Loading...
HomeMy WebLinkAbout210 W 19th St - PlanKEYNOTE ELEVATION DETAIL SECTION XX XX-XX XX XX-XX XX-XX XX 01 ELEVATION DATUM A A DOOR REFERENCE WINDOW REFERENCE SECTION NUMBER SHEET NUMBER DETAIL NUMBER SHEET NUMBER ELEVATION NUMBER SHEET NUMBER LEVEL HEIGHT DOOR NUMBER WINDOW NUMBER KEYNOTE NUMBER @GRADE XXX'-X_X/X" W. 19TH ST. W. 17TH ST. N. B R O A D W A Y MA I N S T . SITE ALLEY N. V I C T O R I A D R . W. 20TH ST. W. 18TH ST. (E) PUBLIC FIRE HYDRANT 100FT TO THE SITE JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated A0.1 CO V E R S H E E T YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 GENERAL NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. ALL WORK SHALL CONFORM TO THE LATEST ADOPTED EDITIONS OF ALL APPLICABLE BUILDING CODES, THE AMERICANS WITH DISABILITIES ACT, AS WELL AS ALL OTHER LOCAL GOVERNING CODES AND ORDINANCES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, WHETHER SHOWN HEREIN OR NOT, AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE FOR THE REPAIR OR REPLACEMENT OF UTILITIES AND/OR OTHER PROPERTY DAMAGED BY OPERATIONS IN CONJUNCTION WITH THE EXECUTION OF THE WORK. CONTRACTOR SHALL MAINTAIN THE SITE IN A CLEAN AND ORDERLY MANNER. ALL DEBRIS SHALL BE REMOVED FROM PREMISES, AND ALL AREAS SHALL BE LEFT IN A BROOM-CLEAN CONDITION AT ALL TIMES. THE CONTRACTOR SHALL LOCATE AND MAINTAIN A TRASH BIN AT THE SITE. SUCH BIN SHALL BE OF ADEQUATE DIMENSION TO KEEP THE SITE CLEAN AT ALL TIMES. THE BIN SHALL BE REMOVED AND EMPTIED AS REQUIRED. DUST RESULTING FROM SALVAGE, DEMOLITION AND REMOVAL WORK SHALL BE CONTROLLED TO PREVENT THE IMPOSITION OF A NUISANCE OR HAZARDOUS CONDITION TO THE ADJOINING PORTION OF THE PROJECT. THE USE OF WATER WILL NOT BE PERMITTED WHEN SUCH USE WOULD RESULT IN HAZARDOUS, OR OTHERWISE OBJECTIONABLE CONDITIONS. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO ENSURE THE SAFETY OF THE OCCUPANTS AND WORKERS AT ALL TIMES. FIRE EXTINGUISHERS (OTHER THAN THOSE TO BE INSTALLED UNDER THE GENERAL CONTRACT) SHALL BE PROVIDED ON SITE AT ALL TIMES. CONTRACTOR SHALL PROVIDE ALL REQUIRED PROTECTION. INCLUDING, BUT NOT LIMITED TO, SHORING, BRACING, AND ALL SUPPORTS NECESSARY TO MAINTAIN OVERALL STRUCTURAL INTEGRITY OF THE BUILDING. ALL DEMOLITION AND CUTTING SHALL BE PERFORMED IN A MANNER AND BY METHODS WHICH ENSURE AGAINST DAMAGE TO EXISTING WORK. NO STRUCTURAL MEMBERS SHALL BE CUT TO ACCEPT PIPES, VENTS, DUCTS, ETC., EXCEPT AS DETAILED OR SPECIFIED HEREIN. ALL ELECTRICAL, MECHANICAL, AND PLUMBING WORK SHALL CONFORM TO THE REQUIREMENTS OF LEGALLY CONSTITUTED AUTHORITIES HAVING JURISDICTION. ALL GLASS AND GLAZING SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES AS WELL AS THE U.S. CONSUMER PRODUCT SAFETY COMMISSION, SAFETY STANDARDS FOR ARCHITECTURAL GLAZING MATERIALS (47 FR, 13516 TITLE #16, CHAPTER 11, PART 1201). PROVIDE ATTIC DRAFT STOPS AND VENTILATION IN CONFORMANCE WITH ALL APPLICABLE BUILDING CODES. EXTERIOR OPENINGS SHALL COMPLY WITH ALL SECURITY REQUIREMENTS AS OUTLINED IN ALL LOCAL BUILDING CODES AND/OR ORDINANCES. CONTRACTOR SHALL ASSIST OWNER IN OBTAINING "CERTIFICATE OF OCCUPANCY" OR "OCCUPANCY PERMIT" AS NECESSARY. GENERAL CONTRACTOR SHALL SEAL ALL GAPS, HOLES, AND CRACKS IN THE BUILDING CONSTRUCTION AS REQUIRED TO CONTROL INFILTRATION OF INSECTS AND RODENTS. THE ARCHITECT SHALL HAVE NO CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES; SAFETY PRECAUTION IN CONNECTION WITH THE PROJECT; CONTRACTORUS SCHEDULES OR FAILURE TO CARRY OUT THE PROJECT INACCORDANCE WITH THE CONSTRUCTION DOCUMENTS; ACT OR OMISSIONS OF THE CLIENT, CONTRACTORS, SUB-CONTRACTORS, OR THEIR AGENTS OR EMPLOYEES PROVIDING SERVICES OR PERFORMING WORK ON THE PROJECT. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING ALL DRAWINGS AND NOTIFYING THE ARCHITECT, ENGHINEERS, AND CONSULTANTS OF ANY CONFLICT IN THE DRAWINGS AND REQUESTING CLARIFICATION OR ADDITIONAL INFORMATION AS NEEDED. FOR NEW BUILDINGS AND ADDITIONS, ALTERATIONS, AND REPAIRS WITHIN ANY TWELVE-MONTH PERIOD EXCEED FIFTY (50%) PERCENT OF THE VALUE OF ANY EXISTING BUILDING OR STRUCTURE, EACH BUILDING OR STRUCTURE SHALL BE MADE TO CONFORM TO THE REQUIREMENTS FOR NEW BUILDINGS OR STRUCTURES AND COMPLY WITH THE BUILDING SECURITY REGULATIONS. SANTA ANA MUNICIPAL CODE CHAPTER 8, DIVISION 3. INDEX OF DRAWINGS ALL CONSTRUCTION SHALL COMPLY WITH: A. CBC 2022 EDITION B. CRC 2022 EDITION C. CEC 2022 EDITION D. CPC 2022 EDITION E. CMC 2022 EDITION F. CA ENERGY CODE 2022 EDITION G. CA FIRE CODE 2022 EDITION H. CA GREEN BUILDING STANDARDS CODE 2022 EDITION I. SANTA ANA MUNICIPAL CODE ARCHITECTURALARCHITECTURAL A0.1 COVER SHEET A0.2 ACCESSIBILITY NOTES A0.3 ATTACHMENTS A0.4 ATTACHMENTS A0.5 ELEVATION CERTIFICATE A0.6 ELEVATION CERTIFICATE A0.7 ELEVATION CERTIFICATE GN1 CA GREEN BUILDING STANDARDS GN2 CA GREEN BUILDING STANDARDS GN3 CA GREEN BUILDING STANDARDS A1.0 SITE PLAN A1.1 ENLARGED SITE PLAN A1.2 FIRE MASTER PLAN A2.1 PROPOSED 1ST FLOOR PLAN A2.2 PROPOSED 2ND FLOOR PLAN A2.3 MEANS OF EGRESS 1ST FLOOR A2.4 MEAN OF EGRESS 2ND FLOOR A2.5 ROPOSED CEILING PLAN 1ST FLOOR A2.6 PROPOSED CEILING PLAN 2ND FLOOR A3.1 PROPOSED ROOF PLAN A4.1 PROPOSED ELEVATIONS A4.2 PROPOSED ELEVATIONS A5.1 PROPOSED SECTIONS A5.2 ENLARGED STAIR PLANS AD1 ENLARGED RESTROOM AD2 ARCHITECTURAL DETAILS AD3 ARCHITECTURAL DETAILS AD4 ARCHITECTURAL DETAILS CIVILCIVIL C1 TITLE SHEET C2 GRADING AND DRAINAGE PLAN C3 DETAILS C4 DETAILS C5 DETAILS C6 EROSION CONTROL PLAN/EARTHWORK STRUCTURALSTRUCTURAL S100 GENERAL NOTES & INFO. S110 TYP. DETAILS S111 TYP. DETAILS S200 FOUNDATION PLAN S201 2ND FLOOR PLAN S202 ROOF PLAN S300 DETAILS S310 DETAILS S320 DETAILS S330 DETAILS HFX-1 HARDY FRAME HFX-2 HARDY FRAME HFX-3 HARDY FRAME MECHANICALMECHANICAL M000 MECHANICAL NOTES M001 MECHANICAL SCHEDULE M002 MECHANICAL DETAIL M100 MECHANICAL PLAN 1ST FLOOR M101 MECHANICAL PLAN 2ND FLOOR M102 MECHANICAL PLAN - CONDENSATE PIPE 1ST FLOOR M103 MECHANICAL PLAN - CONDENSATE PIPE 1ST FLOOR TM00 TITLE 24- 1 TM01 TITLE 24- 2 TM02 TITLE 24- 3 TMO3 TITLE 24- 4 ELECTRICALELECTRICAL E000 ELECTRICAL SPECIFICATION E001 SINGLE LINE DIAGRAM SCHEDULE E100 LIGHTING PLAN- 1ST FLOOR E101 LIGHTING PLAN- 2ND FLOOR E200 POWER PLAN- 1ST FLOOR E201 POWER PLAN- 2ND FLOOR TE00 TITLE 24- INDOOR TE01 TITLE 24- OUTDOOR PLUMBINGPLUMBING P000 PLUMBING NOTES & SCHEDULE P001 PLUMBING DETAILS P002 PLUMBING SPECIFICATION SHEETS P100 WASTE & VENT PLAN- 1ST FLOOR P101 WASTE & VENT PLAN- 2ND FLOOR P200 WATER & GAS PLAN- 1ST FLOOR 201 WATER & GAS PLAN- 2ND FLOOR TP00 TITLE 24 PROJECT TEAM PLANNING REQUIREMENTS CURRENT CODES OWNEROWNER: ARNAUD ANCENAY 210 W. 19TH ST, SANTA ANA, CA 92706 ARNAUD@BIEBERUSA.COM ARCHITECT: YENNY NGARCHITECT: YENNY NG YNG ARCHITECTS, INC. 2530 RED HILL AVE., SUITE 215 SANTA ANA, CA 92705 TEL : (714) 426-2956 TOAN@YNGARCHITECTS.COM SOIL ENGINEER:SOIL ENGINEER: GEO ENVIRON ENGINEERING CONSULTANTS, INC. 4071 E LA PALMA AVE, STE. B, ANAHEIM, CA 92807 TEL : (714) 632-3190 NOTE: 1. THE DISCHARGE OF POLLUTANTS TO ANY STORM DRAINAGE SYSTEM IS PROHIBITED. NO SOLID WASTE, PETROLEUM BY-PRODUCTS, SOIL PARTICULATE CONSTRUCTION WASTE MATERIALS, OR WASTEWATER GENERATED ON CONSTRUCTION SITES BY CONSTRUCTION ACTIVITIES SHALL BE PLACED, CONVEYED OR DISCHARGED INTO THE STREET, GUTTER OR STORM DRAIN SYSTEM. SCALE: N.T.S. SCOPE OF WORK CIVILCIVIL: P.A. ARCA ENGINEERING, INC. 500 EAST CARSON PLAZA #201, CARSON, CA 90746 TEL: (310) 768-3828 INFO@PAARCAENGINEERING.COM STRUCTURESTRUCTURE : LEE & LEE STRUCTURAL ENGINEERING INC. 3550 WILSHIRE BLVD., SUITE 480 LOS ANGELES, CA 90010 TEL: (213) 351-0034 SYLEE@LEENLEE.NET M.E.P.M.E.P.: CDI ENG DAVID KANG 16520 BAKE PKWY, #100, IRVINE, CA 92618 TEL: (949) 336-6636 BUILDING HEIGH: 35'-0" MAX. ALLOWABLE STORIES: 02 FIRE SPRINKLER: YES ALLOWABLE AREA: 9,000 SF. ALLOWABLE WALL OPENING: (FIRE SPRINKLER) 5FT - 10FT: 25% 10FT - 15FT: 45% ANCENAY COMMERCIAL OFFICEANCENAY COMMERCIAL OFFICE 210 W. 19TH STREET, SANTA ANA, CA 92706 APN: 002-163-10 ZONING: C1- OFFICE OCCUPANCY: "B" - BUSINESS "S-2" - PARKING CONSTRUCTION TYPE: V-B (FIRE SPRINKLER) LEGAL DESCRIPTION: GEOPPER_S ADD LOT 5 BLK D POR OF LOT AND POR OF LOT 6 BLK D TR 294 STORIES: 02 LOT SIZE: 6,256 SF. BUILDING HEIGHT 33' - 0" 1ST FLOOR: 2,239 SF. COVER PORCH: 130 SF. 2ND FLOOR: 3,489 SF. (OPEN SPACE OFFICE) LOT COVERAGE: 3,618 / 6,256 = 57.83% PARKING:PARKING:02 PARKING STALLS 01 ADA PARKING STALLS TOTAL:03 PARKING STALLS SYMBOL LEGENDS VINCINITY MAP 1 0 7 / 3 1 / 2 0 2 4 2 N D S U B M I T T A L 2 9 / 1 6 / 2 0 2 4 3 R D S U B M I T T A L 3 1 0 / 0 1 / 2 0 2 4 O C F A R E S U B M I T T A L 4 1 0 / 1 7 / 2 0 2 4 4 T H S U B M I T T A L • • AUTOMATIC FIRE SPRINKLER (NFPA 13) PREFABRICATED STEEL STAIRS DEFFERED SUBMITTALS/ PERMITS PERSPECTIVE VIEW FOR REFERENCE ONLY 2 PROJECT DATA PROPOSED 02-STORY OFFICE BUILDING 5,723 SF, AND THE FRONT PORCH 130 SF. 2 4 Bldg #'s 101119348-49 Elect #2018/2849 Plumb #30147263 Mech #40139112 APPROVALS: PLNG - H. Jacinto BLDG/ELECT - CSG POLICE - B. Martin PUBLIC WORKS - B. Sarlak MECH/PLUMB - T. Luka 210 W 19th St 4/14/2025 FIG. (B)FIG. (A) PROPORTIONS SYMBOL MEN 11B-703.7.2.2 ISA OF TTY INTERNATIONAL SYMBOL INTERNATIONAL SIGN FOR HEARING LOSS INTERNATIONAL ACCESSIBILITY 40 " M A X . T O R E F L E C T I V E S U R F A C E 6" MAX. ELEVATIONSB NOTE: 54" PREFERRED DOOR WIDTH PLUS 1. DOOR TYPE: 3. 2. HARDWARE: EITHER ATTACHED PANEL OR BOTTOM RAIL. KNOWLEDGE OR EFFORT. 4. 5. REQUIRING GRASPING). MOUNTED 34" TO 44". 5 LBS. FOR INTERIOR. MINIMUM 10" HIGH SMOOTH SURFACE AT DOOR BOTTOM, OPENABLE FROM INSIDE WITHOUT USE OF KEY OR SPECIAL OPENABLE BY SINGLE EFFORT LEVER-TYPE DEVICE (NOT MAXIMUM 5 LBS. EFFORT TO OPERATE EXTERIOR DOOR, HANDLE KICK PLATE 34" TO 44" HIGH LEVER 10" MIN. BOTTOM RAIL OR PROVIDE RUBBER BUMPER ON CHAIR OR WALL OCCURS 12" MINIMUM IF DOOR HAS WHERE ADJACENT OBSTRUCTION BOTH A CLOSER AND A LATCH REQUIRED CLEAR SPACE 48" MINIMUM REQUIRED CLEAR SPACE 24" MIN. EXTERIOR 18" MIN. INTERIOR B CORRIDOR PLAN 18" MIN. INTERIOR EXTERIOR 24" MIN. OF BLDG. PLANA SWINGS. 24" MIN. EXTERIOR & 18" MINIMUM INTERIOR BEYOND STRIKE EDGE OF A GATE OR DOOR ON THE SIDE TOWARD WHICH IT 18" MIN. INTERIOR 24" MIN. EXTERIOR A HIGH FORWARD REACH LIMIT 1. 3. 2. NOTES: B X SHALL BE < 25 INCHES; Z SHALL BE > X. WHEN X < 20 INCHES, THEN Y SHALL BE 48 INCHES MAXIMUM. WHEN X IS 20 TO 25 INCHES, THEN Y SHALL BE 44 INCHES MAXIMUM. MAXIMUM FORWARD REACH OVER AN OBSTRUCTION C VESTIBULE PLANB RAMP LANDING AT DOORWAY PLAN NOTES: 1. CLEAR SPACES MUST BE LEVEL TO PREVENT WHEELCHAIRS FROM ROLLING WHEN THE OCCUPANT RELEASES THE WHEEL GRIPS TO REACH FOR THE DOOR. 1/4" PER FOOT IS ALLOWED FOR DRAINAGE. 2. WHERE DOORS OPEN ONTO, BUT NOT INTO A CORRIDOR, THE REQUIRED LEVEL AREA BEYOND THE DOORS MAY BE A MINIMUM OF 48". FOR ADDITIONAL INFORMATION, SEE APPLICABLE NOTES ON TYPICAL ACCESSILIBITY NOTES SHEET. D SIDE REACH LIMITS HIGH AND LOWCCLEAR FLOOR SPACE PARALLEL APPROACH E MAXIMUM SIDE REACH CLEAR WIDTH MAX. CANE RANGE FIN. FLOOR LEVEL THRESHOLD 2 FIG. (A) A 1/2" MAX. PILE HEIGHT TRANSITION BETWEEN FLOOR FINISHES COMPRESSED CARPET 1/4" MAX. BELOW THRESHOLD CANE RANGE 1/2" MAX. 1/4" MAX. THRESHOLD LEVEL CHANGES B C 2. 1. 3. NOTES: CHANGE AT EDGE. 1/2" MAXIMUM TOTAL HEIGHT WITH 1/4" MAXIMUM VERTICAL 1 : 2 SLOPED BEVEL REQUIRED IF LEVEL CHANGE IS OVER 1/4" MAXIMUM VERTICAL LEVEL CHANGE. 1/4" VERITCAL LEVEL CHANGE. 1 ANY AMOUNT CANE HITS POST OR PYLON BEFORE PERSON HITS OBJECT OVER AN OBSTRUCTION MIN MIN MIN MAX. 36" MAX. 24" MIN. 7"-9" 33 " - 3 6 " TO T O P 40 " M A X . 34 " M A X . 29 " M I N . 27 " M I N . 9" M I N . 17"MIN.-19"MAX. 11" MIN. MA X MAX 30"24" 34 " M A X . 46 " M A X . 19" 34 " M A X . 27 " M I N . 48"MIN. 48" 48 " 15 " M I N . MIN X 48" Z Y HI G H E R T H A N LETTERS AND NUMBERS: 1. WIDTH TO HEIGHT RATIO BETWEEN 3 : 5 AND 1 : 1. 2. STROKE WIDTH TO HEIGHT BETWEEN 1 : 5 AND 1 : 10. 3. CONTRAST CHARACTERS AND SYMBOLS WITH BACKGROUND. 4. SANS SERIF CHARACTERS. SIGNS: 5. PICTOGRAMS / PICTORIAL SYMBOL SIGNS SHALL BE ACCOMPANIED BY THE EQUIVALENT VERBAL DESCRIPTION PLACED DIRECTLY BELOW THE PICTOGRAM. THE BORDER DIMENSION SHALL BE 6" MINIMUM HEIGHT. 6. CHARACTERS AND BACKGROUNDS SHALL BE OF NON-GLARE CONTRASTING COLORS. 7. SIGNS/PICTOGRAMS SHALL BE INSTALLED ON THE LATCH SIDE OF THE DOOR LEADING TO THE ROOM OF SPACE THEY DESCRIBE AND WITH A CLEAR FLOOR SPACE OF 18"x18" CENTERED ON THE TACTILE CHARACTERS BEYOND DOOR ARC BETWEEN 45 DEGREES AND CLOSED. LOCATE ABOVE THE FLOOR PER DETAIL 1/AD1 8. VERTICAL CLEARANCE AT SUSPENDED SIGNS WITH MINIMUM HEADROOM OF 80" REQUIRE MINIMUM 3" CHARACTER HEIGHT MEASURED BY USING UPPER CASE "X". CHARACTERS AND NUMBERS SHALL BE SIZED ACCORDING TO VIEWING DISTANCE FROM WHICH READ. LOWER CASE CHARACTERS PERMITTED. SIGN LOCATIONS: 9. ALL ACCESSIBLE ENTRANCES IDENTIFIED WITH MINIMUM OF ONE STANDARDS SIGN. 10. ADDITIONAL DIRECTIONAL SIGNS ALONG ACCESSIBLE PATH OF TRAVEL ARE REQUIRED. 11. BUILDINGS REMODELED TO PROVIDE ACCESSIBLE SANITARY FACILITIES FOR PUBLIC USE SHALL HAVE INFORMATION POSTED IN THE LOBBY AS PART OF THE BUILDING DIRECTORY. INTERNATIONAL SYMBOL OF ACCESSILITY: 12. STANDARD USED TO IDENTIFY ACCESSIBLE FACILITIES. 13. WHITE FIGURE ON BLUE BACKGROUND, COLOR # 15090 ON FEDERAL STANDARD # 595C. 14. WHEN ENFORCING AGENCY DETERMINES, IF APPROPRIATE, SPECIAL DESIGNS AND COLORS MAY BE APPROVED. BRAILLE: 15. USE CONTRACTED GRADE 2 BRAILLE. DOTS TO BE 0.1" ON CENTER IN EACH CELL. 16. 0.2" SPACE BETWEEN CELLS. 17. DOTS RAISED MINIMUM 0.025" ABOVE BACKGROUND. 18. CHARACTERS SHALL BE SANS SERIF UPPER CASE ACCOMPANIED BY GRADE 2 BRAILLE ANS SIZED OF ACCESSIBILITY OF ACCESS PLANA TOILET ROOM SIGNAGE DISABLED ACCESSIBILITY TO COMPLY WITH TITLE 24 12" TYP. 58 " - 6 0 " REQUIREMENTS TO C E N T E R O F S I G N GEOMETRIC SYMBOLS 12" TYP. 6" M I N . 11B-703.6.1 PICTOGRAM FIELD 11B-703.7.2.4 VOLUME CONTROL TELEPHONE 11B-703.7.2.3 8" MIN. 36" (MIN.) GRAB BARS FLUSH ACTIVATOR ON WIDE SIDE 48" MIN. WHEN FRONT ENTRY DOOR OR 60"MIN. WHEN SIDE ENTRY DOOR - WATER CLOSET SHALL BE "ULTRA LOW FLUSH" TYPE WITH 1.6 GALLONS MAXIMUM PER FLUSH. -TOILET ROOMS SHALL BE FINISHED WITH TILE OR MARLITE OVER MOISTURE BE RESISTANT DRYWALL TO A MINIMUM HEIGHT OF 4'-0" WITH 6" MIN. BASE 42" GRAB BAR ALL SIGNS SHALL COMPLY WITH SECTION 11B-703, DIVISION 7, CHAPTER 11B OF CBC 2022 60" DIA. 17 " MI N . 18" MIN. 30"x48" MIN. CLR. FLR. SPACE 19 " MA X . 24" MIN. 12" MIN. 17"-18" CL 60' MIN. 24 " MI N . 48 " M I N . 59 " M I N . 4" MAX. .19 " MI N . TOILET SEAT DISPENSER (WHERE OCCURS) 1-1/2" DIAMETER GRAB BAR W/ PEENED FINISH & 250 LBS. CAPACITY 17" TO 18" TO TOP OF TOILET SEAT ROLL PAPER HOLDER WITHOUT STOPS PROVIDE PRIVACY DOOR LOCK WHEN IT IS A PRIVATE TOILET OR FOR UNISEX USE. 32" CLR. CBC 11B-703.7.2.1 12 " M A X MEN MEN UNISEX 15 " 30" 48 "48 " 30 " 48" 30 " 48" Z X 80 " M I N . 27 " M I N . 27 " M I N . 27 " M I N . 27 " M I N . 12" MAX. 60 " M I N . 4 8 " M I N . 36" MIN. 48 " M I N . 48" MIN. 32" CLEAR DO O R W I D T H P L U S 4 2 " 48 " M I N . 4" THE 2022 CALIFORNIA BUILDING CODE CHAPTER 11B FOR ACCESSIBLE PARKING STANDARDS FOR COMMERCIAL BUILDINGS & PUBLIC ACCOMMODATIONS. FOR ADDITIONAL PARKING REGULATIONS PLEASE REFER TO THE LOCAL MUNICIPAL CODE FOR THE REQUIREMENTS. ACCESSIBLE PARKING 1. PARKING SPACES COMPLYING WITH SECTION 11B-502 THAT SERVE A PARTICULAR BUILDING OR FACILITY SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTE FROM PARKING TO AN ENTRANCE COMPLYING WITH SECTION 11B-206.4. WHERE PARKING SERVES MORE THAN ONE ACCESSIBLE ENTRANCE, PARKING SPACES COMPLYING WITH SECTION 11B-502 SHALL DISPERSED AND LOCATED ON THE SHORTEST ACCESSIBLE ROUTE TO THE ACCESSIBLE ENTRANCES. IN PARKING FACILITIES THAT DO NOT SERVE A PARTICULAR BUILDING OR FACILITY, PARKING SPACES COMPLYING WITH SECTION 11B-502 SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE ROUTE TO AN ACCESSIBLE PEDESTRIAN ENTRANCE OF THE PARKING FACILITY. (PER 11B-208.3.1) SURFACES SLOPES OF ACCESSIBLE PARKING SPACES 1. 11B-405.2 SLOPE - RAMP RUNS SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:12. 2. 11B.405.3 CROSS SLOPE - CROSS SLOPE OF RAMP RUNS SHALL NOT BE STEEPER THAN 1:48 3. 11B-405.6 RISE - THE RISE OF ANY RAMP RUN SHALL BE 30" MAXIMUM. PARKING SPACE AND SIGNAGE 1. CAR AND VAN PARKING SPACES SHALL COMPLY WITH SECTION 11B-502. WHERE PARKING SPACES ARE MARKED WITH LINES, WITH MEASUREMENTS OF PARKING SPACES AND ACCESS AISLES SHALL BE MADE FROM THE CENTERLINE OF THE MARKINGS (PER 11B-501.1). 2. CAR AND VAN PARKING SPACES SHALL BE 18' LONG MIN. CAR PARKING SPACES SHALL BE 9' WIDE MIN. AND VAN PARKING SPACES SHALL BE 12' WIDE MINIMUM, SHALL BE MARKED TO DEFINED THE WIDTH, AND SHALL HAVE AN ADJACENT ACCESS AISLE COMPLYING WITH SECTION 11B-502.3. (PER 11B-502.2). 3. ACCESS AISLES SERVING PARKING SPACES SHALL COMPLY WITH SECTION 11B-502.3. ACCESS AISLES SHALL ADJOIN AN ACCESSIBLE ROUTE. TWO PARKING SPACES SHALL BE PERMITTED TO SHARE A COMMON ACCESS AISLE. (PER 11B-502.3). WIDTH - ACCESS AISLE SERVING CAR AND VAN PARKING SPACE SHALL BE 60" WIDE MINI. LENGTH - ACCESS AISLE SHALL EXTEND THE FULL REQUIRED LENGTH OF THE PARKING SPACES THEY SERVE. (PER11B-502.3.2). MARKING - ACCESS AISLE SHALL BE MARKED WITH A BLUE PAINTED BORDERLINE AROUND THEIR PERIMETER. THE AREA WITHIN THE BLUE BORDERLINES SHALL BE MARKED WITH HATCHED LINES A MAX. OF 36" ON CENTER IN A COLOR CONTRASTING WITH THAT OF THE AISLE SURFACE, PREFERABLY BLBLUE OR WHITE. THE WORDS "NO PARKING" SHALLE BE PAINTED ON THE SURFACE WITHIN ACCESS AISLE IN WHITE LETTERS A MIN. OF 12" IN HEIGHT & LOCATED TO BE VISIBLE FROM THE ADJACENT VEHICULAR WAY. ACCESS AISLE MARKINGS MAY EXTEND BEYOND THE MINIMUM REQUIRED LENGTH. (PER 11B-502.3.3) 4. PARKING SPACE IDENTIFICATION SIGNS SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH SECTION 11B-703.7.2.1. SIGNS IDENTIFYING VAN PARKING SPACES SHALL CONTAIN ADDITIONAL LANGUAGE OR AN ADDITIONAL SIGN WITH THE DESIGNATION "VAN ACCESSIBLE." SIGNS SHALL BE 60" MIN. ABOVE FINISH FLOOR OR GROUND SURFACE MEASURED TO THE BOTTOM OF THE SIGN. FINISH AND SIZE - PARKING IDENTIFICATION SIGNS SHALL BE REFLECTORIZED WITH A MIN. AREA OF 70 SQUARE INCHES. (PER 11B-502.6.1). MINIMUM FINE - ADDITIONAL LANGUAGE OR AN ADDITIONAL SIGN BELOW THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL STATE "MINIMUM FINE $250." (PER 11B-520.6.2). LOCATION - A PARING SPACE IDENTIFICATION SIGN SHALL BE VISIBLE FROM EACH PARKING SPACE. SIGNS SHALL BE PERMANENTLY POSTED EITHER IMMEDIATELY ADJACENT TO THE PARKING SPACE OR WITHIN THE PROTECTED PARKING SPACE WIDTH AT THE HEAD END OF THE PARKING SPACE. SIGNS MAY ALSO BE PERMANENTLY POSTED ON A WALL AT THE INTERIOR END OF THE PARKING SPACE. (PER 11B-502.6.3) 5. EACH ACCESSIBLE CAR AND VAN SPACE SHALL HAVE SURFACE IDENTIFICATION COMPLYING WITH EITHER SECTIONS 11B-502.6.4.1 OR 11B-502.6.4.2. (PER 11B-502.6.4.1) THE PARKING SPACE SHALL BE MARKED WITH AN INTERNATIONAL SYMBOL OF ACCESSIBILITY (ISA) COMPLYING WITH SECTION 11B-703.7.2.1IN WHITE ON A BLUE BACK GROUND A MINIMUM 36" WIDE BY 36" HIGH. THE CENTER LINE OF ISA SHALL BE A MAXIMUM OF 6" FROM THE CENTER LINE OF THE PARKING SPACE, ITS SIDES PARALLEL TO THE LENGTH OF THE PARKING SPACE AND ITS LOWER CORNER AT, OR LOWER SIDE ALIGNED WITH, THE END OF THE PARKING SPACE LENGTH. (11B-502.6.4.1) THE PARKING SPACE SHALL BE OUTLINED OR PAINTED BLUE AND SHALL BE MARKED WITH AN ISA COMPLYING WITH SECTION 11B-703.7.2.1 A MIN. 36" WIDE BY 36" HIGH IN WHITE OR A SUITABLE CONTRASTING COLOR. THE CENTERLINE OF THE ISA SHALL BE A MAX. OF 6" FROM THE CENTERLINE OF THE PARKING SPACE, ITS SIDES PARALLEL TO THE LENGTH OF THE PARKING SPACE AND ITS LOWER CORNER AT, OR LOWER SIDE ALIGNED WITH, THE END OF THE PARKING SPACE (PER 11B-502.6.4.2). 6. AN ADDITIONAL SIGN SHALL BE POSTED EITHER; 1) IN A CONSPICUOUS PLACE AT EACH ENTRANCE TO AN OFF- STREET PARKING FACILITY OR 2) IMMEDIATELY ADJACENT TO ON-SITE ACCESSIBLE PARKING AND VISIBLE FROM EACH PARKING SPACE. (PER 11B-502.8) THE SIZE OF ADDITIONAL SIGN SHALL NOT BE LESS THAN 17" WIDE BY 22" HIGH. (PER 11B-502.8.1) THE LETTER OF ADDITIONAL SIGN SHALL CLEARLY STATE IN LETTERS WITH A MINIMUM HEIGHT OF 1" THE FOLLOWING: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACE NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT THE OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT: _____ OR BY TELEPHONING ______." BLANK SPACES SHALL BE FILLED IN WHICH APPROPRIATE INFORMATION AS A PERMANENT PART OF THE SIGN. (PER 11B-502.8.2) VERTICAL CLEARANCE 1. PARKING SPACES, ACCESS AISLES AND VEHICULAR ROUTES SERVING THEM SHALL PROVIDE A VERTICAL CLEARANCE 98" MINIMUM. (PER 11B-502.6) E KNEE CLEARANCE AT DINING TABLE VAN PARKING SPACES 1. FOR EVERY SIX OR FRACTION OF SIX PARKING SPACES REQUIRED BY SECTION 11B-208.2 TO COMPLY WITH SECTION 11B-502, AT LEAST ONE SHALL BE A VAN PARKING SPACE COMPLYING WITH SECTION 11B-502. (PER 11B-208.2.4). EACH ACCESSIBLE CAR AND VAN SPACE SHALL HAVE SURFACE IDENTIFICATION COMPLYING WITH EITHER SECTION 11B-502.6.4 OR 11B-502.6.4.2. 1. THE PARKING SPACE SHALL BE MARKED WITH AN INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH SECTION 11B-703-.7.2.1 IN WHITE ON A BLUE BACKGROUND A MINIMUM 36" WIDE BY 36" HIGH. THE CENTERLINE OF THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE A MAXIMUM OF 6" FROM THE CENTERLINE OF THE PARKING SPACE, ITS SIDES PARALLEL TO THE LENGTH OF THE PARKING SPACE AND ITS LOWER CORNER AT, OR LOWER SIDE ALIGNED WITH, THE END OF THE PARKING SPACE LENGTH. (PER 11B-502.6.4) 2. THE PARKING SPACE SHALL BE OUTLINED OR PAINTED BLUE AND SHALL BE MARKED WITH AN INTERNATIONAL SYMBOL OF ACESSIBILITY (ISA) COMPLYING WITH SECTION 11B-7037.2.1 A MINIMUM 36" WIDE BY 36" HIGH IN WHITE OR A SUITABLE CONTRASTING COLOR. THE CENTER LINE OF ISA SHALL BE A MINIMUM OF 6" FROM THE CENTER OF PARKING SPACE, ITS SIDES PARALLEL TO THE LENGTH OF THE PARKING SPACE & LOWER CORNER AT, OR LOWER SIDE ALIGNED WITH, THE END OF THE PARKING SPACE. (PER 11B-502..6.4.2) AN ADDITIONAL SIGN SHALL BE POSTED EITHER; 1) IN A CONSPICUOUS PLACE AT EACH ENTRANCE TO AN OFF- STREET PARKING FACILITY OR 2) IMMEDIATELY ADJACENT TO ON-SITE ACCESSIBLE PARKING AND VISIBLE FROM EACH PARKING SPACE. (PER 11B-502.8) THE SIZE OF ADDITIONAL SIGN SHALL NOT BE LESS THAN 17" WIDE BY 22" HIGH. (PER 11B-502.8.1) THE LETTER OF ADDITIONAL SIGN SHALL CLEARLY STATE IN LETTERS WITH A MINIMUM HEIGHT OF 1" THE FOLLOWING: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACE NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT THE OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT: _____ OR BY TELEPHONING ______." BLANK SPACES SHALL BE FILLED IN WHICH APPROPRIATE INFORMATION AS A PERMANENT PART OF THE SIGN. (PER 11B-502.8.2) WALKS & SIDEWALKS: GENERAL. WALKING SURFACES THAT ARE A PART OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH SECTION 11B-403, 11B-403.5.1 CLEAR WIDTH. EXCEPT AS PROVIDED IN SECTIONS 11B-403.5.2. AND 11B-403.5.3, THE CLEAR WIDTH OF WALKING SURFACES SHALL BE 36" (914mm). THE CLEAR WIDTH OF SIDEWALKS AND WALKS SHALL BE 48" (219mm) MINIMUM. WHEN, BECAUSE OF "RIGHT-AWAY RESTRICTIONS", NATURAL BARRIERS OR OTHER EXISTING CONDITIONS, THE ENFORCING AGENCY DETERMINES THAT COMPLIANCE WITH THE 48-INCH (219mm) CLEAR SIDEWALK WIDTH WOULD CREATE AN UNREASONABLE HARDSHIP, THE CLEAR WIDTH MAY BE REDUCED TO 36" (914mm). 11B-303.2 VERTICAL CHANGES IN THE LEVEL OF 1/4 INCH (6.4mm) HIGH MAXIMUM SHALL BE PERMITTED TO BE VERTICAL AND WITHOUT EDGE TREATMENT 11B-303.3 BEVELED. CHANGES IN LEVEL BETWEEN 1/4 INCH (6.4mm) HIGH MINIMUM AND 1/2 INCH (12.7mm) HIGH MAXIMUM SHALL BE BEVELED WITH A SLOPE NOT STEEPER THAN 1:2. 11B-403.3 SLOPE. THE RUNNING SLOPE OF WALKING SURFACES SHALL NOT BE STEEPER THAN 1:20. THE CROSS SLOPE OF WALKING SURFACES SHALL NOT BE STEEPER THAN 1:48. PROTRUDING OBJECTS 11B-307.2 PROTRUSION LIMITS. OBJECTS WITH LEADING EDGES MORE THAN 27 INCHES (686 mm) AND NOT MORE THAN 80 INCHES (2032mm) ABOVE THE FINISH FLOOR OR GROUND SHALL PROTRUDE 4 INCHES (102mm) MAXIMUM HORIZONTALLY INTO THE CIRCULATION PATH. FLOOR OR GROUND SURFACES 11B-302.1 GENERAL. FLOOR AND GROUND SURFACES SHALL BE STABLE, FIRM, AND SLIP RESISTANT AND SHALL COMPLY WITH SECTION 11B-302. 11B-302.2 CARPET OR CARPET TILE SHALL BE SECURELY ATTACHED AND SHALL HAVE A FIRM CUSHION, PAD, OR BACKING OR NO CUSHION OR PAD. CARPET OR CARPET TILE SHALL HAVE A LEVEL LOOP, TEXTURED LOOP, LEVELCUT PILE, LEVEL CUT/UNCUT PILE TEXTURE. PILE HEIGHT SHALL BE 1/2 INCH (12.7MM) MAXIMUM. EXPOSED EDGES OR CARPET SHALL BE FASTENED TO FLOOR SURFACE AND SHALL HAVE TRIM ON THE ENTIRE LENGTH OF THE EXPOSED EDGE. CARPET EDGE TRIM SHALL COMPLY WITH SECTION 11B-303. 11B-302.3 OPENINGS. OPENINGS IN FLOOR OR GROUND SURFACES SHALL NOT, ALLOW PASSAGE OF A SYPHERE MORE THAN 1/2 INCH (12.7 MM) DIAMETER EXCEPT AS ALLOWED IN SECTION 11B-407.4.3 11B-303.2 VERTICAL. CHANGES IN LEVEL GREATER THAN 1/4 INCH (6.4 MM) AND NOT EXCEEDING 1/2 IN HEIGHT SHALL BE BEVELED WITH A SLOPE NOT STEEPER THEN 1:2 (11B-303) & (11B-303.3). SANITARY FACILITIES (GENERAL): 11B-703.7.2.6.3 UNISEX TOILET AND BATHING FACILITIES. UNISEX TOILET AND BATHING FACILITIES SHALL BE IDENTIFIED BY A CIRCLE, 1/4 INCH (6.4mm) THICK AND 12 INCHES (305mm) IN DIAMETER WITH A 1/4 INCH (6.4mm) THICK TRIANGLE WITH A VERTEX POINTING UPWARD SUPERIMPOSED ON THE CIRCLE AND WITHIN THE 12-INCH (305mm) DIAMETER. THE TRIANGLE SYMBOL SHALL CONTRAST WITH THE CIRCLE SYMBOL, EITHER LIGHT ON A DARK BACKGROUND OR DARK ON A LIGHT BACKGROUND. THE CIRCLE SYMBOL SHALL CONTRAST WITH THE DOOR, EITHER LIGHT ON A DARK BACKGROUND OR DARK ON A LIGHT BACKGROUND. SANITARY FACILITY FIXTURES & ACCESSORIES: 11B-606.5 EXPOSED PIPES AND SURFACES. WATER SUPPLY AND DRAIN PIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES AND SINKS. 11B-703.7.2.6 TOILET AND BATHING FACILITIES GEOMETRIC SYMBOLS. DOORWAYS LEADING TO TOILET ROOMS AND BATHING ROOMS SHALL BE IDENTIFIED BY A GEOMETRIC SYMBOL COMPLYING WITH SECTION 11B-703.7.2.6. THE SYMBOL SHALL BE MOUNTED AT 58 INCHES (1473mm) MINIMUM AND 60 INCHES (1524mm) MAXIMUM ABOVE THE FINISH FLOOR OR GROUND SURFACE MEASURED FROM THE CENTERLINE OF THE SYMBOL. WHERE A DOOR IS PROVIDED THE SYMBOL SHALL BE MOUNTED WITHIN 1 INCH (25mm) OF THE VERTICAL CENTERLINE OF THE DOOR. 11B-703.4.1. HEIGHT ABOVE FINISH FLOOR OR GROUND. TACTILE CHARACTERS ON SIGNS SHALL BE LOCATED 48 INCHES (1219mm) MINIMUM ABOVE THE FINISH FLOOR OR GROUND SURFACE, MEASURED FROM THE BASELINE OF THE LOWEST BRAILLE CELLS AND 60 INCHES (1524mm) MAXIMUM ABOVE THE FINISH FLOOR OR GROUND SURFACE, MEASURED FROM THE BASELINE OF THE HIGHEST LINE OF RAISED CHARACTERS. DOOR, DOORWAYS, AND GATES 1. DOORS, DOORWAYS, AND GATES THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH SECTION (11B-404.1) 2. MANUAL DOORS, DOORWAYS, AND MANUAL GATES INTENDED FOR USER PASSAGE SHALL COMPLY WITH SECTION 11B-504.2 (PER 11B-404.2) 3. DOOR OPENINGS SHALL PROVIDE A CLEAR WIDTH OF 32" MIN. CLEAR OPENINGS OF DOORWAYS WITH SWINGING DOORS SHALL BE MEASURED BETWEEN THE FACE OF THE DOOR AND THE STOP, WITH THE DOOR OPEN 90 DEGREES. OPENINGS MORE THAN 24" DEEP SHALL PROVIDE A CLEAR OPENING OF 36" MIN. THERE SHALL BE NO PROJECTION INTO THE REQUIRED CLEAR OPENING WIDTH LOWER THAN 34" ABOVE THE FINISH FLOOR OR GROUND. PROJECTIONS INTO THE CLEAR OPENING WIDTH BETWEEN 34" AND 80" ABOVE THE FINISH FLOOR OR GROUND SHALL NOT EXCEED 4". (PER 11B-404.2.3) 4. SWINGING DOORS AND GATES SHALL HAVE MANEUVERING CLEARANCES COMPLYING WITH TABLE 11B-404.2.4.1. 5. RECESSED DOORS & GATES SHALL HAVE MANEUVERING CLEARANCES FORWARD APPROACH AND SHALL BE PROVIDED WHEN ANY OBSTRUCTION WITHIN 18" OF THE LATCH SIDE AT AN INTERIOR DOORWAY, OR WITHIN 24" OF THE LATCH SIDE OF AN EXTERIOR DOORWAY, PROJECTS MORE THAN 8" BEYOND THE FACE OF THE DOOR, MEASURED PERPENDICULAR TO THE FACE OF THE DOOR OR GATE. (PER 11B-404.2.4.3) 6. FLOOR OR GROUND SURFACE WITHIN REQUIRED MANEUVERING CLEARANCES SHALL COMPLY WITH SECTION 11B-302. CHANGES IN LEVEL ARE NOT PERMITTED. (PER 11B-404.2.4.4) 7. PROVIDED THRESHOLD AT DOORWAYS SHALL BE 1/2" HIGH MAX. RAISED THRESHOLDS AND CHANGES IN LEVEL AT DOORWAYS SHALL COMPLY WITH SECTIONS11B-302 & 11B-303.(PER11B-404.2.5) 8. HANDLES, PULLS, LATCHES, LOCKS, AND OTHER OPERABLE PARTS ON DOORS AND GATES SHALL COMPLY WITH SECTION 11B-309.4. OPERABLE PARTS OF SUCH HARDWARE SHALL BE 34" MINI. AND 44" MAX. ABOVE THE FINISH FLOOR OR GROUND. WHERE SLIDING DOORS ARE IN THE FULLY OPEN POSITION, OPERATING HARDWARE SHALL BE EXPOSED AND USABLE FROM BOTH SIDES. (PER 11B-404.2.7) 9. DOOR & GATE CLOSING SPEED SHALL COMPLY WITH SECTION 11B-404.2.8. THE DOOR & GATE CLOSERS SHALL BE ADJUSTED SO THAT FROM AN OPEN POSITION OF 90 DEGREES, THE TIME REQUIRED TO MOVE THE DOOR TO A POSITION OF 12 DEGREES FROM THE LARCH IS 5 SECONDS MINIMUM. (PER 11B-404.2.8.1). DOOR & GATE SPRING HINGES SHALL BE ADJUSTED SO THAT FROM THE OPEN POSITION OF 70 DEGREES, THE DOOR OR GATE SHALL MOVE TO THE CLOSED POSITION IN 1.5 SECONDS MIN. (PER 11B-404.2.8.2). 10. THE FORCE FOR PUSHING OR PULLING OPEN A DOOR OR GATE OR OTHER THAN FIRE DOORS SHALL BE AS FOLLOWS: A. INTERIOR HINGED DOORS AND GATES: 5 POUNDS MAX. B. SLIDING OR FOLDING DOORS: 5 POUNDS MAX. C. REQUIRED FIRE DOORS: THE MINIMUM OPENING FORCE ALLOWABLE BY THE APPROPRIATE ADMINISTRATIVE AUTHORITY, NOT TO EXCEED 15 POUNDS. THE FORCES DO NOT APPLY TO THE FORCE REQUIRED TO RETRACT LATCH BOLTS OR DISENGAGE OTHER DEVICES THAT HOLD THE DOOR OR GATE IN A CLOSED POSITION. (PER 11B-404.2.9). 11. SWINGING DOOR AND GATE SURFACES WITHIN 10" OF THE FINISH FLOOR OR GROUND MEASURED VERTICALLY SHALL HAVE A SMOOTH SURFACE ON THE PUSH SIDE EXTENDING THE FULL WIDTH OF THE DOOR OR GATE. PARTS CREATING HORIZONTAL OR VERTICAL JOINTS IN THESE SURFACES SHALL BE WITHIN 1/16" OF THE SAME PLANE AS THE OTHER AND BE FREE OF SHARP OR ABRASIVE EDGES. CAVITIES CREATED BY ADDED KICK PLATES SHALL BE CAPPED. (PER 11B-404.2.10). 12. AUTOMATIC DOORS & AUTOMATIC GATES SHALL COMPLY WITH SECTION 11B-404.3. FULL-POWERED AUTOMATIC DOORS SHALL COMPLY WITH ANSI/BHMA A156.10. LOW-ENERGY AND POWERASSISTED DOORS SHALL COMPLY WITH ANSI/BHMA A156.19. (PER 11B-404.3) 13. WHERE DOORS & GATES WITHOUT STANDBY POWER ARE A PART OF A MEANS OF EGRESS, THE CLEAR BREAK OUT OPENING AT SWINGING OR SLIDING DOORS AND GATES SHALL BE 32" MIN. WHEN OPERATED IN EMERGENCY MODE. (PER 11B-404.3.6) HANDRAILS & GRAB BARS 1. HANDRAIL GRIPPING SURFACES WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF 1 1/4" MIN. AND 2" MAX. (PER 11B-505.7.1) HANDRAIL GRIPPING SURFACES AND ANY SURFACES ADJACENT TO THEM SHALL BE FREE OF SHARP OR ABRASIVE ELEMENTS AND SHALL HAVE ROUNDED EDGES (PER 11B-505.8) 2. GRAB BARS WITH CIRCULAR CROSS SECTIONS SHALL HAVE AN OUTSIDE DIAMETER OF 1 1/4" MIN. AND 2" MAX. (PER 11B-606.2.1) GRAB BARS AND ANY WALL OR OTHER SURFACES ADJACENT TO GRAB BARS SHALL BE FREE OF SHARP OR ABRASIVE ELEMENTS AND SHALL HAVE ROUNDED EDGES. (PER 11B-609.5) COMMUNICATION ELEMENTS FIRE ALARM SYSTEMS SHALL HAVE PERMANENTLY INSTALLED AUDIBLE AND VISIBLE ALARMS COMPLYING WITH NFPA 72 & CHAPTER 9, SECTION 907.5.2.1 AND 907.5.2.3 (PER 11B-702.10) 1. ALL BUILDING ENTRANCES SHALL BE IDENTIFIED WITH SIGNS THAT COMPLY WITH WITH SECTION 11B-703. WHERE BOTH VISUAL AND TACTILE CHARACTERS, OR TWO SEPARATE SIGNS, ONE WITH VISUAL, AND ONE WITH TACTILE CHARACTERS. SHALL BE PROVIDED. (PER 11B-703.1) 2. SIGNS WITH TACTILE CHARACTERS SHALL COMPLY WITH SECTION 11B-703.4 & 11B-703.4.1 3. RAISED CHARACTERS SHALL BE 1/32" MIN. ABOVE THEIR BACKGROUND. 11B-703.2.1 4. CHARACTERS SHALL BE UPPERCASE. 11B-703.2.2 5. CHARACTERS SHALL BE SAN SERIF. CHARACTERS SHALL NOT BE ITALIC, OBLIQUE, SCRIPT, HIGHLY DECORATIVE, OR OF OTHER UNUSUAL FORMS. 11B-703.2.3 6. CHARACTERS SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IN 55 60 PERCENT MIN. AND 110 PERCENT MAX. OF THE HEIGHT OF THE UPPERCASE LETTER "I". 11B-703.2.4 7. CHARACTERS HIGH MEASURED VERTICALLY FROM THE BASELINE OF THE CHARACTER SHALL BE 5/8" MIN. AND 2" MAX. BASED ON THE HEIGHT OF THE UPPERCASE LETTER "I". 11B-703.2.5. 8. STROKE THICKNESS OF THE UPPERCASE LETTER "I" SHALL BE 15 PERCENT MAX. OF THE HEIGHT OF THE CHARACTER. 11B-703.2.6. 9. CHARACTERS SPACING SHALL BE MEASURED BETWEEN THE TWO CLOSEST POINTS OF ADJACENT RAISED CHARACTERS WITHIN A MESSAGE, EXCLUDING WORD SPACES. WHERE CHARACTERS HAVE RECTANGULAR CROSS SECTIONS, SPACING BETWEEN INDIVIDUAL RAISED CHARACTERS SHALL BE 1/8" MIN. AND 4 TIMES THE RAISED CHARACTER STROKE WIDTH MAXIMUM. WHERE CHARACTERS HAVE OTHER CROSS SECTIONS, SPACING BETWEEN INDIVIDUAL RAISED CHARACTER SHALL BE 1/16" MIN. AND 4 TIMES THE RAISED CHARACTER STROKE WIDTH MAX. AT THE TOP OF THE CROSS SECTIONS. CHARACTERS SHALL BE SEPARATED FROM RAISED BORDERS AND DECORATIVE ELEMENTS 3/8" MIN. 11B-703.2.7 10. SPACING BETWEEN THE BASELINES OF SEPARATE LINES OF RAISED CHARACTERS WITHIN A MESSAGE SHALL BE 135% MIN. AND 170% MAX. OF THE RAISED CHARACTER HEIGHT. 11B-703.2.8 11. TEXT SHALL BE IN A HORIZONTAL FORMAT. 11B-703.2.9 12. BRAILLE SHALL BE CONTRACTED (GRADE 2 ) AND SHALL COMPLY WITH SECTION 11B-703.3 BRAILLE AND 11B-703.4 INSTALLATION HEIGHT AND LOCATION 11B-703.3 13. BRAILLE DOTS SHALL HAVE A DOMED OR ROUNDED SHAPE AND SHALL COMPLY WITH TABLE 11B-703.3.1. THE INDICATION OF AN UPPERCASE LETTER OR LETTERS SHALL ONLY BE USED BEFORE THE FIRST WORD OF SENTENCES, PROPER NOUNS AND NAMES, INDIVIDUAL LETTERS OF THE ALPHABET INITIALS, AND ACRONYMS. 11B-703.3.1 14. BRAILLE SHALL BE POSITIONED BELOW THE CORRESPONDING TEXT IN A HORIZONTAL FORMAT, FLUSH LEFT OR CENTERED. IF TEXT IS MULTI-LINED, BRAILLE SHALL BE PLACED BELOW THE ENTIRE TEXT. BRAILLE SHALL BE SEPARATED 3/8" MIN. AND 1/2" MAX. FROM ANY OTHER TACTILE CHARACTERS AND 3/8" MIN. FROM RAISED BORDERS AND DECORATIVE ELEMENTS. 11B-703.3.2 (SEE EXCEPTION). 15. SIGNS WITH TACTILE CHARACTERS SHALL COMPLY WITH 11B-703.4 INSTALLATION HEIGHT AND LOCATION. 11B-703.4 16. TACTILE CHARACTERS ON SIGNS SHALL BE LOCATED 48" MIN. ABOVE THE FINISH FLOOR OR GROUND SURFACE, MEASURED FROM THE BASELINE OF THE LOWEST TACTILE CHARACTER BRAILLE CELLS AND 60" MAX. ABOVE THE FINISH FLOOR OR GROUND SURFACE, MEASURED FROM THE BASELINE OF THE HIGHEST TACTILE CHARACTER LINE RAISED CHARACTERS. 11B-703.4.1 (SEE EXCEPTION) 17. WHERE A TACTILE SIGN IS PROVIDED AT DOOR, THE SIGN SHALL BE LOCATED ALONGSIDE THE DOOR AT THE LATCH SIDE. WHERE A TACTILE SIGN IS PROVIDED AT DOUBLE DOORS WITH ONE ACTIVE LEAF, THE SIGN SHALL BE LOCATED ON THE INACTIVE LEAF. 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. 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. SIGNS CONTAINING TACTILE CHARACTERS SHALL BE LOCATED SO THAT A CLEAR FLOOR SPACE OF 18" MIN. BY 18" MIN, CENTERED ON THE TACTILE CHARACTERS, IS PROVIDED BEYOND THE ARC OF ANY DOOR SWING BETWEEN THE CLOSED POSITION AND 45 DEGREE OPEN POSITION. WHERE PERMANENT IDENTIFICATION SIGNAGE IS PROVIDED FOR ROOMS AND SPACES THEY SHALL BE LOCATED ON THE APPROACH SIDE OF THE DOOR AS ONE ENTERS THE ROOM OR SPACE. SIGNS THAT IDENTIFY EXITS SHALL BE LOCATED ON THE APPROACH SIDE OF THE DOOR AS ONE ENTERS THE ROOM OR SPACE. SIGNS THAT IDENTIFY EXITS SHALL BE LOCATED ON THE APPROACH SIDE OF THE DOOR AS ONE EXITS THE ROOM OR SPACE. 11B-703.4.2 (SEE EXCEPTION) 18. VISUAL CHARACTERS SHALL COMPLY WITH THE FOLLOWING, EXCEPT WHERE VISUAL CHARACTERS COMPLY WITH 11B-703.2 RAISED CHARACTERS AND ARE ACCOMPANIED BY BRAILLE COMPLYING WITH 11B-703.3 BRAILLE, THEY SHALL NOT BE REQUIRED TO COMPLY WITH 11B-703.5.2 THROUGH 11B-703.5.6,11B-703.5.8 AND 11B-703.5.9 ELECTRICAL: (11B-308.1.1) ELECTRICAL SWITCHES. CONTROLS AND SWITCHES INTENDED TO BE USED BY THE OCCUPANT OF A ROOM OR AREAS TO CONTROL LIGHTING AND RECEPTACLE OUTLETS, APPLIANCES OR COOLING, HEATING AND VENTILATING EQUIPMENT, SHALL COMPLY WITH SECTION 11B-308 EXCEPT THE LOW REACH SHALL BE MEASURED TO THE BOTTOM OF THE OUTLET BOX AND THE HIGH REACH SHALL BE MEASURED TO THE TOP OF THE OUTLET BOX. (11B-308.1.2) ELECTRICAL RECEPTACLE OUTLETS. ELECTRICAL RECEPTACLE OUTLETS ON BRANCH CIRCUITS OF 30 AMPERES OR LESS AND COMMUNICATION SYSTEM RECEPTACLES SHALL COMPLY WITH SECTION 11B-308 EXCEPT THE LOW REACH SHALL BE MEASURED TO THE BOTTOM OF THE OUTLET BOX AND THE HIGH REACH SHALL BE MEASURED TO THE TOP OF THE OUTLET BOX. OPERABLE PARTS: (11B-309.4) OPERATION. OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL BE 5 POUNDS MAXIMUM. JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 1/4" = 1'-0" A0.2 AC C E S S I B I L I T Y N O T E S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n ACCESSIBILITY NOTES 2DOORS4PRIVACY/UNISEX TOILET ROOM7SIGNS/PICTOGRAMS 1DOOR CLEAR SPACE3REACH REQUIREMENTS5THREDSHOLDS/LEVEL CHANGE 6PROTRUDING OBJECTS 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 A0.3 AT T A C H M E N T S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 A0.4 AT T A C H M E N T S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 A0.5 EL E V A T I O N C E R T I F I C A T E YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 A0.6 EL E V A T I O N C E R T I F I C A T E YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 A0.7 EL E V A T I O N C E R T I F I C A T E YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n 210 W 19th St 4/14/2025 DN DN 19 T H S T R E E T 19 T H S T R E E T CCLL 3' - 0 " 24 ' - 0 " TY P . 18 ' - 0 " AL L E Y A L L E Y PR O P E R T Y L I N E = 5 0 . 0 0 ' PR O P E R T Y L I N E = 5 0 . 0 0 ' PROPERTY LINE = 125.00' PROPERTY LINE = 125.00' 5' - 0 " 24 ' - 0 " TY P . 16 ' - 0 " 5' - 0 " TYP. 9' - 0" NO PARKING 123 COVERED PORCH (N) OFFICE(N) OFFICE 2,239 SF2,239 SF EXTENT OF 2ND FLOOR ABOVE 5' - 0 " SE T B A C K SE T B A C K 7' - 6"2' - 6"10' - 0"97' - 7"15' - 0"5' - 0"3' - 6"16' - 6" REAR SETBACK FRONT SETBACK SE T B A C K DEDICATION TO THE CITY VAN ACCESSIBLE PARKING TYP. 9' - 0" TYP. 9' - 0"8' - 0" 2' - 0 " O V H G . VEHICLES ACCESS PEDESTRIAN ENTRANCE ACCESSIBLE PATH OF TRAVEL MIN. 2% MI N . 2% MA X . 2% MA X . 2% MA X . 2% MAX. 2% MAX. 2% MI N . 2% MI N . 2% MIN. 2% 6' - 0"7' - 0" A1.1 1 4 3 7 5 26 6 MAX. 5% EXISTING PROPERTY LINE FUTURE PROPERTY LINE 8 10 11 12 12 12 14 13 13 13 15 1 11 2' - 1 1 " 12'-8" CLG. HGT. 12'-8" CLG. HGT. 10' - 0"5' - 0" 4 MAX. 5% FI R E S E P A R A T I O N 5' - 1 " FI R E S E P A R A T I O N 5' - 0 " 16 9 17 MAX. 2% 2. 5 % 3. 1 % (E) LANDSCAPE TO REMAIN (N) FIRE LANE PROPERTY LINE PATH OF TRAVEL. EXTERIOR ROUTE OF TRAVEL TO THE PUBLIC WAY. MAX 5% SLOPE, MAX 2.08% CROSS SLOPE AND MIN. 48" CLEAR WIDTH LOADING/UNLOADING AND ACCESSIBLE PEDESTRIAN WALKWAY STRIPPING (2% CROSS MAX. SLOPE) (N) STREET LIGHT POLE. PER CITY OF SANTA ANA STANDARDS DESIGNATED ACCESSIBLE PARKING STALL (E) PALM TREE TO REMAIN. PROTECT IN PLACE. REFER TO CIVIL DWG. 1 (N) MONUMENT SIGN2 3 (N) TRASH ENCLOSURE 4 (N) BIKE RACK 5 (N) UNATHORIZED PARKING SIGN. REFER TO 8/A1.1 6 (N) ACCESSIBLE PATH OF TRAVEL & SIGN, INDICATING PATH OF TRAVEL FROM PUBLIC WAY TO ACCESSIBLE BUILDING ENTRANCES. REFER TO... 7 8 9 10 (N) VAN ACCESSIBLE PARKING SIGN. REFER TO 5/A1.1 (N) VAN ACCESSIBLE PARKING STALLS AND LOADING MAX. 2% SLOPE IN ALL DIRECTIONS. 98" MIN. VERTICAL CLEARANCE. (N) BACKFLOW PREVENTION DEVICE FOR IRRIGATION PURPUSE PER CITY STANDARD (N) STRIPPINGS 11 (N) ACCESSIBLE PATH OF TRAVEL, 5% MAX. SLOPE AND 2% MAX. CROSS SLOPE 12 (N) CONCRETE CURB, TYP. REFER TO 10/A1.1 13 (N) COLUMN. REFER TO STRUCTURE DWG. 14 (E) CONCRETE PAVING TO REMAIN 15 REMOVE AND REPLACE EXISTING WATER METER PER STREET IMPROVEMENT PLAN (N) ENHANCED PAVING 16 GRAY HATCH INDICATES 2FT PARKING OVERHANG 17 (N) BACKFLOW DEVICE FOR THE NEW FIRE WATER SERVICE. REFER TO CIVIL DWG. JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 As indicated A1.0 PR O P O S E D S I T E P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 3/16" = 1'-0"1PROPOSED SITE PLAN 1. 2. 3. 4. 5. 6. INSTALL ONE STREETLIGHT ALONG THE PROPERTY FRONTAGE, AS NEEDED, PER APPROVED STREET IMPROVEMENT PLANS AND CITY STANDARDS WORK WILL INCLUDE CONDUIT, CONDUCTORS, STREET LIGHTS AND PEDESTAL. 2’-6” RIGHT-OF-WAY TO BE DEDICATED TO THE CITY OF SANTA ANA FOR STREET PURPOSES. THE INSTALLATION OF A NEW PARKWAY WITH DROUGHT TOLERANT LANDSCAPE PER THE CITY OF SANTA ANA PARKWAY IMPROVEMENT GUIDELINES IN THE EXISTING PARKWAY. ALL IMPROVEMENTS SHOWN ON THIS SITE PLAN WILL BE CONSTRUCTED AS NOTED, PER CITY STANDARDS AND APPROVED PLANS. THIS SITE WILL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD SANTA ANA REGION ORDER NO. R8-2009-0030 DISCHARGE REQUIREMENTS (MS4 PERMIT). RAMP SURFACES SHALL BE STABLE, FIRM & SLIP RESISTANT AND SHALL COMPLY WITH SECTION 11B-302. (11B-405.4) • • • • • • • • • • • • REPUBLIC SERVICES NOTES: DEPICT AND NOTE THE EXACT LOCATION(S) OF THE TRASH AND RECYCLING RECEPTACLES. THE PROJECT SHALL COMPLY WITH ALL REQUIREMENTS SPECIFIED IN SAMC SEC. 16-37. MINIMUM 40’ X 16’ WIDE STAGING AREA SHALL BE AVAILABLE ON SERVICE DAYS FROM 6 A.M. TO 6 P.M. MINIMUM VERTICAL CLEARANCE OF 25’ AT THE STAGING AREA FOR BIN SERVICE CLEARANCE. MINIMUM 13’ VERTICAL CLEARANCE FOR SCOUT TRUCK. PER CALGREEN, ALL COMMERCIAL ESTABLISHMENTS MUST HAVE ADEQUATE SPACE IN TRASH ENCLOSURES FOR THREE WASTE STREAMS - TRASH, RECYCLING, AND FOOD WASTE. FOOD WASTE SERVICE IS OFFERED IN 2-YARD BINS.  ALL STAGING AREAS ARE TO BE ONSITE. NO STREET STAGING IS PERMITTED. 42’ ON A 90-DEGREE TURN RADIUS ALL DRIVEWAY AND STAGING AREAS MUST BE ABLE TO SUSTAIN A MINIMUM GROSS WEIGHT OF 60,000 LBS. PER VEHICLE. MAXIMUM SIZE OF BIN SHALL BE 4 CUBIC YARDS. DEPICT THE TRASH TRUCKS’ TURNING RADIUS AT ALL PROPOSED INTERNAL CORNERS. PROVIDE COMPLETE CIRCULATION FOR TRASH TRUCKS, BACKING UP INTO THE STREETS IS NOT ALLOWED FOR SAFETY REASONS. NOTE: ALLEY PICKUP WILL BE CONSIDERED IF THERE IS EXISTING ALLEY TRASH PICKUP FOR THAT BLOCK. GENERAL NOTES SITE PLAN KEYNOTES SYMBOL LEGENDS              1 07 / 3 1 / 2 0 2 4 2N D S U B M I T T A L 2 9/ 1 6 / 2 0 2 4 3R D S U B M I T T A L 3 10 / 0 1 / 2 0 2 4 OC F A R E S U B M I T T A L 4 10 / 1 7 / 2 0 2 4 4T H S U B M I T T A L 5 11 / 0 3 / 2 0 2 4 5T H S U B M I T T A L 1. 2. 3. 4. 5. 6. 7. COVERED WALKWAYS. COVERED WALKWAYS. COVERED WALKWAYS SHALL HAVE A CLEAR HEIGHT OF NOT LESS THAN 8 FEET (2438 MM) AS MEASURED FROM THE FLOOR SURFACE TO THE CANOPY OVERHEAD. ADEQUATE LIGHTING SHALL BE PROVIDED AT ALL TIMES. COVERED WALKWAYS SHALL BE DESIGNED TO SUPPORT ALL IMPOSED LOADS. THE DESIGN LIVE LOAD SHALL BE NOT LESS THAN 150 PSF (7.2 KN/M2) FOR THE ENTIRE STRUCTURE. (CBC 3306.7) EXCEPTION: EXCEPTION: ROOFS AND SUPPORTING STRUCTURES OF COVERED WALKWAYS FOR NEW, LIGHT-FRAME CONSTRUCTION NOT EXCEEDING TWO STORIES ABOVE GRADE PLANE ARE PERMITTED TO BE DESIGNED FOR A LIVE LOAD OF 75 PSF (3.6KN/M2) OR THE LOADS IMPOSED ON THEM, WHICHEVER IS GREATER. IN LIEU OF SUCH DESIGNS, THE ROOF AND SUPPORTING STRUCTURE OF A COVERED WALKWAY ARE PERMITTED TO BE CONSTRUCTED AS FOLLOWS: FOOTINGS SHALL BE CONTINUOUS 2-INCH BY 6-INCH (51 MM BY 152 MM) MEMBERS. POSTS NOT LESS THAN 4 INCHES BY 6 INCHES (102 MM BY 152 MM) SHALL BE PROVIDED ON BOTH SIDES OF THE ROOF AND SPACED NOT MORE THAN 12 FEET (3658 MM) ON CENTER. STRINGERS NOT LESS THAN 4 INCHES BY 12 INCHES (102 MM BY 305 MM) SHALL BE PLACED ON EDGE UPON THE POSTS. JOISTS RESTING ON THE STRINGERS SHALL BE NOT LESS THAN 2 INCHES BY 8 INCHES (51 MM BY 203 MM) AND SHALL BE SPACED NOT MORE THAN 2 FEET (610 MM) ON CENTER. THE DECK SHALL BE PLANKS NOT LESS THAN 2 INCHES (51MM) THICK OR WOOD STRUCTURAL PANELS WITH AN EXTERIOR EXPOSURE DURABILITY CLASSIFICATION NOT LESS THAN 23/32 INCH (18.3 MM) THICK NAILED TO THE JOISTS. EACH POST SHALL BE KNEE BRACED TO JOISTS AND STRINGERS BY MEMBERS NOT LESS THAN 2 INCHES BY 4 INCHES (51 MM BY 102 MM); 4 FEET (1219 MM) IN LENGTH. A CURB THAT IS NOT LESS THAN 2 INCHES BY 4 INCHES (51 MM BY 102 MM) SHALL BE SET ON EDGE ALONG THE OUTSIDE EDGE OF THE DECK. REPAIR, MAINTENANCE AND REMOVAL. REPAIR, MAINTENANCE AND REMOVAL. PEDESTRIAN PROTECTION REQUIRED BY THIS CHAPTER SHALL BE MAINTAINED IN PLACE AND KEPT IN GOOD ORDER FOR THE ENTIRE LENGTH OF TIME PEDESTRIANS ARE SUBJECT TO BEING ENDANGERED. THE OWNER OR THE OWNER’S AUTHORIZED AGENT, ON COMPLETION OF THE CONSTRUCTION ACTIVITY, SHALL IMMEDIATELY REMOVE WALKWAYS, DEBRIS AND OTHER OBSTRUCTIONS AND LEAVE SUCH PUBLIC PROPERTY IN AS GOOD A CONDITION AS IT WAS BEFORE SUCH WORK WAS COMMENCED. (CBC 3306.8) ADJACENT TO EXCAVATIONS. ADJACENT TO EXCAVATIONS. EVERY EXCAVATION ON A SITE LOCATED 5 FEET (1524 MM) OR LESS FROM THE STREET LOT LINE SHALL BE ENCLOSED WITH A BARRIER NOT LESS THAN 6 FEET (1829 MM) IN HEIGHT. WHERE LOCATED MORE THAN 5 FEET (1524 MM) FROM THE STREET LOT LINE, A BARRIER SHALL BE ERECTED WHERE REQUIRED BY THE BUILDING OFFICIAL. BARRIERS SHALL BE OF ADEQUATE STRENGTH TO RESIST WIND PRESSURE AS SPECIFIED IN CHAPTER 16. (CBC 3306.9) 1. 2. 3. 4. 5. 6. PROTECTION REQUIRED. PROTECTION REQUIRED. PEDESTRIANS SHALL BE PROTECTED DURING CONSTRUCTION, REMODELING AND DEMOLITION ACTIVITIES AS REQUIRED BY THIS CHAPTER AND TABLE 3306.1. SIGNS SHALL BE PROVIDED TO DIRECT PEDESTRIAN TRAFFIC. (CBC 3306.1) WALKWAYS. WALKWAYS. A WALKWAY SHALL BE PROVIDED FOR PEDESTRIAN TRAVEL IN FRONT OF EVERY CONSTRUCTION AND DEMOLITION SITE UNLESS THE APPLICABLE GOVERNING AUTHORITY AUTHORIZES THE SIDEWALK TO BE FENCED OR CLOSED. A WALKWAY SHALL BE PROVIDED FOR PEDESTRIAN TRAVEL THAT LEADS FROM A BUILDING ENTRANCE OR EXIT OF AN OCCUPIED STRUCTURE TO A PUBLIC WAY. WALKWAYS SHALL BE OF SUFFICIENT WIDTH TO ACCOMMODATE THE PEDESTRIAN TRAFFIC, BUT SHALL BE NOT LESS THAN 4 FEET (1219 MM) IN WIDTH. WALKWAYS SHALL BE PROVIDED WITH A DURABLE WALKING SURFACE. WALKWAYS SHALL BE ACCESSIBLE IN ACCORDANCE WITH CHAPTER 11A OR 11B AS APPLICABLE, AND SHALL BE DESIGNED TO SUPPORT ALL IMPOSED LOADS, AND THE DESIGN LIVE LOAD SHALL BE NOT LESS THAN 150 POUNDS PER SQUARE FOOT (PSF) (7.2 KN/M2). (CBC3306.2) DIRECTIONAL BARRICADES. DIRECTIONAL BARRICADES. PEDESTRIAN TRAFFIC SHALL BE PROTECTED BY A DIRECTIONAL BARRICADE WHERE THE WALKWAY EXTENDS INTO THE STREET. THE DIRECTIONAL BARRICADE SHALL BE OF SUFFICIENT SIZE AND CONSTRUCTION TO DIRECT VEHICULAR TRAFFIC AWAY FROM THE PEDESTRIAN PATH. (CBC 3306.3) CONSTRUCTION RAILINGS. CONSTRUCTION RAILINGS. CONSTRUCTION RAILINGS SHALL BE NOT LESS THAN 42 INCHES (1067 MM) IN HEIGHT AND SHALL BE SUFFICIENT TO DIRECT PEDESTRIANS AROUND CONSTRUCTION AREAS. (CBC 3306.4) BARRIERS. BARRIERS. BARRIERS SHALL BE NOT LESS THAN 8 FEET (2438 MM) IN HEIGHT AND SHALL BE PLACED ON THE SIDE OF THE WALKWAY NEAREST THE CONSTRUCTION. BARRIERS SHALL EXTEND THE ENTIRE LENGTH OF THE CONSTRUCTION SITE. OPENINGS IN SUCH BARRIERS SHALL BE PROTECTED BY DOORS THAT ARE NORMALLY KEPT CLOSED. (CBC 3306.5) BARRIER DESIGN. BARRIER DESIGN. BARRIERS SHALL BE DESIGNED TO RESIST LOADS REQUIRED IN CHAPTER 16 UNLESS CONSTRUCTED AS FOLLOWS: BARRIERS SHALL BE PROVIDED WITH 2-INCH BY 4-INCH (51MM BY 102 MM) TOP AND BOTTOM PLATES. THE BARRIER MATERIAL SHALL BE BOARDS NOT LESS THAN 3/4-INCH (19.1 MM) THICK OR WOOD STRUCTURAL PANELS NOT LESS THAN 1/4-INCH (6.4 MM) THICK. WOOD STRUCTURAL USE PANELS SHALL BE BONDED WITH AN ADHESIVE IDENTICAL TO THAT FOR EXTERIOR WOOD STRUCTURAL USE PANELS. WOOD STRUCTURAL USE PANELS 1/4 INCH (6.4 MM) OR 5/16 INCH (23.8 MM) IN THICKNESS SHALL HAVE STUDS SPACED NOT MORE THAN 2 FEET (610 MM) ON CENTER. WOOD STRUCTURAL USE PANELS 3/8 INCH (9.5 MM) OR 1/2 INCH (12.7 MM) IN THICKNESS SHALL HAVE STUDS SPACED NOT MORE THAN 4 FEET (1219 MM) ON CENTER PROVIDED THAT A 2-INCH BY 4-INCH (51 MM BY 102 MM) STIFFENER IS PLACED HORIZONTALLY AT MID-HEIGHT WHERE THE STUD SPACING IS GREATER THAN 2 FEET (610 MM) ON CENTER. WOOD STRUCTURAL USE PANELS 5/8 INCH (15.9 MM) OR THICKER SHALL NOT SPAN OVER 8 FEET (2438 MM). (CBC 3306.6) PEDESTRIANS PROTECTION NOTES 5 5 5 210 W 19th St 4/14/2025 DN (N) VAN ACCESSIBLE PARKING SIGN. REFER TO 5/AD1 2% MAX. IN ANY DIRECTION NO PARKING 12" HIGH LETTERS PAINTED WHITE 2% MAX. IN ANY DIRECTION 2% MAX. IN ANY DIRECTION A1.1 2 9' - 0"1' - 0"9' - 0"9' - 0"8' - 0" 4' - 0" VAN ACCESSIBLE PARKING 3' - 0 " (N) 6" CONCRETE CURB 9/A1.1 18 ' - 0 " 4" STRIPPING PAINTED BLUE WALL MOUNTED ACCESSIBLE PATH OF TRAVEL SIGN UNAUTHORIZED PARKING SIGN REFER TO 8/A1.1 2% MAX SLOPE 1'-4" 4" 2" 4" 2" 1' - 4 " 6' - 8 " MIN. FINE $250 VAN ACCESSIBLE STALL SIGN INTERNATIONAL SYMBOL OF ACCESSIBILITY PROVIDE AT EACH VAN ACCESSIBILE PARKING STALL ADDITIONAL SIGN SHALL STATE "MINIMUM FINE $250." 