HomeMy WebLinkAbout12339 Lower Azusa Rd - 2025 - Proposed tenant improvement for a mezzanine area at F, G & 1, 3.5. Approximately 10,800 SFNEW 16" PUBLIC WATER MAIN
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BLDG 2DCDA #2
BLDG 3 - DCDA #1
BLDG 3DCDA #2
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BUILDING 1
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F.E.B.
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EXIT
BATTERY BACK UP EMERGENCY LIGHT
W/EXIT COMBINATION, REFER TO
ELECTRICAL FOR PLACEMENT
SURFACE MOUNTED ILLUMINATED EXIT
SIGN WITH DIRECTIONAL ARROWS IF
APPLICABLE -WHERE INDICATED.
UNLESS OTHERWISE NOTED.W/ 2A:10B:C TOP OF SPANDREL
BEAM
TOP OF WALL
TYPICAL
TOP OF SLAB
TOP OF SHEATHING
TOP OF CLADDING
TOP OF RAILING
TOP OF PARAPET
TOP OF CURB
REFRIGERATOR
SLAB ON GRADE
SQUARE FEET
SERVICE SINK
SINK
MARBLE THRESHOLD
FIRE EXTINGUISHER CABINET
FINISH SURFACE
FIRE HOSE CABINET
FLOOR DRAIN
HOSE BIB
FACE OF CONCRETE
FACE OF STUD
FACE OF EXISTING WALL
FACE OF STUCCO SURFACE
FINISH FLOOR
BOTTOM OF BEAM
FACE OF BLOCK
DRINKING FOUNTAIN
EXPOSED
EXISTING
CENTER LINE
BACK OF WALK
ABOVE FINISH LEVEL
ABOVE FINISH FLOOR
FIRE EXTINGUISHER BRACKET MOUNTED
OCCUPANCY
OCCUPANCY LOAD
UNLESS OTHERWISE NOTED.W/ 2A:10B:C
EMERGENCY LIGHT, REFER TO
ELECTRICAL FOR PLACEMENT
EXIT
E.EMERGENCY LIGHTING W/ 90MIN.
BATTERY BACKUP.
SPECIFIC PLAN MITIGATION MEASURES
MM 4.2-1 PRIOR TO BUILDING PERMIT ISSUANCE, THE CITY OF ARCADIA SHALL VERIFY THAT THE FOLLOWING NOTE IS
SPECIFIED ON ALL BUILDING PLANS. PROJECT CONTRACTORS SHALL BE REQUIRED TO COMPLY WITH THE NOTE AND
MAINTAIN WRITTEN RECORDS OF SUCH COMPLIANCE THAT CAN BE INSPECTED BY THE CITY OF ARCADIA UPON REQUEST.
THIS NOTE ALSO SHALL BE SPECIFIED IN BID DOCUMENTS ISSUED TO PROSPECTIVE CONSTRUCTION CONTRACTORS. “ALL
SURFACE COATINGS SHALL CONSIST OF “ZERO-VOLATILE ORGANIC COMPOUND”PAINTS (NO MORE THAN 100 GRAM/LITER
OF VOC) AND/OR HIGH PRESSURE LOW VOLUME (HPLV) APPLICATIONS CONSISTENT WITH SOUTH COAST AIR QUALITY
MANAGEMENT DISTRICT RULE 1113.”
MM 4.2-7 THE BUILDING PLANS FOR EACH BUILDING SHALL REQUIRE LIGHT-COLORED ROOF MATERIALS. LIGHT COLORED
ROOF MATERIALS ARE MORE SOLAR-REFLECTIVE THAN DARK COLORED ROOFS; LIGHT COLOR ROOFS KEEP BUILDINGS
COOLER AND REDUCE LOCAL AIR TEMPERATURES, WHICH IN TURN IMPROVES AIR QUALITY AND SLOWS SMOG
FORMATION. THE CITY OF ARCADIA SHALL VERIFY THIS INFORMATION IS PROVIDED ON THE PROJECT’S BUILDING PLANS
PRIOR TO ISSUANCE OF BUILDING PERMITS AND INSPECT FOR ADHERENCE DURING BUILDING CONSTRUCTION.
MM 4.5-1 PRIOR TO BUILDING PERMIT ISSUANCE, THE CITY OF ARCADIA SHALL VERIFY THAT THE FOLLOWING NOTES ARE
SPECIFIED ON ALL BUILDING PLANS. PROJECT CONTRACTORS SHALL BE REQUIRED TO COMPLY WITH THE NOTES AND
MAINTAIN WRITTEN RECORDS OF SUCH COMPLIANCE THAT CAN BE INSPECTED BY THE CITY OF ARCADIA UPON REQUEST.
THESE NOTES ALSO SHALL BE SPECIFIED IN BID DOCUMENTS ISSUED TO PROSPECTIVE CONSTRUCTION CONTRACTORS.
A) COMPREHENSIVE CONSTRUCTION MANAGEMENT PLAN SHALL BE PREPARED AND IMPLEMENTED THAT IS DESIGNED TO
MINIMIZE THE NUMBER OF LARGE CONSTRUCTION EQUIPMENT OPERATING DURING ANY GIVEN TIME PERIOD. B)
GASOLINE-POWERED EQUIPMENT SHALL BE EQUIPPED WITH CATALYTIC CONVERTERS. C) ELECTRICAL POWERED
EQUIPMENT SHALL BE UTILIZED IN-LIEU OF GASOLINE-POWERED ENGINES WHERE FINANCIALLY AND TECHNICALLY
FEASIBLE AND COMMERCIALLY AVAILABLE. PROVIDE TEMPORARY TRAFFIC CONTROLS SUCH AS A FLAG PERSON, DURING
ALL PHASES OF CONSTRUCTION TO MAINTAIN SMOOTH TRAFFIC FLOW ON PUBLIC STREETS ADJACENT TO THE PROJECT
SITE.
MM 4.5-2 BUILDING AND SITE PLAN DESIGNS SHALL ENSURE THAT PROJECT ENERGY EFFICIENCIES SURPASS (EXCEED)
APPLICABLE (2014) CALIFORNIA TITLE 24 ENERGY EFFICIENCY STANDARDS BY A MINIMUM OF 5%. VERIFICATION OF
INCREASED ENERGY EFFICIENCIES SHALL BE DOCUMENTED IN TITLE 24 COMPLIANCE REPORTS PROVIDED BY THE
APPLICANT, AND REVIEWED AND APPROVED BY THE CITY OF ARCADIA PRIOR TO THE ISSUANCE OF THE FIRST BUILDING
PERMIT.
MM 4.9-2 PRIOR TO THE ISSUANCE OF ANY BUILDING OR GRADING PERMITS, THE CITY OF ARCADIA DEVELOPMENT
SERVICES DEPARTMENT SHALL REVIEW BUILDING AND GRADING PLANS TO ENSURE THAT THE FOLLOWING NOTES ARE
INCLUDED. PROJECT CONTRACTORS SHALL BE REQUIRED TO COMPLY WITH THESE NOTES AND MAINTAIN WRITTEN
RECORDS OF SUCH COMPLIANCE THAT CAN BE INSPECTED BY THE CITY OF ARCADIA UPON REQUEST. A) CONSTRUCTION
CONTRACTORS SHALL EQUIP ALL CONSTRUCTION EQUIPMENT, FIXED OR MOBILE, WITH PROPERLY OPERATING AND
MAINTAINED MUFFLERS, CONSISTENT WITH MANUFACTURERS’STANDARDS. THE CONSTRUCTION CONTRACTOR SHALL
PLACE ALL STATIONARY CONSTRUCTION EQUIPMENT SO THAT EMITTED NOISE IS DIRECTED AWAY FROM THE NOISE
SENSITIVE RECEPTORS NEAREST THE PROJECT SITE. B) CONSTRUCTION CONTRACTORS SHALL LOCATE EQUIPMENT
STAGING AREAS (AREAS WHERE LARGE PIECES OF CONSTRUCTION EQUIPMENT ARE STORED WHEN NOT IN OPERATION)
A MINIMUM DISTANCE OF 200 FEET AWAY FROM NOISE-SENSITIVE RECEIVERS NEAREST THE PROJECT SITE (I.E., TO THE
WEST) DURING ALL PROJECT CONSTRUCTION. C) CONSTRUCTION CONTRACTORS SHALL LIMIT HAUL TRUCK DELIVERIES
TO THE SAME HOURS SPECIFIED FOR CONSTRUCTION EQUIPMENT (BETWEEN THE HOURS OF 7:00 A.M. AND 7:00 P.M.,
MONDAY THROUGH SATURDAY, UNLESS OTHERWISE PERMITTED BY THE DEVELOPMENT SERVICES DEPARTMENT.
CONSTRUCTION IS PROHIBITED ON SUNDAYS AND MAJOR HOLIDAYS.). D) TO LIMIT HAUL TRUCK NOISE TO SENSITIVE
RECEPTORS, HAUL TRUCKS MUST ENTER AND LEAVE THE PROJECT SITE BY LOWER AZUSA ROAD, TOWARD I-605. HAUL
TRUCKS SHALL NOT BE PERMITTED TO LEAVE THE SITE AND TURN RIGHT ON LOWER AZUSA ROAD. SIGNS MUST BE
INSTALLED AT ALL CONSTRUCTION EXIT DRIVEWAYS DIRECTING DRIVERS TO TURN LEFT ONTO LOWER AZUSA ROAD
TOWARD I-605. E) ANY PROJECT-RELATED CONSTRUCTION ACTIVITY PLANNED DURING THE EVENING (7:00 P.M. TO 10:00
P.M.) OR LATE NIGHT/EARLY MORNING HOURS (10:00 P.M. TO 7:00 A.M.) REQUIRES DISCLOSURE TO ALL PROPERTIES
WITHIN 300 FEET, AND/OR AS OTHERWISE REQUIRED BY THE CITY OF ARCADIA OR REQUESTED BY THE CITY OF EL
MONTE, AND SHALL NOT TAKE PLACE WITHIN 40 FEET OF NEARBY SENSITIVE RECEIVERS. TO CONDUCT WORK DURING
THESE EVENING AND LATE NIGHT/EARLY MORNING HOURS, THE CONSTRUCTION CONTRACTOR MUST DEMONSTRATE TO
THE CITY OF ARCADIA IN THE FORM OF A NOISE ANALYSIS PREPARED BY A QUALIFIED ACOUSTICAL ENGINEER THAT
CONSTRUCTION NOISE LEVELS AFFECTING RESIDENTIAL RECEIVERS IN THE CITY OF EL MONTE BETWEEN 7:00 P.M. AND
7:00 A.M. WOULD FALL AT OR BELOW THE FOLLOWING LEVELS: 45 LEQ AVERAGE; 50 L25 (15 MINUTE); 55 L8 (5 MINUTE) AND
60 LMAX (<1 MINUTE).
MM 4.10-4 PRIOR TO THE ISSUANCE OF GRADING OR BUILDING PERMITS, THE PROJECT APPLICANT SHALL PREPARE AND
THE CITY OF ARCADIA SHALL APPROVE A TEMPORARY TRAFFIC CONTROL PLAN. THE TEMPORARY TRAFFIC CONTROL
PLAN SHALL COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE CALIFORNIA MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES. A REQUIREMENT TO COMPLY WITH THE TEMPORARY TRAFFIC CONTROL PLAN SHALL BE NOTED ON
ALL GRADING AND BUILDING PLANS AND ALSO SHALL BE SPECIFIED IN BID DOCUMENTS ISSUED TO PROSPECTIVE
CONSTRUCTION CONTRACTORS. THE TEMPORARY TRAFFIC CONTROL PLAN SHALL REQUIRE THE FOLLOWING: A)
DELIVERY TRUCKS SHALL UTILIZE THE MOST DIRECT ROUTE BETWEEN THE SITE AND I-605 VIA LOWER AZUSA ROAD; B)
EXCEPT FOR THE SEGMENT OF LOWER AZUSA ROAD BETWEEN THE SITE AND I-605, THE CONSTRUCTION CONTRACTOR
SHALL ASSURE THAT CONSTRUCTION-RELATED HAUL TRIPS, INCLUDING BUT NOT LIMITED TO THE TRANSPORTATION OF
CONSTRUCTION MATERIALS, EARTH MATERIALS, AND/OR HEAVY EQUIPMENT TO AND FROM THE PROJECT SITE BE LIMITED
TO NO MORE THAN 50 PASSENGER CAR EQUIVALENT (PCE) TRIPS (I.E., 25 INBOUND AND 25 OUTBOUND TRIPS, OR ANY
COMBINATION THEREOF) DURING THE AM PEAK HOUR (7:00AM-9:00AM) AND THE PM PEAK HOUR (4:00PM-6:00PM) ON
LOCAL ROADS. A TWO-AXLE TRUCK TRIP IS THE EQUIVALENT OF 1.5 PCE TRIPS; A THREE-AXLE TRUCK TRIP IS THE
EQUIVALENT OF 2.0 PCE TRIPS; AND A FOUR-AXLE OR LARGER TRUCK TRIP IS THE EQUIVALENT OF 3.0 PCE TRIPS.
RR-NOISE-4 PRIOR TO ISSUANCE OF DISCRETIONARY PERMITS FOR CONSTRUCTION ACTIVITIES, PROJECT
APPLICANTS/DEVELOPERS SHALL SUBMIT EVIDENCE TO THE DIRECTOR OF DEVELOPMENT SERVICES THAT THE
FOLLOWING NOISE REDUCTION MEASURES ARE STATED AS REQUIREMENTS ON THE CONSTRUCTION PLANS AND
SPECIFICATIONS: A) DURING ALL EXCAVATION AND GRADING, THE CONSTRUCTION CONTRACTORS SHALL EQUIP ALL
CONSTRUCTION EQUIPMENT, FIXED OR MOBILE, WITH PROPERLY OPERATING AND MAINTAINED MUFFLERS, CONSISTENT
WITH MANUFACTURERS’STANDARDS. THE CONSTRUCTION CONTRACTOR SHALL PLACE ALL STATIONARY CONSTRUCTION
EQUIPMENT SO THAT EMITTED NOISE IS DIRECTED AWAY FROM THE NOISE-SENSITIVE RECEPTORS. B) WHEN FEASIBLE,
THE CONSTRUCTION CONTRACTOR SHALL LOCATE EQUIPMENT STAGING IN AREAS THAT WILL CREATE THE GREATEST
DISTANCE BETWEEN CONSTRUCTION-RELATED NOISE SOURCES AND NOISE SENSITIVE RECEPTORS DURING ALL
PROJECT CONSTRUCTION. C) THE CONSTRUCTION CONTRACTOR SHALL LIMIT ALL CONSTRUCTION-RELATED ACTIVITIES
THAT WOULD RESULT IN HIGH NOISE LEVELS, ACCORDING TO THE CONSTRUCTION HOURS SET FORTH IN THE MUNICIPAL
CODE. D) THE CONSTRUCTION CONTRACTOR SHALL LIMIT HAUL TRUCK DELIVERIES TO THE SAME HOURS SPECIFIED FOR
CONSTRUCTION EQUIPMENT. TO THE EXTENT FEASIBLE, HAUL ROUTES SHALL NOT PASS SENSITIVE LAND USES OR
RESIDENTIAL DWELLINGS.
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GLENAIR LOGISTICS -BUILDING 1
12339 LOWER AZUSA ROAD
ARCADIA, CA 91006
Vicinity Map
SITE PLAN
CONSULTANT INDEX:
TENANT:
PROJECT ARCHITECT:
PROJECT DEVELOPER:
STRUCTURAL ENGINEER:
MECHANICAL ENGINEER:
PLUMBING ENGINEER:
ELECTRICAL ENGINEER:
SHEET INDEX:
APPLICABLE CODES:2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ELECRTICAL CODE (CEC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA GREEN BUILDING STDS.
2022 CALIFORNIA FIRE CODE (CFC)
ZONE:ARCADIA LOGISTICS CENTER SPECIFIC PLAN
AREA OF LOT:
LEGAL DESCRIPTION:
ASSESSOR'S ID NO. :
OCCUPANCY TYPE:
PARKING REQUIRED:
PARKING PROVIDED:
EXISTING LANDSCAPE AREA:
BUILDING SPRINKLER:
PHASE VII -MEZZANINE AREA T.I.
413,939 SF
9.50 ACRES
8541-017-027 AND 8541-017-028
B / S-1 / F-1 / A-2
10,000 SF OFFICE @ 1/250
THE LAND REFFERED TO HEREIN BELOW IS SITUATED IN THE
CITY OF ARCADIA, IN THE COUNTY OF LOS ANGELES, STATE OF
CALIFORNIA , AND IS DESCRIBED AS FOLLOWS.
THAT PORTION OF LOT 1 OF TRACT NO. 10369, IN THE CITY OF
ARCADIA, COUNTY OF LOS ANGELES, STATE OF CALIFORNIA,
AS PER MAP RECORD IN BOOK 149, PAGES 95 AND 96, OF
MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID
COUNTY, LYING WESTERLY AND NORTHWESTERLY OF THE
WESTERLY LINE OF THE LAND DESCRIBED IN THE
CONDEMNATION OF ACTION , CASE NO. 574211, SUPERIOR
COURT OF SAID COUNTY, A CERTIFIED COPY OF THE DECREE
HAD IN SAID ACTION WAS RECORDED IN BOOK 38373,
PAGE 153, OF OFFICE RECORDES.
EXCEPT AN UNDIVIDED 75 PER CENT OF ALL OIL, GAS AND
OTHER HYDROCARBON SUBSTANCES IN AND UNDER SAID
LAND, WITH RIGHT OF INGRESS AND EGRESS NECESSARY
FOR THE MINING AND REMOVAL OF SAME, AS RESERVED BY
MARTIN WUNDERLICH, E.MURIELLE WUNDERLICH, GEORGE P.
LEONARD AND WILM LEONARD, BY DEED RECORDED
FEBRUARY 4, 1955 AS INSTRUMENT NO. 470, IN BOOK 46821,
PAGE 149, OF OFFICIAL RECORDES.
FULLY SPRINKLERED ESFR
SITE INFORMATION
- MEZZANINE AREA T.I. F,G & 1,3.5 (10,800SF. AREA OF WORK)
(E) BUILDING AREA:
200,387 SFGROUND FLOOR:
5,036 SFMEZZANINE:
205,423 SF
40 STALLS
10,000 SF WH/MANUF (0K-10K) @ 1/1,000 10 STALLS
10,000 SF WH/MANUF (10K-20K) @ 1/3,000 3 STALLS
175,423 SF WH/MANUF (20K+) @ 1/5,000 35 STALLS
88 STALLSTOTAL PARKING REQUIRED:
CURRENT STALLS STRIPED 95 STALLS
PROPOSED TEMPORARY COVID MITIGATION PARKING
STALL STRIPPING.
46 STALLS
137 STALLSTOTAL:
60,701 SF
COVERAGE:14.66%
PREFERED PARKING STALLS REQUIRED FOR LOW EMITTING &
FUEL EFFICIENT VEHICLES PER CALGREEN TABLE 5.106.5.2 8 STALLS
PREFERED PARKING STALLS PROVIDED: 10 STALLS
BIKE PARKING REQUIRED:
5 BIKESCALGREEN @ MIN. 5% OF AUTO STALLS PROVIDED:
BIKE PARKING PROVIDED: 5 BIKES
ACCESSIBLE STALLS:
CODE SUMMARY
PROJECT DATA
STANDARD:
VAN:
3
1
4TOTAL:
CONSTRUCTION TYPE: TYPE III-B
AREA JUSTIFICATION:UNLIMITED
FOUR SURROUNDING SIDEYARDS OF 40' AND 60'
PER CBC 507 AND 507.5
BUILDING CODE ALLOW
HEIGHT:
50' + 20' = 70 FEET - SECTION 504.2
PROJECT SCOPE OF WORK
PROPOSED PARKING ALTERATION:
TOTAL NO. OF STALLS REMOVED: -4 STALLS
GLENAIR, INC.
1211 AIR WAY
GLENDALE, CA 91201
(818) 247-6000
MALEKIAN and ASSOCIATES, Inc.
Alen Malekian, AIA, NCARB
2255 HONOLULU AVE. SUITE 1A
MONTROSE, CA 91020
(818) 249-5522
GEROGE C. HOPKINS CONSTRUCTION
919 WEST GLENAOKS BLVD.
GLENDALE, CA 91202
STALLS REMOVED FOR ELECTRICAL
PAD ADDITION:-4 STALLS ARCHITECTURAL
LEGENDS AND ABBREVIATION:
STRUCTURAL
GROSSMAN & SPEER ASSOCIATES, INC.
