS OF THE MOISTURE CONTENT AT THE TIME OF MANUFACTURE, THE MOISTURE CONTENT UNDER SERVICE CONDITION AT THE TIME OF ENCLOSURE OF THE STRUCTURAL MEMBERS SHALL BE: A.19% EXCEPT AS NOTED BELOW B.15% FOR WOOD JOISTS AND BEAMS WITH MORE THAN 2 FRAMED LEVELS ABOVE THEM "S-DRY" LUMBER AND "MC15" LUMBER ARE RECOMMENDED FOR CASES "A" AND "B" ABOVE RESPECTIVELY. ALTERNATIVELY, LUMBER WITH HIGHER MOISTURE CONTENT AT THE TIME OF MANUFACTURE THAN THE VALUES SHOWN ABOVE MAY BE UTILIZED IF APPROVED IN WRITING BY THE OWNER. IN SUCH CASE, CONTRACTOR SHALL INFORM THE OWNER AND ADVISE IF VOLUMETRIC CHANGES SUCH AS WARPING, BENDING, TWISTING, ETC. ARE EXPECTED AND HOW THESE MAY AFFECT THE QUALITY OF CONSTRUCTION. 2.ALL LUMBER SHALL BE STRESS GRADED DOUGLAS FIR NO. 2, UNLESS NOTED OTHERWISE. ALL 4x10 BEAMS OR LARGER AND 6x8 BEAMS OR LARGER SHALL BE DOUGLAS FIR NO. 1. 3.ALL LUMBER IN DIRECT CONTACT WITH CONCRETE OR MASONRY, INCLUDING BUT NOT LIMITED TO FOUNDATION SILLS, SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED DOUGLAS FIR. 4.WOOD STRUCTURAL PANELS SHALL COMPLY WITH U.S. PRODUCT STANDARDS FOR ITS TYPE IN PS 1-09 OR PS 2-10 AND BE CLASSIFIED AS EXPOSURE 1. AS A MINIMUM ALL WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING UNLESS NOTED OTHERWISE ON PLANS AND DETAILS. PANEL CONSTRUCTION FOR ALL WOOD STRUCTURAL PANELS SHALL BE 5 PLY PLYWOOD, EXCEPT THAT OSB IS PERMITTED FOR WALL SHEATHING AT NON FIRE TREATED PANELS. MINIMUM GRADE VENEER FOR PLYWOOD SHALL BE "CD". ALL WOOD STRUCTURAL PANELS SHALL BE BLOCKED AT UNSUPPORTED EDGES. WALL PANELS SHALL BE 15/32 INCH, PANEL INDEX (P.I.) 32/16 U.N.O. ALL WOOD STRUCTURAL PANELS MUST BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. 5.NAILS: A.ALL NAILS SHALL BE COMMON WIRE NAILS IN ACCORDANCE WITH THE LATEST EDITION OF THE "NATION DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NDS) B.NAILING TO BE IN ACCORDANCE WITH CBC 2022 NAILING SCHEDULE UNLESS NOTED OTHERWISE. C.THE MINIMUM PENETRATION OF NAILS SHALL BE 10 TIMES THE NAIL SHANK DIAMETER OR 1 12", WHICHEVER IS GREATER. PENETRATION IS MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. D.BORED HOLES SHALL BE PERMITTED FOR ALL NAILS TO HELP PREVENT WOOD FROM SPLITTING. BORE HOLES SHALL BE MANDATORY FOR 20d NAILS OR LARGER. WHEN UTILIZED, BORED HOLES SHALL HAVE DIAMETER NOT EXCEEDING 75% OF NAIL DIAMETER. E.EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. BORED HOLES MAY BE UTILIZED TO HELP PREVENT WOOD FROM SPLITTING. F.ALL NAILS SHALL BE GALVANIZED WHEN EXPOSED TO WEATHER. G.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. 6.WOOD SCREWS: D.WOOD SCREWS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF "NATION DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NDS). E.THE MINIMUM PENETRATION OF WOOD SCREWS SHALL BE 10 TIMES THE SCREW DIAMETER OR 1 12", WHICHEVER IS GREATER. PENETRATION IS MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. F.LEAD HOLES SHALL BE ABOUT 7 8 THE DIAMETER OF THE SCREW. G.WOOD SCREWS SHALL BE TURNED, NOT DRIVEN, INTO LEAD HOLES. SOAP OR OTHER LUBRICANTS SHALL BE PERMITTED AS NEEDED TO FACILITATE THE INSERTION AND PREVENT DAMAGE OF THE WOOD SCREW. H.EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. D.ALL WOOD SCREWS SHALL BE GALVANIZED WHEN EXPOSED TO WEATHER. 7.LAG SCREWS SHALL BE TURNED, NOT DRIVEN, INTO PRE DRILLED HOLES. PROVIDE LEAD HOLE 40% TO 70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION. 8.ALL FRAMING HARDWARE SHALL BE STRONG-TIE CONNECTORS AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, UNLESS NOTED OTHERWISE. INSTALL PER MANUFACTURER'S RECOMMENDATIONS AND ICC REQUIREMENTS. ALL BOLTS IN HOLD-DOWN ANCHORS SHALL BE TORQUED PER MANUFACTURERS REQUIREMENTS. 