1-1/2" STD. GALV. STEEL POLE EMBED 24" CENTERED IN CONCRETE PIER FINISH GRADE 30"X10" CONCRETE PIER W/PIPE 24" INTO CONCRETE 3"MI N . SIGN: INTERNATIONAL ACCESSIBILITY SYMBOL, PER C.B.C. COLORS: WHITE SYMBOL AND BORDER ON BLUE BACKGROUND FOR SIGN. BACKGROUND SQUARE PAINTED 2 COATS BLUE HWY. PAINT. SYMBOL PAINTED 2 COATS WHITE HWY. PAINT 6" SQ. AT DOOR SIGN 3' - 0 " S Q . A T P A R K I N G S T A L L 4" 3" 1' - 0 " 2" VARIABLE CURB HEIGHTS EQUAL 6'' CURB FACE PLUS A.C. PAVING PLUS BASE THICKNESS. NOTE: EXPOSED SURFACES OF CURB TO BE TROWELED SMOOTH. INSTALL CONTROL JOINTS AT 30'-0'' O.C. MAX. 1/4" RAD. LANDSCAPE AGGREGATE BASE GRADE 1/4" R. (TYP.) #4 BAR CONT. T/B 1/4" RAD. (TYP.) PLANTING AREA MI N . #4 BARS @ 24" O.C. EA. WAY CROSS SLOPE OF WALK SHALL NOT EXCEED 1/4" PER FOOT. CONC. GUTTER (WHERE OCCURS, REFER TO CIVIL #4 BAR CONT. T/B 4" THK. CONC. WALK W/MEDIUM BROOM FINISH O/ COMPACTED SOIL PAVING & BASE PER PLAN 3" 3" 6" 6" 8" 1' - 0 " INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE POSTED AT ENTRANCES AND FACILITIES ACCESSIBLE AND USABLE BY INDIVIDUALS WITH POSTED ON LATCH SIDE OF DOOR MOUNTED 60" ABOVE FINISH FLOOR WITH CHARACTERS AND NUMBERS MINIMUM 3" IN HEIGHT. SHALL CONSIST OF A WHITE FIGURE ON A BLUE BACKGROUND. 4" 3" 4" (Address) WILL BE CLAIMED AT OR BY TELEPHONING (Telephone Number) UNAUTHORIZED VEHICLES PARKED 4" 1' - 2 " 6" 2' - 2 " 1' - 1 0 " M I N . 2' - 0 " 4' - 0 " 1'-5" MIN. 1'-0" PARKING SIGN SHALL READ:PARKING SIGN SHALL READ: "UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACECARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITOES WILL BE TOWED AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE CLAIMED AT (ADDRESS) OR BY TELEPHONE (TELEPHONE NUMBER)". ALL LETTERING SHALL BE A MINIMUM OF 1" IN HEIGHT APPROPRIATE INFORMATION SHALL BE ADDED TO SIGN 2" x 3" x 3/16" GALV. STEEL TUBE AND PAINTED, CAP TUBE END. FINISH GRADE / PAVEMENT CONCRETE FOOTING IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT OWNER'S EXPENSE TOWED VEHICLES JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 As indicated A1.1 EN L A R G E D S I T E P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 3/8" = 1'-0"1ENLARGED PARKING SCALE 1" = 1'-0"5ADA PARKING SIGN SCALE 6" = 1'-0"2ADA PARKING SIGN SIGNAGE 10SCALE: 11/2" = 1'-0" CONCRETE CURB @ SIDEWALK 9SCALE: 1-1/2" = 1'-0"              1 07 / 3 1 / 2 0 2 4 2N D S U B M I T T A L 2 9/ 1 6 / 2 0 2 4 3R D S U B M I T T A L 3 10 / 0 1 / 2 0 2 4 OC F A R E S U B M I T T A L 4 10 / 1 7 / 2 0 2 4 4T H S U B M I T T A L SCALE 6" = 1'-0"4ACCESSIBLE SIGN @ ENTRY SCALE 1" = 1'-0"8UNAUTHORIZED PARKING SIGN CONCRETE CURB @ SIDEWALK 210 W 19th St 4/14/2025 DN DN 1235674 A B1 B E 9' - 0 " 6' - 9 " 13 ' - 6 " 9' - 6 " 4' - 0"27' - 0"19' - 9"15' - 10"12' - 5"12' - 5"6' - 2" D 60' - 5" 38 ' - 9 " 2 A5.1 1 A5.1 PORCHPORCH REAR ENTRANCE FRONT ENTRANCE EGRESS STAIRCASE 2EGRESS STAIRCASE 2 EGRESS STAIRCASE 1EGRESS STAIRCASE 1 10' - 8"9' - 1"7' - 6"10' - 6"10' - 6"12' - 2" 16 ' - 2 " 11 ' - 7 " 11 ' - 6 " 39 ' - 3 " 2' - 0"33' - 0"32' - 4"20' - 2" 3' - 7"10' - 6"10' - 6"7' - 10"12' - 7"7' - 7" AD1 22 A5.2 2 6' - 1 0 " 4' - 0 " 11 ' - 0 " 16 ' - 1 0 " C 3A 4' - 0 " 8' - 6 " 4' - 0 " 20 ' - 2 " 2' - 0 " 1 1 2 1 1 2 1 1 TRASH ENCLOSURETRASH ENCLOSURE 1 1 2 11 1 3 8' - 8 " 7' - 6 " 1' - 6" A5.2 7 11 9 8 6 5 5 10 11 1/2" 1/ 2 " 9'-0" CLG. 4 4 4 15 3 4 OPEN OFFICE 1OPEN OFFICE 1 3 5 8'-0" CLG. UNISEX 1UNISEX 1 2 1 1/ 2 " 6 1/2" 1 48x48 CLEAR. 60x60 CLEAR. 7 6 7 48x48 CLEAR. 60x60 CLEAR. 48x48 CLEAR. 48x48 CLEAR. 60 x 6 0 C L E A R . 60 x 6 0 C L E A R . 6 7 5' - 2" 7 1 CLASSIFICATION OCCUPANTS PER SEX WATER CLOSETS MALE FEMALE LAVATORIES MALE FEMALE OFFICE 1, OFFICE 2 13.8 1 1 1 1 OCC. LOAD 29.6 REQUIREDREQUIRED CLASSIFICATION OCCUPANTS PER SEX WATER CLOSETS MALE FEMALE LAVATORIES MALE FEMALE OFFICE 1, OFFICE 2 13.8 1 1 1 1 OCC. LOAD 29.6 PROVIDEDPROVIDED 1-HR FIRE RATED WALL. REFER TO 1/AD3 (N) 2x WOOD STUD WALL TEMPERED GLASS 1 2 (N) STRUCTURE COLUMN. REFER TO STRUCTURE DWG. 3 4 (N) BIKE RACK 5 (N) ISA SIGN AT 60 AF.F PER NOTE ON SHEET A0.026 (N) TACTILE EXIT SIGN. REFER TO DETAIL 1/AD17 DASHLINE INDICATES AWNING ABOVE8 METAL GATE WITH PRE-FIN. CORRUGATED METAL PANELS9 DASHLINE INDICATES ROOFLINE ABOVE (N) AC OUTDOOR UNIT. REFER TO MECHANICAL DWG. (N) CONCRETE SLAB (N) ACCESSIBLE PATH OF TRAVEL 5% MAX SLOPE, 2% MAX CROSS SLOPE DASHLINE INDICATES 2ND LEVEL ABOVE 10 11 (N) AWNING12 (N) ASPHALT SHINGLE ROOF COVERING SYSTEM PER ICC-ESR-3267, MANUFACTURE: OAKRIDGE SHINGLE, ESTATE GRAY LAMINATED ARCHITECTURAL ROOF SHINGLES CLASS "A" OR BETTER. ROOF COVERING OVER FLASHING OVER 2 LAYERS OF #15 ROOF FELT OVER 1/2" CDX PLYWOOD SHEATHING. 13 (N) ATTIC ACCESS LADDER14 (N) 400AMP ELECTRICAL PANEL15 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 As indicated A2.1 PR O P O S E D F I R S T FL O O R P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 1/4" = 1'-0"1PROPOSED 1ST FLOOR PLAN 1. 2. 3. 4. 5. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. CBC SECTION 1013.1, EXIT DOORS SHALL BE MARKED SO THAT THEY ARE READILY DISTINGUISHABLE FROM THE ADJACENT CONSTRUCTION. THE FLOOR OR LANDING AT EACH SIDE OF AN EXIT DOOR SHALL BE LEVEL AND HAVING A LENGTH IN THE DIRECTION OF THE DOOR SWING OF AT LEAST 60” AND THE LENGTH OPPOSITE THE DIRECTION OF DOOR SWING OF 48” AS MEASURED AT RIGHT ANGLES TO THE PLANE OF THE DOOR IN THE CLOSED POSITION. CBC SECTION 11B-404.2.4.4 CBC SECTION 11B-404.2.7, HAND-ACTIVATED DOOR OPENING HARDWARE SHALL BE CENTERED BETWEEN 34” AND 44” ABOVE THE FLOOR. LATCHING AND LOCKING DOORS THAT ARE HAND ACTIVATED AND WHICH ARE IN A PATH OF TRAVEL SHALL BE OPERABLE WITH A SINGLE EFFORT BY LEVER-TYPE HARDWARE, BY PANIC BARS, PUSH-PULL ACTIVATING BARS, OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP THE OPENING HARDWARE. LOCKED EXIT DOORS SHALL OPERATE AS ABOVE IN EGRESS DIRECTION. CBC SECTION 11B404.2.9 NOTE ON THE DRAWINGS: “MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT EXCEED 5 POUNDS FOR EXTERIOR DOORS AND INTERIOR DOORS, SUCH PULL OR PUSH EFFORT BEING APPLIED AT RIGHT ANGLES TO HINGED DOORS AND AT THE CENTER PLACE OF SLIDING OR FOLDING DOORS. COMPENSATING DEVICES OR AUTOMATIC DOOR OPERATORS MAY BE UTILIZED TO MEET THE ABOVE STANDARDS. WHEN FIRE DOORS ARE REQUIRED, THE MAXIMUM EFFORT TO OPERATE THE DOOR MAY BE INCREASED TO THE MINIMUM ALLOWABLE BY THE APPROPRIATE ADMINISTRATIVE AUTHORITY, NOT TO EXCEED 15 POUNDS. A.D.A. NOTESPLUMBING FIXTURE CALC.              1 07 / 3 1 / 2 0 2 4 2N D S U B M I T T A L 2 9/ 1 6 / 2 0 2 4 3R D S U B M I T T A L 3 10 / 0 1 / 2 0 2 4 OC F A R E S U B M I T T A L 4 10 / 1 7 / 2 0 2 4 4T H S U B M I T T A L 5 11 / 0 3 / 2 0 2 4 5T H S U B M I T T A L FUNCTION OF SPACE AREA GROUP FACTOR OCCUPANTS OPEN OFFICE 2 2917 SF B 150 19.4 OPEN OFFICE 1 1601 SF B 150 10.7 OCCUPANTS TOTAL 30.1 OCCUPANT LOAD SYMBOL LEGENDSKEYNOTES 1. A. B. C. WALL, FLOOR AND CEILING SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS IN CBC TABLE 803.13 INTERIOR WALL AND CEILING FINISH MATERIALS TESTED IN ACCORDANCE WITH ASTM E84 INTERIOR WALL AND CEILING FINISH MATERIALS TESTED IN ACCORDANCE WITH ASTM E84 OR UL 723. OR UL 723. INTERIOR WALL AND CEILING FINISH MATERIALS SHALL BE CLASSIFIED IN ACCORDANCE WITH ASTM E84 OR UL 723. SUCH INTERIOR FINISH MATERIALS SHALL BE GROUPED IN THE FOLLOWING CLASSES IN ACCORDANCE WITH THEIR FLAME SPREAD AND SMOKE-DEVELOPED INDICES. (CBC 2022 - SECTION 803.1.2) CLASS A = FLAME SPREAD INDEX 0–25; SMOKE-DEVELOPED INDEX 0–450. CLASS B = FLAME SPREAD INDEX 26–75; SMOKE DEVELOPED INDEX 0–450. CLASS C = FLAME SPREAD INDEX 76–200; SMOKE-DEVELOPED INDEX 0–450. EXCEPTION: EXCEPTION: MATERIALS TESTED IN ACCORDANCE WITH SECTION 803.1.1 AND AS INDICATED IN SECTIONS 803.1.3 THROUGH 803.13. 2. FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS AND SMOKE PARTITIONS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE EFFECTIVELY AND PERMANENTLY IDENTIFIED WITH SIGNS OR STENCILING. SUCH IDENTIFICATION SHALL: BE LOCATED IN ACCESSIBLE CONCEALED FLOOR, FLOOR-CEILING OR ATTIC SPACES; BE LOCATED WITHIN 15 FEET OF THE END OF EACH WALL AND AT INTERVALS NOT EXCEEDING 30 FEET MEASURED HORIZONTALLY ALONG THE WALL/PARTITION; AND INCLUDE LETTERING NOT LESS THAN 3 INCH IN HEIGHT WITH A MINIMUM 3/8 INCH STROKE, INCORPORATING THE SUGGESTED WORDING: "FIRE AND/OR SMOKE BARRIER- PROTECT ALL OPENINGS," OR OTHER WORDING. GENERAL NOTES 5 210 W 19th St 4/14/2025 1235674 4' - 0"27' - 0"19' - 9"15' - 10"24' - 10"6' - 2" A B1 B E 9' - 0 " 6' - 9 " 3' - 8 " 9' - 1 0 " 9' - 6 " D 2 A5.1 1 A5.1 97' - 7" 9' - 2"8' - 6"9' - 4"4' - 0"23' - 4"10' - 6"10' - 6"12' - 2" 38 ' - 9 " 8' - 1 " 8' - 2 " 7' - 0 " 4' - 0 " 4' - 0 " 7' - 6 " 16 ' - 3 " 22 ' - 6 " 13' - 2"10' - 6"18' - 10"10' - 6"10' - 6"7' - 10"12' - 7"7' - 6" 71' - 4"20' - 1"3' - 2" 6' - 1 1 " 4' - 0 " 6' - 1 0 " 3' - 0 " 3' - 6 " 4' - 0 " 4' - 0 " 3' - 6 " 3' - 0 " AD1 6 C 3A 38 ' - 9 " 1 7 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 11 1 EGRESS STAIRCASE 2EGRESS STAIRCASE 2 EGRESSEGRESS STAIRCASE 1STAIRCASE 1 UNISEX 2UNISEX 2 OPEN OFFICE 2OPEN OFFICE 2 A5.2 8 A5.2 3 111 8 10 10 12 4: 1 2 4:12 4:12 13 13 9'-0" CLG. 8'-0" CLG.14 7 7 5' - 0" 9 1-HR FIRE RATED WALL. REFER TO 1/AD3 (N) 2x WOOD STUD WALL TEMPERED GLASS 1 2 (N) STRUCTURE COLUMN. REFER TO STRUCTURE DWG. 3 4 (N) BIKE RACK 5 (N) ISA SIGN AT 60 AF.F PER NOTE ON SHEET A0.026 (N) TACTILE EXIT SIGN. REFER TO DETAIL 1/AD17 DASHLINE INDICATES AWNING ABOVE8 METAL GATE WITH PRE-FIN. CORRUGATED METAL PANELS9 DASHLINE INDICATES ROOFLINE ABOVE (N) AC OUTDOOR UNIT. REFER TO MECHANICAL DWG. (N) CONCRETE SLAB (N) ACCESSIBLE PATH OF TRAVEL 5% MAX SLOPE, 2% MAX CROSS SLOPE DASHLINE INDICATES 2ND LEVEL ABOVE 10 11 (N) AWNING12 (N) ASPHALT SHINGLE ROOF COVERING SYSTEM PER ICC-ESR-3267, MANUFACTURE: OAKRIDGE SHINGLE, ESTATE GRAY LAMINATED ARCHITECTURAL ROOF SHINGLES CLASS "A" OR BETTER. ROOF COVERING OVER FLASHING OVER 2 LAYERS OF #15 ROOF FELT OVER 1/2" CDX PLYWOOD SHEATHING. 13 (N) ATTIC ACCESS LADDER14 (N) 400AMP ELECTRICAL PANEL15 ENTRY DOOR EXTERIORA SINGLE PANEL INTERIORB SINGLE HUNG WINDOW EXTERIORA SEE SCHEDULE SEE SCHEDULE SE E S C H E D U L E VA R I E S SE E S C H E D U L E SE E S C H E D U L E SEE SCHEDULE JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 As indicated A2.2 PR O P O S E D S E C O N D FL O O R P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 1/4" = 1'-0"1PROPOSED SECOND FLOOR PLAN SYMBOL LEGENDSDOOR AND WINDOW TYPES              1 07 / 3 1 / 2 0 2 4 2N D S U B M I T T A L 2 9/ 1 6 / 2 0 2 4 3R D S U B M I T T A L 3 10 / 0 1 / 2 0 2 4 OC F A R E S U B M I T T A L 4 10 / 1 7 / 2 0 2 4 4T H S U B M I T T A L DOOR SCHEDULE NUMBER TYPE SIZE MATERIAL DESCRIPTION 1 A 3'-0" x 8'-0"WOOD FRAME, GLASS PANELLED FRONT ENTRANCE 2 A 3'-0" x 8'-0"WOOD FRAME, GLASS PANELLED STAIRCASE 1, 1-HR FIRE RATED, TEMPERED GLASS 3 A 3'-0" x 8'-0"WOOD FRAME, GLASS PANELLED SIDE ENTRANCES, 1-HR FIRE RATED, TEMPERED GLASS 4 A 3'-0" x 8'-0"WOOD FRAME, GLASS PANELLED STAIRCASE 2, 1-HR FIRE RATED, TEMPERED GLASS 5 B 3'-0" x 8'-0"WOOD FRAME, HOLLOW CORE UNISEX 1 6 C (2) 5'-3"x5'-0"CORRUGATED METAL PANELS TRASH ENCLOSURE 7 A 3'-0" x 8'-0"WOOD FRAME, GLASS PANELLED STAIRCASE 1, 1-HR FIRE RATED, TEMPERED GLASS 8 B 3'-0" x 8'-0"WOOD FRAME, HOLLOW CORE UNISEX 2 9 A 3'-0" x 8'-0"WOOD FRAME, GLASS PANELLED STAIRCASE 2, 1-HR FIRE RATED, TEMPERED GLASS WINDOW SCHEDULE NUMBER TYPE COUNT SIZE HEAD HEIGHT MATERIAL U-VALUE SHGC DESCRIPTION 1 A 28 3'-6"x6'-0"8' - 10"DOUBLE GLAZE 0.46 0.22 2 A 2 3'-0"x6'-0"8' - 10"DOUBLE GLAZE 0.46 0.22 1. 2. 3. 4. 5. 6. 7. 8. 1. 2. 3. 4. 5. 6. DOOR: EXIT SIGNS SHALL BE 6" MINIMUM HIGH LETTERS ON CONTRASTING BACKGROUND LOCATED ABOVE EXITS. DOOR HARDWARE SHALL BE MOUNTED AT 34" - 44" ABOVE FLOOR LEVEL. PROVIDE LEVER TYPE HARDWARE, PANIC BARS, PUSH-PULL ACTIVATING BARS OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP THE OPENING HARDWARE THRESHOLD SHALL BE NO HIGHER THAN 1/2" ABOVE THE FLOORING EDGES TO BE BEVELED WITH A SLOPE NO GREATER THAN 1:2 IF THICKER THAN 1/2" ALL GLAZING WITHIN 12" OF DOOR AND 18" ABOVE FLOOR SHALL BE TEMPERED DOOR OPERATIONS: ALL EXIT DOORS SHALL BE OPENABLE FROM INSIDE WITHOUT KEY SPECIAL KNOWLEDGE OR EFFORT. THE UNLATCHING ENY EXIT DOOR SHALL NOT REQUIRE MORE THAN ONE OPERATION. LOCKS AND LATCHES: THE LOOKING DEVICE FOR THE MAIN EXTERIOR EXIT DOOR(S) SHALL BE READILY DISTINGUISHABLE AS LOCKED. DOOR SHALL ALSO HAVE A VISIBLE SIGN STATING: "THIS DOOR TO REAMIN UNLOCKED WHEN BUILDING IS OCCUPIED." THE SIGN SHALL BE IN LETTERS ONE INCH HIGH ON CONTRASTING BACKGROUND (ABOVE THE DOOR; POSTED ON THE EGRESS SIDE OR ADJACENT TO THE DOOR WINDOW: GLASS AND GLAZING SHALL COMPLY WITH CBC CHAPTER 24 GLASS AND GLAZING SUBJECT TO HUMAN IMPACT SHALL COMPLY WITH THE REQUIREMENTS OF CBC SECTION 2406 AND TABLES 24-C AND 24-D GLASS SHALL BE FIRMLY SUPPORTED ON ALL FOUR EDGES (CBC 2401.1) FIELD MEASURE ALL OPENINGS PRIOR TO FABRICATION SAFETY GLAZING IS REQUIRED FOR GLAZING IN DOORS, WINDOWS WITHIN 24" OF DOOR, WITHIN 18" OF THE FLOOR, OR WITHIN 36" OF WALKING SURFACES MEASURED HORIZONTALLY. ALL SAFETY GLAZING SHALL COMPLY WITH IMPACT TEST IN ACCORDANCE WITH CPSC 16 CFR PART 1201 GENERAL NOTESDOOR AND WINDOW SCHEDULES KEYNOTES 4 210 W 19th St 4/14/2025 DN DN 1235674 A B1 B E D 2 A5.1 1 A5.1 TRASH ENCLOSURE COVERED PORCH EGRESS STAIRCASE 2 EGRESS STAIRCASE 1 TD1 TD2 TD3 E-1 E-2 C 3A 42'-3" DISTANCE BETWEEN EXIT DOORS 63'-9" DISTANCE BETWEEN AREA SERVED E-3 E-4 EXIT SIGN. REFER TO 1/AD1 EXIT PATH OF EGRESS EXIT -- 12" EXIT TAG No. OF OCCUPANTS EXITING PROVIDED WIDTH OF COMPONENT OCCUPANCY WITHOUTH SPRINKLER SYSTEM (feet) WITH SPRINKLER SYSTEM (feet) A,E,F-1,M,R,S-1 200 250 I-1 NOT PERMITED 250 H-2 200 300 H-3 300 400 H-4 75 H-5 100 I-2, I-3, I-4 150 B 175 F-2, S-2, U 200 H-1 200 NOT PERMITED NOT PERMITED NOT PERMITED NOT PERMITED NOT PERMITED NOT PERMITED JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated A2.3 FI R S T F L O O R ME A N S O F E G R E S S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 FIRST FLOOR MEANS OF EGRESS 1SCALE: 1/4" = 1'-0" TD1 -> E-2 (16'-6" + 36'-3") = 52'-9" < 300' TD2 -> E-1 (8'-6" + 19'-4") = 27'-10" < 300' E-2 (14'-3" + 36'-3") = 50'-6" < 300' TD3 -> E-1 (25'-10" + 2'-4") = 28'-2) <300' E-2 (31'-3") = 31'-3" < 300' ALL NEW TRAVEL DISTANCES ARE LESS THAN 300' SYMBOL LEGENDSMEANS OF EGRESS NOTES TABLE 1016.2: EXIT ACCESS TRAVEL DISTANCE DOORS DISTANCES E-1 TO E-2 = 42'-3" DIAGONAL AREA OF SERVICE = 63'-9" THE MINIMUN SEPARATION BETWEEN REQUIRED EXIT ACCESS DOORS OR EXITS SHALL BE EQUAL OR GREATER THAN 1/2 THE DIAGONAL OF THE SPACE OR FLOOR IT SERVES IN NOT SPRINKLER BUILDINGS. PROPOSED DISTANCES BETWEEN DOORS ARE GREATER THAN MINIMUM REQUIRED. 1. ALL MEANS OF EGRESS DOORS SHALL COMPLY WITH THE REQUIREMENTS OF SECTION 1010.1. THE FORCE FOR PUSHING OR PULLIING OPEN INTERIOR SWINGING EGRESS DOORS, OTHER THAN FIRE DOORS, SHALL NOT EXCEED 5 POUNDS. FOR OTHER SWINGING DOORS, AS WELL AS SLIDING AND FOLDING DOORS, THE DOOR LATCH SHALL RELEASE WHEN SUBJECTED TO A 15-POUND FORCE. THE DOOR SHALL BE SET IN MOTION WHEN SUBJECTED TO A 30-POUND FORCE. THE DOOR SHALL SWING TO A FULL OPEN POSITIONWHEN SUBJECTED TO A 15-POUND FORCE. REVOLVING AND SLIDING DOORS MAY BE USED IN OTHER THAN GROUP H OCCUPANCIES AS EGRESS DOORS ONLY IF ALL OF THE REQUIREMENTS OF SECTION 1010.1.4.1 AND SECTION 1010.1.4.3, RESPECTIVELY, ARE MET. 2. SHOW CLEARLY THAT PANIC AND FIRE EXIT HARDWARE, WHERE INSTALLED ON DOORS IN THIS BUILDING. SATISFY THE FOLLOWING: (1008.1.10) A. THE ACTUATING PORTION OF THE RELEASING DEVISE SHALL EXTEND AT LEAST ONE-HALF OF THE DOOR LEAF WIDTH. B. THE MAXIMUM UNLATCHING FORCE DOES NOT EXCEED 15-POUND C. PIVOTED OR BALANCED DOORS SHALL BE OF THE PUSH-PAD TYPE WHERE PANIC HARDWARE IS REQUIRED, AND THE PAD SHALL NOT EXTEND ACROSS MORE THAN ON HALF OF THE FLOOR WIDTH, MEASURED FROM THE LATCH SIDE. D. PANIC HARDWARE IS LISTED IN ACCORDANCE WITH UL 305. E. FIRE EXIT HARDWARE IS LISTED IN ACCORDANCE WITH UL 10C AND UL 305 3. EXIT SIGN SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. INTERNALLY ILLUMINATED EXIT SIGNS SHALL BE LISTED AND LABLED IN ACCORDANCE WITH UL 924 AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND CHAPTER 27. EXTERNALLY ILLMINATED EXITS SIGNS SHALL COMPLY WITH THE GRAPHICS AND POWER SOURCE REQUIREMENTS IN SECTIONS 1013.6.1 AND 1011.6.3, RESPECTIVELY. WHEN THE FACE OF AN EXIT SIGN IS ILLUMINATED FROM AN EXTERNAL SOURCE, IT SHALL HAVE AN INTENSITY OF NOT LESS THAN 5-FOOTCANDLE (54LUX). (1013.3). 4. ANY TIME A BUILDING OR A PORTION OF A BUILDING IS OCCUPIED, THE MEANS OF EGRESS SERVING THE OCCUPIED PORTION SHALL BE ILLUMINATED AT AN INTENSITY OF NOT LESS THEN 1-FOOTCANDLE (11LUX) AT THE WALKING SURFACE LEVEL.. 5. THE POWER SUPPLY FOR MEANS OF EGRESS ILLUMINATION SHALL BE PROVIDED BY THE PERMISE'S ELECTRICAL SUPPLY. IN THE EVENT OF POWER SUPPLY FAILURE, ILLUMINATION SHALL BE AUTOMATICALLY PROVIDED FROM AN EMERGENCY SYSTEM FOR THE FOLLOWING AREAS: A. AISLES AND UNENCLOSED EGRESS STAIWAYS IN ROOMS AND SPACES THAT REQUIRE TWO OR MORE MEANS OF EGRESS. B. CORRIDORS, INTERIOR EXIT STAIRWAYS AND RAMPS, AND EXIT PASSAGEWAYS IN BUILDINGS REQUIRED TO HAVE TWO ORE MORE EXITS. C. EXTERIOR EGRESS COMPONENTS AT OTHER THAT THE LEVEL OF EXIT DISCHARGE UNTIL EXIT DISCHARGE IS ACCOMPLISHED FOR BUILDINGS REQUIRE TO HAVE TWO OR MORE EXITS. D. INTERIOR EXIT DISCHARGE ELEMENTS, AS PERMITTED IN SECTION 1028.1, IN BUILDINGS REQUIRE TO HAVE TWO OR MORE EXITS. E. EXTERIOR LANDINGS, AS REQUIRED BY SECTION 1010.1..6, FOR EXIT DISCHRGE DOORWAYS IN BUILDINGS REQUIRE TO HAVE TWO OR MORE EXITS. 6. THE EMERGENCY POWER SYSTEM SHALL ALSO BE CONNECTED TO AN EMERGENCY ELECTRICAL SYSTEM WHICH IS TO PROVIDE CONTINUED ILLUMINATION FOR A DURATION OF NOT LESS THAN 1-1/2 HR. IN CAE OF PRIMARY POWER LOSS. CONTINUED ILLUMINATION IS TO BE PROVIDED FROM STORAGE BATTERIES, UNIT EQUIPMENT, OR AN ON-SITE GENERATOR AND THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH CHAPTER 27. (1008.3.4). 7. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1-FOOTCABLE (11LUX) AND A MINIMUM AT ANY POINT OF 0.1-FOOTCANDLE (1LUX) MEASURE ALING THE PATH OF EGRESS AT FLOOR LEVEL. A MAXIMUM-TO-MINIMUM ILLUMINATIO UNIFORMITY RATIO OF 40 TO 1 SHALL NOT BE EXCEEDED. (1008.3.5). 8. WHERE KEY-OPERATED LCKING DEVICES ARE USED, POST A SIGN ON OR ADJACENT TO THE REQUIRED MAIN EXIT DOOR WITH 1-IN. LETTERING STATING: "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." (1008.1.9.3). 9. EGRESS DOORS OR GATES SHALL BE OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY SPECIAL KNOWLEDGE, OR EFFORT. DOOR HANDLES, PULL, LATCHES, LOCKS, AND OTHER OPERATING DEVICES SHALL BE INSTALLED 34" TO 44" ABOVE THE FINISHED FLOOR. MANUALLY OPERATED FLUSH BOLTS OR SURFACE BOLTS ARE NOT PERMITTED. THE UNLATCHING OF ANY DOOR OR LEAF SHALL NOT REQUIRE MORE THAN ONE OPERATION. Da t e D e s c r i p t i o n 1 0 7 / 3 1 / 2 0 2 4 2 N D S U B M I T T A L MAIN TRAVEL DISTANCES 1 210 W 19th St 4/14/2025 1235674 A B1 B E D 2 A5.1 1 A5.1 98'-0" D I S T A N C E B E T W E E N A R E A S E R V E D TD5 TD4 TD8TD7TD6 E-3 E-4 C 3A UNISEX 2UNISEX 2 OPEN OFFICE 2OPEN OFFICE 2 EGRESSEGRESS STAIRCASE 2STAIRCASE 2 EGRESSEGRESS STAIRCASE 1STAIRCASE 1 59'-3" DIS T A N C E B E T W E E N E X I T D O O R S EXIT SIGN. REFER TO 1/AD1 EXIT PATH OF EGRESS EXIT-- 12" EXIT TAG No. OF OCCUPANTS EXITING PROVIDED WIDTH OF COMPONENT JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 As indicated A2.4 SE C O N D F L O O R ME A N S O F E G R E S S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SECOND FLOOR MEANS OF EGRESS 1SCALE: 1/4" = 1'-0" SYMBOL LEGENDS              TD4 ->E-4 (9'-0" + 18'-3" + 34'-0") = 61'-3"<300' E-3 (38'-5" + 27'-3" + 34'-0") = 99'-8"<300' TD5 ->E-3 (31'-1" + 27'-3" + 34'-0")= 92'-4"<300' TD6 ->E-3 (24'-6" + 11'-0" + 3'-2" + 34'-0")= 72'-8"<300' TD7 ->E-3 (19'-3" + 18'-11" + 11'-0"+ 34'-0")= 83'-2"<300' E-4 (19'-3" + 37'-0" + 9'-0" + 34'-0")= 99'-3"<300' TD8 ->E-4 (28'-0" + 34'-0")= 62'-0"<300' ALL NEW TRAVEL DISTANCES ARE LESS THAN 300' E-3 TO E-4 = 59'-3" DIAGONAL AREA OF SERVICE = 98'-0" THE MINIMUN SEPARATION BETWEEN REQUIRED EXIT ACCESS DOORS OR EXITS SHALL BE EQUAL OR GREATER THAN 1/2 THE DIAGONAL OF THE SPACE OR FLOOR IT SERVES IN NOT SPRINKLER BUILDINGS. PROPOSED DISTANCES BETWEEN DOORS ARE GREATER THAN MINIMUM REQUIRED. DOORS DISTANCES MAIN TRAVEL DISTANCES 210 W 19th St 4/14/2025 1235674 A B1 B E D C 3A EGRESS STAIRCASE 2 EGRESS STAIRCASE 1 9'-0" CLG. 8'-0" CLG. TRASH ENCLOSURE CD S 12'-8" CLG. (N)2x4 LED LIGHT FIXTURE (N) 6" LED RECESSED DOWNLIGHTS (N) SUPPLY DIFFUSER (N) RETURN AIR (N) EXHAUST FAN (N) EXHUAST VENT WALL MOUNT LIGHT FIXT. (OUTDOOR LIGHTING). ALL LUMINARIES MOUNTED TO BE BUILDING SHALL BE HEIGHT EFFICACY AND MUST BE CONTROLLED BY A MOTION SENSOR WITH INTEGRAL PHOTO CONTROL EXIT SIGN, REFER TO 1/AD1 SMOKE DETECTOR, ALARMS SHALL BE RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. (907.2.11.4 CBC, R314.6 CRC) INTERCONNECTED CARBON MONOXIDE DECTECTOR - SHALL BE INTERCONNECTED HARD- WIRED WITH BATTERY BACKUP. 2'x2' CEILING GRID AND ACOUSTICAL TILE. REFER TO DETAIL 9/AD2 S CD JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 1/4" = 1'-0" A2.5 FI R S T F L O O R R E F L E C T E D CE I L I N G P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 FIRST FLOOR REFLECTED CEILING PLAN 1SCALE: 1/4" = 1'-0" ELECTRICAL LEGENDSELECTRICAL NOTES 1. NOTIFY ARCHITECT OF ANY DISCREPANCIES BETWEEN ARCHITECTURAL AND ELECTRICAL OR MECHANICAL DRAWINGS. OBTAIN CLARIFICATION FROM ARCHITECT IN WRITING BEFORE PROCEEDING WITH THE WORK IN QUESTION OR RELATED WORK. 2. WHEN CEILING INTERRUPTIONS OCCUR, SUCH AS PARTITIONS, FURR DOWNS ETC., CONTRACTOR SHALL CHECK AND VERIFY THAT WORK IS BUILDABLE AS SHOWN BEFORE PROCEEDING WITH CONSTRUCTION. SHOULD THERE BE ANY QUESTIONS, CONTRACTOR IS RESPONSIBLE FOR OBTAINING A CLARIFICATION FROM THE ARCHITECT IN WRITING BEFORE PROCEEDING WITH THE WORK IN QUESTION OR RELATED WORK. 3. ALL NEW CEILING FIXTURES, SWITCHES, AND MOTION SENSORS SHALL MATCH BUILDING STANDARD U.N.O. 4. LOCATE ALL LIGHT FIXTURES, SPEAKERS, ACCESS PANELS, LIFE-SAFETY FIXTURES, ETC., IN STRAIGHT LINES AND IN CENTER OF CEILING TILES U.N.O. 5. THERE SHALL BE NO COMBUSTIBLE MATERIALS IN THE PLENUM SPACE INCLUDING ALUMINUM FLEX, ALUMINUM CONDUITS, AND POT METAL LINE OF FINISH CEILING. 6. ALL NEW CONDUITS BOXES, DUCTS, HVAC UNITS, PIPES, ETC. SHALL BE INSTALLED AS HIGH AS POSSIBLE, NOT LOWER THAN 8" ABOVE LINE OF FINISH CEILING. 7. WHEN FIXTURES INTERRUPT MAIN RUNNERS, CUT AND REINFORCE AS REQUIRED. 8. ALL FLUORESCENT FIXTURE LAMPS SHALL BE IDENTICAL FROM ONE MANUFACTURER. 9. PROVIDE EMERGENCY LIGHTING LEVELS AS REQUIRED BY CODE. 10. THE CONTRACTOR SHALL PROVIDE RECORD DOCUMENTS OF ALL WORK PREFORMED AND SHALL INDICATE ANY DEVIATIONS FROM THE DESIGN DOCUMENTS AS WELL AS THE LOCATION OF ALL WORK WHICH IS HIDDEN BY SUBSEQUENT CONSTRUCTION. THE RECORD DOCUMENTS SHALL BE GIVEN TO THE OWNER AT COMPLETION OF TENANT CONSTRUCTION PRIOR TO APPLICATION FOR FINAL PAYMENT. Da t e D e s c r i p t i o n 11. TACTILE EXIT SIGNS SHALL BE REQUIRED AT THE FOLLOWING LOCATIONS: - EACH GRADE-LEVEL EXTERIOR EXIT DOOR SHALL BE IDENTIFIED BY A TACTILE EXIT WITH THE WORD “EXIT.” - EACH EXIT ACCESS DOOR FROM AN INTERIOR ROOM OR AREA TO A CORRIDOR OR HALLWAY, WHICH IS REQUIRED TO HAVE A VISUAL EXIT SIGN, SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORDS “EXIT ROUTE.” - EACH EXIT DOOR THROUGH A HORIZONTAL EXIT SHALL BE IDENTIFIED BY A SIGN WITH THE WORDS “TO EXIT.” 210 W 19th St 4/14/2025 1235674 A B1 B E D C 3A EGRESS STAIRCASE 2 EGRESS STAIRCASE 1 UNISEX 2 OFFICE 2 9'-0" CLG. 8'-0" CLG. CD S (N)2x4 LED LIGHT FIXTURE (N) 6" LED RECESSED DOWNLIGHTS (N) SUPPLY DIFFUSER (N) RETURN AIR (N) EXHAUST FAN (N) EXHUAST VENT WALL MOUNT LIGHT FIXT. (OUTDOOR LIGHTING). ALL LUMINARIES MOUNTED TO BE BUILDING SHALL BE HEIGHT EFFICACY AND MUST BE CONTROLLED BY A MOTION SENSOR WITH INTEGRAL PHOTO CONTROL EXIT SIGN, REFER TO 1/AD1 SMOKE DETECTOR, ALARMS SHALL BE RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. (907.2.11.4 CBC, R314.6 CRC) INTERCONNECTED CARBON MONOXIDE DECTECTOR - SHALL BE INTERCONNECTED HARD- WIRED WITH BATTERY BACKUP. 2'x2' CEILING GRID AND ACOUSTICAL TILE. REFER TO DETAIL 9/AD2 S CD JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 1/4" = 1'-0" A2.6 SE C O N D F L O O R RE F L E C T E D C E I L I N G P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SECOND FLOOR REFLECTED CEILING PLAN 1SCALE: 1/4" = 1'-0" ELECTRICAL LEGENDS Da t e D e s c r i p t i o n 1 0 7 / 3 1 / 2 0 2 4 2 N D S U B M I T T A L 1 1 210 W 19th St 4/14/2025 ROOF AREA 3,507 SF. W/ RATIO 1/150 REQUIRE 3,507 / 150 = 23.38 SF ATTIC VENTS PROVIDE 50% HIGH = 11.69 SF. 50% LOW = 11.69 SF. • LOW VENT: O'HAGIN 4" FLANGE - 1/4" GALVANIZED NFVA: 72 SQ/INCH = 0.5 SF. PROVIDED 24 O'HAGIN 4" FLANGE = 12 SF. • HIGH VENT: O'HAGIN 4" FLANGE - 1/4" GALVANIZED NFVA: 72 SQ/INCH = 0.5 SF. PROVIDED 24 O'HAGIN 4" FLANGE = 12 SF. ICC REPORT NUMBER FOR ROOF MATERIAL: TYPE OF ROOF: ASPHALT SHINGLES PRODUCT: CERTAINTEED ASPHALT SHINGLES ORG/CODE: ICC-ES REPORT NUMBER: ICC-ESR-1389 MANUFACTURER: CERTAINTEED CORPORATION SOLAR ZONE REQUIRED: 15% OF 3,507 SF = 526 SF PROVIDED: 562 SF 1235674 A B1 B E D C 3A RI D G E RI D G E RI D G E RI D G E RI D G E RI D G E RI D G E RI D G E RIDGE 2' - 0 " 1' - 0" 2' - 0 " 1' - 0" 2' - 0 " 1' - 0" 2' - 0 " 1' - 0" 1' - 0" 1' - 0" 2' - 0 " 1' - 0 " 4 3 3 33 3 3 3 2 4 4 4 4 4 4 2 2 22 88 5 5 5 5 1 11 1 1 11 4:12 4:12 4:12 4:12 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 6: 1 2 4:12 4:12 4: 1 2 65 LOW VENT TYP.3 HIGH VENT TYP. 3 HIGH VENT TYP. 7 FI R E S E P A R A T I O N 5' - 0 " FI R E S E P A R A T I O N 5' - 0 " 6 AD3 19 ' - 4 " 1 9 ' - 4 " (N) DECORATIVE LOUVER WITH FLAT TRIM1 (N) VALLEY2 (N) O'HANGIN LOW PROFILE (TAPERED) ATTIC VENT3 DASHLINE INDICATES BUILDING LINE BELOW4 (N) ASPHALT SHINGLE ROOF COVERING SYSTEM PER ICC-ESR-1389, COLOR: MOIRE BLACK, CLASS "A" OR BETTER. ROOF COVERING OVER FLASHING OVER 2 LAYERS OF #15 ROOF FELT OVER 1/2" CDX PLYWOOD SHEATHING. 5 (N) AWNING6 DASHLINE INDICATES PROPERTY LINE7 SOLAR PANEL READY LOCATIONS. 15% OF ROOF AREA8 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated A3.1 PR O P O S E D R O O F P L A N YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 PROPOSED ROOF PLAN 1. REFER TO STANDARD ROOF PLAN FOR INFORMATION NOT SHOWN ON ADDENDA ROOF PLANS. 2. ROOF MATERIAL - CLASS 'A' COMPOSITE ROOF BY "OWENS CORNING" - I.C.C.-ES AC438 UL ER2453-01 - OR APPROVED EQUAL OVER (1) LAYER 30# ROOFING FELT (PROVIDE (2) LAYERS OF 30# ROOFING FELT ON LOWER ROOFS) - INSTALL PER MANUFACTURER'S INSTRUCTIONS. 3. ROOF TILE NAILING SHALL BE PER THE MANUFACTURER'S SPECIFICATIONS. 4. PROVIDE MINIMUM 26 GA. CORROSION RESISTANT METAL FLASHING AT ALL VALLEYS AND ROOF-TO-WALL CONDITIONS. 5. PROVIDE DIVERTERS AT DOORS AS REQUIRED. 6. PROVIDE A MINIMUM 22"x30" ACCESS OPENING IN ROOF SHEATHING TO OVER FRAMED ATTIC AREAS WITH 30" MINIMUM HEAD CLEARANCE - PROVIDE A 12"x12" OPENING IN ROOF SHEATHING TO OVER FRAMED ATTIC AREAS WITH LESS THAN 30" HEAD CLEARANCE FOR VENTILATION. 7. NET FREE AIR VALUES FOR VENTS USED IN OUR VENTILATION CALCULATIONS ARE BASED ON "C & J METAL PRODUCTS INC." AT WWW.CJMETALS.COM & BY "O'HAGIN'S, INC." AT WWW.OHAGINVENT.COM THESE VALUES ARE SUBJECT TO CHANGE WITHOUT NOTIFICATION AND MUST BE VERIFIED BY INSTALLER AT TIME OF INSTALLATION - APPROVED EQUAL PRODUCTS MUST PROVIDE THE NET FREE AIR VENTILATION TOTALS REQUIRED BY THE CALCULATIONS PROVIDED ON THESE ARCHITECTURAL DRAWINGS. 8. ALL KEYNOTES, DETAILS AND DIMENSIONS ARE TYPICAL TO THEIR CONDITION U.N.O. ON ELEVATION. 9. RADIANT BARRIER WITH AN EMITTANCE OF 0.05 OR LESS REQUIRED AT UNDERSIDE OF ROOF SHEATHING & ATTIC SIDE OF GABLE END WALLS - REFER TO T-24 & ENERGY CALCULATIONS. 10. PROVIDE KICK OUT FLASHING AT ALL FASCIA TO WALL TERMINATIONS - SEE DETAIL. 11. A MINIMUM OF 1-IN. AIRSPACE SHALL BE PROVIDED BETWEEN INSULATION AND ROOF SHEATHING. GENERAL NOTES 1SCALE: 1/4" = 1'-0" ROOF VENT. CALCULATIONS Da t e D e s c r i p t i o n 2 9 / 1 6 / 2 0 2 4 3 R D S U B M I T T A L ROOF PLAN KEYNOTES 2 2 2 2 210 W 19th St 4/14/2025 FINISH FLOOR CEILING HEIGHT FINISH FLOOR CEILING HEIGHT TOP OF PLATE BUILDING HEIGHT 3' - 0 " 9' - 0 " 4' - 0 " 9' - 0 " 7' - 4 " 12 ' - 0 " 13 ' - 0 " 8" 33 ' - 0 " 4" 12" 1 36 56666 666665 418888 8151315 15138 13 137 210 121617 18 FINISH GROUND 3' - 0 " 9' - 0 " 4' - 0 " 9' - 0 " 7' - 4 " 12 ' - 0 " 13 ' - 0 " 8" 33 ' - 0 " FINISH FLOOR CEILING HEIGHT FINISH FLOOR TOP OF PLATE BUILDING HEIGHT CEILING HEIGHT 98 " M I N 24' - 11" 11 11 11 11666 66 618787878718 6 8 6 8 6 8452 714131314915 1511333 1617 19 FINISH GROUND 6 8 1 (N) DOOR/WINDOW, SEE DOOR/WINDOW SCHEDULE ON SHEET A2.2 2 3 4 (N) ASPHALT SHINGLE ROOF COVERING SYSTEM PER ICC-ESR-1389, COLOR: MOIRE BLACK, CLASS "A" OR BETTER. ROOF COVERING OVER FLASHING OVER 2 LAYERS OF #15 ROOF FELT OVER 1/2" CDX PLYWOOD SHEATHING. 5 (N) 7/8" THICK SCRATCH & MARQUEE COAT STUCCO - STUDIO CLAY MQ2-27 OVER WIRE MESH AND COVERING OVER WEATHER-RESISTIVE BARRIER (2 LAYERS OF BUILDING PAPER TYPE "D" AT PLYWOOD SHEAR WALL) 6 (N) 2x6 FASCIA BOARD 8 (N) 6" JAMES HARDIE PLANK BOARD 9 (N) TRASH ENCLOSURE DOOR10 (N) GALVANIZED ATTIC VENT11 (N) DOOR/WINDOW TRIM 7 (N) 9" JAMES HARDIE PLANK BOARD (N) WOOD SHINGLE SIDING 12 (N) BUILDING ADRESS 6" HIGH CHARACTER & 1" STROKE 12" WOOD TRIM13 8" WOOD TRIM14 6" WOOD TRIM15 2" WALL REVEAL (N) STONE VENEER16 (N) COLUMN, REFER TO STRUCTURAL DWG.17 18 (N) 2x12 FASCIA BOARD 19 (N) WOOD MOLDING JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 1/4" = 1'-0" A4.1 PR O P O S E D E L E V A T I O N S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 1/4" = 1'-0"2PROPOSED NORTH ELEVATION • • (TABLE 705.8) ALLOWABLE OPENNING (TABLE 705.8) ALLOWABLE OPENNING EAST WALL:EAST WALL: (SPRINKLER) WINDOW AREA OPENING: 3'-6" x 6'-0"= 21 SF 1ST FLOOR: 1,195 SF 25% ALLOWABLE AREA = 298.8 SF PROVIDED 04 WINDOWS: 84 SF OPENING @ PARKING: 199 SF TOTAL PROVIDED: 283 SF 2ND FLOOR: 1,137 SF 25% ALLOWABLE AREA = 284.3 SF PROVIDED 06 WINDOWS: 126 SF SCALE 1/4" = 1'-0"1PROPOSED EAST ELEVATION              1 07 / 3 1 / 2 0 2 4 2N D S U B M I T T A L 2 9/ 1 6 / 2 0 2 4 3R D S U B M I T T A L 3 10 / 0 1 / 2 0 2 4 OC F A R E S U B M I T T A L 4 10 / 1 7 / 2 0 2 4 4T H S U B M I T T A L ELEVATION KEYNOTES 210 W 19th St 4/14/2025 3' - 0 " 9' - 0 " 4' - 0 " 9' - 0 " 7' - 4 " 12 ' - 0 " 13 ' - 0 " 8" 33 ' - 0 " FINISH FLOOR CEILING HEIGHT FINISH FLOOR TOP OF PLATE BUILDING HEIGHT CEILING HEIGHT 25' - 11" 4" 12" 6" 12" 4" 12" 4" 12" 11 11 1866 6 66 6 11 6 6 6 517 2 3 171877 4 14 13 91513157 15 138888 8 88 8 8 113 5 16 19 FINISH GROUND 1' - 10" 98 " M I N . 8' - 2 " FINISH FLOOR CEILING HEIGHT FINISH FLOOR CEILING HEIGHT TOP OF PLATE BUILDING HEIGHT 3' - 0 " 9' - 0 " 4' - 0 " 9' - 0 " 7' - 4 " 12 ' - 0 " 13 ' - 0 " 8" 33 ' - 0 " 4" 12" 18 186 6 6 3518 2 5 66 10 144914159 91515 131515 13 688 51 1 17 19 FINISH GROUND 1 (N) DOOR/WINDOW, SEE DOOR/WINDOW SCHEDULE ON SHEET A2.2 2 3 4 (N) ASPHALT SHINGLE ROOF COVERING SYSTEM PER ICC-ESR-1389, COLOR: MOIRE BLACK, CLASS "A" OR BETTER. ROOF COVERING OVER FLASHING OVER 2 LAYERS OF #15 ROOF FELT OVER 1/2" CDX PLYWOOD SHEATHING. 5 (N) 7/8" THICK SCRATCH & MARQUEE COAT STUCCO - STUDIO CLAY MQ2-27 OVER WIRE MESH AND COVERING OVER WEATHER-RESISTIVE BARRIER (2 LAYERS OF BUILDING PAPER TYPE "D" AT PLYWOOD SHEAR WALL) 6 (N) 2x6 FASCIA BOARD 8 (N) 6" JAMES HARDIE PLANK BOARD 9 (N) TRASH ENCLOSURE DOOR10 (N) GALVANIZED ATTIC VENT11 (N) DOOR/WINDOW TRIM 7 (N) 9" JAMES HARDIE PLANK BOARD (N) WOOD SHINGLE SIDING 12 (N) BUILDING ADRESS 6" HIGH CHARACTER & 1" STROKE 12" WOOD TRIM13 8" WOOD TRIM14 6" WOOD TRIM15 2" WALL REVEAL (N) STONE VENEER16 (N) COLUMN, REFER TO STRUCTURAL DWG.17 18 (N) 2x12 FASCIA BOARD 19 (N) WOOD MOLDING JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 1/4" = 1'-0" A4.2 PR O P O S E D E L E V A T I O N S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 1/4" = 1'-0"1PROPOSED WEST ELEVATION • • (TABLE 705.8) ALLOWABLE OPENNING (TABLE 705.8) ALLOWABLE OPENNING WEST WALL:WEST WALL: (SPRINKLER) WINDOW AREA OPENING: 3'-6" x 6'-0"= 21 SF 3'-0" x 6'-0"= 18 SF 1ST FLOOR:1,195 SF 25% ALLOWABLE AREA = 298.8 SF PROVIDED 02 WINDOWS: 36 SF DOORS: 48 SF OPENING @ PARKING: 211 SF TOTAL PROVIDED: 295 SF 2ND FLOOR: 1,152 SF 25% ALLOWABLE AREA = 288 SF PROVIDED 06 WINDOWS: 99 SF • (TABLE 705.8) ALLOWABLE OPENNING (TABLE 705.8) ALLOWABLE OPENNING SOUTH WALL:SOUTH WALL: (SPRINKLER) WINDOW AREA OPENING: 3'-6" x 6'-0"= 21 SF 2ND FLOOR: 505 SF 45% ALLOWABLE AREA = 227.3 SF PROVIDED 04 WINDOWS 84 SF SCALE 1/4" = 1'-0"2PROPOSED SOUTH ELEVATION              1 07 / 3 1 / 2 0 2 4 2N D S U B M I T T A L 2 9/ 1 6 / 2 0 2 4 3R D S U B M I T T A L 3 10 / 0 1 / 2 0 2 4 OC F A R E S U B M I T T A L 5 11 / 0 3 / 2 0 2 4 5T H S U B M I T T A L ELEVATION KEYNOTES 5 5 5 210 W 19th St 4/14/2025 7' - 4 " 3' - 0 " 9' - 0 " 4' - 0 " 9' - 0 " 7' - 4 " 12 ' - 0 " 13 ' - 0 " 8" 33 ' - 0 " FINISH FLOOR CEILING HEIGHT FINISH FLOOR TOP OF PLATE BUILDING HEIGHT CEILING HEIGHT 15 611 2 13 12 14 2 8 8 8 9 4 5 3 3 1 FINISH GROUND 30 " M I N . ATTIC STORAGE AREA FINISH FLOOR CEILING HEIGHT FINISH FLOOR TOP OF PLATE BUILDING HEIGHT CEILING HEIGHT 9' - 0 " 4' - 0 " 9' - 0 " 3' - 0 " 8" 13 ' - 0 " 12 ' - 0 " 7' - 4 " 33 ' - 0 " 4 4 7 6 9 8 12 13 14 15 8 14 10 13 5 8 10 3 17 17 11 FINISH GROUND ATTIC STORAGE AREA 98 " M I N . 1 AD4 (N) DROPPED BEAM. REFER TO STRUCTURE DWG.1-HR FIRE RATED DECKING 1 (N) DOOR/WINDOW, SEE DOOR/WINDOW SCHEDULE ON SHEET A4.12 3 4 (N) ASPHALT SHINGLE ROOF COVERING SYSTEM PER ICC-ESR-3267, MANUFACTURE: OAKRIDGE SHINGLE, ESTATE GRAY LAMINATED ARCHITECTURAL ROOF SHINGLES CLASS "A" OR BETTER. ROOF COVERING OVER FLASHING OVER 2 LAYERS OF #15 ROOF FELT OVER 1/2" CDX PLYWOOD SHEATHING. (N) FASCIA BOARD5 (N) 4" THK. CONC. SLAB. SEE FOUNDATION PLAN6 (E) CONCRETE SLAB TO REMAIN7 (N) INSULATIONS AT ATTIC ROOF PER TITLE 24 9 11 12 8 (N) ROOF RAFTER, REFER TO STRUCTURAL DRAWINGS 9 COMPACT SOIL TO MIN. 90% OF MAXIMUM COMPACTION REQUIRED PER ASTM 10 (N) 6" WOOD PANEL SIDING 11 (N) INSULLATION AT EXTERIOR WALLS PER TITLE 24 13 (N) 9" WOOD PANEL SIDING 14 (N) WOOD SHINGLE SIDING 15 (N) FLOOR JOIST, REFER TO STRUCTURAL DRAWINGS 16 (N) 4X4 COLOMN, REFER TO STRUCTURAL DRAWINGS (N) T- BAR DROP CEILING (N) ROOF RAFTER, REFER TO STRUCTURAL DRAWINGS 17 (N) WOOD MOLDING JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 1/4" = 1'-0" A5.1 PR O P O S E D S E C T I O N S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 1/4" = 1'-0"1SECTION A-A SCALE 1/4" = 1'-0"2SECTION B-B Da t e D e s c r i p t i o n 2 9 / 1 6 / 2 0 2 4 3 R D S U B M I T T A L SECTION KEYNOTES 2 2 210 W 19th St 4/14/2025 TEMPERED GLASS WALL AT STAIR SHALL BE MINIMUM 1-HOUR FIRE PARTITION AND WALL ASSEMBLIES SHALL EXTEND FROM THE FOUNDATION OF THE UNDERSIDE OF THE ROOF SHEATHING 23 RISER @ 7" MAX/RISER 1'-11" MIN. EXIT SIGN, REFER TO 1/AD1 HANDRAIL 34" TO 38" HIGH ABOVE TREAD NOSING HANDRAIL 34" TO 38" HIGH ABOVE TREAD NOSING WALL AT STAIR SHALL BE MINIMUM 1-HOUR FIRE PARTITION AND WALL ASSEMBLIES SHALL EXTEND FROM THE FOUNDATION OF THE UNDERSIDE OF THE ROOF SHEATHING 23 RISER @ 7" MAX/RISER 1'-11" MIN. EXIT SIGN, REFER TO 1/AD1 TEMPERED GLASS 8' - 6 " HANDRAIL 34" TO 38" HIGH ABOVE TREAD NOSING WALL AT STAIR SHALL BE MINIMUM 1-HOUR FIRE PARTITION AND WALL ASSEMBLIES SHALL EXTEND FROM THE FOUNDATION OF THE UNDERSIDE OF THE ROOF SHEATHING 23 RISER @ 7" MAX/RISER 4' - 0 " 6 " 4 ' - 0 " 6' - 1" 9' - 2" 4' - 0" 1'-0" MIN. EXIT SIGN, "EXIT STAIR DOWN". REFER TO 1/AD1 TEMPERED GLASS TEMPERED GLASS WALL AT STAIR SHALL BE MINIMUM 1-HOUR FIRE PARTITION AND WALL ASSEMBLIES SHALL EXTEND FROM THE FOUNDATION OF THE UNDERSIDE OF THE ROOF SHEATHING HANDRAIL 34" TO 38" HIGH ABOVE TREAD NOSING23 RISER @ 7" MAX/RISER 1'-11" MIN.1'-0" MIN. 1'-0" MIN. 4' - 0" 10' - 1" 5' - 0" EXIT SIGN, "EXIT STAIR DOWN". REFER TO 1/AD1 1' - 0" 4' - 0 " 6 " 4 ' - 0 " TEMPERED GLASS TEMPERED GLASS JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 1/2" = 1'-0" A5.2 EN L A R G E D S T A I R P L A N S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 1ST FLOOR STARICASE #1 2SCALE: 1/2" = 1'-0" Da t e D e s c r i p t i o n 2 9 / 1 6 / 2 0 2 4 3 R D S U B M I T T A L 2ND FLOOR STAIRCASE #1 3SCALE: 1/2" = 1'-0" 1ST FLOOR STARICASE #2 7SCALE: 1/2" = 1'-0" 2ND FLOOR STAIRCASE #2 8SCALE: 1/2" = 1'-0" STAIR GENERAL NOTES 1. REFER TO SHEET AD4 FOR STAIR DETAILS 2. SHOP DRAWINGS: THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR THE STEEL STAIRWAY, HANDRAILS AND GUARDS FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. 3. TREADS: ALL TREAD SURFACES SHALL BE SLIP RESISTANT. TREADS SHALL HAVE SMOOTH, ROUNDED OR CHAMFERED EXPOSED EDGES AND NO ABRUPT EDGES AT THE NOSING. 4. TREAD AND RISER DIMENSIONAL UNIFORMITY: STAIR TREADS AND RISERS SHALL BE OF UNIFORM SIZE AND SHAPE. THE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER HEIGHT OR BETWEEN THE LARGEST AND SMALLEST TREAD DEPTH SHALL NOT EXCEED 0.375 INCHES IN ANY FLIGHT OF STAIRS 5. TREAD PROFILE: THE RADIUS OF THE LEADING EDGE OF THE TREAD SHALL BE NOT GREATER THAN 0.5 INCHES. BEVELING OF NOSING SHALL NOT EXCEED 0.5 INCHES. RISERS SHALL BE SOLID AND VERTICAL OR SLOPED FROM THE UNDERSIDE OF THE LEADING EDGE OF THE TREAD ABOVE AT AN ANGLE NOT MORE THAN 30 DEGREES FROM THE VERTICAL. THE LEADING EDGE (NOSING) OF TREADS SHALL PROJECT NOT MORE THAN 1.25 INCHES BEYOND THE TREAD BELOW AND ALL PROJECTIONS OF THE LEADING EDGES SHALL BE UNIFORM SIZE, INCLUDING THE LEADING EDGE OF THE FLOOR AT THE TOP OF A FLIGHT. 6. HANDRAIL GRASPABILITY: HANDRAILS WITH A CIRCULAR CROSS-SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST 1.25 INCHES AND NOT GREATED THAN 2 INCHES. IF THE HANDRAIL IS NOT CIRCULAR IT SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4 INCHES AND NOT GREATER THAN 8.25 INCHES WITH A MAX. CROSS-SECTION DIMENSION OF 2.25 INCHES. EDGES SHALL HAVE A MIN. RADIUS OF 0.125 INCHES. 7. HANDRAIL CONTINUITY: HANDRAIL-GRIPPING SURFACES SHALL BE CONTINUOUS, WITHOUT INTERRUPTION BY NEWEL POSTS OR OTHER OBSTRUCTIONS. 8. HANDRAIL EXTENSIONS: HANDRAILS SHALL RETURN TO THE WALL, GUARD OR THE WALKING SURFACE OR SHALL BE CONTINUOUS TO THE HANDRAIL OF AN ADJACENT STAIR FLIGHT. AT STAIRWAYS WHERE HANDRAILS ARE NOT CONTINUOUS BETWEEN FLIGHTS, THE HANDRAILS SHALL EXTEND AT LEAST 12 INCHES BEYOND THE TOP RISER AND 12 INCHES, PLUS THE TREAD DEPTH, BEYOND THE BOTTOM RISER. WHERE THE STAIRS ARE CONTINUOUS FROM LANDING TO LANDING, THE INNER RAIL SHALL BE CONTINUOUS AND NEED NOT EXTEND OUT INTO THE LANDING. 9. EXIT ENCLOSURE OPENINGS: EXIT ENCLOSURE OPENING PROTECTION SHALL BE IN ACCODANCE WITH IBC SECTION 716. OPENINGS IN EXIT ENCLOSURES OTHER THAN UNPROTECTED EXTERIOR OPENINGS SHALL BE LIMITED TO THOSE NECESSARY FOR EXIT ACCESS. 10. EXIT ENCLOSURE PENETRATIONS: PENETRATIONS INTO AND OPENINGS THROUGH AN EXIT ENCLOSURE ARE PROHIBITED EXCEPT FOR REQUIRED EXIT DOORS, SPRINKLER PIPING, STANDPIPES, ELECTRICAL RACEWAY FOR FIRE DEPARTMENT COMMUNICATION SYSTEMS AND ELECTRICAL RACEWAY SERVING THE EXIT ENCLOSURE. THERE SHALL BE NO PENETRATIONS OR COMMUNICATION OPENINGS, WHETHER PROTECTED OR NOT, BETWEEN ADJACENT EXIT ENCLOSURES. 11. STRIPING FOR VISUALLY IMPAIRED: INTERIOR STAIRWAYS SHALL HAVE THE UPPER APPROACH AND LOWER TREAD MARKED BY A STRIPE PROVIDING CLEAR VISUAL CONTRAST. THE STRIPE SHALL BE A MIN. OF 2 INCHES WIDE TO A MAX. OF 4 INCHES WIDE PLACED PARALLEL TO, AND NOT MORE THAN 1 INCH FROM, THE NOSE OF THE STEP OR UPPER APPROACH. THE STRIPE SHALL EXTEND THE FULL WIDTH OF THE STEP OR UPPER APPROACH AND SHALL BE OF MATERIAL THAT IS AT LEAST AS SLIP RESISTANT AS THE OTHER TREADS OF THE STAIR. A PAINTED STRIPE SHALL BE ACCEPTABLE. 12. STAIRWAY ILLUMINATION: PROVIDE MIN. 1 FOOT-CANDLE AT ALL TREAD RUNS. 2 2 2 2 210 W 19th St 4/14/2025 ø 5' - 0" CLEAR. 30"x48" CLEARANCE 60"x60" ADA CLEARANCE 54"x60" CLEARANCE 12" M A X . 1 2 3 5 6 7 9 8 10 17 " - 1 8 " 9" 9 " ø 5' - 0" CLEAR. 54"x60" ADA CLEARANCE 30 " x 4 8 C L E A R A N C E " 6" 1' - 0" MIN. 2' - 0" MIN. 18" MIN. 9" 5 3 24 1 30 " x 4 8 C L E A R A N C E " 6 7 8 9 10 17"-18" RE F E R T O M O U N T I N G H E I G H T S 1 1/2" MIN. NOTES: 1. GRAB BAR AND MOUNTINGS TO WITHSTAND 250 POUND POINT LOAD APPLIED IN ANY DIRECTION. 2. BAR SHALL NOT ROTATE IN FITTINGS. 3. GRAB BAR MOUNTED TO SURFACE FREE FROM SHARP OR ABRASIVE ELEMENTS. MOUNTING EDGES SHALL HAVE 1/8" MIN. RADIUS. 1 1/4" TO 2" NOMINAL DIAMETER ANCHOR CBC SECTION 1607.7, 11B-604 COMPLIANT GRABBAR BACKING LC 33 " - 3 6 " TO P O F B A R 7"-9" 17 " - 1 9 " 19 " M I N . 44 " M A X . 17 " MA X . 36" MAX. 40 " M A X . TO H I G H E S T OP E R A B L E P A R T CO N T R O L 13 1 / 2 " M I N . 17 " M A X . 10 " CL R . ELONGATED RIM URINAL CONTROLS MOUNTED ON WIDE SIDE OF TOILET AREA T.S. COVER DISPENSER PAPER TOWEL DISPENSER DRYER FEMININE NAPKIN DISPENSER PAPER TOWEL DISPENSER / WASTE RECEPTACLE NOTES 1. CONTROLS AND OPERATING MECHANISMS IN ACCESSIBLE SPACES, ALONG ACCESSIBLE ROUTES OR AS PARTS OF ACCESSIBLE ELEMENTS (FOR EXAMPLE, LIGHT SWITCHES AND DISPENSER CONTROLS) AND THOSE REQUIRED TO BE ACCESSIBLE BY SECTION 11B-308 SHALL COMPLY WITH THE REQUIREMENTS OF THIS SECTION. 2. CLEAR FLOOR SPACE COMPLYING WITH DETAIL THAT ALLOWS A FORWARD OR PARALLEL APPROACH BY A PERSON USING A WHEEL CHAIR SHALL BE PROVIDED AT CONTROLS, DISPENSERS, RECEPTACLES AND OTHER OPERABLE EQUIPMENT. 3. THE HIGHEST OPERABLE PART OF ALL CONTROLS, RECEPTACLES AND OTHER OPERABLE EQUIPMENT SHALL BE PLACED WITHIN AT LEAST ONE OF THE REACH RANGES SPECIFIED IN SECTION 11B-308. 4. CONTROLS AND OPERATING MECHANISM SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE CONTROLS SHALL BE NO GREATER THAN 5 LBS OF FORCE. 5. THE HEIGHT OF ACCESSIBLE WATER CLOSETS SHALL BE A MIN. OF 17 AND A MAX. OF 19 INCHES MEASURED TO THE TOP OF A MAX. 2 IN HIGH TOILET SEAT. 6. LAVATORY TAILPIPE AND HOT WATER LINES SHALL BE INSULATED OR COVERED PER CBC 11B-606.5 7. TOILET TISSUE DISPENSERS SHALL BE LOCATED ON THE WALL OR PARTITION CLOSEST TO THE WATER CLOSET, 7 IN MIN. AND 9 IN. MAXIMUM IN FRONT OF THE WATER CLOSET MEASURED TO THE CENTER LINE OF THE DISPENSER, MOUNTED BELOW THE GRAB BAR WITH THE OUTLET OF THE DISPENSER AT A MIN HEIGHT OF 19 IN. 8. SANITATION FACILITY TOILET ROOM FLOORS SHALL HAVE A SMOOTH, HARD, NON-ABSORBENT SURFACE SUCH AS PORTLAND CEMENT, CONCRETE, CERAMIC TILE OR OTHER APPROVED MATERIAL WHICH EXTENDS UPWARD ONTO THE WALLS AT LEAST 6”. WALLS WITHIN 2’ OF THE FRONT AND SIDES OF URINALS AND WATER CLOSETS SHALL BE SIMILARLY FINISHED TO A HEIGHT OF 4’. 9. CBC SECTION 1607.7. PROVIDE COMPLETE GRAB BAR COMPLYING WITH CBC SECTION 11B-604.5 INCLUDING STRUCTURAL STRENGTH TO SUPPORT A 250 POUND POINT LOAD. 10. 11B-603.2.3 DOOR SWING. DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE OR CLEARANCE REQUIRED FOR ANY FIXTURE. DOORS TO ACCESSIBLE WATER CLOSET COMPARTMENTS SHALL BE PERMITTED TO ENCROACH INTO THE TURNING SPACE WITHOUT LIMITATION. OTHER THAN DOORS TO ACCESSIBLE WATER CLOSET COMPARTMENTS, A DOOR IN ANY POSITION, SHALL BE PERMITTED TO ENCROACH INTO THE TURNING SPACE BY 12 INCHES (305 MM) MAXIMUM. 11. 11B-304.3.1 CIRCULAR SPACE. THE TURNING SPACE SHALL BE A SPACE OF 60 INCHES (1524 MM) DIAMETER MINIMUM. THE SPACE SHALL BE PERMITTED TO INCLUDE KNEE AND TOE CLEARANCE COMPLYING WITH SECTION 11B-306. 12. RESTROOM FLOORS SHALL HAVE A SMOOTH, HARD NON-ABSORBENT AND SLIP RESISTANT SURFACE SUCH AS CONCRETE, TILE OR OTHER APPROVED MATERIAL AND EXTENDS 4” ONTO THE WALLS. 13. FAUCET CONTROLS AND OPERATING MECHANISMS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OF WRIST. SHOW THE FORCE REQUIRED TO ACTIVATE CONTROLS SHALL BE NOT GREATER THAN 5LBF. (CBC 11B-309) URINAL PLAN 30" X 48" CLEAR SPACE SOAP DISPENSER AS MEASURED TO TOP OF 2" MAX. TOILET SEAT. EXCEPT 3" MAX. IN ALTERATION WHERE FIXTURE IS LESS THAN 15" 40" MAX. TO BOTTOM OF REFLECTIVE EDGE IF LOCATED ABOVE LAVATORY OR COUNTERTOP 35" MAX. TO BOTTOM OF REFLECTIVE EDGE IF NOT LOCATED ABOVE LAVATORY OR COUNTERTOP - GRAB BARS STRUCTURAL STRENGTH TO SUPPORT 250 LBS 34 " A . F . F . M A X . 27 " M I N . 24" 8" MIN. 5" 29 " M I N . 9" M I N . 6"MAX. 17" MIN. TO 19" MAX. 27 " E X A C T L Y T O S K I R T 11" MIN. T-24 COMPLIANT UNDER-SINK PIPING PROTECTION 1" ADX PLYWOOD SUBSTRATE VERIFY WITH COUNTER TOP MANUFACTURER. PARTITION AS INDICATED ON FLOOR PLAN KNEE CLEARANCE CORIAN SIDE SKIRT, AT OPEN END OF COUNTER WHERE OCCURS CORIAN VANITY TOP WITH TURNED-DOWN EDGES AS SHOWN FLOOR MTD. "PRO SET" LAVATORY SUPPORT BY JAY R. SMITH MFG. CO. OR EQUAL. WITH CONCEALED ARMS AND ESCUTCHEON PLATE: MODEL 0700 FOR SINGLE SIDED; MODEL 0700D FOR DOUBLE SIDED (N) TOILET1 (N) LAVATORY, RE. 5/AD12 (N) SIGN, RE. SHEET A0.2 SIGNS PICTOGRAM3 (N) URINAL4 5 (N) TACTILE SIGN 9" TO CENTER LINE FROM DOOR FOR 18"x18" CLEARANCE, RE. DETAIL 1/AD1 6 (N) 42" GRAB BAR. REFER TO 4/- 7 (N) 36" GRAB BAR. REFER TO 4/- 8 (N) TOILET SEAT COVER DISPENSER 9 (N) TOILET TISSUE COVER DISPENSER 10 (N) MIRROR LC 58 " - 6 0 " 34 " - 4 4 " EQ. EQ. 60 " A . F . F . M A X . @ B A S E L I N E O F R A I S E D 48 " A . F . F . M I N . @ B A S E L I N E O F B R A I L L E SIGN CH A R A C T E R LETTERS AND NUMBERS: 1. LETTERS AND NUMBERS ON SIGNS SHALL BE RAISED 1/32" MINIMUM AND SHALL BE SANS SERIF UPPERCASE CHARACTERS ACCOMPANIEDBY GRADE 2 BRAILLE. 2. RAISED CHARACTERS OR SYMBOLS SHALL BE A MINIMUM OF 5/8" HIGH. 3. LETTERS AND NUMBERS ON SIGNS SHALL HAVE A WIDTH-TO-HEIGHT RATIO OF BETWEEN 3:5 AND 1:1 AND A STROKE WIDTH-TO-HEIGHT RATIO BETWEEN 1:5 AND 1:10 4. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND, EITHER LIGHT CHARACTERS ON A DARK BACKGROUND OR DARK CHARACTERS ON A LIGHT BACKGROUND. 5. CHARACTERS AND NUMBERS ON SIGNS SHALL BE SIZED ACCORDING TO THE VIEWING DISTANCE FROM WHICH THEY ARE TO BE READ. THE MINIMUM HEIGHT IS MEASURED USING AN UPPER CASE X. LOWER CASE CHARACTERS ARE PERMITTED. FOR SIGNS SUSPENDED OR PROJECTED ABOVE THE FINISH FLOOR IN COMPLIANCE WITH SECTION 1121B, THE MINIMUM CHARACTER HEIGHT SHALL BE 3". 6. CONTRACTED GRADE 2 BRAILLE SHALL BE USED WHEREVER BRAILLE SYMBOLS ARE SPECIFICALLY REQUIRED IN OTHER PORTIONS OF THESE REGULATIONS. DOTS SHALL BE 1/10" ON CENTERS IN EACH CELL WITH 2/10" SPACE BETWEEN CELLS. DOTS SHALL BE RAISED A MINIMUM OF 1/40" ABOVE THE BACKGROUND. BRAILLE: 7. USE CONTRASTED GRADE 2 BRAILLE. DOTS TO BE 0.1 INCH ON CENTER IN EACH CELL. 8. 0.2 INCH SPACE BETWEEN CELLS. 