529 HAHN AVE. SUIT 200
GLENDALE, CA 91203
(818)507-1020
S7-1.0 GENERAL NOTES
S7-2.0 PARTIAL PLANS
S7-3.0 SECTION AND DETAILS
S7-4.0 SECTION AND DETAILS
T7-1.0 COVER PAGE
T7-1.1 GENERAL NOTES
T7-1.2 CALGREEN NOTES
T7-1.3 CALGREEN NOTES
T7-1.4 CALGREEN NOTES
T7-1.5 CALGREEN NOTES
T7-1.6 OCCUPANCY AND EXITING DIAGRAMS
T7-1.7 FIRE EXTINGUISHER PLAN
TT24-1 TITLE 24 ACCESSIBILITY REQUIREMENTS
TT24-2 TITLE 24 ACCESSIBILITY REQUIREMENTS
TT24-3 TITLE 24 ACCESSIBILITY DIAGRAM
TT24-4 ACCESSIBILITY REQUIREMENTS
A7-1.0 SITE PLAN
A7-2.0 OVERALL GROUND LEVEL PLAN
A7-2.1 MEZZANINE LEVEL OVERAL PLAN
A7-2.2 OVERALL RCP PLAN
A7-2.3 ROOF PLAN
A7-2.4 ENLARGED GROUND LEVEL PLAN
A7-2.5 ENLARGED MEZZANINE PLAN
A7-2.6 ENLARGED RCP
A7-3.0 INTERIOR ELEVATIONS
A7-4.0 SECTIONS
A7-5.0 DOOR AND WINDOW SCHEDULE
A7-5.1 FINISH SCHEDULE
A7-6.0 DETAILS
THERMA, LLC.
2390 BATEMAN AVE.
IRWINDALE, CA 91010
(626) 446-1854
PAT'S MECHANICAL
ENGINEERING GROUP, INC
(818) 281-0470
KENT ELECTRIC, INC.
6655 SAN FERNANDO ROAD
GLENDALE, CA 91201
(818) 247-1192
PLUMBING
P-0.1 SCHEDULES AND NOTES
P-1.0 OVERALL LEVEL 1
P-2.0 ENLARGED LEVEL 1
P-2.1 ENLARGED MEZZANINE LEVEL
P-3.0 RISER DIAGRAMS
MECHANICAL
M-0.0 SHEET INDEX, MANDATORY MEASURES
& GENERAL NOTES
M-1.0 EQUIP'T SCHD'L NOTES & DETAILS
RESTROOM AND CONFERENCE
M-2.0 ENLARGED HVAC MEZZANINE PLAN
M-3.0 HVAC ROOF PLAN
M-4.0 T-24 COMPLIANCE ENERGY FORMS
M-5.0 T-24 COMPLIANCE ENERGY FORMS
ELECTRICAL
E-1.0 ELECTRICAL FRONT NOTES
E-2.0 LIGHING PLAN
E-3.0 POWER AND SIGNAL PLAN
E-4.0 HVAC POWER PLAN
E-5.0 TITLE 24 COMPLIANCE FORMS
E-6.0 PANEL SCHED. & SINGLE LINE DIAGRAM
E-7.0 ELECTRICAL SPECIFICATIONS
THE GENERAL CONTRACTOR AND ALL SUB-CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS ON THE JOB SITE PRIOR TO BEGINNING CONSTRUCTION AND SHALL REPORT ANY
DISCREPANCIES OR UNIDENTIFIED CONDITIONS TO THE ARCHITECT FOR RESOLUTION
BEFORE ANY WORK IS BEGUN.
DIMENSIONS, DETAILS, NOTES AND/OR SYMBOLS THAT APPLY TO ONE UNIT, APPLY TO ALL UNITS
IN LIKE SITUATIONS UNLESS NOTED OTHERWISE.
3.
ALL WORK SHALL CONFORM TO ALL APPLICABLE BUILDING CODES, ORDINANCES AND REGULATIONS
AS ADOPTED BY LOCAL AUTHORITIES HAVING JURISDICTION.
4.
5.
1.
PROVIDE LOW CONSUMPTION WATER CLOSET FOR NEW BUILDING, BUILDING ADDITION OR BUILDING
REMODELING WHERE NEW PLUMBING FIXTURES WILL BE INSTALLED.
MECHANICAL HVAC SYSTEM AND ENERGY CONSERVATION CALCS TO BE SUBMITTED TO AND
APPROVED BY MECHANICAL DIVISION PRIOR TO INSTALLATION.
ALL EXPOSED GYPSUM BOARD SOFFITS AND CEILING - 5/8" GYPSUM BOARD OR 5/8" TYPE 'X' WHERE
NOTED.
ITEMS MARKED "OFCI" REFER TO ITEMS FURNISHED BY OWNER AND INSTALLED AND CONNECTED
BY THE CONTRACTOR. (OWNER FURNISHED, CONTRACTOR INSTALLED).
ALL CEILING GRILLES SHALL BE COORDINATED WITH CEILING LAYOUT, IF APPLICABLE.
PROVIDE NEW FIRE EXTINGUISHERS IF INDICATED OR REQUIRED. EXTINGUISHERS SHALL BE 5 GAL.,
TYPE 2A10BC IN RECESSED CABINETS. FIRE EXTINGUISHERS TO BE TYPE 10BC FOR ELECTRICAL AND
MECHANICAL ROOMS AND SHALL BE SURFACE MOUNTED ON HANGER BRACKETS.PROVIDE FIRE
EXTINGUISHERS AS REQUIRED BY FIRE DEPARTMENT FIELD INSPECTOR.
INTERIOR WALL AND CEILING FINISH FOR EXIT CORRIDORS SHALL NOT EXCEED AN END POINT
FLAME SPREAD RATING OF CLASS II (26-75) AND SMOKE DENSITY OF 300. ROOM AREAS SHALL NOT
EXCEED END POINT FLAME SPREAD RATING OF CLASS III (76-200) AND SMOKE DENSITY OF 450.
CURTAIN, DRAPES, SHADES, ETC. SHALL BE NON-COMBUSTIBLE AS REQUIRED BY THE GOVERNING
AGENCIES.
ALL EXIT DOORS TO BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF KEY OR SPECIAL
KNOWLEDGE OR EFFORT. FLUSH BOLTS OR SURFACE BOLTS ARE PROHIBITED.
ALL INTERIOR NON-BEARING WALLS METAL STUDS AT 16" O.C., UNLESS NOTED OTHERWISE, WITH
GYPSUM BOARD EACH SIDE.
DETAILS NOTED AS 'TYPICAL' SHALL APPLY IN ALL LIKE CONDITIONS UNLESS SPECIFICALLY SHOWN
OR NOTED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING OR CONSTRUCTION
SHALL BE IDENTICAL OR SIMILAR TO THAT INDICATED FOR LIKE CASES OF CONSTRUCTION OF THIS
PROJECT.
WHENEVER AN ARTICLE, DEVICE, OR PIECE OF EQUIPMENT IS SHOWN, INDICATED, OR REFERRED
TO ON THE DRAWINGS OR THESE NOTES IN THE SINGULAR NUMBER, SUCH REFERENCES APPLY
TO AS MANY SUCH ARTICLES AS ARE REQUIRED TO COMPLETE THE INSTALLATION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES AND PROCEDURES
EMPLOYED IN THE PERFORMANCE OF WORK IN, ON OR ABOUT THE JOB SITE; THE CONTRACTOR
SHALL COORDINATE AND VERIFY ALL WORK PERFORMED BY SUB-CONTRACTORS.
ALL CONTRACTORS AND SUB-CONTRACTORS PERFORMING WORK ON, OR RELATED TO THIS
PROJECT SHALL CONDUCT THEIR OPERATIONS SO THAT ALL EMPLOYEES ARE PROVIDED A SAFE
PLACE TO WORK AND THE PUBLIC IS PROTECTED, AND SHALL COMPLY WITH THE 'OCCUPATIONAL
SAFETY AND HEALTH REGULATION' OF THE U.S. DEPARTMENT OF LABOR AND WITH ANY AND ALL
OTHER APPLICABLE STATE AND/OR LOCAL SAFETY REGULATIONS. THE CONTRACTOR AGREES TO
ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE SAFETY CONDITIONS DURING THE
COURSE OF CONSTRUCTION OF THIS PROJECT; THAT THISREQUIREMENT SHALL APPLY
CONTINUALLY AND NOT BE LIMITED TO NORMAL WORKINGHOURS AND THAT THE CONTRACTOR
SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND ARCHITECT FROM ANY AND ALL
LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH PERFORMANCE OF WORK ON THIS PROJECT.
THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS TO INCLUDE ALL LABOR, MATERIALS AND
SERVICES NECESSARY FOR COMPLETION OF ALL WORK SHOWN, PRESCRIBED, OR REASONABLY
IMPLIED BUT NOT LIMITED TO THAT EXPLICITLY INDICATED IN THE CONTRACT DOCUMENTS.
2.
DIMENSIONS ON DRAWINGS ARE SHOWN TO CENTERLINE OF COLUMNS AND WALLS AND FACE OF
MASONRY/CONCRETE UNLESS INDICATED OTHERWISE.
DO NOT SCALE DRAWINGS.
STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING, CIVIL, AND LANDSCAPE DRAWINGS ARE
SUPPLEMENTAL TO THE ARCHITECTURAL DRAWINGS. THE CONTRACTOR SHALL REVIEW ALL
PLANS AND DRAWINGS. IN THE EVENT OFCONFLICTING STATEMENTS, INSUFFICIENT
INFORMATION OR ERRORS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND
OBTAIN CLARIFICATION BEFORE ANY WORK IS BEGUN. WORK INSTALLED WHERE CONFLICTING
CONDITIONS EXIST SHALL BE CORRECTED AT CONTRACTORS EXPENSE.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
24.
25.
26.
22.
23.
WHEN SERVING MORE THAN 20 SPRINKLER HEADS, AUTOMATIC SPRINKLER SYSTEMS SHALL BE
SUPERVISED BY AN APPROVED CENTRAL, PROPRIETARY OR REMOTE, STATION SERVICE, OR SHALL
BE PROVIDED WITH A LOCAL ALARM WHICH WILL GIVE AN AUDIBLE SIGNAL AT A CONSTANTLY
ATTENDED LOCATION. "PER SECTION 904.3.1.
21.
SEPARATE PERMITS SHALL BE REQUIRED FOR ALL GRADING, FIRE ALARMS, FIRE UNDERGROUND &
HYDRANTS, FIRE SPRINKLER SYSTEMS, AND TENANT SIGNAGE.
A LANDSCAPING PLAN SHALL BE SUBMITTED TO TEH CITY FOR APPROVAL PRIOR TO ISSUANCE OF
BUILDING PERMITS AND SHALL BE IMPLEMENTED PRIOR TO OCCUPANCY.
THE PROJECT DOES NOT PROPOSE ANY TENANT SIGNAGE AT THIS TIME. SIGNAGE MAY BE
SUBMITTED AT A LATER DATE.
THE SITE CONTAINS NO EXISTING PROTECTED TREES TO BE REPLANTED OR REPLACED. THERE ARE
NO PROTECTED PLANTS ON SITE.
THIS BUILDING IS DESIGNED FOR HIGH PILE STORAGE. A SEPARATE PERMIT FROM THE BUILDING &
FIRE DEPARTMENTS IS REQUIRED FOR HIGH PILE STORAGE WITHIN THE FACILITY.
SPECIAL INSPECTION NOTES SPECIFIC TO THIS PROJECT MAY BE FOUND ON SHEET ____ OF THE
STRUCTURAL PORTION OF THIS PACKAGE.
27.
NO HAZARDOUS MATERIALS SHALL BE STORED AND/OR USED WITHIN THE BUILDING WHICH EXCEED
THE QUANTITIES LISTED IN CBC TABLES 307.1(1) AND 307.2(2)
28.
WHETHER OR NOT DETAILED ON THE DRAWINGS, THE CONTRACTOR SHALL PROVIDE AND INSTALL
ALL STIFFENERS, BRACING, BACK-UP PLATES AND SUPPORTING BRACKETS REQUIRED FOR THE
INSTALLATION OF ALL CASEWORK AND OF ALL WALL MOUNTED OR SUSPENDED MECHANICAL,
ELECTRICAL, OR MISCELLANEOUS EQUIPMENT INCLUDING PLYWOOD BACKBOARDS FOR
TELEPHONE AND ELECTRICAL EQUIPMENT ROOMS.
29.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING APPROVAL AND PERMITS FOR ALL
DESIGN/BUILD SYSTEMS. HE SHALL ALSO BE RESPONSIBLE FOR INSURING THAT THE SYSTEMS
MEET ALL APPLICABLE CODE REQUIREMENTS.
30.
ANY MODIFICATIONS TO THE BUILDING SHELL RESULTING FROM DESIGN/BUILD REQUIREMENTS SHALL
BE REPORTED TO THE OWNER AND ARCHITECT ALONG WITH ANY REQUIRED COSTS OR SAVINGS
PRIOR TO CONSTRUCTION. ANY MODIFICATIONS NOT REPORTED WILL BE THE CONTRACTORS
RESPONSIBILITY FOR COORDINATION, CODE CONFORMANCE, AND COST.
31.
NEITHER THE ARCHITECT'S REVIEW OR APPROVAL OF SHOP DRAWINGS SHALL RELIEVE THE GENERAL
CONTRACTOR FROM RESPONSIBILITY FOR DEVIATIONS FROM DRAWINGS OR SPECIFICATIONS UNLESS
HE HAS CALLED THE ARCHITECT'S ATTENTION IN WRITING TO SUCH DEVIATIONS AT THE TIME OF
SUBMISSION NOR SHALL IT RELIEVE HIM OF RESPONSIBILITY FOR ERRORS OF ANY SORT IN THE SHOP
DRAWINGS.
32.
INSTALLATION OF GLASS SHALL CONFORM TO FEDERAL SPECIFICATION 16-CFR-1202 AND ALL LOCAL
CODES AND ORDINANCES. GLASS SUBJECT TO HUMAN IMPACT SHALL COMPLY WITH U.S. CONSUMER
PRODUCT SAFETY STANDARDS. A CERTIFICATE SHALL ACCOMPANY PRODUCT STATING DATE AND
PLACE OF MANUFACTURE. ALL GLAZING SHALL BE TEMPERED WHEN REQUIRED BY CHAPTER 24.
33.
REFER TO THE CIVIL ENGINEER'S DRAWINGS FOR LOCATIONS OF EXISTING UTILITY LINES. LOCATIONS
OF ALL UTILITIES SHOWN ARE APPROXIMATE AND THE CONTRACTOR SHALL EXERCISE EXTREME
CAUTION IN EXCAVATION AND TRENCHING TO AVOID INTERCEPTING EXISTING PIPING OR CONDUITS.
34.
THE CONTRACTOR SHALL SUBMIT A SOILS REPORT AND A COMPACTION REPORT TO THE BUILDING
DEPARTMENT FOR APPROVAL PRIOR TO FOUNDATION INSPECTIONS.
35.
LOCATIONS OF ALL UTILITIES SHOWN ON THE DRAWINGS ARE APPROXIMATE. THE CONTRACTOR
SHALL EXERCISE EXTREME CAUTION IN EXCAVATION AND TRENCHING TO AVOID INTERCEPTING
EXISTING PIPING OR CONDUITS. THE CONTRACTOR IS RESPONSIBLE TO VERIFY LOCATION OF ALL SITE
UTILITIES AND TO COORDINATE AND AVOID CONFLICT IN THE LOCATIONS OF NEW UNDERGROUND AND
SITE UTILITIES.
36.
THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER AND ARCHITECT SHOULD UNIDENTIFIED
FIELD CONDITIONS BE DISCOVERED.
37.
ON A SET OF TRANSPARENCIES, FURNISHED BY THE ARCHITECT AT THE CONTRACTOR'S EXPENSE,
THE CONTRACTOR SHALL KEEP AN UP-TO-DATE RECORD OF 'AS BUILT' CONDITIONS OF THE WORK.
UPON COMPLETION OF THE WORK, THE SET SHALL BE RETURNED TO THE ARCHITECT COMPLETELY
AND NEATLY POSTED SHOWING ALL ADDITIONS, DELETIONS, CORRECTIONS, AND REVISIONS IN THE
ACTUAL CONSTRUCTION OF THE PROJECT. RECORD DRAWINGS SHALL BE SIGNED BY THE SUB-
CONTRACTORS REPRESENTING ALL MAJOR TRADES FOR THE PROJECT AS WELL AS THE GENERAL
CONTRACTOR.
38.
WHEN REQUESTED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING, MOUNTING, AND
DISPLAYING ARCHITECT'S JOB SIGN. CONTRACTOR SHALL ALSO RETURN THE JOB SIGN TO ARCHITECT
AT COMPLETION OF PROJECT IN GOOD CONDITION.
39.
SEE WALL LEGENDS OR CALLOUTS ON PLANS FOR WALL FRAMING MEMBERS, FIRE RATINGS, GYPSUM
BOARD THICKNESSES AND OTHER WALL CONSTRUCTION MATERIALS. PROVIDE AND INSTALL HEAVIER
GAUGE STUDS, STIFFENERS, BRACING, BACK-UP PLATES, ETC. AS REQUIRED IN STUD WALLS FOR THE
SUPPORT OF TOILET ROOM FIXTURES AND OTHER WALL MOUNTED EQUIPMENT.
40.
41. ALL GYPSUM BOARD USED IN JANITOR'S ROOMS AND ALL TOILET ROOMS SHALL BE WATER
RESISTANT EXCEPT AT CEILINGS PER THE 2016 CBC. CHAPTER 25.
ALL ROOFING MATERIALS SHALL COMPLY WITH ALL APPLICABLE STANDARDS LISTED IN 2016 CBC.
CHAPTER 15.
42.
43.
44.
45.
46.
48.
PRIOR TO ERECTION, THE CONTRACTOR SHALL SUPPLY THE BUILDING INSPECTOR WITH AN
A.I.T.C. CERTIFICATE OF COMPLIANCE FOR THE STRUCTURAL GLU-LAMINATED MEMBERS WHEN USED.
IN ACCORDANCE WITH CBC SECTION 1008, EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE
WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. IN GROUP B OCCUPANCIES
AT THE MAIN ENTRANCE ONLY, PROVIDE SIGNAGE STATING IN 1" HIGH LETTER " THIS DOOR TO
REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED" THE LOCKING DEVICE SHALL BE OF A TYPE
READILY DISTINGUISHABLE AS LOCKED.
EXIT DOORS MUST OPEN OVER A LANDING NOT MORE THAN 1/2" BELOW THE THRESHOLD AND THE
DOOR SHALL SWING IN THE DIRECTION OF EXIT TRAVEL WHEN SERVING AN OCCUPANT LOAD OF 50
OR MORE.
EXIT DOORS SHALL BE NOT LESS THAN 3'-0" IN WIDTH AND 6'-8" IN HEIGHT AND NO SINGLE LEAF
SHALL EXCEED 4'-0" IN WIDTH.
47. THE FLOOR ADJACENT TO ANY DOORWAY SHALL BE LEVEL (1/4" PER FOOT MAX. FOR EXTERIOR
CONDITIONS) FOR A DISTANCE OF FIVE FEET FROM THE DOOR IN THE DIRECTION OF THE DOOR
SWING AND SHALL NOT BE LESS THAN FIVE FEET WIDE.
EXIT SIGNS SHALL BE PROVIDED AT ALL REQUIRED EXIT DOORS AND IN OTHER LOCATIONS WHERE
REQUIRED BY, AND IN ACCORDANCE WITH, APPLICABLE LAWS. THE PRINCIPAL STROKE OF SUCH
SIGNS SHALL BE NOT LESS THAN 3/4" WIDE AND 6" TALL.
49. EXIT SIGNS SHALL BE INTERNALLY ILLUMINATED PER 2016 CBC SECTION 1013 AND SHALL BE LISTED
FOR THEIR USE.
50. EXIT SIGNS SHALL BE PROVIDED WITH AN EMERGENCY SOURCE OF SELF CONTAINED POWER PER
2016 CBC CHAPTER 10 AND THEY SHALL BE INSTALLED PER THE ELECTRICAL CODE.
51. THE POWER FOR MEANS OF EGRESS ILLUMINATION SHALL BE IN ACCORDANCE WITH 2016 CBC
CHAPTER 10.
ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS, AND THOSE
SHOWN ON THE RECORDS EXAMINED, ARE INDICATED BY APPROXIMATE LOCATION AND EXTENT.