9.INSTALL HOLD DOWNS 12 INCH MINIMUM ABOVE THE PLATE TO ALLOW FOR TIGHTENING ANCHOR BOLT. THE HOLD DOWN SHALL BE INSTALLED TIGHT TO THE POST WITHOUT FILLERS OR DAPPING. DO NOT BEND HOLD DOWN ANCHORS. HOLD DOWN HARDWARE SHALL BE IN PLACE PRIOR TO FOUNDATION INSPECTION. HOLD DOWN SHALL BE FINGER TIGHT AND 1 2 WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. UPPER FLOOR HOLD DOWNS SHALL BE CONTINUED TO THE FOUNDATION PER TYPICAL DETAILS. 10.ALL BOLTS AND ANCHOR BOLTS IN WOOD SHALL BE A-307 STANDARD BOLTS. HOLES SHALL BE AT LEAST 132" BUT NOT MORE THAN 116" LARGER THAN THE BOLT DIAMETER. A STANDARD CUT WASHER (NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION - APPENDIX TABLE L6), OR METAL PLATE OR METAL STRAP OF EQUAL OR GREATER DIMENSIONS AND THICKNESS SHALL BE PROVIDED BETWEEN THE WOOD AND THE NUT. 11.DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN THE DETAILS. 12.PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS. PROVIDE SOLID BLOCKING BENEATH ALL WALLS PERPENDICULAR TO JOISTS. 13.JOISTS OR RAFTERS FRAMING FROM OPPOSITE SIDES OF BEAMS OR WALLS SHALL HAVE A LAP OF 4" OR MORE AND BE SPLICED WITH 4-16D NAILS, UNLESS NOTED OTHERWISE. 14.ENGINEERED LUMBER A.I-JOIST MEMBERS SHALL BE "TJI" JOISTS MANUFACTURED BY "WEYERHAEUSER" (ICC-ESR 1153, L.A. RR 25538). EQUIVALENT I-JOISTS MANUFACTURED BY "ROSEBURG" WILL BE ALLOWED (ICC-ESR 1251, LARR 25439). B.LSL MEMBERS SHALL BE "TIMBERSTRAND" LSL MANUFACTURED BY "WEYERHAEUSER" (ICC-ESR1387, COLA RR25202). LSL SHALL BE GRADE 1.55E. C.LVL MEMBERS SHALL BE "RIGIDLAM" LVL MANUFACTURED BY ROSEBURG (ICC-ESR 1210, COLA RR#25680) GRADE 2.1E. D."RIGIDRIM" SHALL BE MANUFACTURED BY "ROSEBURG" (ICC-ESR 1210, COLA RR#25680) E.PROVIDE CAMBER WHERE INDICATED ON DRAWINGS F.ALL JOISTS & BEAMS SHALL BE MANUFACTURED BY A LICENSED FABRICATOR. 15.HOT DIP GALVANIZED FASTENERS SUCH AS - BUT NOT LIMITED TO - NAILS, SCREWS, BOLTS, THREADED ROD, ETC., SHALL BE USED WHEN IN CONTACT WITH PRESERVATIVE OR FIRE RETARDANT TREATED LUMBER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. 16.FRAMING CLIPS TO COMPLY WITH (IAPMO ER 0112 2606, L.A. RR 25814). STRAPS TO COMPLY WITH (ICC-ESR 2105, L.A. RR 25713). 17.NARROW STEEL SHEAR PANELS SHALL BE INSTALLED PER THE MANUFACTURERS RECOMMENDATIONS AND CONFORM TO THE FOLLOWING: HARDY FRAMES (HFX): LARR#25759 SIMPSON STRONG WALLS (SSW): LARR#25625 18.WOOD NAILERS: U.N.O. ON PLANS AND DETAILS, WHERE WOOD MEMBERS ARE TO BE CONNECTED TO STEEL ELEMENTS, OR WHERE WOOD NAILERS CONNECTED TO STEEL MEMBERS ARE NEEDED FOR PROPER INSTALLATION OF FINISH MATERIALS, AS A MINIMUM PROVIDE WOOD NAILERS AS SPECIFIED BELOW WITH |5"|Q WELDED THREADED STUDS @ 24" O.C: A.WOOD NAILERS NEEDED ONLY FOR INSTALLATION OF FINISH MATERIAL: 2x WOOD NAILERS. COUNTERSINKING OF THREADED STUDS BOLT IS ACCEPTABLE IF NEEDED FOR FLUSH INSTALLATION OF FINISH MATERIAL. B.WOOD NAILERS NEEDED TO SUPPORT OTHER WOOD ELEMENTS: 2x WOOD NAILERS OR 3x WOOD NAILERS WITH OR WITHOUT COUNTERSINKING OF THREADED STUDS BOLT RESPECTIVELY. 