9. DOTS RAISED MINIMUM 0.025 INCH ABOVE BACKGROUND. WALL MOUNTED SIGNAGE TO BE LOCATED ON LATCH SIDE OF DOOR CLEAR OF DOOR-SWING. MOUNT AT 60" TO CENTERLINE OF SIGN FROM FLOOR. E X I T EXIT BRAILLE / TACTILE SIGNS (DIRECTIONAL) LOCATED BY LATCH SIDE OF DOOR 60" ON CENTER FROM FLOORR O U T E E X I T EXIT BRAILLE / TACTILE SIGNS LOCATED BY LATCH SIDE OF DOOR 60" ON CENTER FROM FLOOR FIG. 703.2.5 Character Height LIBRARY FIG. 703.4.2 Location of Tactile Signs at Doors CL FIG. 703.6.1 Pictogram Field MEN 5/ 8 - 2 18 MIN 18 M I N 6 M I N centered on tactile characters JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated AD1 EN L A R G E D R E S T R O O M YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SIGNS AND PICTOGRAMS 1 RESTROOM @ 2ND FLOOR 7 RESTROOM KEYNOTES RESTROOM @ 1ST FLOOR 6SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: N.T.S. TYPICAL MOUNTING HEIGHTS 2SCALE: 1/2" = 1'-0"GRAB BARS 4SCALE: 1/2" = 1'-0" Da t e D e s c r i p t i o n 1 0 7 / 3 1 / 2 0 2 4 2 N D S U B M I T T A L 2 9 / 1 6 / 2 0 2 4 3 R D S U B M I T T A L SECTION @ LAVATORY 5SCALE: 1" = 1'-0" 1 2 210 W 19th St 4/14/2025 WINDOW FRAME - INSTALL PER MANUFACTURER'S INSTRUCTIONS 1/2" PLY. SHEATHING WATER PROOFING MEMBRANE (N) 8-1/4" JAMES HARDIE PLANK BOARD INTERIOR FINISH WHERE OCCURS INSULATION WHERE OCCURS ACCENT TRIM 2x SILL FLASHING CAULK MI N . 1 / 4 " O V E R L A P INSULATION WHERE OCCURS 2x FRAMING - REFER TO STRUCTURAL DRAWINGS INTERIOR FINISH WHERE OCCURS WINDOW FRAME - INSTALL PER MANUFACTURER'S INSTRUCTIONS 1/2" PLY. SHEATHING WATERPROOF MEMBRANE (N) JAMES HARDIE PLANK BOARDCAULK ACCENT TRIM NOTE: REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF HARDIE PANELS WINDOW FRAME - INSTALL PER MANUFACTURER'S INSTRUCTIONS INSULATION INTERIOR FINISH WINDOW HEADER - REFER TO STRUCTURAL DRAWINGS WHERE OCCURS WHERE OCCURS (N) JAMES HARDIE PLANK BOARD WATERPROOF MEMBRANE 1/2" PLY. SHEATHING STARTER STRIP FLASHING CAULK ACCENT TRIM WOOD CASING 2x4 FRAMING AT DOOR - INTERIOR FINISH WHERE OCCURS INSULATION WHERE OCCURS WOOD DOOR FRAME WEATHERSTRIP CAULK REFER TO STRUCT. DRAWINGS 1/2" PLY. SHEATHING SHIM SPACE DOOR WATERPROOF MEMBRANE (N) JAMES HARDIE PLANK BOARD ACCENT TRIM NOTE: REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF HARDIE PANELS (N) JAMES HARDIE PLANK BOARD DOOR HEADER - INTERIOR FINISH INSULATION WOOD CASING WEATHERSTRIP DOOR WOOD DOOR FRAME WATERPROOF MEMBRANE REFER TO STRUCT. DRAWINGS WHERE OCCURS WHERE OCCURS SHIM SPACE 1/2" PLY. SHEATHING STARTER STRIP FLASHING CAULK ACCENT TRIM (N) JAMES HARDIE PLANK BOARD INTERIOR FINISH 1/2" PLY. SHEATHING 2x FRAMING - REFER TO STRUCTURAL DRAWINGS WHERE OCCURS INSULATION WHERE OCCURS WATER PROOF MEMBRANE CAULK ACCENT TRIM NOTE: REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF HARDIE PANELS DOOR DOOR FRAME BEYOND CONCRETE SLAB - REFER TO STRUCTURAL DRAWINGS BULB WEATHERSTRIPPING & FIN SWEEP OR APPROVED EQUAL PER DOOR MFR. ADJUSTABLE SILL & SILL COVER BY "THERMATRU" OR APPROVED EQUAL - INSTALL PER MFR'S. INSTRUCTIONS STUCCO COLOR COAT AT SLAB AREA PRIOR TO PLACEMENT OF THRESHOLD CONCRETE FLATWORK SLOPE 1/4":12" MIN. METAL PRODUCTS SHALL BE ISOLATED FROM DISSIMILAR OR CORROSIVE MATERIALS WITH A NONCONDUCTIVE COATING OR SEALANT MATERIAL PAN FLASHING/ SILL GUARD - INSTALL PER MANUFACTURER'S INSTRUCTIONS 7 3 / 4 " M A X . INSULATION WHERE OCCURS INTERIOR FINISH WHERE OCCURS FINISH GRADE FLATWORK WHERE OCCURS 2x P.T. SILL PLATE (N) JAMES HARDIE PLANK BOARD 1/2" SHEATHING SLOPE 6" U . N . O . 8" M I N . CONCRETE FOUNDATION - REFER TO STRUCTURAL DWGS STARTER STRIP WATERPROOF MEMBRANE 1 SILL FLASHING JAMB FLASHING2 WINDOW INSTALLATION3 SURFACE PREPARATION4 JAMB FLASHING5 HEAD FLASHING6 1 2 2 3 4 5 6 A B C WINDOW D WINDOW FLANGE F E A D B E HEAD FLASHING JAMB FLASHING WINDOW WINDOW OPENING SILL / JAMB FLASHING CUT A STRIP OF MOISTOP E-Z SEAL FOR THE HEAD (F) OF THE WINDOW, EXTENDING BEYOND THE JAMB FLASHING IN PLACE. PLACE THE MOISTOP E-Z SEAL ON THE TOP OF THE FLANGE (D) OF THE WINDOW AND SEAL BY APPLYING PRESSURE ALONG THE STRIP. CUT A STRIP OF MOISTOP E-Z SEAL FOR THE JAMB (E) OF THE WINDOW, EXTENDING BEYOND THE FLANGE (3" MINIMUM TOP AND BOTTOM). PLACE THE MOISTOP E-Z SEAL ON THE TOP OF THE FLANGE (D) OF THE WINDOW AND SEAL BY APPLYING PRESSURE ALONG THE STRIP. REPEAT FOR OTHER JAMB. WIPE THE WINDOW FLANGE (D) AND BASE MOISTOP PF FLASHING (B) LAYER CLEAN BEFORE APPLYING MOISTOP E-Z SEAL. CUT THE DESIRED LENGTH OF MOISTOP E-Z SEAL WITH A SHARP KNIFE. PULL OFF THE RELEASE PAPER AND PLACE THE MOISTOP E-Z SEAL ON TOP OF THE WINDOW FLANGE. APPLY FIRM PRESSURE ALONG THE ENTIRE SELF ADHESIVE STRIP TO ENSURE A CONTINUOUS SEAL. BEFORE INSTALLING THE WINDOW (C), APPLY A CONTINUOUS 3/8" BEAD OF MOISTOP SEALANT TO THE PERIMETER OF THE ROUGH OPENING OR TO THE BACKSIDE OF THE MOUNTING FLANGE (D) OF THE WINDOW. INSTALL THE WINDOW ACCORDING TO THE WINDOW MANUFACTURER'S INSTRUCTIONS. CUT STRIP OF MOISTOP PF FLASHING LONG ENOUGH TO EXTEND BEYOND SILL FLASHING ALREADY IN PLACE, AND ABOVE WHERE THE MOISTOP E-Z SEAL HEAD FLASHING WILL INTERSECT. NEXT ATTACH THE JAMB FLASHING (B) FLUSH TO THE EDGE OF THE ROUGH OPENING LEAVING THE BOTTOM FREE. REPEAT THE STEPS FOR THE REMAINING JAMBS. ONCE THE ROUGH OPENING IS PREPARED, PROCEED BY ATTACHING MOISTOP PF FLASHING (A) FLUSH ALONG THE BOTTOM OF THE ROUGH OPENING, BE SURE NOT TO FASTEN THE LOWER EDGE OF THE FLASHING SO THAT JUMBO TEX, FORTIY OR WEATHERSMART MAY BE SLIPPED UP UNDERNEATH THE FLASHING IN A WEATHERBOARD FASHION, EXTEND THE BEYOND THE JAMB FLASHING TO BE APPLIED LATER. USE 12" MOISTOP E-Z SEAL FOR HEAD INSTALLATION MOISTOP E-Z SEAL HEAD FLASHING 6" MOISTOP E-Z SEAL JAMB FLASHING USE 6" MOISTOP E-Z SEAL FOR JAMB FLASHING THE JAMB FLASHING SHOULD EXTEND ABOVE WHERE THE MOISTOP E-Z SEAL HEAD FLASHING WIL INTERSECT. 9" MOISTOP PF FLASHING BASE JAMB EXTEND JAMB FLASHING BEYOND THE SILL FLASHING. LEAVE FLASHING FREE AT BOTTOM THE BASE LAYER OF MOISTOP PF FLASHING DOES NOT HAVE HEAD FLASHING. INSTALL MOISTOP PF FLASHING FLUSH WITH THE SILL OF THE ROUGH OPENING 9" MOISTOP PF FLASHING BASE SILL (M I N . ) 6" (MIN.) 6" CORNER BEAD - (TYP.) EXTERIOR PLASTER PLYWOOD SHTG.- (TYP.) STEEL STUD SELF ADHERED FLASHING, (TYP.) JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated AD2 AR C H I T E C T U R A L D E T A I L S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 3" = 1'-0"7WINDOW SILL SCALE 3" = 1'-0"9WINDOW JAMB SCALE 3" = 1'-0"8WINDOW HEAD SCALE 3" = 1'-0"5DOOR JAMB SCALE 3" = 1'-0"4EXTERIOR DOOR HEAD SCALE 3" = 1'-0"6CORNER HARDIE PANEL SCALE 3" = 1'-0"1DOOR THRESHOLD SCALE 3" = 1'-0"2WEEP CREED SCALE 1/4" = 1'-0"10WINDOW FLASHING SCALE 3" = 1'-0"3CORNER DETAIL Da t e D e s c r i p t i o n 210 W 19th St 4/14/2025 CLASS "A" COMPOSITION ASPHALT SHINGLES, UL 790 UNDERLAYMENT 2X ROOF FRAMING - REFER TO STRUCTURAL DRAWINGS ADDITIONAL STRIP OF UNDERLAYMENT CENTERED ON RIDGE/ HIP RIDGE SHINGLE 1/2" ROOF SHEATHING NOTE: REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF ASPHALT SHINGLES 1/2" DUROCK CEMENT BOARD, INTERIOR SIDE 15/32" PLYWOOD 5/8" SHEETROCK FIRECODE CORE GYPSUM PANELS, FIBERROCK AQUA-TOUGH EXTERIOR SHEATHING OR SECUROCK GLASS-MAT SHEATHING BATT INSULATION PER T-24 2x WOOD STUD 16" O.C. TEST NUMBER: UL DES U303 5- 1 / 8 " WT. 9PSF EXTERIOR INTERIOR FOR COORDINATING ROOF TILE MANUFACTURERS, INSTALLATION INSTRUCTIONS, TECHNICAL BULLETINS & SPECIFIC INFORMATION REGARDING RAIN, SNOW, HIGH-VELOCITY WIND OR WILDLAND URBAN INTERFACE (WUI) APPLICATIONS, PLEASE CONTACT O'HAGIN TOLL FREE AT 877/324-0444 OR WWW.OHAGIN.COM O'HAGIN VENTS ARE MANUFACTURED USING: - PRE-PAINTED GALVANIZED 26 GAUGE G90 - GALVANIZED 26 GAUGE G90 - ALUMINUM .032 - COPPER 16 OZ - STAINLESS-STEEL INTERIOR MATRIX (WEATHERMASTER, WEATHERMASTER HD, FIRE & ICE ONLY) TAPERED, LOW-PROFILE VENT FOR COMPOSITION SHINGLE, SLATE & SHAKE ROOFS O'HAGIN'S TAPERED, LOW-PROFILE VENT (STANDARD FLANGE) DIVERTERS LOCALLY-APPROVED SEALANT ROOF DECK COMPOSITION SHINGLES WIRE MESH O'HAGIN'S TAPERED, LOW-PROFILE VENT (STANDARD FLANGE) LOCALLY-APPROVED UNDERLAYMENT TOP TRACK WITH .145 DIA. x 1 1/4" POWDER DRIVEN FASTENER AT 24" 0.C. PER ICC-ESR 1799 STRUT AND (4) BRACE WIRES 0° TO 45° TYP. 5/8" GYP. BD. EACH SIDE OVER METAL STUDS CEILING WALL ANGLE WOOD STUDS (E) SUSPENDED ACOUSTICAL CEILING TO REMAIN ARMSTRONG SEISMIC JOINT CLIP WORK WITH ARMSTRONG 15"/16" AND 9"/16" GRID SYSTEMS. (PRELUDE, SUPRAFINE AND SILHOUETTE. SEISMIC JOINT CLIP TWO PIECE UNIT W/ SLOTS HORIZONTAL SEISMIC SLOT VERTICAL POSITIONING STAMP NOTE: SUSPENSION CEILING SYSTEM TO BE INSTALLED IN ACCORDANCE WITH ASTM C636 AND ASTM E580 PER CBC 808.1 MAIN T ACOUSTIC TILE TENSION WIRE (ENSURE TWISTS ARE TIGHT.) EYELIT SCREW EXISTING CEILING RAFTER WHEN HEAVY-DUTY CEILING SYSTEMS ARE USED, SUPPLEMENTAL HANGERS ARE NOT REQUIRED IF A 48" MODULAR HANGER PATTERN IS FOLLOWED. TWO (2) NO. 12 GAUGE WIRES MUST BE SECURED FROM LIGHT & MECHANICAL FIXTURES AT OPPOSING CORNERS ALONG THE FIXTURE'S DIAGONAL. WIRES MAY BE SLACK. CEILING GRID SUSPENDED LIGHT FIXTURE (LESS THAN 56 LBS.) HEAVY-DUTY CEILING SYSTEMS LATERAL FORCE BRACING MEMBERS MUST BE SPACED A MINIMUM OF 6" FROM ALL HORIZONTAL PIPING OR DUCT WORK THAT IS NOT PROVIDED WITH BRACING RESTRAINTS FOR HORIZ. FORCES. BRACING WIRES MUST BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER THAT THEY CAN SUPPORT A DESIGN LOAD OF NOT LESS THAN 200 POUNDS OR THE ACTUAL LOADS, WHICHEVER IS GREATER, WITH A SAFETY FACTOR OF 2. PROVIDE MINIMUM OF 2 SCREWS AT OPPOSITE CORNERS OF SUPPORT WIRES, OR SCREW ON T-BAR SAFETY CLIPS AT SIDES OR ENDS. NOTE: SUSPENSION CEILING SYSTEM TO BE INSTALLED IN ACCORDANCE WITH ASTM C635 AND ASTM C636I PER CBC 808.1 1/2" 2X ROOF FRAMING - REFER TO STRUCTURAL DRAWINGS (N) WOOD FASCIA UNDERLAYMENT STARTER BOARD 1/2" ROOF SHEATHING CORROSION RESISTANT METAL FLASHING W/ DRIP EDGE 5/8" TYPE "X" GYPSUM BOARD (N) JAMES HARDIE PLANK BOARD WHERE OCCURS INSULATION 5/8" TYPE "X" GYPSUM BOARD CLASS "A" COMPOSITION ASPHALT SHINGLES, UL 790 NOTE: REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF ASPHALT SHINGLES 1/2" PLY. SHEATHING CAULK MI N . 1 / 4 " O V E R L A P 2X FRAMING (N) 2x4 BLOCK 1/2" PLY. SHEATHING 5/8" TYPE "X" GYPSUM BOARD WATERPROOF MEMBRANE ASPHALT SHINGLES 36'' WIDE SWEAT SHEET ROOF FRAMING - REFER TO STRUCTURAL DRAWINGS UNDERLAYMENT ROOF SHEATHING CORROSION RESISTANT METAL VALLEY FLASHING W/ STANDING SEAM SPLASH MFR. PER NOTE: REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION OF ASPHALT SHINGLES 1'-0" MIN. ** * * 6' - 0 " OC TYP. 12'-0" MA X . COMPRESSION STRUT INSTALLATION ACOUSTICAL CEILING SUSPENSION SYSTEM LATERAL FORCE BRACING AND SUSPENSION DBL 1-5/8 X 20 GA STEEL STUDS METAL STUDS: MANUFACTURED STRUTS: 1-5/8 X 20 GA. TO 15'-0" TO 15'-0" TO 12'-0" 2-1/2" X 20 GA TO 13'-6" DBL 2-1/2" X 20 GA 2 1 2" MAX 12 ' - 0 " OC T Y P . MAIN RUNNER MAIN RUNNER THE FOLLOWING SPANS ARE BASED UPON STUDS HAVING A 1-5/8" LEG WITH A 3/8" RETURN. DOUBLE STUDS ARE CONNECTED TOGETHER IN THE SHAPE OF A , WITH ONE #6 SHEET METAL SCREW AT 16" O.C.. ATTACH THE METAL STUD TO THE T-BAR MAIN RUNNER WITH TWO #8 SCREWS. SEE DETAILS FOR ATTACHMENT TO STRUCTURE ABOVE. 3-5/8" X 20 GA. STUDS- SCREWED W/ 7/16" 9 GA. FRAMING SCREWS @ 24" O.C. STAGGERED- SANDWICH MAIN RUNNER BACK. & ATTACH W (3) 7/16" FRAMING SCREWS. PRE-MANUFACTURED STRUTS MAY ONLY BE USED IF ENGINEERING IS APPROVED BY THE BUILDING DEPARTMENT. GC TO SUBMIT FOR APPROVAL. SUSPENDED CEILING SYSTEM, SEE REFLECTED CEILING PLAN FOR SPECIFICATIONS. ICC-ES # ESR-2282, OR 1222, OR 1308 CIRCLE INDICATES REQUIRED LOCATION OF COMPRESSION STRUTS. SEE BELOW. 20GA. MTL. STD COMPRESSION STRUT @ EA. SET OF BRACING WIRES W/(2) #8 SHEET MTL. SCREWS TO THE GRID, SPAN PER TABLE ABOVE. SUSPENDED CEILING SYSTEM. SEE CEILING PLAN. (2) STUD ORIENTATION 12GA. BRACING W/4 TIGHT TURNS IN 1 1/2" EACH END. SPLAY WIRE BRACING IN CLUSTERS OF FOUR WIRES ATTACHED TO MAIN RUNNER WITHIN 2" OF A CROSS TEE SECTION. OCCUR WHEN CEILING AREA EXCEEDS 1000 SF CROSS RUNNER LATERAL FORCE BRACING: A STRUT FASTENED TO THE MAIN RUNNER SHALL BE EXTENDED TO THE STRUCTURAL MEMBERS SUPPORTING THE ROOF OR FLOOR ABOVE. LATERAL FORCE BRACING SHALL BE 12 FEET ON CENTER (MAXIMUM) AND BEGIN NO FARTHER THAN 6 FEET FROM WALLS. LATERAL FORCE BRACING MEMBERS MUST BE SPACED A MINIMUM OF 6" FROM ALL HORIZONTAL PIPING OR DUCT WORK THAT IS NOT PROVIDED WITH BRACING RESTRAINTS FOR HORIZ. FORCES. BRACING WIRES MUST BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER THAT THEY CAN SUPPORT A DESIGN LOAD OF NOT LESS THAN 200 POUNDS OR THE ACTUAL LOADS, WHICHEVER IS GREATER, WITH A SAFETY FACTOR OF 2. CEILING SYSTEMS ARE TO BE ATTACHED ONLY AT 2 ADJACENT WALLS OR SOFFITS 12GA. VERTICAL HANGER WIRE @ 4'-0" O.C. EACH WAY (4' O.C. AT MAIN RUNNER) MINIMUM 3 TIGHT TURNS IN 1-1/2" BOTH ENDS TYPICAL THE FOLLOWING INSTALLATION DETAILS ARE TO BE CONSIDERED TO BE COMPLYING WITH THE ABOVE REQUIREMENTS. NOTES: 1. WHERE THE ROOF SYSTEM IS COMPOSED OF WOOD BEAMS, PURLINS, AND SUB-PURLINS, THE 2 X 4 SUB-PURLINS ARE NOT TO BE CONSIDERED AS STRUCTURAL MEMBERS SUPPORTING THE ROOF. 2. CEILING SUSPENSION SYSTEM SHALL COMPLY WITH 803.9 AND 2506.2.1. COMPONENTS SHALL BE ASTM "HEAVY DUTY" CLASS. 3. THE COMPRESSION STRUT SHALL BE VERTICAL, AND SHALL NOT HANG MORE THAN 1 IN 6 OUT-OF-PLUMB. SEISMIC JOINT IF REQ'D. PER PLAN LIGHT FIXTURE * = 45° NOTE : SUSPENSION CEILING SYSTEM TO BE INSTALLED IN ACCORDANCE WITH ASTM C636 AND ASTM E580 PER CBC 808.1 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated AD3 AR C H I T E C T U R A L D E T A I L S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 SCALE 1 1/2" = 1'-0"3ROOF RIDGE SCALE 3" = 1'-0"11-HR FIRE RATED WALL SCALE 3/16" = 1'-0"2O'HAGIN ROOF VENT SCALE 3" = 1'-0"4INTERIOR PARTITION STRUT SCALE 12" = 1'-0"5SEISMIC JOINT CLIP SCALE 12" = 1'-0"7LIGHT FIXTURE AT SUSPENDED CEILING SCALE 1 1/2" = 1'-0"61-HR FIRE RATED ROOF EAVESCALE 1 1/2" = 1'-0"8ROOF VALLEY SCALE 12" = 1'-0"9SUSPENDED CEILING Da t e D e s c r i p t i o n 1 0 7 / 3 1 / 2 0 2 4 2 N D S U B M I T T A L 1 210 W 19th St 4/14/2025 • 5/8" SHEETROCK FIRECODE C CORE GYPSUM BOARD - 1" NOMINAL WOOD SUB AND FINISHED FLOOR - 2x10 WOOD JOIST 16" O.C. - RC-1 CHANNEL OR EQUIVALENT SPACED 24" O.C. - JOINTS FINISHED • OPTIONAL VENEER PLASTER TEST NUMBER: UL DES L514 CLG. WT. 3 1' - 0 " 1' - 0 " BREAM PER STRUCTURE DWG. 34 " -38 " STEEL WALL MOUNTING BRACKET 3 1/2" MAX 1 1/2" MIN 1/4" GYB PARTITION SEE FLOOR PLANS FOR TYPE. 1 1/2" DIA. WD WALL MOUNTED HANDRAIL WITH RETURN TO WALL AT EACH END. WD BLKG AT PARTITION 250 LB LAT. LOAD. 1-1/2" RND 12GA GUARD RAIL @ 3'-6" W/ VERTICAL PICKETS SUBMIT SHOP DWG's 1-1/2" RND 12GA HAND RAIL AT 2'-10" AFF ATTACHED TO GUARD RAIL WALL RAIL BEYOND (RETURN TO WALL) 3/4" SQ. PICKETS (12 GA.) @ 4" O.C. SEALED CONC @ ALL FILLED PAN LANDINGS & STAIR TREADS (LIGHT BROOM FINISH) 34 " - 3 8 " 34 " - 3 8 " 1' - 0" 1 TREAD DISTANCE BETWEEN POSTS 5'-0" MAX. 1' - 0" 1-1/2" RND 12GA HAND RAIL @ 2'-10" AFF ATTACHED TO WALL - SEE DETAIL 2/AD4 34 " - 3 8 " GUARDRAIL CONT. HANDRAIL HANDRAIL MOUNTING BRACKET TOE GUARD (TYP) 34 " - 3 8 " 3' - 6 " 2" 1"1 1/4" 4" M I N . 7 " M A X . EQ . R I S E R 11" TYP. METAL PAN STAIRS, TYP. STEEL STRINGER BEYOND SLIP-RESISTANT PRE-CAST CONCRETE STEP TREAD W/ INTERGRAL CONTRASSTING COLOR STRIPE, CAST INTO TREAD AT TOP AND BOTTOM STEEL ANGLE FASTEN TO STRINGER, ANCHOR TO CONCRETE T.O.P. CONCRETE 34 " - 3 8 " T O T O P O F H A N D R A I L 34 " - 3 8 " T O T O P O F H A N D R A I L 42 " G U A R D A I L 12" EXTENSION 2" <4" 2" PROVIDE WELD PLATE W/ EMBEDS AT CONCRETE UNLESS OTHERWISE APPROVED BY STRUCTURAL ENGINEER 4" SPHERICAL OBJECT CANNOT PASS TUYP. METAL PAN STAIR TREAD AND INTERGRAL RISER BEYOND STEEL CHANNEL STRINGER, PRIME AND PAINT 4" SPHERICAL OBJECT CANNOT PASS TUYP. NOTE: • GUARDRAIL, BALCONY TRAILINGS, STAIR SYSTEMS, AND THEIR ATTACHMENTS WILL BE STRUCTURALLY DESIGNED BY A QUALIFIED LICENSED ENGINEER TO CONFORM WITH STRUCTURAL REQUIREMENTS OF TABLE 1607.1 OF THE IBC BY THE FABRICATOR. • GRIND SMOOTH ALL WELDS, PRIME AND PAINT ALL STEEL COMPONENTS, ALL FIELD WELDS TO BE GROUND SMOOTH PRIMED AND PAINTED. 4" M I N . 7 " M A X . EQ . R I S E R 4" M I N . 7 " M A X . EQ . R I S E R 11" TYP. METAL PAN STAIRS, TYP. STEEL STRINGER BEYOND SLIP-RESISTANT PRE-CAST CONCRETE STEP TREAD W/ INTERGRAL CONTRASSTING COLOR STRIPE, CAST INTO TREAD AT TOP AND BOTTOM 2" 1" BLOCKOUT 3 1/2"STEEL ANGLE EMBED STEEL ANGLE, PAINT NOTE: INSTALL PER MANUFACTURE RECOMMENDATIONS 4" M I N . 7 " M A X . EQ . R I S E R STEEL CHANNEL STAIR STRINGER, PRIME AND PAINT NOTE: INSTALL PER MANUFACTURE RECOMMENDATIONS 1" 2" 1.25" MAX 11" TYP. WOOD BEAM, VERIFY WITH MANUFACTURER METAL PAN STAIRS WITH CONCRETE TREAD 4" MI N . 2" T.C. BOLTS STEEL ANGLE CONCRETE SLAB OVER METAL DECK TOP REISER W/ INTERGRAL CONTRASTING COLOR STRIPE 30* MAX. 1-1/4" (MAX.) 11" TYP. JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C. , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R CH I T E C T S , I N C . © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF E ILC A ORNI TC ITEYENNY NG DATE RENEWAL 03-31-25 As indicated AD4 AR C H I T E C T U R A L D E T A I L S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6 Da t e D e s c r i p t i o n 2 9 / 1 6 / 2 0 2 4 3 R D S U B M I T T A L SCALE 3" = 1'-0"11-HR FIRE RATED FLOOR SCALE 1 1/2" = 1'-0"2STAIR WALL MOUNTED HANDRAIL DETAIL SCALE 1/2" = 1'-0"9ISOMETRIC HANDRAIL W/ GUARDRAIL SCALE 1/2" = 1'-0"7HANDRAIL MOUNTED TO WALL SCALE 1" = 1'-0"8ELEV. DETAIL GUARDRAIL@ LANDING SCALE 1 1/2" = 1'-0"3STAIRCASE AT SLAB SCALE 1 1/2" = 1'-0"4STAIR SIDE ELEVATION SCALE 1 1/2" = 1'-0"5STAIRCASE AT LANDINGSCALE 1 1/2" = 1'-0"6STAIRCASE AT TOP 2 SCALE 3" = 1'-0"10(TYP.) TREAD DETAIL 2 2 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER HFX-1 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE HA R D Y F R A M E P23-1208 HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x 1-1/8-STD-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA 1-1/8-STD-BB-RA 1-1/8-HS-BB-RA Rod Dia Rod Grade StirrupsAnchorage Panel Width 1 2,3 BB-RA le Shear Ties Model 4 5 6 79 (in) (in) a1 C a2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 23 15 8 - # 4 14 - # 4 13 - # 4 18 - # 4 19-3/4 20-5/8 11 # 4 (min) @ 4" OC 16 - # 4 # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 - # 4 HFX-24x HFX-21x HFX-18x HFX-15x HFX-12x HFX-9x 1-1/8-STD-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA 1-1/8-STD-RA 1-1/8-HS-RA Rod Dia Rod Grade StirrupsAnchorage Panel Width 1 2,3 RA le Shear Ties Model 4 5 6 79 (in) (in) a1 C a2C 12 9 15 18 21 24 1-1/8 STD HS STD HS STD HS STD HS STD HS STD 8 - # 4 10 - # 4 19-3/4 20-5/8 # 4 (min) @ 4" OC # 3 (min) 3-3/4" OC # 3 (min) @ 4" OC @ 15 11 9 - # 4 11 - # 4 12 - # 4 1-1/8-STD-13-19 1-1/8-HS-20-30 1-1/8-STD-14-20 1-1/8-HS-20-30 Rod Dia Rod Grade AnchoragePanel 1 2,3 UA Model 4 5 6a1 C a2C 78" - 10' 78" - 13' 14' - 20' 78" - 13' 14' - 20' 1-1/8 HS STD HS STD HS STD 20 HFX-12x 13 20 14 HFX-15x, 18x HFX-15x, 18x Balloon HFX-21x, 24x HFX-21x, 24x Balloon 1-1/8-STD-14-20 1-1/8-HS-23-34 1-1/8-HS-20-30 HFX-9x 14 23 20 Height 30 19 30 20 20 34 30 1.DESIGNS ARE TO RESIST LOADING PER ACI 318-14, SECTION 17.2.3.4.3. 2.STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE 36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITH DOUBLE NUTS ON THE EMBED END. 3.HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7 WITH A 1/2"X3"X3"(MIN) HFPW PLATE WASHER INSTALLED WITH DOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED). 4.LE = LENGTH OF EMBEDMENT FROM THE TOP OF FOOTING OR GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF THE EMBEDDED HFPW PLATE WASHER @ HS ANCHORS) 5.CA1 = DISTANCE FROM HD CENTERLINE TO THE END OF THE FOOTING OR GRADE BEAM. 6.CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONT AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. 7.SHEAR TIES ARE GRADE 60 (MIN) REBAR AND REQUIRED FOR NEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F'C = 2,500 PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR UA AND RA, 12 INCH (MIN) WIDTH FOR BB-RA. 8.FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL APPLICATIONS. 9.STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND SPACING. SEE “STIRRUP LAYOUT” DIAGRAMS AND “KEY” FOR LAYOUT PATTERNS. 10.CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-14, SECTION 17.7.1 BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - BB - RA ROD GRADE "BACK TO BACK" INSTALLATION REINFORCED ANCHORAGE ROD DIAMETER REINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - RA ROD GRADE REINFORCED ANCHORAGE ROD DIAMETER UNREINFORCED ANCHORAGE NOMENCLATURE 1-1/8 - STD - 14 - 20 ROD GRADE EMBEDMENT DEPTH ( ) END & EDGE DISTANCE ( & ) ROD DIAMETER a1 l e C a2 le & C 2-3/4" FOR PANEL ON CONCRETE A 18-3/4" 15-3/4" 12-3/4" 9-3/4" 8-1/2" 5-1/2"1-3/4" 2-5/8" 9" 12" 15" 18" 21" 24" HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x A HFX-18x HFX-9x HFX-21x A ABB A ABB A ABB7 EQ SPA HFX-24x 5 EQ SPA 4 EQ SPA HFX-18x HFX-9x HFX-12x HFX-15x HFX-21x HFX-24x 3 EQ SPA 4 EQ SPA A B B A A A A ABBBB A A A A A A ABBBBBBA 2 EQ SPAKEY 3 EQ SPA 4" Min. 2'-6"C a1 Ca2 26" Min Ca2 Ca2 22" Min Ca2 Ca2 Ca2 C a1 C a1 C a1 Min. 2'-6" le + 1" 7 3 4" 1" RADIUS 7 3 4" 1" RADIUS 135° BEND 135° BEND2 12" (Min) Over-Lap LENGTH (1A/HFX1) RADIUS: # 3 = 3 14" Min # 4 = 4 14" Min 16" 13" Min 15" Max 9" Min 11" Max LENGTH (1A/HFX1) RADIUS: # 3 = 1 12" Min # 4 = 2" Min 2 12" (Min) Over-Lap LENGTH RADIUS: # 3 = 1 12" Min # 4 = 2" Min 2 12" (Min) Over-Lap B A B HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x 7-1/2" 10-1/2" 12" 15" 18" 21" Length NOT REQUIRED WHENSHEAR TIES 79.5" - 8' TOP OF CONCRETE A = 2-1/2" o.c. B = 1-1/4" ea Side of HD KEY A = 3" o.c. B = 1-1/2" ea Side of HD A.#4 (Min) Longitudinal Rebar Top and Bottom by EOR B.le - 3" C.le per Table D.le + 7" E.CL = 10" Min, 12" Max F.2'-2" (Min) G.±1" From Top of Concrete to CL of Shear Tie H.1" CL @ Upper Two Ties I.Shear Ties per Table J.2'-6" (Min) UNO by EOR K.Stirrups per Table L.Ca1 per Table 4" A B C F E A B C D F E D CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB (12" MIN WIDTH) EXTERIOR SLAB INTERIOR SLAB CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER CURB (6" MIN) WIDTH EXTERIOR SLAB INTERIOR SLAB B C D H G K I A L B C D G K I A L B C D D E C A.#4 (Min) Longitudinal Rebar Top and Bottom by EOR B.12" Min C.15" Min D.22" Min E.CL = 6" Min, 8" Max F.1'-10" (Min) G.±1" From Top of Concrete to CL of Shear Tie H.1" CL @ Upper Two Ties I.Shear Ties per Table J.2'-6" Min UNO by EOR K.Stirrups per Table L.Ca1 per Table A.Shear Ties per UA Table B.10" Max or per Plans C.le per Table D.Ca2 per Table E.±1" from Top of Concrete to CL of Shear Tie F.1" CL @ Upper Two Ties G.Shear Ties per RA Table when Top of Concrete is ≥8" above Top of Slab H.12" Min I.Ca1 per Table J J HF B7 A 1.ANCHORAGE IS DESIGNED FOR TENSION AND SHEAR TRANSFER ONLY, FOUNDATION DESIGN PER EOR. 2.REINFORCEMENT SHOWN IS THE MINIMUM REQUIREMENT AND IS NOT INTENDED TO REPLACE REINFORCEMENT DESIGNED BY THE EOR. 3.FOR RA AND BB-RA INSTALLATIONS, THE HFXBB BOLT BRACE MAY BE PLACED ON TOP OF THE STIRRUPS WITH DOUBLE-NUTS INSTALLED AT EMBED END OF STANDARD GRADE ANCHOR RODS. (NOTE: 12" x 3" x 3" MIN. HFPW PLATE WASHERS ARE REQUIRED TO BE DOUBLE-NUTTED AT EMBED END OF HIGH STRENGTH ANCHOR RODS.) 4.HIGH STRENGTH ALL-THREAD RODS PROVIDED BY HARDY FRAMES ARE STAMPED ON BOTH ENDS. WidthModel Model EDGE VIEW 2 - # 3 1 - # 3 (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) H G F H I I Edge DistanceEnd Distance 2-3/8" 6-1/4" 7-3/8" 8-3/8" 9-3/8" 10-3/8" 2-3/8" 3-1/2" 4-1/4" 5" 5-1/2" 6" Shear Ties 7,8 ≥≥ HFX-12x HFX-15x B B B 2 EQ SPA B 3 EQ SPA AAAA 123 A B 1A 1B 2A 2B 3A 3B HFX ANCHOR CENTERLINES IMPORTANT NOTESUA SECTIONS & ELEVATIONS UA SHEAR TIESRA SHEAR TIES & STIRRUPS RA SECTIONS & ELEVATIONSBB-RA SECTIONS & ELEVATIONS BB-RA SHEAR TIES & STIRRUPS UNREINFORCED ANCHORAGE (UA)REINFORCED ANCHORAGE (RA)BACK TO BACK REINFORCED ANCHORAGE (BB-RA)TABLE NOTES IMPORTANT! "RA" SPA (2A/HFX1) 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER HFX-2 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE P23-1208 HA R D Y F R A M E NOTE: ATTACHMENTS TO ADJACENT TRIMMERS MAY BE MADE AT PREPUNCHED SCREW HOLES OR WITH SELF TAPPING SCREWS (#12 AT EDGES, #10 AT FACE). SECTION B SECTION A OPTIONAL INSTALLATION WITH HARDY FRAME BASE EXTENSION (HFBX) FOR ADJACENT FRAMING HFBX #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (BUGLE HEAD WITH SELF DRILLING TIP SHOWN) #12 SELF-TAPPING SCREWS AT EDGE OF PANEL. (BUGLE HEAD WITH SELF DRILLING WING TIP SHOWN) BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD SELF DRILLING TIP SELF DRILLING WING TIP #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (HEX HEAD WITH SELF DRILLING TIP SHOWN) NOTES: A. SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL FACE WITH # 10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC. B. ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF-TAPPING SCREWS. C. STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. D. STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. 21" PANEL 24" PANEL 18" PANEL 9" PANEL 12" PANEL 15" PANEL 15" Width = 8 6 3-1/2 HFX-15,18,21 & 24x14 164-1/4 1-1/8 HFX-15,18,21 & 24x15 HFX-15,18,21 & 24x16 HFX-15,18,21 & 24x17 176-1/4 188-1/4 200-1/4 Top Screw Qty (ea) 18" Width = 10 21" Width = 12 24" Width = 14 1 Hold Down Diameter (in) HFX-15,18,21 & 24x18 HFX-15,18,21 & 24x19 HFX-15,18,21 & 24x20 212-1/4 224-1/4 236-1/4 Screw Qty Available at Edges (ea) 7 8 4 3-1/2 92-1/4 1-1/8 HFX-12,15,18,21 & 24x9 HFX-12,15,18,21 & 24x10 HFX-15,18,21 & 24x11 104-1/4 116-1/4 128-1/4 Model Number Net Height (in) Depth (in) 1 Hold Down Diameter (in) HFX-15,18,21 & 24x12 HFX-15,18,21 & 24x13 140-1/4 152-1/4 Screw Qty Available at Edges (ea) 5 6 HFX-12,15,18,21 & 24x78 78 HFX-9x79.5 79-1/2 Top Screw Qty (ea) Model Number Net Height (in) Depth (in) 2 3 2 3 PANCAKE FIXTURE AS NEEDED INSTALLATION INSTRUCTIONS 1. WHEN INSTALLING ON CONCRETE CONNECT WITH (1 EA) HARDENED ROUND WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEP SOCKET (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS ARE PROVIDED IN TABLE NOTE 1. 2. INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLING ON OTHER SUPPORTING SURFACES. 3. USE 1/4"X4-1/2" MITEK PRO SERIES WS SCREWS AT TOP CONNECTIONS WITH A 2x FILLER. IF THE TOP OF PANEL IS IN DIRECT CONTACT WITH THE COLLECTOR ABOVE (TOP PLATES, HEADER, BEAM, ETC.) USE1/4 x 3" (MINIMUM) 4. FOR INSTALLATIONS WITH A FILLER GREATER THAN 1-1/2" ABOVE, OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KING POSTS TO BRACE THE OUT-OF-PLANE HINGE CAN BE CONNECTED WITH 1/4" DIA. SCREWS THROUGH PRE-PUNCHED HOLES AT THE PANEL EDGES. 1. HOLD DOWN ANCHOR BOLTS CONNECT TO THE PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE 8 NUTS. ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX. 2. 1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOP CHANNEL THAT IS GREATER THAN 1-1/2" OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. HFX-9x8 93-3/4 1.(A) PRE-WELDED STRAPS ARE PROVIDED ON 78" AND 79-1/2" PANEL HEIGHTS. THEY ARE AVAILABLE FOR OTHER HEIGHTS UPON REQUEST. (B) FIELD INSTALLED STRAPS WITH SELF TAPPING SCREWS ARE PERMITTED. THE DESIGN AND CONNECTION IS BY THE DESIGN PROFESSIONAL. 2.A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) WS SCREWS IS PERMITTED. 3.WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE BUILDING DESIGN PROFESSIONAL. 4.A 1" DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF THE PANEL HEIGHT AND IS 4" MINIMUM FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST BE OFFSET 1" MINIMUM FROM THE 3" DIA. PREPUNCHED HOLE. FOR HOLES LARGER THAN 1" DIAMETER OR TO ADD MORE THAN ONE HOLE CONTACT MITEK HARDY FRAME TECHNICAL SUPPORT AT (800) 754-3030. 1 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL. 3 2 1.TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND CONNECTIONS BY BUILDING DESIGN PROFESSIONAL. 2.6x HEADER. 3.WOOD MEMBERS FOR BACKING MAY BE INSERTED VERTICALLY OR HORIZONTALLY IN THE PANEL CAVITY AS NEEDED. 4.WOOD MEMBER FLUSH TO FACE OF WALL FOR BACKING AS NEEDED. 1 1 2 4 3 1 1.PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI NON-SHRINK GROUT (MINIMUM). 2.NUT AND WASHER GRADES PER TABLE NOTE 1. 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 1 2 2 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND TREATED PLATE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 2 1 1.15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED AT THE PANEL EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE OR WHEN SPECIFIED BY DESIGN PROFESSIONAL. 2 1 3 1.WOOD FILLER WITH USP MP4F CONNECTORS BOTH SIDES, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 2.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH PRE-PUNCHED HOLES IN PANEL EDGES REQUIRED WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE TO BRACE OUT-OF-PLANE HINGE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 4.PRE-DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF PANEL NO LESS THAN 2-1/4" OC AND INSTALL 1/4" DIA. WOOD SCREWS INTO 2x (MIN.) WOOD "LEDGER" IN PANEL CAVITY. 5.CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. 4 5 3 1 2 1.CAVITY ORIENTED FOR CONNECTION ACCESS. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.NOMINAL 8 INCH FRAMING ABOVE (MIN). 4.A 2x FILLER WITH 1/4" x 4-1/2" MINIMUM WS SCREWS IS PERMITTED. 5.FIELD INSTALLED WOOD BACKING AS NEEDED. SECTION A 5 1 4 3 2 9" Width = 5 12" Width = 6 15" Width = 8 18" Width = 10 21" Width = 12 24" Width = 14 31 1.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 2.1/4" x 4-1/2" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.2x WOOD FILLER. 2 HFX-12,15,18,21 & 24x8 ® TM TM ® ALLOWABLE VALUES ON 2x PLATE ARE LESS THAN INSTALLATION ON CONCRETE ALLOWABLE VALUES ON N&W ARE LESS THAN INSTALLATION ON CONCRETE NOTE: TO PREVENT DRILLING ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED. TRIMMERS PER DESIGN PROFESSIONAL OPTIONAL SOFFIT 4" 4" 3 1B 2 1A 4 1" FILLER GREATER THAN 1-1/2 IN.6 3BACK TO BACK INSTALLATION 8 11 2 5 7 10 1 4 9 A B C D RAISED FLOOR HEAD-OUT INSTALLATION ON 2x PLATE STEEL BEAM ABOVE THRU-BOLT TOP PLATE CONNECTIONS INSTALLATION ON CONCRETE INSTALLATION ON NUTS & WASHERS 6x HEADER ABOVE-SECTIONS TOP CONNECTION TO HEADER INSTALLATION ON CURB HFX PANELS 78 IN. THROUGH NOMINAL 13 FEET BALLOON PANELS 14 FEET THROUGH 20 FEET 5a 5b B A3 4 1.STEEL BEAM PER PLANS 2.ALL THREAD RODS THRU-BOLTED TO STEEL BEAM BY BUILDING DESIGN PROFESSIONAL. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4. HARDY FRAME STACKING WASHERS (HFSW( REQUIRED TO BE WELDED INSIDE TOP CHANNEL OF LOWER PANEL. 5. HARDY FRAME "STK" PANEL WITH STACKING WASHERS WELDED INSIDE THE TOP CHANNEL BY MANUFACTURER. 1 2 5 ® ® RAKE WALL INSTALLATION 4" 3" 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER HFX-3 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE P23-1208 HA R D Y F R A M E HFXBP24 HFXBP18HFXBP12 PANEL WIDTH3" NOTE: COUPLERS MAY BE USED WHEN THREADED ROD IS SUBJECT TO TENSION LOADS ONLY. HFXBP21 HFXBP15 NOTE: HARDY FRAME STACKING WASHERS (HFSW) ARE REQUIRED IN THE TOP OF PANELS WHEN CONNECTING TO TENSION ANCHORS FROM ABOVE. HARDY FRAME "STK PANELS" INCLUDE HFSW WASHERS PRE-WELDED IN THE TOP CHANNEL. 1.HOLD DOWN TENSION ANCHORS SPECIFIED AS STANDARD GRADE (STD) MUST COMPLY WITH ASTM F1554 GRADE 36 (OR EQUAL). HOLD DOWN TENSION ANCHORS SPECIFIED AS HIGH STRENGTH (HS) MUST COMPLY WITH ASTM A 193 GRADE B7 (OR EQUAL). TENSION ANCHORS (BOTH GRADES) CONNECT TO THE UPPER AND LOWER PANELS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS. A HARDY FRAME 'HFSW" STACKING WASHER IS REQUIRED IN THE TOP CHANNEL OF THE LOWER PANEL (AVAILABLE PRE-WELDED IN A HARDY FRAME "STK" PANEL). ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS AT EACH ANCHOR CONNECTION. ALTERNATE NUTS ARE 2H HEAVY HEX. 2.1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHING DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. 3.1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 4-1/2" (MINIMUM) AT CONNECTIONS TO FLOOR SYSTEMS AND BEAMS BELOW. 4.1/4" DIAMETER SCREWS ARE REQUIRED AT THE EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2 INCH ABOVE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. ® ®± 1 1/2" ® 5 3 1 4 6 4 21 5 3 6 5 4 1 2 3 6 25 4 35 4 ® 1 1 NOTE: INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) MAY INCREASE DEFLECTION AND RESULT IN A DECREASE OF ALLOWABLE SHEAR VALUE, BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS. 4 ® ® 1.ACCESS HOLE LOCATED AT EDGE OF POST. 2.NUTS AND WASHERS PER TABLE NOTE 1. 3.PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI STRENGTH NON-SHRINK GROUT (MIN). 1 2 3 1.FLOOR SHEATHING NOTCHED, INSTALL PANEL ON WOOD PLATE. 2.15# FELT OR EQUIVALENT RECOMMENDED BETWEEN PANEL BASE AND TREATED MUDSILL. 3.NUTS AND WASHERS PER TABLE NOTE 1. 1 3 ® 5 1 2 3 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME PANEL DIRECTLY ON RIM. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4.1/4" x 4-1/2" (MINIMUM) WS SCREWS THROUGH BOTTOM OF PANEL MINIMUM QUANTITY PER TABLE. 5.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 1 2 5 3 4 3 15 4 ® 2 4 3" 3" 3" 3"3"3"3" 3"3" 3" 1 4 2 6 3 2 5 4 2 ® 2 3 1 3 4 3-1/2 HFX-12,15,18,21 & 24x8 92-1/4 1-1/8 HFX-12,15,18,21 & 24x9 HFX-12,15,18,21 & 24x10 HFX-15,18,21 & 24x11 104-1/4 116-1/4 128-1/4 HFX-15,18,21 & 24x12 HFX-15,18,21 & 24x13 140-1/4 152-1/4 5 6 Screw Quantity 12" Width 6 15" Width 8 18" Width 10 21" Width 12 24" Width 14 Top (ea) 6 8 10 12 14 Bott (ea) Model Number Net Height (in) Depth (in) 1 Hold Down Diameter (in) Screw Qty Available at Edges (ea) 2 3 4 Panel POST (HFP) POST (HFP) HARDY FRAME ®HARDY FRAME ®HARDY FRAME ® POST (HFP) 1.STEEL BEAM PER PLANS 2.HOLD DOWN ALL THREAD RODS THRU-BOLTED TO BOTTOM FLANGE OF STEEL BEAM BY BUILDING DESIGN PROFESSIONAL. 3.NUTS AND WASHERS AT PANEL BASE PER TABLE NOTE 1 3 ® ® ® TM TM ® NOTES: A.INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) MAY INCREASE DEFLECTION AND RESULT IN A DECREASE OF ALLOWABLE SHEAR VALUE, BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS B.COUPLERS MAY BE USED WHEN THREADED ROD IS SUBJECT TO TENSION LOADS ONLY. NOTES: A.CHECK WALL HEIGHT, HARDY FRAME BEARING PLATES BELOW THE PANEL BASE OR CUSTOM HEIGHT PANELS ARE AVAILABLE TO AVOID FILLERS GREATER THAN 1-1/2". B.FOR MAXIMUM ALLOWABLE VALUES INSTALL PANEL ON CONCRETE 2 ® 1.WITH HOLES PRE-DRILLED FOR 1-1/8" DIA.TENSION ANCHORS, INSTALL A SOLID 4x (MINIMUM) RIM IN FLOOR SYSTEM AT PANEL LOCATION. ALLOWABLE VALUE TABLES ASSUME THE RIM IS ENGINEERED WOOD PRODUCT (EWP). 2.NOTCH FLOOR SHEATHING THEN INSTALL HFXBP ON RIM WITH 6 EACH 1/4"X4-1/2" (MIN) "WS" SCREWS AT EACH END. 3.PLACE PANEL ON HFXBP. 4.WHEN STACKING PANELS, INSTALL "HFSW" STACKING WASHERS IN THE TOP CHANNEL OF THE LOWER PANEL. CONNECT LOWER TO UPPER PANELS WITH TENSION ANCHORS (GRADE PER PLANS) AND SECURE AT BOTH ENDS WITH HARDENED ROUND WASHERS AND GRADE 8 NUTS TO BE SNUG TIGHT. HARDY FRAME "STK" PANELS THAT INCLUDE "HFSW" STACKING WASHERS PRE-WELDED IN THE TOP CHANNEL ARE AVAILABLE, 5.WHEN MORE THAN 12 SCREWS ARE REQUIRED FOR THE BOTTOM CONNECTION OR JOINTS IN FRAMING MEMBERS OCCUR AT SCREW LOCATIONS, INSTALL ADDITIONAL 1/4"x4-1/2" WS SCREWS THROUGH THE BASE OF PANEL WHERE THEY ALIGN WITH HOLES IN THE HFXBP. 6.FOR STANDARD WALL HEIGHTS, INSTALL A 2x FILLER ABOVE PANEL (DTL 5/HFX2). FOR FILLERS GREATER THAN 1-1/2 IN. SEE DETAIL 6/HFX2. NOTE: INSTALLATIONS MAY VARY WITH JOB SPECIFIC CONDITIONS AND/OR SPECIFICATIONS BY THE BUILDING DESIGN PROFESSIONAL. 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.NUTS AND WASHERS PER TABLE NOTE 1. 4.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® 4 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8 IN. DIA HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 8PYRAMID STACK 6 ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME PANEL DIRECTLY ON RIM. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 7STACK @ OS CORNER 6STRAIGHT STACK ® ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.USP POST CAP AND POST BASE BY THE BUILDING DESIGN PROFESSIONAL. 4.NUTS AND WASHERS PER TABLE NOTE 1. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5CRIPPLE WALL 1.WOOD BEAM PER PLAN. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME BEARING PLATE (HFXBP) OR BEARING PLATE WASHER AT UNDERSIDE OF BEAM SIZED PER BUILDING DESIGN PROFESSIONAL TO LIMIT CRUSHING FROM TENSION ANCHOR FORCES. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 4.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 5.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. ® ® ® 1.4x (MIN) RIM, ALLOWABLE VALUE TABLES ASSUME ENGINEERED WOOD PRODUCT. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3.HARDY FRAME STACKING WASHER (HFSW) AT TOP OF PANEL REQUIRED WHEN CONNECTING TO TENSION ANCHOR FROM ABOVE. 4.1-1/8" DIA. HOLD DOWN, HFSW AND N&W PER TABLE NOTE 1 ARE PROVIDED IN HARDY FRAME HFTC KIT. 5.1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6.USP MP4F CONNECTORS, QUANTITY BY BUILDING DESIGN PROFESSIONAL. PANEL WIDTH PANEL WIDTH PANEL WIDTHPANEL WIDTH 1POST ON N&W2RAISED STEM WALL3RAISED BEARING PLATE4RAISED-OS CORNER 14DROP BM - FL SYSTEM 13STEEL BM THRU-BOLT 12WOOD BM THRU-BOLT 11HFP POSTS BELOW ® ® 10 9STAGGERED THRU-BOLT STAGGERED-HFP POST A B C ® ® 12 2 5 1 3 1.DROP BEAM WITH FLOOR JOIST ABOVE PER PLAN. 2.NOTCH FLOOR SHEATHING THEN INSTALL HARDY FRAME BEARING PLATE (HFXBP) AND PANEL PER INSTALLATION NOTES 3-6, DETAIL B/HFX3. 3. HARDY FRAME BEARING PLATE (HFXBP) OR BEARING PLATE WASHER AT UNDERSIDE OF BEAM SIZED PER BUILDING DESIGN PROFESSIONAL TO LIMIT CRUSHING FROM TENSION ANCHOR FORCES. 4. NUTS AND WASHERS PER TABLE NOTE 1. 5. 1/4" x 4-1/2" (MIN) WS SCREWS, QUANTITY PER TABLE. 6. USP CONNECTORS BY DESIGN PROFESSIONAL ® ® 5 LOAD PATH FROM BEAM TO FOUNDATION AND CHECK THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING DESIGN PROFESSIONAL. LOAD PATH FROM BEAM TO FOUNDATION AND CHECK THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING DESIGN PROFESSIONAL. LOAD PATH FROM BEAM TO FOUNDATION AND CHECK THAT PANEL DRIFT IS WITHIN CODE LIMIT BY BUILDING DESIGN PROFESSIONAL. 6 INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME BEARING PLATE (HFXBP)® 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER S100 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE N 01 GENERAL NOTES CONCRETE(CAST-IN-PLACE) WOOD FRAMES STATEMENT OF SPECIAL INSPECTIONS REINFORCING STEEL STRUCTURAL OBSERVATION (only checked items are required) PERMIT APPL. NO.: GE N E R A L N O T E S & I N F O . P23-1208 STRUCTURAL STEEL WELDING 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK FOUNDATIONS DIFFERED PERMIT ITEM 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER S110 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE TY P . D E T A I L S P23-1208 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER S111 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE TY P . D E T A I L S TYPICAL PLAN VIEWS P23-1208 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S P23-1208 be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC I L MEM B ER S201 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE 2N D F L O O R P L A N 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 SHEET NOTES 1.SEE SHEET S100 MATERIAL SPECIFICATIONS & FLOOR FRAMING NOTES. 2.ROOF DIAPHRAGM TO BE 15/32" PLYWOOD "SHEATHING GRADES, C-C, C-D" (PANEL INDEX 32/16) PS1-95 W/10d COMMON NAILS @6/6/12. 3.FLOOR DIAPHRAGM TO BE 19/32" PLYWOOD (PANEL INDEX 40/20) "SHEATHING GRADES" W/10d COMMON NAILS @6/6/10 BLOCKED. 4.PROVIDE 4x WIDTH OF BEAM POST OF EQUIVALENT MULTI STUDS UNDER THE ALL BEAMS. 5.FASTENERS FOR WOOD STRUCTURAL PANEL SHEATHING ON SHEAR WALLS AND DIAPHRAGMS SHALL BE COMMON NAILS WITH FULL HEADS UNLESS OTHERWISE APPROVED. 6.ALL STRUCTURAL STUDS TO BE 2x6 @16"O.C. FOR EXTERIOR WALL & 2x4 @16"O.C. FOR INTERIOR WALL. 7.ALL EXTERIOR & INTERIOR HEADERS. SEE SCHEDULE 5/S110. 8.ALL NON BEARING PARTITIONS TO BE 2x4 STUDS @16"O.C. U.N.O. SEE CONNECTION DETAIL 6/S110. 9.TYP. DBL. TOP PLATE SPLICES. SEE DETAIL 4/S110. 10.TYP. HANGER SCHEDULE. SEE DETAIL 7/S110. PLAN LEGEND SYMBOL DESCRIPTION 3x FRAMING MEMBERS AT SILL PLATE AND BEHIND INDICATES SHEAR WALL. SEE SHEAR WALL SCHEDULE. VERTICAL OR HORIZONTAL PANEL EDGES W/MIN. 1/2" EDGE NAIL DISTANCE. INDICATES SIMPSON STRAP < D/3 >. SEE DETAIL 4/S110 WOOD COLUMN SCHEDULE WOOD COL. SIZE CONNECTION DETAILWOOD COL. TYPE 4x6 #1C46 4x4 #1C44 [ONE-LEVEL]SEE DETAILS 2/S111 SHEAR WALL INFO. SEE SHEAR WALL SHEAR WALL LENGTH INFO. SCHEDULE INDICATES HOLDOWN SIZE. SEE DETAILS 5/S110 INDICATES HOLDOWN FROM ABOVE. SEE DETAILS 5/S110 b. MIN. 1/2" EDGE NAIL DISTANCE AT PANEL END AND EDGE. ** NOTES : c. NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" O.C. f. ALLOWABLE SHEAR VALUES ARE PERMITTED TO BE INCREASED 40 PERCENT g. 1/4"Ø & 3/8"Ø LAG SCREW SHALL BE INSTALLED WITH STAGGERED. a. 3x FRAMING MEMBERS AT THE SILL PLATE AND d. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLT. e. 10d COMMON NAILS SHOULD BE WITH FULL HEADS. 5/8"Ø BOLT - MIN. 3"x3"x1/4" (2x4 STUD) MIN. 3"x4 1/2"x1/4" (2x6 STUD) FOR WIND DESIGN. (2306.3) (TYP. ALL SHEAR WALL) ALL PANEL BOUNDARY MEMBERS. INDICATES 4x BLOCKING [MULTI-LEVEL]SEE DETAILS 3/S111 C66 6x6 #1 11/07/24 KK SCALE : 1/4"=1'-0" 2ND FLOOR PLAN 01 DN DN 1235674 A B1 B E D C 3A4.A 3B 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S P23-1208 be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC I L MEM B ER S202 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE RO O F P L A N 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 SHEET NOTES 1.SEE SHEET S100 MATERIAL SPECIFICATIONS & NOTES. 2.ROOF DIAPHRAGM TO BE 15/32" PLYWOOD "SHEATHING GRADES, C-C, C-D" (PANEL INDEX 32/16) PS1-95 W/10d COMMON NAILS @6/6/12. 3.PROVIDE 4x WIDTH OF BEAM POST OF EQUIVALENT MULTI STUDS UNDER THE ALL BEAMS. 4.FASTENERS FOR WOOD STRUCTURAL PANEL SHEATHING ON SHEAR WALLS AND DIAPHRAGMS SHALL BE COMMON NAILS WITH FULL HEADS UNLESS OTHERWISE APPROVED. 5.ALL HEADERS. SEE DETAIL 5/S110. 6.ALL NON BEARING PARTITIONS. SEE DETAIL 6/S110. 7.TYP. DBL. TOP PLATE SPLICES. SEE DETAIL 4/S110. 8.TYP. HANGER SCHEDULE. SEE DEATIL 7/S110. 9.PROVIDE 10d BOUNDARY NAILS AT THE PERIMETER OF BUILDING. 6.ALL STRUCTURAL STUDS TO BE 2x6 @16"O.C. FOR EXTERIOR WALL & 2x4 @16"O.C. FOR INTERIOR WALL. 7.ABOVE TOP OF PLATE HIGH, ALL TRIANGULAR OR RECTANGULAR PORTION SHOULD FOLLOW SHEAR WALL "A" SHOWN IN SCHEDULE. PLAN LEGEND SYMBOL DESCRIPTION 3x FRAMING MEMBERS AT SILL PLATE AND BEHIND INDICATES SHEAR WALL. SEE SHEAR WALL SCHEDULE. VERTICAL OR HORIZONTAL PANEL EDGES W/MIN. 1/2" EDGE NAIL DISTANCE. INDICATES SIMPSON STRAP < D/3 > U.N.O. SEE DETAIL 4/S110 INDICATES CEILING JOIST. STORAGE AREA SEE ARCH DWG. INDICATES CALIFORNIA ROOF AREA SEE DETAIL 6/S310 WOOD COLUMN SCHEDULE WOOD COL. SIZE CONNECTION DETAILWOOD COL. TYPE 4x6 #1C46 4x4 #1C44 [ONE-LEVEL] SEE DETAILS 2/S111 SHEAR WALL INFO. SEE SHEAR WALL SHEAR WALL LENGTH INFO. SCHEDULE INDICATES HOLDOWN SIZE. SEE DETAILS 5/S110 INDICATES HOLDOWN FROM ABOVE. SEE DETAILS 5/S110 b. MIN. 1/2" EDGE NAIL DISTANCE AT PANEL END AND EDGE. ** NOTES : c. NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" O.C. f. ALLOWABLE SHEAR VALUES ARE PERMITTED TO BE INCREASED 40 PERCENT g. 1/4"Ø & 3/8"Ø LAG SCREW SHALL BE INSTALLED WITH STAGGERED. a. 3x FRAMING MEMBERS AT THE SILL PLATE AND d. SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLT. e. 10d COMMON NAILS SHOULD BE WITH FULL HEADS. 5/8"Ø BOLT - MIN. 3"x3"x1/4" (2x4 STUD) MIN. 3"x4 1/2"x1/4" (2x6 STUD) FOR WIND DESIGN. (2306.3) (TYP. ALL SHEAR WALL) ALL PANEL BOUNDARY MEMBERS. INDICATES 2x4 #2 R.R. FOR DORMER U.N.O. SEE DETAIL INDICATES 4x BLOCKING INDICATES MEMBERS SHOULD LOCATED AT SAME LINE. 09/25/24 KK SCALE : 1/4"=1'-0" ROOF PLAN 01 SHEAR WALL SCHEDULE FLOOR TO FLOOR CONCRETE SILL ATTACHMENT @12" O.C. TABLE 4.2A> @10" O.C. @8" O.C. @6" O.C. A MI N . 2 " P E N E T R A T I O N 5/ 8 " Ø A . B . SIMPSON A35 TIE OR LTP5 @32" O.C. @24" O.C. @18" O.C. @12" O.C.@3" O.C. STAG. @8" O.C. @5" O.C. @4" O.C. 1/ 4 " Ø L A G - S C R E W ALLOW. SHEAR (PLF) 340 510 665 870 @6/12 @4/12 @3/12 @2/12 MATERIAL / DESCRIPTIONTYPE B C D <AWC-SDPWS-2021. W/ 1 0 d C O M M O N N A I L S 15 / 3 2 " A P A S T R U C T U R A L - 1 (O R O S B E Q . ) INDICATES FUTURE SOLAR PANEL AREA. 12356743A3.B A B1 B E D C 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER S310 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE D E T A I L S P23-1208 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 DORMER FRAMING DETAIL DETAIL A 24" MAX. E.N. -TYP. 2"4"4" 2" 4" 1" 8" 1" 2" 09/27/24 KK DET. SEE7 - 210 W 19th St 4/14/2025 "A" DETAIL 3/8" 3/8" C . OF COLUMNL 4" 2"2"9" 2" 2" TYP. 3/8" SEE PLAN STEEL COLUMN 3/8" SEE PLAN STEEL BEAM 2" SEE PLAN STEEL COLUMN C . OF COLUMNL SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER S320 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE D E T A I L S P23-1208 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 SEE PLAN STEEL COLUMN C . OF COLUMNL 10" 9" "A" DETAIL DET. SEE8 - 0.5" MIN ST'L BEAM SEE PLAN 3/8" THK PLATE W/2-3/4"Ø BOLT A307 13 / 4 " 3" 3/8" 2"2" 1/2" 13 / 4 " SEE PLAN STEEL COLUMN SEE PLAN STEEL COLUMN C . OF COLUMNL ST'L BEAM SEE PLAN C . OF COLUMNL C . OF COLUMNL SIMPSON "CCOQ" COLUMN CAP. SIMPSON "ECCOQ" COLUMN CAP. SEE PLAN STEEL COLUMN SEE PLAN STEEL COLUMN 1/4"1/4" 09/27/24 KK SIMPSON "CCT" 1/2" ST'L PLATE W/3-5/8"Ø BOLT A307 2"2" 1/2" PL.xWIDTH OF BM. W/4-5/8"Ø A307 2" TYP. 3" 3" 1 1 / 2 " 1 1 / 2 " 3/8" 3/8" SEE PLAN STEEL COLUMN SEE PLAN STEEL BEAM SEE PLAN STEEL BEAM C . OF COLUMNL 210 W 19th St 4/14/2025 SHEET# JOB# DRAWN DATE SCALE RE V I S I O N S be r e p r o d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y E N N Y N G D E S I G N S , I N C . Th i s D o c u m e n t i s t h e p r o p e r t y o f Y E N N Y N G D E S I G N S , I N C . a n d s h a l l n o t CO P Y R I G H T C AR C H I T E C T S 15 2 4 B r o o k h o l l o w D r i v e , S u i t e 6 Sa n t a A n a , C A . 9 2 7 0 5 71 4 - 4 2 6 - 2 9 2 0 T . ww w . y n g a r c h i t e c s . c o m R U.S. GREEN BU I LDING COUNC IL MEM B ER S330 C Y NG TE G LK N Ex p . 0 3 - 3 1 - 2 6 No . 3 8 2 1 I REG AS S N REE E L I E AC F EO TA F LI OR T RU TS C ST AI ARU N SS U FO O RP E RDE NOI ALE D E T A I L S P23-1208 21 0 W 1 9 T H S T SA N T A A N A , C A 9 2 7 0 6 09/27/24 KK C . OF COLUMNL 1/2" ST'L PLATE W/3-5/8"Ø BOLT A307 2"2" 1/2" PL.xWIDTH OF BM. W/4-5/8"Ø A307 2" TYP. 3" 3" 1 1 / 2 " 1 1 / 2 " 3/8" 3/8" SEE PLAN STEEL COLUMN SEE PLAN STEEL BEAM SEE PLAN STEEL BEAM C . OF COLUMNL 6" MAX C . OF COLUMNL 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 GN1 GR E E N B U I L D I N G ST A N D A R D S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6              x GC x GC x GC x GC x x x 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 GN2 GR E E N B U I L D I N G ST A N D A R D S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6              x GC x GC x GC x GC x GC x GC x GC x GC x GC x GC x GC x GC x x x x 210 W 19th St 4/14/2025 JOB# DATE DRAWN SCALE Th i s D u c o u m e n t i s t h e p r o p e r t y o f Y N A R C H I T E C T S , I N C . , a n d s h a l l n o t be r e p o r d u c e d w i t h o u t t h e w r i t t e n c o n s e n t o f Y N G A R C H I T E C T S , I N C. © C O P Y R I G H T RE V I S I O N S No. C-32798 HC F RADSEN E S TAT LCAIOF EILC A ORNI TC ITEYENNY NG DATERENEWAL 03-31-25 GN3 GR E E N B U I L D I N G ST A N D A R D S YC23005 AN C E N A Y C O M M E R C I A L O F F I C E JAN 2024 T.N. 21 0 W . 1 9 T H S T R E E T , SA N T A A N A C A 9 2 7 0 6              x GC x GC x GC x GC x GC x GC x x 210 W 19th St 4/14/2025 TITLE24 - INDOOR RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:01 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 N.T.S. TE00 TITLE24 - INDOOR J.L.H.N. 9890 RESEARCH DR. SUITE 100 IRVINE, CA 92618 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 949-533-4117 9890 RESEARCH DR. SUITE 100 IRVINE, CA 92618 949-533-4117 E24049 7/10/2024 7/10/2024 210 W 19th St 4/14/2025 TITLE24 - OUTDOOR RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:20 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 N.T.S. TE01 TITLE24 - OUTDOOR J.L.H.N. 