THE OWNER AND CONTRACTOR, BY ACCEPTING THESE PLANS OR PROCEEDING WITH
IMPROVEMENTS HERETO, AGREES TO ASSUME LIABILITY AND HOLD THE ARCHITECT HARMLESS FOR
ANY DAMAGES RESULTING FROM THE EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES
NOT REPORTED BY THE ARCHITECT, NOT INDICATED ON THE RECORDS EXAMINED, LOCATED AT
VARIANCE WITH THOSE REPORTED, OR SHOWN ON RECORDS EXAMINED. THE CONTRACTOR IS
REQUIRED TO NOTIFY THE OWNER OF THE UTILITIES OR STRUCTURES CONCERNED PRIOR TO
COMMENCING WORK.
52.
THE CONTRACTOR SHALL PROVIDE FIRE PROTECTION FOR THE PROJECT UNDER CONSTRUCTION PER
REQUIREMENTS OF THE LOCAL GOVERNING AGENCIES. THE CONTRACTOR SHALL PROVIDE AND
INSTALL AN AUTOMATIC FIRE SPRINKLER SYSTEM AND ALARM SYSTEM INCLUDING ALL ON SITE FIRE
HYDRANTS AND UNDERGROUND MAINS PER REQUIREMENTS OF THE LOCAL GOVERNING AGENCIES
AND ANY IDENTIFIED OWNER/TENANT INSURING AGENCIES. SPRINKLER SYSTEM PLANS SHALL BE
SUBMITTED TO THE ARCHITECT FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. CONTRACTOR
SHALL BE RESPONSIBLE FOR APPLICABLE PLAN CHECKS AND PERMITS. ANY CHANGES MADE TO
ACCOMMODATE FIELD CONDITIONS SHALL BE RESUBMITTED TO THE CITY AND ARCHITECT AT THE
CONTRACTORS EXPENSE. WHERE ENUNCIATOR PANELS, ALARMS, ETC. ARE REQUIRED IN AN
EXPOSED LOCATION, CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS AND CUT SHEETS
INDICATING FINISHES AND SIZES TO THE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION.
1.
THE CONTRACTOR SHALL PROVIDE AND INSTALL FIRE DAMPERS WHERE DUCTS PENETRATE FIRE
RATED ASSEMBLIES.
2.
PENETRATIONS OF FIRE RESISTIVE WALLS, FLOOR/CEILINGS AND ROOF/CEILINGS SHALL BE
PROTECTED AS REQUIRED IN THE CBC CHAPTER 7. A FIRE PENETRATION PROTECTION PLAN FOR
EACH APPLICABLE TRADE SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ARCHITECT AND CITY
FOR APPROVAL PRIOR TO INSTALLATION IN THE FIELD. PENETRATION PROTECTION SYSTEMS SHALL
BE UL LISTED.
3.
RETURN AIR PLENUMS SHALL HAVE NO EXPOSED MATERIALS WITHIN THEM WITH A FLAME SPREAD
RATING OF 26 OR GREATER OR A SMOKE DEVELOPED RATING OF 50 OR GREATER. ALL WIRING IN
RETURN AIR PLENUMS SHALL BE IN NONCOMBUSTIBLE CONDUIT OR SHALL HAVE AN APPROVED
PLENUM RATING. TEMPERATURES IN RETURN AIR PLENUMS SHALL BE RESTRICTED TO A RANGE OF 50
TO 125 DEGREES FAHRENHEIT AND MOISTURE CONTENT SHALL BE CONTROLLED SO AS NOT TO
ADVERSELY AFFECT GYPSUM PRODUCTS WITHIN THE PLENUM.
4.
ALL EXPOSED COMBUSTIBLE FRAMING MEMBERS WITHIN A RETURN AIR PLENUM SHALL BE SHEATHED
WITH MIN. ONE LAYER OF 1/2" GYPSUM BOARD SECURELY FASTENED AND TAPED (PROVIDE
BLOCKING/FURRING AS REQUIRED) UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS.
FIRE RETARDANT WOOD AND HEAVY TIMBER MEMBERS MAY BE EXPOSED IN RETURN AIR PLENUMS
WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL.
5.
IN SPRINKLERED OCCUPANCIES A3, A4, B, F, M & S, INTERIOR WALL AND CEILING FINISHES SHALL BE
OF THE FOLLOWING FLAME SPREAD CLASSIFICATIONS (IN ACCORDANCE WITH CBC 2016 CHAPTER 8):
EXIT ENCLOSURES - CLASS B
CORRIDORS - CLASS B
OTHER AREAS - CLASS C
CLASS A ASTM E84 - 0-25 FLAME SPREAD: SMOKE DEVELOPED 0-450 CLASS B ASTM E84 - 26-75
FLAME SPREAD: SMOKE DEVELOPED 0-450 CLASS C ASTM E84 - 76-200 FLAME SPREAD: SMOKE
DEVELOPED 0-450
6.
CONTRACTOR SHALL PROVIDE PORTABLE FIRE EXTINGUISHERS OF TYPE, QUANTITY AND LOCATION
DETERMINED BY THE FIRE DEPARTMENT INSPECTOR. CONTRACTOR SHALL SUBMIT PROPOSED
LOCATIONS AND CUT SHEETS INDICATING FINISHES AND SIZES TO THE ARCHITECT FOR APPROVAL
PRIOR TO INSTALLATION.
7.
PROVIDE AND INSTALL OUTSIDE GAS SHUT-OFF VALVE AND SIGNAGE IDENTIFYING LOCATIONS OF
GAS AND ELECTRICAL SHUT-OFFS PER THE FIRE DEPARTMENT INSPECTOR.
8.
PROVIDE AND INSTALL SMOKE DETECTORS, DUCT DETECTORS, AND OTHER SUCH DETECTION
DEVICES AS REQUIRED BY CODE AND THE FIRE DEPARTMENT INSPECTOR.
9.
PROVIDE ALL PAINTING OF CURBS AND SIGNAGE INDICATING FIRE LANES, ROOF ADDRESS, BUILDING
ADDRESS, ETC. AS REQUIRED BY THE FIRE DEPARTMENT INSPECTOR
10.
PROVIDE MASTER KEY KNOX-BOX AT ENTRY OF EACH BUILDING AND SITE GATES AS REQUIRED BY
THE FIRE DEPARTMENT INSPECTOR. LOCATIONS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO
INSTALLATION.
11.
IDENTIFICATION OF FIRE AND SMOKE SEPARATION WALLS SHALL BE IDENTIFIED PER CHAPTER 7 OF
2016 CBC. IDENTIFICATION SHALL BE REPEATED AT INTERVALS NOT EXCEEDING 30 FEET MEASURED
HORIZONTALLY ALONG THE WALL OR PARTITION; AND INCLUDE LETTERING NOT LESS THAN .5 INCHES
IN HEIGHT INCORPORATING THE SUGGESTED WORDING : " FIRE AND OR SMOKE BARRIER - PROTECT
ALL OPENINGS,"
12.
1. PROVIDE ACCESS DOORS AND PANELS IN WALLS, CEILINGS, AND FLOORS AS REQUIRED BY
INSTALLATION OF MECHANICAL, FIRE PROTECTION, ELECTRICAL, AND PLUMBING SYSTEMS IN
ADDITION TO THOSE SHOWN ON THE DRAWINGS. CONTRACTOR SHALL SUBMIT PROPOSED
LOCATIONS AND CUT SHEETS INDICATING FINISHES AND SIZES TO THE ARCHITECT FOR APPROVAL
PRIOR TO INSTALLATION
2. CONTRACTOR SHALL VERIFY AND COORDINATE SIZE, LOCATION AND TYPE OF ALL MECHANICAL
EQUIPMENT PLATFORMS AND BASES AS WELL AS POWER AND GAS/WATER/DRAIN INSTALLATIONS
WITH MANUFACTURERS REQUIREMENTS PRIOR TO INSTALLATION OF EQUIPMENT AND PLATFORMS.
CHANGES MADE TO ACCOMMODATE FIELD CONDITIONS OR CONTRACTORS SUBSTITUTIONS SHALL BE
MADE AT THE CONTRACTOR'S EXPENSE
3. WHERE RESTROOMS ARE PROVIDED, CONTRACTOR SHALL SUPPLY MECHANICAL VENTILATION TO
ENSURE AIR CHANGES EVERY FIVE MINUTES PER CBC CHAPTER 12 CBC 2016 AND TABLE 4.4 OF THE
CMC.
IN WAREHOUSE AREAS, A MINIMUM OF ONE AIR CHANGE EVERY HOUR SHALL BE PROVIDED VIA
VENTILATED SKYLIGHTS OR MECHANICAL SYSTEMS. SEE ROOF PLAN AND MECHANICAL DRAWINGS.
4.
1. THE BOTTOM 10" OF ALL DOORS SHALL HAVE A SMOOTH AND UNINTERRUPTED PANEL FOR OPENING
BY WHEELCHAIR FOOTREST.
CENTER OF ALL DOOR HARDWARE TO BE 34" MINIMUM TO 44" MAXIMUM ABOVE FLOOR. LATCHING
AND LOCKING DOORS TO BE OPERABLE WITH A SINGLE EFFORT BY LEVER OR PUSH-PULL TYPE
HARDWARE
2.
THE MAXIMUM EFFORT REQUIRED TO OPERATE A DOOR SHALL NOT EXCEED 5 POUNDS FOR
EXTERIOR DOORS AND 5 POUNDS FOR INTERIOR DOORS WITH A PULL OR PUSH EFFORT BEING
APPLIED AT RIGHT ANGLE TO HINGED DOORS AND AT THE CENTER PLANE OF SLIDING OR FOLDING
DOORS. AUTOMATIC DOOR OPERATORS MAY BE UTILIZED TO MEET THE ABOVE STANDARDS. WHEN
FIRE RATED DOORS ARE UTILIZED, THE MAXIMUM EFFORT TO OPERATE THE DOOR MAY BE
INCREASED TO 15 POUNDS WITH A CLOSURE DEVICE
3.
PROVIDE A 2" WIDE STRIP OF SLIP RESISTANT (EQUAL TO ADJACENT TREADS) MATERIAL IN
CONTRASTING COLOR AT 1" FROM THE EDGE OF THE LOWEST TREAD AND AT THE UPPER
APPROACH TO EACH RUN OF STAIRS. AT EXTERIOR STAIRS, USE PAINT FOR MARKING TREADS
UNLESS NOTED OTHERWISE ON DRAWINGS
4.
FAUCET CONTROLS AND OPERATING MECHANISMS FOR DRINKING FOUNTAINS, KITCHEN SINKS,
LAVATORIES, AND TOILET FIXTURES SHALL BE OPERABLE WITH ONE HAND NOT REQUIRING
GRASPING, PINCHING, OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO OPERATE CONTROLS
SHALL NOT EXCEED FIVE POUNDS. THE FLUSH VALVE ON ALL WATER CLOSETS SHALL BE LOCATED
ON THE WIDE SIDE OF THE STALL. MAXIMUM HEIGHT OF FLUSH VALVES FOR ACCESSIBLE FIXTURE
SHALL NOT EXCEED 44" A.F.F. THE ACCESSIBLE LAVATORIES, FAUCET CONTROLS AND OPERATING
MECHANISMS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE GRASPING,
PINCHING, OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE FAUCET CONTROLS
AND OPERATING MECHANISMS SHALL BE NO GREATER THAN 5 LBS. LEVER-OPERATED, PUSH-TYPE,
AND ELECTRONICALLY CONTROLLED MECHANISMS ARE EXAMPLES OF ACCEPTABLE DESIGNS.
SELF-CLOSING VALVES ARE ALLOWED IF THE FAUCET REMAINS OPEN FOR AT LEAST 10 SECONDS.
5.
THE MAXIMUM SLOPE OF ANY DISABLED VEHICULAR PARKING STALL SHALL NOT EXCEED 1/4" (1:50)
PER FOOT IN ANY DIRECTION.
6.
LATCHING & 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, PANIC BARS, PUSH-PULL
ACTIVATING BARS, OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING
THE ABILITY TO GRASP THE OPENING HARDWARE.
7.
ALL FLOOR SURFACES IN THE PATH OF TRAVEL SHALL BE SLIP RESISTANT.8.
DRINKING FOUNTAIN BUBBLERS SHALL BE ACTIVATED BY A MANUALLY OPERATED SYSTEM
COMPLYING WITH SECTION 11B-602 THAT IS FRONT MOUNTED OR SIDE MOUNTED AND LOCATED
WITHIN 6" OF THE FRONT EDGE OF THE FOUNTAIN OR AN ELECTRONICALLY CONTROLLED DEVICE.
SPOUT OUTLETS SHALL BE 36" MAX. A.F.F. THE SPOUT SHALL BE LOCATED 15" MIN. FROM THE
VERTICAL SUPPORT AND 5" MAX. FROM THE FRONT EDGE OF THE UNIT, INCLUDING BUMPERS. THE
SPOUT SHALL PROVIDE A FLOW OF WATER AT LEAST 4" HIGH MIN. AND SHALL BE LOCATED 5" MAX.
FROM THE FRONT OF THE UNIT. THE ANGLE OF THE WATER STREAM SHALL BE MEASURED
HORIZONTALLY RELATIVE TO THE FRONT FACE OF THE UNIT. WHERE SPOUTS ARE LOCATED LESS
THAN 3" FROM THE FRONT OF THE UNIT, THE ANGLE OF THE WATER STREAM SHALL BE 15 DEG.
MAX. ON AN ACCESSIBLE DRINKING FOUNTAIN WITH A ROUND OR OVAL BOWL, THE SPOUT MUST
BE POSITIONED SO THE FLOW OF WATER IS WITHIN 3" OF THE FRONT EDGE OF THE FOUNTAIN
9.
OBJECTS PROJECTING FROM WALLS (FOR EXAMPLE TELEPHONES) WITH THEIR LEADING EDGES
BETWEEN 27" AND 80" ABOVE FINISH FLOOR SHALL PROTRUDE NO FURTHER THAN 4" INTO WALKS,
HALLS, CORRIDORS, PASSAGEWAYS OR AISLES. OBJECTS MOUNTED WITH THEIR LEADING EDGES AT
OR BELOW 27"ABOVE THE FINISH FLOOR MAY PROTRUDE ANY AMOUNT INTO WALKS, HALLS,
CORRIDORS, PASSAGEWAYS, OR AISLES. FREE STANDING OBJECTS MOUNTED ON POSTS OR
PYLONS MAY OVERHANG 12" MAXIMUM FROM 27" TO 80" ABOVE FINISHED FLOOR. PROTRUDING
OBJECTS SHALL NOT REDUCE THE CLEAR WIDTH OF AN ACCESSIBLE ROUTE OR MANEUVERING
SPACE. WALKS , HALLS, CORRIDORS, PASSAGEWAYS AISLES, OR OHER CIRCULATION SPACES
SHALL HAVE 80 INCHES ABOVE THE WALKING SURFACE AS MEASURED FROM THE BOTTOM OF THE
OBSTRUCTION. ANY OBSTRUCTION OVERHANGING A PEDESTRIAN WAY SHALL BE A MINIMUM OF 80"
ABOVE THE WALKING SURFACE AS MEASURE TO THE BOTTOM OF THE OBSTRUCTION.
10.
WHERE A GUY SUPPORT IS USED PARALLEL TO A PATH OF TRAVEL, INCLUDING, BUT NOT LIMITED
TO SIDEWALKS, A GUY BRACE, SIDEWALK GUY OR SIMILAR DEVICE SHALL BE USED TO PREVENT
AN OVERHANGING OBSTRUCTION AS DEFINED.
11.
IF A WALK CROSSES OR ADJOINS A VEHICULAR WAY, AND THE WALKING SURFACES ARE NOT
SEPARATED BY CURBS, RAILING OR OTHER ELEMENTS BETWEEN THE PEDESTRIAN AREAS AND THE
VEHICULAR AREAS, THE BOUNDARY BETWEEN THE AREAS SHALL BE DEFINED BY A CONTINUOUS
DETACHABLE WARNING WHICH IS 36" WIDE , COMPLYING WITH SECTION 11B-705.
12.
THE HIGHEST OPERABLE PART OF ALL CONTROLS, DISPENSERS, RECEPTACLES AND OTHER
OPERABLE EQUIPMENT SHALL BE INSTALLED AT AN ACCESSIBLE LOCATION MEETING THE
CLEARANCES AND REACH RANGE REQUIREMENTS OF SECTION 11B-308 & 309 AND NOT LESS THAN
15" ABOVE THE FLOOR OR WORKING PLATFORM. THE CENTER OF 15, 20 & 30 AMP RECEPTACLE
OUTLETS SHALL BE NOT LESS THAN 15" ABOVE THE FINISHED FLOOR OR WORKING PLATFORM.
13.
THE CENTER OF THE GRIP OF THE OPERATING HANDLE OF CONTROLS OR SWITCHES INTENDED TO
BE USED BY THE OCCUPANT OF THE ROOM OR AREA TO CONTROL LIGHTING AND
RECEPTACLE.OUTLETS, APPLIANCES, OR COOLING , HEATING AND VENTILATING EQUIPMENT
SHALL BE 48" ABOVE THE FLOOR OR WORKING PLATFORM. IN CONFORMANCE WITH CBC 11B-308 &
309.
14.
THE CENTER OF THE ELECTRICAL RECEPTACLE OUTLETS OR BRANCH CIRCUITS OF 30 AMPERES OR
LESS SHALL BE INSTALLED NOT MORE THAN 48 INCHES NOR LESS THAN 14 INCHES ABOVE THE
FLOOR OR WORKING PLATFORM.
15.
SIGNS: VISUAL CHARACTERS ON SIGNS SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE
UPPERCASE LETTER "O" IS 60% MIN. AND 110% MAX. OF THE HEIGHT OF THE UPPERCASE LETTER "I".
STROKE THICKNESS OF THE UPPERCASE LETTER "I" SHALL BE 10% MIN. AND 20% MAX. OF THE
HEIGHT OF THE CHARACTER.
16.
SIGNS: RAISED CHARACTERS AND PICTORIAL SYMBOLS ON SIGNS SHALL BE SELECTED FROM FONTS
WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IS 60% MIN. AND 110% MAX. OF THE HEIGHT OF
THE UPPERCASE LETTER "I". STROKE THICKNESS OF THE UPPERCASE LETTER "I" SHALL BE 15% MAX.
OF THE HEIGHT OF THE CHARACTER.
17.
SIGNS: CONTRACTED GRADE II BRAILLE: DOTS SHALL BE 1/10" ON CENTERS IN EACH CELL WITH 2/10"
SPACE BETWEEN CELLS, MEASURED FROM THE SECOND COLUMN OF DOTS IN THE FIRST CELL TO
THE FIRST COLUMN OF DOTS IN THE SECOND CELL. DOTS SHALL BE RAISED A MINIMUM OF 1/40"
ABOVE THE BACKGROUND, AND ARE TO BE ROUNDED, NOT SQUARE DOTS.
18.
ALL DOORS SHALL BE FITTED WITH AN ASTRAGAL, SEAL OR BAFFLE AT THE HEAD, JAMB AND SILL1.
DOOR JAMBS MOUNTED ON AN EXTERIOR WALL SHALL LAP THE ADJACENT WALL A MINIMUM OF ONE
INCH ON BOTH THE INTERIOR AND EXTERIOR SIDE
2.
DOORS REQUIRING A VERTICAL TRACK GUIDE SHALL USE A CONTINUOUS MOUNTING ANGLE, SEALED
IN ACCORDANCE WITH ITEM 7 BELOW.
3.
DOORS MOUNTED BETWEEN JAMBS SHALL HAVE A CONTINUOUS SEAL OR BAFFLE AT EACH JAMB.4.
MEETING RAILS OF SECTIONAL DOORS AND MEETING STILES OR RAILS OF BI-PARTING DOORS SHALL
BE PROVIDED WITH A SEAL, ASTRAGAL, OR BAFFLE.
5.
SWINGING AND REVOLVING DOORS SHALL BE WEATHER STRIPPED AT THE HEAD, SILL AND JAMB.6.
OPEN EXTERIOR JOINTS AROUND WINDOW AND DOOR FRAMES, BETWEEN WALLS AND FOUNDATIONS,
AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS AND FLOORS, AND ALL OTHER OPENINGS
BETWEEN CONDITIONED AND UNCONDITIONED SPACES SHALL BE SEALED, CAULKED, GASKETED OR
WEATHER STRIPPED TO LIMIT AIR PENETRATION.
7.
8.
9.
A "CERTIFICATE OF COMPLIANCE" SIGNED BY THE OWNER AND GENERAL CONTRACTOR SHALL BE
GIVEN TO THE BUILDING DEPARTMENT STATING THAT THE WORK HAS BEEN PERFORMED AND
MATERIALS INSTALLED ACCORDING TO THE APPROVED PLANS AND SPECIFICATIONS.