19.GLUE BETWEEN WOOD STRUCTURAL PANELS AND WOOD FRAMING MEMBERS SHALL BE APPLIED TO REDUCE SQUEAKINESS OF OCCUPIABLE SPACES. GLUE SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG-01 OR ASTM D3498. INSTALL AS DIRECTED PER APA FORM NO. Q300P. 20.WOOD AND COMPONENTS IN EXTERIOR WALLS LABELED AS FIRE RATED BY THE ARCHITECT SHALL BEAR A FIRE-RETARDANT-TREATED STAMP INDICATION BY MEANS SATISFACTORY TO LOCAL AUTHORITIES. THE FOLLOWING FIRE RETARDANTS MAY BE USED: A.FOR PLYWOOD AND LUMBER: D-BLAZE FIRE RETARDANT (ICC ESR-2645). EQUIVALENT SUBSTITUTE MAY BE USED ONLY IF PRODUCT IS APPROVED BY THE EOR. TYPE OF WORK INSPECTION SCHEDULE CODE REFERENCE CONCRETE WORK CBC TABLE 1705.3 STRUCTURAL STEEL STRUCT. STL. WELDING HIGH STRENGTH BOLTS MASONRY WORK HIGH LOAD DIAPH. REMARKS STRUCTURAL WOOD COLD FORMED STEEL SEE NOTE ABOVE CBC TABLE 1705.7DRIVEN DEEP FOUND. C.I.P. DEEP FOUND.CBC TABLE 1705.8 CBC 1705.2 CBC 1705.4 SHOTCRETE WORK REINFORCING STEEL CBC 1705.5.1 CBC 1704.2.5 & 1705.11.1 CBC 1705.2.2 & 1705.11.2 SOIL CONDITION CBC TABLE 1705.6 SEE ALSO ICC APPROVAL SEE SOILS REPORT POST INSTALL ANCHOR CBC TABLE 1705.3 CBC TABLE 1705.3 CBC TABLE 1705.3 CBC 1705.2 CBC 1705.2 GENERAL NOTES S-0.1 N.T.S. GN.DWG ABBREVIATIONS A.B.ANCHOR BOLTS ARCH.ARCHITECT OR ARCHITECTURAL B.N.BOUNDARY NAILING BLK'G BLOCKING BM BEAM CF COLD FORMED CONN.CONNECTION CONT.CONTINUOUS DF-L DOUGLAS FIR-LARCH DWG'S DRAWINGS E.N.EDGE NAILING EA.EACH E.O.R.ENGINEER OF RECORD F.N.FIELD NAILING FTG.FOOTING G.C.GENERAL CONTRACTOR GL GRID LINE GLB GLULAM BEAM L.W.LIGHT WEIGHT L.G.LIGHT GAUGE M.B.MACHINE BOLTS MAX.MAXIMUM MIN.MINIMUM O.C.ON CENTER P.T.PRESSURE OR PRESERVATIVE TREADED PL PLATE/PROPERTY LINE PLYWD PLYWOOD PSL PARALLEL STRAND LUMBER RBS REDUCED BEAM SECTION REINF.REINFORCEMENT REQ'D REQUIRED S.A.D.SEE ARCHITECTURAL DRAWINGS S.O.G.SLAB ON GRADE SCHED.SCHEDULE SHT'G SHEATHING SIM.SIMILAR SMS SHEET METAL SCREWS STAGG.STAGGERED T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TYP.TYPICAL U.N.O.UNLESS NOTED OTHERWISE V.I.F.VERIFY IN FIELD WD WOOD W.N.S.WELDED NELSON STUDS W.T.S.WELDED THREADED STUDS SEE SOILS REPORT SEE SOILS REPORT 1 1 1 © C O P Y R I G H T 2 0 2 1 , G A R C I A C A S T R O & A S S O C I A T E S I N C ( " G C A " ) , 7 5 0 O T A Y L A K E S R D # 2 0 2 , C H U L A V I S T A C A 9 1 9 1 0 / A L L C O N S T R U C T I O N D O C U M E N T S S H A L L R E M A I N P R O P E R T Y O F G C A . A L L U N A U T H O R I Z E D U S E , M O D I F I C A T I O N O R R E P R O D U C T I O N I S P R O H I B I T E D . G C A S H A L L R E T A I N A L L R I G H T S T O I N T E L L E C T U A L P R O P E R T Y C O N T A I N E D H E R E I N . ISSUE DATE: ISSUE NO.: STAMP: EXPIRATION DATE: 3/31/2026 PROJECT NAME: CONSULTANTS PROJECT ADDRESS: OWNER: PROJECT NO.: CAD DWG FILE: DRAWN BY: CHECKED BY: SHEET TITLE: SHEET SCALE: ISSUE IGC IGC 750 Otay Lakes Rd #202 Chula Vista, CA 91910 e: garciacastro.se@gmail.com www.gcastructural.com DATE 10/18/2024 HARBOR BUSINESS PARK 3625 MACARTHUR BLVD SUITE 307-308 SANTA ANA, CA LANDLORD IMPROVEMENT 2416.2 CDL DESIGN GROUP 12 MAUCHLY, SUITE E IRVINE, CA PC RESUBMITTAL PC SUBMITTAL 2 7/9/2024 PC RESUBMITTAL9/20/2024 2 3625 W MacArthur Blvd #30712/9/2024 ISSUE DATE: ISSUE NO.: STAMP: EXPIRATION DATE: 3/31/2026 HARBOR BUSINESS PARK 3625 MACARTHUR BLVD SUITE 307-308 SANTA ANA, CA PROJECT NAME: LANDLORD IMPROVEMENT CONSULTANTS PROJECT ADDRESS: OWNER: PROJECT NO.: CAD DWG FILE: DRAWN BY: CHECKED BY: SHEET TITLE: SHEET SCALE: ISSUE 2416.2 IGC IGC CDL DESIGN GROUP 12 MAUCHLY, SUITE E IRVINE, CA PC RESUBMITTAL 10/18/2024 © C O P Y R I G H T 2 0 2 1 , G A R C I A C A S T R O & A S S O C I A T E S I N C ( " G C A " ) , 7 5 0 O T A Y L A K E S R D # 2 0 2 , C H U L A V I S T A C A 9 1 9 1 0 / A L L C O N S T R U C T I O N D O C U M E N T S S H A L L R E M A I N P R O P E R T Y O F G C A . A L L U N A U T H O R I Z E D U S E , M O D I F I C A T I O N O R R E P R O D U C T I O N I S P R O H I B I T E D . G C A S H A L L R E T A I N A L L R I G H T S T O I N T E L L E C T U A L P R O P E R T Y C O N T A I N E D H E R E I N . 