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 9890 RESEARCH DR. SUITE 100 IRVINE, CA 92618 949-533-4117 9890 RESEARCH DR. SUITE 100 IRVINE, CA 92618 949-533-4117 E24049 7/10/2024 7/10/2024 210 W 19th St 4/14/2025 MECHANICAL TITLE 24 - 1 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:54 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 TM00 MECHANICAL TITLE 24 - 1 K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL TITLE 24 - 2 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:54 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 TM01 MECHANICAL TITLE 24 - 2 K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL TITLE 24 - 3 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:55 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 TM02 MECHANICAL TITLE 24 - 3 K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL TITLE 24 - 4 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:56 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 TM03 MECHANICAL TITLE 24 - 4 K.T.R.C. 210 W 19th St 4/14/2025 TITLE 24 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:33 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 TP00 M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. TITLE 24 N.T.S. 9890 RESEARCH DR. SUITE 100 IRVINE, CA 92618 949-533-4117 9890 RESEARCH DR. SUITE 100 IRVINE, CA 92618 949-533-4117 M37036 7/11/2024 7/11/2024 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706 210W. 19TH STREET, SANTA ANA, CA 92706210W. 19TH STREET, SANTA ANA, CA 92706 210 W 19th St 4/14/2025 ·NEW COMMERCIAL OFFICE BUILDING. ·PROVIDE NEW LIGHTING FIXTURES/CONNECTIONS THROUGHOUT THE SPACE. ·PROVIDE NEW POWER FIXTURES/CONNECTIONS THROUGHOUT THE SPACE. ·INSTALLATION OF NEW MAIN SERVICE/EQUIPMENT AND SERVICE/DISTRIBUTION EQUIPMENT. SHEET INDEX E000 E001 E100 E101 E200 E201 TE00 TE01 ELECTRICAL SPECIFICATIONS (AS APPLICABLE)ELECTRICAL SYMBOLS LIST WALLCLG.DESCRIPTIONFLR. DUPLEX RECEPTACLE AT +15" FOR WALL MOUNTED U.O.N. DOUBLE DUPLEX RECEPTACLE AT + 15" FOR WALL MOUNTED U.O.N. DUPLEX RECEPTACLE WITH USB 2.0 PORT GROUND CONNECTOR MAIN SWITCHBOARD OR POWER DISTRIBUTION BOARD. VERIFY DIMENSION WITH VENDER/MANUFACTURER. ELECTRICAL PANEL. REFER TO PANEL SCHEDULE FOR DETAILS. INDICATES PLAN NOTE NUMBER "1", SEE PLAN JUNCTION BOX CONDUIT STUB OUT, 3/4" MINIMUM - SEE PLANS FOR NOTES CONDUIT CONCEALED ABOVE CEILING OR IN WALLS HOMERUN TO PANEL "A", CIRCUITS #1A-1 SPECIAL NEMA RECEPTACLE. SEE EQUIPMENT PLAN/INSTALLATION MANUAL FOR SPECS AND DETAILS. COMBINATION TELEPHONE, DATA AND CABLE OUTLET AT +18" U.O.N. PROVIDE 1/2"C.O. STUBBED TO ACCESSIBLE CEILING SPACE TELEPHONE OUTLET; CAT5E CABLE. RJ11 TERMINATION MOUNTED AT +18" PROVIDE 1/2"C.O. STUBBED TO ACCESSIBLE CEILING SPACE DATA OUTLET; CAT5E CABLE, RJ45 TERMINATION MOUNTED AT +18" U.O.N. PROVIDE 1/2"C.O. STUBBED TO ACCESSIBLE CEILING SPACE CABLE OUTLET; RG-6 COAXIAL CABLE. MOUNTED AT +18" U.O.N. PROVIDE 1/2"C.O. STUBBED TO ACCESSIBLE CEILING SPACE LIGHTING FIXTURE WITH 90 MIN. EMER. BATTERY PACK OR ON INVERTER SEE LIGHT FIXTURE SCHEDULE FOR DETAILS AND SPECS DENOTES EQUIPMENT #1, SEE EQUIPMENT SCHEDULE FOR THE DETAILS AND EXACT SPECIFICATIONS. DENOTES MECHANICAL EQUIPMENT #1 SEE MECHANICAL DRAWINGS FOR THE DETAILS AND SPECIFICATIONS. SINGLE POLE SWITCH AT 48" U.O.N. DIMMER SWITCH/DIMMING WALL CONTROL STATION AT +48" U.O.N. THREE-WAY SWITCH AT +48" U.O.N. THREE-WAY DIMMER SWITCH AT +48" U.O.N. MANUAL MOTOR STARTER VS DL S/C MOTOR OUTLET - IDENTIFICATION ABBREVIATION FOR NEW / EXISTING / RELOCATED SYMBOL NOTES: NON-FUSED/FUSED SWITCH, SIZE AS SHOWN IN THE PLAN OS GAS SOLENOID-SEE PLUMBING PLAN FOR EXACT LOCATION. (N) / (E) / (R) OCCUPANCY AUTOMATIC WALL SWITCH SENSOR WITH SINGLE LEVEL SWITCHING AT +48" U.O.N./MANUFACTURER TO BE DETERMINED VACANCY AUTOMATIC WALL SWITCH SENSOR WITH SINGLE LEVEL SWITCHING AT +48" U.O.N./MANUFACTURER TO BE DETERMINED OCCUPANCY SENSOR SINGLE POLE SWITCH WITH DIMMER CONTROL FEATURE AT +48" U.O.N./MANUFACTURER TO BE DETERMINED CEILING MOUNTED OCCUPANCY SENSOR MANUFACTURER TO BE DETERMINED CEILING MOUNTED VACANCY SENSOR MANUFACTURER TO BE DETERMINED CEILING MOUNTED DAYLIGHT SENSOR MANUFACTURER TO BE DETERMINED TIME CLOCK WITH MANUAL BY-PASS SWITCH SEE LIGHTING CONTROL DIAGRAM FOR DETAILS SYMBOL LIST SHOW IN FOR GENERAL REFERENCE ONLY. A PRESENCE OF A SYMBOL DOES NOT IMPLY ITS USE ON THIS PROJECT. REFER TO DRAWING FOR SPECIFIC SYMBOLS USED. S C HARD WIRED, WITH BATTERY BACKUP, SMOKE DETECTOR/CARBON MONOXIDE DETECTOR/MULTI-PURPOSE CARBON MONIXIDE & SMOKE DETECTOR. T C F M ELECTRICAL SPECIFICATION SINGLE LINE DIAGRAM/ SCHEDULES LIGHTING PLAN - 1ST FLOOR LIGHTING PLAN - 2ND FLOOR POWER PLAN - 1ST FLOOR POWER PLAN - 2ND FLOOR TITLE24 - INDOOR TITLE24 - OUTDOOR D D OS VS OS/D J J J S S S 3 3 S EXHAUST AIR GRILLE - REFER TO MECHANICAL PLAN 1 GROUND FAULT INTERRUPTING PROTECTED CIRCUIT DUPLEX RECEPTACLE PROVIDE GFCI BREAKER INSTEAD OF GFCI OUTLET AS NECESSARY 5.UNLESS OTHERWISE NOTED ON DRAWINGS OR OTHERWISE REQUIRED BY THE NATIONAL ELECTRICAL CODE, HANDICAP CODES OR LOCAL CODES, OUTLET HEIGHTS SHALL BE AS FOLLOWS: 3. 4. 6. 7. 5. 8. 9. 10. 120/208 VOLT SYSTEM NEUTRAL - WHITE PHASE A OR L1 - BLACK PHASE B 0R L2 - RED PHASE C OR L3 - BLUE GROUND - GREEN FINAL CONNECTIONS INTO AND OUT OF THE TRANSFORMER. FINAL CONNECTIONS WHERE RIGID CONDUIT IN NOT PRACTICAL. FINAL CONNECTIONS TO VIBRATING EQUIPMENT. FINAL CONNECTIONS TO MOTORS. IN WALLS (FOR LIGHT SWITCHES AND 120 VOLT POWER RECEPTACLES AND HVAC CONTROL EQUIPMENT). INTER-CONNECTIONS BETWEEN ALL LIGHT FIXTURES AND HOMERUNS TO PANELS WHERE CODE ALLOWS. THE USE OF ROMEX, BX, ETC. IS PERMITTED ONLY IN RESIDENTIAL CONSTRUCTION NOT HIGHER THAN THREE STORIES. ALL WIRING TO BE COLOR-CODED AS FOLLOWS: ON ALL 20 AMP BRANCH CIRCUITS, CONDUCTORS LARGER THAN #10 AWG SHALL BE REDUCED TO #10 AWG WITHIN 10 FEET OF PANEL BOARD AND DEVICE IN JUNCTION BOXES ON RATED TERMINAL STRIPS. CONDUCTORS MAY BE STRANDED FOR SIZES #10 AWG AND LARGER. CONDUCTORS SIZE #12 SHALL BE SOLID (NOT STRANDED). ALUMINUM CONDUCTORS ARE NOT PERMITTED, EXCEPT AT SERVICE ENTRANCE, WHERE REQUIRED BY LANDLORD. CONDUCTOR CONNECTION MUST BE PER MANUFACTURER'S REQUIREMENTS. CONTRACTOR MUST OBTAIN WRITTEN PERMISSION FROM GENERAL CONTRACTOR AND PROJECT MANAGER WHEN USED. ALL WIRING (120V AND ABOVE) SHALL BE IN CONDUIT, UNLESS SPECIFICALLY NOTED OTHERWISE. ALL LOW VOLTAGE WIRING CONDUIT REQUIREMENTS TO BE COORDINATED WITH OWNER. THE USE OF SHARED NEUTRALS IS REQUIRED FOR LIGHTING CIRCUITS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NATIONAL ELECTRICAL CODE AND LOCAL CODES. ALL OTHER EQUIPMENT REQUIRING A NEUTRAL CONDUCTOR SHALL HAVE A DEDICATED FULL SIZE NEUTRAL. WIRE CONNECTORS SHALL BE EQUAL TO "SCOTCH LOCK" FOR #8 AWG WIRE AND SMALLER AND EQUAL TO T & B "LOCKTIGHT" FOR #6 AWG AND LARGER. 277/480 VOLT SYSTEM NEUTRAL - GRAY PHASE A OR L1 - BROWN PHASE B 0R L2 - ORANGE PHASE C OR L3 - YELLOW GROUND - GREEN WITH YELLOW TRACER A. 2. a. b. c. d. PHASING REQUIREMENTSJ. 1. 1. DEMOLITION 2. K. THIS CONTRACTOR IS TO INCLUDE IN HIS BID ALL NECESSARY SERVICE REQUIRED TO KEEP THE OPERATING PHASE OF THE STORE'S ELECTRICAL SERVICE IN OPERATION. CONTRACTOR MUST SCHEDULE IN WRITING WITH TENANT/ARCHITECTS AND THE LANDLORD ONE WEEK PRIOR TO ANY SHUT DOWN OF THE ELECTRICAL SYSTEM. THIS CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE DEMOLITION OF EXISTING WORK AND THE DEMOLITION PROVIDED BY THE GENERAL CONTRACTOR. COORDINATE WITH THE GENERAL CONTRACTOR ANY EXISTING EQUIPMENT REQUIRED TO BE LEFT INTACT. SECTION 16000 DIVISION 16 - ELECTRICAL 1. 2. NOTEA. BASIC ELECTRICAL REQUIREMENTS 4. 3. 5. 1. B.GENERAL REQUIREMENTS 2. 3. 5. 4.ALL WORK IN THIS SECTION SHALL BE INSTALLED SO AS TO BE READILY ACCESSIBLE FOR OPERATING, SERVICING, MAINTAINING, AND REPAIRING. THIS CONTRACTOR IS RESPONSIBLE FOR PROVIDING SUFFICIENT SERVICE ACCESS TO ALL EQUIPMENT. WHERE THE DRAWINGS OR SPECIFICATIONS CALL FOR ITEMS WHICH EXCEED CODES OR THE LANDLORD'S TENANT CRITERIA, THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING THE SYSTEM WITH THE MORE STRINGENT REQUIREMENTS AS DESIGNED AND DESCRIBED ON THESE DRAWINGS, UNLESS SPECIFICALLY NOTED OTHERWISE. THE DRAWINGS AND SPECIFICATIONS ARE INTENDED TO SUPPLEMENT EACH OTHER AND ANY MATERIAL OR LABOR CALLED FOR IN ONE SHALL BE FURNISHED AND INSTALLED EVEN THOUGH NOT SPECIFICALLY MENTIONED IN BOTH. ANY MATERIAL OR LABOR WHICH IS NEITHER SHOWN ON THE DRAWINGS NOR CALLED FOR IN THE SPECIFICATIONS, BUT WHICH IS OBVIOUSLY NECESSARY TO COMPLETE THE WORK, AND WHICH IS USUALLY INCLUDED IN WORK OF SIMILAR CHARACTER, SHALL BE FURNISHED AND INSTALLED AS PART OF THE CONTRACT. THIS CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS, EQUIPMENT, SERVICES, TOOLS, TRANSPORTATION, INCIDENTALS AND DETAILS NECESSARY TO PROVIDE A COMPLETE ELECTRICAL SYSTEM AS SHOWN ON THE DRAWINGS, CALLED FOR IN THE SPECIFICATIONS, AND AS REQUIRED BY JOB CONDITIONS. ALL WORK NOT SPECIFICALLY NOTED AS BEING BY THE LANDLORD OR ARCHITECTS SHALL BE PROVIDED BY THIS CONTRACTOR. CLOSELY COORDINATE THE ENTIRE INSTALLATION WITH THE LANDLORD AND ARCHITECTS, AS REQUIRED. REFER TO RESPONSIBILITY SCHEDULE FOR INFORMATION IN REGARD TO RESPONSIBILITY OF WORK OR ITEMS WHICH MAY AFFECT THE BID. THIS CONTRACTOR SHALL VISIT THE SITE PRIOR TO SUBMITTAL OF BID TO DETERMINE CONDITIONS AFFECTING THE WORK. ANY DISCREPANCIES OR ITEMS WHICH ARE NOT COVERED IN THE BID DOCUMENTS OR ANY PROPOSED SUBSTITUTIONS SHALL BE LISTED SEPARATELY AND QUALIFIED IN THE CONTRACTORS BID. SUBMITTAL OF BID SHALL SERVE AS EVIDENCE OF KNOWLEDGE OF EXISTING CONDITIONS AND ANY MODIFICATIONS WHICH ARE REQUIRED TO MEET THE INTENT OF THE DRAWINGS AND SPECIFICATIONS. FAILURE TO VISIT THE SITE DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY IN PERFORMANCE OF HIS WORK. THIS ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR SCHEDULING THE COMPLETION AND INSPECTION OF THIS WORK TO COMPLY WITH TENANT/ARCHITECT'S SCHEDULE AND THE PROJECT COMPLETION DATE. THE CONTRACTOR FOR THIS DIVISION OF WORK IS REQUIRED TO READ THE SPECIFICATIONS AND REVIEW DRAWINGS FOR ALL DIVISIONS OF WORK AND IS RESPONSIBLE FOR THE COORDINATION OF THIS WORK AND THE WORK OF HIS SUBCONTRACTORS WITH ALL DIVISIONS OF WORK. IT IS THIS CONTRACTORS RESPONSIBILITY TO PROVIDE HIS SUBCONTRACTORS WITH A COMPLETE SET OF BID DOCUMENTS. DRAWINGS AND GENERAL PROVISIONS OF CONTRACT, INCLUDING GENERAL AND SUPPLEMENTARY CONDITIONS AND ALL OTHER SPECIFICATION SECTIONS, APPLY TO THIS AND THE OTHER SECTIONS OF DIVISION 16. 2. d. c. 4. 5. SLEEVES 1. 2. HANGERS 3. M. L. 1. 2. 1. 3. FINAL ELECTRICAL INSPECTIONSN. ASIDE FROM NORMAL INTERIM INSPECTIONS OF WORK IN PLACE, TENANT/ARCHITECTS MAY HAVE AN INDEPENDENT ELECTRICAL CONTRACTOR INSPECT THE FINISHED ELECTRICAL INSTALLATION UPON COMPLETION FOR COMPLIANCE WITH THE PLANS, SPECIFICATIONS AND CODES. THE INSTALLING CONTRACTOR WILL BE RESPONSIBLE TO BRING ALL ITEMS REPORTED BY THE INDEPENDENT ELECTRICAL CONTRACTOR UP TO PLANS AND SPECIFICATION REQUIREMENTS. HANGERS AND PIPING OF DISSIMILAR METALS SHALL BE DIELECTRICALLY SEPARATED. HANGERS SHALL BE FASTENED TO BUILDING STEEL, CONCRETE, OR MASONRY, BUT NOT TO PIPING. HANGING FROM METAL DECK IS NOT PERMITTED. HANGERS MUST BE ATTACHED TO UPPER CHORD OF BAR JOIST. WHERE INTERFERENCES OCCUR, AND IN ORDER TO SUPPORT DUCTWORK OR PIPING, THE CONTRACTOR MUST INSTALL TRAPEZE TYPE HANGERS OR SUPPORTS WHICH SHALL BE LOCATED WHERE THEY DO NOT INTERFERE WITH ACCESS TO FIRE DAMPERS, VALVES, AND OTHER EQUIPMENT. HANGER TYPES AND INSTALLATION METHODS ARE ALSO SUBJECT TO LANDLORD CRITERIA. HANGERS SHALL INCLUDE ALL MISCELLANEOUS STEEL SUCH AS ANGLE IRON, BANDS, C-CLAMPS WITH RETAINING CLIPS, CHANNELS, HANGER RODS, ETC., NECESSARY FOR THE INSTALLATION OF WORK. SLEEVES IN BEARING AND MASONRY WALLS, FLOORS, AND PARTITIONS SHALL BE STANDARD WEIGHT STEEL PIPE FINISHED WITH SMOOTH EDGES. FOR OTHER THAN MASONRY PARTITIONS, THROUGH SUSPENDED CEILINGS, OR FOR CONCEALED VERTICAL PIPING, SLEEVES SHALL BE NO. 22 U.S.G. GALVANIZED STEEL MINIMUM. ALL SLEEVES AND OPENINGS THROUGH FIRE RATED WALLS AND/OR FLOORS SHALL BE FIRE SEALED WITH CALCIUM SILICATE, SILICONE "RTV" FOAM, "3M" FIRE RATED SEALANTS OR EQUAL, SO AS TO RETAIN THEIR FIRE RATING. THIS CONTRACTOR SHALL PROVIDE SLEEVES TO PROTECT EQUIPMENT OR FACILITIES IN THE INSTALLATION. EACH SLEEVE SHALL EXTEND THROUGH IT'S RESPECTIVE FLOOR, WALL OR PARTITION AND SHALL BE CUT FLUSH WITH EACH SURFACE EXCEPT SLEEVES THAT PENETRATE THE FLOOR, WHICH SHALL EXTEND 2" ABOVE THE FLOOR. CONTRACTOR MUST COORDINATE THROUGH THE LANDLORD ANY CORE DRILLING OR CUTTING OF OPENINGS IN MASONRY FLOORS OR WALLS. a. 6. END OF SECTION 16000 6. 7. 1. 8. C. 2. TEMPORARY LIGHT AND POWER 1. CODESD. 1. E. 2. F.TRADE NAMES, MANUFACTURERS AND SHOP DRAWINGS LICENSES, PERMITS, INSPECTIONS & FEES 1. 2. ALL WORK SHALL CONFORM TO THE LANDLORD'S CRITERIA, THE STATE'S, COUNTY'S, CITY'S AND LOCAL CODES AND ORDINANCES, SAFETY AND HEALTH CODES, NFPA CODES, ENERGY CODES AND ALL OTHER APPLICABLE CODES AND REQUIREMENTS. THIS CONTRACTOR SHALL INQUIRE INTO AND COMPLY WITH ALL APPLICABLE CODES, ORDINANCES, AND REGULATIONS. THIS CONTRACTOR SHALL INCLUDE ANY CHANGES REQUIRED BY CODES IN THE BID AND IF THESE CHANGES ARE NOT INCLUDED IN THE BID, THEY MUST BE QUALIFIED AS A SEPARATE LINE ITEM IN THE BID. AFTER CONTRACT IS AWARDED, CHANGE ORDERS FOR INCREASED COSTS DUE TO CODE ISSUES WILL NOT BE ACCEPTED BY OWNER, UNLESS ALLOWANCES HAVE PREVIOUSLY BEEN AGREED UPON. GENERAL CONTRACTOR SHALL SUBMIT ONLY SUBSTITUTION REQUESTS TO ARCHITECTS/ENGINEERS FOR APPROVAL. SUBMISSIONS SHALL BE MADE EARLY ENOUGH IN PROJECT TO ALLOW FOUR (4) WORKING DAYS FOR ARCHITECTS/ENGINEERS REVIEW WITHOUT CAUSING DELAYS OR CONFLICTS TO THE JOB'S PROGRESS. SUBMITTALS SHALL BEAR THE STAMP AND/OR THE SIGNATURE OF THE GENERAL CONTRACTOR AND THE SUB-CONTRACTOR SHOWING THAT HE HAS REVIEWED AND CONFIRMED THAT THE SUBMITTALS ARE IN CONFORMANCE WITH THE CONTRACT DRAWINGS AND SPECIFICATIONS OR INDICATE WHERE EXCEPTIONS HAVE BEEN TAKEN. WHERE TRADE NAMES AND MANUFACTURERS ARE USED ON THE DRAWINGS OR IN THE SPECIFICATIONS, THE EXACT EQUIPMENT SHALL BE USED AS A MINIMUM FOR THE BASE BID. MANUFACTURERS CONSIDERED AS AN EQUAL OR BETTER IN ALL ASPECTS TO THAT SPECIFIED WILL BE SUBJECT TO APPROVAL IN WRITING BY ARCHITECTS/ENGINEERS THROUGH SHOP DRAWING SUBMITTAL PROCESS FOR ACCEPTANCE PRIOR TO INSTALLATION. THE USE OF ANY UNATHORIZED EQUIPMENT SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE. FURNISH TO ARCHITECTS ALL CERTIFICATES OF INSPECTION AND FINAL INSPECTION APPROVAL AT COMPLETION OF PROJECT. THIS CONTRACTOR SHALL OBTAIN AND PAY FOR ALL LICENSES, PERMITS, INSPECTIONS, AND FEES REQUIRED OR RELATED TO HIS WORK. THE ELECTRICAL CONTRACTOR SHALL MAKE ALL FINAL ELECTRICAL CONNECTIONS AS REQUIRED FOR A COMPLETE AND OPERATING SYSTEM. THIS CONTRACTOR SHALL DO ALL CUTTING, CHASING AND CHANNELING REQUIRED FOR ANY WORK UNDER THIS DIVISION. CUTTING SHALL HAVE PRIOR APPROVAL BY THE ARCHITECTS AND THE LANDLORD. ALL PATCHING SHALL BE BY G.C. AND SHALL MATCH THE SURROUNDING SURFACES. UNLESS SPECIFICALLY NOTED OTHERWISE, MATERIALS, PRODUCTS, AND EQUIPMENT, INCLUDING ALL COMPONENTS THEREOF, SHALL BE NEW, UNDERWRITERS LABORATORIES LISTED AND LABELED AND SIZED IN CONFORMITY WITH REQUIREMENTS OF STATE AND LOCAL CODES, WHICHEVER IS MORE STRINGENT. THIS CONTRACTOR SHALL FURNISH AND INSTALL ALL TEMPORARY WIRING AND RELATED GROUND FAULT INTERRUPTION PROTECTION FOR LIGHT AND POWER FOR ALL CONTRACTORS AND SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL TEMPORARY WIRING. THE GENERAL CONTRACTOR SETS UP ALL ELECTRICAL UTILITIES IN THE NAME OF THE TENANT. TENANT PAYS FOR ALL UTILITIES THROUGHOUT CONSTRUCTION. ALL WORK SHALL BE PERFORMED IN A NEAT PROFESSIONAL MANNER USING GOOD CONSTRUCTION PRACTICES. THIS CONTRACTOR SHALL INCLUDE, AND WILL BE HELD RESPONSIBLE FOR, THE REMOVAL OF ALL EXISTING ELECTRICAL EQUIPMENT, CONDUITS, ETC. NOT TO BE REUSED ON THIS PROJECT, UNLESS SPECIFICALLY NOTED OTHERWISE. CONTRACTOR MUST VERIFY WITH THE LANDLORD ALL PRESUMED ABANDONED EQUIPMENT PRIOR TO REMOVAL. ALL EXTRANEOUS ITEMS IN THE SPACE OR ON THE ROOF NOT APPLICABLE TO THE NEW WORK MUST BE REMOVED AND ROOF/WALL/FLOOR PATCHED/REPAIRED TO MATCH EXISTING STRUCTURE. EXISTING ABANDONED CONDUIT OR EQUIPMENT IN THE FLOOR, EMBEDDED IN CONCRETE OR OTHERWISE INACCESSIBLE ARE TO BE CUT OFF AND SEALED BELOW OR WITHIN FLOOR OR WALL LEVEL WHEN THEY ARE NOT TO BE REUSED IN THIS PROJECT. IF REQUIRED BY LANDLORD OR CODES, ABANDONED CONDUIT MUST BE REMOVED TO POINT OF ORIGIN. CONFIRM THE EXTENT OF DEMOLITION PRIOR TO BID AND INCLUDE IN BID PROPOSAL. FLEXIBLE METAL CONDUIT OR MC TYPE CABLE: GENERALLY, ALL CONDUIT SHALL BE CONCEALED EXCEPT FOR UNFINISHED AREAS, SUCH AS EQUIPMENT ROOMS. EXPOSED CONDUIT SHALL BE ALLOWED ONLY AS NOTED ON PLAN AND AS APPROVED BY PROJECT MANAGER. PAINTING OF CONDUITS, NOTED ON DRAWINGS OR SPECIFICATIONS WILL BE BY GENERAL CONTRACTOR. A COMPLETE ELECTRICAL DISTRIBUTION SYSTEM INCLUDING THE INSTALLATION OF SAFETY AND DISCONNECT SWITCHES, MOTOR STARTERS AND LIGHTING. IT IS THE ELECTRICAL CONTRACTOR'S RESPONSIBILITY TO INCLUDE IN HIS BID FOR PROVIDING SERVICE EQUIPMENT NECESSARY FOR TIE-IN TO LANDLORD'S DISTRIBUTION EQUIPMENT OR TO OBTAIN SERVICE FROM LOCAL UTILITY COMPANY. REFER TO ELECTRICAL RESPONSIBILITY SCHEDULE AND ELECTRICAL POWER RISER DIAGRAM FOR ADDITIONAL INFORMATION. ALL CONDUITS SHALL BE GALVANIZED IMC OR EMT UNLESS OTHERWISE SPECIFIED IN SPECIFICATIONS OR ON DRAWINGS. ALL CONDUIT IS TO BE UL LABELED. EMT CONNECTORS SHALL BE STEEL COMPRESSION OR SET SCREW TYPE. CONDUIT UNDER SLAB ON GRADE SHALL BE RIGID STEEL, OR SCHEDULE 40 PVC WITH RIGID STEEL ELLS WHERE PERMITTED BY LANDLORD OR CODE. EMT FOR WET LOCATIONS TO BE PERMITTED ONLY WHEN ALL SUPPORTS, BOLTS, STRAPS, SCREWS AND SO FORTH ARE CORRISION-RESISTANT MATERAILS PER 358.10. ALL IN/UNDER FLOOR CONDUIT SHALL BE OF MINIMUM 3/4" SIZE. IF HVAC CONTROL WIRING IS REQUIRED TO BE RUN IN CONDUIT, IT SHALL BE A MINIMUM OF 3/4", UNLESS NOTED OTHERWISE ON DRAWINGS. SUPPORT ALL CONDUIT, INCLUDING SEISMIC AND SWAY BRACING, IN ACCORDANCE WITH THE NEC AND LOCAL CODES. THE WIRING OF MECHANICAL EQUIPMENT AS OUTLINED ON THE BID SET DRAWINGS AND IN THE SPECIFICATIONS. WORK SHALL INCLUDE WIRING OF ALL STARTERS, DISCONNECTS, AND POWER WIRING OF MECHANICAL EQUIPMENT EXCEPT AS SPECIFICALLY NOTED OTHERWISE. ALL LOW VOLTAGE (24 VOLT) EMS TEMPERATURE CONTROL WIRING SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR UNLESS NOTED SPECIFICALLY ON DRAWING. METERING AND CURRENT TRANSFORMERS AS REQUIRED BY DRAWINGS, UTILITY COMPANY, AND/OR LANDLORD. CONTRACTOR MUST ALSO INCLUDE IN BID ALL NECESSARY MATERIALS REQUIRED TO COMPLETE THE SYSTEM INCLUDING, BUT NOT LIMITED TO, FEEDERS, BRANCH CIRCUITS, JUNCTION BOXES, OUTLET BOXES, WIRING DEVICES, COVER PLATES, CONDUITS, ETC. THIS CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS, EQUIPMENT, SERVICES, TOOLS, TRANSPORTATION, AND FACILITIES NECESSARY FOR, REASONABLY IMPLIED AND INCIDENTAL TO, THE FURNISHING, INSTALLATION, COMPLETION AND TESTING OF ALL THE WORK FOR THE ELECTRICAL SYSTEMS AS SHOWN ON THE DRAWINGS, CALLED FOR IN THE SPECIFICATIONS, AND AS REQUIRED BY JOB CONDITIONS, TO INCLUDE, BUT NOT BE LIMITED TO THE FOLLOWING: CONTRACTOR NOTES 2. 6. 5. 4. 3. FLEXIBLE CONDUIT OR MC TYPE CABLE SHALL BE USED FOR THE FOLLOWING APPLICATIONS ONLY: 1. 1. GUARANTEEG. THE EQUIPMENT MANUFACTURER SHALL PROVIDE A 12 MONTH GUARANTEE TO TENANT FROM THE DATE OF ACCEPTANCE. THIS CONTRACTOR SHALL WARRANTY THE INSTALLATION OF THIS EQUIPMENT AND WILL BE RESPONSIBLE FOR ANY DAMAGE AND/OR MALFUNCTION CAUSED BY THE INSTALLATION. THIS CONTRACTOR SHALL NOT BEAR ADDITIONAL WARRANTIES BEYOND A COMPLETE WORKING SYSTEM. b. c. d. 7. 8. 9. 10. 1. OUTLET BOXESC. 2. 4. 3. ALL CONDUITS MUST BE SIZED PER NEC AND LOCAL CODES. ALL SENSORMATIC WIRING MUST BE PLACED IN CONDUIT (PVC PIPE NOT PERMITTED). EXTERIOR BOXES SHALL BE CAST RUST-RESISTING METAL WITH GASKETED COVERS. PROVIDE PULL-WIRE IN ALL EMPTY CONDUITS EXCEPT AS NOTED OTHERWISE ON DRAWINGS. HOME RUNS AND MAIN CONDUIT RUNS ARE TO BE HELD TIGHT TO STRUCTURE ABOVE OR AS REQUIRED TO ALLOW PROPER SERVICE ACCESS AND OTHER TRADES WORK. CONDUIT MUST BE TRAPEZED TO ALLOW 3 FEET MINIMUM CLEARANCE ABOVE CEILING. ALL OUTLET BOXES SHALL BE GALVANIZED PRESSED STEEL OF THE STANDARD KNOCKOUT TYPE. NO ROUND OUTLET BOXES SHALL BE PERMITTED UNLESS INDICATED AND FOR LIGHTING THAT REQUIRE SUCH CONFIGURATION. CONCEALED BOXES SHALL NOT BE LESS THAN 4" SQUARE AND 1 1/2" DEEP, WITH PLASTER RINGS. ALL KNOCKOUT BOXES, UPON WHICH LIGHTING FIXTURES ARE TO BE INSTALLED, SHALL BE EQUIPPED WITH 3/8" FIXTURE STUDS. INSTALL BOXES RIGIDLY FROM BUILDING STRUCTURE AND SUPPORT INDEPENDENTLY OF THE CONDUIT SYSTEM. ALSO PROVIDE SUITABLE BOX EXTENSIONS TO EXTEND BOXES TO FINISHED FACES OF FLOORS, CEILINGS, WALLS ETC. ALL OUTLET BOXES TO BE PROVIDED WITH CADDY "QUICK-MOUNT BOX SUPPORT" TO MINIMIZE THE DEFLECTION THAT OCCURS WHEN PLUGGING/UNPLUGGING INTO THESE DEVICES. FLEXIBLE METAL CONDUIT OR MC TYPE CABLE MUST BE THE SAME SIZE AS THE IMC OR EMT CONDUIT TO WHICH IT IS CONNECTED. BOTH THE FLEXIBLE METAL CONDUIT AND IT'S FITTINGS ARE TO BE LISTED FOR GROUNDING. A GREEN GROUNDING CONDUCTOR SHALL BE INSTALLED. ALL CONNECTORS ARE TO BE OF A NEMA APPROVED TYPE. THE USE OF ROMEX, BX, ETC. IS PERMITTED ONLY IN RESIDENTIAL CONSTRUCTION NOT HIGHER THAN THREE STORIES. CONNECTION TO ANY OUTDOOR EQUIPMENT MUST BE WEATHERPROOF. 1. c. b. a. RECORD DRAWINGSH. THIS CONTRACTOR SHALL MAINTAIN ONE SET OF DRAWINGS ON THE JOB SITE UPDATED WEEKLY TO RECORD ALL DEVIATIONS FROM CONTRACT DRAWINGS, SUCH AS: REVISIONS, ADDENDUMS, AND CHANGE ORDERS. LOCATION OF CONCEALED CONDUIT AND EQUIPMENT. 2. 1. DISCREPANCIES IN DOCUMENTSI. AT COMPLETION OF THE PROJECT AND BEFORE FINAL APPROVAL, THIS CONTRACTOR SHALL MAKE ANY FINAL CORRECTIONS TO DRAWINGS AND CERTIFY THE ACCURACY OF EACH PRINT BY SIGNATURE THEREON. FAILURE TO KEEP THESE RECORDS WILL ALLOW TENANT/ARCHITECTS TO DIRECT THE GENERAL CONTRACTOR TO PROVIDE THESE RECORDS AT HIS EXPENSE PRIOR TO FINAL PAYMENT. DRAWINGS (PLANS, SPECIFICATIONS, AND DETAILS) ARE DIAGRAMMATIC AND INDICATE THE GENERAL LOCATION AND INTENT OF THE ELECTRICAL SYSTEMS. WHERE DRAWINGS, EXISTING SITE CONDITIONS, SPECIFICATIONS OR OTHER TRADES CONFLICT OR ARE UNCLEAR, ADVISE THE GENERAL CONTRACTOR IN WRITING, PRIOR TO SUBMITTAL OF BID. THE GENERAL CONTRACTOR IS RESPONSIBLE TO ADVISE PROJECT MANAGER, IN WRITING, OF VARIATIONS TO CONTRACT DOCUMENTS PRIOR TO SUBMISSION OF BID. OTHERWISE, TENANT/ARCHITECT'S INTERPRETATION OF CONTRACT DOCUMENTS OR CONDITIONS SHALL BE FINAL WITH NO ADDITIONAL COMPENSATION PERMITTED. SIGNIFICANT DEVIATIONS MADE NECESSARY BY FIELD CONDITIONS, APPROVED EQUIPMENT SUBSTITUTIONS, AND CONTRACTOR'S COORDINATION WITH OTHER TRADES. e. g. f. h. i. k. j. l. n. 3. a. b. 4. m. TELEPHONE INSTRUMENTS AND WIRING UNLESS NOTED OTHERWISE. AS-BUILTS, PANEL DESCRIPTION AND CIRCUIT BREAKER SPECIFIC LABELING. THE FOLLOWING ITEMS OF ELECTRICAL CONSTRUCTION ARE NOT INCLUDED IN THIS CONTRACT: BEFORE STARTING WORK, THIS CONTRACTOR SHALL EXAMINE THE ARCHITECTURAL, STRUCTURAL, FIRE PROTECTION, MECHANICAL AND PLUMBING PLANS, SHOP DRAWINGS AND SPECIFICATIONS TO SEQUENCE, COORDINATE, AND INTEGRATE THE VARIOUS ELEMENTS OF THE ELECTRICAL SYSTEM, MATERIALS AND EQUIPMENT WITH OTHER CONTRACTORS TO AVOID INTERFERENCES AND CONFRONTATIONS. DATA CABLE WIRING UNLESS NOTED OTHERWISE. INSTALLATION OF CONDUITS STUBBED TO ABOVE CEILING FOR HVAC. ALSO, ANY ADDITIONAL CONDUIT FOR HVAC CONTROL EQUIPMENT WHERE PLENUM RATED CABLES ARE NOT PERMITTED. SMOKE/FIRE ALARM WIRING, DEVICES AND CONDUIT, AS SHOWN OR DESCRIBED ON DRAWINGS OR AS NECESSARY TO MEET LANDLORD, STATE, LOCAL, INSURANCE AND FIRE DEPARTMENT REQUIREMENTS. IF INDICATED ON DRAWINGS, INSTALLATION AND WIRING OF SPEAKERS, AMPLIFIERS, CONDUIT AND FINAL CONNECTIONS FOR SOUND SYSTEM AS SHOWN. FINAL CONNECTIONS TO ALL SIGNS, CORNICE LIGHTING, CASE LIGHTING, ETC. AS SHOWN ON DRAWINGS. TEMPORARY SERVICE AS INDICATED IN THE SPECIFICATIONS, INCLUDING ITS REMOVAL. A COMPLETE EMERGENCY AND EXIT LIGHTING SYSTEM AS SHOWN ON THE DRAWINGS. A COMPLETE CONDUIT SYSTEM FOR TELEPHONE/DATA INCLUDING BRANCH CONDUITS, OUTLET BOXES, PULL WIRES, GROUND CONDUCTORS, COVER PLATES, ETC. OR AS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS. INSTALLATION OF LIGHT FIXTURES AND LAMPS AS SHOWN ON THE DRAWINGS INCLUDING ALL DEVICES, EQUIPMENT, ETC. REQUIRED FOR MOUNTING. BALANCING LOADS. 1. B. THIS CONTRACTOR SHALL FURNISH AND INSTALL ALL CONDUITS SERVING ALL EQUIPMENT, INCLUDING BUT NOT LIMITED TO, LIGHTING, RECEPTACLES, HEATING, AIR CONDITIONING, PLUMBING EQUIPMENT, TELEPHONE, DATA, SPEAKERS, SECURITY, PAGER, TRAFFIC COUNTING SYSTEM AND ELECTRICAL EQUIPMENT. CONDUIT b. a. c. 1. 2. D.JUNCTION AND PULL BOXES CONVENIENCE OUTLETS: BOXES AND COVERS SHALL BE GALVANIZED STEEL OF CODE GAUGE SIZE. THE PLANS INDICATE ONLY SCHEMATIC ROUTINGS FOR CONDUIT RUNS. THIS CONTRACTOR SHALL FURNISH AND INSTALL ADDITIONAL BOXES WHERE REQUIRED BY FIELD CONDITIONS OR BY CODE. MOUNTED ON WALL NO MORE THAN 48-INCHES, MEASURED FROM TO TOP OF THE RECEPTACLE OUTLET BOX OR RECEPTACLE HOUSING AND; NO LESS THAN 15-INCHES, MEASURED FROM THE BOTTOM OF THE RECEPTACLE OUTLET BOX OR RECEPTACLE HOUSING, TO THE LEVEL OF THE FINISHED FLOOR OR WORKING PLATFORM UNLESS OTHERWISE INDICATED OR HORIZONTALLY MOUNTED IN BASEBOARD BENEATH CABINETS, AS SHOWN ON DRAWINGS, OR AS REQUIRED BY LOCAL CODES, SEE DRAWINGS. SWITCH HEIGHT 48" FROM FINISHED FLOOR TO TOP OF OUTLET. TELEPHONE OUTLETS SHALL BE LOCATED AS NOTED ON DRAWINGS. 4. 3. WIRING 5. E. 1. 2. b. a. #10 BETWEEN 100-150 FEET #12 LESS THAN 100 FEET d. c. #6 OVER 250 FEET #8 BETWEEN 150 - 250 FEET INSTALL BOXES RIGIDLY SUPPORTED FROM THE BUILDING STRUCTURE AND SUPPORTED INDEPENDENT OF THE CONDUIT SYSTEM. ARRANGE CIRCUITS TO AVOID THE USE OF JUNCTION BOXES IN INACCESSIBLE LOCATIONS. THE USE OF JUNCTION BOXES ABOVE DRYWALL CEILINGS SHOULD BE LIMITED TO LOCATIONS NEAR ACCESS FRAMES USED FOR DIFFUSERS AND RETURN AIR GRILLES OR ACCESS PANELS AS LOCATED ON PLANS. JUNCTION AND PULL BOXES MUST BE LABELED WITH CIRCUIT NUMBER IDENTIFICATION AND SYSTEM TYPE ON COVER. CONDUCTORS FOR FEEDERS AND BRANCH CIRCUITS SHALL BE COPPER AND THE AWG SIZE AND TYPE AS SHOWN ON DRAWINGS. MINIMUM WIRE SIZE #12. THE CONDUCTORS SHALL BE 600 VOLT INSULATION, TYPE THW, THWN OR THHN. MINIMUM WIRE SIZE - 20 AMP BRANCH CIRCUIT SHALL BE AWG LISTED SIZE PER DISTANCE SHOWN BELOW. DISTANCE SHALL BE MEASURED FROM THE PANELBOARD CIRCUIT BREAKER TO THE FURTHEST OUTLET. 3. b. a. 1/2" FOR INDIVIDUAL LIGHTING FIXTURE CONNECTIONS OR TO INDIVIDUAL LIGHT SWITCHES (IF ACCEPTABLE BY THE LANDLORD AND LOCAL CODE OFFICIALS) AND 3/4" FOR ALL OTHER LOCATIONS. MAIN FEEDER CONDUIT 2" OR LARGER FOR ALL APPLICATIONS. MINIMUM SIZE OF CONDUIT SHALL BE: 1.IT IS CONTRACTOR/ELECTRICIANS' RESPONSIBILITY TO FIELD VERIFY ACTUAL SITE CONDITION AND SHALL NOTIFY EOR(S) ANY DISCREPANCIES WITH THE PLAN THAT IMPACTS ON THE BID PRIOR TO BIDDING. SCOPE OF WORK RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:26:57 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 N.T.S. E000 ELECTRICAL SPECIFICATION J.L.H.N. 210 W 19th St 4/14/2025 OVERRIDE SWITCH TIME CLOCK 120V AC 2-HOUR TIMER SWITCH LIGHTING CONTROL DIAGRAM LIGHTING FIXTURE SCHEDULE TYPE DESCRIPTION LAMP VOLT WATT L1 2X4 RECESSED LED TROFFER LIGHT, DIMMABLE LITHONIA 2GTL4 SERIES OR APPROVED EQUAL LED 120 35 L2 LED RECESSED DOWNLIGHT, DIMMABLE LITHONIA LDN6 SERIES OR APPROVED EQUAL LED 120 18 L3 LED WALL SCONE LIGHT, MH TO BE VERIFIED WITH ARCHITECT W/ MOTION AND PHOTO SENSOR OR THRU ASTRONOMICAL TIME CLOCK WAC LIGHTING WS-W52610 SERIES OR APPROVED EQUAL LED 120 12 EE LIGHT FIXTURE WITH 90 MINUTES EMERGENCY BATTERY PACK VERIFY WITH MANUFACTURER FOR OPTION/INVERTER IF NOT AVAILABLE ---120 --- X LED EXIT SIGN WITH 90 MINUTES BATTERY PACK LITHONIA EXR LED M6 OR EQUIVALENT ---120 --- 120V, SINGLE POLE, MAX 3% VOLTAGE DROP LENGTH OF RUN COPPER COPPER COPPER COPPER COPPER ALUMINUM ALUMINUM AMP LOAD200'150'100'50'25' 14 12 10 1 1/0 3/0 250 12 12 10 1 1/0 3/0 250 10 8 6 1 2/0 3/0 300 8 6 4 2/0 4/0 300 600 6 4 4 4/0 300 500 900 15 AMP 20AMP 30 AMP 100 AMP 100 AMP 200 AMP 200 AMP NOTE: THE MAXIMUM COMBINED VOLTAGE DROP ON BOTH INSTALLED FEEDER CONDUCTORS AND BRANCH CIRCUIT CONDUCTORS TO THE FARTHEST CONNECTED LOAD OR OUTLET SHALL NOT EXCEED 5 PERCENT. EMERGENCY EXIT ILLUMINATION NOTES 1.FIXTURES WITH 90 MIN. EMERGENCY BATTERY BACKUP SHALL BE WIRED AHEAD OF ANY CONTROL IN COMPLIANCE WITH [2022 CEC 700.12(I)(2)(3)(A)]. 2.THE MEANS OF EGRESS SERVING A ROOM OR SPACE SHALL BE ILLUMINATED AT ALL TIMES THAT THE ROOM OR SPACE IS OCCUPIED. [2022 CBC 1008.2] 3.THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ONSITE GENERATOR. [2022 CBC 1008.3.4] 4.EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS NOT LESS THAN AN AVERAGE OF 1 FC, AND A MIN AT ANY POINT OF 0.1 FC MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL. ILLUMINATION LEVELS SHALL BE PERMITTED TO DECLINE TO 0.6 FC AVERAGE AND A MIN AT ANY POINT OF 0.06 FC AT THE END OF THE EMERGENCY LIGHTING TIME DURATION. A MAX-TO-MIN ILLUMINATION UNIFORMITY RATIO OF 40 TO 1 SHALL NOT BE EXCEEDED. [2022 CBC 1008.3.5] 5.EXITS AND EXIT ACCESS DOORS SHALL BE MARKED BY AN APPROVED EXIT SIGN READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. EXIT SIGN PLACEMENT SHALL BE SUCH THAT ANY POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS WITHIN 100 FT OR THE LISTED VIEWING DISTANCE OF THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. [2022 CBC 1013.1] 6.TACTILE EXIT SIGNS SHALL BE PROVIDED WITH APPROPRIATE WORDS AT EXIT DOORS LEADING TO ENCLOSED EXIT STAIRWAYS AND EXIT DOORS LEADING TO OUTSIDE. [2022 CBC 1013.4] 7.EMERGENCY LIGHTING UNITS SHALL BE EQUIPPED WITH FACTORY INSTALLED INTEGRAL TEST SWITCHES. NOTES: 1.FIXTURE SHALL HAVE MIN. OF 10 YEARS MANUFACTURER WARRANTY ON ALL COMPONENTS. 2.FIXTURES SHALL HAVE APPROPRIATE U.L. LABEL (i.c., DAMP OR WET) AS REQUIRED BY CODES AND ORDINANCES. 3.FIXTURES SHALL INCLUDE ALL ACCESSORIES FOR INSTALLATION ACCORDING TO MANUFACTURER'S SHOP DRAWINGS AND AS REQUIRED BY CODES AND LOCAL ORDINANCES. 4.PRIOR TO ORDERING ANY LIGHTING EQUIPMENT, THE CONTRACT OR SHALL COORDINATE ALL FIXTURE LOCATIONS WITH ARCHITECTURAL REFLECTED CEILING PLANS AND CEILING CAVITY DEPTHS. 5.ALL LAMPS SHALL BE PROVIDED AND INSTALLED ACCORDING TO THE ATTACHED FIXTURE SCHEDULE AND SPECIFICATIONS. ENSURE COMPATIBILITY BETWEEN FIXTURE, LAMP(S) AND BALLAST(S). 6.CONTRACTOR SHALL VERIFY FIXTURE VOLTAGES AND CEILING TRIM COMPATIBILITY PRIOR TO ORDERING FIXTURE. 7.PROVIDE APPROVED FIRE-RATED ENCLOSURES FOR ALL LIGHTING FIXTURES LOCATED IN FIRE-RATED CEILINGS. 8.LIGHTING FIXTURE CATALOG NUMBERS ARE SERIES TYPE ONLY. PROVIDE ALL NECESSARY HARDWARE AS REQUIRED BY THE SPECIFICATIONS, DRAWINGS, AND PROJECT CONDITIONS FOR A COMPLETE INSTALLATION. 9.ALL FIXTURES SHALL BE ORDERED WITH APPROPRIATE BALLAST(S) THAT HAVE U.L. AND CBM LABELS. PROVIDE MULTIPLE BALLASTS FOR DUAL-LEVEL SWITCHING AND WIRING AS INDICATED ON THE PLANS. 10.ENSURE COMPATIBILITY OF ALL LIGHTING SYSTEM COMPONENTS, ESPECIALLY DIMMED SYSTEMS. FIXTURES, LAMPS, BALLAST(S), AND DIMMING SYSTEMS/INDIVIDUAL CONTROLS MUST BE FACTORY CERTIFIED COMPATIBLE FOR FULL RANGE OF DIMMING COMPATIBILITY. 11.LIGHTING FIXTURE MANUFACTURER & MODEL IS FOR REFERENCE ONLY. FIXTURE SHALL BE SELECTED BY ARCHITECT. POWER AND QUALITY SHALL BE SPECIFICATION GRADE. SINGLE LINE DIAGRAM NOTES 1.CONTRACTOR/ELECTRICIAN TO FIELD VERIFY ACTUAL SITE CONDITION /EXACT SERVICE ENTRANCE AND SHALL NOTIFY EOR(S) ANY DISCREPANCY WITH THE PLAN PRIOR TO BIDDING. 2.CONTRACTOR TO VERIFY ALL EQUIPMENT DIMENSIONS AND CLEARANCES WITH FIELD CONDITION PRIOR TO ORDERING EQUIPMENT. 3.ALL EQUIPMENT TO BE LISTED BY A RECOGNIZED TESTING AGENCY. TERMINALS TO BE RATED FOR ALUMINUM AND COPPER WIRE. 4.CONTRACTOR TO OBTAIN A FAULT CURRENT LETTER FROM UTILITY COMPANY PRIOR TO PURCHASE OF ANY EQUIPMENT (IF ANY) FOR AIC VERIFICATION. EQUIPMENT CUTSHEETS AND FAULT CURRENT LETTER TO BE PROVIDED UPON INSPECTION. 5.IF APPLICABLE, ALL NEW CIRCUIT BREAKERS INSTALLED ON EXISTING PANEL/SWITCHBOARD SHALL MATCH THE HIGHEST EXISTING AIC RATED BREAKER WITHIN THAT PANEL/BOARD. INSPECTOR TO VERIFY HIGHEST AIC RATING AT THE SITE. 6.MAIN SERVICE DISCONNECT AMPERAGE MUST BE PERMANENTLY MARKED 7.ALL SYSTEM TO BE FULLY RATED SYSTEM. IF SYSTEM IS SERIES RATED, ALL COMPONENTS MUST BE FROM THE SAME MANUFACTURER. LISTED BREAKER COMBINATIONS SHALL BE AVAILABLE TO THE AUTHORITY HAVING JURISDICTION UPON REQUEST. 8.IF APPLICABLE, ALL EQUIPMENT LABELED/IDENTIFIED AS EXISTING, ARE SUBJECT TO FIELD VERIFICATION. 9.ARC-FLASH HAZARD WARNING FIELD MARKING TO BE PROVIDED ON ELECTRICAL EQUIPMENT, SUCH AS SWITCHBOARDS, PANEL BOARDS, METER SOCKET ENCLOSURES AND MCC THAT ARE IN OTHER THAN DWELLING UNITS. [2022 CEC 110.21(B)] 10.SERVICE EQUIPMENT SHALL BE FIELD MARKED WITH THE MAXIMUM AVAILABLE FAULT CURRENT. [2022 CEC 110.24] SINGLE LINE DIAGRAM FEEDER CHART (E)/(N)FEEDER SIZE S400 (N)4#600- 4"C (BY UTILITY) 400 (N)4#600, #3GND- 4"C NOTE: (E) FEEDERS TO BE FIELD VERIFIED AND REMAIN AS-IS U.O.N. # S(Override) = LIGHTING OVERRIDE SWITCH, AT FRONT DOOR. TC = LIGHTS TIME CLOCK WITH OVERRIDE ON/OFF CONTROL SPECIFIC NOTES: DESIGNATED NON EMERGENCY LIGHTING CIRCUITS SHALL BE CONTROLLED BY 24 HR TIME CLOCK THROUGH MULTI-POLE CONTACTOR. TIME CLOCK SHALL INCORPORATE AN AUTOMATIC HOLIDAY "SHUT-OFF" FEATURE. INTERMATIC ET2800 SERIES (INDOOR)/ET8000 SERIES (OUTDOOR) OR EQUIV.A-23 A-5 TO LIGHTS TO SIGNAGE BUILDING STRUCTURAL STEEL NEC 250.52 BARE COPPER GROUNDING CONDUCTOR NEC 250-66 (TYPICAL) CADWELD (TYPICAL) BARE COPPER GROUNDING ELECTRODE BONDED TO MINIMUM OF 20'-0" OF 1/2" REBAR IN BUILDING WALL FOOTING PER NEC 250.52 3/4"x10' GROUND ROD NEC 250.52 VALVE, METER OR UNION SUPPLY SIDE JUMPER BOND TO UNDERGROUND METALLIC COLD WATER PIPE WITHIN 5FT OF SERVICE ENTRANCE (PROVIDE SIMILAR CONNECTION TO FIRE PROTECTION WATER SERVICE ENTRANCE) NEC 250.52 MAIN SERVICE ENTRANCE ALL GROUNDING SHALL BE INSTALLED IN ACCORDANCE WITH ARTICLE 250.50 OF THE NATIONAL ELECTRICAL CODE. BOND THE NEUTRAL AT THE SERVICE ENTRANCE EQUIPMENT. SIZE PER 250.102(C)(1) GROUNDING ELECTRODE SYSTEM DETAIL SCALE NTS 1 SELF TAPPING SCREWS STANDARD COLORS: 1. NORMAL POWER - BLACK BACKGROUND, WHITE LETTERS 2. EMERGENCY POWER - RED BACKGROUND, WHITE LETTERING NAMEPLATES ARE REQUIRED ON ALL PANELBOARDS, STARTERS AND DISCONNECT SWITCHES. PANELBOARD PANEL "X" PANELBOARD DESIGNATION ALL PANELS SHALL BE LABELED ON INSIDE OF DOOR WITH LIST OF CIRCUITS AND THEIR APPROPRIATE NAMES. 3" 1" EACH PANEL SCHEDULE TO INDICATE THE SOURCE OF POWER TO THE PANEL. THE LABEL SHALL BE PERMANENTLY AFFIXED. NAMEPLATE (TYPICAL) ENGRAVED LAMACOID, 5/32 INCH LETTERS PANEL BOARD NAMEPLATE DETAIL SCALE NTS 2 MINIMUM OF (4)-#12 SAFETY WIRES PER LIGHT FIXTURE PLACED AT EACH OF THE (4) DIAGONAL CORNERS. SAFETY WIRE SHALL BE TIED TO SAFETY WIRE SUPPORT HOLES & FASTENED TO BUILDING STRUCTURE. LIGHT FIXTURE SAFETY WIRE SUPPORT HOLE, TYPICAL ALL WIRES ARE TO BE TAUT WITH A MINIMUM OF 3 TIGHT TURNS AROUND SELF-TYPICAL EXPOSED T-BAR CEILING HILTI CC27 CLIP OR EQUAL EXISTING STRUCTURE SEISMIC RESTRAINT CLIP MINIMUM (4) PER LIGHT FIXTURE TYPICAL NOTE: ALL WIRES ARE TO BE TAUT WITH A MINIMUM OF 3 TIGHT TURNS AROUND SELF-TYPICAL 3"MAX 2X4 RECESSED LIGHT SUPPORT DETAIL SCALE NTS 3 (N) MAIN SWITCHBOARD "MS" 400A, 120/240V, 3Ø, 4W, DELTA HIGH LEG 10K AIC RATING, NEMA 3R ENCLOSURE (N) UTILITY COMPANY SECONDARY FEEDER G N BLDG STRUCT STEEL UFER GND GND ROD COLD WTR PIPE (N) 400A 3P M (N) PANEL "A" 400 S400 (N)#1/0 CU.GND Isc=6,933 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:05 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 N.T.S. E001 SINGLE LINE DIAGRAM/ SCHEDULES J.L.H.N. 210 W 19th St 4/14/2025 LEGENDS: : PRIMARY DAYLIGHT ZONE LIGHTING PLAN - 1ST FLOOR 1.EMERGENCY/NL AND EXIT FIXTURES TO BE CONNECTED TO NEARBY ROOM LIGHTING CIRCUIT AHEAD OF LOCAL SWITCH. [CEC 700.12(I)(2)(3)(A)]. 2.INTERLOCK RESTROOM LIGHT WITH EXHAUST FAN AND PROVIDE MANUAL MOTOR SWITCH IF NOT PLUG/BUILT-IN. 3.WIRE THRU CONTACTOR & TIME CLOCK FOR SIGNAGE LIGHTING CONTROL. 4.WIRE THROUGH PHOTOCELL AND MOTION SENSOR OR ASTRONOMICAL TIME CLOCK FOR ALL EXTERIOR LIGHT FIXTURES. [2022 CENC 130.2(C)]. 5.GENERAL LIGHTING IN DAYLIT ZONES SHALL BE PROVIDED WITH CONTROLS THAT AUTOMATICALLY ADJUST THE POWER OF THE INSTALLED LIGHTING UP AND DOWN TO KEEP THE TOTAL LIGHT LEVEL STABLE AS THE AMOUNT OF INCOMING DAYLIGHT CHANGES. [2022 CENC 130.1(D)] 6.VERIFY EXACT ELECTRICAL INSTALLATION REQUIREMENTS WITH MANUFACTURER AND PROVIDE PER RECOMMENDATION. #KEYED PLAN NOTES: GENERAL NOTES: 1.ELECTRICAL EQUIPMENT SHALL BE LISTED BY U.L. OR CITY RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE CITY DEPARTMENT. 2.ALL ELECTRICAL WORK SHALL COMPLY WITH THE [2022 CEC]. 3.WIRE SIZE SHALL NOT BE LESS THAN CORRESPONDING CIRCUIT BREAKER RATING AS REQUIRED. [2022 CEC TABLE 310.16] 4.CONDUIT SHALL BE SIZED IN ACCORDANCE WITH THE [2022 CEC ANNEX C]. 5.CONTRACTOR/ELECTRICIAN TO FIELD VERIFY ACTUAL SITE CONDITION /EXACT SERVICE ENTRANCE AND SHALL NOTIFY EOR(S) ANY DISCREPANCY WITH THE PLAN PRIOR TO BIDDING. 6.ALL ITEMS LABELED/IDENTIFIED AS EXISTING (IF ANY) ARE SUBJECT TO FIELD VERIFICATION. VERIFY EXISTING CONDITION AND RE-USE. IF NOT EXISTING, PROVIDE PER PLAN. 7.OBTAIN APPROVAL ON LOCATION OF SWITCH/DIMMER/SENSOR WITH ARCHITECT/OWNER AT SITE PRIOR TO ROUGH-IN. 8.SIGNAGE WILL REQUIRE SEPARATE PERMIT AND SUBMITTAL. 9.REFER TO EMERGENCY EXIT ILLUMINATION NOTES FOR EMERGENCY LIGHTING REQUIREMENTS. 10.IN OFFICES 250 SQUARE FEET OR SMALLER, MULTIPURPOSE ROOMS OF LESS THAN 1,000 SQUARE FEET, CLASSROOMS OF ANY SIZE, CONFERENCE ROOMS OF ANY SIZE, AND RESTROOMS OF ANY SIZE, LIGHTING SHALL BE CONTROLLED WITH OCCUPANT SENSING CONTROLS TO AUTOMATICALLY SHUT OFF ALL OF THE LIGHTING IN 20 MINUTES OR LESS AFTER THE CONTROL ZONE IS UNOCCUPIED. [2022 CENC 130.1(C)(5)] A.IN AREAS W/ MULTI-LEVEL LIGHTING CONTROLS, THE OCCUPANT SENSING CONTROLS SHALL FUNCTION AS A PARTIAL-ON OCCUPANT SENSING CONTROLS CAPABLE OF AUTOMATICALLY ACTIVATING BETWEEN 50 AND 70 PERCENT OF CONTROLLED LIGHTING POWER B.IN AREAS W/O MULTILEVEL LIGHTING CONTROLS, THE OCCUPANT SENSING CONTROLS SHALL FUNCTION AS A VACANCY SENSING CONTROLS, WHERE ALL LIGHTING RESPONDS TO A MANUAL ON INPUT ONLY. 11.IN CORRIDORS AND STAIRWELLS, LIGHTING SHALL BE CONTROLLED BY OCCUPANT SENSING CONTROLS THAT SEPARATELY REDUCE THE LIGHTING POWER IN EACH SPACE BY AT LEAST 50 PERCENT WHEN THE SPACE IS UNOCCUPIED. THE OCCUPANT SENSING CONTROLS SHALL BE CAPABLE OF AUTOMATICALLY TURNING THE LIGHTING FULLY ON ONLY IN THE SEPARATELY CONTROLLED SPACE, AND SHALL BE AUTOMATICALLY ACTIVATED FROM ALL DESIGNED PATHS OF EGRESS. [2022 CENC 130.1(C)(6)(C)] 12.IN OFFICE SPACES GREATER THAN 250 SQUARE FEET, GENERAL LIGHTING SHALL BE CONTROLLED WITH OCCUPANT SENSING CONTROLS THAT MEET ALL OF THE FOLLOWING: [2022 CENC 130.1(C)(6)(D)] A.THE OCCUPANT SENSING CONTROLS SHALL BE CONFIGURED SO THAT LIGHTING SHALL BE CONTROLLED SEPARATELY IN CONTROL ZONES NOT GREATER THAN 600 SQUARE FEET. FOR LUMINAIRES WITH AN EMBEDDED OCCUPANT SENSOR THAT ARE CAPABLE OF REDUCING POWER INDEPENDENTLY FROM OTHER LUMINAIRES, EACH LUMINAIRE CAN BE CONSIDERED ITS OWN CONTROL ZONE; AND B.IN 20 MINUTES OR LESS AFTER THE CONTROL ZONE IS UNOCCUPIED, THE OCCUPANT SENSING CONTROLS SHALL UNIFORMLY REDUCE LIGHTING POWER IN THE CONTROL ZONE TO BY AT LEAST 80 PERCENT OF FULL POWER. CONTROL FUNCTIONS THAT SWITCH CONTROL ZONE LIGHTS COMPLETELY OFF WHEN THE ZONE IS VACANT MEET THIS REQUIREMENT; AND C.IN 20 MINUTES OR LESS AFTER THE ENTIRE OFFICE SPACE IS UNOCCUPIED, THE OCCUPANT SENSING CONTROLS SHALL AUTOMATICALLY TURN OFF LIGHTING IN ALL CONTROL ZONES IN THE SPACE; AND D.IN EACH CONTROL ZONE, LIGHTING SHALL BE ALLOWED TO AUTOMATICALLY TURN ON TO ANY LEVEL UP TO FULL POWER UPON OCCUPANCY WITHIN THE CONTROL ZONE. WHEN OCCUPANCY IS DETECTED IN ANY CONTROL ZONE IN THE SPACE, THE LIGHTING IN OTHER CONTROL ZONES THAT ARE UNOCCUPIED SHALL OPERATE AT NO MORE THAN 20 PERCENT OF FULL POWER. 13.TIME CLOCK SHALL INCORPORATE A MANUAL OVERRIDE LIGHTING CONTROL THAT COMPLIES WITH SECTION 130.1(A); AND ALLOWS THE LIGHTING TO REMAIN ON FOR NO MORE THAN 2 HOURS WHEN AN OVERRIDE IS INITIATED; AND SHALL INCORPORATE AN AUTOMATIC HOLIDAY "SHUT-OFF" FEATURE THAT TURNS OFF ALL LOADS FOR AT LEAST 24 HOURS, AND THEN RESUMES THE NORMALLY SCHEDULED OPERATION. [2022 CENC 130.1(C)(3)&(4)] STAIRCASE 2 STAIRCASE 1 TRASH ENCLOSURE OFFICE 1 UNISEX 1L1L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L2 L2 L3 L3 L3 L3 L3 DL DL DL D OS D D TO LIGHTS ABOVE A-23 A-23 A-1 A-1 A-23 X 1 EE EE WP SIGNAGE J 3 A-5 OS OS OS OS A-1 4 WP WP WP WP WP WP WP WP WP 2 4 4 5 5 5 L3 WP X1 a L1 EEEE EE L1 Dim a1 Dim a2 A-1 Dim a3 TO LIGHTS ABOVE OS OS 6 X 1 X1 9' - 0 " RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:24 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 E100 1/4" = 1'-0" LIGHTING PLAN - 1ST FLOOR J.L.H.N. 210 W 19th St 4/14/2025 LIGHTING PLAN - 2ND FLOOR LEGENDS: : PRIMARY DAYLIGHT ZONE 1.EMERGENCY/NL AND EXIT FIXTURES TO BE CONNECTED TO NEARBY ROOM LIGHTING CIRCUIT AHEAD OF LOCAL SWITCH. [2022 CEC 700.12(I)(2)(3)(A)]. 2.INTERLOCK RESTROOM LIGHT WITH EXHAUST FAN AND PROVIDE MANUAL MOTOR SWITCH IF NOT PLUG/BUILT-IN. 3.GENERAL LIGHTING IN DAYLIT ZONES SHALL BE PROVIDED WITH CONTROLS THAT AUTOMATICALLY ADJUST THE POWER OF THE INSTALLED LIGHTING UP AND DOWN TO KEEP THE TOTAL LIGHT LEVEL STABLE AS THE AMOUNT OF INCOMING DAYLIGHT CHANGES. [2022 CENC 130.1(D)] #KEYED PLAN NOTES: GENERAL NOTES: 1.ELECTRICAL EQUIPMENT SHALL BE LISTED BY U.L. OR CITY RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE CITY DEPARTMENT. 2.ALL ELECTRICAL WORK SHALL COMPLY WITH THE [2022 CEC]. 3.WIRE SIZE SHALL NOT BE LESS THAN CORRESPONDING CIRCUIT BREAKER RATING AS REQUIRED. [2022 CEC TABLE 310.16] 4.CONDUIT SHALL BE SIZED IN ACCORDANCE WITH THE [2022 CEC ANNEX C]. 5.CONTRACTOR/ELECTRICIAN TO FIELD VERIFY ACTUAL SITE CONDITION /EXACT SERVICE ENTRANCE AND SHALL NOTIFY EOR(S) ANY DISCREPANCY WITH THE PLAN PRIOR TO BIDDING. 6.ALL ITEMS LABELED/IDENTIFIED AS EXISTING (IF ANY) ARE SUBJECT TO FIELD VERIFICATION. VERIFY EXISTING CONDITION AND RE-USE. IF NOT EXISTING, PROVIDE PER PLAN. 7.OBTAIN APPROVAL ON LOCATION OF SWITCH/DIMMER/SENSOR WITH ARCHITECT/OWNER AT SITE PRIOR TO ROUGH-IN. 8.SIGNAGE WILL REQUIRE SEPARATE PERMIT AND SUBMITTAL. 9.REFER TO EMERGENCY EXIT ILLUMINATION NOTES FOR EMERGENCY LIGHTING REQUIREMENTS. 10.IN OFFICES 250 SQUARE FEET OR SMALLER, MULTIPURPOSE ROOMS OF LESS THAN 1,000 SQUARE FEET, CLASSROOMS OF ANY SIZE, CONFERENCE ROOMS OF ANY SIZE, AND RESTROOMS OF ANY SIZE, LIGHTING SHALL BE CONTROLLED WITH OCCUPANT SENSING CONTROLS TO AUTOMATICALLY SHUT OFF ALL OF THE LIGHTING IN 20 MINUTES OR LESS AFTER THE CONTROL ZONE IS UNOCCUPIED. [2022 CENC 130.1(C)(5)] A.IN AREAS W/ MULTI-LEVEL LIGHTING CONTROLS, THE OCCUPANT SENSING CONTROLS SHALL FUNCTION AS A PARTIAL-ON OCCUPANT SENSING CONTROLS CAPABLE OF AUTOMATICALLY ACTIVATING BETWEEN 50 AND 70 PERCENT OF CONTROLLED LIGHTING POWER B.IN AREAS W/O MULTILEVEL LIGHTING CONTROLS, THE OCCUPANT SENSING CONTROLS SHALL FUNCTION AS A VACANCY SENSING CONTROLS, WHERE ALL LIGHTING RESPONDS TO A MANUAL ON INPUT ONLY. 11.IN CORRIDORS AND STAIRWELLS, LIGHTING SHALL BE CONTROLLED BY OCCUPANT SENSING CONTROLS THAT SEPARATELY REDUCE THE LIGHTING POWER IN EACH SPACE BY AT LEAST 50 PERCENT WHEN THE SPACE IS UNOCCUPIED. THE OCCUPANT SENSING CONTROLS SHALL BE CAPABLE OF AUTOMATICALLY TURNING THE LIGHTING FULLY ON ONLY IN THE SEPARATELY CONTROLLED SPACE, AND SHALL BE AUTOMATICALLY ACTIVATED FROM ALL DESIGNED PATHS OF EGRESS. [2022 CENC 130.1(C)(6)(C)] 12.IN OFFICE SPACES GREATER THAN 250 SQUARE FEET, GENERAL LIGHTING SHALL BE CONTROLLED WITH OCCUPANT SENSING CONTROLS THAT MEET ALL OF THE FOLLOWING: [2022 CENC 130.1(C)(6)(D)] A.THE OCCUPANT SENSING CONTROLS SHALL BE CONFIGURED SO THAT LIGHTING SHALL BE CONTROLLED SEPARATELY IN CONTROL ZONES NOT GREATER THAN 600 SQUARE FEET. FOR LUMINAIRES WITH AN EMBEDDED OCCUPANT SENSOR THAT ARE CAPABLE OF REDUCING POWER INDEPENDENTLY FROM OTHER LUMINAIRES, EACH LUMINAIRE CAN BE CONSIDERED ITS OWN CONTROL ZONE; AND B.IN 20 MINUTES OR LESS AFTER THE CONTROL ZONE IS UNOCCUPIED, THE OCCUPANT SENSING CONTROLS SHALL UNIFORMLY REDUCE LIGHTING POWER IN THE CONTROL ZONE TO BY AT LEAST 80 PERCENT OF FULL POWER. CONTROL FUNCTIONS THAT SWITCH CONTROL ZONE LIGHTS COMPLETELY OFF WHEN THE ZONE IS VACANT MEET THIS REQUIREMENT; AND C.IN 20 MINUTES OR LESS AFTER THE ENTIRE OFFICE SPACE IS UNOCCUPIED, THE OCCUPANT SENSING CONTROLS SHALL AUTOMATICALLY TURN OFF LIGHTING IN ALL CONTROL ZONES IN THE SPACE; AND D.IN EACH CONTROL ZONE, LIGHTING SHALL BE ALLOWED TO AUTOMATICALLY TURN ON TO ANY LEVEL UP TO FULL POWER UPON OCCUPANCY WITHIN THE CONTROL ZONE. WHEN OCCUPANCY IS DETECTED IN ANY CONTROL ZONE IN THE SPACE, THE LIGHTING IN OTHER CONTROL ZONES THAT ARE UNOCCUPIED SHALL OPERATE AT NO MORE THAN 20 PERCENT OF FULL POWER. STAIRCASE 2 STAIRCASE 1 UNISEX 2 OFFICE 2 C L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L1 L2 L2 9' - 0 " 9' - 0 " DL DL DL DL DL DL OS D D D D TO DIMMER BELOW TO DIMMER BELOW A-13 A-13 A-13 A-13 A-13 A-13 A-13 X 1 EE EE X 1 EE EE EE EE EE EE EE EE EE EE EE OS OS OS OS OS OS OS OS OS OS 3 3 33 3 3 2 L1 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:16 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 E101 1/4" = 1'-0" LIGHTING PLAN - 2ND FLOOR J.L.H.N. 210 W 19th St 4/14/2025 GENERAL NOTES: POWER PLAN - 1ST FLOOR 1.ELECTRICAL EQUIPMENT SHALL BE LISTED BY U.L. OR CITY RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE CITY DEPARTMENT. 2.ALL ELECTRICAL WORK SHALL COMPLY WITH THE [2022 CEC]. 3.WIRE SIZE SHALL NOT BE LESS THAN CORRESPONDING CIRCUIT BREAKER RATING AS REQUIRED. [2022 CEC TABLE 310.16] 4.CONDUIT SHALL BE SIZED IN ACCORDANCE WITH THE [2022 CEC ANNEX C]. 5.CONTRACTOR/ELECTRICIAN TO FIELD VERIFY ACTUAL SITE CONDITION /EXACT SERVICE ENTRANCE AND SHALL NOTIFY EOR(S) ANY DISCREPANCY WITH THE PLAN PRIOR TO BIDDING. 6.ALL ITEMS LABELED/IDENTIFIED AS EXISTING (IF ANY) ARE SUBJECT TO FIELD VERIFICATION. VERIFY EXISTING CONDITION AND RE-USE. IF NOT EXISTING, PROVIDE PER PLAN. 7.COORDINATE LOCATIONS/HEIGHTS OF RECEPTACLES FOR ELECTRICAL DEVICES WITH ARCHITECT AND EQUIPMENT VENDER PRIOR TO ROUGH-IN. 8.ALL NEW ELECTRICAL EQUIPMENT (IF ANY) DIMENSIONS TO BE VERIFIED WITH EQUIPMENT MANUFACTURER/VENDER PRIOR TO PURCHASE. 9.GFCI PROTECTION: ALL 125V THROUGH 250V RECEPTACLES SUPPLIED BY 1-PHASE BRANCH CIRCUITS, 50 AMPERES OR LESS, AND ALL RECEPTACLES SUPPLIED BY 3-PHASE BRANCH CIRCUITS RATED 150 VOLTS OR LESS TO GROUND, 100 AMPERES OR LESS, INSTALLED IN THE FOLLOWING LOCATIONS SHALL HAVE GFCI PROTECTION FOR PERSONNEL. [2022 CEC 210.8(B)] A.BATHROOMS B.KITCHENS OR AREAS WITH A SINK AND PREM. PROVISION FOR COOKING C.ROOFTOPS/OUTDOORS D.SINKS - WITHIN 6FT FROM THE TOP INSIDE EDGE OF THE SINK E.GARAGES, UNFINISHED AREAS OF BASEMENTS OR SIMILAR AREAS 10.FOR ALL PERMANENTLY CONNECTED APPLIANCES RATED OVER 300VA, THE CIRCUIT BREAKER CAPABLE OF BEING LOCKED IN THE OPEN POSITION SHALL BE PROVIDED UNLESS LOCATION OF THE BREAKER IS WITHIN THE SIGHT OR SEPARATE DISCONNECTING MEANS IS PROVIDED. [2022 CEC 110.25, 422.31(B)] 11.RECEPTACLES OF 15 AND 20 AMPERES, 125 AND 250 VOLTS INSTALLED IN A WET LOCATION SHALL HAVE AN ENCLOSURE THAT IS WEATHERPROOF (WP) AND IS LISTED/IDENTIFIED AS “EXTRA DUTY”. THE RECEPTACLES SHALL BE GFCI PROTECTED. [CEC 2022 210.8(B)(4), 406.9(B)] KEYED PLAN NOTES:# 1.VERIFY/COORDINATE EXACT LOCATION FOR ELECTRICAL EQUIPMENTS AND PROVIDE/MAINTAIN MINIMUM CLEARANCE. [2022 CEC 110.26] 2.ONE OUTLET/DUPLEX RECEPTACLE TO BE CONTROLLED BY OCC./VACANCY SENSOR FROM ROOM LIGHTS OR SEPARATE SENSOR. RECEPTACLE SHALL BE LABELED AS CONTROLLED WITH PREMANENT AND DURABLE MARKING. [2022 CENC130.5(D)] 3.PROVIDE GFCI/WATERPROOF/WEATHER RESISTANT RECEPTACLE WITHIN 25FT OF HEATING, AC, AND REFRIGERATION EQUIPMENT. 