WITHIN THE SCOPE OF THE ARCHITECTS WORK, THIS PROJECT HAS BEEN DESIGNED TO COMPLY
WITH ALL THE APPLICABLE REQUIREMENTS OF THE CALIFORNIA ENERGY COMMISSIONS REGARDING
ENERGY CONSERVATION STANDARDS (T-20-1451 TO T-20-1525).
THE ARCHITECT SHALL NOT HAVE CONTROL OVER OR CHARGE OF AND SHALL NOT BE RESPONSIBLE
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR
SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, SINCE THESE ARE SOLELY
THE CONTRACTOR'S RESPONSIBILITY UNDER THE CONTRACT FOR CONSTRUCTION. THE FOLLOWING
IS A LIST OF SAFETY ISSUES TO BE REVIEWED BY THE CONTRACTOR PRIOR TO THE START OF THE
WORK. THIS LIST IS NOT INTENDED TO BE A COMPLETE LIST OF RELEVANT SAFETY ISSUES.
OBSERVATION VISITS PERFORMED BY THE ARCHITECT SHALL NOT INCLUDE REVIEW OF THE
FOLLOWING ITEMS:
THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO
NOT INDICATE THE METHOD OF CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ERECTION
BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR AND HAS NOT BEEN CONSIDERED BY THE ARCHITECT OR HIS CONSULTANTS. THE
CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING ALL PHASES OF
CONSTRUCTION.
1.
CONTRACTOR SHALL DETERMINE ALL PHASES OF WORK WHICH REQUIRE AN ERECTION PLAN
ACCORDING TO ALL APPLICABLE SAFETY REGULATIONS. A CERTIFIED COPY OF SUCH ERECTION
PLANS SHALL REMAIN ON THE CONSTRUCTION SITE AT ALL TIMES.
2.
TEMPORARY LOADING DURING CONSTRUCTION SHALL NOT OVERLOAD DESIGN VALUES.
CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL TRADES OF SUCH VALUES PRIOR TO
COMMENCEMENT OF WORK. THE CONTRACTOR SHALL PROVIDE MOUNTED VISIBLE SIGNAGE
INDICATING THE DESIGN LOADS IN ALL SPACES AS REQUIRED BY APPLICABLE SAFETY REGULATIONS.
THE FINAL OCCUPANT OF THE BUILDING SHALL BE RESPONSIBLE FOR NOT EXCEEDING THESE LIMITS
FOLLOWING COMPLETION OF THE PROJECT.
3.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE IF A CAL-OSHA PERMIT IS
REQUIRED FOR ANY PART OF THE WORK, AND TO OBTAIN SUCH PERMIT SHOULD IT BE REQUIRED.
4.
LACK OF A GUARDRAIL AT BUILDING PARAPETS, FLOOR OPENINGS, AND ROOF OPENINGS MAY NOT
MEET CURRENT LABOR CODES FOR A SPACE WHICH MAY BE OCCUPIED. THE ARCHITECT
RECOMMENDS THE USE OF GUARDRAILS AT ALL SUCH CONDITIONS. SHOULD GUARDRAILS NOT BE
INSTALLED, THE OWNER SHALL ACCEPT FULL RESPONSIBILITY. IN ADDITION, THE CONTRACTOR
SHALL PROVIDE CLEARLY LEGIBLE SIGNAGE AT THESE LOCATIONS STATING "CAUTION - NO
GUARDRAIL."
5.
ALL TEMPORARY FLOOR AND ROOF OPENINGS LACKING GUARDRAILS SHOULD BE ADEQUATELY
PROTECTED DURING CONSTRUCTION.
6.
CONTRACTOR SHALL VERIFY THAT ALL INSTALLED SKYLIGHTS HAVE BEEN DESIGNED TO WITHSTAND
THE MINIMUM LOADS AS SPECIFIED IN THE CBC.
7.
MATERIALS USED IN THIS DESIGN MAY BE HAZARDOUS TO ONE HEALTH. THE CONTRACTOR AND
OWNER SHALL ACCEPT ALL RESPONSIBILITY FOR SUCH MATERIALS AND SHALL POST SIGNAGE
WARNING OF SUCH MATERIALS WHERE REQUIRED BY LAW PRIOR TO PROJECT OCCUPANCY.
8.
THE CONTRACTOR, DURING CONSTRUCTION, AND THE OWNER, DURING OCCUPANCY, SHALL ASSUME
FULL RESPONSIBILITY FOR PROPER ROOF MAINTENANCE TO INSURE PROPER ROOF DRAINAGE AT
ALL TIMES.
9.
MEANS OF EGRESS SHALL BE ILLUMINATED WITH AT LEAST ONE FOOT CANDLE AT THE FLOOR LEVEL
AT ALL TIMES [CBC 1008.2 and 1008.2.1]
53.
13. HAZARDOUS MATERIALS WILL BE STORED AND/OR USED WITHIN THE BUILDING, AS A CONDITION OF
OCCUPANCY.
SAFETY NOTES:
GENERAL NOTES:
FIRE PROTECTION NOTES:
MECHANICAL & ELECTRICAL NOTES:
FIRE DEPARTMENT NOTES
1. INTERIOR FINISHES AND COMBUSTBLE DECORATIVE MATERIALS SHALL COPMLY WITH CFC 801.
2. STORAGE OF COMBUSTBLE MATERIALS IN CLOSELY PACKED PILES OR ON PALLETS, IN RACKS,
OR ON SHELVES WHERE THE TOP OF STORAGE IS GREATER THAN 12 FEET IN HEIGHT SHALL
COMPLY WITH CFC CHAPTER 23.
3. THE STORAGE, USE AND DISPENSING OF HAZARDOUS MATERIALS SHALL NOT EXCEED THE
MAXIMUM ALLOWABLE QUANTITIES AS SET FORTH IN TABLES 307.1(1) AND (2) OF THE CBC.
4. THE STORAGE, USE OR DISPENSING OF HAZARDOUS MATERIALS, AS DEFINED BY THE FIRE
CODE, SHALL COMPLY WITH CFC CHAPTER 27.
5. INSTALLATION OR REMOVAL OF ABOVEGROUND/UNDERGROUND STORAGE TANKS AND
ASSOCIATED EQUIPMENT SHALL BE APPROVED BY THE ANAHEIM FIRE DEPARTMENT UNDER
SEPARATE REVIEW.
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UP
UP
DN
DN
G
F
E
D
C
B
A
1
1
2
2
3
3 4 5 6 7 8 9 10 11 12 13
F.6
3.52.5
E.9
F.4
3'
-
4
"
60
'
-
0
"
60
'
-
0
"
60
'
-
0
"
60
'
-
0
"
60
'
-
0
"
61' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"59' - 0"640' - 0"
39
'
-
1
"
EXISTING
WAREHOUSE /
MANUFACTURING
100
(E)ELEC RM
101
(E)VESTIBULE
102
177,894 sf
F-1 / S-1 (MODERATE HAZARD FACTORY INDUSTRIAL / MODERATE HAZARD STORAGE)
OCCUPANCY CALCULATIONS
AREA LOAD FACTOR TABLE 1004.5
INDUSTRIAL - 100 GROSS 1,778.94
NO. OF OCCUPANTS
EXIT EXIT EXIT EXIT EXIT EXIT EXIT
EXIT
EXIT
EXITEXITEXITEXITEXIT
EXITEXIT
EXIT
EXIT
EXIT
EXIT
2,000 sf
A-2 (ASSEMBLY INTENDED FOR FOOD AND OR DRINK CONSUMPTION)
OCCUPANCY CALCULATIONS (BREAK ROOMS)
AREA LOAD FACTOR TABLE 1004.5
ASSEMBLY W/O FIXED SEATS - 15 NET 133.33
NO. OF OCCUPANTS
1,884 sf (EA.)
A-2 (ASSEMBLY INTENDED FOR FOOD AND OR DRINK CONSUMPTION)
OCCUPANCY CALCULATIONS (BREAK ROOMS)
AREA LOAD FACTOR TABLE 1004.5
ASSEMBLY W/O FIXED SEATS - 15 NET 125.6
NO. OF OCCUPANTS
920 sf
A-2 (ASSEMBLY INTENDED FOR FOOD AND OR DRINK CONSUMPTION)
OCCUPANCY CALCULATIONS (BREAK ROOMS)
AREA LOAD FACTOR TABLE 1004.5
ASSEMBLY W/O FIXED SEATS - 15 NET 61.33
NO. OF OCCUPANTS
4,125 sf
B (BUISINES GROUP)
OCCUPANCY CALCULATIONS (OFFICES)
AREA LOAD FACTOR TABLE 1004.5
UNCONCENTRATED - 150 GROSS 27.5
NO. OF OCCUPANTS
EXIT
(EXISTING)
(EXISTING)
(EXISTING)
(EXISTING)
(EXISTING -PARTIALLY RENOVATED )
88' TRAVEL DISTANCE
MAXIMUM TRAVEL DISTANCE 300'
PER TABLE 1017.2 CBC 2022
7 1 2' - 6 "
(7 1 2 '-6 "x 1 /3 =2 3 7'-6 ") 1 0 0 7 .1 .1 C B C 2 0 2 2
5 0 0 ' - 4 "
20
5
'
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2
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'
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1
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.
2
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B
C
2
0
2
2
16
0
'
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A
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1
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1
7
.
2
C
B
C
2
0
2
2
94' TRAVEL DISTANCE
MAXIMUM TRAVEL DISTANCE 250'
PER TABLE 1017.2 CBC 2022
G
F
1 2 3 4 5 6
F.6
3.52.5
E.9
F.4
4,390 sf
B (BUISINES GROUP)
OCCUPANCY CALCULATIONS (OFFICES)
AREA LOAD FACTOR TABLE 1004.5
UNCONCENTRATED - 150 GROSS 29.2
NO. OF OCCUPANTS
EXITEXIT
154' TRAVEL DISTANCE
MAXIMUM TRAVEL DISTANCE 300'
PER TABLE 1017.2 CBC 2022
174' TRAVEL DISTANCE
MAXIMUM TRAVEL DISTANCE 300'
PER TABLE 1017.2 CBC 2022
(MAZZANINE AREA T.I. )
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1/32" = 1'-0"1 GROUND LEVEL FLOOR PLAN - CODE DIAGRAM PHASE VII
1/32" = 1'-0"2 MEZZANINE LEVEL PLAN - CODE DIAGRAM PHASE VII
UP
UP
UP
UP
G
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F.6
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F.4
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'
-
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'
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60
'
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60
'
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60
'
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61' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"59' - 0"
640' - 0"
NORTH
(E) ROOF
ACCESS
LADDER
(E) EQUIPMENT
CANOPY
(E) CANOPY
"A"
(E) CANOPY
"B"
(E) CANOPY
"D"
PORTABLE FIRE EXTINGUISHER WITH A
RATING OF NOT LESS THAN 2-A OR 2-A10BC
WITHIN 75 FEET TRAVEL DISTANCE TO ALL
PORTIONS OF THE BUILDING ON EACH
FLOOR,ALSO DURING CONSTRUCTION
G
F
1 2 3
F.6
3.52.5
E.9
F.4
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1" = 20'-0"1 OVERALL GROUND LEVEL FIRE EXTINGUISHER PLAN - PHASE VII
1" = 20'-0"2 MEZZANINE LEVEL FIRE EXTINGUISHER PLAN - PHASE VII
TITLE 24 -ACCESSIBILITY REQUIREMENTS
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VERTICAL CHANGE IN LEVELBEVELED CHANGE IN LEVELCARPET TRANSITIONTHRESHOLDRAMP AT SECONDARY EXT. DOOR
1"
M
A
X
.
3/4
"
M
A
X
.
8" MIN.2
1
1/4
"
M
A
X
.
AT
1
:
2
S
L
O
P
E
1/2
"
M
A
X
EXTERIOR IMPERVIOUS
SURFACE
EXTERIOR FLOOR LEVEL
THRESHOLD
SECONDARY EXT. DOOR
PERMANENTLY INSTALLED RAMP OR
BUILT-UP SURFACE.
THRESHOLD
FINISH FLOOR
CARPET
CA
R
P
E
T
B
E
L
O
W
T
H
R
E
S
H
O
L
D
1/4
"
M
A
X
C
O
M
P
R
E
S
S
E
D
2
1
FINISH FLOOR FINISH FLOOR1/4
"
M
A
X
1/2
"
M
A
X
1/4
"
M
A
X
.
1/4
"
M
A
X
48" MIN.
48
"
M
A
X
.
20" MAX.
MAX. FORWARD REACH OVER AN
OBSTRUCTION, < 20" DEPTH
30
"
M
I
N
.
48" MIN.
20" MAX
44
"
M
A
X
.
48" MIN.
20" < Y < = 25"
MAX. FORWARD REACH OVER AN
OBSTRUCTION, 20" - 25" DEPTH
30
"
M
I
N
.
48" MIN.
20" < y < = 25"
15
"
M
I
N
.
48
"
M
A
X
.
HIGH AND LOW SIDE REACH
30" MIN
48
"
M
I
N
15
"
M
I
N
.
48
"
M
A
X
.
30" MIN.10" MAX.
SIDE REACH OVER
AN OBSTRUCTION 10" MAX.
10" MAX 30" MIN
48
"
M
I
N
30" MIN.
34
"
M
I
N
.
46
"
M
A
X
.
24" MAX 24" MAX.30" MIN.
48
"
M
I
N
30" MIN.
SIDE REACH OVER
AN OBSTRUCTION > 10"
AND 24" MAX.
36
"
M
I
N
.
32
"
M
I
N
.
36
"
M
I
N
.
32
"
M
I
N
.
24" MIN.48" MIN.24" MIN.
5' - 0"
5'
-
0
"
60" MIN.
CLEAR WIDTH FOR SINGLE WHEELCHAIRWHEELCHAIR TURNING SPACECLEAR WIDTH FOR TWO
WHEELCHAIRS/ MIN WIDTH FOR
CORRIDORS OVER 200'
MIN WIDTH FOR INTERIOR
CORRIDORS SERVING OCC LOAD
10 OR MORE
44" MIN.
36
"
M
I
N
.
24
"
M
I
N
.
60
"
M
I
N
.
36" MIN.12" MIN.12" MIN.
T-SHAPE 180 DEGREE TURNSTURN AROUND AN OBSTRUCTION
36" MIN.36" MIN.
60
"
M
I
N
.
48
"
M
I
N
.
< 48"
42" MIN.42" MIN.
< 48"
90 DEGREE TURNS
3'
-
0
"
36" MIN.> = 48"36" MIN.
PASSING METHOD FOR CORRIDOR WITH LENGTH
OVER 200' AND WIDTH LESS THAN 60"
44" MIN.
44
"
M
I
N
.
44
"
M
I
N
.
16" MIN.
60
"
M
I
N
.
60" MIN.
44" MIN.
WHEELCHAIR TURNING REQUIREMENTS
48" MIN.
48" MIN.
48" MIN.
>
8
"
48
"
M
I
N
.
48"
M
I
N
.
18
"
M
I
N
.
18
"
M
I
N
.
12
"
M
I
N
.
12
"
M
I
N
.
PROVIDE THIS ADDITIONAL SPACE
IF THE DOOR IS EQUIPPED
WITH BOTH A LATCH AND A CLOSER
12
"
M
I
N
.
18
"
M
I
N
.
VESTIBULE -DOORS AT
ADJACENT WALL
(SERVING OTHEN THAN A
REQUIRED EXIT STAIRWAY
VESTIBULE -DOORS AT
OPPOSITE WALL
(SERVING OTHEN THAN A
REQUIRED EXIT STAIRWAY
VESTIBULE -BOOTH DOORS
OPEN OUT
(SERVING OTHEN THAN A
REQUIRED EXIT STAIRWAY
VESTIBULE -DOORS IN SERIES
(SERVING OTHEN THAN A
REQUIRED EXIT STAIRWAY
12" MIN.
>
8
"
48
"
M
I
N
.
RECESSED DOOR -
PUSH SIDE APPROACH
RECESSED DOOR -
PUSH SIDE APPROACH
RECESSED DOOR -
PULL SIDE APPROACH
>
8
"
60
"
M
I
N
.
18" MIN. INTERIOR
24" MIN. EXTERIOR
24" MIN.
24" MIN.
60
"
M
I
N
.
Y=
4
4
"
M
I
N
.
Y = 48" MIN. IF DOOR
HAS BOTH A LATCH
AND A CLOSER
LATCH SIDE APPROACHESHINGED SIDE APPROACHES
Y = 48" MIN. IF DOOR
HAS BOTH A LATCH
AND A CLOSER
Y
=
4
4
"
M
I
N
.
54" MIN.
60
"
M
I
N
.
36" MIN.
FORWARD APPROACHES
18" MIN. INTERIOR
24" MIN. EXTERIOR
HAS CLOSER & LATCH
12" MIN. ONLY IF DOOR32" MIN. CLR.48
"
M
I
N
.
60
"
M
I
N
.
CLEAR, LEVEL, LANDING, TYP.
32" CLEAR
30
"
T
O
4
4
"
PANIC HARDWARE
NOTE:
MAXIMUM EFFORT TO OPERATE DOORS SHALL NOT
EXCEED 5 LBS. FOR EXTERIOR DOORS, 5 LBS. FOR
INTERIOR DOORS AND 15 LBS. (OR AS ALLOWED BY
APPROPRIATE ADMINISTRATIVE AGENCY) FOR
FIRE DOORS.
NOTE:
DOOR HARDWARE TO BE CENTERED BETWEEN
30" AND 44' ABOVE FINISHED FLOOR
DOOR HARDWARE
DOORWAY REQUIREMENT
32" MIN. CLR.
48
"
M
I
N
.
FORWARD APPROACHES
(FOR SLIDING / FOLDING
DOORS)
32" MIN. CLR.
42
'
M
I
N
.
22' MIN.
POCKET OR HINGE SIDE
APPROACH (FOR SLIDING /
FOLDING DOORS)
42
"
M
I
N
.
24" MIN.
32" MIN. CLR.
STOP OR LATCH SIDE APPROACH
(FOR SLIDING / FOLDING DOORS)
SIDE APPROACH (FOR DOORWAYS
W/O DOORS/GATE)
32" MIN. CLR.
48
"
M
I
N
.
CH
E
C
K
E
D
DR
A
W
N
FO
R
C
O
N
S
T
R
.
DA
T
E
O
F
I
S
S
U
E
Da
t
e
No
.
B
y
Re
v
i
s
i
o
n
s
PROJECT NO.
SHEET NO.
PR
O
J
E
C
T
PRINT DATE & TIME
2/
1
7
/
2
0
2
5
2:
3
4
:
1
2
P
M
2/17/2025 2:34:12 PM
TT24-3
TI
T
L
E
2
4
A
C
C
E
S
S
I
B
I
L
I
T
Y
D
I
A
G
R
A
M
12
3
3
9
L
O
W
E
R
A
Z
U
S
A
R
O
A
D
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
1257-21
GL
E
N
A
I
R
L
O
G
I
S
T
I
C
S
-
BL
D
G
1
04
/
2
5
/
1
8
Au
t
h
o
r
Ch
e
c
k
e
r
1" = 1'-0"1 CHANGES OF ELEVATION ALONG ACCESS. ROUTE
1/4" = 1'-0"2 ACCESSIBLE REACH RANGE
1/4" = 1'-0"3 WHEELCHAIR TURNING REQUIREMENTS
1/4" = 1'-0"4 (3) DOORWAY REQUIREMENT
CANE DETECTION AT STANDPIPES
4" MAX
D
E
T
E
C
T
I
O
N
D
E
V
I
C
E
27
"
M
A
X
.
T
O
C
A
N
E
STANDPIPE
PROJECTIONS
PROVIDE CANE
DETECTION
DEVICE IF
PROJECTIONS
EXTEND MORE
THAN 4".
FINISH FLOOR
STANDPIPE
PROJECTIONS
STANDPIPE
CANE
DETECTION
DEVICE
15
"
M
I
N
.
48
"
M
A
X
.
THERMOSTATSWITCHES
WALL OUTLETS
WINDOW OPERATIONS
PULL CORDS
HANDICAP CONTROL HT. REQUIREMENTS
EQUIPMENT ELEVATIONS
MIRROR
TOWEL
DISPENSER
WASTE
RECEPTACLE
WASTE
RECEPTACLE
TOWEL
DISPENSER
DRYER
SANITARY
NAPKINS
CU
P
S
CO
A
T
H
A
N
G
E
R
0/
L
A
V
A
T
O
R
Y
:
@
3
5
"
M
A
X
.
E
L
S
E
W
H
E
R
E
MI
R
R
O
R
S
4
0
"
M
A
X
.