750 Otay Lakes Rd #202 Chula Vista, CA 91910 e: garciacastro.se@gmail.com www.gcastructural.com DATE PC SUBMITTAL 1 7/9/2024 PC RESUBMITTAL9/20/2024 MEZZANINE & GROUND FLOOR PLANS 1 4" = 1'-0" S-1.DWG FOUNDATION PLAN S-1 UP 17R MEZZANINE FRAMING PLAN (E ) 2 x 8 @ 1 6 " O . C . V . I . F . (N ) 2 x 8 @ 1 6 " O . C . ~ BEAR STRINGERS ON WALL BELOW, MIDSPAN (N ) 4 x 6 H D R (N) 4x8 (N) 4x8 (N) 4x8 (N) 4x8 (N ) 2 - 2 x 8 (N) 4x8 HDR HDR (N) 2-2x14 @ 16" O.C. STRINGER (N ) 4 x 6 HD R 6 S-2 4 S-2 3 S-2 5 S-2 1 S-2 ~ 2 S-2 8 S-2 TYP. @ NEW STUD WALLS, SEE PLAN NOTE 202 3 S-2 POST NOTICE: LIVE LOAD = 75PSF @ MEZZANINE (N) STAIR STRINGER SCOOP FOOTING W/ #4 @ 12" O.C. E.W. (N) 1'-6"W x 18" THK CONC. FTG. W/ #4 @ 12" O.C. T&B (E) 12" PLYWOOD MIN. W/ 8d @ 6" O.C., V.I.F. (E ) 1 ' - 0 " W x 1 2 " T H K CO N C . F T G . , V . I . F . PLAN NOTES - SHEETS AND GENERAL: 101.GENERAL NOTES & TYPICAL DETAILS APPLY TO ALL PARTS OF THE WORK EXCEPT WHERE SPECIFICALLY DETAILED OR U.N.O. ON THE FLOOR PLANS AND PLAN NOTES. 102.VERIFY ALL DIMENSIONS, ELEVATIONS, SLAB EDGES, SLAB DEPRESSIONS, SLAB OPENINGS, CURBS, FOOTING, PENETRATIONS, WALL OPENINGS WITH ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL & CIVIL DRAWINGS. 103.FOR ALL DIMENSIONS & ROOF SLOPES S.A.D. 104.NON-BEARING WALLS SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. FOR NON-BEARING WALL LOCATIONS S.A.D. 105.ALL WORK TO BE PERFORMED UNDER AN APPROVED CONSTRUCTION PERMIT. PLAN NOTES - FOUNDATION: 201.(E) SLAB ON GRADE: 4" THK CONCRETE SLAB, V.I.F. 202.ALL (N) WOOD WALLS SHALL BE POSITIVELY ANCHORED TO (E) OR (N) CONCRETE WITH 3" x 0.145" Ø SHOTPINS @ 24" O.C. W/ WASHER PER ESR-2138. PROVIDE (2) SHOTPINS MINIMUM PER SILL PLATE PIECE. SEE DETAIL 7/S-2. INDICATES EXTENT OF WOOD JOIST INDICATES DIRECTION OF WOOD JOIST INDICATES WOOD WALLS SEE ARCHITECTURAL PLANS SYMBOLS - FRAMING PLAN NOTES - EXISTING CONDITIONS 701.EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. THE CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO PROCEEDING WITH DETAILING, SHOP DRAWINGS, FABRICATION, AND CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S REPRESENTATIVE. 702.CONTRACTOR TO PERFORM ALL DEMO AND NEW CONSTRUCTION SUCH THAT EXISTING STRUCTURE IS NOT DAMAGED. ANY DAMAGE IS TO BE REPAIRED BY CONTRACTOR AT CONTRACTOR'S COST. 703.CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS PRIOR TO STARTING ANY DEMO OR NEW WORK. 704.CONTRACTOR TO VERIFY (E) SLAB IS NOT POST TENSIONED BEFORE CUTTING, CORING, DRILLING, OR OTHERWISE PENETRATING (E) SLAB. IF POST TENSIONING IS FOUND, CONTACT EOR. INDICATES (E) WOOD WALLS INDICATES (E) BEAM INDICATES (E) JOISTS PLAN NOTES - FRAMING: 301.PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS & CONT. FULL DEPTH BLOCKING BENEATH PERPENDICULAR WALLS. 302.ALL NEW WOOD STRUCTURAL PANELS SHALL BE APA RATED, STRUCT 1 PLYWOOD SHEATHING WITH 32/16 SPAN RATING. SYMBOLS - EXISTING ELEMENTS 1 1 2 1 1 2 1 SI S T E R ( N ) 2 x 1 0 E A . S I D E O F E A . J O I S T 9 S-2 2 2 3625 W MacArthur Blvd #30712/9/2024 12NOT USED SCALE: 1" = 1'-0"SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" NOT USED SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0"SHEAR TRANSFER DETAIL STAIR SECTION 8 9 6 2 3 12" PLYWOOD TREAD MIN., S.A.D. S.A.D. 7 12" M I N . (N) STRINGER PER PLAN (N) 2x P.T. SILL PL W/ 5 8"ØWEDGE ANCHOR @ 16" O.C. EMBED = 2" MIN (E) SLAB ON GRADE 2x PT SILL PLATE W/ SHOT PIN ANCHORS PER PLAN CAST IN ANCHOR BASE CONNECTION A SHOT PIN BASE CONNECTION B TOP OF CONCRETE SLAB, CURB, FOOTING, ETC. AS APPLICABLE CONTINUOUS