4.REFER TO MECHANICAL PLAN AND HVAC SYSTEM CONNECTION SCHEDULE FOR EXACT LOCATIONS, SPECS AND INSTALLATION REQUIREMENTS. 5.VERIFY EXACT ELECTRICAL INSTALLATION REQUIREMENTS WITH MANUFACTURER AND PROVIDE PER RECOMMENDATION. HVAC SYSTEM CONNECTION SCHEDULE EQUIPMENT CIRCUIT DESIGNATION VOLT/PHASE FEEDER DISCONNECT HP-1 A-20/22 208V/1PH 3#8, #10GND- 3/4"C 40AF/60AS/2P HP-2 A-24/26 208V/1PH 3#8, #10GND- 3/4"C 40AF/60AS/2P HP-3 A-28/30 208V/1PH 3#8, #10GND- 3/4"C 40AF/60AS/2P FC-1 A-8/10 208V/1PH 3#12, #12GND- 3/4"C 15AF/30AS/2P MECHANICAL EQUIPMENT NOTES: 1.PROVIDE OVERCURRENT PROTECTION AND BRANCH CIRCUITS PER UL LISTED REQUIREMENTS FOR EQUIPMENT SERVED. REFER TO MANUFACTURER DATA AND EQUIPMENT CUT-SHEETS FOR ROUGH-IN LOCATIONS OF ELECTRICAL CONNECTIONS AND INTERCONNECTIONS FOR ALL EQUIPMENT. COORDINATE EXACT NAMEPLATE DATA OF EQUIPMENT BEING INSTALLED WITH MECHANICAL CONTRACTOR. 2.SWITCHES USED AS DISCONNECTING MEANS SHALL BE LOCATED WITHIN SIGHT OF EQUIPMENT. PROVIDED AND INSTALLED BY ELECTRICAL CONTRACTOR. NON-FUSED DISCONNECT IS ACCEPTABLE INSTEAD OF SPECIFIED FUSE TYPE. 3.ADJUST SIZE OF CONDUCTORS AS NEEDED COMPENSATE FOR VOLTAGE DROP. VOLTAGE DROP SHALL NOT EXCEED 3% FOR BRANCH CIRCUITS. 4.REFER TO MECHANICAL PLAN FOR MORE INFO. 5.IF EXISTING UNITS ARE RE-USED, EXISTING DISCONNECT/FUSE/BREAKER TO BE RE-USED OR REPLACED WITH SAME RATING. VERIFY EXISTING CONDITION IN FIELD. STAIRCASE 2 STAIRCASE 1 TRASH ENCLOSURE OFFICE 1 UNISEX 1 T CA-7 A-2 A-32 PANEL "A" MAIN SWITCHBOARD "MS" 1 1 22 2 2 2 3 HP 2 HP 1 HP 1 FC (ON CEILING) WR/WP WR/WP A-6 33 4 4 4 4 J #10 INSTA HOT A-25 RESTR 5 DIST.P.S. METER/MAIN 2 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:12 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 E200 1/4" = 1'-0" POWER PLAN - 1ST FLOOR J.L.H.N. 210 W 19th St 4/14/2025 POWER PLAN - 2ND FLOOR GENERAL NOTES: 1.ELECTRICAL EQUIPMENT SHALL BE LISTED BY U.L. OR CITY RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE CITY DEPARTMENT. 2.ALL ELECTRICAL WORK SHALL COMPLY WITH THE [2022 CEC]. 3.WIRE SIZE SHALL NOT BE LESS THAN CORRESPONDING CIRCUIT BREAKER RATING AS REQUIRED. [2022 CEC TABLE 310.16] 4.CONDUIT SHALL BE SIZED IN ACCORDANCE WITH THE [2022 CEC ANNEX C]. 5.CONTRACTOR/ELECTRICIAN TO FIELD VERIFY ACTUAL SITE CONDITION /EXACT SERVICE ENTRANCE AND SHALL NOTIFY EOR(S) ANY DISCREPANCY WITH THE PLAN PRIOR TO BIDDING. 6.ALL ITEMS LABELED/IDENTIFIED AS EXISTING (IF ANY) ARE SUBJECT TO FIELD VERIFICATION. VERIFY EXISTING CONDITION AND RE-USE. IF NOT EXISTING, PROVIDE PER PLAN. 7.COORDINATE LOCATIONS/HEIGHTS OF RECEPTACLES FOR ELECTRICAL DEVICES WITH ARCHITECT AND EQUIPMENT VENDER PRIOR TO ROUGH-IN. 8.ALL NEW ELECTRICAL EQUIPMENT (IF ANY) DIMENSIONS TO BE VERIFIED WITH EQUIPMENT MANUFACTURER/VENDER PRIOR TO PURCHASE. 9.GFCI PROTECTION: ALL 125V THROUGH 250V RECEPTACLES SUPPLIED BY 1-PHASE BRANCH CIRCUITS, 50 AMPERES OR LESS, AND ALL RECEPTACLES SUPPLIED BY 3-PHASE BRANCH CIRCUITS RATED 150 VOLTS OR LESS TO GROUND, 100 AMPERES OR LESS, INSTALLED IN THE FOLLOWING LOCATIONS SHALL HAVE GFCI PROTECTION FOR PERSONNEL. [2022 CEC 210.8(B)] A.BATHROOMS B.KITCHENS OR AREAS WITH A SINK AND PREM. PROVISION FOR COOKING C.ROOFTOPS/OUTDOORS D.SINKS - WITHIN 6FT FROM THE TOP INSIDE EDGE OF THE SINK E.GARAGES, UNFINISHED AREAS OF BASEMENTS OR SIMILAR AREAS 10.FOR ALL PERMANENTLY CONNECTED APPLIANCES RATED OVER 300VA, THE CIRCUIT BREAKER CAPABLE OF BEING LOCKED IN THE OPEN POSITION SHALL BE PROVIDED UNLESS LOCATION OF THE BREAKER IS WITHIN THE SIGHT OR SEPARATE DISCONNECTING MEANS IS PROVIDED. [2022 CEC 110.25, 422.31(B)] KEYED PLAN NOTES:# 1.REFER TO MECHANICAL PLAN AND HVAC SYSTEM CONNECTION SCHEDULE FOR EXACT LOCATIONS, SPECS AND INSTALLATION REQUIREMENTS. 2.ONE OUTLET/DUPLEX RECEPTACLE TO BE CONTROLLED BY OCC./VACANCY SENSOR FROM ROOM LIGHTS OR SEPARATE SENSOR. RECEPTACLE SHALL BE LABELED AS CONTROLLED WITH PREMANENT AND DURABLE MARKING. [2022 CENC130.5(D)] 3.VERIFY EXACT ELECTRICAL INSTALLATION REQUIREMENTS WITH MANUFACTURER AND PROVIDE PER RECOMMENDATION. HVAC SYSTEM CONNECTION SCHEDULE EQUIPMENT CIRCUIT DESIGNATION VOLT/PHASE FEEDER DISCONNECT FC-2 A-12/14 208V/1PH 3#12, #12GND- 3/4"C 15AF/30AS/2P FC-3 A-16/18 208V/1PH 3#12, #12GND- 3/4"C 15AF/30AS/2P MECHANICAL EQUIPMENT NOTES: 1.PROVIDE OVERCURRENT PROTECTION AND BRANCH CIRCUITS PER UL LISTED REQUIREMENTS FOR EQUIPMENT SERVED. REFER TO MANUFACTURER DATA AND EQUIPMENT CUT-SHEETS FOR ROUGH-IN LOCATIONS OF ELECTRICAL CONNECTIONS AND INTERCONNECTIONS FOR ALL EQUIPMENT. COORDINATE EXACT NAMEPLATE DATA OF EQUIPMENT BEING INSTALLED WITH MECHANICAL CONTRACTOR. 2.SWITCHES USED AS DISCONNECTING MEANS SHALL BE LOCATED WITHIN SIGHT OF EQUIPMENT. PROVIDED AND INSTALLED BY ELECTRICAL CONTRACTOR. NON-FUSED DISCONNECT IS ACCEPTABLE INSTEAD OF SPECIFIED FUSE TYPE. 3.ADJUST SIZE OF CONDUCTORS AS NEEDED COMPENSATE FOR VOLTAGE DROP. VOLTAGE DROP SHALL NOT EXCEED 3% FOR BRANCH CIRCUITS. 4.REFER TO MECHANICAL PLAN FOR MORE INFO. 5.IF EXISTING UNITS ARE RE-USED, EXISTING DISCONNECT/FUSE/BREAKER TO BE RE-USED OR REPLACED WITH SAME RATING. VERIFY EXISTING CONDITION IN FIELD. STAIRCASE 2 STAIRCASE 1 UNISEX 2 OFFICE 2 A-29 A-17 A-19 22 2 2 2 2 2 2 22 2 FC 3 FC (ON CEILING)(ON CEILING) 11 J INSTA HOT #10 A-11 3 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/10/2024 1:27:09 PM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 E201 1/4" = 1'-0" POWER PLAN - 2ND FLOOR J.L.H.N. 210 W 19th St 4/14/2025 SHEET INDEX ·NEW COMMERCIAL BUILDING. ·PROVIDE NEW HVAC UNITS AND REUSE THE EXISTING HVAC UNITS. ·PROVIDE DUCTWORKS AND AIR DEVICES THROUGHOUT THE SPACE. M000 M001 M002 M100 M101 TM00 MECHANICAL NOTES MECHANICAL SCHEDULES MECHANICAL DETAILS MECHANICAL PLAN - 2ND FLOOR MECHANICAL TITLE 24 - 1 M102 MECHANICAL PLAN - CONDENSATE PIPE 1ST FLOOR TM01 TM02 MECHANICAL PLAN - 1ST FLOOR M103 TM03 MECHANICAL PLAN - CONDENSATE PIPE 2ND FLOOR MECHANICAL TITLE 24 - 2 MECHANICAL TITLE 24 - 3 MECHANICAL TITLE 24 - 4 SYMBOLS AND ABBREVIATIONS T RETURN AIR PLENUM CROSS-SECTION SUPPLY AIR PLENUM CROSS-SECTION EXHAUST AIR CUBIC FEET PER MINUTE EXTERNAL STATIC PRESSURE SIDE WALL RETURN GRILLE THERMOSTAT SUPPLY DIFFUSER SIDE WALL SUPPLY REGISTER RETURN AIR GRILLE EXHAUST AIR GRILLE / CEILING EXHAUST FAN ESP CFM EA EXISTING FIRE DAMPER HORSEPOWER HERTZ RETURN AIR TYPICAL SUPPLY AIR MANUAL VOLUME DAMPER OUTSIDE SUPPLY AIR SMOKE DETECTOR STATIC PRESSURE FULL LOAD AMPERES VOLT UNDERCUT DOOR UP THRU ROOF MVD V TYP U.T.R. SD SA SP RA OSA FLA HP HZ EXIST FD SD NOTE: REFER TO PLAN SHEETS FOR ANY ADDITIONAL LEGEND, SYMBOLS AND RELATED ABBREVIATIONS. D U S SENSOR EF (E) ROOF MOUNTED EXHAUST FAN NEWNEW(N) U/C CO2 SENSORCO2 1 RTU MECHANICAL EQUIPMENT TAG POC NEW DUCT EXISTING DUCT CONDENSATE DRAINCD REFRIGERANT LINEREF OSA INTAKE OSA DUCTOSA FD CO SENSORCO FIRE SMOKE DAMPERFSDFSD ABBR.SYMBOL DESCRIPTION CONDENSATE DRAIN CLEANOUT HVAC SPECIFICATIONS PIPE INSULATION THICKNESS 4. 5. 6. 1. 7. 2. 3. CONCEALED SPACES, CIRCULATION AIR INSULATION OF DUCTS FLUID TEMP. RANGE (°F) CONDUCTIVITY RANGE (BTU-"/HR PER SQFT/°F) INSULATION MEAN RATING TEMP. (°F) NOMINAL PIPE DIAMETER (") INSULATION THICKNESS REQUIRED (") <1 1 TO <1.5 1.5 TO <4 4 TO <8 8 AND LARGER 251-350 350< 201-250 141-200 105-140 40-60 <40 SPACE COOLING SYSTEMS (CHILLED WATER, REFRIGERANT AND BRINE) SPACE HEATING, HOT WATER SYSTEMS AND SERVICE WATER HEATING SYSTEMS 0.32-0.34 0.29-0.31 0.27-0.30 0.25-0.29 0.22-0.28 0.21-0.27 0.20-0.26 250 200 150 125 100 75 50 4.5 3.0 2.5 1.5 1.0 1.0 5.0 4.0 2.5 1.5 1.5 1.5 5.0 4.5 2.5 2.0 1.5 1.5 5.0 4.5 3.0 2.0 1.5 1.5 5.0 4.5 3.0 2.0 1.5 1.5 A MAINTENANCE LABEL SHALL BE AFFIXED TO MECHANICAL EQUIPMENT AND A MAINTENANCE MANUAL SHALL BE PROVIDED TO THE OWNER PER STANDARDS. EXCEPT AS ALLOWED, THESE CONTROLS SHALL BE ADJUSTABLE TO PROVIDE A DEAD BAND OF 5 DEGREES F BETWEEN FULL HEATING AND FULL COOLING. CONTROLS SHALL HAVE THE CAPABILITY OF TERMINATING ALL HEATING AT A TEMPERATURE NO MORE THAN 70 DEGREES F AND OF TERMINATING ALL COOLING AT A TEMPERATURE NOT LESS THAN 78 DEGREES F. EACH HVAC SYSTEM SHALL BE PROVIDED WITH AT LEAST ONE AUTOMATIC TEMPERATURE CONTROL DEVICE FOR THE REGULATION OF TEMPERATURE THESE AUTOMATIC TEMPERATURE CONTROL DEVICES SHALL BE CAPABLE OF BEING SET TO MAINTAIN SPACE TEMPERATURE SET POINTS FROM 55 DEGREES F TO 85 DEGREES F, SHALL BE CAPABLE OF OPERATING THE SYSTEM HEATING AND/OR COOLING IN SEQUENCE. EXCEPTIONS: (1)FACTORY-INSTALLED PIPING WITHIN SPACE CONDITIONING EQUIPMENT; (2)PIPING THAT CONVEYS FLUIDS THAT HAVE A DESIGN OPERATING TEMPERATURE RANGE BETWEEN 60 DEGREES AND 105 DEGREES FAHRENHEIT; (3)WHERE THE HEAT GAIN OR HEAT LOSS TO OR FROM PIPING WITHOUT INSULATION WILL NOT INCREASE BUILDING SOURCE ENERGY USE; (4)PIPING THAT PENETRATES FRAMING MEMBERS SHALL NOT BE REQUIRED TO HAVE PIPE INSULATION FOR THE DISTANCE OF THE FRAMING PENETRATION. METAL PIPING THAT PENETRATES METAL FRAMING SHALL USE GROMMETS, PLUGS, WRAPPING OR OTHER INSULATING MATERIAL TO ASSURE THAT NO CONTACT IS MADE WITH THE METAL FRAMING. INSPECTION TO BE MADE AND DUCTWORK APPROVED BEFORE COVERING WITH INSULATION. TRANSVERSE SUPPLY DUCTS, TAPED OR SEALED WITH MASTIC EXCEPT FOR DUCTS EXPOSED TO CONDITIONED SPACE, WHERE DUCT STATIC PRESSURE EXCEEDS 3/4" WATER, LONGTITUDINAL JOINTS, TAPED OR SEALED WITH MASTIC. SEALING INSPECTION PIPE INSULATION SPACE-CONDITIONING AND SERVICE WATER-HEATING SYSTEM SHALL BE INSULATED IN ACCORDANCE WITH THE FOLLOWING TABLE: INSULATED WIRES, PLASTIC TUBING OR PIPING, PIPE INSULATION, CONDENSATE PAN INSULATION, WOOD, PVC, ABS AND OTHER PLASTICS) TO BE IN CONCEALED SPACES USED TO CONVEY CIRCULATING AIR SUPPLY. WHEN COMBUSTIBLE MATERIAL IS TO BE LOCATED IN THE ABOVE SPACES, IT SHALL BE APPROVED FOR SUCH INSULATION. TEMPERATURE CONTROLS PORTIONS OF SUPPLY-AIR AND RETURN-AIR DUCTS CONVEYING HEATED OR COOLED AIR LOCATED IN ONE OR MORE OF THE FOLLOWING SPACES SHALL BE INSULATED TO A MINIMUM INSTALLED LEVEL OF R-8: 1.OUTDOORS; OR 2.IN A SPACE BETWEEN THE ROOF AND AN INSULATED CEILING; OR 3.IN A SPACE DIRECTLY UNDER A ROOF WITH FIXED VENTS OR OPENINGS TO THE OUTSIDE OR UNCONDITIONED SPACES; OR 4.IN AN UNCONDITIONED CRAWL SPACE; OR 5.IN OTHER UNCONDITIONED SPACES. PORTIONS OF SUPPLY-AIR DUCTS THAT ARE NOT IN ONE OF THESE SPACES, INCLUDING DUCTS BURIED IN CONCRETE SLAB, SHALL BE INSULATED TO A MINIMUM INSTALLED LEVEL OF R-4.2 OR BE ENCLOSED IN DIRECTLY CONDITIONED SPACE. NONRES 0.5 RES 0.75 1.01.0 1.0 1.ALL WORK SHALL CONFORM TO MECHANICAL CODE, BUILDING CODE AND ALL OTHER APPLICABLE CITY CODES AND REGULATIONS. 2.THE CONTRACTOR SHALL PAY FOR ALL PERMITS AND FEES. 3.CONTROL LOW VOLTAGE WIRING BY MECHANICAL CONTRACTOR AND CONDUIT BY ELECTRICAL CONTRACTOR. 4.CONDENSATE DRAIN PIPING AND FINAL CONNECTION TO UNIT BY PLUMBING CONTRACTOR. 5.G.C. TO VERIFY CURRENT ELECTRICAL POWER CONDITION IN FIELD BEFORE PURCHASING ANY MECHANICAL EQUIPMENT. 6.CONTRACTOR TO VERIFY MECHANICAL HEATING EQUIPMENT TO BE CONFORM TO LOCAL EPA STANDARD BEFORE PURCHASING EQUIPMENT. 7.ACCURATE AS-BUILT DRAWINGS SHALL BE MADE DURING CONSTRUCTION AND SUBMITTED FOR APPROVAL UPON COMPLETION OF INSTALLATION. 8.THE CONTRACTOR SHALL COORDINATE WITH GENERAL CONTRACTOR FOR SIZE AND LOCATION OF DUCTWORK ROOF OPENINGS AND WITH ELECTRICAL CONTRACTOR FOR ELECTRICAL REQUIREMENTS OF ALL MECHANICAL EQUIPMENT AND ARCHITECTURAL DRAWINGS FOR AIR DISTRIBUTION LOCATION. 9.THE CONTRACTOR SHALL SUBMIT BID BASED ON THE DRAWINGS AND ALTERNATE FOR COST SAVING. THESE DRAWINGS ARE FOR BIDDING PURPOSES. 10.THE CONTRACTOR SHALL FURNISH ALL MATERIALS, LABOR, EQUIPMENT, TRANSPORTATION AND SERVICES NECESSARY FOR COMPLETION OF THE WORK. ALL MATERIALS AND WORK SHALL COMPLY WITH APPLICABLE CODES AND GOVERNING REGULATIONS AND MEET THE APPROVAL OF THE LOCAL JURISDICTION. 11.TAKE ALL PRECAUTIONS NECESSARY TO PROTECT THE MATERIALS BEFORE, DURING AND AFTER INSTALLATION. IN THE EVENT OF DAMAGE, IMMEDIATELY REPAIR ALL DAMAGED AND DEFECTIVE WORK TO THE APPROVAL OF THE ARCHITECT AT NO ADDITIONAL COST TO THE OWNER. 12.THESE DRAWINGS ARE DIAGRAMMATIC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH ALL OTHER TRADES. THIS INCLUDES COORDINATING THE LOCATION AND SIZE OF ALL OPENINGS, LOCATIONS OF EQUIPMENT PADS AND CHANGES OF ELEVATIONS OF DUCTWORK, PIPING AND OTHER EQUIPMENT. 13.ANY MATERIAL, ARTICLE OR PIECE OF EQUIPMENT OTHER THAN THAT INDICATED SHALL NOT BE USED UNLESS APPROVED IN WRITING BY THE ENGINEER AND ANY CHANGES IN MECHANICAL, ELECTRICAL AND/OR OTHER SYSTEMS REQUIRED DUE TO SUCH SUBSTITUTION SHALL BE THE RESPONSIBILITY OF THE HVAC CONTRACTOR; AND AT NO ADDITIONAL COST TO THE OWNER. 14.THE CONTRACTOR SHALL VISIT SITE PRIOR TO BIDDING TO VERIFY LOCATIONS AND SIZES OF ALL EXISTING EQUIPMENT AND INFORM THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES. 15.CONTRACTOR TO VERIFY ADEQUATE PLUMBING CONNECTIONS ARE READILY AVAILABLE FOR EVAPORATIVE COOLERS AND GAS HEATING SYSTEMS BEFORE PURCHASING EQUIPMENT. 16.COORDINATE ENTIRE INSTALLATION OF THE H.V.A.C. SYSTEM WITH THE WORK OF ALL OTHER TRADES PRIOR TO ANY FABRICATION OR INSTALLATION. PROVIDE ALL FITTINGS, OFFSETS, AND TRANSITIONS AS REQUIRED FOR A COMPLETE WORKABLE INSTALLATION. 17.CONTRACTOR SHALL SUBMIT A COMPLETE BALANCE REPORT FOR APPROVAL. SYSTEMS AIR BALANCE SHALL BE PERFORMED BY AN INDEPENDENT AIR BALANCE CONSULTANT. A CERTIFIED AABC OR NEBB. THE REPORT SHALL INCLUDE THE FOLLOWING: a.AIR QUANTITIES AT EACH REGISTER. b.STATIC PRESSURE READINGS AT INLET AND DISCHARGE OF EACH AIR HANDLING SYSTEM AND AT INLET OF EACH EXHAUST AIR SYSTEM. c.COOLING AND HEATING SUPPLY AND RETURN AIR TEMPERATURES AT EACH AIR CONDITIONING UNIT. 18.WARRANTIES; 1-YEAR WARRANTY FOR EQUIPMENT, 5-YEAR COMPRESSORS. REFER TO CONSTRUCTION CONTRACT FOR OTHER APPLICABLE WARRANTIES. 19.EQUIPMENT SPECIFICATION AND INTERLOCK DIAGRAM SHALL BE SUBMITTED FOR APPROVAL PRIOR TO PURCHASE OF EQUIPMENT FOR INSTALLATION. 20.ALL EQUIPMENT SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S RECOMMENDATIONS. PROVIDE ALL FITTINGS, TRANSITIONS, DAMPERS, VALVES AND OTHER DEVICES REQUIRED FOR A COMPLETE WORKABLE INSTALLATION. 21.HEATING, VENTILATING, AND AIR-CONDITIONING SYSTEMS SHALL BE BALANCED BY A LICENSED T&B CONTRACTOR IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS (CMC 314.1): ·AABC NATIONAL STANDARDS FOR TOTAL SYSTEM BALANCE ·ACCA MANUAL B ·ASHRAE 111 ·NEBB PROCEDURAL STANDARDS FOR TESTING ADJUSTING BALANCING OF ENVIRONMENTAL SYSTEMS ·SMACNA HVAC SYSTEMS TESTING, ADJUSTING AND BALANCING 22.PROVIDE FILTER FOR AIR CONDITIONING AND/OR AIR SIDE UNITS AS REQUIRED PER ASHRAE AND MECHANICAL CODE. 23.THERMOSTAT SHALL BE 24 VOLT, ONE STAGE HEATING AND ONE OR TWO STAGE COOLING WITH MATCHING SUBBASE AND TAMPER PROOF COVER. 24.CONDENSATE PIPING SHALL BE SIZED IN ACCORDANCE WITH MECHANICAL CODE. CA GREEN BUILDING NOTES HVAC GENERAL NOTES MECHANICAL CODE ·2022 CMC ·2022 BUILDING ENERGY EFFICIENCY STANDARDS 26.CONDENSATE WASTE SHALL CONNECT INDIRECTLY TO THE DRAINAGE SYSTEM THROUGH AN AIR GAP OR AIR BREAK TO PROPERLY TRAPPED AND VENTED RECEPTORS, DRY WELLS, OR THE TAILPIECE OF A PLUMBING FIXTURE. 27.WHERE CONDENSATE WASTE FROM AIR CONDITIONING COILS DISCHARGES BY DIRECT CONNECTION TO A LAVATORY TAILPIECE OR TO AN APPROVED ACCESSIBLE INLET ON A BATHTUB OVERFLOW, THE CONNECTION SHALL BE LOCATED IN AN AREA CONTROLLED BY THE SAME PERSON CONTROLLING THE AIR-CONDITIONED SPACE. 28.THE REFRIGERATION EQUIPMENT REFRIGERANT SERVICE PORTS LOCATED OUTDOORS SHALL BE FITTED WITH LOCKING TYPE TAMPER RESISTANT CAPS OR SHALL BE PROTECTED FROM UNAUTHORIZED ACCESS BY A MEANS ACCEPTABLE TO THE ENFORCING AGENCY. 29.THE HEATING AND COOLING DUCT SYSTEM IS SIZED IN ACCORDANCE WITH ASHRAE. 30.G.C. TO VERIFY SUFFICIENCY OF DUCT SPACE BEFORE PURCHASING ANY MECHANICAL EQUIPMENT. 31.DUCTWORK SHALL BE INSULATED OR LINED AS NOTED ON DRAWINGS. ALL DUCTWORK EXPOSED ON ROOF SHALL BE INTERNALLY LINED UNLESS OTHERWISE INDICATED OR SPECIFIED. ALL DUCT SIZES ARE SHEET METAL SIZES. ALL DUCT JOINTS SHALL BE SEALED PER SPECIFICATIONS. 32.CONNECT MAIN DUCT TO AIR CONDITIONING UNIT WITH WEATHERPROOF FLEXIBLE CONNECTION. SUN SHIELD OVER ENTIRE FLEXIBLE CONNECTIONS REQUIRED IF FLEXIBLE CONNECTION IS EXPOSED TO WEATHER. 33.ALL LINED DUCT DIMENSIONS ARE NET CLEAR DIMENSION AFTER LINING HAS BEEN INSTALLED. 34.ALL DUCTWORK SIZE SHOWN ON PLAN ARE INTERIOR DIAMETER. CONTRACTOR SHALL ADD INSULATION THICKNESS INTO CONSIDERATION BEFORE INSTALLATION. 35.DUCTS SHALL BE SUPPORTED WITH 1" WIDE 16-GAUGE HANGER STRAPS AND SHALL BE SPACED AT NO MORE THAN 7'-0" ON CENTERS AND SHALL BE SECURED TO STRUCTURAL MEMBER. EXPOSED DUCTWORK ON ROOF SHALL BE SUPPORTED BY GALVANIZED STEEL ANGLE & SHALL BE PER LOCAL CODE. 36.ROUND AND RECTANGULAR DUCTWORK ARE INTERCHANGEABLE IF CROSS SECTION AREAS ARE EQUIVALENT. CONTRACTOR IS TO VERIFY THE EXACT CEILING SPACE AND INTERCHANGE THE DUCT SIZE TO FIT THE CEILING SPACE WITHOUT ADDITIONAL FEE CHARGE. 37.ALL FACTORY-FABRICATED DUCT SYSTEMS SHALL COMPLY WITH UL 181 FOR DUCTS AND CLOSURE SYSTEMS, INCLUDING COLLARS, CONNECTIONS, AND SPLICES, AND BE LABELED AS COMPLYING WITH UL 181. 38.INSTALL VOLUME CONTROL DAMPERS AT EACH SUPPLY DIFFUSER TO AFFORD COMPLETE CONTROL OF THE AIR FLOW IN THE VARIOUS DUCT SYSTEMS. INSTALL SPLITTER DAMPER AT DUCT TAKEOFFS AND DAMPER AS REQUIRED. 39.AUTOMATIC FIRE DAMPER REQUIREMENTS ARE AS FOLLOWS: a.PROVIDE AUTOMATIC FIRE DAMPERS AT ALL PENETRATIONS OF FIRE-RATED CEILINGS AND WALLS THROUGHOUT. CONTRACTOR SHALL COORDINATE WITH FIRE-RATED CEILING AREAS AND WALLS AS INDICATED ON ARCHITECTURAL DRAWINGS. THIS NOTE SHALL TAKE PRECEDENCE OVER ANY OMISSIONS ON THE DRAWINGS. SEE SPECIFICATIONS. b.LOCATION OF FIRE-RATED CEILINGS AND WALLS ARE AS INDICATED ON THE ARCHITECTURAL DRAWINGS. 40.COORDINATE THE LOCATION OF ALL CEILING DIFFUSERS, REGISTERS AND GRILLES WITH THE ARCHITECTURAL REFLECTED CEILING PLAN, ELECTRICAL LIGHTING LAYOUT AND ARCHITECTURAL ROOM ELEVATIONS. 41.ALL CEILING DIFFUSERS ARE 4-WAY UNLESS OTHERWISE NOTED. 42.PROVIDE BACK-DRAFT DAMPER FOR ALL EXHAUST AIR DUCT UNLESS OTHERWISE NOTED PER CODE. 43.EXHAUST TERMINATION SHALL BE MINIMUM 10'-0" AWAY OR 3'-0" ABOVE FROM ANY FRESH AIR INTAKE, OPERABLE WINDOWS, DOORS AND 10'-0" MINIMUM ABOVE GRADE. 44.PROVIDE ALL FRESH AIR INTAKES AND EXHAUST OUTLETS WITH HOOD, 1/2" GALVANIZED MESH SCREENS AND OUTSIDE AIR BACK-DRAFT DAMPERS. 45.ALL HVAC UNITS OR SYSTEMS SERVING A COMMON AIR SPACE MUST BE INTERCONNECTED TO SHUT DOWN IMMEDIATELY UPON ALARM CONDITION FROM DUCT DETECTORS (OR FIRE ALARM SYSTEM WHEN USING AREA SMOKE DETECTORS IN LIEU OF DUCT DETECTORS) WITHOUT INTERFERENCE FROM EMS OR ANY OTHER SYSTEMS. ALL CONTROL RELAYS USED FOR SHUT DOWN MUST BE APPROVED BY STATE OR LOCAL JURISDICTION FOR RELEASING SERVICE. 46.PURCHASING PARTY SHALL ENSURE THE MOTOR SPECS PRIOR TO ORDERING EXHAUST SYSTEM TO ENSURE THE PANEL IS BUILT CORRECTLY. 47.REDWOOD SLEEPER OR PLATFORM FOR ROOF MOUNTED UNIT, DUCT PENETRATION, CUTTING AND PATCHING BY GENERAL CONTRACTOR, UNLESS OTHERWISE NOTED ON PLAN. 48.42" MINIMUM GUARDS TO BE PROVIDED WHEN ROOF MOUNTED OR ROOF ACCESS EQUIPMENT THAT REQUIRE SERVICE ARE LOCATED WITHIN 10' OF A ROOF EDGE OR OPEN SIDE OF A WALKING SURFACE AND SUCH EDGE OR OPEN SIDE IS LOCATED MORE THAN 30" ABOVE THE ROOF SURFACE. 5.504.1 TEMPORARY VENTILATION: IF THE HVAC SYSTEM IS USED DURING CONSTRUCTION, USE RETURN AIR FILTERS WITH A MERV OF 8, BASED ON ASHRAE 52.2-1999, OR AN AVERAGE EFFICIENCY OF 30% BASED ON ASHRAE 52.1-1992. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY. APPLIES TO ADDITIONS OR ALTERATIONS. 5.504.3 COVERING OF DUCT OPENINGS AND PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION: AT THE TIME OF ROUGH INSTALLATION AND DURING STORAGE ON THE CONSTRUCTION SITE AND UNTIL FINAL STARTUP OF THE HEATING, COOLING AND VENTILATING EQUIPMENT, ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC,SHEET METAL OR OTHER METHODS ACCEPTABLE TO THE ENFORCING AGENCY TO REDUCE THE AMOUNT OF DUST, WATER AND DEBRIS WHICH MAY ENTER THE SYSTEM. 5.504.5.3 FILTERS: IN MECHANICALLY VENTILATED BUILDINGS, PROVIDE REGULARLY OCCUPIED AREAS OF THE BUILDING WITH AIR FILTRATION MEDIA FOR OUTSIDE AND RETURN AIR PRIOR TO OCCUPANCY THAT PROVIDES AT LEAST A MERV OF 13. 5.506.1 OUTSIDE AIR DELIVERY: FOR MECHANICALLY OR NATURALLY VENTILATED SPACES IN BUILDINGS, MEET THE MINIMUM REQUIREMENTS OF SECTION 120.1 OF THE CALIFORNIA ENERGY CODE AND CHAPTER 4 OF CCR, TITLE 8, OR THE APPLICABLE LOCAL CODE, WHICHEVER IS MORE STRINGENT. 5.508.1.1.CHLOROFLUOROCARBONS ( CFCs): INSTALL HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT THAT DO NOT CONTAIN CFCs. 5.508.1.2.HALONS: INSTALL HVAC, REFRIGERATION AND FIRE SUPPRESSION EQUIPMENT THAT DO NOT CONTAIN HALONS. ADIMINISTRATIVE REQUIREMENTS: A.THE PERSON WITH OVERALL RESPONSIBILITY FOR CONSTRUCTION OR THE PERSON RESPONSIBLE FOR THE INSTALLATION OF REGULATED FEATURES, MATERIALS, COMPONENTS, OR MANUFACTURED DEVICES SHALL POST, OR MAKE AVAILABLE WITH THE BUILDING PERMIT(S) ISSUED FOR THE BUILDING, THE REQUIRED INSTALLATION CERTIFICATE(S) FOR FEATURES, MATERIALS, COMPONENTS, OR MANUFACTURED DEVICES REGULATED BY THE APPLIANCE EFFICIENCY REGULATIONS OR PART 6. SUCH INSTALLATION CERTIFICATE(S) SHALL BE MADE AVAILABLE TO THE ENFORCEMENT AGENCY FOR ALL APPROPRIATE INSPECTIONS. THESE CERTIFICATES SHALL: A.1.IDENTIFY FEATURES, MATERIALS, COMPONENTS, OR MANUFACTURED DEVICES REQUIRED TO VERIFY COMPLIANCE WITH THE APPLIANCE EFFICIENCY REGULATIONS AND PART 6. A.2.INCLUDE A STATEMENT INDICATING THAT THE FEATURES, MATERIALS, COMPONENTS, OR MANUFACTURED DEVISE CONFORM TO THE APPLIANCE EFFICIENCY REGULATIONS AND PART 6 AND THE REQUIREMENTS FOR SUCH FEATURES, MATERIALS, COMPONENTS, OR MANUFACTURED DEVICES GIVEN IN THE PLANS AND SPECIFICATIONS APPROVED BY THE LOCAL ENFORCEMENT AGENCY. A.3.STATE THE NUMBER OF THE BUILDING PERMIT UNDER WHICH THE CONSTRUCTION OR INSTALLATION WAS PERFORMED. B.WITHIN 90 DAYS AFTER ISSUANCE OF CERTIFICATE OF OCCUPANCY RECORD DRAWINGS SHALL BE PROVIDED TO THE OWNER. IF A BUILDING DESIGN FEATURE, MATERIAL, COMPONENT OR MANUFACTURED DEVICE IS CHANGED BEFORE FINAL CONSTRUCTION AND INSTALLATION, SUCH THAT THE BUILDING MAY NO LONGER COMPLY WITH PART 6, THE BUILDING MUST BE BROUGHT INTO COMPLIANCE, AND SO INDICATED ON AMENDED PLANS AND CERTIFICATE OF COMPLIANCE(S) THAT SHALL BE SUBMITTED FOR APPROVAL. C.THE BUILDER SHALL PROVIDE THE BUILDING OWNER OR THE PERSON(S) RESPONSIBLE FOR BUILDING MAINTENANCE (IN CASE OF MULTI-TENANT OR CENTRALLY OPERATED BUILDINGS) AT OCCUPANCY THE FOLLOWING: C.1.OPERATING INFORMATION: THE APPROPRIATE CERTIFICATE(S) OF COMPLIANCE AND A LIST OF THE FEATURES, MATERIALS, COMPONENTS, AND MECHANICAL DEVICES INSTALLED IN THE BUILDING AND INSTRUCTIONS ON HOW TO OPERATE THEM EFFICIENTLY. C.2.MAINTENANCE INFORMATION: REQUIRED ROUTINE MAINTENANCE ACTIONS SHALL BE CLEARLY STATED AND INCORPORATED ON A READILY ACCESSIBLE LABEL. THE LABEL MAY BE LIMITED TO IDENTIFYING THE OPERATION AND MAINTENANCE MANUAL. C.3.VENTILATION INFORMATION: A DESCRIPTION OF THE QUANTITIES OF OUTDOOR AND RECIRCULATED AIR THAT THE VENTILATION SYSTEMS ARE DESIGNED TO PROVIDE TO EACH AREA. MANDATORY MEASURES: A.(IF APPLICABLE) MANUFACTURED FENESTRATION AND EXTERIOR DOORS SHALL MEET ALL LISTED REQUIREMENTS IN SEC 10-111-(A) UNDER SECTION 110.6(A) OF PART 6. TEMPORARY LABELS FOR MANUFACTURED FENESTRATION SHALL HAVE A CLEARLY VISIBLE TEMPORARY LABEL AND SHALL COMPLY WITH LABELING REQUIREMENTS OF NFRC 700. NO OTHER VALUES FOR U-FACTOR, SHGC, VT AND AIR LEAKAGE ARE ALLOWED ON THE TEMPORARY LABEL ATTACHED TO THE MANUFACTURED FENESTRATION PRODUCT OR EXTERIOR DOOR. B.(IF APPLICABLE) RATED FENESTRATION SHALL HAVE A PERMANENT LABEL CONSISTENT WITH THEIR RATING AND CERTIFICATION THAT IS EITHER A STAND-ALONE LABEL, AN EXTENSION OR TAB OF AN EXISTING PERMANENT CERTIFICATION LABEL BEING USED BY THE MANUFACTURER/RESPONSIBLE PARTY, OR A SERIES OF MARKS OR ETCHINGS ON THE PRODUCT. C.JOINTS, PENETRATIONS AND OTHER OPENINGS IN THE BUILDING ENVELOPE THAT ARE POTENTIAL SOURCES OF AIR LEAKAGE SHALL BE CAULKED, GASKETED, WEATHER STRIPPED, OR OTHERWISE SEALED TO LIMIT INFILTRATION AND EXFILTRATION. D.ALL INSULATING MATERIAL SHALL BE INSTALLED IN COMPLIANCE WITH THE FLAME-SPREAD RATING AND SMOKE DENSITY REQUIREMENTS OF THE CBC. E.NON-CENTRALIZED ENERGY MANAGEMENT SYSTEMS SHALL HAVE SETBACK THERMOSTATS; CAPABLE TO PROGRAM TEMPERATURE SETPOINTS FOR AT LEAST FOUR PERIODS WITHIN A 24-HR. PERIOD. F.ALL RECIRCULATED AIR OR OUTDOOR AIR SUPPLIED TO OCCUPIABLE SPACES IS FILTERED (MINIMUM MERV 13) BEFORE PASSING THROUGH ANY AIR CONDITIONING COMPONENT; THE LESSER OF THE MINIMUM RATE OF OUTDOOR AIR REQUIRED BY SEC. 120.1 (C), OR THREE COMPLETE AIR CHANGES SHALL BE SUPPLIED TO THE ENTIRE BUILDING DURING THE ONE-HOUR PERIOD IMMEDIATELY BEFORE THE BUILDING IS NORMALLY OCCUPIED. G.ALL MECHANICAL VENTILATION AND SPACE-CONDITIONING SYSTEMS SHALL BE DESIGNED WITH DUCTWORK, DAMPERS, AND CONTROLS WHICH ALLOWS OUTSIDE AIR RATES TO BE OPERATED AT THE LARGER OF (1) THE MINIMUM LEVELS SPECIFIED IN SECTION 120.1(C)3 OR (2) THE RATE REQUIRED FOR MAKE-UP OF EXHAUST SYSTEMS THAT ARE REQUIRED FOR AN EXEMPT OR COVERED PROCESS, FOR CONTROL OF ODORS, OR FOR THE REMOVAL OF CONTAMINANTS WITHIN THE SPACE. MEASURED OUTSIDE AIR RATES OF CONSTANT AND VARIABLE VOLUME MECHANICAL VENTILATION SYSTEMS SHALL BE WITHIN 10% OF OUTSIDE AIR RATE SHOWN ON TABLE 120.1-A. H.THE THERMOSTATIC CONTROLS FOR HVAC SYSTEMS SHALL BE CAPABLE OF BEING SET LOCALLY OR REMOTELY BY TO CONTROL COMFORT HEATING DOWN TO 55 °F OR LOWER AND COOLING UP TO 85°F OR HIGHER. THE THERMOSTATIC CONTROLS SHALL BE CAPABLE OF PROVIDING A DEAD BAND RANGE OF AT LEAST 5 °F WITHIN WHICH HEATING AND COOLING ENERGY TO THE ZONE IS SHUT OFF OR REDUCE TO A MINIMUM. I.OUTDOOR AIR SUPPLY AND EXHAUST EQUIPMENT SHALL BE INSTALLED WITH DAMPERS THAT AUTOMATICALLY CLOSE UPON FAN SHUTDOWN. J.AIR DISTRIBUTION SYSTEM DUCTS AND PLENUMS, INCLUDING, BUT NOT LIMITED TO, BUILDING CAVITIES, MECHANICAL CLOSETS, AIR-HANDLER BOXES AND SUPPORT PLATFORMS USED AS DUCTS OR PLENUMS, SHALL BE INSTALLED, SEALED AND INSULATED TO MEET THE REQUIREMENTS OF CHAPTER 6 CMC CODE AND ANSI/SMACNA -006-2006 HVAC DUCT CONSTRUCTION STANDARDS METAL AND FLEXIBLE. SUPPLY-AIR DUCTS CONVEYING HEATED OR COOLED AIR SHALL BE INSULATED TO A MINIMUM INSTALLED LEVEL OF R-4.2 (R-8 IN UNCONDITIONED SPACE), UNLESS DUCTS ARE IN CONDITIONED SPACE. K.MAXIMUM LENGTH OF FLEXIBLE DUCT AND CONNECTORS SHALL NOT BE MORE THAN 5 FEET. FLEXIBLE DUCTS SHALL NOT BE USED IN LIEU OF RIGID ELBOWS. L.EACH SPACE-CONDITIONING SYSTEM SHALL BE INSTALLED WITH CONTROLS (1) CAPABLE OF AUTOMATICALLY SHUTTING OFF THE SYSTEM DURING PERIODS OF NON-USE AND SHALL HAVE (A) 4-HR TIMER OR; (B) OCCUPANCY SENSORS OR; (C) AUTO TIME SWITCH CONTROLS AND ACCESSIBLE MANUAL OVERRIDE FOR UP TO 4-HRS. (2) AUTOMATICALLY RESTART AND TEMPORARILY OPERATE THE SYSTEM TO MAINTAIN SETBACK THERMOSTAT SETPOINTS FOR MECHANICAL HEATING AND COOLING. (3) MULTIPURPOSE, CLASSROOMS CONFERENCE, CONVENTION, AUDITORIUM AND MEETING CENTER ROOMS OF CERTAIN SIZE WHICH DO NOT HAVE PROCESSES OR OPERATIONS THAT GENERATE DUSTS, FUMES, VAPORS OR GASSES SHALL BE EQUIPPED WITH OCCUPANT SENSOR(S) TO ACCOMPLISH THE FOLLOWING DURING UNOCCUPIED PERIODS (A) AUTOMATICALLY SETUP THE OPERATING COOLING TEMPERATURE SET POINT BY 2°F OR MORE AND SETBACK THE OPERATING HEATING TEMPERATURE SET POINT BY 2˚F OR MORE AND; (B) AUTOMATICALLY RESET THE MINIMUM REQUIRED VENTILATION RATE WITH AN OCCUPANT SENSOR VENTILATION CONTROL DEVICE ACCORDING TO SECTION 120.1(C)5. (4) HOTEL AND MOTEL GUEST ROOMS SHALL HAVE CAPTIVE CARD KEY CONTROLS, OCCUPANCY SENSING CONTROLS, OR AUTOMATIC CONTROLS SUCH THAT, NO LONGER THAN 30 MINUTES AFTER THE GUEST ROOM HAS BEEN VACATED, SETPOINTS ARE SETUP AT LEAST +5°F (+3°C) IN COOLING MODE AND SET-DOWN AT LEAST -5°F (-3°C) IN HEATING MODE. CA TITLE 24 NOTES LESS THAN 12 26/.022 .025 13-30 26/.022 .025 31-36 24/.023 .026 FOOTNOTES: FOR GALVANIZED STEEL (SMACNA TABLE 1-4/E5) MAXIMUM 1" W.G. STATIC POSITIVE AND NEGATIVE DUCT GAUGE SELECTIONS MINIMUM THICKNESS ALUMINUM (INCHES) MINIMUM THICKNESS GALVANIZED IRON (U.S. GAUGE/INCHES) DUCT DIAMETER (INCHES) 1. HEATING AND AIR CONDITIONING UNITS NOT EXCEEDING 2000 CFM OR ONE INCH WATER GAUGE (WG) POSITIVE OR NEGATIVE PRESSURE. DUCT FITTINGS SHALL BE CONSTRUCTED OF MATERIAL NOT LESS THAN THE GAUGE OF THE DUCT. 2. DUCTWORK AND FITTINGS LARGER THAN TWENTY INCHES SHALL BE CONSTRUCTED TO THE GAUGING REQUIREMENTS OF ANSI SMACNA 006-2006 HVAC DUCT CONSTRUCTION STANDARDS. SCOPE OF WORK CA TITLE 24 NOTES MANDATORY MEASURES: M.ALL DUCTWORK AND PLENUMS WITH PRESSURE CLASS RATINGS SHALL BE CONSTRUCTED TO SEAL CLASS A. JOINTS AND SEAMS OF DUCT SYSTEMS AND THEIR COMPONENTS SHALL NOT BE SEALED WITH CLOTH-BACK RUBBER ADHESIVE DUCT TAPES UNLESS SUCH TAPE IS USED IN COMBINATION WITH MASTIC AND DRAWBANDS. EXCEPTION TO SECTION 120.4(B)1D: DUCTWORK LOCATED IN OCCUPIED SPACE AND EXPOSED TO VIEW IS NOT REQUIRED TO MEET SEAL CLASS A. N. DUCT SYSTEMS SHALL COMPLY WITH SUBSECTION 1 OR 2 BELOW: 1.NEW DUCT SYSTEMS THAT MEET THE CRITERIA IN SUBSECTIONS A, B, C AND D BELOW SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 6 PERCENT OF THE NOMINAL AIR HANDLER AIRFLOW RATE AS CONFIRMED THROUGH HERS FIELD VERIFICATION AND DIAGNOSTIC TESTING, IN ACCORDANCE WITH REFERENCE NONRESIDENTIAL APPENDIX NA7.5.3; N.1.THE DUCT SYSTEM DOES NOT SERVE A HEALTHCARE FACILITY; AND N.2.THE DUCT SYSTEM PROVIDES CONDITIONED AIR TO AN OCCUPIABLE SPACE FOR A CONSTANT VOLUME, SINGLE ZONE, SPACE-CONDITIONING SYSTEM; AND N.3.THE SPACE-CONDITIONING SYSTEM SERVES LESS THAN 5,000 SQUARE FEET OF CONDITIONED FLOOR AREA; AND N.4.THE COMBINED SURFACE AREA OF THE DUCTS LOCATED OUTDOORS OR IN UNCONDITIONED SPACE IS MORE THAN 25 PERCENT OF THE TOTAL SURFACE AREA OF THE ENTIRE DUCT SYSTEM. 2.NEW DUCT SYSTEMS THAT ARE NOT SUBJECT TO TESTING UNDER SECTION 120.4(G)1 SHALL INSTEAD MEET THE DUCT LEAKAGE TESTING REQUIREMENTS OF CMC SECTION 603.9.2. P. OCCUPANT SENSOR VENTILATION CONTROL DEVICES. OCCUPANT SENSING OR VENTILATION CONTROLS ARE REQUIRED FOR SPACE CONDITIONING ZONES THAT ARE BOTH PERMITTED TO HAVE THEIR VENTILATION AIR REDUCED TO ZERO WHILE IN OCCUPIED STANDBY MODE PER TABLE 120.1-A AND REQUIRED TO INSTALL OCCUPANT SENSORS TO COMPLY WITH SECTION 130.1(C)5, 6, AND 7. OCCUPANT SENSOR VENTILATION CONTROL DEVICES USED TO REDUCE THE RATE OF OUTDOOR AIRFLOW WHEN OCCUPANTS ARE NOT PRESENT SHALL COMPLY WITH THE FOLLOWING: P.1.OCCUPANT SENSORS SHALL HAVE SUITABLE COVERAGE AND PLACEMENT TO DETECT OCCUPANTS IN THE ENTIRE SPACE VENTILATED. IN 20 MINUTES OR LESS AFTER NO OCCUPANCY IS DETECTED BY ANY SENSORS COVERING THE ROOM, OCCUPANT SENSING CONTROLS SHALL INDICATE A ROOM IS VACANT. P.2.WHEN OCCUPANT SENSORS CONTROLLING LIGHTING ARE ALSO USED FOR VENTILATION, THE VENTILATION SIGNAL SHALL BE INDEPENDENT OF DAYLIGHTING, MANUAL LIGHTING OVERRIDES OR MANUAL CONTROL OF LIGHTING. P.3.WHEN A SINGLE ZONE DAMPER OR A SINGLE ZONE SYSTEM SERVES MULTIPLE ROOMS, THERE SHALL BE AN OCCUPANT SENSOR IN EACH ROOM AND THE ZONE SHALL NOT BE CONSIDERED VACANT UNTIL ALL ROOMS IN THE ZONE ARE VACANT. P.4.ONE HOUR PRIOR TO NORMAL SCHEDULED OCCUPANCY, THE OCCUPANT SENSOR VENTILATION CONTROL SHALL ALLOW PRE-OCCUPANCY PURGE AS DESCRIBED IN SECTION 120.1(D)2. P.5.WHEN THE ZONE IS SCHEDULED TO BE OCCUPIED AND OCCUPANT SENSING CONTROLS IN ALL ROOMS AND AREAS SERVED BY THE ZONE INDICATE THE SPACES ARE UNOCCUPIED, THE ZONE SHALL BE PLACED IN OCCUPIED STANDBY MODE. P.6.IN 5 MINUTES OR LESS AFTER ENTERING OCCUPIED-STANDBY MODE, MECHANICAL VENTILATION TO THE ZONE SHALL BE SHUT OFF UNTIL THE SPACE BECOMES OCCUPIED OR UNTIL VENTILATION IS NEEDED TO PROVIDE SPACE HEATING OR CONDITIONING. WHEN MECHANICAL VENTILATION IS SHUT OFF TO THE ZONE, THE VENTILATION SYSTEM SERVING THE ZONE SHALL REDUCE THE SYSTEM OUTSIDE AIR RATE BY THE AMOUNT OF OUTSIDE AIR REQUIRED FOR THE ZONE. P.7.WHERE THE SYSTEM PROVIDING SPACE CONDITIONING ALSO PROVIDES VENTILATION TO THE ZONE, IN 5 MINUTES OR LESS AFTER ENTERING OCCUPIED-STANDBY MODE, SPACE CONDITIONING ZONE SETPOINTS SHALL BE RESET IN ACCORDANCE WITH SECTION 120.2(E)3. RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:48 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M000 MECHANICAL NOTES K.T.R.C. 210 W 19th St 4/14/2025 FAN SCHEDULE MARK EQUIP.CFM SP. (W.G.)RPM HP FLA MOTOR (ELEC) SONES (DB) WT (LBS) MANUFACTURER & MODEL NO.REMARKS EF -1 RESTROOM EXH FAN 110 0.1"-7.7W 0.1 120/1 0.3 12.3 BROAN XB110 1,2,3 REMARKS: 1 EQUIVALENT ACCEPTABLE. 2 INSTALL WITH BACK DRAFT DAMPER. 3 ELECTRICALLY INTERLOCKED WITH LIGHT SWITCH WITH MANUAL OVER-RIDE SWITCH. # EQ AIR DEVICE SCHEDULE MARK FACE SIZE TYPE MOUNTING TYPE DIRECTION MANUF.NOTES S-1 24X24 SUPPLY SURFACE/ LAY-IN 4-WAY TITUS (OR EQUIV.)1,2,3,4 S-2 12X12 SUPPLY SURFACE/ LAY-IN 4-WAY TITUS (OR EQUIV.)1,2,3,4 R-1 -RETURN SURFACE/ LAY-IN 1-WAY TITUS (OR EQUIV.)1,2,3 NOTES: 1. PROVIDE NECESSARY MOUNTING HARDWARE AND ACCESSORIES AS REQUIRED. 2. ALL AIR DEVICES SHALL HAVE MANUFACTURER-APPLIED STANDARD WHITE FINISH UNLESS NOTED OTHERWISE. REFER TO ARCHITECTURAL DRAWINGS FOR RCP COORDINATION. 3. AIR DEVICE SHALL BE OF STEEL CONSTRUCTION. 4. AIR DEVICE SHALL BE INSTALLED COMPLETE WITH MANUFACTURER AVAILABLE MOLDED INSULATION BACKING. FIELD-FABRICATED INSULATION BACKING IS NOT ALLOWED UNLESS FIRST APPROVED BY THE OWNER'S CONSTRUCTION MANAGER. SPLIT SYSTEM INDOOR FAN COIL SCHEDULE MARK MANUFACTURER MODEL TYPE CFM ELECTRICAL WEIGHT (LBS) DIMENSIONS (HxWxD) (INCHES) V/PH/HZ MCA MOCP FC -1 TRANE TEM8A0D60 MULTI- POSITIONAL 2000 208 / 1 /60 6 15 168 53-7/8 x 26-1/2 x 21-1/8 FC -2 TRANE TEM8A0D60 MULTI- POSITIONAL 2000 208 / 1 /60 6 15 168 53-7/8 x 26-1/2 x 21-1/8 FC -3 TRANE TEM8A0D60 MULTI- POSITIONAL 2000 208 / 1 /60 6 15 168 53-7/8 x 26-1/2 x 21-1/8 NOTES: 1 THERMOSTATS INSTALLED AT 48"AFF. 2 EXTEND CONDENSATE DRAIN DIRECTLY TO A LOCAL CODE APPROVED RECEPTOR. 3 PROVIDE STANDARD THROWAWAY CONSTRUCTION FILTERS OF MERV 13. MECHANICAL CONTRACTOR SHALL FURNISH AND FIELD INSTALL NEW FILTER PRIOR TO BUILDING OCCUPANCY (INCLUDING FOR INTERNAL PRESSURE DROP. # EQ SPLIT SYSTEM OUTDOOR HEAT PUMP SCHEDULE MARK MANUFACTURER MODEL NOMINAL TONS COOLING CAPACITY (BTUH)HEATING CAP. (BTUH) ELECTRICAL EER2 / SEER2 HSPF2 WEIGHT (LBS) DIMENSIONS (HxWxD) (INCHES) TH SH V/PH/HZ MCA MOCP HP -1 TRANE 4TWL9060 5 55,500 42,100 54,500 208 / 1 /60 36.1 40 10 / 18.5 9.0 245 42–3/4 X 47 X 17–1/2 HP -2 TRANE 4TWL9060 5 55,500 42,100 54,500 208 / 1 /60 36.1 40 10 / 18.5 9.0 245 42–3/4 X 47 X 17–1/2 HP -3 TRANE 4TWL9060 5 55,500 42,100 54,500 208 / 1 /60 36.1 40 10 / 18.5 9.0 245 42–3/4 X 47 X 17–1/2 NOTES: 1 INSTALL OUTDOOR UNIT WITH DISCONNECT SWITCH AND ALL WEATHERPROOF GFCI. 2 INSTALL PER MANUFACTURER'S MANUAL. # EQ RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:49 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M001 MECHANICAL SCHEDULES K.T.R.C. 210 W 19th St 4/14/2025 N.T.S. SCALE:CEILING DIFFUSER DETAIL MAIN TRUNK DUCT ROUND OR RECTANGULAR INSULATED SUPPORT END OF RIGID DUCT FROM STRUCTURE NYLON BAND OVER INSULATION (TYPICAL) HIGH EFFICIENCY TAKEOFF EXTERNALLY INSULATED WITH VOLUME DAMPER AND DAMPER LOCK WITH EXTENSION SEE NOTES PRE-INSULATED FLEXIBLE DUCTWORK. SEE SPECIFICATIONS. LENGTH NOT TO EXCEED 5'-0". PROVIDE SUPPORT PER SMACNA STANDARDS. INSTALL PERMANENTLY SEALED TO PREVENT KINKING, SHARP TURNS AND SAGS. METAL BAND (TYPICAL) CEILING DIFFUSER AS PER MECHANICAL SCHEDULED CEILING LINE NOTE: EXTEND HARD METAL DUCT SO THAT MAXIMUM FLEXIBLE DUCT LENGTH DOES NOT EXCEED 5'-0". PROVIDE RIGID 90° ELBOW WHERE REQUIRED TO KEEP FLEXIBLE DUCT WITHIN 5'-0" LENGTH LIMITATION. 2 PROVIDE 10" FLEX. CONNECTOR COPPER TUBING WITH WROUGHT COPPER FITTINGS A/C. UNIT 6" MIN. SECONDARY OR OVERFLOW DRAIN, SHALL TERMINATE THRU FINISHED CEILING, SOFFIT OR WALL (LOCATED AT VISIBLE LOCATION) BRASS CLEANOUT PLUG (THREADED) PIPING SEE PLANS FOR CONTINUATION OF 3" MIN. UNION FOR TRAP REMOVAL BRASS CLEANOUT PLUG (THREADED) UNION (DI-ELECTRIC WHERE STEEL MEETS COPPER) DRAIN LINE SHALL BE AT LEAST THE SAME SIZE AS THE NIPPLE ON THE DRAIN PAN 1. 2. NOTES: DRAIN PAN ALL CONDENSATE DRAIN LINES INSIDE BUILDING SHALL BE INSULATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE PLUMBING CODE. TRAP DEPTH SHALL BE EQUAL TO THE UNIT TOTAL STATIC PRESSURE PLUS 1-INCH BUT NOT LESS THAN 3-INCHES. N.T.S. SCALE:CONDENSATE DRAIN DETAIL 3 N.T.S. SCALE:CEILING EXHAUST FAN DETAIL 1.WALL AND/OR ROOF PENETRATIONS SHALL BE PROVIDED WITH WEATHER TIGHT SEAL; COORDINATE WITH GENERAL CONSTRUCTION. 2.INSTALL MINIMUM 15 GAUGE SHEET STEEL SUPPORTS TO RIGIDLY ATTACH FAN HOUSING TO STRUCTURE; FIELD VERIFY EXACT REQUIREMENTS. INSURE ADEQUATE VIBRATION ISOLATION. 3.INSTALLATION SHALL BE NEAT AND COMPLETED TIMELY AND IN SUCH A MANNER TO ALLOW CONTRACTOR TO FINISH SURFACES UNIFORMLY. 4. ALL ELECTRICAL WIRING AND CONNECTIONS SHALL BE BY ELECTRICAL CONTRACTOR. INSULATION NOTES: BACKDRAFT DAMPER INSULATED HOUSING MOTOR DUCT DEFENDER FIRE DAMPER (IF REQUIRED)WALL CAP W/ BACKDRAFT DAMPER WALL CONSTRUCTION (BY OTHERS) DUCT TRANSITION REQUIRED ROOF STRUCTURE ROOF CAP DUCT CEILING EXHAUST FAN (CEF) DUCT ADAPTER CEILING (BY OTHERS) GRILLE (BY MANUFACTURER) 4DUCT MOUNTING DETAIL SCALE NTS ROUND DUCT RECTANGULAR DUCT 1 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:50 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M002 MECHANICAL DETAILS K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL PLAN - 1ST FLOOR 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ENVIRONMENTAL EXHAUST TERMINATION TO BE MINIMUM 3 FEET FROM A PROPERTY LINE, 10 FEET FROM A FORCED AIR INLET, AND 3 FEET FROM OPENINGS INTO THE BUILDING. 1.INSTALL DUCT SMOKE DETECTOR ON SUPPLY SIDE PLENUM. 2.INSTALL PROGRAMMABLE THERMOSTAT 48"AFF AND MOUNT REMOTE SENSORS HIGH ON WALL. 3.6" EXHAUST VENT TO SIDE. 4.OUTSIDE AIR INTAKE. OUTDOOR-AIR INTAKES SHALL BE COVERED WITH A SCREEN HAVING NOT LESS THAN 1/4 OF AN INCH OPENINGS, AND SHALL HAVE NOT MORE THAN 1/2 OF AN INCH OPENINGS. #KEYED PLAN NOTES: GENERAL NOTES: STAIRCASE 2 STAIRCASE 1 CL CL TRASH ENCLOSURE C S12 CL S - 1 150 (TYP. 4) S - 1 150 (TYP. 3) S - 1 150 (TYP. 3) S - 1 150 (TYP. 3) R - 1 850 (TYP. 2) 8"Ø 10"Ø 8"Ø 8"Ø 10"Ø 8"Ø 8"Ø 10"Ø 10"Ø 8"Ø 10"Ø 8"Ø 8"Ø 12"Ø14"Ø16"Ø12"Ø 6"Ø 18"Ø 18"Ø 1 2 T1 2 S1 1 FC 1 EF 3 3 HP 2 HP 1 HP 18"Ø 4 14"Ø 10"Ø S - 2 50 6"Ø RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:50 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M100 1/4" = 1'-0" MECHANICAL PLAN - 1ST FLOOR K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL PLAN - 2ND FLOOR 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. GENERAL NOTES: 1.INSTALL DUCT SMOKE DETECTOR ON SUPPLY SIDE PLENUM. 2.INSTALL PROGRAMMABLE THERMOSTAT 48"AFF AND MOUNT REMOTE SENSORS HIGH ON WALL. 3.6" EXHAUST VENT TO ROOF. 4.OUTSIDE AIR INTAKE. OUTDOOR-AIR INTAKES SHALL BE COVERED WITH A SCREEN HAVING NOT LESS THAN 1/4 OF AN INCH OPENINGS, AND SHALL HAVE NOT MORE THAN 1/2 OF AN INCH OPENINGS. #KEYED PLAN NOTES: STAIRCASE 2 STAIRCASE 1 UNISEX 2 OFFICE 2 CL CL C S S - 2 50 S - 1 200 S - 1 200 S - 1 200 S - 1 200 S - 1 200 S - 1 200 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 150 S - 1 200 S - 1 200 S - 1 200 S - 1 200 S - 1 150 S - 1 150 R - 1 850 (TYP. 2) R - 1 850 (TYP. 2) 8"Ø 10"Ø 8"Ø 10"Ø 12"Ø 8"Ø 10"Ø 12"Ø 8"Ø 8"Ø 8"Ø 18"Ø 14"Ø 10"Ø 14"Ø 14"Ø 12"Ø 8"Ø 10"Ø 12"Ø 8"Ø 8"Ø 12"Ø 8"Ø 8"Ø 12"Ø 8"Ø 6"Ø 12"Ø16"Ø14"Ø 18"Ø 18"Ø 1 1 2 T2 2 S2 2 T3 2 S3 1 EF 10"Ø 3 2 FC 3 FC 10"Ø 10"Ø 18"Ø 10"Ø 14"Ø 4 4 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:51 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M101 1/4" = 1'-0" MECHANICAL PLAN - 2ND FLOOR K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL PLAN - CONDENSATE PIPE 1ST FLOOR STAIRCASE 2 STAIRCASE 1 CL CL TRASH ENCLOSURE C S12 CL 1 FC 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ENVIRONMENTAL EXHAUST TERMINATION TO BE MINIMUM 3 FEET FROM A PROPERTY LINE, 10 FEET FROM A FORCED AIR INLET, AND 3 FEET FROM OPENINGS INTO THE BUILDING. GENERAL NOTES: CDCD 3/4"CD 3/4"CD 1.CONDENSATION PIPE DISCHARGE BY DIRECT CONNECTION TO LAV TAILPIECE. CONDENSATE DRAIN SLOPE AT MIN. 1%. #KEYED PLAN NOTES: 1 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:52 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M102 1/4" = 1'-0" MECHANICAL PLAN - CONDENSATE PIPE 1ST FLOOR K.T.R.C. 210 W 19th St 4/14/2025 MECHANICAL PLAN - CONDENSATE PIPE 2ND FLOOR STAIRCASE 2 STAIRCASE 1 UNISEX 2 OFFICE 2 CL CL C S 2 FC 3 FC CD CD CD CD CD 3/4"CD 3/4"CD3/4"CD 3/4"CD 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ENVIRONMENTAL EXHAUST TERMINATION TO BE MINIMUM 3 FEET FROM A PROPERTY LINE, 10 FEET FROM A FORCED AIR INLET, AND 3 FEET FROM OPENINGS INTO THE BUILDING. GENERAL NOTES: 1.CONDENSATION PIPE DISCHARGE BY DIRECT CONNECTION TO LAV TAILPIECE. CONDENSATE DRAIN SLOPE AT MIN. 1%. #KEYED PLAN NOTES: 1 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/12/2024 11:01:53 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 M103 1/4" = 1'-0" MECHANICAL PLAN - CONDENSATE PIPE 2ND FLOOR K.T.R.C. 210 W 19th St 4/14/2025 GENERAL NOTES 1.BEFORE COMMENCEMENT OF WORK, THE CONTRACTOR SHALL VERIFY THE EXACT LOCATIONS, ELEVATIONS AND CHARACTERISTICS OF ALL UTILITIES AND PIPING, AND SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 2.THE PLUMBING SYSTEM DESIGN, INSTALLATION AND MATERIALS SHALL CONFORM TO THE 2022 CPC AND AUTHORITIES HAVING JURISDICTION. IN CASE OF CONFLICTS WITH CODES, DRAWINGS, OR SPECIFICATIONS, THE MOST STRINGENT SHALL PREVAIL. 3.THE DRAWINGS WERE PREPARED WITH THE BEST STRUCTURAL AND ARCHITECTURAL INFORMATION AVAILABLE. IT IS UNDERSTOOD THAT EQUIPMENT LOCATIONS AND ROUTING OF PIPING MAY VARY FROM THAT SHOWN ON THE PLANS AS CONSTRUCTION PROCEEDS. IT IS THE CONTRACTORS RESPONSIBILITY TO: a.NOTIFY THE MECHANICAL ENGINEER OF CONSTRUCTION RESTRAINTS WHICH MAKE VARIATIONS FROM THE PLANS NECESSARY. b.COMPLETE ALL WORK INCLUDING THE VARIATIONS WITHOUT CHARGING EXTRAS TO THE BID CONTRACT. COMPLETION OF WORK MEANS THE JOB IS WORKING AND MEETS ALL CITY, COUNTY AND UNIFORM MECHANICAL, PLUMBING AND BUILDING CODE REQUIREMENTS. 4.THESE DRAWINGS DO NOT INCLUDE ALL NECESSARY SAFETY REQUIREMENTS. CONTRACTOR TO COMPLY TO THE SAFETY REQUIREMENTS SET FORTH BY THE LOCAL AUTHORITIES HAVING JURISDICTION. 5.THESE DRAWINGS ARE FOR BIDDING PURPOSES ONLY. THEY ARE ESSENTIALLY DIAGRAMMATIC TO THE EXTENT THAT MANY OFFSETS, BONDS, UNIONS, SPECIFIC FITTINGS AND EXACT LOCATIONS ARE NOT INDICATED. 6.THE PLUMBING CONTRACTOR SHALL PROVIDE THE WATER, SEWER AND STORM DRAIN SYSTEMS AND CONNECT TO EACH DESIGNATED POINT OF CONNECTIONS 5'-0" OUTSIDE OF THE BUILDING. ALL SEWER SYSTEM SHALL MEET THE REQUIRED INVERT ELEVATION SHOWN ON THE CIVIL DRAWINGS. PIPING BEYOND THIS POINT IS SPECIFIED UNDER ANOTHER SECTION OF THE SPECIFICATION AND SHALL BE AS SHOWN ON THE CIVIL DRAWINGS. 7.THE OWNER SHALL MAKE ALL ARRANGEMENTS WITH UTILITY COMPANIES FOR SERVICE AND CONNECTION AND SHALL MAKE APPLICATION FOR SERVICE AND PERMITS AND SHALL PAY ALL FEES AND CHARGES INCLUDING THE COST OF VAULTS AND METERS. 8.ALL PLUMBING WORK SHALL BE INSTALLED SO AS TO AVOID INTERFERENCE WITH ELECTRICAL EQUIPMENT, MECHANICAL EQUIPMENT AND STRUCTURAL FRAMING, SKYLIGHT, ETC. 9.THE CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL CEILING ACCESS PANELS WITH THE ARCHITECTURAL REFLECTED CEILING PLAN AND ELECTRICAL LIGHTING PLAN. 10.COORDINATE ALL LOCATIONS, SIZES AND ELEVATIONS OF ALL SLEEVES THROUGH WALLS, BEAMS, SLABS AND FOOTING WITH STRUCTURAL AND ARCHITECTURAL DRAWINGS. ALL PIPES SLEEVING THROUGH FOOTINGS SHALL HAVE A SLEEVE DIAMETER OF TWO PIPE SIZES OVER THE PIPE PASSING THROUGH THE FOOTING. 11.CONTRACTOR MUST NOT CUT, RELOCATE, COMPROMISE, DAMAGE OR OTHERWISE ALTER THE ROOF STRUCTURE. THE JOISTS WHICH OCCUR THROUGHOUT ALL THE MECH. BAY AREAS LIKE WISE MUST NOT BE ALTERED. 12.BEFORE FABRICATION OR INSTALLATION, THE CONTRACTOR SHALL VERIFY EXACT LOCATIONS OF ALL MECHANICAL EQUIPMENT AND EQUIPMENT PROVIDED UNDER ANOTHER SECTION OF SPECIFICATIONS. EXACT ROUGH-IN LOCATIONS AND REQUIREMENTS SHALL BE COORDINATED IN FIELD. 13.CONNECTION BETWEEN INCOMPATIBLE MATERIALS ABOVE GRADE AND INSIDE BUILDING SHALL BE MADE WITH TWO (2) DIELECTRIC UNIONS SEPARATED BY A TWELVE INCH (12") SECTION OF RED BRASS PIPE. 14.ALL FLOOR AND WALL PENETRATIONS MUST BE SEALED WATERTIGHT AND VERMIN PROOF. 15.ALL EXTERIOR GAS COCKS, WATER SHUTOFF VALVES AND/OR SEWER CLEAN OUTS BELOW GROUND SHALL BE INSTALLED IN YARD BOXES WITH THE COVERS CONSPICUOUSLY MARKED "GAS", "WATER", AND "SEWER" RESPECTIVELY. 16.EXACT LOCATIONS AND MOUNTING HEIGHTS OF PLUMBING FIXTURES SHALL BE OBTAINED FROM THE ARCHITECTURAL DRAWINGS. 17.SEE ARCHITECTURAL DRAWINGS FOR HANDICAP FIXTURE LOCATIONS AND MOUNTING HEIGHTS. INSULATE ALL EXPOSED HOT WATER AND DRAIN PIPING BELOW HANDICAP LAVATORIES AND SINKS WITH INSULATING TAPE AND OFFSET P-TRAP AGAINST WALL. ALL FLUSH VALVES FOR HANDICAP SHALL BE LOCATED ON HANDICAP WHEELCHAIR ACCESS SIDE OF STALL. PLUMBING FIXTURE SCHEDULE MARK ITEM HW CW VENT WASTE DESCRIPTION WC F.V. TYPE WATER CLOSET --1-1/4"2"4" AMERICAN STANDARD PRIOLO FLOWISE ELONGATED ADA COMPLIANT TOILET MODEL 3695.001 WITH OPEN FRONT TOILET SEAT, INSTALL WITH HIGH EFFICIENCY FLUSH VALVE. 1.28GPF EQUIVALENT ACCEPTABLE. URL WALL MOUNTED URINAL --1-1/4"2"2"AMERICAN STANDARD WALL MOUNTED URINAL WASHBROOK FLOWISE 0.125 GPF WITH MANUAL FLUSH VALVE 6590.503. EQUIVALENT FIXTURE ACCEPTABLE. LAV WALL MOUNTED LAVATORY 1/2"1/2"2"2" AMERICAN STANDARD 0356.041 SINK W/ 6055.165. SELECTRONIC PROXIMITY FAUCET. 0.5 GPM. ADA COMPLIANT. EQUIVALENT ACCEPTABLE. INSTALL WITH POWERS #LFG480 MIXING VALVE(ASSE 1070 LISTED). WCO WALL CLEANOUT ------LINE SIZE ZURN Z1441 WALL CLEANOUT W/SMOOTH ACCESS COVER EQUIVALENT FIXTURE ACCPETABLE. WH INSTA-HOT WATER HEATER 1/2"1/2"----FLOW COTM EEMAX SPEX3012T. 3KW 120-VOLT. POINT OF USE MINI ELECTRIC WATER HEATER. 0.35 GPM @ 60°F RISE. INSTALL UNDER LAV. EQUIVALENT FIXTURE ACCEPTABLE. 18.ALL WASTE, SOIL AND VENT PIPING SHALL SLOPE AT 2% UNLESS OTHERWISE INDICATED. 19.ALL VALVES, TRAP PRIMERS, WATER HAMMER ARRESTORS OR OTHER EQUIPMENT SHOWN IN WALLS OR ABOVE NON-ACCESSIBLE CEILINGS SHALL BE INSTALLED BEHIND AN ACCESS PANEL. 20.PLUMBING CONTRACTOR SHALL VISIT THE JOB SITE PRIOR TO BASE BID. HE SHALL FAMILIARIZE HIMSELF WITH ALL EXISTING CONDITIONS AND FUTURE WORK TO BE DONE. HE SHALL INCLUDE ALL HIS SITE INFORMATION AND CONDITIONS WITHIN HIS BASE BID. HE SHALL BE RESPONSIBLE FOR COMPLETE AND FULLY FUNCTIONING PLUMBING SYSTEMS. 21.PLUMBING CONTRACTOR SHALL COORDINATE COMPLETE PLUMBING INSTALLATION AND REQUIREMENTS PRIOR TO BASE BID WITH ALL LOCAL DISTRICTS AND GOVERNING AUTHORITIES. INCLUDE ALL FINDINGS WITHIN THE BASE BID. 22.PROVIDE RECIRCULATION PUMP FOR HOT WATER WHEN THE HOT WATER PIPE IS OVER 50'. 23.PROVIDE TRAP SEAL PRIMER FOR FLOOR DRAIN SUBJECT TO INFREQUENT USE. 24.ALL PLUMBING, AND GAS LINES SHALL BE CONCEALED WITHIN THE BUILDING STRUCTURE TO AS GREAT EXTENT AS POSSIBLE. ALL EXPOSED CONDUITS, PLUMBING, ETC. SHALL BE INSTALLED AT LEAST 6" OFF FLOOR AND 3/4" FROM WALLS USING STANDOFF BRACKETS. 25.PLUMBING OR PIPING CANNOT BE INSTALLED ACROSS ANY AISLE WAY, TRAFFIC AREA OR DOOR OPENING. 