T
O
R
E
F
L
E
C
T
I
V
E
S
U
R
F
.
P
A
R
T
I
N
C
L
U
D
I
N
G
C
O
I
N
S
L
O
T
40
"
M
A
X
T
O
H
I
G
H
E
S
T
O
P
E
R
A
B
L
E
NOTE:
1. WHERE TOWEL, SANITARY NAPKINS AND WASTE RECEPTACLES AND SIMILAR DISPENSING AND DISPOSAL FIXURES
ARE PROVIDED, AT LEAST ONE OF EACH TYPE IS TO BE LOCATED WITH ALL OTHER OPERABLE PARTS. INCLUDING COIN
SLOTS, WITHIN 40 INCHES FROM THE FLOOR MOUNT MIRRORS WITH THE BOTTOM EDGE NO MORE THAN 40 INCHES
FROM THE FLOOR.
2. CONTRACTOR TO VERIFY TOILET COMPLIES WITH MINIMUM HANDICAP REQUIREMENTS.
10
"
M
I
N
.
10
"
-
1
2
"
4" MAX.
4'
-
6
"
EXIT
EXIT
3'
-
1
0
3
/
4
"
M
A
X
.
80
"
M
I
N
.
FINISHED CEILING
FINISHED FLOOR
LOW LEVEL EXIT SIGN (WHERE REQUIRED)
EXIT SIGN (WHERE REQUIRED)
DOOR KICK
SIGNAGE PER
SPECIFICATION
AND DETAILS
OVERHEAD OBSTRUCTION
3'
-
0
"
CALL BOX AND
FIRE ALARM
CONTROL
0' - 8"
9"
M
I
N
.
27
"
M
I
N
.
11" MIN.
6" MAX.
CL
R
T
O
F
I
N
S
I
H
18
"
M
I
N
.
30
"
M
I
N
.
48" MIN.
25" MAX.
LAV DEPTH
17" - 25"
30" X 48"
CLR FLOOR
SPACE
MIR
R
O
R
R
E
F
L
E
C
T
I
V
E
S
U
R
F
A
C
E
40
"
M
A
X
.
34
"
M
A
X
.
0'
-
9
"
27
"
M
I
N
.
29
"
M
I
N
.
0' - 8"0' - 6"
25" MAX.
17" MIN.FLOOR FINISH MUST
EXTEND TO WALL
UNDER FIXTURE
HOT WATER AND DRAIN PIPES
UNDER LAVATORIES SHALL BE
INSULATED OR OTHERWISE
COVERED. THERE SHALL BE
NO SHARP OR ABRASIVE
SURFACES UNDER
LAVATORIES.
NOTE:
1. IF A MINIMUM 9 INCHES HEIGHT OF TOE
CLEARANCE IS PROVIDED, A MAXIMUM OF
6 INCHES OF THE 48 INCHES OF CLEAR FLOOR
SPACE REQUIRED AT THE FIXURE MAY EXTEND
INTO THE TOE SPACE.
2. FAUCET CONTROLS AND OPERATIONG MECHANISMS
SHALL BE OPERABLE WITH ONE HAND, AND SHALL NOT
REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF
THE WRIST. THE FORCE REQ. TO ACTIVATE CONTROLS
SHALL BE NO GREATER THAN 5 LBS. LEVER-OPERATED,
PUSH-TYPE AND ELECTRONICALLY CONTROLLLED MECHANISMS
ARE EXAMPLES OF ACCEPTABLE DESIGNS. SELF-CLOSING VALVES
ARE ALLOWED IF THE FAUCET REMAINS OPEN.
KNEE SPACE
TOE SPACE
LAVATORY PLAN AND ELEVATION
29
"
M
I
N
.
33
"
-
3
6
"
19
"
M
I
N
.
7"-9"
40
"
M
A
X
.
12" MAX.
54" MIN.
17" - 18"
12" MIN.24" MIN.
36" MIN.
42" MIN.
17
"
-
1
9
"
WALLS WITHIN WATER CLOSET
COMPARTMENT SHALL HAVE A SMOOTH
HARD NONABSORBENT SURFACE TO A
HEIGHT NOT LESS THAN 48"
NOTE:
1. WATER CLOSET CONTROLS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING,
PINCHING, OR TWISTING OF THE WRIST. CONTROLS FOR THE FLUSH VALVES SHALL BE MOUNTED ON THE WIDE
SIDE OF THE TOILET AREA NO MORE THAN 44 INCHES ABOVE THE FLOOR, THE FORCE REQUIRED TO ACTIVATE CONTROLS
SHALL BE NO GRATER THAN 5 LBS. LEVER OPERATED, PUSH TYPE, AND ELECTRONICALLY CONTROLLED MEHCANISMS
ARE EXAMPLES OF ACCEPTABLE TO DESIGNS.
17" - 19"
5' - 0 1/8"
17" - 18" TO FINISH
36" MIN.
12" MIN.24" MIN.
FLUSH ACTIVATOR
FACING WIDE SIDE
24
"
M
I
N
.
42
"
M
I
N
.
G
R
A
B
B
A
R
12
"
M
A
X
.
54
"
M
I
N
.
60
"
M
I
N
.
35" - 37" CLR
32" MIN. CLR4" MAX.32" MIN. CLR18" MIN. CLR
24
"
M
I
N
.
12
"
M
A
X
42
"
M
I
N
.
G
R
A
B
B
A
R
54
"
M
I
N
.
ACCESSIBLE
WATER CLOSET
COMPARTMENT
AMBULATORY
ACCESSIBLE
COMPARTMENT
GRAB BARS AND
ACCESSORIES SHALL
BE ALLOWED TO ENCROACH
IN THE 60" X 65" WC
CLEARANCE.
48" X 60" CLR MANEUVERING
SPACE REQ'D IN FRONT
OF WATER CLOSET
18" MIN. CLR.36" MIN.
12" MIN.24" MIN.
TO FINISH
17" - 18"WC CLEARANCE
60" MIN.
FLUSH
ACTIVATOR
FACING
WEST SIDE
30" X 48" CLR FLOOR
SPACE ENTENDS
UNDER LAVATORY
17" TO 19"
24
"
M
I
N
.
12
"
M
A
X
.
42
"
M
I
N
.
G
R
A
B
B
A
R
54
"
M
I
N
.
GRAB BARS AND
ACCESSORIES SHALL
BE ALLOWED TO ENCROACH
IN THE 60" X 65" WC
CLEARANCE.
18" MIN.
(36" DOOR)
32" MIN. CLRPROVIDE 12" MIN CLR IF
DOOR IS EQUIPPED WITH
BOTH A LATCH AND CLOSER
12" MIN.
40" X 60" CLR MANEUVERING SPACE
REQ'D IN FRONT OF WATER CLOSET.
DOOR MAY SWING INWARD PROVIDED
IT DOES NOT ENCROACH INTO THE 60"
TURNING RADIUS BY MORE THAN 12";
AND DOES NOT ENCROACH THE 30" X 48"
CLR SPACE OF FIXTURE.
WATER CLOSET ELEVATIONS (WALL MOUNTED)
56
"
M
I
N
C
L
R
/
F
P
O
R
W
A
L
L
H
U
N
G
T
O
I
L
E
T
S
60" MIN. DIAM. CLEAR
56
"
M
I
N
C
L
R
/
F
P
O
R
W
A
L
L
H
U
N
G
T
O
I
L
E
T
S
SINGLE OCCUPANCY RESTROOM (WALL MOUNTED)
MULTI-TOILET STALLS (WALL MOUNTED)
48
"
M
I
N
.
C
L
R
.
48
"
M
I
N
.
C
L
R
19
"
M
I
N
.
17
"
-
1
9
"
7" - 9"
17" - 19"
60" MIN.
36" MIN.
12" MIN.24" MIN.
24
"
M
I
N
.
42
"
M
I
N
.
G
R
A
B
B
A
R
12
"
M
A
X
.
54
"
M
I
N
.
60
"
M
I
N
.
35" - 37" CLR
32" MIN. CLR4" MAX.32" MIN. CLR18" MIN. CLR
59
"
M
I
N
.
C
L
E
A
R
A
N
C
E
F
O
R
F
L
O
O
R
M
O
U
N
T
E
D
T
O
I
L
E
T
S
12
"
M
A
X
42
"
M
I
N
.
G
R
A
B
B
A
R
54
"
M
I
N
.
ACCESSIBLE
WATER CLOSET
COMPARTMENT
AMBULATORY
ACCESSIBLE
COMPARTMENT
GRAB BARS AND
ACCESSORIES SHALL
BE ALLOWED TO ENCROACH
IN THE 60" X 65" WC
CLEARANCE.
48" X 60" CLR MANEUVERING
SPACE REQ'D IN FRONT
OF WATER CLOSET
18" MIN. CLR.36" MIN.
12" MIN.24" MIN.
TO FINISH
17" - 18"WC CLEARANCE
60" MIN.
30" X 48" CLR FLOOR
SPACE ENTENDS
UNDER LAVATORY
17" TO 19"
12
"
M
A
X
.
42
"
M
I
N
.
G
R
A
B
B
A
R
54
"
M
I
N
.
59
"
M
I
N
.
C
L
E
A
R
F
O
R
F
L
O
O
R
M
O
U
N
T
E
D
T
O
I
L
E
T
S
GRAB BARS AND
ACCESSORIES SHALL
BE ALLOWED TO ENCROACH
IN THE 60" X 65" WC
CLEARANCE.
18" MIN.
(36" DOOR)
32" MIN. CLRPROVIDE 12" MIN CLR IF
DOOR IS EQUIPPED WITH
BOTH A LATCH AND CLOSER
12" MIN.
40" X 60" CLR MANEUVERING SPACE
REQ'D IN FRONT OF WATER CLOSET.
DOOR MAY SWING INWARD PROVIDED
IT DOES NOT ENCROACH INTO THE 60"
TURNING RADIUS BY MORE THAN 12";
AND DOES NOT ENCROACH THE 30" X 48"
CLR SPACE OF FIXTURE.
MULTI-TOILET STALLS (FLOOR MOUNTED)
SINGLE OCCUPANCY RESTROOM (FLOOR MOUNTED)
40
"
M
A
X
.
WALLS WITHIN WATER CLOSET
COMPARTMENT SHALL HAVE A SMOOTH
HARD NONABSORBENT SURFACE TO A
HEIGHT NOT LESS THAN 48"
17" - 18"
12" MIN.24" MIN.
36" MIN.
12" MAX.42" MIN.
52" MIN.
33
"
-
3
6
"
NOTE:
1. WATER CLOSET CONTROLS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING,
PINCHING, OR TWISTING OF THE WRIST. CONTROLS FOR THE FLUSH VALVES SHALL BE MOUNTED ON THE WIDE
SIDE OF THE TOILET AREA NO MORE THAN 44 INCHES ABOVE THE FLOOR, THE FORCE REQUIRED TO ACTIVATE CONTROLS
SHALL BE NO GRATER THAN 5 LBS. LEVER OPERATED, PUSH TYPE, AND ELECTRONICALLY CONTROLLED MEHCANISMS
ARE EXAMPLES OF ACCEPTABLE TO DESIGNS.
24
"
M
I
N
.
60" DIA. MIN. CLEAR
48
"
M
I
N
.
C
L
R
.
48
"
M
I
N
.
C
L
R
.
WATER CLOSET ELEVATIONS (FLOOR MOUNTED)
58"-60"
58"-60"
58"-60"
HIGH/LOW DRINKING FOUNTAIN
ALCOVE INSTALLATION W/ STANDAR HEIGHT FOUNTAIN
48"32"
27
"
M
I
N
.
18" - 19"
36
"
M
A
X
.
18" MAX.
5" MAX.
6" MAX.
38
"
-
4
3
"
WATER FOUNTAIN PROTECTION BAR
(PROVIDE PLYWOOD BACKING TO
SUPPORT CONNECTION AS NEEDED) CH
E
C
K
E
D
DR
A
W
N
FO
R
C
O
N
S
T
R
.
DA
T
E
O
F
I
S
S
U
E
Da
t
e
No
.
B
y
Re
v
i
s
i
o
n
s
PROJECT NO.
SHEET NO.
PR
O
J
E
C
T
PRINT DATE & TIME
2/
1
7
/
2
0
2
5
2:
3
4
:
1
2
P
M
2/17/2025 2:34:12 PM
TT24-4
AC
C
E
S
S
I
B
I
L
I
T
Y
R
E
Q
U
I
R
E
M
E
N
T
S
12
3
3
9
L
O
W
E
R
A
Z
U
S
A
R
O
A
D
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
1257-21
GL
E
N
A
I
R
L
O
G
I
S
T
I
C
S
-
BL
D
G
1
01
/
1
7
/
2
3
Au
t
h
o
r
Ch
e
c
k
e
r
3/8" = 1'-0"1 ACCESSIBILITY REQUIREMENTS
3/8" = 1'-0"2 LAVATORY REQUIREMENTS
3/8" = 1'-0"3 WATER CLOSET REQUIREMENTS (WALL MOUNTED)
3/8" = 1'-0"4 WATER CLOSET REQUIREMENTS (FLOOR MOUNTED)
1/4" = 1'-0"5 ACCESSIBLITY SIGNS
NTS6DRINKING FOUNTAIN DETAILS
NTS7MULTIPLE-ACCOMMODATION TOILET FACILITY
BLDG 1 - DCDA #1BLDG 1 - DCDA #2
R
D
(E) PUB F.H.
(E) P
U
B F.H.
(
E
) P
U
B
F.
H
.
(E) 1
6
" P
U
B
LIC
W
A
T
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M
AI
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G
F
E
D
C
B
A
1
1
2
2
3
3 4 5 6 7 8 9 10 11 12 13
F.6
3.52.5
E.9
F.4
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-
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/
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"
0'
-
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1
/
4
"
NORTH
47
47
48 48 48 48
43
44
13
19
31
24
18
42
2
3
4
7
8
9
11
16
37
20
12
22
23
2525
1
22 22
CV
CV
CV
CV
CV
CV
CV
32
38
38
38
38
6
27
27
W
30
CV
CV
CV
28
45
10
35
36
46
85
'
-
0
"
10
0
'
-
0
"
49
50
48
18
'
-
0
"
53 52
CANOPY 'C'
51 51 51
CANOPY 'A'CANOPY 'B'CANOPY 'D'
54
1. PUBLIC STREET : ALL IMPROVEMENTS INCLUDING SIDEWALKS, CURB CUTS AND DRIVEWAY APRONS ARE TO
BUILT TO CITY / COUNTY STANDARD PER APPROVED CIVIL DRAWINGS.
2. (E) CURB CUT. SEE CIVIL DRAWINGS FOR IMPROVEMENTS.
3. (E) STREET FIRE HYDRANT. SEE CIVIL DRAWINGS.
4. (E) STREET LIGHT. SEE CIVIL DRAWINGS.
5. (E) ACCESSIBLE PARKING STALL COMPLIANCE SIGNAGE AT DRIVEWAY ENTRANCES INTOSITE.
6. (E) FIRE DEPARTMENT CONNECTION. SEE FIRE PROTECTION DRAWINGS.
7. (E) FIRE BACKFLOW PREVENTER TO BE SCREENED WITH LANDSCAPE. SEE FIRE PROTECTIONDRAWINGS.
8. (E) IRRIGATED LANDSCAPING PER GUIDELINES WITH MIN 6"CONCRETE CURBS AT ALL INTERIOR PERIMETERS.
SEE LANDSCAPE DRAWINGS.
9.(E) MEDIUM BROOM FINISH CONCRETE SIDE WALK: MIN. 4.5" THK. 2500PSI WITH #3 BARS @ 18" O.C. EA. WAY
OVER 95% COMPACTED 12" SUBGRADE.
PROVIDECONTROL / CONSTRUCTION JOINTS @ MAX. 5'-0" O.C. SHADED AREAS: #5 TOP-CAST WASHFINISHED
CONCRETE WITH THE C-34 DARK GREY COLOR MIX.
10. (E) ACCESSIBLE PATH OF TRAVEL FROM STALLS & PUBLIC WAY TO PRIMARY ENTRANCE.SEE CIVIL DRAWINGS.
SLOPE NOT TO EXCEED 1:20 EXCEPT AT CURB RAMPS AND OTHERDEFINED RAMPS. CROSS SLOPE NOT TO
EXCEED 1/4" PER FOOT. SEE GENERAL NOTES ONTHIS SHEET FOR ADDITIONAL DATA. STRIPE PAVING WITH
WHITE PAINT AT ALL DRIVEWAYCROSSINGS.
11. (E) ACCESSIBLE PRIMARY ENTRANCE / EXIT. PROVIDE 5' MIN. DEEP LEVEL CONCRETELANDING WITH MAX.
CROSS SLOPES NOT EXCEEDING 1/4" PER FOOT. PROVIDEACCESSIBILITY SIGNAGE, NO SMOKING SIGNAGE,AND
EXIT SIGN ON INTERIOR PER SHEET T24-3.
12. (E) CONCRETE TILT-UP MANUFACTURING/OFFICE / WAREHOUSE FACILITY.
13. (E) ON-SITE FIRE HYDRANT. PROVIDE GUARD POSTS PER FIRE DEPARTMENTSTANDARDS.
14. PROPERTY LINE.
15. LANDSCAPE CONTROLLER. SEE LANDSCAPE DRAWINGS.
16. (E) 3000 PSI CONCRETE SITE PAVING OVER COMPACTED SUBGRADE PER GEOTECH REPORT.SEE CIVIL
DRAWINGS FOR THICKNESS. SEE STRUCTURAL DRAWINGS FOR REINFORCING. INTRUCK YARD. PROVIDE
CONTROL / CONSTRUCTION JOINTS PER STRUCTURAL DRAWINGS.PROVIDE MEDIUM BROOM FINISH. SEE CIVIL
DRAWINGS FOR ADDITIONAL DATA. CONFIRMSUB-GRADE COMPACTION REQUIREMENTS WITH SOILS REPORT.
PROVIDE REINFORCING INFORKLIFT RAMP SLABS PER FOUNDATION PLAN NOTES.
17. (E) INTERIOR ELECTRICAL SWITCHGEAR. SEE ELECTRICAL DRAWINGS.
18. (E) TRANSFORMER AND VAULT. SEE ELECTRICAL DRAWINGS FOR IMPROVEMENTS.PROXIMITY OF VAULT TO
BUILDING SHALL BE GOVERNED BY STRUCTURAL FOOTINGDETAILS. PROVIDE BOLLARDS PER POWER COMPANY
REQUIREMENTS -SEE ELECTRICALDWGS.
19. UNLESS SHOWN OTHERWISE, ALL EXIT DOORS SHALL HAVE A MINIMUM 5'-0" SQ. CLEARAND LEVEL CONCRETE
LANDING W/ MAX. PER DETAIL 14/AD-1. CROSS SLOPES NOTEXCEEDING 1/4" PER FOOT. TYPICAL U.N.O. WHERE
LANDINGS REQUIRE MORE THAN ONESTEP, PROVIDE STEEL HANDRAILS
20. (E) GRADE LEVEL LOADING DOOR.
21. (E) DOCK HIGH TRUCK LOADING DOOR.
22. (E) 8' HIGH ROLLING/SWING GATES AS SHOWN ON SITE PLAN. ALL SITE GATESWILL HAVE KNOX BOXES AND
AND RAPID ENTRY SYSTEM TO ALLOW FOR FIRE DEPARTMENTACCESS. GATES SHALL PROVIDE 80% OPACITY.
SUBMIT DETAILED SHOP DRAWINGS ANDCALCULATIONS FOR APPROVAL. PROVIDE CONDUIT FOR FUTURE GATE
MOTORS ANDCOMMUNICATIONS.
23. (E) TYPICAL 8" DIA. (U.N.O.) CONCRETE FILLED GUARD POST PAINTED SAFETY YELLOWWHERE SHOWN.
24. (E) 12'-0" HIGH MIN. (AS MEASURED FROM INSIDE THE TRUCK YARD) PAINTED CONCRETESCREEN WALL.
PROVIDE WATERPROOFING PER SPECS WHERE LANDSCAPED GRADE ON ONESIDE OF WALL IS ABOVE FINISH
GRADE ON TO OTHER SIDE OF WALL.
25. (E)INTERIOR ROOF DRAIN AND/OR OVERFLOW DRAIN TO EXIT BUILDING THROUGH TILT-UPWALL OR RAMP
PANEL. DRAIN PIPES TO EXTEND TO FACE OF CURB OR CONNECT WITHON-SITE STORM DRAIN SYSTEM. SEE CIVIL
DRAWINGS.