CONCRETE (WHERE OCCURS) STUDWALL PER PLAN, S.A.D. FINISH S.A.D. TOP OF CONCRETE SLAB, CURB, FOOTING, ETC. AS APPLICABLE STUDWALL PER PLAN FINISH S.A.D. EDGE OF CONCRETE (WHERE OCCURS) CONTINUOUS SLAB (WHERE OCCURS) EDGE OF CONCRETE (WHERE OCCURS) 2x PT SILL PLATE 5 8"Ø A.B.'S @ 4'-0" O.C. PROVIDE MINIMUM TWO BOLTS PER SILL PLATE & ONE BOLT NOT LESS THAN 4" FROM ENDS OF SILL PLATE NOTE 1.AT CONTRACTOR'S DISCRETION INSET DETAIL A CAN ALSO BE USED IN LIEU OF DETAIL B. (1) 1 3/4" 1 3/4" 7" M I N . DETAILS S-2 1" = 1'-0" TD - WD.DWG © C O P Y R I G H T 2 0 2 1 , G A R C I A C A S T R O & A S S O C I A T E S I N C ( " G C A " ) , 7 5 0 O T A Y L A K E S R D # 2 0 2 , C H U L A V I S T A C A 9 1 9 1 0 / A L L C O N S T R U C T I O N D O C U M E N T S S H A L L R E M A I N P R O P E R T Y O F G C A . A L L U N A U T H O R I Z E D U S E , M O D I F I C A T I O N O R R E P R O D U C T I O N I S P R O H I B I T E D . G C A S H A L L R E T A I N A L L R I G H T S T O I N T E L L E C T U A L P R O P E R T Y C O N T A I N E D H E R E I N . ISSUE DATE: ISSUE NO.: STAMP: EXPIRATION DATE: 3/31/2026 PROJECT NAME: CONSULTANTS PROJECT ADDRESS: OWNER: PROJECT NO.: CAD DWG FILE: DRAWN BY: CHECKED BY: SHEET TITLE: SHEET SCALE: ISSUE IGC IGC 750 Otay Lakes Rd #202 Chula Vista, CA 91910 e: garciacastro.se@gmail.com www.gcastructural.com DATE 10/18/2024 HARBOR BUSINESS PARK 3625 MACARTHUR BLVD SUITE 307-308 SANTA ANA, CA LANDLORD IMPROVEMENT 2416.2 CDL DESIGN GROUP 12 MAUCHLY, SUITE E IRVINE, CA PC RESUBMITTAL PC SUBMITTAL 2 7/9/2024 PC RESUBMITTAL9/20/2024 147SCALE: 1" = 1'-0"DETAIL DETAILSCALE: 1" = 1'-0"SCALE: 1" = 1'-0"SCALE: 1" = 1'-0" SCALE: 1" = 1'-0"11 10 5DETAILSCALE: 1" = 1'-0"DETAIL (E) JOIST PER PLAN (E) STUDWALL PER PLAN (N) STRINGER PER PLAN (N) SIMPSON THA29 HANGER (E) SHEATHING PER PLAN 3' - 6 " M A X . S . A . D . (N) 2x4 @ 16" O.C. STUD WALL (N) WALL FINISH, S.A.D. (N) 2x BLK'G @ HANDRAIL, S.A.D. (N) DBL 2x STRINGER W/ 2-SDS25600 @ EA. STUD, TYP. (N) P.T. SILL PL W/ ANCHORAGE PER PLAN S.A.D. (E) PARTITION WALL (E) SLAB ON GRADE (N) FLOOR INFILL SHEATHING PER PLAN (N) INFILL JOIST PER PLAN W/ SIMPSON FACE MOUNT HANGER (E) SHEATHING (E) JOIST, V.I.F. (E) 2x BEARING WALL, V.I.F. (N) 3x LEDGER W/ 2-SDS25300 & A35 @ 16" O.C. (N) 10d @ 6" O.C. B.N. (N) FLOOR INFILL SHEATHING PER PLAN (N) 2x BLK'G @ 48" O.C. (E) SHEATHING (E) JOIST, V.I.F. (E) 2x BEARING WALL, V.I.F. (N) 3x LEDGER W/ 2-10d COMMONS & A35 @ 16" O.C. (N) 10d @ 6" O.C. B.N. (N) INFILL JOIST PER PLAN (N) FLOOR INFILL SHEATHING PER PLAN (N) INFILL JOIST PER PLAN W/ SIMPSON FACE MOUNT HANGER (N) SHEAR WALL PER PLAN (N) 3x LEDGER W/ 2-SDS25300 & A35 @ 16" O.C. (N) CONT. 6x BLK'G DETAIL SHEAR TRANSFER - CONC. WALL (N) WALL BASE CONNECTION TO (E) S.O.G. 1' - 6 " 1 1 1'-0"(N) STRINGER FOOTING PER PLAN (N) #4 x 18"L EPOXY DOWELS @ 12" O.C. W/ 8" EMBEDMENT, TYP. (N) STUDWALL PER PLAN (N) SILL PLATE AS REQUIRED W/ CONN. PER PLAN (E) CONC. FTG. PER PLAN (E) SLAB ON GRADE E.N. (E) 2x BEARING WALL PER PLAN SHEAR TRANSFER - WOOD WALL (E) SHEATHING (E) JOIST PER PLAN SISTERED JOIST PER PLAN 2-ROWS OF 16d @ 16" O.C. TYP. EA. SIDE 2 2 3625 W MacArthur Blvd #30712/9/2024 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 3625 W MacArthur Blvd #30712/9/2024 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 3625 W MacArthur Blvd #30712/9/2024 Rev: 02/01/2023 Page 1 of 2 DISABLED ACCESS COMPLIANCE ACC-01 CBC 2022 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 2022 California Building Code * Valuation threshold as defined in the 2022 California Building Code, Section 11B-202.4 (Exception #8) and Section 202 is $195,358.00 (as of January 2023) 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 3625 W MacArthur Blvd #30712/9/2024 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: 3625 W MacArthur Blvd #30712/9/2024 P a g e 1 of 1 S UPPLEMENTAL S TRUCTURAL AND S HORING C ALCULATIONS 2-16 V ILLAGE L OOP R OAD Pomona C A , 91766 GCA Job No. 2416 Tuesday, July 9th, 2024 STRUCTURAL CALCULATIONS FOR 3625 MACARTHUR BLVD TI 3625 MacArthur Blvd Santa Ana CA, 92704 garciacastro.se@gmail.com Friday, October 18, 2024 3625 W MacArthur Blvd #30712/9/2024 Page 1 of 9Page 1 of 12 TABLE OF CONTENTS SECTION 1 : GRAVITY 1.0 GRAVITY DESIGN CRITERIA ____________________________ 1.1 MEZZANINE FRAMING DESIGN _________________________ Project Name/Address: 3609 W MacArthur Blvd Santa Ana, CA (GCA Job #2023-12) garciacastro.se@gmail.com 1.2 FOUNDATION DESIGN ________________________________ 3625 W MacArthur Blvd #30712/9/2024 1.0 GRAVITY DESIGN CRITERIA garciacastro.se@gmail.com Page 1 of 13 3625 W MacArthur Blvd #30712/9/2024 DESIGN CRITERIA PROJECT NO.:2416 PROJECT NAME: MACARTHUR TI LEVEL:EXISTING MEZZANINE MATERIAL GRAVITY SEISMIC NOTES HARDWOOD/CARPET 4 4 PSF UNDERLAYMENT 1 1 PSF PLYWOOD 1.6 1.6 PSF 15/32" PLY BATT. INSULATION 1.5 1.5 PSF FRAMING, 2x10 @ 16" O.C.3.3 3.3 PSF GYPBOARD, 5/8IN 2.75 2.75 PSF PARTITIONS 1 1 PSF MISC.2 2 PSF TOTAL DEAD LOAD =18 18 PSF LIVE LOAD =40 PSF REDUCIBLE Page 2 of 13 3625 W MacArthur Blvd #30712/9/2024 1.1 MEZZANINE FRAMING DESIGN garciacastro.se@gmail.com Page 3 of 13 3625 W MacArthur Blvd #30712/9/2024 Page 4 of 13 3625 W MacArthur Blvd #30712/9/2024 MEZZ FRAMING Member Name Results (Max UTIL %)Current Solution Comments (E) MEZZANINE JOIST Passed (88% M)2 piece(s) 2 x 10 DF No.2 @ 16" OC (N) HEADER Passed (98% M)1 piece(s) 4 x 8 DF No.2 FJ01 Passed (51% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC STAIR STRINGER - 100PSF LIVE Passed (64% M)2 piece(s) 2 x 8 DF No.2 @ 16" OC 2416 // 3625 MACARTHUR PARK TI JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 10/18/2024 5:56:45 PM UTC ivan castro GCA (619) 805-6194 garciacastro.se@gmail.com ForteWEB v3.8 File Name: 2416 // 3625 MACARTHUR PARK TI Page 1 / 5 3625 W MacArthur Blvd #30712/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)953 @ 2 1/2"4219 (2.25")Passed (23%)--1.0 D + 1.0 L (All Spans) Shear (lbs)834 @ 1' 3/4"3330 Passed (25%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3565 @ 7' 9 1/2"4059 Passed (88%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.376 @ 7' 9 1/2"0.506 Passed (L/484)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.466 @ 7' 9 1/2"0.758 Passed (L/390)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 15' 4 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.50"187 779 966 1 1/4" Rim Board 2 - Stud wall - DF 3.50"2.25"1.50"187 779 966 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 8" o/c Bottom Edge (Lu)15' 5" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 15' 7"16"18.0 75.0 RETAIL LIVE LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED MEZZ FRAMING, (E) MEZZANINE JOIST 2 piece(s) 2 x 10 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/18/2024 5:56:45 PM UTC ivan castro GCA (619) 805-6194 garciacastro.se@gmail.