26.MULTIPLE RUNS OR CLUSTERS OF PIPELINES SHALL BE FURRED IN OR ENCASED IN AN APPROVED SEALED ENCLOSURE. 27.APPROVED BACKFLOW PREVENTION DEVICES SHALL BE PROPERLY INSTALLED UPSTREAM OF ANY POTENTIAL HAZARD BETWEEN THE POTABLE WATER SUPPLY AND A SOURCE OF CONTAMINATION. HOSES SHALL NOT BE ATTACHED TO A FAUCET OR HOSE BIBB UNLESS AN APPROVED BACKFLOW PREVENTER IS PROVIDED. 28.ALL SANITARY SYSTEM MATERIALS SHALL BE LISTED BY AN APPROVED LISTING AGENCY. 29.EACH VENT SHALL RISE VERTICALLY TO A POINT NOT LESS THAN SIX (6) INCHES ABOVE THE FLOOD-LEVEL RIM OF THE FIXTURE SERVED BEFORE OFFSETTING HORIZONTALLY OR BEFORE BEING CONNECTED TO ANY OTHER VENT. 30.EACH VENT SHALL TERMINATE NOT LESS THAN 10 FEET FROM, OR AT LEAST 3 FEET FROM, OR NOT LESS THAN 3 FEET ABOVE, ANY OPENABLE WINDOW, DOOR, OPENING, AIR INTAKE, OR VENT SHAFT, OR NOT LESS THAN 3 FEET IN EVERY DIRECTION FROM ANY LOT LINE. 31.FIELD VERIFY ALL EXISTING PLUMBING CONDITIONS AND EXISTING/NEW HVAC PLUMBING CONNECTIONS PRIOR TO BIDDING AND START OF WORK. 32.IN THE EVENT THAT THE PLANS DO NOT REPRESENT FIELD CONDITIONS, CONTACT THE OWNER, ARCHITECT, OR DESIGNATED ENGINEER DESIGNER PRIOR TO START OF ANY WORK. 33.CAP ALL DOMESTIC WATER PIPING THAT IS SERVING A PLUMBING FIXTURE THAT IS BEING DEMOLISHED. 34.NEW OR REPAIRED POTABLE WATER SYSTEMS SHALL BE DISINFECTED PRIOR TO USE. CONTRACTOR SHALL PROVIDE A SIGNED WRITTEN DECLARATION TO THE INSPECTOR AT TIME OF INSPECTION THAT POTABLE WATER SYSTEM HAS BEEN DISINFECTED. 35.EXISTING BUILDING SEWERS AND BUILDING DRAINS MAY BE USED IF SUCH SEWERS HAVE BEEN PROPERLY MAINTAINED AND FOUND UPON EXAMINATION AND TEST PERFORMED BY THE OWNER OR OWNER'S DESIGNATED AGENT THAT THEY ARE IN WORKING CONDITION AND FREE FROM ANY DEFECT. 36.CLEANOUTS SHALL BE INSTALLED AS PER SEC. 707.0 & 719.0 OF THE PLUMBING CODE. 37.SUSPENDED PIPING SHALL BE SUPPORTED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN TABLE 313.3. 2022 CPC SEC.313.3. 38.HOT WATER DELIVERED FROM PUBLIC LAVATORIES SHALL BE LIMITED FROM EXCEEDING 120*F BY A DEVICE CONFORMING TO STANDARD ASSE 1070/ASME A112.1070/CSA B125.70 OR WATER HEATER CONFORMING TO ASSE 1084. SHEET INDEX P000 P001 P002 P100 P101 P200 P201 TP00 ·NEW COMMERCIAL BUILDING. ·PROVIDE NEW PLUMBING FIXTURES/CONNECTIONS THROUGHOUT THE SPACE. ·PROVIDE ONE INSTA-HOT WATER HEATER FOR EACH LAVATORY. PLUMBING NOTES & SCHEDULES PLUMBING DETAILS PLUMBING SPECIFICATION SHEETS WASTE & VENT PLAN - 1ST FLOOR WASTE & VENT PLAN - 2ND FLOOR WATER PLAN - 2ND FLOOR TITLE 24 SCOPE OF WORK WATER PLAN - 1ST FLOOR NONRESIDENTIAL NOTES LAVATORIES IN RESTROOMS OF PUBLIC FACILITIES SHALL BE EQUIPPED WITH OUTLET DEVICES THAT LIMIT THE FLOW OF HOT WATER TO A MAXIMUM OF 0.5 GPM OR WITH SELF-CLOSING FAUCETS THAT LIMIT DELIVERY TO A MAXIMUM OF 0.2 GALLONS OF HOT WATER FOR RECIRCULATING SYSTEMS, AND SHALL BE EQUIPPED WITH DEVICES THAT LIMIT THE OUTLET TEMPERATURE TO A MAXIMUM OF 110 °F. CA GREEN BUILDING NOTES 5.303.2 PLUMBING FIXTURES SHALL MEET THE MAXIMUM FLOW RATE VALUES SHOWN IN TABLES A5.303.2.2. 5.303.3 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. PLUMBING FIXTURES (WATER CLOSETS AND URINALS) AND FITTINGS (FAUCETS AND SHOWERHEADS) SHALL COMPLY WITH THE FOLLOWING: 5.303.3.1 WATER CLOSETS. THE EFFECTIVE FLUSH VOLUME OF ALL WATER CLOSETS SHALL NOT EXCEED 1.28 GALLONS PER FLUSH. TANK-TYPE WATER CLOSETS SHALL BE CERTIFIED TO THE PERFORMANCE CRITERIA OF THE U.S. EPA WATER SENSE SPECIFICATION FOR TANK-TYPE TOILETS. NOTE:THE EFFECTIVE FLUSH VOLUME OF DUAL FLUSH TOILETS IS DEFINED AS THE COMPOSITE, AVERAGE FLUSH VOLUME OF TWO REDUCED FLUSHES AND ONE FULL FLUSH. 5.303.3.2 URINALS. THE EFFECTIVE FLUSH VOLUME OF WALL-MOUNTED URINALS SHALL NOT EXCEED 0.125 GALLONS PER FLUSH.THE EFFECTIVE FLUSH VOLUME OF FLOOR-MOUNTED URINALS SHALL NOT EXCEED 0.5 GALLONS PER FLUSH. 5.303.3.4.1 NONRESIDENTIAL LAVATORY FAUCETS. LAVATORY FAUCETS SHALL HAVE A MAXIMUM FLOW RATE OF NOT MORE THAN 0.5 GALLONS PER MINUTE AT 60 PSI. 5.303.4.2 KITCHEN FAUCETS. KITCHEN FAUCETS SHALL HAVE A MAXIMUM FLOW RATE OF NOT MORE THAN 1.8 GALLONS PER MINUTE AT 60 PSI. KITCHEN FAUCETS MAY TEMPORARILY INCREASE THE FLOW ABOVE THE MAXIMUM RATE, BUT NOT TO EXCEED 2.2 GALLONS PER MINUTE AT60 PSI, AND MUST DEFAULT TO A MAXIMUM FLOW RATE OF 1.8 GALLONS PER MINUTE AT 60 PSI. 5.303.6 PLUMBING FIXTURES AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE 2022 CALIFORNIA PLUMBING CODE, AND SHALL MEET THE APPLICABLE STANDARDS REFERENCED IN TABLE 1401.1 OF THE 2022 CALIFORNIA PLUMBING CODE AND IN CHAPTER 6 OF THIS CODE. PIPE INSULATION THICKNESS FLUID TEMP. RANGE (°F) CONDUCTIVITY RANGE (BTU-"/HR PER SQFT/°F) INSULATION MEAN RATING TEMP. (°F) NOMINAL PIPE DIAMETER (") INSULATION THICKNESS REQUIRED (") <1 1 TO <1.5 1.5 TO <4 4 TO <8 8 AND LARGER 251-350 350< 201-250 141-200 105-140 40-60 <40 SPACE COOLING SYSTEMS (CHILLED WATER, REFRIGERANT AND BRINE) SPACE HEATING, HOT WATER SYSTEMS AND SERVICE WATER HEATING SYSTEMS 0.32-0.34 0.29-0.31 0.27-0.30 0.25-0.29 0.22-0.28 0.21-0.27 0.20-0.26 250 200 150 125 100 75 50 4.5 3.0 2.5 1.5 1.0 1.0 5.0 4.0 2.5 1.5 1.5 1.5 5.0 4.5 2.5 2.0 1.5 1.5 5.0 4.5 3.0 2.0 1.5 1.5 5.0 4.5 3.0 2.0 1.5 1.5 EXCEPTIONS: (1) FACTORY-INSTALLED PIPING WITHIN SPACE CONDITIONING EQUIPMENT; (2) PIPING THAT CONVEYS FLUIDS THAT HAVE A DESIGN OPERATING TEMPERATURE RANGE BETWEEN 60 DEGREES AND 105 DEGREES FAHRENHEIT; (3) WHERE THE HEAT GAIN OR HEAT LOSS TO OR FROM PIPING WITHOUT INSULATION WILL NOT INCREASE BUILDING SOURCE ENERGY USE; (4) PIPING THAT PENETRATES FRAMING MEMBERS SHALL NOT BE REQUIRED TO HAVE PIPE INSULATION FOR THE DISTANCE OF THE FRAMING PENETRATION. METAL PIPING THAT PENETRATES METAL FRAMING SHALL USE GROMMETS, PLUGS, WRAPPING OR OTHER INSULATING MATERIAL TO ASSURE THAT NO CONTACT IS MADE WITH THE METAL FRAMING. SPACE-CONDITIONING AND SERVICE WATER-HEATING SYSTEM SHALL BE INSULATED IN ACCORDANCE WITH THE FOLLOWING TABLE: NONRES 0.5 RES 0.75 1.01.0 1.0 PIPE INSULATION PLUMBING SPECIFICATION 1.CLEANOUTS PROVIDE CLEANOUTS WITH BRASS SCREW PLUG AT ALL CHANGES OF DIRECTION TO PERMIT ROUTING OF ALL SEWERS. ALL CLEAN OUTS SHALL BE INSTALLED WHERE READILY ACCESSIBLE. THE CONTRACTOR SHALL COORDINATE ALL CLEAN OUT LOCATIONS OF EQUIPMENT, CABINETS, ETC., WITH THE ARCHITECT PRIOR TO ANY INSTALLATION. 2.VALVES EVERY PLUMBING FIXTURE SHALL BE INDEPENDENTLY VALVED. 3.TESTING ALL SEWERS AND WATER PIPING SHALL BE PROPERLY TESTED TO THE SATISFACTION OF THE ARCHITECT AND THE LOCAL BUILDING INSPECTOR. 4.EXCAVATION AND BACK FILLING TRENCHES SHALL BE BACK FILLED AND SETTLED BY PUDDLING. NO PIPE SHALL BE LESS THAN 12" BELOW FINISH GRADE. 5.PIPING SUPPORTS ALL PIPING TO BE SUPPORTED WITH HANGERS AND BRACKETS WHICH PROVIDE ISOLATION FROM FRAMING. CONTACT BETWEEN PIPE AND SUPPORT TO BE LINED WITH PLASTIC OR FELT. NOTE: 1.ABS AND PVC INSTALLATIONS ARE LIMITED TO NOT MORE THAN TWO STORIES OF AREAS OF RESIDENTIAL ACCOMMODATION. 2.ABS/PVC VENT TERMINATIONS UP THROUGH THE ROOF EXPOSED TO SUNLIGHT ARE REQUIRED TO BE PROTECTED BY WATER BASED SYNTHETIC LATEX PAINTS. INSIDE NATURAL SANITARY WASTE SANITARY GAS VENT INSIDE OUTSIDE EXPOSED CONCEALED OUTSIDE CO P P E R - T Y P E " M " WATER DOMESTIC SERVICE: PIP E M A T E R I A L : OUTSIDE INSIDE CO P P E R - T Y P E " L " CO P P E R - T Y P E " K " SC H E D . 4 0 P V C , D W V REMARKS: INDIRECT WASTE INSIDE INSIDE* PIPE MATERIAL SCHEDULE *USE COPPER TYPE "M" FOR CONDENSATE SC H E D . 4 0 BL A C K S T E E L CA S T I R O N S O I L W / H . G . OR " I D E A L " F I T T I N G S SC H E D U L E 4 0 GA L V A N I Z E D S T E E L SC H E D . 4 0 A B S , D M V GSOV W/ AUTOMATIC GAS SHUT-OFF VALVE WITH FLR NTS IE CFH DN FF POC (N) FCO/COTG WCO SOV CUBIC FEET PER HOUR FINISHED FLOOR ELEVATION FLOOR NOT TO SCALE INVERT ELEVATION DOWN POINT OF CONNECTION NEW FLOOR CLEANOUT/CLEANOUT TO GRADE WALL CLEANOUT COLD WATER SHUT-OFF VALVE ABBR. PLUMBING LEGEND HW G CD T&P V GW S OR W CW SYMBOL DOMESTIC COLD WATER SOIL OR WASTE BELOW FLOOR LOW PRESSURE GAS DOMESTIC HOT WATER PRIMARY CONDENSATE DRAIN TEMPERATURE & PRESSURE VENT DESCRIPTION HWR DOMESTIC HOT WATER RETURN C.V.CHECK VALVE PRV PRESSURE REDUCING VALVE BALANCING VALVE SOC SHUT-OFF COCK (GAS) TMV TEMPERATURE MIXING VALVE VTR VENT TO ROOF BLV CP RECIRCULATION PUMP CW COLD WATER STUB-IN HW HOT WATER STUB-IN XSS XGW EXISTING WASTE/SANITARY SEWER EXISTING GREASE WASTE XCW FW EXISTING COLD WATER FILTERED WATER (E)EXISTING (R)RELOCATED, EXISTING XG EXISTING GAS XHW EXISTING HOT WATER GREASE WASTE BELOW FLOOR GSOV GAS SHUT-OFF VALVE CWV COMBINATION WASTE & VENT BELOW HOSE BIBBHB DCO DOUBLE CLEANOUT BACKFLOW PREVENTERBFP RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:43 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P000 M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. N.T.S. PLUMBING NOTES & SCHEDULES 1 1 210 W 19th St 4/14/2025 PIPE INSULATION INSULATION SHALL BE RUN CONTINUOUS THRU HANGERS PIPE INSULATION PROTECTION SHIELD. USE 16 GAUGE SHEET STEEL, 2 PIPE DIAMETERS LONG, 120 DEGREES SUPPORT, OR GRINNEL FIGURE 167. HANGER ROD PROVIDE GALV. STEEL SHIELD FOR ALL INSULATED PIPE.VERIFY INSULATION THICKNESS WHEN SIZING HANGERS AND SHIELDS. ADJUSTABLE BAND HANGER FOR PIPE 3-1/2" AND SMALLER AND CAST IRON PIPE 2" AND SMALLER HANG PIPE LARGER THAN 4" FROM TOP OF JOISTS ONLY AT PANEL POINT SIDE BEAM CONNECTOR ATTACHED TO TOP CHORD OF WOOD TRUSS PROVIDE COPPER COATED HANGERS WHERE HANGERS CONTACT BARE COPPER PIPE PROVIDE UPPER ATTACHMENT AS REQUIRED FOR CASES NOT SHOWN HERE. DO NOT INSTALL HANGER INSIDE INSULATION OR OTHERWISE PENETRATE VAPOR BARRIER. DO NOT HANG ONE PIPE FROM ANOTHER EXCEPT IN CHASES. SLOPE ALL WATER PIPING SLIGHTLY TOWARD DRAINABLE LOCATIONS. HANGER SPACING FOR PIPE SIZES: AS INDICATED IN TABLE. CAST IRON: 10' AND WITHIN 1'-0" OF ALL JOINTS. ROD SIZES FOR PIPE SIZE: 1/2" TO 4" = 3/8", 5" TO 8" = 1/2", 10" TO 12" = 5/8". LOCATE HANGERS WITHIN 1'-0" OF VALVES AND FITTINGS. PROVIDE SUPPLEMENTAL STEEL STRUTS BETWEEN JOISTS IF REQUIRED. LOCATE HANGERS WITHIN 1'-0" OF EQUIPMENT CONNECTIONS. ANCHOR WATER PIPE AGAINST SWAYING DUE TO CHANGES IN WATER VELOCITY. CHAINS AND PERFORATED STRAP IRON AND STEEL ARE NOT ACCEPTABLE. DO NOT SUSPEND PIPE FROM JOIST BRACING MEMBERS. REFER TO CODES AND SPECIFICATIONS FOR FURTHER INFORMATION. PROVIDE SEISMIC BRACING AS REQUIRED BY LOCAL AUTHORITIES. PROVIDE FIBERGLASS INSULATION WITH ALL-SERVICE JACKET WITH VAPOR BARRIER ON ALL SIZES OF HOT AND COLD WATER AND CONDENSATE PIPING. GAS PIPING SHALL BE KEPT A MIN. OF 6" ABOVE GRADE OR STRUCTURE. GAS PIPE SUPPORT STEEL PIPE, NOMINAL SIZE OF PIPE (INCHES) SPACING OF SUPPORTS (FEET) NOMINAL SIZE OF TUBING SMOOTH-WALL (INCHES O.D.) SPACING OF SUPPORTS( FEET) 1/2 6 1/2 4 3/4 OR 1 8 5/8 OR 3/4 6 1-1/4 OR LARGER (HORIZONTAL)10 7/8 OR 1 (HORIZONTAL)8 1-1/4 OR LARGER (VERTICAL EVERY FLOOR LEVEL 1 OR LARGER (VERTICAL) EVERY FLOOR LEVEL SCALE N.T.S 6'1-1/2" 10'4" 10' 10' 10' 2-1/2" 3" 2" ALL-THREAD ROD CO P P E R P I P E HA N G E R S P A C I N G 6'1/2"1/2" 6'3/4" 6' 6' 1-1/4" 1" PI P E S I Z E WOOD STRUCTURE CL LC STEEL STRUCTURE SECTION PIPE HANGER DETAIL (BELOW ROOF) WATER PIPE SUPPORT: 1 PROVIDE WCO WHERE SHOWN ON PLAN, AND ON SANITARY WASTE BRANCHES NOT SERVED WITH A FLOOR CLEANOUT: LOCATED ABOVE FIXTURE FLOOR RIM WITHIN 4'-0" OF FLOOR. CONSULT LOCAL CODES FOR OTHER WCO REQUIREMENTS. RISER LENGTH AS REQUIRED LONG SWEEP AT END OF LINE OR COMBINATION WYE AND EIGHTH BEND IN RUN OF LINE. INSTALL ESCUTCHEON PLATE AT CLEANOUT TEE. PROVIDE SCREWED COUNTER-SINK BRONZE PLUG FOR CLEANOUT TEE WITH TAPPED THREAD & TEE JOINT COMPOUND CONCRETE FLR. WASTE OR VENT TO ABOVE PLUMBING WALL OR COLUMN REFER TO FLOOR PLANS PROVIDE WATERPROOFING SCALE N.T.S NOTE: DIRECTION OF FLOW WALL CLEANOUT DETAIL 2 ELMDOR/STONEMAN, MODEL #1100-4 SEALANT SHALL BE APPLIED AROUND PIPE OPENING THRU COUNTER FLASHING SLEEVE FOR WATER TIGHT SEAL BUILT-UP ROOFING APPLY PERMASEAL WATER PROOFING COMPOUND AROUND PIPE, COUNTER FLASHING SLEEVE & FLASHING FOR WATER TIGHT SEAL. SEAMLESS LEAD FLASHING OVER STEEL REINFORCED BOOT INSTALL (3) VANDAL- PROOF SET SCREWS 8" MIN. BOOT HEIGHT 5" MIN. 12" MIN. PIPE THRU ROOF SCALE N.T.S 2" MIN. PIPING THRU ROOF DETAIL 3 TRAP PRIMER DETAIL CW LINE ABV. CLG. 1/2" CW TRAP PRIMER LINES IN WALL (TYPE 'L' COPPER) TRAP WALL FINISH FLOOR FLOOR DRAIN SCALE N.T.S 4 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:40 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P001 M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. PLUMBING DETAILS N.T.S. 210 W 19th St 4/14/2025 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:28 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P002 M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. PLUMBING SPECIFICATION SHEETS N.T.S. 210 W 19th St 4/14/2025 GENERAL NOTES: 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ALL PLUMBING FIXTURES AND CONNECTIONS ARE NEW UNLESS NOTED AS EXISTING. 3.COORDINATE FLOOR SINK AND DRAIN LOCATIONS, IF ANY, WITH ARCHITECTURAL AND FOOD SERVICE PLAN PRIOR TO ROUGH-IN. 4.ALL UNDERGROUND WASTE PIPING SHALL BE SLOPED AT A 2% GRADE UNLESS OTHERWISE NOTED. 5.PROVIDE WALL CLEAN OUTS TO ALL SINK AND URINAL FIXTURES. KEYED PLAN NOTES:# WASTE & VENT PLAN - 1ST FLOOR 1.P.O.C. TO EXISTING 4" SANITARY WASTE WITH NEW PIPING. FIELD VERIFY ALL EXISTING CONDITIONS, SIZE, AND LOCATION PRIOR TO START OF THIS WORK. 2.3" VENT UP FROM 1ST FLOOR TO 2ND FLOOR. 3.4" WASTE DN FROM 2ND FLOOR TO 1ST FLOOR. OFFICE 1 UNISEX 1 WC LAV WCO WCO 2"V 2"V 4"W; MINIMUM 2% SLOPE 4"W; MINIMUM 2% SLOPE2"W 4"W 1 3 FD DCO 4"W; MINIMUM 2% SLOPE (E ) 4 " S A N I T A R Y S E W E R ; 2 % M I N . S L O P E (E ) 4 " S A N I T A R Y S E W E R ; 2 % M I N . S L O P E 4"W; MINIMUM 2% SLOPE 2 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:24 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P100 1/4" = 1'-0" M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. WASTE & VENT PLAN - 1ST FLOOR 1 1 210 W 19th St 4/14/2025 WASTE & VENT PLAN - 2ND FLOOR STAIRCASE 2 STAIRCASE 1 UNISEX 2 OFFICE 2 9'-0" CLG. 8'-0" CLG. WC LAV URL 4"W 2"W 2"W 4"W; MINIMUM 2% SLOPE 1 3 GENERAL NOTES: 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ALL PLUMBING FIXTURES AND CONNECTIONS ARE NEW UNLESS NOTED AS EXISTING. 3.COORDINATE FLOOR SINK AND DRAIN LOCATIONS, IF ANY, WITH ARCHITECTURAL AND FOOD SERVICE PLAN PRIOR TO ROUGH-IN. 4.ALL UNDERGROUND WASTE PIPING SHALL BE SLOPED AT A 2% GRADE UNLESS OTHERWISE NOTED. 5.PROVIDE WALL CLEAN OUTS TO ALL SINK AND URINAL FIXTURES. KEYED PLAN NOTES:# 1.INSTALL NEW 3" VENT THRU ROOF. FIELD VERIFY LOCATION PRIOR TO START OF THIS WORK. 2.3 "VENT UP FROM 1ST FLOOR TO 2ND FLOOR. 3.4" WASTE DN FROM 2ND FLOOR TO 1ST FLOOR. FD 2"W 2"V2"V WCO 2 RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:36 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P101 1/4" = 1'-0" M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. WASTE & VENT PLAN - 2ND FLOOR 1 1 1 210 W 19th St 4/14/2025 GENERAL NOTES: KEYED PLAN NOTES:# 1.INSTALL 1"CW METER. FIELD VERIFY ALL CONDITIONS AND LOCATIONS PRIOR TO START OF THIS WORK. 2.INSTALL INSTA-HOT WATER HEATER BELOW LAVATORY. 3.1-1/4" CW UP FROM 1ST FLOOR TO 2ND FLOOR. 4.INSTALL 1/2" TRAP PRIMER FOR FLOOR DRAIN. 5.1-1/2" CW UP TO CEILING. 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ALL PLUMBING FIXTURES AND CONNECTIONS ARE NEW UNLESS NOTED AS EXISTING. WATER PLAN - 1ST FLOOR OFFICE 1 UNISEX 1 WC LAV WATER METERWM WH 1/2"HW/CW FOR LAV (1 FU) 1-1/4"CW FOR WC (5 FU) 1 2 3 1-1/2"CW (17 FU) FD 4 5 1-1/4"CW (11 FU) RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:21 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P200 1/4" = 1'-0" M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. WATER PLAN - 1ST FLOOR 1 1 210 W 19th St 4/14/2025 WATER PLAN - 2ND FLOOR STAIRCASE 2 STAIRCASE 1 UNISEX 2 OFFICE 2 9'-0" CLG. 8'-0" CLG. WC LAV URL 1/2"HW/CW FOR LAV (1 FU) 1-1/4"CW FOR WC (5 FU) 1-1/4"CW FOR URL (5 FU) WH GENERAL NOTES: KEYED PLAN NOTES:# 1.INSTALL INSTA-HOT WATER HEATER BELOW LAVATORY. 2.1-1/4" CW UP FROM 1ST FLOOR TO 2ND FLOOR. 3.INSTALL 1/2" TRAP PRIMER FOR FLOOR DRAIN. 1.IF DRAWINGS ARE INCORRECT FROM THE ACTUAL SITE CONDITION, CONTRACTOR SHALL NOTIFY ENGINEER(S) AND PROVIDE INFORMATION REFLECTING ACTUAL CONDITIONS. 2.ALL PLUMBING FIXTURES AND CONNECTIONS ARE NEW UNLESS NOTED AS EXISTING. 2 1 FD 3 1-1/4"CW (11 FU) RE V I S I O N SHEET TITLE: DATE: SCALE: AN C E N A Y C O M M E R C I A L O F F I C E 01/11/2024 PLOT DATE: 7/11/2024 10:28:18 AM CD I Ci r c a D o m i n i I n t e r n a t i o n a l , I n c . En g i n e e r i n g - C o n s u l t i n g 98 9 0 R e s e a r c h D r . S u i t e 1 0 0 , I r v i n e , C A 9 2 6 1 8 Ph o n e ( 9 4 9 ) 5 3 3 - 4 1 1 7 | d k a n g @ c d i e n g . c o m 21 0 W . 1 9 T H S T R E E T , SA N T A A N A , C A 9 2 7 0 6 DRAWN: CHECKED: PL A N C H E C K R E V . 0 6 / 2 8 / 2 0 2 4 P201 1/4" = 1'-0" M 37036 Exp. 9-30-24 UNGSUN KAHCGN L.C.H.D. WATER PLAN - 2ND FLOOR 1 210 W 19th St 4/14/2025 Project : 210 W 19th St.P24-1208 Address : 210 W 19th st Santa Ana 92706 Lee & Lee Structural Engineering Inc.T) 213-351-0034 Consulting Structural Engineers F) 213-368-0034 3550 Wilshire Blvd., Suite 480 E-mail) sylee@leenlee.net Los Angeles, CA 90010 mail@leenlee.net Ancenay Commercial Office November, 2024 September, 2024 Auguest, 2024 January, 2024 1 of 81 210 W 19th St 4/14/2025 Design Criteria Lee & Lee Structural Engineering Inc. Building Code CBC 2022 Project Address 210 W 19th st Santa Ana 92706 Latitude 33.7616084 Longitude Decimal Project Type House Seismic Force Resisting System Light-framed wall sheathed with wood structural panels ASCE 7-16, Table 12.2-1 R =6.5 Response Modification Coefficient Ω o =3.0 System Overstrength Factor C d =4.0 Deflection Amplification Factor Cantilevered column systems R =1.5 Response Modification Coefficient Ω o =1.5 System Overstrength Factor C d =1.5 Deflection Amplification Factor Material Concrete F'c =3500 psi for Slab-on Grade & Footing 22-1199p p.10 Reinforcing Steel ASTM A615 GR60 & GR40 Foundation System Allowable Soil Bearing Pressure 22-1199p p.8 F p =2000 psf for Isolation Pad & Continuous min 18" depth -117.8689459 Design Criteria 2 of 81 210 W 19th St 4/14/2025 Load Combination Lee & Lee Structural Engineering Inc. 2.1 Load Combinations CBC 2022, Section 1605 Strength Design or Load and Resistance Factor Design CBC 2022, Section 1605 1.1.4(D + F)EQ. 16-1 2.1.2(D+F) + 1.6(L+H) + 0.5(L r or S or R)EQ. 16-2 3.1.2(D+F) + 1.6(L r or S or R) + 1.6H + (f 1 L or 0.5W)f1 =1 for floors in places of public assembly,EQ. 16-3 4.1.2(D+F) + 1.0W + f 1 L + 1.6H + 0.5(L r or S or R) for live loads in excess of 100 psf EQ. 16-4 5.1.2(D+F) + 1.0E + 1.6H + f 1 L + f 2 S 0.5 for other live loads EQ. 16-5 6.0.9D + 1.6W + 1.6H f2 =0.7 for roof configurations that do not shed EQ. 16-6 7.0.9(D+F) + 1.0E + 1.6H show off the structure, and EQ. 16-7 0.2 for other roof configurations Allowable Stress Design 1.D + F EQ. 16-8 2.D + H + F + L EQ. 16-9 3.D + H + F + (L r or S or R)EQ. 16-10 4.D + H + F + 0.75(L ) + 0.75(L r or S or R)EQ. 16-11 5.D + H + F + (0.6W or 0.7E)EQ. 16-12 6.D + H + F + 0.75(0.6W) + 0.75L + 0.75(L r or S or R)EQ. 16-13 7.D + H + F + 0.75(0.7E) + 0.75L + 0.75 S EQ. 16-14 8.0.6D + 0.6W + H EQ. 16-15 9.0.6(D+F) + 0.7E + H EQ. 16-16 Seismic Load Effects and Combinations ASCE 7-16, Section 12.4 E = E h + E v ASCE 7-16, EQ. 12.4-1 E = E h - E v Use in Load Combination 7 or 8 ASCE 7-16, EQ. 12.4-2 E h = ρQ E E v = 0.2S DS D Zero for determining demand on soils for foundation design Load Combination with EQ for Strength Design 5.(1.2 + 0.2S DS )D + ρQ E + L + 0.2S for LL < = 100 psf, Use 0.5 L (except in garages or public assembly area) Use 1.41 D +1.3 QE +1.0 L 7.(0.9 - 0.2S DS )D + ρQ E + 1.6H if H counter acts E do not include it Use 0.69 D +1.3 QE Load Combination with EQ for Allowable Stress Design 5.(1.0 + 0.14S DS )D + H + F + 0.7ρQ E Use 1.15 D +0.9 QE 6.(1.0 + 0.105S DS )D + H + F + 0.525ρQ E + 0.75L + 0.75(L r or S or R) Use 1.11 D +0.683 QE +0.75 L 8.(0.6 - 0.14S DS )D + 0.7ρQ E + H Use 0.45 D +0.9 QE Notation D Dead Load E Combined effect of horizontal and vertical EQ induced as defined in ASCE 7, Sec. 12.4.2 Em Maximum seismic load horizontal and vertical seismic forces as set forth in ASCE 7, Sec. 12.4.351 F Load due to fluids with well-defined pressures and maximum heights Fa Flood load H Load due to lateral earth pressures, ground water pressure or pressure of bulk materials L Live load, except roof live load, including any permitted live load reduction Lr Roof live load including any permitted live load reduction R Rain load S Snow load T Self-straining forces arising from contraction or expansion resulting from temperature change, shrinkage, moisture change, creep in component metarials, movement due to differential settlement or combinations thereof W Load due to wind pressure 3 of 81 210 W 19th St 4/14/2025 Design Load (Gravity Load)Lee & Lee Structural Engineering Inc. Vertical Load Roof psf Live load reduction CBC 2022 Section 1607A.12.1 DL General Asphalt Shingle 2.5 L = L 0 (0.25 + 15/(K LL *A T )1/2 )EQ. 16A-7 Sheathing 2.0 where, Framing 3.3 L = reduced design live load Ceiling 1.7 L0 = unreduced design live load(Table 4-1) Insulation 1.0 KLL = live load element factor(Table 4-2) Drywall 2.7 AT = tributary area MISC 1.8 15.0 KLL*AT > 400 ft2 Solar panel add 7.0 LL Roof live load 20.0 Reduction in roof 20.0 L r = L 0 R 1 R 2 EQ. 16A.10 where, Attic psf R1 =1 for At ≤ 200 ft2 DL 1.2 - 0.001 At for 200 ft2 <At < 600 ft2 Framing 3.3 0.6 for At ≥ 600 ft2 T BAR 3.0 R2 =1 for F ≤ 4 Insulation 1.0 1.2 - 0.05 F for 4 < F < 12 7.3 0.6 for F ≥ 12 F=number of inches of rise per ft LL Attic (Storage) live load 20.0 Minimum roof live load shall be 12psf CBC 2022, Table 1607A.12.1 2nd Floor Table 4-2 Live load element factor, KLL DL Element KLL Flooring 6.0 Interior columns 4 Sheathing 1.9 Exterior columns without cantilever slabs 4 Framing 4.0 Edge columns with cantilever slabs 3 Ceiling 5.0 Corner columns with cantilever slabs 2 Insulation 1.0 Edge beams without cantilever slabs 2 MISC 2.1 Interior beams 2 20.0 All other members not identified 1 including LL Floor live load CBC 1607.5 80.0 Edge beams with cantilever slabs Corridors above first floor 80.0 Stair 100.0 *ABBREVIATION DL Dead Load LL Live Load Exterior Wall 20.0 Interior Wall 10.0 CBC 2022 Table 1607.1 CBC 2022 Section 1607.22.2 Uninhabitable attic over 42" CLR LL=20psf Gravity Load 4 of 81 210 W 19th St 4/14/2025 ROOF PLAN 01 12356743A3.B A B1 B E D C 5 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: ROOF-1Description : BEAM Size :2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RR1 Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.330 ft Unif Load: D = 0.0070 k/ft, 3.0 to 15.330 ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.818 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 8.982 inft 43.73 psi Fb : Allowable :1,035.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.243 : 1 18.330 ft 846.48 psi at atfv : Actual : Ratio 630 Ratio 302 Max Deflections Transient Downward 0.229 in Transient Upward -0.095 in Total Downward 0.473 in Total Upward -0.197 in 0.24 0.240.29 0.31 Ratio 962 465Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :7x22, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RB1 Applied Loads Unif Load: D = 0.270, L = 0.360 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.440 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 2 Left Support D in 13.375 inft 71.58 psi Fb : Allowable :2,711.30 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.247 : 1 1.250 ft 1,192.30 psi at atfv : Actual : Ratio 606 Ratio 346 Max Deflections Transient Downward 0.335 in Transient Upward -0.049 in Total Downward 0.586 in Total Upward -0.087 in 3.96 5.28 3.60 4.80 Ratio 958 547Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L 6 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :7x16, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RB2 Applied Loads Unif Load: D = 0.270, L = 0.360 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.432 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 9.790 inft 71.59 psi Fb : Allowable :2,808.86 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.247 : 1 0.000 ft 1,213.03 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.250 in Transient Upward 0.000 in Total Downward 0.438 in Total Upward 0.000 in 2.64 3.522.64 3.52 Ratio 938 536Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :7x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RB3 Applied Loads Unif Load: D = 0.270, L = 0.360 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.496 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 7.915 inft 79.18 psi Fb : Allowable :2,903.37 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.273 : 1 0.000 ft 1,439.39 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.262 in Transient Upward 0.000 in Total Downward 0.458 in Total Upward 0.000 in 2.14 2.852.14 2.85 Ratio 725 414Ratio LC: L Only LC: +D+L LC:LC: 7 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :7x20, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RB4 Applied Loads Unif Load: D = 0.270, L = 0.360 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.425 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 12.004 inft 72.07 psi Fb : Allowable :2,740.14 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.249 : 1 22.674 ft 1,165.65 psi at atfv : Actual : Ratio 634 Ratio 362 Max Deflections Transient Downward 0.295 in Transient Upward -0.094 in Total Downward 0.516 in Total Upward -0.165 in 3.24 4.323.98 5.31 Ratio 987 564Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf CJ1 Applied Loads Unif Load: D = 0.00730, L = 0.020 k/ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.805 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 11.000 inft 32.66 psi Fb : Allowable :1,035.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.181 : 1 0.000 ft 833.12 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.495 in Transient Upward 0.000 in Total Downward 0.676 in Total Upward 0.000 in 0.11 0.290.11 0.29 Ratio 533 390Ratio LC: L Only LC: +D+L LC:LC: 8 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :7x24, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BB1 Applied Loads Unif Load: D = 0.1350, L = 0.390 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.328 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 13.710 inft 55.27 psi Fb : Allowable :2,685.24 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.191 : 1 0.000 ft 881.08 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.309 in Transient Upward 0.000 in Total Downward 0.416 in Total Upward 0.000 in 1.85 5.351.85 5.35 Ratio 1064 790Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :7x16, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BB2 Applied Loads Unif Load: D = 0.1350, L = 0.390 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.360 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 9.790 inft 59.66 psi Fb : Allowable :2,808.86 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.206 : 1 0.000 ft 1,010.86 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.271 in Transient Upward 0.000 in Total Downward 0.365 in Total Upward 0.000 in 1.32 3.821.32 3.82 Ratio 865 643Ratio LC: L Only LC: +D+L LC:LC: 9 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :7x11.25, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BB3 Applied Loads Unif Load: D = 0.1350, L = 0.390 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.448 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 7.835 inft 69.47 psi Fb : Allowable :2,920.85 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.240 : 1 14.782 ft 1,309.59 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.320 in Transient Upward 0.000 in Total Downward 0.431 in Total Upward 0.000 in 1.06 3.061.06 3.06 Ratio 587 436Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :7x20, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BB4 Applied Loads Unif Load: D = 0.1350, L = 0.390 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.365 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 12.165 inft 59.30 psi Fb : Allowable :2,740.14 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.204 : 1 0.000 ft 998.91 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.331 in Transient Upward 0.000 in Total Downward 0.446 in Total Upward 0.000 in 1.64 4.741.64 4.74 Ratio 881 654Ratio LC: L Only LC: +D+L LC:LC: 10 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf CJ2 Applied Loads Unif Load: D = 0.0070, L = 0.020 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.688 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 11.000 inft 24.29 psi Fb : Allowable :900.00 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.135 : 1 0.000 ft 619.52 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.372 in Transient Upward 0.000 in Total Downward 0.502 in Total Upward 0.000 in 0.08 0.220.08 0.22 Ratio 709 525Ratio LC: L Only LC: +D+L LC:LC: 11 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: ROOF-2Description : BEAM Size :2x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RR2 Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.543 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 2 Left Support D in 5.923 inft 20.71 psi Fb : Allowable :505.67 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.115 : 1 2.000 ft 274.46 psi at atfv : Actual : Ratio 2718 Ratio 1552 Max Deflections Transient Downward 0.034 in Transient Upward -0.018 in Total Downward 0.060 in Total Upward -0.031 in 0.16 0.21 0.11 0.15 Ratio 4016 2295Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :4x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RB5 Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 13.50 ft .Design Summary Max fb/Fb Ratio =0.094 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 2 Left Support D in 2.200 inft 22.96 psi Fb : Allowable :1,335.90 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 170.00 psi fb : Actual : Max fv/FvRatio =0.135 : 1 1.250 ft 125.06 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.002 in Transient Upward -0.001 in Total Downward 0.003 in Total Upward -0.002 in 0.70 0.93 0.37 0.49 Ratio 9999 9999Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L 12 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Fy =50.0 ksi STEEL Section :W8x67, Fully Unbraced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM1 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =9.000 in Zy =32.700 in^3 J =5.050 in^4 Flange Width 8.280 inFlange Thick 0.935 in Zx =in^370.100 Area =19.700 in^2 Weight =67.000 plf I xx =272.00 in^4 Web Thick =0.570 in I yy =88.600 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.0070, L = 0.020 k/ft, Trib= 1.330 ft 1Point: D = 5.810, L = 10.630 k @ 3.50 ft 2Point: D = 0.370, L = 0.490 k @ 11.250 ft . Fy =50.0 ksi STEEL Section :W8x67, Fully Unbraced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM1 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Design Summary Max fb/Fb Ratio =0.294 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 3.501 inft 14.766 k Mn / Omega : Allow 174.900 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 102.60 k Mu : Applied Max fv/FvRatio =0.144 : 1 0.000 ft 51.459 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.311 in Transient Upward 0.000 in Total Downward 0.483 in Total Upward 0.000 in 5.21 9.55 1.18 2.17 567880Ratio LC: L Only LC: +D+L LC:LC: 13 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf HDR2 Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.130 ft Unif Load: D = 0.020 k/ft, Trib= 0.50 ft 1Point: D = 0.70, L = 0.930 k @ 2.0 ft .Design Summary Max fb/Fb Ratio =0.855 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.000 inft 44.21 psi Fb : Allowable :875.00 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 170.00 psi fb : Actual : Max fv/FvRatio =0.260 : 1 0.000 ft 748.28 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.023 in Transient Upward 0.000 in Total Downward 0.041 in Total Upward 0.000 in 0.40 0.510.40 0.51 Ratio 2083 1171Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :4x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.1 1,350.0 1,350.0 925.0 625.0 1,600.0 580.0 170.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BM2 Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.330 ft 1Point: D = 0.70, L = 0.930 k @ 7.750 ft .Design Summary Max fb/Fb Ratio =0.931 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 7.770 inft 43.92 psi Fb : Allowable :1,369.27 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 170.00 psi fb : Actual : Max fv/FvRatio =0.258 : 1 0.000 ft 1,274.90 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.254 in Transient Upward 0.000 in Total Downward 0.444 in Total Upward 0.000 in 0.51 0.680.50 0.67 Ratio 745 425Ratio LC: L Only LC: +D+L LC:LC: 14 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :2x6, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RRC Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.727 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 4.800 inft 40.20 psi Fb : Allowable :1,170.00 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.223 : 1 9.550 ft 850.92 psi at atfv : Actual : Ratio 510 Ratio 290 Max Deflections Transient Downward 0.164 in Transient Upward -0.094 in Total Downward 0.287 in Total Upward -0.164 in 0.10 0.130.14 0.19 Ratio 731 418Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :3-2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RRC BOTTOM Applied Loads Unif Load: D = 0.1050, L = 0.1430 k/ft, 9.830 ft to 21.330 ft, Trib= 1.0 ft Unif Load: D = 0.020 k/ft, 9.830 to 21.330 ft, Trib= 0.250 ft Unif Load: D = 0.0150, L = 0.020 k/ft, 0.0 to 9.830 ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.990 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 11.598 inft 57.94 psi Fb : Allowable :900.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.322 : 1 19.330 ft 891.33 psi at atfv : Actual : Ratio 468 Ratio 264 Max Deflections Transient Downward 0.296 in Transient Upward -0.115 in Total Downward 0.522 in Total Upward -0.203 in 0.39 0.511.07 1.39 Ratio 784 444Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L 15 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :4x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RB6 Applied Loads Unif Load: D = 0.07510, L = 0.010 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.571 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 9.489 inft 31.26 psi Fb : Allowable :1,100.00 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.174 : 1 19.170 ft 627.63 psi at atfv : Actual : Ratio 3428 Ratio 402 Max Deflections Transient Downward 0.043 in Transient Upward -0.010 in Total Downward 0.364 in Total Upward -0.089 in 0.72 0.100.84 0.11 Ratio 5381 632Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :2x4, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RR SC Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.102 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.250 inft 15.73 psi Fb : Allowable :1,350.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.087 : 1 2.250 ft 138.27 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.004 in Transient Upward -0.000 in Total Downward 0.006 in Total Upward -0.000 in 0.01 0.010.04 0.06 Ratio 9328 5330Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L 16 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :2-2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RRC BOTTOM SM Applied Loads Unif Load: D = 0.040, L = 0.060 k/ft, 8.170 ft to 21.330 ft, Trib= 1.0 ft Unif Load: D = 0.020 k/ft, 8.170 to 21.330 ft, Trib= 0.50 ft Unif Load: D = 0.0150, L = 0.020 k/ft, 0.0 to 9.830 ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.913 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 10.245 inft 44.49 psi Fb : Allowable :900.00 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.247 : 1 19.330 ft 821.89 psi at atfv : Actual : Ratio 528 Ratio 290 Max Deflections Transient Downward 0.275 in Transient Upward -0.102 in Total Downward 0.498 in Total Upward -0.185 in 0.30 0.380.55 0.67 Ratio 843 465Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L BEAM Size :5.25x11.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2900 2900 2900 750 2000 1016.535 290 2025 45.07 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf DB1 Applied Loads Unif Load: D = 0.0150, L = 0.050 k/ft, Trib= 1.330 ft 1Point: E = 3.763 k @ 9.250 ft 2Point: E = 3.763 k @ 0.250 ft .Design Summary Max fb/Fb Ratio =0.678 : 1 Max Reactions (k)HEWSLLr +1.147D+2.10ELoad Comb : Span # 1 Left Support D in 9.234 inft 134.47 psi Fb : Allowable :4,466.31 psi Right Support Fv : Allowable : Span # 1 Load Comb :+1.147D+2.10E 464.00 psi fb : Actual : Max fv/FvRatio =0.290 : 1 13.657 ft 3,030.26 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.324 in Transient Upward 0.000 in Total Downward 0.243 in Total Upward 0.000 in 0.15 0.48 5.070.15 0.48 2.45 Ratio 539 719Ratio LC: E Only LC: +D+0.70E LC:LC: 17 of 81 210 W 19th St 4/14/2025 2ND FLOOR PLAN 01 DN DN 1235674 A B1 B E D C 3A4.A 3B 18 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: 2ND FLOORDescription : BEAM Size :2-2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf FJ1 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.834 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 9.540 inft 38.44 psi Fb : Allowable :1,035.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.214 : 1 18.190 ft 862.92 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.421 in Transient Upward 0.000 in Total Downward 0.526 in Total Upward 0.000 in 0.19 0.76 0.19 0.76 Ratio 543 434Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf FJ2 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 1.0 ft 1Point: D = 0.30 k @ -4.0 ft .Design Summary Max fb/Fb Ratio =0.733 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 4.000 inft 57.80 psi Fb : Allowable :1,035.00 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.321 : 1 4.000 ft 758.51 psi at atfv : Actual : Ratio 2320 Ratio 3101 Max Deflections Transient Downward 0.071 in Transient Upward -0.041 in Total Downward 0.138 in Total Upward -0.044 in 0.61 0.83 -0.01 0.39 Ratio 1895 696Ratio LC: L Only LC: D Only LC: L Only LC: D Only 19 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BM1 Applied Loads Unif Load: D = -0.010, L = 0.390 k/ft, Trib= 1.0 ft Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.526 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 9.250 inft 79.74 psi Fb : Allowable :2,732.20 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.275 : 1 17.390 ft 1,436.85 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.519 in Transient Upward 0.000 in Total Downward 0.530 in Total Upward 0.000 in 0.09 4.350.09 4.35 Ratio 428 419Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.070 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf BM2 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 5.750 ft .Design Summary Max fb/Fb Ratio =0.630 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 9.250 inft 95.52 psi Fb : Allowable :2,732.20 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 290.00 psi fb : Actual : Max fv/FvRatio =0.329 : 1 17.390 ft 1,721.23 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.508 in Transient Upward 0.000 in Total Downward 0.635 in Total Upward 0.000 in 1.06 4.261.06 4.26 Ratio 437 349Ratio LC: L Only LC: +D+L LC:LC: 20 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Fy =50.0 ksi STEEL Section :W16x89, Fully Unbraced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM1.1 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =16.800 in Zy =48.100 in^3 J =5.450 in^4 Flange Width #.###inFlange Thick 0.875 in Zx =in^3175.000 Area =26.200 in^2 Weight =89.000 plf I xx =1,300.00 in^4 Web Thick =0.525 in I yy =163.000 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.330, L = 0.570 k/ft, Trib= 1.0 ft Unif Load: D = 0.020 k/ft, Trib= 16.0 ft Unif Load: D = 0.020, L = 0.080 k/ft, 0.0 to 10.750 ft, Trib= 1.0 ft Unif Load: D = 0.020, L = 0.080 k/ft, 10.750 to 26.580 ft, Trib= 9.540 ft 1Point: D = 0.090, L = 4.350 k @ 10.750 ft . Fy =50.0 ksi STEEL Section :W16x89, Fully Unbraced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM1.1 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Design Summary Max fb/Fb Ratio =0.554 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 13.290 inft 28.832 k Mn / Omega : Allow 345.025 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 176.40 k Mu : Applied Max fv/FvRatio =0.163 : 1 26.580 ft 191.183 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.402 in Transient Upward 0.000 in Total Downward 0.638 in Total Upward 0.000 in 9.76 14.45 10.84 17.99 500793Ratio LC: L Only LC: +D+L LC:LC: Fy =50.0 ksi STEEL Section :W16x77, Fully Braced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM3 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =16.500 in Zy =41.100 in^3 J =3.570 in^4 Flange Width #.###inFlange Thick 0.760 in Zx =in^3150.000 Area =22.600 in^2 Weight =77.000 plf I xx =1,110.00 in^4 Web Thick =0.455 in I yy =138.000 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, 0.0 ft to 11.250 ft, Trib= 1.0 ft Unif Load: D = 0.020, L = 0.080 k/ft, 11.250 to 27.50 ft, Trib= 19.0 ft 1Point: D = 1.060, L = 4.260 k @ 11.250 ft 2Point: D = 0.090, L = 4.350 k @ 11.250 ft .Design Summary Max fb/Fb Ratio =0.457 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 13.635 inft 25.507 k Mn / Omega : Allow 374.251 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 150.150 k Mu : Applied Max fv/FvRatio =0.170 : 1 27.000 ft 170.968 k-ft at atVu : Applied Ratio 362 Ratio 298 Max Deflections Transient Downward 0.553 in Transient Upward -0.033 in Total Downward 0.671 in Total Upward -0.040 in 2.59 12.71 4.96 21.50 483585Ratio LC: L Only LC: +D+L LC: L Only LC: +D+L21 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Fy =50.0 ksi STEEL Section :W16x67, Fully Braced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM4 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =16.300 in Zy =35.500 in^3 J =2.390 in^4 Flange Width #.###inFlange Thick 0.665 in Zx =in^3130.000 Area =19.600 in^2 Weight =67.000 plf I xx =954.00 in^4 Web Thick =0.395 in I yy =119.000 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.610, L = 0.830 k/ft, Trib= 1.0 ft 1Point: D = 2.590, L = 12.720 k @ 3.250 ft . Fy =50.0 ksi STEEL Section :W16x67, Fully Braced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM4 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Design Summary Max fb/Fb Ratio =0.485 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 12.240 inft 32.907 k Mn / Omega : Allow 324.351 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 128.770 k Mu : Applied Max fv/FvRatio =0.256 : 1 0.000 ft 157.278 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.478 in Transient Upward 0.000 in Total Downward 0.766 in Total Upward 0.000 in 10.51 22.39 8.55 12.74 422678Ratio LC: L Only LC: +D+L LC:LC: Fy =50.0 ksi STEEL Section :W16x31, Fully Braced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM5 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =15.900 in Zy =7.030 in^3 J =0.461 in^4 Flange Width 5.530 inFlange Thick 0.440 in Zx =in^354.000 Area =9.130 in^2 Weight =31.000 plf I xx =375.00 in^4 Web Thick =0.275 in I yy =12.400 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 19.375 ft .Design Summary Max fb/Fb Ratio =0.666 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 9.625 inft 18.648 k Mn / Omega : Allow 134.731 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 87.450 k Mu : Applied Max fv/FvRatio =0.213 : 1 0.000 ft 89.746 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.443 in Transient Upward 0.000 in Total Downward 0.553 in Total Upward 0.000 in 3.73 14.92 3.73 14.92 417521Ratio LC: L Only LC: +D+L LC:LC: Fy =50.0 ksi STEEL Section :W16x31, Fully Braced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM6 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =15.900 in Zy =7.030 in^3 J =0.461 in^4 Flange Width 5.530 inFlange Thick 0.440 in Zx =in^354.000 Area =9.130 in^2 Weight =31.000 plf I xx =375.00 in^4 Web Thick =0.275 in I yy =12.400 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 19.375 ft . 22 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Design Summary Max fb/Fb Ratio =0.446 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 7.875 inft 15.258 k Mn / Omega : Allow 134.731 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 87.450 k Mu : Applied Max fv/FvRatio =0.174 : 1 0.000 ft 60.078 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.198 in Transient Upward 0.000 in Total Downward 0.248 in Total Upward 0.000 in 3.05 12.21 3.05 12.21 762952Ratio LC: L Only LC: +D+L LC:LC: 23 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Fy =50.0 ksi STEEL Section :W16x36, Fully Braced Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi Steel Beam Design :BM7 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Steel Section Data :Depth =15.900 in Zy =10.800 in^3 J =0.545 in^4 Flange Width 6.990 inFlange Thick 0.430 in Zx =in^364.000 Area =10.600 in^2 Weight =36.000 plf I xx =448.00 in^4 Web Thick =0.295 in I yy =24.500 in^4 Iz =0.000 in^4 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, 0.0 ft to 4.50 ft, Trib= 19.375 ft Unif Load: D = 0.020, L = 0.080 k/ft, 4.50 to 24.0 ft, Trib= 14.625 ft .Design Summary Max fb/Fb Ratio =0.675 : 1 Max Reactions (k)HEWSLrL +D+LLoad Comb : Span # 1 Left Support D in 11.840 inft 19.487 k Mn / Omega : Allow 159.681 k-ft Right Support Vn / Omega : Allow Span # 1 Load Comb :+D+L 93.810 k Mu : Applied Max fv/FvRatio =0.208 : 1 0.000 ft 107.718 k-ft at atVu : Applied Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.694 in Transient Upward 0.000 in Total Downward 0.867 in Total Upward 0.000 in 3.90 15.59 3.55 14.20 331414Ratio LC: L Only LC: +D+L LC:LC: 24 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: BEAM Size :6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf HDR1 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 9.670 ft .Design Summary Max fb/Fb Ratio =0.957 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 2.000 inft 74.16 psi Fb : Allowable :875.00 psi Right Support Fv : Allowable : Span # 1 Load Comb :+D+L 170.00 psi fb : Actual : Max fv/FvRatio =0.436 : 1 0.000 ft 836.95 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.045 in Transient Upward 0.000 in Total Downward 0.056 in Total Upward 0.000 in 0.39 1.550.39 1.55 Ratio 1062 849Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf HDR2 Applied Loads Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 1.0 ft .Design Summary Max fb/Fb Ratio =0.389 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 5.750 inft 23.09 psi Fb : Allowable :1,022.74 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 170.00 psi fb : Actual : Max fv/FvRatio =0.136 : 1 0.000 ft 397.45 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.105 in Transient Upward 0.000 in Total Downward 0.132 in Total Upward 0.000 in 0.12 0.460.12 0.46 Ratio 1308 1046Ratio LC: L Only LC: +D+L LC:LC: 25 of 81 210 W 19th St 4/14/2025 Multiple Simple Beam LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: ADDITIONDescription : BEAM Size :4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf KNEE BRACE BM1 Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 2.250 ft .Design Summary Max fb/Fb Ratio =0.447 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 4.335 inft 23.94 psi Fb : Allowable :1,125.84 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 170.00 psi fb : Actual : Max fv/FvRatio =0.141 : 1 8.237 ft 503.20 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.091 in Transient Upward 0.000 in Total Downward 0.160 in Total Upward 0.000 in 0.15 0.20 0.15 0.20 Ratio 1141 652Ratio LC: L Only LC: +D+L LC:LC: BEAM Size :2x4, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf RR Applied Loads Unif Load: D = 0.0150, L = 0.020 k/ft, Trib= 1.330 ft .Design Summary Max fb/Fb Ratio =0.210 : 1 Max Reactions (k)HEWSLLr +D+LLoad Comb : Span # 1 Left Support D in 1.750 inft 19.55 psi Fb : Allowable :1,329.69 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L 180.00 psi fb : Actual : Max fv/FvRatio =0.109 : 1 0.000 ft 279.30 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.011 in Transient Upward 0.000 in Total Downward 0.018 in Total Upward 0.000 in 0.03 0.05 0.03 0.05 Ratio 3988 2279Ratio LC: L Only LC: +D+L LC:LC: 26 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C1 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 13.