26. (E) ONE HOUR RATED FIRE PUMP ROOM WITH FIRE DEPARTMENT ACCESS FROM EXTERIOR.PROVIDE
SIGNAGE ON EXTERIOR DOOR. SEE FLOOR PLAN.
27. (E) TYPICAL STANDARD PARKING STALL 9' X 20' (OR 9' X 17' + 3' OVERHANG).
28. (E) BOLT DOWN RIBBON WAVE STYLE GALVANIZED BIKE RACK BY PATTERSON WILLIAMS.USE 5 BIKE CAPACITY
1602-05G .
29. (E) SANITARY SEWER LINE -SEE CIVIL DRAWINGS FOR FINAL LOCATIONS.
30. (E) DOMESTIC WATER LINE -SEE CIVIL DRAWINGS FOR FINAL LOCATIONS.
31. (E) TWO COMPARTMENT TRASH ENCLOSURE: MIN. 6' HIGH PAINTED CONCRETE WALLS W/PAINTED SOLID
METAL GATES. PROVIDE 6"H (MIN.) X 6"W CONCRETE CURB AT INTERIORPERIMETER OF ENCLOSURE WITH
EMBEDDED L3”X 3”X 1/4”GALVANIZED STEEL ANGLE &1/2”ROUND X 6”J-BOLTS @ 4'-0”ON CENTER MAX. PROVIDE
CONCRETE SLAB AND APRONPER TRUCKING APRON REQUIREMENTS. ONE COMPARTMENT DESIGNATED FOR
RECYCLABLEMATERIALS INCLUDING PLASTICS, METALS, PAPER, GLASS & CARDBOARD.
32. (E) 'CV' DESIGNATES A PARKING STALL MARKED AS "CLEAN AIR / VANPOOL / EV" VEHICLEPARKING.
33. (E) WATER QUALITY AND DETENTION BASIN . AT BASINS 4 & 5 PROVIDE A 5' MIN.SURROUNDING FENCE WITH
MAINTENANCE ACCESS GATES. COORDINATE FINAL GATE ANDFENCE LOCATIONS WITH CIVIL DRAWINGS.
34. (E) ON SITE LIGHTING -POLE MOUNTED FIXTURES ON SACKED & PATCHED CONCRETEBASE. LIGHTING
DESIGNED TO NOT CREATE GLARE INTO ADJACENT PROPERTIES ANDSTREETS. SEE ELECTRICAL DRAWINGS
FOR FINAL LOCATIONS AND PHOTOMETRIC STUDY.
35. (E) ACCESSIBLE PATH SIGNAGE.
36.(E) ELECTRIC VEHICLE CAR CHARGING STATION TO SERVE TWO STALLS.
37. (E) PARKING LOT.
38. (E) 8'-0" TUBULAR STEEL PICKET FENCE.
39. (E) 36" MIN. DEPTH TRUNCATED DOME DETECTABLE WARNING SURFACE
40. PRIVATE STREET WITH ACCESSIBLE PATH SIDEWALKS & CURB CUTS AND ASIGNALIZED INTERSECTION AT
LOWER AZUSA ROAD. SEE CIVIL DRAWINGS.
41. (E) STORM DRAIN AND EASEMENT. PROTECT IN PLACE. SEE CIVIL DRAWINGS.
42. (E) CMU SCREEN WALL. PROTECT IN PLACE.
43. (E) SEWER PUMP STATION. SEE CIVIL DRAWINGS.
44. (E) EMERGENCY GENERATOR FOR SEWER PUMP STATION. SEE ELECTRICAL DRAWINGS.
45. (E) 25' HIGH ILLUMINATED FLAGPOLE
46. (E) 12' SQ. CONCRETE PAVED LUNCH PATIO AREA: MIN. 4.5" THK. 2500 PSI WITH #3 BARS @18" O.C. EA. WAY
OVER 95% COMPACTED 12" SUBGRADE. PROVIDE CONTROL /CONSTRUCTION JOINTS @ MAX. 5'-0" O.C. FINISH: #5
TOP-CAST WASH FINISHED CONCRETEWITH THE C-34 DARK GREY COLOR MIX.
47. (E) NO SMOKING WITHING 15' OF THE BUILDING SIGNAGE.
48. (E) AC UNITS.
49. (E) NEW TRUCK RAMP
50. (E) LEVEL LOADING DOOR FOR FINISH FLOOR GRADE LEVEL ACCESS.
51. (N) PROPOSED NEW CANOPY.
52. (E) ADA RAMP
53. (E) EQUIPMENT CANOPY
54. PROPOSED AREA OF WORK
KEYNOTES:00
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PROJECT NO.
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PRINT DATE & TIME
2/
1
7
/
2
0
2
5
2:
3
4
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1
9
P
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2/17/2025 2:34:19 PM
A7-1.0
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A
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12
3
3
9
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1" = 30'-0"1 PROPOSED SITE PLAN - PHASE VII
UP
UP
G
F
E
D
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B
A
1
1
2
2
3
3 4 5 6 7 8 9 10 11 12 13
F.6
3.52.5
E.9
F.4
60
'
-
0
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60
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-
0
"
60
'
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0
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60
'
-
0
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60
'
-
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61' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"59' - 0"
640' - 0"
NORTH
(E) ROOF
ACCESS
LADDER
(E) EQUIPMENT
CANOPY
(E) CANOPY
"A"
(E) CANOPY
"B"
(E) CANOPY
"D"
A7-2.4
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2:
3
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P
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2/17/2025 2:34:23 PM
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1" = 20'-0"1 OVERALL GROUND LEVEL PLAN - PHASE VII
UP
UP
G
F
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D
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B
A
1 2 3 4 5 6 7 8 9 10 11 12 13
F.6
3.52.5
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F.4
A7-2.5
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2/
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/
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2
5
2:
3
4
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2
8
P
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2/17/2025 2:34:28 PM
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1" = 20'-0"1 MEZZANINE LEVEL OVERALL PLAN
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1 2 3 4 5 6 7 8 9 10 11 12 13
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2/
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2:
3
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2/17/2025 2:34:31 PM
A7-2.2
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12
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1" = 20'-0"1 OVERALL RCP PLAN - PHASE VII
RCP NOTES:
SEE SHEET A7-2.6 FOR NOTES
6" MIN8"
M
I
N
.
G
F
E
D
C
B
A
1
1
2
2
3
3
4
4 5 6 7 8 9 10 11 12 13
F.6
3.52.5
E.9
F.4
42
'
-
5
"
59
'
-
7
"
60
'
-
0
"
60
'
-
0
"
60
'
-
0
"
60
'
-
0
"
39' - 0"
35' - 3"
37' - 9"
35' - 3"
2.
0
8
%
2.
0
8
%
NORTH
1
61' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"52' - 0"59' - 0"
640' - 0"
11 11 11 11
EF
EFEF EF EF
EF
EF EF
EF EF
12
8
7
6
22
2'
-
0
"
42
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-
0
"
2
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TYP.
00000 10
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34
2
'
-
0
"
640' - 0"
12
12
12 12
12
12 12
12 12
9
11
13
13
14 14
(1
0
'
-
0
"
M
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N
)
10
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-
0
"
(1
0
'
-
0
"
M
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-
0
"
MECHANICAL EQUIPMENT
BUR ON WOOD DECK. PROVIDE
TAPERED PERLITE CRICKETS ON
HIGH SIDE OF UNIT TO MAINTAIN
POSITIVE DRAINAGE
MODIFIED CAP SHEET ON 2
PLIES -ATTACHED BEHIND
COUNTER FLASHING W/ CONT. 18
GA. TERM BAR FASTENED @ 9"
O.C.
CONT. 1/2" PLYWOOD
INSULATED PREFABRICATED
FACTORY EQUIPMENT CURB
WITH CANT STRIP. ATTCH CURB
THROUGH BLOCKING PER
MECHANICAL DRAWINGS
LEVELING CURB MIN. 1.5 X 3.5
ATTACH TO DECK WITH MIN. 2
EXTERIOR SIDE CLIPS EA SIDE
AND 3 INTERIOR SIDE CLIPS
EACH SIDE.
PERIMETER SUPPORT
STRUCTURE. SEE STRUCTURAL
DRAWINGS
NOTES:
1. SEE STRUCTURAL AND MECHANICAL DRAWINGS FOR ADDITIONAL
NOTES AND DETAILS
2.CONTRACTOR TO COORDINATE REQUIRED OPENINGS AND
SUPPORTS / CURBS FOR EACH UNIT AND SUBMIT COMPLETE
SHOP DRAWINGS FOR APPROVAL
3. SHAPE CANT STRIP TO AVOID GAPS
1.(E) CONCRETE PARAPET WALL
2.(E) INTERIOR ROOF DRAIN & OVERFLOW DRAIN. WHERE DRAINS RUN ALONG ALONG INTERIOR WALL HORIZONTAL
RUNS, UPSIZE ACCORDING TO CPC AND SLOPE @ MIN. 1/4" PER FOOT. SEE GENERAL NOTES BELOW.
3.INTERIOR ROOF DRAIN & PAINTED G.I. EXTERIOR OVERFLOW SCUPPER. WHERE DRAINS RUN ALONG ALONG
INTERIOR WALL HORIZONTAL RUNS, UPSIZE ACCORDING TO CPC AND SLOPE @ MIN. 1/4" PER FOOT. SEE
GENERAL NOTES BELOW.
4.PAINTED G.I. EXTERIOR ROOF DRAIN AND OVERFLOW SCUPPER.
5.4X10 WOOD CURB MOUNTED ROOFTOP VENTILATION UNIT. SEE STRUCTURAL AND MECHANICAL DRAWINGS.
6.N/A
7.(E) JOHNS MANVILLE 4GNC, GAF NB4M OR MALARKY M4-AHA FOUR PLY (ONE BASE SHEET, TWO PLY SHEETS, 1
CAP SHEET) BUILT-UP ROOFING PER SPECIFICATIONS OVER O.S.B. OVER ROOF FRAMING. ROOFING SYSTEM TO
BE UL CLASS 'A' FIRE RATING, FM 90 FIRE RESISTANCE, AND MEET FM 90 WIND UPLIFT RESISTANCE
REQUIREMENTS. INSTALL PER MANUFACTURER'S SPECIFICATIONS AND PROJECT MANUAL. PROVIDE 5-YEAR
SUBCONTRACTOR'S WARRANTY AND QUALIFICATIONS FOR A 10-YEAR NDL WARRANTY. NDL WARRANTY TO BE
PROVIDED BY THE G.C.. WARRANTIES AND SHALL INCLUDE ALL ROOFING COMPONENTS (FLASHINGS, SEALANTS,
ETC.). SEE ROOFING SPECIFICATIONS AND DETAILS ON AD-3 & AD-4. PROVIDE 5 YEAR LABOR GUARANTEE.
8.(E) 48" X 96" CURB MOUNTED SKYLIGHT ASSEMBLY. CONTRACTOR SHALL COORDINATE FINAL LOCATION WITH
FIRE SPRINKLER CONTRACTOR, ARCHITECT, AND STRUCTURAL ENGINEER. PROVIDE PERLITE OR PLYWOOD
CRICKETS PER ARCHITECTURAL SKYLIGHT DETAIL. PROVIDE CONT. BEAD OF SEALANT AT PERIMETER
MOUNTING TO WOOD ROOF CURB. SEE DETAIL 18/AD-3. SKYLIGHTS SHALL HAVE A T-VIS VALUE OF 0.6 OR
GREATER. PROVIDE BURGLAR BARS AS AN ALTERNATE.
9.(E) ROOF HATCH. WITH A LADDER-UP SAFETY POST AT TOP OF LADDER WITH SAFETY GRIP ABOVE THE TOP OF
THE LADDER. ADJACENT PARAPET WALL SHALL BE MIN. 42" HIGH FOR 10' EACH SIDE OF ROOF HATCH.
ROOF LEGEND:00
10. (E) ROOF ADDRESS LETTERS PAINTED BLACK, 8'-0" HIGH WITH MIN. 24" WIDE STROKE PER LETTER -CONTRACTOR
SHALL CONFIRM ACTUAL ADDRESS NUMBER PRIOR TO INSTALLATION.
11.(E) FACTORY CURB MOUNTED HVAC UNITS.
12.(E) EXHAUST AIR DUCT UP THRU ROOF PER MECHANICAL DRAWINGS, TYP.
13.(E) CONDENSING UNIT
14. NEW CONDENSING UNIT -SEE MECHANICAL
1. IF PROVIDED IN THE UNCONDITIONED WAREHOUSE AREAS (SEE KEYNOTES ABOVE), FOIL
INSULATION ON THE UNDERSIDE OF THE ROOF DECK SHALL BE HELD BACK FROM METAL
HANGERS TO ALLOW ADEQUATE AIR CIRCULATION TO PREVENT CONDENSATION BUILD-UP
ON HANGERS.
2. VERIFY THAT ALL AREAS HAVE POSITIVE 1/4" PER FOOT MIN. ROOF DRAINAGE PRIOR TO
ROOFING INSTALLATION. PROVIDE BUILT-UP CRICKETS OF PLYWOOD OR PERLITE TO
PROVIDE POSITIVE DRAINAGE OUT OF BUILDING CORNERS WHERE REQUIRED. EXTEND
CRICKETS 1/2 WIDTH OF CURB UPHILL.
3. COORDINATE WITH STRUCTURAL DRAWINGS FOR ROOF ELEVATIONS.
4. SEE DETAIL SHEETS FOR TYPICAL ROOFING DETAILS. FOR TYPICAL ROOF PENETRATIONS
AND FACTORY CURBS, CONTRACTOR TO CONFIRM ALL LOCATIONS WITH
MECHANICAL AND STRUCTURAL DRAWINGS.
5. CONTRACTOR SHALL VERIFY ALL MECHANICAL UNIT LOCATIONS, CURBS AND HOOKUPS
WITH SUBCONTRACTORS, MECHANICAL AND STRUCTURAL ENGINEERS, AND ARCHITECT
PRIOR TO INSTALLATION.
6. PROVIDE BUILT-UP PLYWOOD OR PERLITE CRICKETS AT SKYLIGHTS TO PROVIDE
DRAINAGE AROUND SKYLIGHTS, HVAC UNITS OR ANY OTHER MECHANICAL EQUIPMENT
MOUNTED ON ROOF. EXTEND CRICKETS 1/2 WIDTH OF CURB UPHILL.
7. WHEN REQUIRED BY LOCAL JURISDICTION AND PRIOR TO TRUSS INSTALLATION, TRUSS
MANUFACTURER TO SUBMIT PLANS TO BUILDING DEPARTMENT FOR APPROVAL.
8. CONTRACTOR SHALL INSURE PROPER JOB-SITE STORAGE OF MATERIALS TO MINIMIZE
EXPOSURE TO MOISTURE DURING THE CONSTRUCTION CYCLE.
9. INSTALL ROOFING MATERIALS AS SOON AS POSSIBLE AFTER INSTALLATION OF WOOD
ROOF DECKS TO MINIMIZE EXPOSURE OF THE WOOD DECK TO MOISTURE SOURCES. USE
TEMPORARY COVERINGS IF ROOFING MATERIALS CANNOT BE INSTALLED IN SUCH A TIMELY
MANNER. PROVIDE FOR "OSB" MOISTURE INSPECTION INTERIOR/EXTERIOR AND GAP
DISTANCE BY AN INSPECTOR APPROVED BY THE "OSB" MANUFACTURER, PRIOR TO ANY
ROOFING MEMBRANE INSTALLATION.
10. USE DRY WOOD (GRADE STAMPED 'S-DRY'), WITH A MOISTURE CONTENT LESS THAN OR
EQUAL TO 16%. DO NOT INSTALL BELOW ROOF INSULATION MATERIALS OR VAPOR
RETARDERS UNTIL ALL WOOD FRAMING ELEMENTS HAVE DRIED TO A MOISTURE CONTENT
OF 12% OR LESS AT THE TIME OF INSTALLATION OF THESE MATERIALS.
11. MINIMIZE IRREGULARITIES AND LOCAL DISCONTINUITIES IN STRUCTURAL WOOD ROOF
PANELS THAT MAY BE CAUSED BY HANGER FLANGES OR DISPROPORTIONATE SHRINKAGE
OF CONNECTING WOOD ELEMENTS. AVOID NAILS, SCREWS OR OTHER MECHANICAL
FASTENERS PROTRUDING ABOVE THE SURFACE OF THE ROOF DECK.
12. ROOF TRUSSES SHALL BE MANUFACTURER'S LIGHT GREY PRIMER PAINTED. ALL OTHER
EXPOSED STEEL INSIDE THE BUILDING SHALL BE GREY PRIMER. PAINT TO MATCH COLOR OF
ROOF TRUSSES. TOUCH UP PAINT ALL FIELD WELDED CONNECTIONS.
13. ALL FIRE MAINS AND BRANCH LINES ARE TO BE PLACED UP IN THE BAR JOISTS.
14. HIGH PILE STORAGE IS NOT A PART OF THIS PERMIT. SHOULD HIGH PILE STORAGE BE
UTILIZED WITHIN THE BUILDINGS, ADDITIONAL IMPROVEMENTS WILL BE INSTALLED WHEN
REQUIRED BY THE CFC.
15. THE BUILDING IS PROTECTED WITH AN ESFR SPRINKLER SYSTEM. SMOKE CURTAINS
ARE ONLY REQUIRED AT SEPARATIONS BETWEEN CONVENTIONAL AND ESFR SYSTEMS PER
CFC TABLE 81-B EXCEPTION 2.
GENERAL NOTES:
CH
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DA
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1" = 20'-0"1 ROOF PLAN PHASE VII
3" = 1'-0"2 HVAC UNIT @ ROOF WITH FACTORY
G
F
2 3
F.6
3.52.5
E.9
F.4
1
A7-4.0
2
A7-4.0
3
A7-4.0
NEW OPENING
REMOVE EXISTING WALL
ALIGNALIGN
REMOVE EXISTING DOOR IT ROOM
141
(E)OFFICE
118
(E)OFFICE
120
(E)OFFICE
121
(E)WOMENS RR
109
(E)MENS RR
110
(E)WOMENS RR
111
(E)MENS RR
112
(E)NETWORK
114
(E)JAN
113
(E)BREAK RM
115
(E)OFFICE
108
(E)(E)(E)
(E)
(E)
(E)(E)
(E)(E)
(E)
(E)
(E)
(E)(E)
(E)
1/4" = 1'-0"1 OVERALL GROUND LEVEL PLAN - PHASE VII - Callout 1
CH
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C
K
E
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DR
A
W
N
FO
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O
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S
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DA
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2/17/2025 2:34:39 PM
A7-2.4
EN
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12
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2
4
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ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE
GENERAL NOTES AND WALL SCHEDULE:
SEE SHEET A7-2.5
DN
DN
G
F
1 2 3
F.6
3.52.5
E.9
F.4
42
'
-
5
"
(E) 21' - 9 1/2"28' - 2"26' - 0"26' - 0"26' - 9 1/2"
(E
)
4
1
'
-
2
"
(E
)
1
2
'
-
7
1
/
2
"
19
'
-
8
"
7'
-
2
1
/
2
"
15
'
-
1
1
/
2
"
0'
-
5
"
1
A7-4.0
0'
-
5
"
2'
-
1
0
"
11
'
-
7
1
/
2
"
5'
-
1
"
(E) 26' - 8"17' - 3"30' - 0"
19
'
-
6
1
/
2
"
0'
-
5
"
30' - 8"5' - 6 1/2"
8'
-
8
"
A7-3.0
1
4 2
3
A7-3.0
5
6
7
8
A7-3.0
10
A7-3.0919
'
-
6
1
/
2
"
0'
-
5
"
2
A7-4.0
3
A7-4.0
5'
-
1
"
2'
-
8
"
18' - 1"
2'
-
9
1
/
2
"
(E)
100
102
101
103
104
105
A7-2.5
2
CONFERENCE
ROOM #1
135
CONFERENCE
ROOM #2
136
RR #1
137RR #2
138
BREAK ROOM
139
MEZZANINE OPEN
AREA
140
A7-2.5
3
D
D
K
L
K
J
CJ
K
D
C
C CCC
C
C
C
C
1' - 11"
2' - 5"
2' - 0"
2' - 0"
W1 W2
W3
W4W5W6W7
D
D
D
42" HIGH
42" HIGH
42" HIGH
LOW WALL
1'
-
0
"
1' - 1"7' - 11 1/2"8' - 2 1/2"
W8
6' - 5 1/2"2' - 3"
6' - 5 1/2"2' - 3"
W9
D42" HIGH
LOW WALL
D42" HIGH
LOW WALL
CORNER
GLASS
CORNER
GLASS
ALIGN
C
F.4
A7-3.0 12
11
14
13
A7-3.0
15
16
17
18
1' - 0"3' - 6"
1'
-
6
"
1'
-
0
"
2'
-
0
"
1'
-
6
"
2'
-
0
"
1'
-
0
"
1' - 0"3' - 6"
1'
-
6
"
1'
-
6
"
3'
-
0
"
5'
-
0
"
8
8
9
10
10
11 11
12
12
13 13
14
14
15 15
16 16
17
F.6
123456
7
A7-3.0
10
(2
4
"
M
A
X
)
24
"
1. (N) CABINETRY
2. (N) COFFEE MAKER
3. (N) DOUBLE SINK /W DISPOSAL
4. (N) HOT AND COLD DRINKING WATER
5. (N) MICROWAVE
6. (N) COFFEE MAKER POT FILLER
7. (N) REFRIGERATOR
8. (N) VANITY
9. (N) URINAL
10. (N) PAPER TOWEL DISPENSER
11. (N) TOILET TISSUE DISPENSER
12. (N) SOAP DISPENSER
13. (N) SEAT COVER DISPENSER
14. (N) MIRROR
15. (N) ADA COMPLIANT GRAB BAR
16. (N) WATER CLOSET
17. (N) DRINKING FOUNTAIN -SEE /6 TT24-4
CH
E
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K
E
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DR
A
W
N
FO
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O
N
S
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.