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 2416 // 3625 MACARTHUR PARK TI Page 2 / 5 3625 W MacArthur Blvd #30712/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2574 @ 1 1/2"6563 (3.00")Passed (39%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1694 @ 10 1/4"3045 Passed (56%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2903 @ 2' 6"2971 Passed (98%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.053 @ 2' 6"0.158 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.066 @ 2' 6"0.237 Passed (L/860)--1.0 D + 1.0 L (All Spans) Member Length : 5' System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 0.6% decrease in the moment capacity has been added to account for lateral stability. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"511 2063 2574 None 2 - Trimmer - DF 3.00"3.00"1.50"511 2063 2574 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5'N/A 6.4 -- 1 - Uniform (PSF)0 to 5' (Top)11'18.0 75.0 MEZZ W/ RETAIL LL Member Notes MAX SPAN AND LOADING Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED MEZZ FRAMING, (N) HEADER 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 10/18/2024 5:56:45 PM UTC ivan castro GCA (619) 805-6194 garciacastro.se@gmail.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 2416 // 3625 MACARTHUR PARK TI Page 3 / 5 3625 W MacArthur Blvd #30712/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)426 @ 2 1/2"2109 (2.25")Passed (20%)--1.0 D + 1.0 L (All Spans) Shear (lbs)328 @ 10 3/4"1305 Passed (25%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)689 @ 3' 6 1/2"1360 Passed (51%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.058 @ 3' 6 1/2"0.167 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.072 @ 3' 6 1/2"0.333 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 6' 10 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.50"85 354 439 1 1/4" Rim Board 2 - Stud wall - DF 3.50"2.25"1.50"85 354 439 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 7' 1"16"18.0 75.0 MEZZ W/ RETAIL LIVE LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED MEZZ FRAMING, FJ01 1 piece(s) 2 x 8 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/18/2024 5:56:45 PM UTC ivan castro GCA (619) 805-6194 garciacastro.se@gmail.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 2416 // 3625 MACARTHUR PARK TI Page 4 / 5 3625 W MacArthur Blvd #30712/9/2024 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1739 @ 10' 2 1/4"6563 (3.50")Passed (27%)--1.0 D + 1.0 L (All Spans) Shear (lbs)767 @ 10' 11 1/4"2610 Passed (29%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-1728 @ 10' 2 1/4"2720 Passed (64%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.137 @ 15' 5 7/16"0.249 Passed (L/875)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.141 @ 15' 5 5/8"0.499 Passed (L/850)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 19' 11 3/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on DF studWall 3.50"Hanger¹1.50"27 616/-45 643/-19 See note ¹ 2 - Stud wall - DF 3.50"3.50"1.50"83 1656 1739 None 3 - Plate on concrete - DF 3.50"2.25"1.50"26 610/-68 636/-41 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)Continuous Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger BA28-2 3.00"6-10d 8-10d 2-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 20' 4 1/2"16"5.0 100.0 STAIR W/ 100PSF LIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED MEZZ FRAMING, STAIR STRINGER - 100PSF LIVE 2 piece(s) 2 x 8 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 10/18/2024 5:56:45 PM UTC ivan castro GCA (619) 805-6194 garciacastro.se@gmail.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 2416 // 3625 MACARTHUR PARK TI Page 5 / 5 3625 W MacArthur Blvd #30712/9/2024 1.2 FOUNDATION DESIGN garciacastro.se@gmail.com Page 8 of 13 3625 W MacArthur Blvd #30712/9/2024 Page 9 of 13 3625 W MacArthur Blvd #30712/9/2024 Wall Footing LIC# : KW-06017245, Build:20.23.10.02 Garcia Castro & Associates Inc (c) ENERCALC INC 1983-2023 DESCRIPTION:STRINGER FOOTING Project File: FOOTINGS.