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x3/8 36.0 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 13.0 ft, K = 0.80 Unbraced Length for buckling ABOUT Y-Y Axis = 13.0 ft, K = 0.80 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 357.240 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 13.0 ft, D = 17.910, L = 53.140 k BENDING LOADS . . . VIHICLE LOAD: Lat. Point Load at 2.0 ft creating Mx-x, L = 6.0 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.8295 Location of max.above base 2.007 ft 71.407 k 139.558 k 10.148 k-ft Load Combination +D+L Load Combination +D+L 28.383 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 5.077 k 0.1135 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 28.383 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.9231 k Bottom along Y-Y 5.077 k Maximum Load Deflections . . . Along Y-Y 0.1920 in at 5.671 ft above base for load combination :+D+L Along X-X 0.0 in at 0.0 ft above base for load combination : 44.716 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.131 1.49 1.00 54.74 54.74 +D+L PASS PASS2.01 0.114 0.00 ftft0.829 1.49 1.00 54.74 54.74 +D+0.750L PASS PASS2.01 0.085 0.00 ftft0.655 1.49 1.00 54.74 54.74 +0.60D PASS PASS0.00 0.000 0.00 ftft0.079 1.49 1.00 54.74 54.74 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 18.267 +D+L 0.92371.407 5.077 +D+0.750L 0.69258.122 3.808 +0.60D 10.960 L Only 0.92353.140 5.077 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.92371.407 5.077 27 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C1 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments Minimum"10.960 MaximumReaction, X-X Axis Base 18.267 Minimum"18.267 MaximumReaction, Y-Y Axis Base 0.92371.407 5.077 Minimum"18.267 MaximumReaction, X-X Axis Top 18.267 Minimum"18.267 MaximumReaction, Y-Y Axis Top 18.267 Minimum"18.267 MaximumMoment, X-X Axis Base 18.267 Minimum"18.267 MaximumMoment, Y-Y Axis Base 18.267 Minimum"18.267 MaximumMoment, X-X Axis Top 18.267 Minimum"18.267 MaximumMoment, Y-Y Axis Top 18.267 Minimum"18.267 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.192 5.671 ftftinin0.000 +D+0.750L 0.0000 0.144 5.671 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.192 5.671 ftftinin0.000 .Steel Section Properties :HSS6x6x3/8 R xx = 2.280 in Depth =6.000 in R yy = 2.280 in J =64.600 in^4 Width =6.000 in Wall Thick = 0.375 in Zx =15.800 in^3 Area = 7.580 in^2 Weight =27.480 plf I xx =39.50 in^4 S xx =13.20 in^3Design Thick =0.349 in I yy =39.500 in^4 C =22.100 in^3 S yy =13.200 in^3 Ycg =0.000 in 28 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C1 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 29 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 13.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x1/4 36.0 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 13.0 ft, K = 0.80 Unbraced Length for buckling ABOUT Y-Y Axis = 13.0 ft, K = 0.80 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 247.260 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 13.0 ft, D = 19.490, L = 29.360 k BENDING LOADS . . . VIHICLE LOAD: Lat. Point Load at 2.0 ft creating Mx-x, L = 6.0 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.9532 Location of max.above base 2.007 ft 49.097 k 97.249 k 10.148 k-ft Load Combination +D+L Load Combination +D+L 20.120 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 5.077 k 0.1589 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 20.120 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.9231 k Bottom along Y-Y 5.077 k Maximum Load Deflections . . . Along Y-Y 0.2652 in at 5.671 ft above base for load combination :+D+L Along X-X 0.0 in at 0.0 ft above base for load combination : 31.951 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.203 1.49 1.00 53.33 53.33 +D+L PASS PASS2.01 0.159 0.00 ftft0.953 1.49 1.00 53.33 53.33 +D+0.750L PASS PASS2.01 0.119 0.00 ftft0.766 1.49 1.00 53.33 53.33 +0.60D PASS PASS0.00 0.000 0.00 ftft0.122 1.49 1.00 53.33 53.33 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 19.737 +D+L 0.92349.097 5.077 +D+0.750L 0.69241.757 3.808 +0.60D 11.842 L Only 0.92329.360 5.077 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.92349.097 5.077 30 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments Minimum"11.842 MaximumReaction, X-X Axis Base 19.737 Minimum"19.737 MaximumReaction, Y-Y Axis Base 0.92349.097 5.077 Minimum"19.737 MaximumReaction, X-X Axis Top 19.737 Minimum"19.737 MaximumReaction, Y-Y Axis Top 19.737 Minimum"19.737 MaximumMoment, X-X Axis Base 19.737 Minimum"19.737 MaximumMoment, Y-Y Axis Base 19.737 Minimum"19.737 MaximumMoment, X-X Axis Top 19.737 Minimum"19.737 MaximumMoment, Y-Y Axis Top 19.737 Minimum"19.737 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.265 5.671 ftftinin0.000 +D+0.750L 0.0000 0.199 5.671 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.265 5.671 ftftinin0.000 .Steel Section Properties :HSS6x6x1/4 R xx = 2.340 in Depth =6.000 in R yy = 2.340 in J =45.600 in^4 Width =6.000 in Wall Thick = 0.250 in Zx =11.200 in^3 Area = 5.240 in^2 Weight =19.020 plf I xx =28.60 in^4 S xx =9.54 in^3Design Thick =0.233 in I yy =28.600 in^4 C =15.400 in^3 S yy =9.540 in^3 Ycg =0.000 in 31 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 32 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C3 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 13.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS4x4x1/2 36.0 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 13.0 ft, K = 0.80 Unbraced Length for buckling ABOUT Y-Y Axis = 13.0 ft, K = 0.80 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 281.190 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 13.0 ft, D = 13.940, L = 40.380 k BENDING LOADS . . . PARTITION LOAD: Lat. Point Load at 5.0 ft creating Mx-x, L = 0.10 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.6552 Location of max.above base 4.973 ft 54.601 k 85.915 k 0.3060 k-ft Load Combination +D+L Load Combination +D+L 13.832 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.06154 k 0.001964 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 13.832 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.03846 k Bottom along Y-Y 0.06154 k Maximum Load Deflections . . . Along Y-Y 0.02158 in at 6.107 ft above base for load combination :+D+L Along X-X 0.0 in at 0.0 ft above base for load combination : 31.335 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.166 1.40 1.00 88.51 88.51 +D+L PASS PASS4.97 0.002 0.00 ftft0.655 1.40 1.00 88.51 88.51 +D+0.750L PASS PASS4.97 0.001 0.00 ftft0.533 1.40 1.00 88.51 88.51 +0.60D PASS PASS0.00 0.000 0.00 ftft0.099 1.40 1.00 88.51 88.51 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 14.221 +D+L 0.03854.601 0.062 +D+0.750L 0.02944.506 0.046 +0.60D 8.533 L Only 0.03840.380 0.062 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.03854.601 0.062 33 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C3 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments Minimum"8.533 MaximumReaction, X-X Axis Base 14.221 Minimum"14.221 MaximumReaction, Y-Y Axis Base 0.03854.601 0.062 Minimum"14.221 MaximumReaction, X-X Axis Top 14.221 Minimum"14.221 MaximumReaction, Y-Y Axis Top 14.221 Minimum"14.221 MaximumMoment, X-X Axis Base 14.221 Minimum"14.221 MaximumMoment, Y-Y Axis Base 14.221 Minimum"14.221 MaximumMoment, X-X Axis Top 14.221 Minimum"14.221 MaximumMoment, Y-Y Axis Top 14.221 Minimum"14.221 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.022 6.107 ftftinin0.000 +D+0.750L 0.0000 0.016 6.107 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.022 6.107 ftftinin0.000 .Steel Section Properties :HSS4x4x1/2 R xx = 1.410 in Depth =4.000 in R yy = 1.410 in J =21.000 in^4 Width =4.000 in Wall Thick = 0.500 in Zx =7.700 in^3 Area = 6.020 in^2 Weight =21.630 plf I xx =11.90 in^4 S xx =5.97 in^3Design Thick =0.465 in I yy =11.900 in^4 C =11.200 in^3 S yy =5.970 in^3 Ycg =0.000 in 34 of 81 210 W 19th St 4/14/2025 Steel Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C3 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 35 of 81 210 W 19th St 4/14/2025 Wood Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C4 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 6x6Analysis Method : 10.33Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species Douglas Fir-Larch Wood Grade No.1 Fb +1,350.0 1,350.0 psi 925.0 625.0 170.0 675.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 10.33 ft, Ky = 2.1 ABOUT X-X Axis: Lux = 10.33 ft, Kx = 2.1 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 67.726 lbs * Dead Load Factor AXIAL LOADS . . . 1ST ROOF: Axial Load at 10.330 ft, D = 0.0450, L = 0.120 k 2ND ROOF: Axial Load at 10.330 ft, D = 0.030, L = 0.0360 k BENDING LOADS . . . SEISMIC: Lat. Point Load at 10.330 ft creating Mx-x, E = 0.2430 k Lat. Uniform Load creating Mx-x, W = 0.0160 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.3605 Location of max.above base 0.0 ft Applied Axial 0.1427 k Applied Mx -1.757 k-ft Load Combination +D+0.70E Load Combination +D+0.70E Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 12.652 psi 272.0Allowable Shear psi 0.03101 : 1 Bending Compression Tension Location of max.above base 10.261 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.2430 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 1.258 in at 10.330 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 206.153 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 10.330 ft0.240 ft0.02357 +D+L 1.000 PASS PASS0.0 0.0 10.330 ft0.218 ft0.04899 +D+0.750L 1.250 PASS PASS0.0 0.0 10.330 ft0.176 ft0.04207 +D+0.60W 1.600 PASS PASS0.0 0.01808 0.0 ft0.139 ft0.1055 +D+0.70E 1.600 PASS PASS0.0 0.03101 10.261 ft0.139 ft0.3605 +D+0.750L+0.450W 1.600 PASS PASS0.0 0.01356 0.0 ft0.139 ft0.08194 +D+0.750L+0.5250E 1.600 PASS PASS0.0 0.02326 10.261 ft0.139 ft0.2769 36 of 81 210 W 19th St 4/14/2025 Wood Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C4 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D+0.60W 1.600 PASS PASS0.0 0.01808 0.0 ft0.139 ft0.1042 +0.60D+0.70E 1.600 PASS PASS0.0 0.03101 10.261 ft0.139 ft0.3570 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.143 +D+L 0.299 +D+0.750L 0.260 +D+0.60W 0.1430.099 0.512 +D+0.70E 0.1430.170 1.757 +D+0.750L+0.450W 0.2600.074 0.384 +D+0.750L+0.5250E 0.2600.128 1.318 +0.60D+0.60W 0.0860.099 0.512 +0.60D+0.70E 0.0860.170 1.757 L Only 0.156 W Only 0.165 0.854 E Only 0.243 2.510 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.193 10.330 ftftinin0.000 +D+0.70E 0.0000 0.881 10.330 ftftinin0.000 +D+0.750L+0.450W 0.0000 0.144 10.330 ftftinin0.000 +D+0.750L+0.5250E 0.0000 0.661 10.330 ftftinin0.000 +0.60D+0.60W 0.0000 0.193 10.330 ftftinin0.000 +0.60D+0.70E 0.0000 0.881 10.330 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.321 10.330 ftftinin0.000 E Only 0.0000 1.245 10.261 ftftinin0.000 . 37 of 81 210 W 19th St 4/14/2025 Wood Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:C4 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Sketches 38 of 81 210 W 19th St 4/14/2025 Wood Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Stud (R) 2X6 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 13Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 13 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 23.245 lbs * Dead Load Factor AXIAL LOADS . . . Roof: Axial Load at 13.0 ft, D = 0.3460, L = 0.6210 k Floor: Axial Load at 13.0 ft, D = 0.2330, L = 0.7760 k BENDING LOADS . . . Wind: Lat. Uniform Load creating Mx-x, W = 0.02128 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5366 Location of max.above base 6.456 ft Applied Axial 1.650 k Applied Mx 0.2023 k-ft Load Combination +D+0.750L+0.450W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 22.634 psi 288.0Allowable Shear psi 0.05239 : 1 Bending Compression Tension Location of max.above base 13.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1383 k Bottom along Y-Y 0.1383 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.4154 in at 6.544 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 558.32 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 13.0 ft0.393 ft0.1391 +D+L 1.000 PASS PASS0.0 0.0 13.0 ft0.359 ft0.4547 +D+0.750L 1.250 PASS PASS0.0 0.0 13.0 ft0.295 ft0.3657 +D+0.60W 1.600 PASS PASS6.544 0.05239 13.0 ft0.235 ft0.4284 +D+0.750L+0.450W 1.600 PASS PASS6.456 0.03930 0.0 ft0.235 ft0.5366 +0.60D+0.60W 1.600 PASS PASS6.544 0.05239 13.0 ft0.235 ft0.3956 +0.60D 1.600 PASS PASS0.0 0.0 13.0 ft0.235 ft0.07845 . 39 of 81 210 W 19th St 4/14/2025 Wood Column LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:Stud (R) 2X6 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.602 +D+L 1.999 +D+0.750L 1.650 +D+0.60W 0.083 0.6020.083 +D+0.750L+0.450W 0.062 1.6500.062 +0.60D+0.60W 0.083 0.3610.083 +0.60D 0.361 L Only 1.397 W Only 0.1380.138 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+L 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.249 6.544 ftftinin0.000 +D+0.750L+0.450W 0.0000 0.187 6.544 ftftinin0.000 +0.60D+0.60W 0.0000 0.249 6.544 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.415 6.544 ftftinin0.000 .Sketches 40 of 81 210 W 19th St 4/14/2025 FOUNDATION PLAN 01 1235674 A B1 B E D C 3A UP UP 3B UP 41 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: 201 W 19th St.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 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 6.50 ft Length parallel to Z-Z Axis = 6.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 7 Number of Bars = 7.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =7 Number of Bars =7.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 17.910 53.140 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 42 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9860 Soil Bearing 1.972 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2238 Z Flexure (+X)13.315 k-ft/ft 59.483 k-ft/ft +1.20D+1.60L PASS 0.2238 Z Flexure (-X)13.315 k-ft/ft 59.483 k-ft/ft +1.20D+1.60L PASS 0.2238 X Flexure (+Z)13.315 k-ft/ft 59.483 k-ft/ft +1.20D+1.60L PASS 0.2238 X Flexure (-Z)13.315 k-ft/ft 59.483 k-ft/ft +1.20D+1.60L PASS 0.1685 1-way Shear (+X)14.956 psi 88.741 psi +1.20D+1.60L PASS 0.1685 1-way Shear (-X)14.956 psi 88.741 psi +1.20D+1.60L PASS 0.1685 1-way Shear (+Z)14.956 psi 88.741 psi +1.20D+1.60L PASS 0.1685 1-way Shear (-Z)14.956 psi 88.741 psi +1.20D+1.60L PASS 0.3172 2-way Punching 56.301 psi 177.482 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.7139 0.7139 n/a 0.3570.0n/a X-X, +D+L 2.0 n/a1.972 1.972 n/a 0.9860.0n/a X-X, +D+0.750L 2.0 n/a1.657 1.657 n/a 0.8290.0n/a X-X, +0.60D 2.0 n/a0.4283 0.4283 n/a 0.2140.0n/a Z-Z, D Only 2.0 0.7139n/a n/a 0.7139 0.357n/a0.0 Z-Z, +D+L 2.0 1.972n/a n/a 1.972 0.986n/a0.0 Z-Z, +D+0.750L 2.0 1.657n/a n/a 1.657 0.829n/a0.0 Z-Z, +0.60D 2.0 0.4283n/a n/a 0.4283 0.214n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 3.134 +Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.40D 3.134 -Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.20D+1.60L 13.315 +Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.20D+1.60L 13.315 -Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.20D+0.50L 6.008 +Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.20D+0.50L 6.008 -Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.20D 2.687 +Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +1.20D 2.687 -Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +0.90D 2.015 +Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK X-X, +0.90D 2.015 -Z Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.40D 3.134 -X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.40D 3.134 +X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.20D+1.60L 13.315 -X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.20D+1.60L 13.315 +X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.20D+0.50L 6.008 -X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.20D+0.50L 6.008 +X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +1.20D 2.687 -X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK 43 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F1 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 2.687 +X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +0.90D 2.015 -X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK Z-Z, +0.90D 2.015 +X Bottom 0.5184 ACI 7.6.1.1 0.6462 59.483 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.52 3.52 3.52 88.74 0.04psipsipsipsi OK +1.20D+1.60L 14.96 14.96 14.96 88.74 0.17psipsipsipsi OK +1.20D+0.50L 6.75 6.75 6.75 88.74 0.08psipsipsipsi OK +1.20D 3.02 3.02 3.02 88.74 0.03psipsipsipsi OK +0.90D 2.26 2.26 2.26 88.74 0.03psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.52 3.52 3.52 88.74 0.04psipsipsipsi OK +1.20D+1.60L 14.96 14.96 14.96 88.74 0.17psipsipsipsi OK +1.20D+0.50L 6.75 6.75 6.75 88.74 0.08psipsipsipsi OK +1.20D 3.02 3.02 3.02 88.74 0.03psipsipsipsi OK +0.90D 2.26 2.26 2.26 88.74 0.03psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 13.25 177.48 0.07467 OKpsipsi +1.20D+1.60L 56.30 177.48 0.3172 OKpsipsi +1.20D+0.50L 25.40 177.48 0.1431 OKpsipsi +1.20D 11.36 177.48 0.06401 OKpsipsi +0.90D 8.52 177.48 0.04801 OKpsipsi 44 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.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 Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ? 3.50 60.0 3,122.0 ksi 145.0 0.00180 1.0 1.0 pcf Min. Overturning Safety Factor : 1 Ec : Concrete Elastic Modulus Min. Sliding Safety Factor : 1 Concrete Density Min Allow % Temp Reinf (based on thick) ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf (based on 'd') 0.90 0.750 : Phi Values Flexure : Shear :I Soil Information Soil Bearing Increase2.0 No 250.0 0.30 2.0 ksf (Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.) Increases based on footing Depth . . . . Increases based on footing Width . . . Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight Coefficient of Soil/Concrete Friction Adjusted Allowable Soil Bearing Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft Allowable pressure increase per foot ksf when maximum length or width is greater than ft (Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) ft Dimensions & Reinforcing Distance Left of Column #1 = = = 3.0 ft Between Columns 1.250 ft Distance Right of Column #2 3.0 ft Total Footing Length =7.250 Col #1 ft = 6.0Footing Width =ft Pedestal dimensions... Col #2 Sq. Dim.in= Height in= in^2 Footing Thickness 24.0 in in^2 Rebar Center to Concrete Edge @ Top 3.0 in Rebar Center to Concrete Edge @ Bottom 3.0 in = = 7.0 7 7.0 7 7.0 7 7.0 7 7.0 7 7.0 7 Bottom Bars Size # As As Count 4.20 3.110 in^2 Req'dProvided 3.110 in^2Bars Btwn ColsBottom Bars 4.20 4.20 3.110 in^2 Top Bars in^24.20 0.0 Bars Right of Col #2 Top Bars 4.20 0.0 Top Bars 4.20 0.0 Bottom Bars Bars left of Col #1 Applied Loads Applied @ Left Column Axial Load Downward Moment (+CW)= Shear (+X)= S E HWLDLr k Applied @ Right Column = k-ft Axial Load Downward k-ft k k Moment (+CW)= Shear (+X)= =15.720 31.940 6.560 k Overburden = 45 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.9755 Soil Bearing 1.951 ksf 2.0 ksf +D+L PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 8.501 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS No Bending Flexure - Right of Col #2 - Top Flexure - Left of Col #1 - Top 0.0 k-ft 0.1527 Flexure - Left of Col #1 - Bottom 58.904 k-ft N/A PASS 385.782 +1.20D+1.60L PASS k-ft Flexure - Between Cols - Top 0.00.0 k-ftNo Bending +1.20D+1.60L k-ft Flexure - Between Cols - Bottom 58.958 k-ft0.1528 385.782 k-ft 0.0 k-ft 0.0 k-ft N/A PASS 0.06992 Flexure - Right of Col #2 - Bottom 26.973 k-ft 385.782 k-ft +1.20D+1.60L PASS 0.1933 1-way Shear - Col #1 17.154 psi 88.741 psi +1.20D+1.60L PASS 0.1933 1-way Shear - Col #2 17.154 psi 88.741 psi +1.20D+1.60L PASS 0.2062 2-way Punching - Col #1 36.591 psi 177.482 psi +1.20D+1.60L 2-way Punching - Col #2 37.094 psi 177.482 psi +1.20D+1.60L No Bending N/APASS PASS 0.0 k-ft PASS 0.2090 Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination... D Only 28.34 0.84 0.46 2.00 0.419kftksfksfksf-0.347 +D+L 60.28 1.95 0.82 2.00 0.975kftksfksfksf-0.494 +D+0.750L 52.29 1.67 0.73 2.00 0.836kftksfksfksf-0.474 +D+0.70E 32.93 0.89 0.62 2.00 0.444kftksfksfksf-0.211 +D+0.750L+0.5250E 55.73 1.71 0.85 2.00 0.855kftksfksfksf-0.406 +0.60D 17.00 0.50 0.28 2.00 0.251kftksfksfksf-0.347 +0.60D+0.70E 21.59 0.55 0.44 2.00 0.277kftksfksfksf-0.140 Moments about Left Edge Moments about Right Edgek-ft k-ft Overturning Stability Load Combination...Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.70E 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L+0.5250E 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D+0.70E 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination...Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 8.50 999kk +D+L 0.00 18.08 999kk +D+0.750L 0.00 15.69 999kk +D+0.70E 0.00 9.88 999kk +D+0.750L+0.5250E 0.00 16.72 999kk +0.60D 0.00 5.10 999kk +0.60D+0.70E 0.00 6.48 999kk As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +0.60D+0.70E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.018 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.036 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.022 0.054 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.038 0.073 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.060 0.091 Bottom 3.110 Min Temp %4.200 385.782 0.000 46 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 0.086 0.109 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.117 0.127 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.153 0.145 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.194 0.163 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.239 0.181 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.289 0.199 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.344 0.218 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.403 0.236 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.468 0.254 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.537 0.272 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.610 0.290 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.688 0.308 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.771 0.326 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.859 0.344 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.951 0.363 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 1.048 0.381 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.150 0.399 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.256 0.417 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.366 0.435 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.482 0.453 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.602 0.471 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.726 0.489 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.856 0.508 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 1.989 0.526 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 2.128 0.544 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.271 0.562 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.418 0.580 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.570 0.598 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 2.727 0.616 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 2.888 0.634 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 3.053 0.653 Bottom 3.110 Min Temp %4.200 385.782 0.008 +1.20D+1.60L 3.223 0.671 Bottom 3.110 Min Temp %4.200 385.782 0.008 +1.20D+1.60L 3.398 0.689 Bottom 3.110 Min Temp %4.200 385.782 0.009 +1.20D+1.60L 3.577 0.707 Bottom 3.110 Min Temp %4.200 385.782 0.009 +1.20D+1.60L 3.761 0.725 Bottom 3.110 Min Temp %4.200 385.782 0.010 +1.20D+1.60L 3.949 0.743 Bottom 3.110 Min Temp %4.200 385.782 0.010 +1.20D+1.60L 4.141 0.761 Bottom 3.110 Min Temp %4.200 385.782 0.011 +1.20D+1.60L 4.338 0.779 Bottom 3.110 Min Temp %4.200 385.782 0.011 +1.20D+1.60L 4.540 0.798 Bottom 3.110 Min Temp %4.200 385.782 0.012 +1.20D+1.60L 4.746 0.816 Bottom 3.110 Min Temp %4.200 385.782 0.012 +1.20D+1.60L 4.956 0.834 Bottom 3.110 Min Temp %4.200 385.782 0.013 +1.20D+1.60L 5.171 0.852 Bottom 3.110 Min Temp %4.200 385.782 0.013 +1.20D+1.60L 5.390 0.870 Bottom 3.110 Min Temp %4.200 385.782 0.014 +1.20D+1.60L 5.614 0.888 Bottom 3.110 Min Temp %4.200 385.782 0.015 +1.20D+1.60L 5.842 0.906 Bottom 3.110 Min Temp %4.200 385.782 0.015 +1.20D+1.60L 6.075 0.924 Bottom 3.110 Min Temp %4.200 385.782 0.016 +1.20D+1.60L 6.311 0.942 Bottom 3.110 Min Temp %4.200 385.782 0.016 +1.20D+1.60L 6.553 0.961 Bottom 3.110 Min Temp %4.200 385.782 0.017 +1.20D+1.60L 6.798 0.979 Bottom 3.110 Min Temp %4.200 385.782 0.018 +1.20D+1.60L 7.048 0.997 Bottom 3.110 Min Temp %4.200 385.782 0.018 +1.20D+1.60L 7.303 1.015 Bottom 3.110 Min Temp %4.200 385.782 0.019 +1.20D+1.60L 7.561 1.033 Bottom 3.110 Min Temp %4.200 385.782 0.020 +1.20D+1.60L 7.824 1.051 Bottom 3.110 Min Temp %4.200 385.782 0.020 +1.20D+1.60L 8.092 1.069 Bottom 3.110 Min Temp %4.200 385.782 0.021 +1.20D+1.60L 8.363 1.088 Bottom 3.110 Min Temp %4.200 385.782 0.022 +1.20D+1.60L 8.639 1.106 Bottom 3.110 Min Temp %4.200 385.782 0.022 +1.20D+1.60L 8.920 1.124 Bottom 3.110 Min Temp %4.200 385.782 0.023 +1.20D+1.60L 9.204 1.142 Bottom 3.110 Min Temp %4.200 385.782 0.024 +1.20D+1.60L 9.493 1.160 Bottom 3.110 Min Temp %4.200 385.782 0.025 +1.20D+1.60L 9.786 1.178 Bottom 3.110 Min Temp %4.200 385.782 0.025 +1.20D+1.60L 10.084 1.196 Bottom 3.110 Min Temp %4.200 385.782 0.026 +1.20D+1.60L 10.386 1.214 Bottom 3.110 Min Temp %4.200 385.782 0.027 +1.20D+1.60L 10.692 1.233 Bottom 3.110 Min Temp %4.200 385.782 0.028 47 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 11.002 1.251 Bottom 3.110 Min Temp %4.200 385.782 0.029 +1.20D+1.60L 11.317 1.269 Bottom 3.110 Min Temp %4.200 385.782 0.029 +1.20D+1.60L 11.635 1.287 Bottom 3.110 Min Temp %4.200 385.782 0.030 +1.20D+1.60L 11.958 1.305 Bottom 3.110 Min Temp %4.200 385.782 0.031 +1.20D+1.60L 12.285 1.323 Bottom 3.110 Min Temp %4.200 385.782 0.032 +1.20D+1.60L 12.617 1.341 Bottom 3.110 Min Temp %4.200 385.782 0.033 +1.20D+1.60L 12.952 1.359 Bottom 3.110 Min Temp %4.200 385.782 0.034 +1.20D+1.60L 13.292 1.378 Bottom 3.110 Min Temp %4.200 385.782 0.034 +1.20D+1.60L 13.636 1.396 Bottom 3.110 Min Temp %4.200 385.782 0.035 +1.20D+1.60L 13.984 1.414 Bottom 3.110 Min Temp %4.200 385.782 0.036 +1.20D+1.60L 14.337 1.432 Bottom 3.110 Min Temp %4.200 385.782 0.037 +1.20D+1.60L 14.693 1.450 Bottom 3.110 Min Temp %4.200 385.782 0.038 +1.20D+1.60L 15.054 1.468 Bottom 3.110 Min Temp %4.200 385.782 0.039 +1.20D+1.60L 15.419 1.486 Bottom 3.110 Min Temp %4.200 385.782 0.040 +1.20D+1.60L 15.788 1.504 Bottom 3.110 Min Temp %4.200 385.782 0.041 +1.20D+1.60L 16.161 1.523 Bottom 3.110 Min Temp %4.200 385.782 0.042 +1.20D+1.60L 16.538 1.541 Bottom 3.110 Min Temp %4.200 385.782 0.043 +1.20D+1.60L 16.919 1.559 Bottom 3.110 Min Temp %4.200 385.782 0.044 +1.20D+1.60L 17.305 1.577 Bottom 3.110 Min Temp %4.200 385.782 0.045 +1.20D+1.60L 17.694 1.595 Bottom 3.110 Min Temp %4.200 385.782 0.046 +1.20D+1.60L 18.088 1.613 Bottom 3.110 Min Temp %4.200 385.782 0.047 +1.20D+1.60L 18.485 1.631 Bottom 3.110 Min Temp %4.200 385.782 0.048 +1.20D+1.60L 18.887 1.649 Bottom 3.110 Min Temp %4.200 385.782 0.049 +1.20D+1.60L 19.293 1.668 Bottom 3.110 Min Temp %4.200 385.782 0.050 +1.20D+1.60L 19.703 1.686 Bottom 3.110 Min Temp %4.200 385.782 0.051 +1.20D+1.60L 20.117 1.704 Bottom 3.110 Min Temp %4.200 385.782 0.052 +1.20D+1.60L 20.535 1.722 Bottom 3.110 Min Temp %4.200 385.782 0.053 +1.20D+1.60L 20.957 1.740 Bottom 3.110 Min Temp %4.200 385.782 0.054 +1.20D+1.60L 21.383 1.758 Bottom 3.110 Min Temp %4.200 385.782 0.055 +1.20D+1.60L 21.813 1.776 Bottom 3.110 Min Temp %4.200 385.782 0.057 +1.20D+1.60L 22.247 1.794 Bottom 3.110 Min Temp %4.200 385.782 0.058 +1.20D+1.60L 22.685 1.813 Bottom 3.110 Min Temp %4.200 385.782 0.059 +1.20D+1.60L 23.127 1.831 Bottom 3.110 Min Temp %4.200 385.782 0.060 +1.20D+1.60L 23.573 1.849 Bottom 3.110 Min Temp %4.200 385.782 0.061 +1.20D+1.60L 24.023 1.867 Bottom 3.110 Min Temp %4.200 385.782 0.062 +1.20D+1.60L 24.477 1.885 Bottom 3.110 Min Temp %4.200 385.782 0.063 +1.20D+1.60L 24.935 1.903 Bottom 3.110 Min Temp %4.200 385.782 0.065 +1.20D+1.60L 25.397 1.921 Bottom 3.110 Min Temp %4.200 385.782 0.066 +1.20D+1.60L 25.862 1.939 Bottom 3.110 Min Temp %4.200 385.782 0.067 +1.20D+1.60L 26.332 1.958 Bottom 3.110 Min Temp %4.200 385.782 0.068 +1.20D+1.60L 26.806 1.976 Bottom 3.110 Min Temp %4.200 385.782 0.069 +1.20D+1.60L 27.283 1.994 Bottom 3.110 Min Temp %4.200 385.782 0.071 +1.20D+1.60L 27.765 2.012 Bottom 3.110 Min Temp %4.200 385.782 0.072 +1.20D+1.60L 28.250 2.030 Bottom 3.110 Min Temp %4.200 385.782 0.073 +1.20D+1.60L 28.740 2.048 Bottom 3.110 Min Temp %4.200 385.782 0.074 +1.20D+1.60L 29.233 2.066 Bottom 3.110 Min Temp %4.200 385.782 0.076 +1.20D+1.60L 29.730 2.084 Bottom 3.110 Min Temp %4.200 385.782 0.077 +1.20D+1.60L 30.231 2.103 Bottom 3.110 Min Temp %4.200 385.782 0.078 +1.20D+1.60L 30.735 2.121 Bottom 3.110 Min Temp %4.200 385.782 0.080 +1.20D+1.60L 31.244 2.139 Bottom 3.110 Min Temp %4.200 385.782 0.081 +1.20D+1.60L 31.756 2.157 Bottom 3.110 Min Temp %4.200 385.782 0.082 +1.20D+1.60L 32.273 2.175 Bottom 3.110 Min Temp %4.200 385.782 0.084 +1.20D+1.60L 32.793 2.193 Bottom 3.110 Min Temp %4.200 385.782 0.085 +1.20D+1.60L 33.317 2.211 Bottom 3.110 Min Temp %4.200 385.782 0.086 +1.20D+1.60L 33.845 2.229 Bottom 3.110 Min Temp %4.200 385.782 0.088 +1.20D+1.60L 34.376 2.248 Bottom 3.110 Min Temp %4.200 385.782 0.089 +1.20D+1.60L 34.911 2.266 Bottom 3.110 Min Temp %4.200 385.782 0.090 +1.20D+1.60L 35.451 2.284 Bottom 3.110 Min Temp %4.200 385.782 0.092 +1.20D+1.60L 35.993 2.302 Bottom 3.110 Min Temp %4.200 385.782 0.093 +1.20D+1.60L 36.540 2.320 Bottom 3.110 Min Temp %4.200 385.782 0.095 +1.20D+1.60L 37.091 2.338 Bottom 3.110 Min Temp %4.200 385.782 0.096 +1.20D+1.60L 37.645 2.356 Bottom 3.110 Min Temp %4.200 385.782 0.098 +1.20D+1.60L 38.203 2.374 Bottom 3.110 Min Temp %4.200 385.782 0.099 48 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 38.764 2.393 Bottom 3.110 Min Temp %4.200 385.782 0.100 +1.20D+1.60L 39.330 2.411 Bottom 3.110 Min Temp %4.200 385.782 0.102 +1.20D+1.60L 39.899 2.429 Bottom 3.110 Min Temp %4.200 385.782 0.103 +1.20D+1.60L 40.472 2.447 Bottom 3.110 Min Temp %4.200 385.782 0.105 +1.20D+1.60L 41.048 2.465 Bottom 3.110 Min Temp %4.200 385.782 0.106 +1.20D+1.60L 41.628 2.483 Bottom 3.110 Min Temp %4.200 385.782 0.108 +1.20D+1.60L 42.212 2.501 Bottom 3.110 Min Temp %4.200 385.782 0.109 +1.20D+1.60L 42.800 2.519 Bottom 3.110 Min Temp %4.200 385.782 0.111 +1.20D+1.60L 43.391 2.538 Bottom 3.110 Min Temp %4.200 385.782 0.112 +1.20D+1.60L 43.986 2.556 Bottom 3.110 Min Temp %4.200 385.782 0.114 +1.20D+1.60L 44.585 2.574 Bottom 3.110 Min Temp %4.200 385.782 0.116 +1.20D+1.60L 45.187 2.592 Bottom 3.110 Min Temp %4.200 385.782 0.117 +1.20D+1.60L 45.793 2.610 Bottom 3.110 Min Temp %4.200 385.782 0.119 +1.20D+1.60L 46.402 2.628 Bottom 3.110 Min Temp %4.200 385.782 0.120 +1.20D+1.60L 47.015 2.646 Bottom 3.110 Min Temp %4.200 385.782 0.122 +1.20D+1.60L 47.632 2.664 Bottom 3.110 Min Temp %4.200 385.782 0.123 +1.20D+1.60L 48.252 2.683 Bottom 3.110 Min Temp %4.200 385.782 0.125 +1.20D+1.60L 48.876 2.701 Bottom 3.110 Min Temp %4.200 385.782 0.127 +1.20D+1.60L 49.504 2.719 Bottom 3.110 Min Temp %4.200 385.782 0.128 +1.20D+1.60L 50.135 2.737 Bottom 3.110 Min Temp %4.200 385.782 0.130 +1.20D+1.60L 50.769 2.755 Bottom 3.110 Min Temp %4.200 385.782 0.132 +1.20D+1.60L 51.408 2.773 Bottom 3.110 Min Temp %4.200 385.782 0.133 +1.20D+1.60L 52.049 2.791 Bottom 3.110 Min Temp %4.200 385.782 0.135 +1.20D+1.60L 52.695 2.809 Bottom 3.110 Min Temp %4.200 385.782 0.137 +1.20D+1.60L 53.344 2.828 Bottom 3.110 Min Temp %4.200 385.782 0.138 +1.20D+1.60L 53.996 2.846 Bottom 3.110 Min Temp %4.200 385.782 0.140 +1.20D+1.60L 54.652 2.864 Bottom 3.110 Min Temp %4.200 385.782 0.142 +1.20D+1.60L 55.311 2.882 Bottom 3.110 Min Temp %4.200 385.782 0.143 +1.20D+1.60L 55.974 2.900 Bottom 3.110 Min Temp %4.200 385.782 0.145 +1.20D+1.60L 56.641 2.918 Bottom 3.110 Min Temp %4.200 385.782 0.147 +1.20D+1.60L 57.311 2.936 Bottom 3.110 Min Temp %4.200 385.782 0.149 +1.20D+1.60L 57.984 2.954 Bottom 3.110 Min Temp %4.200 385.782 0.150 +1.20D+1.60L 58.577 2.973 Bottom 3.110 Min Temp %4.200 385.782 0.152 +1.20D+1.60L 58.904 2.991 Bottom 3.110 Min Temp %4.200 385.782 0.153 +1.20D+1.60L 58.958 3.009 Bottom 3.110 Min Temp %4.200 385.782 0.153 +1.20D+1.60L 58.740 3.027 Bottom 3.110 Min Temp %4.200 385.782 0.152 +1.20D+1.60L 58.255 3.045 Bottom 3.110 Min Temp %4.200 385.782 0.151 +1.20D+1.60L 57.681 3.063 Bottom 3.110 Min Temp %4.200 385.782 0.150 +1.20D+1.60L 57.110 3.081 Bottom 3.110 Min Temp %4.200 385.782 0.148 +1.20D+1.60L 56.543 3.099 Bottom 3.110 Min Temp %4.200 385.782 0.147 +1.20D+1.60L 55.979 3.118 Bottom 3.110 Min Temp %4.200 385.782 0.145 +1.20D+1.60L 55.419 3.136 Bottom 3.110 Min Temp %4.200 385.782 0.144 +1.20D+1.60L 54.862 3.154 Bottom 3.110 Min Temp %4.200 385.782 0.142 +1.20D+1.60L 54.308 3.172 Bottom 3.110 Min Temp %4.200 385.782 0.141 +1.20D+1.60L 53.758 3.190 Bottom 3.110 Min Temp %4.200 385.782 0.139 +1.20D+1.60L 53.211 3.208 Bottom 3.110 Min Temp %4.200 385.782 0.138 +1.20D+1.60L 52.667 3.226 Bottom 3.110 Min Temp %4.200 385.782 0.137 +1.20D+1.60L 52.127 3.244 Bottom 3.110 Min Temp %4.200 385.782 0.135 +1.20D+1.60L 51.590 3.263 Bottom 3.110 Min Temp %4.200 385.782 0.134 +1.20D+1.60L 51.057 3.281 Bottom 3.110 Min Temp %4.200 385.782 0.132 +1.20D+1.60L 50.527 3.299 Bottom 3.110 Min Temp %4.200 385.782 0.131 +1.20D+1.60L 50.000 3.317 Bottom 3.110 Min Temp %4.200 385.782 0.130 +1.20D+1.60L 49.476 3.335 Bottom 3.110 Min Temp %4.200 385.782 0.128 +1.20D+1.60L 48.956 3.353 Bottom 3.110 Min Temp %4.200 385.782 0.127 +1.20D+1.60L 48.439 3.371 Bottom 3.110 Min Temp %4.200 385.782 0.126 +1.20D+1.60L 47.926 3.389 Bottom 3.110 Min Temp %4.200 385.782 0.124 +1.20D+1.60L 47.415 3.408 Bottom 3.110 Min Temp %4.200 385.782 0.123 +1.20D+1.60L 46.908 3.426 Bottom 3.110 Min Temp %4.200 385.782 0.122 +1.20D+1.60L 46.404 3.444 Bottom 3.110 Min Temp %4.200 385.782 0.120 +1.20D+1.60L 45.904 3.462 Bottom 3.110 Min Temp %4.200 385.782 0.119 +1.20D+1.60L 45.406 3.480 Bottom 3.110 Min Temp %4.200 385.782 0.118 +1.20D+1.60L 44.912 3.498 Bottom 3.110 Min Temp %4.200 385.782 0.116 +1.20D+1.60L 44.421 3.516 Bottom 3.110 Min Temp %4.200 385.782 0.115 49 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 43.934 3.534 Bottom 3.110 Min Temp %4.200 385.782 0.114 +1.20D+1.60L 43.449 3.553 Bottom 3.110 Min Temp %4.200 385.782 0.113 +1.20D+1.60L 42.968 3.571 Bottom 3.110 Min Temp %4.200 385.782 0.111 +1.20D+1.60L 42.490 3.589 Bottom 3.110 Min Temp %4.200 385.782 0.110 +1.20D+1.60L 42.015 3.607 Bottom 3.110 Min Temp %4.200 385.782 0.109 +1.20D+1.60L 41.543 3.625 Bottom 3.110 Min Temp %4.200 385.782 0.108 +1.20D+1.60L 41.075 3.643 Bottom 3.110 Min Temp %4.200 385.782 0.106 +1.20D+1.60L 40.610 3.661 Bottom 3.110 Min Temp %4.200 385.782 0.105 +1.20D+1.60L 40.147 3.679 Bottom 3.110 Min Temp %4.200 385.782 0.104 +1.20D+1.60L 39.688 3.698 Bottom 3.110 Min Temp %4.200 385.782 0.103 +1.20D+1.60L 39.232 3.716 Bottom 3.110 Min Temp %4.200 385.782 0.102 +1.20D+1.60L 38.780 3.734 Bottom 3.110 Min Temp %4.200 385.782 0.101 +1.20D+1.60L 38.330 3.752 Bottom 3.110 Min Temp %4.200 385.782 0.099 +1.20D+1.60L 37.883 3.770 Bottom 3.110 Min Temp %4.200 385.782 0.098 +1.20D+1.60L 37.440 3.788 Bottom 3.110 Min Temp %4.200 385.782 0.097 +1.20D+1.60L 37.000 3.806 Bottom 3.110 Min Temp %4.200 385.782 0.096 +1.20D+1.60L 36.562 3.824 Bottom 3.110 Min Temp %4.200 385.782 0.095 +1.20D+1.60L 36.128 3.843 Bottom 3.110 Min Temp %4.200 385.782 0.094 +1.20D+1.60L 35.697 3.861 Bottom 3.110 Min Temp %4.200 385.782 0.093 +1.20D+1.60L 35.269 3.879 Bottom 3.110 Min Temp %4.200 385.782 0.091 +1.20D+1.60L 34.844 3.897 Bottom 3.110 Min Temp %4.200 385.782 0.090 +1.20D+1.60L 34.422 3.915 Bottom 3.110 Min Temp %4.200 385.782 0.089 +1.20D+1.60L 34.003 3.933 Bottom 3.110 Min Temp %4.200 385.782 0.088 +1.20D+1.60L 33.587 3.951 Bottom 3.110 Min Temp %4.200 385.782 0.087 +1.20D+1.60L 33.175 3.969 Bottom 3.110 Min Temp %4.200 385.782 0.086 +1.20D+1.60L 32.765 3.988 Bottom 3.110 Min Temp %4.200 385.782 0.085 +1.20D+1.60L 32.358 4.006 Bottom 3.110 Min Temp %4.200 385.782 0.084 +1.20D+1.60L 31.954 4.024 Bottom 3.110 Min Temp %4.200 385.782 0.083 +1.20D+1.60L 31.553 4.042 Bottom 3.110 Min Temp %4.200 385.782 0.082 +1.20D+1.60L 31.155 4.060 Bottom 3.110 Min Temp %4.200 385.782 0.081 +1.20D+1.60L 30.760 4.078 Bottom 3.110 Min Temp %4.200 385.782 0.080 +1.20D+1.60L 30.369 4.096 Bottom 3.110 Min Temp %4.200 385.782 0.079 +1.20D+1.60L 29.980 4.114 Bottom 3.110 Min Temp %4.200 385.782 0.078 +1.20D+1.60L 29.594 4.133 Bottom 3.110 Min Temp %4.200 385.782 0.077 +1.20D+1.60L 29.211 4.151 Bottom 3.110 Min Temp %4.200 385.782 0.076 +1.20D+1.60L 28.830 4.169 Bottom 3.110 Min Temp %4.200 385.782 0.075 +1.20D+1.60L 28.453 4.187 Bottom 3.110 Min Temp %4.200 385.782 0.074 +1.20D+1.60L 28.079 4.205 Bottom 3.110 Min Temp %4.200 385.782 0.073 +1.20D+1.60L 27.707 4.223 Bottom 3.110 Min Temp %4.200 385.782 0.072 +1.20D+1.60L 27.339 4.241 Bottom 3.110 Min Temp %4.200 385.782 0.071 +1.20D+1.60L 26.973 4.259 Bottom 3.110 Min Temp %4.200 385.782 0.070 +1.20D+1.60L 26.611 4.278 Bottom 3.110 Min Temp %4.200 385.782 0.069 +1.20D+1.60L 26.251 4.296 Bottom 3.110 Min Temp %4.200 385.782 0.068 +1.20D+1.60L 25.894 4.314 Bottom 3.110 Min Temp %4.200 385.782 0.067 +1.20D+1.60L 25.540 4.332 Bottom 3.110 Min Temp %4.200 385.782 0.066 +1.20D+1.60L 25.188 4.350 Bottom 3.110 Min Temp %4.200 385.782 0.065 +1.20D+1.60L 24.840 4.368 Bottom 3.110 Min Temp %4.200 385.782 0.064 +1.20D+1.60L 24.494 4.386 Bottom 3.110 Min Temp %4.200 385.782 0.063 +1.20D+1.60L 24.152 4.404 Bottom 3.110 Min Temp %4.200 385.782 0.063 +1.20D+1.60L 23.812 4.423 Bottom 3.110 Min Temp %4.200 385.782 0.062 +1.20D+1.60L 23.475 4.441 Bottom 3.110 Min Temp %4.200 385.782 0.061 +1.20D+1.60L 23.140 4.459 Bottom 3.110 Min Temp %4.200 385.782 0.060 +1.20D+1.60L 22.809 4.477 Bottom 3.110 Min Temp %4.200 385.782 0.059 +1.20D+1.60L 22.480 4.495 Bottom 3.110 Min Temp %4.200 385.782 0.058 +1.20D+1.60L 22.154 4.513 Bottom 3.110 Min Temp %4.200 385.782 0.057 +1.20D+1.60L 21.831 4.531 Bottom 3.110 Min Temp %4.200 385.782 0.057 +1.20D+1.60L 21.510 4.549 Bottom 3.110 Min Temp %4.200 385.782 0.056 +1.20D+1.60L 21.193 4.568 Bottom 3.110 Min Temp %4.200 385.782 0.055 +1.20D+1.60L 20.878 4.586 Bottom 3.110 Min Temp %4.200 385.782 0.054 +1.20D+1.60L 20.566 4.604 Bottom 3.110 Min Temp %4.200 385.782 0.053 +1.20D+1.60L 20.256 4.622 Bottom 3.110 Min Temp %4.200 385.782 0.053 +1.20D+1.60L 19.949 4.640 Bottom 3.110 Min Temp %4.200 385.782 0.052 +1.20D+1.60L 19.645 4.658 Bottom 3.110 Min Temp %4.200 385.782 0.051 50 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 19.344 4.676 Bottom 3.110 Min Temp %4.200 385.782 0.050 +1.20D+1.60L 19.045 4.694 Bottom 3.110 Min Temp %4.200 385.782 0.049 +1.20D+1.60L 18.749 4.713 Bottom 3.110 Min Temp %4.200 385.782 0.049 +1.20D+1.60L 18.456 4.731 Bottom 3.110 Min Temp %4.200 385.782 0.048 +1.20D+1.60L 18.165 4.749 Bottom 3.110 Min Temp %4.200 385.782 0.047 +1.20D+1.60L 17.877 4.767 Bottom 3.110 Min Temp %4.200 385.782 0.046 +1.20D+1.60L 17.592 4.785 Bottom 3.110 Min Temp %4.200 385.782 0.046 +1.20D+1.60L 17.309 4.803 Bottom 3.110 Min Temp %4.200 385.782 0.045 +1.20D+1.60L 17.029 4.821 Bottom 3.110 Min Temp %4.200 385.782 0.044 +1.20D+1.60L 16.752 4.839 Bottom 3.110 Min Temp %4.200 385.782 0.043 +1.20D+1.60L 16.477 4.858 Bottom 3.110 Min Temp %4.200 385.782 0.043 +1.20D+1.60L 16.205 4.876 Bottom 3.110 Min Temp %4.200 385.782 0.042 +1.20D+1.60L 15.935 4.894 Bottom 3.110 Min Temp %4.200 385.782 0.041 +1.20D+1.60L 15.669 4.912 Bottom 3.110 Min Temp %4.200 385.782 0.041 +1.20D+1.60L 15.404 4.930 Bottom 3.110 Min Temp %4.200 385.782 0.040 +1.20D+1.60L 15.142 4.948 Bottom 3.110 Min Temp %4.200 385.782 0.039 +1.20D+1.60L 14.883 4.966 Bottom 3.110 Min Temp %4.200 385.782 0.039 +1.20D+1.60L 14.626 4.984 Bottom 3.110 Min Temp %4.200 385.782 0.038 +1.20D+1.60L 14.372 5.003 Bottom 3.110 Min Temp %4.200 385.782 0.037 +1.20D+1.60L 14.121 5.021 Bottom 3.110 Min Temp %4.200 385.782 0.037 +1.20D+1.60L 13.872 5.039 Bottom 3.110 Min Temp %4.200 385.782 0.036 +1.20D+1.60L 13.625 5.057 Bottom 3.110 Min Temp %4.200 385.782 0.035 +1.20D+1.60L 13.381 5.075 Bottom 3.110 Min Temp %4.200 385.782 0.035 +1.20D+1.60L 13.140 5.093 Bottom 3.110 Min Temp %4.200 385.782 0.034 +1.20D+1.60L 12.901 5.111 Bottom 3.110 Min Temp %4.200 385.782 0.033 +1.20D+1.60L 12.665 5.129 Bottom 3.110 Min Temp %4.200 385.782 0.033 +1.20D+1.60L 12.431 5.148 Bottom 3.110 Min Temp %4.200 385.782 0.032 +1.20D+1.60L 12.199 5.166 Bottom 3.110 Min Temp %4.200 385.782 0.032 +1.20D+1.60L 11.970 5.184 Bottom 3.110 Min Temp %4.200 385.782 0.031 +1.20D+1.60L 11.744 5.202 Bottom 3.110 Min Temp %4.200 385.782 0.030 +1.20D+1.60L 11.520 5.220 Bottom 3.110 Min Temp %4.200 385.782 0.030 +1.20D+1.60L 11.298 5.238 Bottom 3.110 Min Temp %4.200 385.782 0.029 +1.20D+1.60L 11.079 5.256 Bottom 3.110 Min Temp %4.200 385.782 0.029 +1.20D+1.60L 10.862 5.274 Bottom 3.110 Min Temp %4.200 385.782 0.028 +1.20D+1.60L 10.648 5.293 Bottom 3.110 Min Temp %4.200 385.782 0.028 +1.20D+1.60L 10.436 5.311 Bottom 3.110 Min Temp %4.200 385.782 0.027 +1.20D+1.60L 10.226 5.329 Bottom 3.110 Min Temp %4.200 385.782 0.027 +1.20D+1.60L 10.019 5.347 Bottom 3.110 Min Temp %4.200 385.782 0.026 +1.20D+1.60L 9.814 5.365 Bottom 3.110 Min Temp %4.200 385.782 0.025 +1.20D+1.60L 9.612 5.383 Bottom 3.110 Min Temp %4.200 385.782 0.025 +1.20D+1.60L 9.412 5.401 Bottom 3.110 Min Temp %4.200 385.782 0.024 +1.20D+1.60L 9.215 5.419 Bottom 3.110 Min Temp %4.200 385.782 0.024 +1.20D+1.60L 9.019 5.438 Bottom 3.110 Min Temp %4.200 385.782 0.023 +1.20D+1.60L 8.826 5.456 Bottom 3.110 Min Temp %4.200 385.782 0.023 +1.20D+1.60L 8.636 5.474 Bottom 3.110 Min Temp %4.200 385.782 0.022 +1.20D+1.60L 8.448 5.492 Bottom 3.110 Min Temp %4.200 385.782 0.022 +1.20D+1.60L 8.262 5.510 Bottom 3.110 Min Temp %4.200 385.782 0.021 +1.20D+1.60L 8.078 5.528 Bottom 3.110 Min Temp %4.200 385.782 0.021 +1.20D+1.60L 7.897 5.546 Bottom 3.110 Min Temp %4.200 385.782 0.020 +1.20D+1.60L 7.718 5.564 Bottom 3.110 Min Temp %4.200 385.782 0.020 +1.20D+1.60L 7.541 5.583 Bottom 3.110 Min Temp %4.200 385.782 0.020 +1.20D+1.60L 7.367 5.601 Bottom 3.110 Min Temp %4.200 385.782 0.019 +1.20D+1.60L 7.195 5.619 Bottom 3.110 Min Temp %4.200 385.782 0.019 +1.20D+1.60L 7.025 5.637 Bottom 3.110 Min Temp %4.200 385.782 0.018 +1.20D+1.60L 6.858 5.655 Bottom 3.110 Min Temp %4.200 385.782 0.018 +1.20D+1.60L 6.692 5.673 Bottom 3.110 Min Temp %4.200 385.782 0.017 +1.20D+1.60L 6.529 5.691 Bottom 3.110 Min Temp %4.200 385.782 0.017 +1.20D+1.60L 6.368 5.709 Bottom 3.110 Min Temp %4.200 385.782 0.017 +1.20D+1.60L 6.210 5.728 Bottom 3.110 Min Temp %4.200 385.782 0.016 +1.20D+1.60L 6.053 5.746 Bottom 3.110 Min Temp %4.200 385.782 0.016 +1.20D+1.60L 5.899 5.764 Bottom 3.110 Min Temp %4.200 385.782 0.015 +1.20D+1.60L 5.747 5.782 Bottom 3.110 Min Temp %4.200 385.782 0.015 +1.20D+1.60L 5.597 5.800 Bottom 3.110 Min Temp %4.200 385.782 0.015 51 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 5.450 5.818 Bottom 3.110 Min Temp %4.200 385.782 0.014 +1.20D+1.60L 5.304 5.836 Bottom 3.110 Min Temp %4.200 385.782 0.014 +1.20D+1.60L 5.161 5.854 Bottom 3.110 Min Temp %4.200 385.782 0.013 +1.20D+1.60L 5.020 5.873 Bottom 3.110 Min Temp %4.200 385.782 0.013 +1.20D+1.60L 4.881 5.891 Bottom 3.110 Min Temp %4.200 385.782 0.013 +1.20D+1.60L 4.744 5.909 Bottom 3.110 Min Temp %4.200 385.782 0.012 +1.20D+1.60L 4.610 5.927 Bottom 3.110 Min Temp %4.200 385.782 0.012 +1.20D+1.60L 4.477 5.945 Bottom 3.110 Min Temp %4.200 385.782 0.012 +1.20D+1.60L 4.347 5.963 Bottom 3.110 Min Temp %4.200 385.782 0.011 +1.20D+1.60L 4.219 5.981 Bottom 3.110 Min Temp %4.200 385.782 0.011 +1.20D+1.60L 4.092 5.999 Bottom 3.110 Min Temp %4.200 385.782 0.011 +1.20D+1.60L 3.968 6.018 Bottom 3.110 Min Temp %4.200 385.782 0.010 +1.20D+1.60L 3.846 6.036 Bottom 3.110 Min Temp %4.200 385.782 0.010 +1.20D+1.60L 3.726 6.054 Bottom 3.110 Min Temp %4.200 385.782 0.010 +1.20D+1.60L 3.609 6.072 Bottom 3.110 Min Temp %4.200 385.782 0.009 +1.20D+1.60L 3.493 6.090 Bottom 3.110 Min Temp %4.200 385.782 0.009 +1.20D+1.60L 3.379 6.108 Bottom 3.110 Min Temp %4.200 385.782 0.009 +1.20D+1.60L 3.267 6.126 Bottom 3.110 Min Temp %4.200 385.782 0.008 +1.20D+1.60L 3.158 6.144 Bottom 3.110 Min Temp %4.200 385.782 0.008 +1.20D+1.60L 3.050 6.163 Bottom 3.110 Min Temp %4.200 385.782 0.008 +1.20D+1.60L 2.945 6.181 Bottom 3.110 Min Temp %4.200 385.782 0.008 +1.20D+1.60L 2.841 6.199 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 2.739 6.217 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 2.640 6.235 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 2.542 6.253 Bottom 3.110 Min Temp %4.200 385.782 0.007 +1.20D+1.60L 2.447 6.271 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.353 6.289 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.261 6.308 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.172 6.326 Bottom 3.110 Min Temp %4.200 385.782 0.006 +1.20D+1.60L 2.084 6.344 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 1.998 6.362 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 1.914 6.380 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 1.832 6.398 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 1.752 6.416 Bottom 3.110 Min Temp %4.200 385.782 0.005 +1.20D+1.60L 1.674 6.434 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.598 6.453 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.524 6.471 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.451 6.489 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.381 6.507 Bottom 3.110 Min Temp %4.200 385.782 0.004 +1.20D+1.60L 1.312 6.525 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.245 6.543 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.180 6.561 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.117 6.579 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 1.056 6.598 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 0.996 6.616 Bottom 3.110 Min Temp %4.200 385.782 0.003 +1.20D+1.60L 0.938 6.634 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.882 6.652 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.828 6.670 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.776 6.688 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.726 6.706 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.677 6.724 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.630 6.743 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.585 6.761 Bottom 3.110 Min Temp %4.200 385.782 0.002 +1.20D+1.60L 0.541 6.779 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.500 6.797 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.460 6.815 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.421 6.833 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.385 6.851 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.350 6.869 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.317 6.888 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.286 6.906 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.256 6.924 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.228 6.942 Bottom 3.110 Min Temp %4.200 385.782 0.001 52 of 81 210 W 19th St 4/14/2025 Combined Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F2 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: As Req'd Z-Axis Footing Flexure - Maximum Values for Load Combination TensionDistance Actual As Mu / PhiMn (in^2)(ft-k)(ft-k)(ft)(in^2) byMufrom left Side Governed Phi*MnLoad Combination... +1.20D+1.60L 0.202 6.960 Bottom 3.110 Min Temp %4.200 385.782 0.001 +1.20D+1.60L 0.177 6.978 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.154 6.996 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.132 7.014 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.113 7.033 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.094 7.051 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.078 7.069 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.063 7.087 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.050 7.105 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.038 7.123 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.028 7.141 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.019 7.159 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.012 7.178 Bottom 3.110 Min Temp %4.200 385.782 0.000 +1.20D+1.60L 0.000 7.196 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 7.214 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 7.232 0 0.000 0 0.000 0.000 0.000 +1.20D+1.60L 0.000 7.250 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear vu @ Col #1Load Combination...Phi Vn vu @ Col #2 vu @ Col #1 vu @ Col #2Phi Vn +1.40D 88.74 5.40 5.40 11.50 11.66 psi177.48 psi psipsipsipsi +1.20D+1.60L 88.74 17.15 17.15 36.59 37.09 psi177.48 psi psipsipsipsi +1.20D+0.50L 88.74 8.54 8.54 18.21 18.46 psi177.48 psi psipsipsipsi +1.20D 88.74 4.62 4.62 9.86 10.00 psi177.48 psi psipsipsipsi +1.20D+0.50L+E 88.74 6.93 6.93 17.97 18.18 psi177.48 psi psipsipsipsi +0.90D 88.74 3.47 3.47 7.40 7.50 psi177.48 psi psipsipsipsi +0.90D+E 88.74 2.73 1.99 7.16 7.21 psi177.48 psi psipsipsipsi 53 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F3 Project File: 201 W 19th St.