DA
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O
F
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SHEET NO.
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2:
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2/17/2025 2:34:39 PM
A7-2.5
EN
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12
3
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1257-21
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2
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1/4" = 1'-0"1 ENLARGED MEZZANINE
1/2" = 1'-0"2 ENLARGED MEZZANINE - Callout 1
1/2" = 1'-0"3 ENLARGED MEZZANINE - Callout 2
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE
GENERAL NOTES:
1. INTERIOR FIRE HOSE AND EXTINGUISHER LOCATIONS SHALL BE PER FIRE PROTECTION
DRAWINGS AND AS APPROVED BY FIRE DEPARTMENT.
2. CONTRACTOR SHALL PROVIDE A CHEMICAL HARDENER TO THE FLOOR AND CONTRACTOR
SHALL CONFIRM THAT ALL PRODUCTS USED ARE AQMD APPROVED WHERE APPLICABLE.
SEE KEYNOTES ABOVE. ALL CONSTRUCTION MARKINGS ON THE FLOOR SLAB MUST BE
REMOVED PRIOR TO SPRAYING, INCLUDING GREASE PENCIL, RED CAULK MARKS,TIRE
MARKS, ETC. PROVIDE SUBMITTAL SHOWING COMPATIBILITY WITH PROPOSED BOND
BREAKER.
3. CONTRACTOR TO PROTECT FLOOR SLAB DURING CONSTRUCTION AND KEEP CLEAN AT
ALL TIMES. ALL VEHICLES ON SLAB DURING CONSTRUCTION SHALL BE DIAPERED TO
PREVENT OIL SPILLS.
4. ALL DIMENSIONS ARE TO FACE OF CONCRETE WALL, STRUCTURAL GRID LINE, OR
CENTERLINE OF STUD/COLUMN U.N.O.
5. ALL DOOR OPENING DIMENSIONS GIVEN ARE FINISH OPENING SIZES. CONTRACTOR SHALL
ADJUST OPENING FOR JAMB AND SILL ASSEMBLIES ACCORDINGLY.
6. CONTRACTOR SHALL NOT PLACE CRANES ON THE FLOOR SLAB. CONTRACTOR SHALL
SUBMIT THE PANEL LIFTING PLAN TO THE ARCHITECT FOR REVIEW.
7. NO "READY MIX" TRUCKS WILL BE PERMITTED TO DRIVE OR OPERATE ON ANY PORTION
OF THE BUILDING FLOOR SLAB. A MAXIMUM OF AN 8 CUBIC YARD "READY MIX" TRUCK
MAY BE ALLOWED ON THE FLOOR SLAB FOR PERIMETER CLOSURE STRIP CONCRETE
PLACEMENT WITH PRIOR APPROVAL OF THE OWNER.
8. BUILDING IS DESIGNED FOR HIGH PILE STORAGE COMMODITY CLASSES ONE THROUGH
HIGH-HAZARD. TENANT'S SHALL SECURE ALL SEPARATE PERMITS THAT ARE REQUIRED FOR
ALL STORAGE PLANS, RACK INSTALLATIONS, AND CONVEYOR INSTALLATIONS.
9. FLOOR SLAB MAY SLOPE - SEE CIVIL DRAWINGS. CONTRACTOR SHALL COORDINATE ALL
DIMENSIONS TO COMPENSATE FOR SLOPING FLOOR.
10. ALL TRUSS MEMBERS TO BE PAINTED STANDARD GREY. PROVIDE TOUCH-UP PAINT AT
ALL FIELD WELDED CONNECTIONS.
11. G-2000 (OR LARGER MACHINE) SOFT CUT CONTROL JOINTS (MUST BE 1-3/4" MINIMUM
DEPTH) IMMEDIATELY AFTER FINISH TROWELING. ALL SAWCUT JOINTS ARE TO BE CLEANED
OUT AT THE END OF THE PROJECT.
12. ALL FLOOR SLAB PANEL FORM NAIL HOLES TO BE PREDRILLED AND WOOD DOWELED
PRIOR TO NAILING. BRACE HOLES TO BE PREDRILLED. METHOD OF CHAMFER LAYOUT IS
WITH HIGH STRENGTH SPRAY ADHESIVE OR APPROVED EQUAL. ALL FLOOR SLAB NAIL OR
BRACE FRAME HOLES FILLED WITH APPROVED 2 PART EPOXY COMPOUND TO MATCH
CONCRETE COLOR. PEGA BOND LV 2000, BURKE EPOXY INJECTION RESIN OR APPROVED
EQUAL.
13. ALL PENETRATIONS THROUGH BUILDING ARE TO BE CAULKED ON BOTH THE INTERIOR
AND EXTERIOR OF THE WALL.
14. SEE STRUCTURAL DRAWINGS FOR LOCATIONS OF ANY KNOCKOUT WALL PANELS.
15. SACK AND PATCH ALL WALL LIFT POINT POCKETS ON INTERIOR OF WALL PANELS.
KEYNOTES:00Wall Schedule
Type Mark Description
C INTERIOR WALL - 6" 20 GA METAL STUDS @ 16" O.C. U.N.O. WITH 1-LAYER 5/8" TYPE 'X' GYPSUM BOARD ON ONE SIDE AND NO FINISH
ON OTHER SIDE. USE WATERPROOF GYPSUM BOARD IF EXPOSED TO MOISTURE
D INTERIOR WALL - 6" 20 GA METAL STUDS @ 16" O.C. U.N.O. WITH 1-LAYER 5/8" TYPE 'X' GYPSUM BOARD ON BOTH SIDES. USE
WATERPROOF GYPSUM BOARD IF EXPOSED TO MOISTURE.
J INTERIOR WALL - 6" 20 GA METAL STUDS @ 16" O.C. U.N.O. WITH TILE OVER 5/8" W.P. GYPSUM BOARD UP TO 4'-0" HIGH AND PAINTED
5/8" TYPE 'X' GYPSUM BOARD FROM 4'-0" A.F.F. TO CEILING ON ONE SIDE AND NO FINISH ON OTHER SIDE.
K New 6"Metal stud @ 16" o.c. with 5/8" type 'x' gyp. on outside and 4'-0" tile wainscout and gyp. above on inside. "W.P. gyp. brd. if exposed to moisture"
L INTERIOR WALL - 6" 20 GA METAL STUDS @ 16" O.C. U.N.O. WITH TILE OVER 5/8" W.P. GYPSUM BOARD ON BOTH SIDES
G
F
1 2 3
F.6
3.52.5
E.9
F.4
1
A7-4.0
3' - 0"3' - 0"EQ EQ EQ EQ
0'
-
6
"
3'
-
0
"
3'
-
0
"
EQ
EQ
EQ
0'
-
6
"
0' - 7"0' - 6"
EQ
EQ
EQ
3'
-
0
"
3'
-
0
"
0'
-
6
"
0'
-
6
"
EQ EQ EQ EQ 3' - 0"3' - 0"0' - 6"
10' - 0"10' - 0"
10' - 4"10' - 4"
9' - 0"9' - 0"
9' - 0"
2
A7-4.0
NEW ILLUMINATED EXIT SIGN -PER CBC CHAPTER 10 REQUIREMENTS. ALL EXITS
SHALL BE ILLUMINATED WITH AT LEAST ONE FOOTCANDLE AT FLOOR LEVEL WHEN
BUILDING IS OCCUPIED.
1.
2.
3.
4.
SUSPENDED T-BAR CEILING SYSTEM TYP. WHERE SHOWN THROUGHOUT PLAN -SEE
CEILING PLAN LEGEND THIS SHEET. PROVIDE R-19 BATT INSULATION ON TOP OF
CEILING FOR SOUND CONTROL PURPOSES ONLY. (ICC-ESR-1308)
SUSPENDED CEILING COMPRESSION STRUT @ CEILING. (ICC-ESR-1308)
SEE STRUCTURAL DETAIL.
INSTALL NEW OPEN FACED R-19 BATT INSULATION AT UNDERSIDE OF EXISTING ROOF
DECK/MEZZANINE DECK OVER NEW OFFICE CONSTRUCTION UNLESS EXISTING BATT
INSULATION IS IN PLACE.
5.GYP. BD. CLG. OVER STEEL JOISTS PER STRUCTURAL CEILING PLAN. PROVIDE R-19
BATT INSULATION BETWEEN JOISTS.
6.OPEN TO FLOOR/ROOF STRUCTURE ABOVE.
7.GYP. BOARD OVER METAL STUD FRAMED SOFFIT AT 3" BELOW LOWEST ADJACENT
CEILING HEIGHT U.N.O. ON THE PLAN.
8.UNDERSIDE OF STEEL FRAMED STAIR ASSEMBLY SHEATH WITH ONE LAYER OF TYP. X
GYP BOARD 5/8".
9.PROVIDE BLACK SHADE CLOTH AT BACKSIDE OF UPPER WINDOWS OVER NEW OFFICE
BUILD OUT TO PREVENT VISABILITY OF DUCT WORK, COMPRESSION STRUTS., ETC.
FROM EXTERIOR.
10.NEW ROOFTOP HVAC UNITS SEE ROOF PLAN FOR FURTHER INFORMATION.
1. SEE STRUCTURAL DRAWINGS FOR NOTES AND DETAILS REGARDING SUSPENDING
EQUIPMENT AND CEILINGS FROM EXISTING ROOF STRUCTURE.
2. SEE MECHANICAL DRAWINGS FOR FINAL LOCATIONS OF AIR REGISTERS.
SEE ELECTRICAL DRAWINGS FOR FINAL LOCATIONS OF LIGHT FIXTURES.
3. SEE SPRINKLER DRAWINGS FOR FINAL LOCATIONS OF SPRINKLER HEADS.
4. ALL RETURN AIR SHALL BE DUCTED.
5. ALL GYP. BD. CEILINGS & SOFFITS SHALL BE P-1 UNLESS NOTED OTHERWISE.
6. T-BAR CEILING PERIMETER "L" METAL MUST BE CAULKED AT ALL EDGES TO THE INTERIOR
WALLS. THE COLOR OF THE CAULKING SHALL MATCH THE GRID.
7. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED . INTERNALLY
ILLUMINATED EXIT SIGNS SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL 924 AND
SHALL INSTALLED IN ACCORDANCE WITH THE MANUFACTURE'S INSTRUCITIONS AND CHAPTER
27. EXERNALLY ILLUMINATED EXIT SIGNS SHALL COMPLY WITH GRAPHICS AND POWER
SOURCE REQUIREMENTS IN SECTIONS 1011.6.1 AND 1011.6.3 RESPECTIVELY. WHEN THE FACE
OF THE EXIT SIGN IS ILLUMINATED FROM AN EXTERNAL SOURCE, IT SHALL HAVE AN INTENSITY
OF NOT LESS THAN 5-FOOT CANDLES.
8. THE EMERGENCY POWER SYSTEM SHALL ALSO BE CONNECTED TO AN EMERGENGY
ELECTRICAL SYSTEM WHICH IS TO PROVIDE CONTUNUED ILLUMINATION FOR A DURATION OF
NOT LESS THAN 1-1/2 HR. IN CASE 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
RCP LEGEND:
ILLUMINATED EXIT SIGN
2'x4' T-BAR LAY-IN
LED LIGHT FIXTURE
SEE ELECTRICAL PLANS
SURFACE MOUNT 4'
LED LIGHT FIXTURE
SEE ELECTRICAL PLANS
EXHUST FAN
SEE MECHANICAL PLANS
SUPPLY AIR
SEE MECHANICAL PLANS
RETURN AIR
SEE MECHANICAL PLANS
(E) 2'x4' ACT CEILING -SEE
PLAN FOR ADDITIONAL NOTES
(N) PAINTED GYPSUM
BOARD CEILING
4' SUSPENDED LINEAR
LED FIXTURE
SEE ELECTRICAL PLANS
RECESSED LIGHT
(N) 2'x4' ACT CEILING -SEE
PLAN FOR ADDITIONAL NOTES
LINEAR SUPPLY AIR
SEE MECHANICAL PLANS
SUPPLY AIR
SEE MECHANICAL PLANS
8' SUSPENDED LINEAR
LED FIXTURE
SEE ELECTRICAL PLANS
G
F
2 3
F.6
3.52.5
E.9
F.4
1
A7-4.0
2
A7-4.0
10' - 0"
10' - 0"
10' - 0"
9' - 0"9' - 0"
9' - 0"9' - 0"
9' - 0"
9' - 0"
10' - 0"
10' - 0"
10' - 0"
10' - 0"
10' - 0"
10' - 0"
9' - 6"
9' - 6"9' - 6"
10' - 0"
OPEN TO ABOVE
3/16" = 1'-0"2 MEZZANINE LEVEL RCP PLAN - PHASE VII
CH
E
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K
E
D
DR
A
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N
FO
R
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O
N
S
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DA
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F
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B
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SHEET NO.
PR
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/
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2/17/2025 2:34:40 PM
A7-2.6
EN
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GL
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/
2
4
/
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Au
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RCP NOTES:
3/16" = 1'-0"1 ENLARGED GROUND LEVEL RCP - PHASE VII
MEZZANINE
344' -1 1/8"
3
0'
-
4
"
10
'
-
0
"
0' - 6"
0'
-
4
"
22
W5 W4
3'
-
6
"
W8
MEZZANINE
344' -1 1/8"
FE.9 F.4
3'
-
6
"
22
1
W3
MEZZANINE
344' -1 1/8"
3
100
22
W2
3'
-
6
"
W9
MEZZANINE
344' -1 1/8"
F E.9F.4
1
MEZZANINE
344' -1 1/8"
2
22
W7 W6
MEZZANINE
344' -1 1/8"
F F.4
1
MEZZANINE
344' -1 1/8"
2
103
22
W1
MEZZANINE
344' -1 1/8"
F E.9F.4
1
MEZZANINE
344' -1 1/8"
2 3 3.52.5
13
'
-
0
"
10
'
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"
3'
-
6
"
2'
-
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"
3' - 0"3' - 0"3' - 0"3' - 0"3' - 0"
0' - 3"
9'
-
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"
100
102
103
104105
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23
1716141518192024
SEE FOR ACCESSIBLE KITCHEN CABINETS/7 A7-6.0
W2W1
W9
MEZZANINE
344' -1 1/8"
FF.6 E.9F.4
13
'
-
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"
3'
-
6
"
10
'
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22
1
1
W3
1'
-
7
"
0' - 2"
MA
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-
4
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3'
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4'
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1
24 121310
3'
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4'
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1
24
2'
-
1
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"
104
1
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3'
-
4
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4'
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3'
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"
1
2 4
109
5
6 7
0' - 9"
MA
X
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-
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"
6'
-
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"
1
124
13
10
3
3'
-
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4'
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"
6'
-
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"
13
4 2
105
1
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8MA
X
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3'
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2'
-
1
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1'
-
5
"
3'
-
0
"
1
3
11 42
108
5 6 7
9
1
2
3
4
(N) PAINTED WALL
(N) TOILET PARTITION
(N) ADA COMPLIANT GRAB BAR
(N) 4'-0" HIGH TILE
5 (N) MIRROR
6 (N) SOAP DISPENSER
7 (N) PAPER TOWEL DISPENSER
8 (N) URINAL
9
(N) WATER CLOSET10
(N) URINAL PARTITION11
(N) SEAT COVER DISPENSER12
(N) TOILET TISSUE DISPENSER13
(N) DOUBLE SINK / W DISPOSAL14
(N) HOT AND COLD DRINKING WATER15
(N) CABINETRY
16 (N) MICROWAVE
17
18
(N) REFRIGERATOR
19
(N) COFFEE MAKER POT FILLER
20
(N) COFFEE MAKER
21
(N) VANITY
(N) DRINKING FOUNTAIN - SEE
22 (N) 1/2" TEMPERED GLASS
23 (N) 42" HIGH WALL
24 (N) 4" HIGH BACK SPLASH
/6 TT24-4
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1/4" = 1'-0"1 Elevation 8 - a
1/4" = 1'-0"2 Elevation 8 - b
1/4" = 1'-0"3 Elevation 8 - c
1/4" = 1'-0"4 Elevation 8 - d
1/4" = 1'-0"5 Elevation 9 - a
1/4" = 1'-0"6 Elevation 9 - b
1/4" = 1'-0"7 Elevation 9 - c
1/4" = 1'-0"8 Elevation 9 - d
1/4" = 1'-0"10 Elevation 10 - b
1/4" = 1'-0"9 Elevation 10 - a
1/4" = 1'-0"11 Elevation 11 - a
1/4" = 1'-0"12 Elevation 11 - b
1/4" = 1'-0"13 Elevation 11 - c
1/4" = 1'-0"14 Elevation 11 - d
1/4" = 1'-0"15 Elevation 12 - a
1/4" = 1'-0"16 Elevation 12 - b
1/4" = 1'-0"17 Elevation 12 - c
1/4" = 1'-0"18 Elevation 12 - d
KEYNOTES:00
T ectonic Cop yright 2007T ectonic Cop yright 2007T ectonic Cop yright 2007T ectonic Cop yright 2007 T ectonic Cop yright 2007T ectonic Cop yright 2007T ectonic Cop yright 2007T ectonic Cop yright 2007 T ectonic Cop yright 2007 T ectonic Cop yright 2007 T ectonic Cop yright 2007T ectonic Cop yright 2007T ectonic Cop yright 2007
FINISH FLOOR
0' -0"
MEZZANINE
344' -1 1/8"
GFF.6E.9 F.4
15
'
-
0
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3
A7-4.0
0'
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4
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10
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13
'
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11
'
-
1
1
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8
"
1
2
4
3
555
6
89
1010
8
7
A7-6.0
1
11
13
'
-
0
"
FINISH FLOOR
0' -0"
MEZZANINE
344' -1 1/8"
GFF.6E.9 F.4
3
A7-4.0
9'
-
0
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13
'
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"
1
2
4
3
7
6
898
8 8
NE
W
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A7-6.0
2
11
13
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12
FINISH FLOOR
0' -0"
MEZZANINE
344' -1 1/8"
2 3 3.52.5
1
A7-4.0
2
A7-4.0
3'
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6'
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3'
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11
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10
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10
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0' - 6"
9'
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2
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55
5
6
5 5 5 57
6 6
8887
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1111
13
(N) CEILING FRAMING PER STRUCTURAL
(E) EXTERIOR TILT-UP WALL TO REMAIN
(E) CONCRETE SLAB ON GRADE
(E) ROOF STRUCTURE
(N) STEEL STUD WALL - SEE WALL SHCEDULE
1
2
3
4
8
9
7
(E) CONCRETE FOOTING
5 (E) STEEL STUD WALLS TO REMAIN
6 (E) FLOOR FRAMING TO REMAIN
(N) 1/2" TEMPERED GLASS10
(E) COLUMN
(E) DROP CEILING TO REMAIN11
(E) PLYWOOD TO BE REMOVED
FOR DUCT OPENING SPACE
12
(N) 42" HIGH WALL13
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1/4" = 1'-0"1 Section 1
1/4" = 1'-0"2 Section 2
1/4" = 1'-0"3 Section 3
KEYNOTES:00
D
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OTAE CFA FLI R
ANI
C
A HITCR
TALEN MALEKIAN
REN.:12/31/21
C-38560
42
"
38
"
KICK PLATE
PER SCHEDULE
TTTTTTTT
10
'
-
0
"
29' - 5"
103
EQ EQ EQ EQ EQ EQ EQ
DOOR SCHEDULE LEGEND
HM HOLLOW METAL FRAMES, PRIMED,18 GAGE.