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=1.50 when base footing 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 Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 1.0 ft= Wall center offset from center of footing 0 in = = Wall Thickness 5.50 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 4 # of Bars in 12" Width = 2 Applied Loads 0.026 0.610 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = 3625 W MacArthur Blvd #30712/9/2024 Wall Footing LIC# : KW-06017245, Build:20.23.10.02 Garcia Castro & Associates Inc (c) ENERCALC INC 1983-2023 DESCRIPTION:STRINGER FOOTING Project File: FOOTINGS.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.5690 Soil Bearing 0.8535 ksf 1.50 ksf +D+L PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.001778 Z Flexure (+X)0.04651 k-ft 26.153 k-ft +1.20D+1.60L PASS 0.001778 Z Flexure (-X)0.04651 k-ft 26.153 k-ft +1.20D+1.60L PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 1.50 ksf 0.2435 ksf 0.2435 ksf 0.1620.0 in , +D+L 1.50 ksf 0.8535 ksf 0.8535 ksf 0.5690.0 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.0125 -X Bottom 0.3888 Min Temp %0.4 26.153 OK , +1.40D 0.0125 +X Bottom 0.3888 Min Temp %0.4 26.153 OK , +1.20D+1.60L 0.04651 -X Bottom 0.3888 Min Temp %0.4 26.153 OK , +1.20D+1.60L 0.04651 +X Bottom 0.3888 Min Temp %0.4 26.153 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0 0 0 75 0psipsipsipsi OK +1.20D+1.60L 0 0 0 75 0psipsipsipsi OK 3625 W MacArthur Blvd #30712/9/2024 Wall Footing LIC# : KW-06017245, Build:20.23.10.02 Garcia Castro & Associates Inc (c) ENERCALC INC 1983-2023 DESCRIPTION:MIDSPAN STRINGER FOOTING Project File: FOOTINGS.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.30 Flexure =0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width =ksf when footing is wider than =ft: = AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf=1.50 when base footing 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 Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 1.50 ft= Wall center offset from center of footing 0 in = = Wall Thickness 5.50 in Footing Thickness 18.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 4 # of Bars in 12" Width = 2 Applied Loads 0.0620 1.245 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied =in above top of footing = H = 3625 W MacArthur Blvd #30712/9/2024 Wall Footing LIC# : KW-06017245, Build:20.23.10.02 Garcia Castro & Associates Inc (c) ENERCALC INC 1983-2023 DESCRIPTION:MIDSPAN STRINGER FOOTING Project File: FOOTINGS.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.7259 Soil Bearing 1.089 ksf 1.50 ksf +D+L PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.008498 Z Flexure (+X)0.2222 k-ft 26.153 k-ft +1.20D+1.60L PASS 0.008498 Z Flexure (-X)0.2222 k-ft 26.153 k-ft +1.20D+1.60L PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 1.50 ksf 0.2588 ksf 0.2588 ksf 0.1730.0 in , +D+L 1.50 ksf 1.089 ksf 1.089 ksf 0.7260.0 in Rotation Axis & Overturning Stability Units :k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ?or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.04915 -X Bottom 0.3888 Min Temp %0.4 26.153 OK , +1.40D 0.04915 +X Bottom 0.3888 Min Temp %0.4 26.153 OK , +1.20D+1.60L 0.2222 -X Bottom 0.3888 Min Temp %0.4 26.153 OK , +1.20D+1.60L 0.2222 +X Bottom 0.3888 Min Temp %0.4 26.153 OK One Way Shear Units :k Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0 0 0 75 0psipsipsipsi OK +1.20D+1.60L 0 0 0 75 0psipsipsipsi OK 3625 W MacArthur Blvd #30712/9/2024