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 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 6.0 ft Length parallel to Z-Z Axis = 6.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 7 Number of Bars = 7 Bars parallel to Z-Z Axis Reinforcing Bar Size =7 Number of Bars =7 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 13.940 40.380 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 54 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F3 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8995 Soil Bearing 1.799 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1581 Z Flexure (+X)10.167 k-ft/ft 64.297 k-ft/ft +1.20D+1.60L PASS 0.1581 Z Flexure (-X)10.167 k-ft/ft 64.297 k-ft/ft +1.20D+1.60L PASS 0.1581 X Flexure (+Z)10.167 k-ft/ft 64.297 k-ft/ft +1.20D+1.60L PASS 0.1581 X Flexure (-Z)10.167 k-ft/ft 64.297 k-ft/ft +1.20D+1.60L PASS 0.1273 1-way Shear (+X)11.297 psi 88.741 psi +1.20D+1.60L PASS 0.1273 1-way Shear (-X)11.297 psi 88.741 psi +1.20D+1.60L PASS 0.1273 1-way Shear (+Z)11.297 psi 88.741 psi +1.20D+1.60L PASS 0.1273 1-way Shear (-Z)11.297 psi 88.741 psi +1.20D+1.60L PASS 0.2364 2-way Punching 41.959 psi 177.482 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.6772 0.6772 n/a 0.3390.0n/a X-X, +D+L 2.0 n/a1.799 1.799 n/a 0.9000.0n/a X-X, +D+0.750L 2.0 n/a1.518 1.518 n/a 0.7590.0n/a X-X, +0.60D 2.0 n/a0.4063 0.4063 n/a 0.2030.0n/a Z-Z, D Only 2.0 0.6772n/a n/a 0.6772 0.339n/a0.0 Z-Z, +D+L 2.0 1.799n/a n/a 1.799 0.900n/a0.0 Z-Z, +D+0.750L 2.0 1.518n/a n/a 1.518 0.759n/a0.0 Z-Z, +0.60D 2.0 0.4063n/a n/a 0.4063 0.203n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 2.440 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.40D 2.440 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.20D+1.60L 10.167 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.20D+1.60L 10.167 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.20D+0.50L 4.615 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.20D+0.50L 4.615 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.20D 2.091 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.20D 2.091 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.410D+0.50L 4.981 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +1.410D+0.50L 4.981 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +0.90D 1.568 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +0.90D 1.568 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +0.6896D 1.202 +Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK X-X, +0.6896D 1.202 -Z Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.40D 2.440 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.40D 2.440 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.20D+1.60L 10.167 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK 55 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F3 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D+1.60L 10.167 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.20D+0.50L 4.615 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.20D+0.50L 4.615 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.20D 2.091 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.20D 2.091 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.410D+0.50L 4.981 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +1.410D+0.50L 4.981 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +0.90D 1.568 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +0.90D 1.568 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +0.6896D 1.202 -X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK Z-Z, +0.6896D 1.202 +X Bottom 0.5184 ACI 7.6.1.1 0.70 64.297 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.71 2.71 2.71 88.74 0.03psipsipsipsi OK +1.20D+1.60L 11.30 11.30 11.30 88.74 0.13psipsipsipsi OK +1.20D+0.50L 5.13 5.13 5.13 88.74 0.06psipsipsipsi OK +1.20D 2.32 2.32 2.32 88.74 0.03psipsipsipsi OK +1.410D+0.50L 5.54 5.54 5.54 88.74 0.06psipsipsipsi OK +0.90D 1.74 1.74 1.74 88.74 0.02psipsipsipsi OK +0.6896D 1.34 1.34 1.34 88.74 0.02psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 2.71 2.71 2.71 88.74 0.03psipsipsipsi OK +1.20D+1.60L 11.30 11.30 11.30 88.74 0.13psipsipsipsi OK +1.20D+0.50L 5.13 5.13 5.13 88.74 0.06psipsipsipsi OK +1.20D 2.32 2.32 2.32 88.74 0.03psipsipsipsi OK +1.410D+0.50L 5.54 5.54 5.54 88.74 0.06psipsipsipsi OK +0.90D 1.74 1.74 1.74 88.74 0.02psipsipsipsi OK +0.6896D 1.34 1.34 1.34 88.74 0.02psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 10.07 177.48 0.05673 OKpsipsi +1.20D+1.60L 41.96 177.48 0.2364 OKpsipsi +1.20D+0.50L 19.05 177.48 0.1073 OKpsipsi +1.20D 8.63 177.48 0.04862 OKpsipsi +1.410D+0.50L 20.56 177.48 0.1158 OKpsipsi +0.90D 6.47 177.48 0.03647 OKpsipsi +0.6896D 4.96 177.48 0.02794 OKpsipsi 56 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F4 Project File: 201 W 19th St.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 2.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 5.0 ft Length parallel to Z-Z Axis = 5.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6 Number of Bars = 6 Bars parallel to Z-Z Axis Reinforcing Bar Size =6 Number of Bars =6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 10.270 21.680 5.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 57 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F4 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7840 Soil Bearing 1.568 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1203 Z Flexure (+X)5.877 k-ft/ft 48.842 k-ft/ft +1.20D+1.60L PASS 0.1203 Z Flexure (-X)5.877 k-ft/ft 48.842 k-ft/ft +1.20D+1.60L PASS 0.1203 X Flexure (+Z)5.877 k-ft/ft 48.842 k-ft/ft +1.20D+1.60L PASS 0.1203 X Flexure (-Z)5.877 k-ft/ft 48.842 k-ft/ft +1.20D+1.60L PASS 0.06307 1-way Shear (+X)5.597 psi 88.741 psi +1.20D+1.60L PASS 0.06307 1-way Shear (-X)5.597 psi 88.741 psi +1.20D+1.60L PASS 0.06307 1-way Shear (+Z)5.597 psi 88.741 psi +1.20D+1.60L PASS 0.06307 1-way Shear (-Z)5.597 psi 88.741 psi +1.20D+1.60L PASS 0.1318 2-way Punching 23.386 psi 177.482 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.7008 0.7008 n/a 0.3500.0n/a X-X, +D+L 2.0 n/a1.568 1.568 n/a 0.7840.0n/a X-X, +D+0.750L 2.0 n/a1.351 1.351 n/a 0.6760.0n/a X-X, +D+0.70E 2.0 n/a0.8548 0.8548 n/a 0.4270.0n/a X-X, +D+0.750L+0.5250E 2.0 n/a1.467 1.467 n/a 0.7340.0n/a X-X, +0.60D 2.0 n/a0.4205 0.4205 n/a 0.2100.0n/a X-X, +0.60D+0.70E 2.0 n/a0.5745 0.5745 n/a 0.2870.0n/a Z-Z, D Only 2.0 0.7008n/a n/a 0.7008 0.350n/a0.0 Z-Z, +D+L 2.0 1.568n/a n/a 1.568 0.784n/a0.0 Z-Z, +D+0.750L 2.0 1.351n/a n/a 1.351 0.676n/a0.0 Z-Z, +D+0.70E 2.0 0.8548n/a n/a 0.8548 0.427n/a0.0 Z-Z, +D+0.750L+0.5250E 2.0 1.467n/a n/a 1.467 0.734n/a0.0 Z-Z, +0.60D 2.0 0.4205n/a n/a 0.4205 0.210n/a0.0 Z-Z, +0.60D+0.70E 2.0 0.5745n/a n/a 0.5745 0.287n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 1.797 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.40D 1.797 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D+1.60L 5.877 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D+1.60L 5.877 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D+0.50L 2.896 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D+0.50L 2.896 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D 1.541 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D 1.541 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D+0.50L+E 3.583 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +1.20D+0.50L+E 3.583 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +0.90D 1.155 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK 58 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F4 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +0.90D 1.155 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +0.90D+E 1.843 +Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK X-X, +0.90D+E 1.843 -Z Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.40D 1.797 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.40D 1.797 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D+1.60L 5.877 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D+1.60L 5.877 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D+0.50L 2.896 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D+0.50L 2.896 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D 1.541 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D 1.541 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D+0.50L+E 3.583 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +1.20D+0.50L+E 3.583 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +0.90D 1.155 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +0.90D 1.155 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +0.90D+E 1.843 -X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK Z-Z, +0.90D+E 1.843 +X Bottom 0.5184 ACI 7.6.1.1 0.5280 48.842 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 1.71 1.71 1.71 88.74 0.02psipsipsipsi OK +1.20D+1.60L 5.60 5.60 5.60 88.74 0.06psipsipsipsi OK +1.20D+0.50L 2.76 2.76 2.76 88.74 0.03psipsipsipsi OK +1.20D 1.47 1.47 1.47 88.74 0.02psipsipsipsi OK +1.20D+0.50L+E 3.41 3.41 3.41 88.74 0.04psipsipsipsi OK +0.90D 1.10 1.10 1.10 88.74 0.01psipsipsipsi OK +0.90D+E 1.76 1.76 1.76 88.74 0.02psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 1.71 1.71 1.71 88.74 0.02psipsipsipsi OK +1.20D+1.60L 5.60 5.60 5.60 88.74 0.06psipsipsipsi OK +1.20D+0.50L 2.76 2.76 2.76 88.74 0.03psipsipsipsi OK +1.20D 1.47 1.47 1.47 88.74 0.02psipsipsipsi OK +1.20D+0.50L+E 3.41 3.41 3.41 88.74 0.04psipsipsipsi OK +0.90D 1.10 1.10 1.10 88.74 0.01psipsipsipsi OK +0.90D+E 1.76 1.76 1.76 88.74 0.02psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 7.15 177.48 0.0403 OKpsipsi +1.20D+1.60L 23.39 177.48 0.1318 OKpsipsi +1.20D+0.50L 11.52 177.48 0.06492 OKpsipsi +1.20D 6.13 177.48 0.03454 OKpsipsi +1.20D+0.50L+E 14.26 177.48 0.08034 OKpsipsi +0.90D 4.60 177.48 0.02591 OKpsipsi +0.90D+E 7.33 177.48 0.04132 OKpsipsi 59 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F5 Project File: 201 W 19th St.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 2.667 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =6 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.0450 0.120 0.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 60 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F5 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.1242 Soil Bearing 0.3313 ksf 2.667 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.000383 Z Flexure (+X)0.03075 k-ft/ft 80.232 k-ft/ft +1.20D+1.60L PASS 0.000383 Z Flexure (-X)0.03075 k-ft/ft 80.232 k-ft/ft +1.20D+1.60L PASS 0.000383 X Flexure (+Z)0.03075 k-ft/ft 80.232 k-ft/ft +1.20D+1.60L PASS 0.000383 X Flexure (-Z)0.03075 k-ft/ft 80.232 k-ft/ft +1.20D+1.60L PASS n/a 1-way Shear (+X)0.0 psi 88.741 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 88.741 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 88.741 psi n/a PASS n/a 2-way Punching 0.03146 psi 88.741 psi +1.20D+1.60L Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.667 n/a0.3013 0.3013 n/a 0.1130.0n/a X-X, +D+L 2.667 n/a0.3313 0.3313 n/a 0.1240.0n/a X-X, +D+0.750L 2.667 n/a0.3238 0.3238 n/a 0.1210.0n/a X-X, +0.60D 2.667 n/a0.1808 0.1808 n/a 0.0680.0n/a Z-Z, D Only 2.667 0.3013n/a n/a 0.3013 0.113n/a0.0 Z-Z, +D+L 2.667 0.3313n/a n/a 0.3313 0.124n/a0.0 Z-Z, +D+0.750L 2.667 0.3238n/a n/a 0.3238 0.121n/a0.0 Z-Z, +0.60D 2.667 0.1808n/a n/a 0.1808 0.068n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.007875 +Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.40D 0.007875 -Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.20D+1.60L 0.03075 +Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.20D+1.60L 0.03075 -Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.20D+0.50L 0.01425 +Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.20D+0.50L 0.01425 -Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.20D 0.006750 +Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +1.20D 0.006750 -Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +0.90D 0.005063 +Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK X-X, +0.90D 0.005063 -Z Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.40D 0.007875 -X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.40D 0.007875 +X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.20D+1.60L 0.03075 -X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.20D+1.60L 0.03075 +X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.20D+0.50L 0.01425 -X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.20D+0.50L 0.01425 +X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +1.20D 0.006750 -X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK 61 of 81 210 W 19th St 4/14/2025 General Footing LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:F5 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn Z-Z, +1.20D 0.006750 +X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +0.90D 0.005063 -X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK Z-Z, +0.90D 0.005063 +X Bottom 0.5184 ACI 7.6.1.1 0.880 80.232 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +1.20D+1.60L 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +1.20D+0.50L 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +1.20D 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +0.90D 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +1.20D+1.60L 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +1.20D+0.50L 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +1.20D 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK +0.90D 0.00 0.00 0.00 88.74 0.00psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 0.01 177.48 4.5e-05 OKpsipsi +1.20D+1.60L 0.03 177.48 0.000177 OKpsipsi +1.20D+0.50L 0.01 177.48 8.2e-05 OKpsipsi +1.20D 0.01 177.48 3.9e-05 OKpsipsi +0.90D 0.01 177.48 2.9e-05 OKpsipsi 62 of 81 210 W 19th St 4/14/2025 Continuous Foundation Lee & Lee Structural Engineeing Inc. Continuous Footing Grid 2 (Exterior) Pt Max.Pt =909 lb/ft DL R 22 psf D Tri. Length =9.67 ft.From Roof 1160 lb/ft LL R 40 psf L W 20 psf D Tri. Height =25 ft.From Wall 2nd 20 psf D Tri. Length =9.67 ft.From 2nd 2nd 80 psf L Pt lb/ft Allowable soil bearing pressure psf 1.2D+1.6L Applied (N)24" Width x 24" Depth Cont. Footingw/ 2-#5(T)&(B) CBC 2022 Chapter 1809.7 Grid A(Exterior)ft Grid E(Exterior)ft Grid 2(Exterior)ft0.55 Width req ==2947.035 =1.47 w/ 3-#5(T)&(B)1.62 ft2000 (N)15" Width x 24" Depth Cont. Footing Rebar w/ 2-#5(T)&(B) w/ 3-#5(T)&(B)1.62 Design (N)24" Width x 24" Depth Cont. Footing (N)24" Width x 24" Depth Cont. Footing Summary:Required width 63 of 81 210 W 19th St 4/14/2025 Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. Seismic Base Shear Location Lat 33.7616084 Long -117.8689459 Decimal Building Usage House Site Class D ASCE 7-16, Section 11.4.3 Response Modification Coefficient ASCE 7-16, Table 12.2-1 R =6.5 Site Specific Spectral Acceleration OSHPD seismic design map Max.Ss, S1 provided from USGS Site CoefficientsSite Coefficients S s (0.2 sec)1.314 g F a 1.2 ASCE 7-16, Table 11.4-1 S 1 (1.0 sec)0.468 g F v 1.8 ASCE 7-16, Table 11.4-2 Ajusted MCE spectral response acceleration ASCE 7-16, EQ 11.4-1,2 S MS = F a S s 1.577 S M1 = F v S 1 0.842 Design Spectral Response Acceleration Parameters ASCE 7-16, EQ 11.4-3,4 S DS = 2/3S MS 1.051 S D1 = 2/3S M1 0.562 Risk Category II CBC 2022, Table 1604.5 Importance Factor 1 ASCE 7-16, Section 11.5.1 Design Base Shear Determine the Structural Period C t =0.020 ASCE 7-16, Table 12.8-2 h n =32.5 ft x =0.75 ASCE 7-16, Table 12.8-2 T a = C t * (h n )2 0.272 sec Determine the Seismic Response Coefficient Cs On short period Occupancy Factor Use the smaller value of Value of SDS I or II III IV 0.162 SDS < 0.167 A A A 0.167 <SDS< 0.33 B B C 0.33 <SDS< 0.50 C C D 0.317 for T<TL 0.5 <SDS D D D On 1-S period Occupancy Factor C s shall not be less than 0.01 Value of SDS I or II III IV C s shall not be less than 0.5*S1/(R/I)SD1 < 0.067 A A A Design Value for Cs 0.067 <SD1< 0.133 B B C C s =0.162 0.133 <SD1< 0.20 C C D Design Base Shear 0.20 <SDS D D D V 1 = C s *W 0.162 W Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv For Allowable Stress Design >0.25 0.5 0.75 1 1.25 1.5 >0.1 0.2 0.3 0.4 0.5 0.6 V BASE = 0.7*V 1 0.113 W A 0.8 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 0.8 B 0.9 0.9 0.9 0.9 0.9 0.9 B 0.8 0.8 0.8 0.8 0.8 0.8 C 1.3 1.3 1.2 1.2 1.2 1.2 C 1.5 1.5 1.5 1.5 1.5 1.4 D 1.6 1.4 1.2 1.1 1 1 D 2.4 2.2 2 1.9 1.8 1.7 E 2.4 1.7 1.3 Section 11.4.8 E 4.2 See Section 11.4.8 F See Section 11.4.8 F See Section 11.4.8 Values of approximate period parameters Ct and x Structure type x Steel moment-resisting frames 0.8 Concrete moment-resisting frames 0.9 Eccentrically braced steel frames 0.8 All other structural systems 0.8 Seismic Design Category D CBC 2022, Chapter 1613 ASCE 7-16, Chapter 11.6 0.02 0.03 0.016 0.028 Ct     DS S1 SC = =R I     D1 S2 SC = =TR I Lateral Load 64 of 81 210 W 19th St 4/14/2025 Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. Seismic Base Shear Porch Location Lat 33.7616084 Long -117.8689459 Decimal Building Usage House Site Class D ASCE 7-16, Section 11.4.3 Response Modification Coefficient ASCE 7-16, Table 12.2-1 R =1.5 Site Specific Spectral Acceleration OSHPD seismic design map Max.Ss, S1 provided from USGS Site CoefficientsSite Coefficients S s (0.2 sec)1.314 g F a 1.2 ASCE 7-16, Table 11.4-1 S 1 (1.0 sec)0.468 g F v 1.8 ASCE 7-16, Table 11.4-2 Ajusted MCE spectral response acceleration ASCE 7-16, EQ 11.4-1,2 S MS = F a S s 1.577 S M1 = F v S 1 0.842 Design Spectral Response Acceleration Parameters ASCE 7-16, EQ 11.4-3,4 S DS = 2/3S MS 1.051 S D1 = 2/3S M1 0.562 Risk Category II CBC 2022, Table 1604.5 Importance Factor 1 ASCE 7-16, Section 11.5.1 Design Base Shear Determine the Structural Period C t =0.020 ASCE 7-16, Table 12.8-2 h n =10.3 ft x =0.75 ASCE 7-16, Table 12.8-2 T a = C t * (h n )2 0.115 sec Determine the Seismic Response Coefficient Cs On short period Occupancy Factor Use the smaller value of Value of SDS I or II III IV 0.701 SDS < 0.167 A A A 0.167 <SDS< 0.33 B B C 0.33 <SDS< 0.50 C C D 3.249 for T<TL 0.5 <SDS D D D On 1-S period Occupancy Factor C s shall not be less than 0.01 Value of SDS I or II III IV C s shall not be less than 0.5*S1/(R/I)SD1 < 0.067 A A A Design Value for Cs 0.067 <SD1< 0.133 B B C C s =0.701 0.133 <SD1< 0.20 C C D Design Base Shear 0.20 <SDS D D D V 1 = C s *W 0.701 W Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv For Allowable Stress Design >0.25 0.5 0.75 1 1.25 1.5 >0.1 0.2 0.3 0.4 0.5 0.6 V BASE = 0.7*V 1 0.491 W A 0.8 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 0.8 B 0.9 0.9 0.9 0.9 0.9 0.9 B 0.8 0.8 0.8 0.8 0.8 0.8 C 1.3 1.3 1.2 1.2 1.2 1.2 C 1.5 1.5 1.5 1.5 1.5 1.4 D 1.6 1.4 1.2 1.1 1 1 D 2.4 2.2 2 1.9 1.8 1.7 E 2.4 1.7 1.3 Section 11.4.8 E 4.2 See Section 11.4.8 F See Section 11.4.8 F See Section 11.4.8 Values of approximate period parameters Ct and x Structure type x Steel moment-resisting frames 0.8 Concrete moment-resisting frames 0.9 Eccentrically braced steel frames 0.8 All other structural systems 0.8 Seismic Design Category D CBC 2022, Chapter 1613 ASCE 7-16, Chapter 11.6 0.02 Ct 0.028 0.016 0.03     DS S1 SC = =R I     D1 S2 SC = =TR I Lateral Load 65 of 81 210 W 19th St 4/14/2025 Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. Seismic Demands on Non-Structural components Location Lat 33.7616084 Long -117.8689459 Site Class D Site Specific Spectral Acceleration SEACO seismic design map Max.Ss, S1 provided from USGS Site Coefficients S s (0.2 sec)1.314 g F a 1.2 ASCE 7-16, Table 11.4-1 S 1 (1.0 sec)0.468 g F v 1.8 ASCE 7-16, Table 11.4-2 Ajusted MCE spectral response acceleration ASCE 7-16, EQ 11.4-1,2 S MS = F a S s 1.577 S M1 = F v S 1 0.842 Design Spectral Response Acceleration Parameters ASCE 7-16, EQ 11.4-3 S DS = 2/3S MS 1.051 S D1 = 2/3S M1 0.562 Seismic design force ASCE 7-16, Section 13.3.1 The concentrated force applied at F pa = 0.4a p S DS I p (1+2z/h)W p /R p ASCE 7-16, EQ 13.3-1 =227.06 <1.6S DS I p W p =756.86 ASCE 7-16, EQ 13.3-2 >0.3S DS I p W p =141.91 ASCE 7-16, EQ 13.3-3 where, F pa =227.06 Seismic design force S DS =1.051 spectral acceleration a p =1.0 component amplification factor I p =1.0 component importance factor W p =450 lb component operating weight R p =2.5 component response modification factor h =9.7 average roof height z =9.7 height in structure point of attachement For Allowable Stress Design Table 11.4-1 Site Coefficient, Fa Table 11.4-2 Site Coefficient, Fv V BASE = 0.7*F pa 158.94 >0.25 0.5 0.75 1 1.25 <>0.1 0.2 0.3 0.4 0.5 < A 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 B 1 1 1 1 1 B 1 1 1 1 1 C 1.2 1.2 1.1 1 1 C 1.7 1.6 1.5 1.4 1.3 D 1.6 1.4 1.2 1.1 1 D 2.4 2 1.8 1.6 1.5 E 2.5 1.7 1.2 0.9 0.9 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 F See Section 11.4.7 Lateral Load 66 of 81 210 W 19th St 4/14/2025 Design Load (Seismic Load)Lee & Lee Structural Engineering Inc.2 USGS Seimic Hazard Map Lateral Load 67 of 81 210 W 19th St 4/14/2025 Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. Vertical Distribution of Seismic Force ASCE 7-16, Section 12.8.3 F x =C vx V ASCE 7-16, EQ. 12.8-11 ASCE 7-16, EQ. 12.8-12 C vx vertical distribution factor V total design lateral force or shear at the base of the structure w i and w x the portion of the total effective seismic weight of the structure(W) located Level i and x h i and h x the height from the base to Level i and x k an exponent related to the structure period 1 B.1 for Ta is less than 0.5 sec 2 for Ta is more than 2.5 sec k=1+(Ta-0.5)/2 for Ta between 0.5 and 2.5 sec k = V =W =Strength Design W =ASD ρ V =W = Redundancy Factor ρ for Seismic Design Categories D through F ASCE 7-16, Section 12.3.4.2 For structures assigned to Seismic Design Category D, E, or F, ρ shall equal 1.3 2nd Floor (Plan N-S Direction)unless one of the following two conditions is met, whereby ρ is permitted to be taken as 1.0 a)Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table 12.3-3. b)Structures that are regular in plan at all levels provided that the seismic force-resisting systems51 consist of at least two bays of seismic force-resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35% of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for lightframed construction. ρ =1.3 0.38 35.3 21.9 13.40 21.86 38.75 27.12 (kips) 27.42 F x 99.83 ft 2 w x h x k 0.62 Σw i h i k (kips) 0.162 3993 35 0.113 0.147 35.26 Area DL 1677139.76 27.4 12.0 253993 h x ,ind h x khx,accum (ft) 12 Accu. F xwxhx kwx 12 2737 psf 5.48 3.35 Level x (ft) 2nd Roof (psf) 15.42 1.04414239.6 1.000 (kips) 8.83  k x x vx n k i i i=1 w hC = w h Vertical Distribution 68 of 81 210 W 19th St 4/14/2025 Design Load (Seismic Load)Lee & Lee Structural Engineering Inc. Vertical Distribution of Seismic Force Porch ASCE 7-16, Section 12.8.3 F x =C vx V ASCE 7-16, EQ. 12.8-11 ASCE 7-16, EQ. 12.8-12 C vx vertical distribution factor V total design lateral force or shear at the base of the structure w i and w x the portion of the total effective seismic weight of the structure(W) located Level i and x h i and h x the height from the base to Level i and x k an exponent related to the structure period 1 B.1 for Ta is less than 0.5 sec 2 for Ta is more than 2.5 sec k=1+(Ta-0.5)/2 for Ta between 0.5 and 2.5 sec k = V =W =Strength Design W =ASD ρ V =W = Redundancy Factor ρ for Seismic Design Categories D through F ASCE 7-16, Section 12.3.4.2 For structures assigned to Seismic Design Category D, E, or F, ρ shall equal 1.3 2nd Floor (Plan N-S Direction)unless one of the following two conditions is met, whereby ρ is permitted to be taken as 1.0 a)Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table 12.3-3. b)Structures that are regular in plan at all levels provided that the seismic force-resisting systems51 consist of at least two bays of seismic force-resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35% of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for lightframed construction. ρ =1 1.000 0.491 0.91 0.491 0.91 0.491 0.91 Level x h x ,ind h x,accum h x k Area DL w x w x h x k w x h x k F x Accu. F x (ft)(ft)ft 2 (psf)(kips)Σw i h i k (kips)(kips)psf Roof 10.3 10.3 10.3 185 10 1.85 19 1.00 0.91 0.9 4.91 (Porch) 1.9 19 1.0 4.91  k x x vx n k i i i=1 w hC = w h Vertical Distribution 69 of 81 210 W 19th St 4/14/2025 Roof (Plan N-S Direction)* Note that Plan direction may not match with the actual cardimal points Grid 7 6 5 4 3B 2 GL. 7 Shear force will be accumulated to GL6 SW Seismic Load 5.48 5.48 5.48 5.48 5.48 Depth 23.00 38.75 38.75 38.75 38.75 Length 4 27 19.75 20.58 20.08 Shear force 252 252 2867 2097 2185 2132 2867 2097 2185 2132 SUM 252 Design Shear 252 3371 4964 4282 4317 2132 Diap. force 11.0 11.0 74.0 54.1 56.4 55.0 74.0 54.1 56.4 55.0 11.0 11.0 95.9 128.1 110.5 111.4 Discontinued length 22 18.83 18.83 18.83 Force to transfer 2110 2412 2081 2098 Overstrength factor = 3 6329 7236 6242 6293 D/3 D/4 D/3 D/3 Roof (Plan E-W Direction) Grid A E Seismic Load 5.48 Depth 91.5 Length 38.75 SUM Shear force 9715 9715 Design Shear 9715 9715 Diap. force 106.2 106.2 106.2 106.2 Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . La t e r a l A n a l y s i s 19318 19430 70 of 81 210 W 19th St 4/14/2025 2nd floor (Plan N-S Direction)* Note that Plan direction may not match with the actual cardimal points Grid 7 6 5 4A 4 3B 2 Seismic Load 3.35 3.35 3.35 3.35 3.35 3.35 Depth 23 38.75 38.75 38.75 38.75 38.75 Length 4 27 8.5 11.25 20.58 20.08 Shear force 154 154 1752 552 730 1336 1303 1752 552 730 1336 1303 SUM Design Shear 406 Diap. force 406 2313 7268 1282 5871 6956 3435 17.7 17.7 119.2 14.2 18.8 34.5 33.6 45.2 14.2 18.8 34.5 33.6 17.7 62.9 133.4 33.1 53.3 68.1 33.6 Discontinued length 23 11.5 18.83 18.83 18.83 Force to transfer 1446 1535 622.9 1004 1282 Overstrength factor = 3 4339 4604 1869 3012 3847 D/3 D/3 D/3 D/3 D/3 Addition 2nd floor (Plan E-W Direction) Grid A E Seismic Load 3.35 Depth 91.5 Length 38.75 Shear force 5939 5939 SUM Design Shear 15654 15654 Diap. force 64.9 64.9 64.9 64.9 La t e r a l A n a l y s i s 23690 31308 Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . 71 of 81 210 W 19th St 4/14/2025 Low Roof (Plan N-S Direction)* Note that Plan direction may not match with the actual cardimal points Grid 2 1 Seismic Load 4.91 Depth 18.83 Length 5.25 Shear force 243 243 SUM Design Shear 243 243 Moment 2245 2245 Design MPBZ66 allowable moment =3350 Low Roof (Plan E-W Direction) Grid B1 E Seismic Load 4.91 Depth 5.25 Length 18.83 Shear force 243 243 SUM Design Shear 243 243 Moment 2245 2245 Design MPBZ66 allowable moment =3350 La t e r a l A n a l y s i s 485 485 Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . 72 of 81 210 W 19th St 4/14/2025 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06016886, Build:20.23.10.02 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: WIND REPORT Basic Values 2 95.0 0.850 Exposure B Exposure B Exposure B Exposure B 97.670 38.750 32.50 Risk Category V : Basic Wind Speed per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North-South Direction (B or L) = Exposure Category per ASCE 7-16 Section 26.7 h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-16 Table 26.6-1 Horizontal Dim. in East-West Direction (B or L) =ft North :East : South :West : Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1 North :K1 =K2 =K3 =Kzt = East :K1 =K2 =K3 = West :K1 =K2 =K3 = Kzt =1.000 Kzt =1.000 User has entered building data to determine frequency and Flexibility type. Building Period & Flexibility Category 1.000 ft South :K1 =K2 =K3 =Kzt =1.000 per ASCE 7-16 Fig. 26.5-1 & 26.5-2 Building Story Data Level Description hi E : XStory Ht E : XR ft ft R ftft Building Period Calculation Building Construction Type :Steel Moment Resisting Frame Building Story Information . . . Level Story Ht North-South Lihi N-S hi * LiEast-West Li E-W hi * Li ft^2ftftft ft^2ft North-South =0.0 ftft^2 0.0 North-South =Sum hi * Li :Leffective :Sum hi =0.00.0 East-West =0.0East-West =ft^2 ft Total building height <= 300 ft - OK Total building height <= Minimum Leff - OK Building Height =0.0 ft ft North Gust Factor Calculation, Building RIGID for Wind from North direction GUST FACTOR =0.8628Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings From Table26.11-1 : C =0.300 Zmin =30.000 320.000l = eBar =0.333 ( Eq. 26.11-6 )G =0.863 Lz bar =309.993 ( Eq. 26.11-9 )Iz bar =0.305 ( Eq. 26.11-7 ) Q =0.895 ( Eq. 26.11-8 ) South Gust Factor Calculation, Building RIGID for Wind from South direction GUST FACTOR =0.8628Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings From Table26.11-1 : C =0.300 Zmin =30.000 320.000l = eBar =0.333 ( Eq. 26.11-6 )G =0.863 Lz bar =309.993 ( Eq. 26.11-9 )Iz bar =0.305 ( Eq. 26.11-7 ) Q =0.895 ( Eq. 26.11-8 ) East Gust Factor Calculation, Building RIGID for Wind from East direction GUST FACTOR =0.840Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings From Table26.11-1 : C =0.300 Zmin =30.000 320.000l = eBar =0.333 ( Eq. 26.11-6 )G =0.840 Lz bar =309.993 ( Eq. 26.11-9 )Iz bar =0.305 ( Eq. 26.11-7 ) Q =0.856 ( Eq. 26.11-8 ) 73 of 81 210 W 19th St 4/14/2025 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06016886, Build:20.23.10.02 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: West Gust Factor Calculation, Building RIGID for Wind from West direction GUST FACTOR =0.840Calculate Gust Factor per ASCE 26.11.5 for Rigid Buildings From Table26.11-1 : C =0.300 Zmin =30.000 320.000l = eBar =0.333 ( Eq. 26.11-6 )G =0.840 Lz bar =309.993 ( Eq. 26.11-9 )Iz bar =0.305 ( Eq. 26.11-7 ) Q =0.856 ( Eq. 26.11-8 ) Enclosure Check if Building Qualifies as "Open" ft^2 Roof Total ft^2 0.0 ft^2 ft^2 0.0 ft^2 North Wall South Wall East Wall West Wall ft^2Agrossft^2 ft^2 ft^2 Aopenings ft^2 ft^2 ft^2 Aopenings >= 0.8 * Agross ?Yes Yes Yes Yes Building qualifies as "Open"All four Agross values must be non-zero North Elevation : Determine Enclosure Classification per ASCE Section 26.12 Building is "Enclosed" when the North wall receives positive external pressure Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2= = Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0 Is Ao > 1.10 * Aoi ?No = Is Ao > Reference Area ?No = Is Aoi / Agi >= 0.20 ?=Yes = South Elevation : Determine Enclosure Classification per ASCE Section 26.12 Building is "Enclosed" when the South wall receives positive external pressure Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2= = Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0 Is Ao > 1.10 * Aoi ?No = Is Ao > Reference Area ?No = Is Aoi / Agi >= 0.20 ?=Yes = East Elevation : Determine Enclosure Classification per ASCE Section 26.12 Building is "Enclosed" when the East wall receives positive external pressure Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2= = Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0 Is Ao > 1.10 * Aoi ?No = Is Ao > Reference Area ?No = Is Aoi / Agi >= 0.20 ?=Yes = West Elevation : Determine Enclosure Classification per ASCE Section 26.12 Building is "Enclosed" when the West wall receives positive external pressure Reference area = smaller of 4 sq. ft. or 1% of Agross 0.0 ft^2 Aoi = Ao-total - Ao 0.0 ft^2= = Agi = Ag-total - Ag 0.0 ft^2= Aoi / Agi 0.0 Is Ao > 1.10 * Aoi ?No = Is Ao > Reference Area ?No = Is Aoi / Agi >= 0.20 ?=Yes = Velocity Pressures psf When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.10-1) : North Wall =0.7168 South Wall =0.7168 psf East Wall =0.7168 psf West Wall =0.7168 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) : North Wall =14.077 psf South Wall =14.077 psf East Wall =14.077 psf West Wall =14.077 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1 Height Above Base (ft) North Elevation East Elevation West Elevation Kz qz Kz qzKzqzKzqz South Elevation 0.575 11.290.00 0.57511.29 11.29 11.290.5750.575 0.575 11.295.00 0.57511.29 11.29 11.290.5750.575 0.575 11.2910.00 0.57511.29 11.29 11.290.5750.575 74 of 81 210 W 19th St 4/14/2025 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06016886, Build:20.23.10.02 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: 0.575 11.2915.00 0.57511.29 11.29 11.290.5750.575 0.624 12.2520.00 0.62412.25 12.25 12.250.6240.624 0.665 13.0625.00 0.66513.06 13.06 13.060.6650.665 0.701 13.7630.00 0.70113.76 13.76 13.760.7010.701 Pressure Coefficients GCpi Values when elevation receives positive external pressure 0.80 0.80 0.80 0.80 -0.70 -0.70 -0.70 -0.70 GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North South East West 0.0+/-0.0 0.0 0.0+/- Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure Windward Wall East WestSouth Leeward Wall Side Walls North +/-+/- Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -8.502 -8.502 psf psf psf 0.00 7.79 7.79 5.00 7.79 7.79 10.00 7.79 7.79 15.00 7.79 7.79 20.00 8.46 8.46 25.00 9.01 9.01 30.00 9.50 9.50 Wind Pressures when SOUTH Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -8.502 -8.502 psf psf psf 0.00 7.79 7.79 5.00 7.79 7.79 10.00 7.79 7.79 15.00 7.79 7.79 20.00 8.46 8.46 25.00 9.01 9.01 30.00 9.50 9.50 75 of 81 210 W 19th St 4/14/2025 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06016886, Build:20.23.10.02 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Wind Pressures when EAST Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -8.278 -8.278 psf psf psf 0.00 7.58 7.58 5.00 7.58 7.58 10.00 7.58 7.58 15.00 7.58 7.58 20.00 8.23 8.23 25.00 8.78 8.78 30.00 9.25 9.25 Wind Pressures when WEST Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures 0.0 0.0 Side Wall Pressures -8.278 -8.278 psf psf psf 0.00 7.58 7.58 5.00 7.58 7.58 10.00 7.58 7.58 15.00 7.58 7.58 20.00 8.23 8.23 25.00 8.78 8.78 30.00 9.25 9.25 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab. Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k) In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height Base Shear for Design Wind Load Cases North +Y Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab. Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)West +XIn "Y" Direction In "X" Direction Mt, (ft-k) Case 1 ---South 0.00 ---North Case 1 ---North 0.00 ---South Case 1 ---West ---0.00East Case 1 ---East ---0.00West Case 2 +/- 0.0South0.00 ---North Case 2 +/- 0.0North0.00 ---South Case 2 +/- 0.0West---0.00East Case 2 +/- 0.0East---0.00West 76 of 81 210 W 19th St 4/14/2025 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06016886, Build:20.23.10.02 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 Project File: 201 W 19th St.ec6 Project Title: Engineer: Project ID: Project Descr: Case 3 ---South & West 0.00 0.00North & East Case 3 ---South & East 0.00 0.00North & West Case 3 ---North & East 0.00 0.00South & West Case 3 ---North & West 0.00 0.00South & East Case 4 +/- 0.0South & West 0.00 0.00North & East Case 4 +/- 0.0South & East 0.00 0.00North & West Case 4 +/- 0.0North & East 0.00 0.00South & West Case 4 +/- 0.0North & West 0.00 0.00South & East Min per ASCE 27.1.5 ---South 0.00 ---North Min per ASCE 27.1.5 ---North 0.00 ---South Min per ASCE 27.1.5 ---West ---0.00East Min per ASCE 27.1.5 ---East ---0.00West 77 of 81 210 W 19th St 4/14/2025 Roof (Plan N-S Direction)* Note that Plan direction may not match with the actual cardimal points Grid 7 6 5 4 3B 2 seismic force will govern as lateral load. Min 16 psf per ASCE 7-16 Chap 27.1.5 Wind Load 16.00 16.00 16.00 16.00 16.00 Tri height 7.50 7.50 7.50 7.50 7.50 Length 4 27 19.5 21.75 19.17 Shear force 240 240 1620 1170 1305 1150 1620 1170 1305 1150 SUM Design Shear 240 1860 2790 2475 2455 1150 Diap. force 32.0 32.0 216.0 156.0 174.0 153.4 216.0 156.0 174.0 153.4 32.0 248.0 372.0 330.0 327.4 153.4 Roof (Plan E-W Direction) Grid A E Wind Load 16.00 Tri height 7.50 Length 38.75 Shear force 2325 2325 SUM Design Shear 2325 2325 Diap. force 310.0 310.0 310.0 310.0 La t e r a l A n a l y s i s Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . 10970 4650 78 of 81 210 W 19th St 4/14/2025 2nd floor (Plan N-S Direction)* Note that Plan direction may not match with the actual cardimal points Grid 7 6 5 4A 4 3B 2 seismic force will govern as lateral load. Min 16 psf per ASCE 7-16 Chap 27.1.5 Wind Load 16.00 16.00 16.00 16.00 16.00 16.00 Tri height 15 15 15 15 15 15 Length 4 27 8.5 11 21.75 19.17 Shear force 480 480 3240 1020 1320 2610 2300 3240 1020 1320 2610 2300 SUM Design Shear 2340 6000 4500 4549 6385 6061 2300 Diap. force 156.0 248.0 216.0 68.0 88.0 174.0 153.4 216.0 68.0 88.0 174.0 153.4 156.0 464.0 284.0 156.0 262.0 327.4 153.4 Addition 2nd floor (Plan E-W Direction) Grid A E Wind Load 16.00 Tri height 15 Length 38.75 Shear force 4650 4650 SUM Design Shear 6975 6975 Diap. force 310.0 310.0 310.0 310.0 Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . La t e r a l A n a l y s i s 23775 13950 79 of 81 210 W 19th St 4/14/2025 Wood Shear Wall Design if the H/d ratios greater than 2:1, Roof If the shear force is from Strength Level but not exceeding 3.5:1, are permitted N-S Direction 0.7=Strength to Allowable provided the allowable shear value Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Strap in SDPWS 2021 4.3.3 Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft are multiplied by 2d/H 6 2 3371 15.42 5.58 2.763 0.72 0.50 1672 338 23461 2383 3777 414 B HDU5 MST-37 6 2 3371 15.42 5.67 2.720 0.74 0.50 1699 338 23840 2461 3771 407 B HDU5 MST-37 11.25 0.72 & 0.74 Multiplied Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD For Hold-down ASCE 7-16, Section 12.4 Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft M o = Use 0.7 ρQ E 5 1 4964 15.42 8.67 1.779 1.12 1.00 4964 261 69651 4441 7521 624 C HDU11 2-MST-48 = 8.67 M a = Use (0.6 - 0.14S DS )D Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD = Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft See Load combination #8 4 1 4282 15.42 9.00 1.713 1.17 1.00 4282 261 60086 4786 6145 519 C HDU11 2-MST-48 9.00 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft 3B 1 4317 15.42 9.00 1.713 1.17 1.00 4317 261 60578 4786 6199 523 C HDU11 2-MST-48 9.00 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft 2 1 2132 15.42 6.33 2.436 0.82 1.00 2132 338 29917 3067 4242 410 B HDU5 MST-60 6.33 E-W Direction 0.7=Strength to Allowable Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft A 3 9715 15.42 5.33 2.893 0.69 0.19 1839 638 25803 4106 4071 544 C HDU5 MST-60 A 3 9715 15.42 9.83 1.569 1.27 0.35 3391 638 47587 13967 3420 376 B HDU4 MST-37 A 3 9715 15.42 6.50 2.372 0.84 0.23 2242 638 31467 6107 3901 446 B HDU5 MST-48 A 3 9715 15.42 6.50 2.372 0.84 0.23 2242 638 31467 6107 3901 446 B HDU5 MST-48 28.16 0.69,0.84,0.84 Multiplied Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Strap Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft E 4 9715 15.42 8.75 1.762 1.13 0.31 3009 638 42224 11067 3561 375 B HDU5 MST-37 E 4 9715 15.42 6.50 2.372 0.84 0.23 2235 638 31366 6107 3886 445 B HDU5 MST-48 E 4 9715 15.42 6.50 2.372 0.84 0.23 2235 638 31366 6107 3886 445 B HDU5 MST-48 E 4 9715 15.42 6.50 2.372 0.84 0.23 2235 638 31366 6107 3886 445 B HDU5 MST-48 28.25 0.84 Multiplied 0.9 0.45 Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . La t e r a l A n a l y s i s 80 of 81 210 W 19th St 4/14/2025 Wood Shear Wall Design if the H/d ratios greater than 2:1, 2nd floor If the shear force is from Strength Level but not exceeding 3.5:1, are permitted N-S Direction 0.7=Strength to Allowable provided the allowable shear value Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD in SDPWS 2021 4.3.3 Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft are multiplied by 2d/H 6 2 2313 13 2.00 6.500 0.31 0.50 1156 618 13680 560 6560 1879 HFX-24x11 1 1/8" STD Vallow=2695lb 6 2 2313 13 2.00 6.500 0.31 0.50 1156 618 13680 560 6560 1879 HFX-24x11 1 1/8" STD Vallow=2695lb 4.00 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD For Hold-down ASCE 7-16, Section 12.4 Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft M o = Use 0.7 ρQ E 5 1 7268 13 10.17 1.278 1.56 1.00 7268 541 85979 12667 7209 715 D HDU11 = 10.17 M a = Use (0.6 - 0.14S DS )D Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD = Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft See Load combination #8 4A 1 1282 13 13.67 0.951 2.10 1.00 1282 280 15165 11845 243 94 A HDU2 13.67 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft 4 1 5871 13 9.00 1.444 1.38 1.00 5871 541 69459 9920 6615 652 C HDU11 9.00 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft 3B 1 6956 13 9.00 1.444 1.38 1.00 6956 541 82291 9920 8041 773 D HDU11 9.00 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft 2 1 3435 13 6.33 2.054 0.97 1.00 3435 618 40640 5607 5534 557 C HDU8 6.33 E-W Direction 0.7=Strength to Allowable Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft A 3 15654 13 5.33 2.439 0.82 0.19 2928 918 34633 5907 5389 670 D HDU8 A 3 15654 13 10.17 1.278 1.56 0.36 5586 918 66082 21506 4383 549 C HDU8 A 3 15654 13 6.50 2.000 1.00 0.23 3570 918 42235 8785 5146 549 C HDU8 A 3 15654 13 6.50 2.000 1.00 0.23 3570 918 42235 8785 5146 549 C HDU8 28.50 Wall Wall V H d H/d 2d/H R Vi w M or1 M a T V s SW HD Line No.(#)(ft)(ft)d/Sd ratio*V (#/ft)(ft-#)#/ft E 4 15654 13 9.50 1.368 1.46 0.33 5128 918 60664 18766 4410 540 C HDU8 E 4 15654 13 6.50 2.000 1.00 0.22 3509 918 41507 8785 5034 540 C HDU8 E 4 15654 13 6.50 2.000 1.00 0.22 3509 918 41507 8785 5034 540 C HDU8 E 4 15654 13 6.50 2.000 1.00 0.22 3509 918 41507 8785 5034 540 C HDU8 29.00 0.9 La t e r a l A n a l y s i s 0.45 Le e & L e e S t r u c t u r a l E n g i n e e r i n g I n c . 81 of 81 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 DATE:REVISIONS PROJECT: DATE SCALE: DRAWN: CHECKED: JOB NO.: SH E E T O F S H E E T ( S ) IN D E X BY STAMP THESE DRAWINGS ARE THE PROPERTY OF P.A. ARCA ENGINEERING, INC. THE DESIGNS SHOWN AND DESCRIBED HEREIN INCLUDING ALL TECHNICAL DRAWINGS ARE PROPRIETARY AND CANNOT BE COPIED, DUPLICATED OR COMMERCIALLY EXPLOITED IN WHOLE OR IN PART. THE DRAWINGS AND SPECIFICATIONS SHALL NOT BE USED BY THE OWNER ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT, OR FOR COMPLETION OF THIS PROJECT BY OTHERS. THE OWNER AGREES TO HOLD HARMLESS, IMDENIFY AND DEFEND P.A. ARCA ENGINEERING, INC. AGAINST ALL DAMAGES, CLAIMS AND LOSSES, INCLUDING DEFENSE COSTS ARISING OUT OF ANY REUSE OF THE PLANS AND SPECIFICATIONS WITHOUT WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD.C Copyright 2020 P.A. ARCA ENGINEERING, INC.All rights reserved. DESIGN: DRAWN: SCALE: DATE: CHECKED: JOB NO.: DATE IN D E X SH E E T O F S H E E T ( S ) DATE STAMPBYOWNER: DATE PROJECT:REVISIONS CLIENT: PREPARED BY:09-01-2023 AS SHOWN EM PAA EM AEI-23-0531 1100 QUAIL STREET, STE 109 NEWPORT BEACH, CA 92660 PERFECTO A. ARCA RCE # 28918 PERFECTO A. ARCA RCE # 28918 ARNAUD ANCENAY NEWPORT QUAIL INTERNATIONAL 210 W. 19TH STREET SANTA ANA, CA 92706 GROUP, LLC 09-01-2023 HYDROLOGY MAP POST DEVELOPMENT 1 1 20 1 0 0 2 0 4 0 6 0 SC A L E : 1 " = 2 0 ' PR O P E R T Y L I N E CE N T E R L I N E PI P E F L O W D I R E C T I O N FL O W L I N E NE W S T O R M D R A I N L I N E WA T E R S H E D B O U N D A R Y NO D E VI C I N I T Y M A P NT S 210 W 19th St 4/14/2025 DATE:REVISIONS PROJECT: DATE SCALE: DRAWN: CHECKED: JOB NO.: SH E E T O F S H E E T ( S ) IN D E X BY STAMP THESE DRAWINGS ARE THE PROPERTY OF P.A. ARCA ENGINEERING, INC. THE DESIGNS SHOWN AND DESCRIBED HEREIN INCLUDING ALL TECHNICAL DRAWINGS ARE PROPRIETARY AND CANNOT BE COPIED, DUPLICATED OR COMMERCIALLY EXPLOITED IN WHOLE OR IN PART. THE DRAWINGS AND SPECIFICATIONS SHALL NOT BE USED BY THE OWNER ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT, OR FOR COMPLETION OF THIS PROJECT BY OTHERS. THE OWNER AGREES TO HOLD HARMLESS, IMDENIFY AND DEFEND P.A. ARCA ENGINEERING, INC. AGAINST ALL DAMAGES, CLAIMS AND LOSSES, INCLUDING DEFENSE COSTS ARISING OUT OF ANY REUSE OF THE PLANS AND SPECIFICATIONS WITHOUT WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD.C Copyright 2020 P.A. ARCA ENGINEERING, INC.All rights reserved. DESIGN: DRAWN: SCALE: DATE: CHECKED: JOB NO.: DATE IN D E X SH E E T O F S H E E T ( S ) DATE STAMPBYOWNER: DATE PROJECT:REVISIONS CLIENT: PREPARED BY:09-01-2023 AS SHOWN EM PAA EM AEI-23-0531 1100 QUAIL STREET, STE 109 NEWPORT BEACH, CA 92660 PERFECTO A. ARCA RCE # 28918 PERFECTO A. ARCA RCE # 28918 ARNAUD ANCENAY NEWPORT QUAIL INTERNATIONAL 210 W. 19TH STREET SANTA ANA, CA 92706 GROUP, LLC 09-01-2023 HYDROLOGY MAP PRE DEVELOPMENT 1 1 20 1 0 0 2 0 4 0 6 0 SC A L E : 1 " = 2 0 ' PR O P E R T Y L I N E CE N T E R L I N E FL O W L I N E WA T E R S H E D B O U N D A R Y SU B - A R E A B O U N D A R Y VI C I N I T Y M A P NT S 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025 210 W 19th St 4/14/2025