PR PRIMED AND PAINTED
WD 1 3/4" SOLID CORE, STAINED GRADE, PLAIN SLICED WHITE BIRCH
ST FACTORY FINISHED STAINED # 44813
HD HINGES DOUBLE ACTING
WINDOW SCHEDULE LEGEND
SAFETY TEMPERED GLASS.T
T T T T T T T T
10
'
-
0
"
30' - 0"
EQEQEQEQEQEQEQ
100
W5
W9
3'
-
6
"
T
3'
-
6
"
6'
-
6
"
19' - 3"
EQEQEQEQEQEQ
TTTTT
TTTTTT
10
'
-
0
"
7' - 9"
EQ EQ
T
21' - 5"
EQ EQ EQ EQ EQ
W5W4
5' - 9 1/2"
W8
3'
-
6
"
T T T T T T
10
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"
5' - 0"
EQEQ
T
23' - 7"
EQEQEQEQEQEQ
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DOOR TYPE
1.LOCKS SHALL BE KEY OPERATED FROM THE OUTSIDE AND OPERATED FROM THE
INSIDE USING A DEVICE NOT PROHIBITED BY CHAPTER 10 OF THE CBC.
2.ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A
KEY OR SPECIAL KNOWLEDGE OR EFFORT PER CBC SECTION 1008.1.9.
3.ALL EXTERIOR SWING DOORS SHALL BE EQUIPPED WITH A DEADBOLT AND DEAD
LOCKING LATCH . THESE LATCHES SHALL COMPLY WITH CBC SECTION 1008.1.9.
4.AT THE MAIN ENTRANCE ONLY, PROVIDE SIGNAGE STATING IN 1" HIGH LETTER "
THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS" THE LOCKING
DEVICE SHALL BE OF A TYPE READILY DISTINGUISHABLE AS LOCKED. ASSEMBLY
SHALL COMPLY WITH CBC SECTION 1008.1.9.3.
5.DEADBOLTS SHALL CONTAIN HARDENED INSERTS OR MANUFACTURER'S
EQUIVALENT. STRAIGHT DEADBOLTS SHALL HAVE A MIN. 1" THROW WITH A MIN.
5/8" EMBEDMENT. HOOK OR EXPANDING DEADBOLTS SHALL HAVE A MIN. 3/4"
THROW.
6.ALL LOCKS WHICH AUTOMATICALLY ACTIVATE TWO OR MORE DEADBOLTS SHALL
EMBED A MIN. 1/2" BUT NEED NOT EXCEED 1/4" INTO A HOLDING DEVICE.
7.PIN-TYPE HINGES ACCESSIBLE TO THE EXTERIOR SHALL HAVE NON-REMOVABLE
PINS.
8.ACCESSIBLE MORTISE OR RIM TYPE CYLINDER LOCKS INSTALLED IN HOLLOW
METAL DOORS SHALL BE PROTECTED BY CYLINDER GUARDS WHERE THE
CYLINDER PROJECTS BEYOND THE EXTERIOR OF THE DOOR.
9.EXITS SHALL BE ILLUMINATED AT ALL TIMES DURING BUILDING OCCUPANCY WITH
LIGHT HAVING AN INTENSITY OF NOT LESS THAN 1 FOOT CANDLE AT THE FLOOR
PER CBC SECTION 1006.
10.ALL FIRE RATED DOORS AND FRAMES SHALL HAVE COMPLETE EQUALLY RATED
ASSEMBLIES INCLUDING SMOKE SEALS, CLOSURES, ETC. FIRE DOOR ASSEMBLIES
SHALL BE LABELED BY AN APPROVED AGENCY.
11."T' = TEMPERED SAFETY GLAZING PER CBC SECTION 2406.
12.PROVIDE CLOSURE DEVICES ON ALL EXTERIOR DOORS U.N.O.
13.PROVIDE CLOSURE DEVICES ON ALL EXTERIOR DOORS AND AT PERIMETER OF
CONDITIONED SPACES.
14.WIDTH AND HEIGHT OF REQUIRED EXIT DOORS SHALL COMPLY WITH CBC
ACCESSIBILITY GUIDELINES. SEE DOOR SCHEDULE FOR ACTUAL SIZES.
15.CENTER OF ALL DOOR HARDWARE TO BE 34" TO 44" ABOVE FLOOR. LATCHING
AND LOCKING DOORS TO BE OPERABLE WITH A SINGLE EFFORT BY LEVER OR
PUSH-PULL TYPE HARDWARE.
16.THE MAXIMUM EFFORT REQUIRED TO OPERATE A DOOR SHALL NOT EXCEED 5
POUNDS FOR EXTERIOR OR INTERIOR DOORS WITH A PULL OR PUSH EFFORT
BEING APPLIED AT RIGHT ANGLE TO HINGED DOORS AND AT THE CENTER PLANE
OF SLIDING OR FOLDING DOORS. AUTOMATIC DOOR OPERATORS MAY BE UTILIZED
TO MEET THE ABOVE STANDARDS. WHEN FIRE RATED DOORS ARE UTILIZED, THE
MAXIMUM EFFORT TO OPERATE THE DOOR MAY BE INCREASED TO 15 POUNDS
WITH A CLOSURE DEVICE.
17.LATCHING & 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, PANIC BARS, PUSH-PULL ACTIVATING BARS, OR OTHER HARDWARE
DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP
THE OPENING HARDWARE.
18.ALL INTERIOR DOORS SHALL HAVE SILENCERS, UNLESS FULL SEALS ARE
REQUIRED.
19.ALL SOLID CORE WOOD DOORS SHALL BE PAINT GRADE OR STAIN GRADE
ROTARY SELECT WHITE BIRCH STAINED TO MATCH AS NOTED IN FINISH
SCHEDULE. PROVIDE SAMPLE OF DOOR WITH STAINED FINISH FOR APPROVAL.
20.ON ALL VERTICAL LIFT DOORS, BOTTOM OF DOORS SHALL OPEN TO BE MINIMUM
12" HIGHER THAN TOP OF DOOR OPENING IN WALL.
21. LANDINGS OR FLOOR LEVEL AT DOORS SHALL NOT BE MORE THAN 1/2-INCH
BELOW THE THRESHOLD. RAISED THRESHOLDS AND FLOOR LEVEL CHANGES
GREATER THAN 1/4-INCH AT DOORWAYS SHALL BE BEVELED WITH A SLOPE NOT
GREATER THAN ONE UNIT VERTICAL IN TWO UNITS HORIZONTAL. CBC 11B-404.2.5
22. ALL EXIT DOORS AND GATES FROM AN A-2 OCCUPANCY SHALL NOT BE
PROVIDED WITH A LATCH OR LOCK UNLESS IT IS PANIC HARDWARE.
DOOR NOTES
1.THE ITEMS LISTED IN THE FOLLOWING "SCHEDULE OF FINISH HARDWARE" SHALL
CONFORM THROUGHOUT TO THE REQUIREMENTS OF THE FOREGOING
SPECIFICATION. THE LAST COLUMN IN THE HARDWARE SCHEDULE REFERS TO
THE MANUFACTURER ABBREVIATION LISTED ABOVE.
2.HARDWARE AT ALL EXIT DOORS SHALL COMPLY WITH CBC SECTION 1008.
3.ON STOREFRONT DOORS, PROVIDE ALTERNATE FOR CONT. GEARED HINGE IN
LIEU OF PIVOTS. USE MARKAR FM100 OR PEMKO CFM PEMKOHINGE.
4.ON ALL EXTERIOR DOORS SERVING ELECTRIC ROOMS, COORDINATE WITH LOCAL
UTILITY IN ORDER TO PROVIDE A LOCK KEYED TO PUBLIC UTILITIES MASTER KEY.
HARDWARE SCHEDULE
NOTES:LEGEND OF LISTED MANUFACTURERS:
ADA
CRL
DOR
IDC
IVES
KEE
LCN
PEM
RIX
SCH
STA
TRM
VON VON DUPRIN
TRIMCO
STANLEY
SCHLAGE
RIXSON
PEMKO
LCN CLOSERS
KEEDEX
IVES
INTERNATIONAL DOOR CLOSERS
DORMA
C.R. LAURENCE
ADAMS RITE
EXTERIOR HARDWARE SETS INTERIOR HARDWARE SET
A FULL GLASS DOOR B SOLID CORE INT DOOR
1/4" = 1'-0"1 W1
WINDOW SCHEDULE
NO PROJECT PHASE
DOOR FRAME HARDWARE
FIRE
RATING STATUS COMMENTSGROUP WIDTH HEIGHT
DOOR
THICKNESS MATERIAL FINISH MATERIAL FINISH GROUP FINISH LOCKING CLOSURE
100 PHASE 7 A 3' - 0" 10' - 0" GLASS - - - NEW
101 PHASE 7 B 3' - 0" 8' - 0" 1'-3/4" WOOD PRE SCHED WESTRN INTGTD CLR ANODZ HW-10 PER SCHED YES - - NEW
102 PHASE 7 B 3' - 0" 8' - 0" 1'-3/4" WOOD PRE SCHED WESTRN INTGTD CLR ANODZ HW-10 PER SCHED YES - - NEW
103 PHASE 7 A 3' - 0" 10' - 0" GLASS - - - NEW
104 PHASE 7 B 3' - 0" 8' - 0" 1'-3/4" WOOD PRE SCHED WESTRN INTGTD CLR ANODZ HW-13 PER SCHED YES - NEW PROVIDE KICKPLATES
105 PHASE 7 B 3' - 0" 8' - 0" 1'-3/4" WOOD PRE SCHED WESTRN INTGTD CLR ANODZ HW-12 PER SCHED - - NEW PROVIDE KICKPLATES
1/4" = 1'-0"2 W2
1/4" = 1'-0"3 W3
1/4" = 1'-0"4 W4 , W5 & W8
1/4" = 1'-0"5 W6 & W7
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06410 Millwork: Counter Top – Corian, Platinum
Cabinet Face - Formica 920-58 Almond Exposed
Interior - White melamine Semi-exposed
3mm PVC almond edge-band on doors
.5mm PVC almond edge-band on case
PB core on cases
Medex core on doors
Blum 110 degree hinges
100lb Full extension ball bearing drawer slides
4” brushed chrome wire pulls
Quicktoe toe-kick at ADA compliant sink cabinet.
07200 Insulation Scrim: White cap sheets “WMP 10” over R30
07550 Roofing: Sarnafil 60Mil S-327, option to upgrade to 80Mil.
08160 Doors & Frames: FRAMES: Welded Hollow Metal Frames, Primed, 18 gage, by Door Components
(Strap/Clips for metal Stud framing).
DOORS: 1 ¾” Solid Core, Factory Finished Stained #44813, Plain Sliced White Birch
Architectural Grade Doors by Pacific Architectural Door Products in Portland Oregon.
VISION LIGHTS: VSL24x30 Bronze / Brown Temp Pak ¼” Vision Lite Kit by Air Louvers, set
at ADA height.
VISION LIGHTS: VSL8x30 Bronze / Brown Temp Pak ¼” Vision Lite Kit by Air Louvers, set
at ADA height. (Conference Rooms)
LOCKSETS: Schlage L-Series 03A trim in 626 finish (L-9080x03Ax626)
LATCHSETS: Schlage
PANIC DEVICE: VonDuprin 99L-NLx628 Panic Device
HINGES: 4 ½” x 4 ½” BB81x652 Hinges
HINGES DOUBLE ACTING: Bommer Hinge 3029x603-6” x 4.5” (Quantity pending door
size).
DOOR PUSH/PULLS: 4”x16” Push Pull Plate Sets
CLOSERES: LCN 4041XP x 689 Door Closer
KICK PLATES: 10” x 34” Stainless Steel Kick Plates (Width may vary)
STOPS: Trimco 1211x626 Floor Dome Stop
HOLD OPENS: Ives FS452-5 x 626 Kick-Down Hold Open
STOP & HOLD OPENS: Ives FS40 x 626 Stop and Hold Open
GASKETS: Pemco S-88D, 17’ Set
08800 Glass & Glazing: Interior windows/storefront: 1 3/4” x 4” dark bronze anodized aluminum from PRL Glass and
Aluminum, 1/4” clear tempered glass. Typical RO 8’ w. x 4’ h. then drywall inside of
opening.
Exterior windows/storefront: 2” x 4 1/2” dark bronze anodized aluminum from PRL Glass and
Aluminum, 1” dual-glazed tempered glass with Graylite II over clear glass.
09110 Drywall: Framing: All Wall 6” 18 ga metal studs.
Drywall: 5/8” type X each side. Finish: Level 5 no texture.
Drywall Ceilings: Metal Stud Ceiling joist (depth by a structural engineer) 16” o.c. with half-
inch plywood on top, with R-30 insulation above drywall.
09310 Ceramic Tile: Walls:4”x4” Ceramic Dale Tile, Group 1, White 0100.
Wall Grout Color: Laticrete #044 Bright White Non-Sanded
Floor Tile: 6”x6”, Color: A1417 Argent clean slate
Floor Grout Color: Laticrete #089 Smoke Grey Sanded
Cove Base: 6”x12”, Color: A1417 Argent clean slate
09350 Fiberglass Reinforced
Panels: Marlite Model No. P-151 Light Grey color.
09510 Acoustic Ceiling/T-Bar: General Areas: 2’x4’x5/8” Square Lay-in Cortega #769A White with Armstrong
Prelude 15/16” HD Grid
Office: Armstrong: Second Look II with 15/16” HD Grid
09549 Flooring/Carpeting: VCT: Armstrong Standard Excelon No. 51860, Soft Cool Grey
Carpet Tile: Shaw Industries Meshweave, # 58501 Midnight
Base: Burke/Mercer 4” cove base No. 850 Sterling (on Carpet, VCT and Concrete Floors).
09900 Painting:
Ceiling: Frazee – Aquaseal II for Wood
Painted wood ceiling: Frazee – FZ487 Swiss Coffee, Speed Sheen Eggshell
Interior Walls: Frazee – FZ487 Swiss Coffee, Speed Sheen Eggshell
Restrooms: Frazee – FZ487 Swiss Coffee, Acrysheen Semi-Gloss
Janitor’s Closet: Frazee – FZ487 Swiss Coffee, Acrysheen Semi-Gloss
Door Frames: Vista – Silver Glass, Semi-Gloss
Steel Doors: Vista – Silver Glass, Semi-Gloss
Exposed Steel: Vista – Silver Glass, Semi-Gloss
Handrails/Guardrails: Vista – Silver Glass, Semi-Gloss
Exterior metal canopy: Vista – Silver Glass, Semi-Gloss
Sprinkler pipes: Frazee – CZ15-25115, Silver Glass, Arothane Semi-Gloss
Exterior body color:Frazee – FZ487 Swiss Coffee, Acrikote
Exterior green accent: Frazee – Sea Weed, Acrikote
Exterior grey color: Frazee – Charcoal Air, Duratec II
Wrought iron fence: Frazee – Black, Arothane Semi-Gloss
Interior accents: Benjamin Moore – CSP-755 Dusty Miller
Duro – 8554 M - Rising Smoke
Vista – 8763 M - Pewter Works
10520 Fire Extinguisher
Cabinets: Potter Roemer Alta Series Fire Extinguisher Cabinets Model No. 7012DV, with
“Fire Extinguisher” in red vertical lettering; Use #7008DV Semi Recessed FE Cabinet for
5lb Fire Extinguishers. Mount 44” to top of RO.
10800 Toilet Partitions: Lamtec manufacture, floor mounted overhead braced with solid polymer continuous
stainless steel brackets.
Color: Charcoal Grey with gap fillers above the wainscoting.
10800 Toilet Accessories:
Soap dispensers: Owner provided (old Bobrick – B2111)
Toilet paper holder: Bobrick – B2740
Paper towel dispensers: Owner provided
Feminine napkin disposal: Bobrick – B270
Seat cover dispensers: Bobrick – B221
Waste receptacles: Bobrick – B275
Mirrors: Bobrick – B165 sizes vary 30x36 / 48x36
Grab bars: Bobrick – B5806x48 / 5806x36
Signage: Standard Blue Background and White Lettering
15400 Plumbing Fixtures:
Break Room: Sink – Elkay Model #ELUH3118
Faucet – American Standard Model No. 4175.22
Disposal – ISE Badger-5
Hot water dispenser – ISE Model SST – Filter Insta-Hot with F-GN2215 dispenser
Janitor Room: Mop Sink – Fiat Model NO. TSB3000 24”x24” with American Standard 8354.112
faucet.
Drinking
Fountain: Oasis Model No. PG8ACSL
Work area Common:
Stainless sink: MDL Group 39” Long with Kohler K-8892 Faucets (2) per sink.
Restrooms: Lavatory – American Standard Model No. 0356.041 with American
Standard 7385.003 Faucet with grid drain.
Handicap toilet – American Standard 32854.128 with Sloan 111-1.28 Flush valve,
with Olsonite 95 seat.
Regular toilet – American Standard 2855.128 with Sloan 111-1.28 Flush valve, with
Olsonite 95 seat.
Urinal – American Standard 6550.001 with Sloan 186-.5 Flush valve.
Water Heater: Bradford white model No. LD50S3-3.
15500 HVAC: Exhaust Fans: Type 1- Cook ACE-D Downblast Centrifugal Exhaust Ventilator-
Direct Drive
Type 2 - Cook ACE-B Downblast Centrifugal Exhaust
Ventilator – Belt Drive
Type 3 - Cook ACRU-B / ACRU-HP / ACRU-XP Upblast
Centrifugal
Exhaust Ventilator – Belt Drive
16000 Electrical:
Warehouse/Shop area:
1. Lighting control is designed with acuity brands LC&D panels
2. High bay lighting @ 70-80FC using Lithonia IBE
L4830000LMATCMD50K80CRI
3. T-bar fixtures @70-80FC using Lithonia EPANL 2X4 4000LM80CRI50K
4. Power as designed
Offices:
1. 2 x 4 LED fixtures 50-60 FC (Oracle 24_OVHP LED DIM 50K)
2. Decora white switches
3. Decora white plugs
4. Watt stopper Occupancy sensors
Restrooms:
1. 1 x 4 LED fixtures 50-60 FC (Oracle 40IW4000DIM-27750K)
2. Decora white plugs and GFI
3. Watt stopper Occupancy sensors
Exterior wall packs and pole lighting:
1. NLS VUE LED Bronze wall packs (63-250-watt LED)
2. NLS VUE LED Bronze pole lights (90-300-watt LED)
Switchgear and Panel boards:
1. Cutler hammer or ITE Siemens
2. MGM Transformers
GLENAIR TYPICAL FINISH & MATERIAL SCHEDULE
FINISH SCHEDULE - PHASE VII
ROO
M Phase NAME FLOOR FINISH BASE BOARD WALL FINISH CEILING SYSTEM COMMENTS
135 PHASE VII CONFERENCE ROOM #1 VCT RUBBER COVE PRIMED AND PAINTED GYPSUM BORAD
136 PHASE VII CONFERENCE ROOM #2 VCT RUBBER COVE PRIMED AND PAINTED GYPSUM BORAD
137 PHASE VII RR #1 TILE TILE COVE TILE/PRIMED AND PAINTED GYPSUM BORAD
138 PHASE VII RR #2 TILE TILE COVE TILE/PRIMED AND PAINTED GYPSUM BORAD
139 PHASE VII BREAK ROOM VCT RUBBER COVE PRIMED AND PAINTED OPEN
140 PHASE VII MEZZANINE OPEN AREA CARPET RUBBER COVE PRIMED AND PAINTED OPEN
141 PHASE VII IT ROOM VCT RUBBER COVE PRIMED AND PAINTED GYPSUM BORAD
CABINETRY NOTES:
1. PROVIDE PLASTIC LAMINATE FOR ALL VERTICAL SURFACES.
2. PROVIDE PLASTIC LAMINATE FOR COUNTER, TOEKICK AND BACKSPLASH.
3. PROVIDE CHROME FINISH 4" LONG HARDWARE DOOR/DRAWER PULLS.
4. PROVIDE HEAVY-DUTY METAL BALL BEARING DRAWER GLIDES.
5. ALL HINGES ARE TO BE FULLY CONCEALED.
6. CONTRACTOR TO VERIFY ALL FIELD CONDITIONS PRIOR TO FABRICATION.
7. PROVIDE FLUSH OVERLAY CONSTRUCTION LAMINATE PLASTIC WITH
SELF EDGE.
8. PROVIDE 'KOTRON' ADJUSTABLE SHELVES 3/4" THICK.
9. PROVIDE INSULATION ON ALL HOT WATER PIPES BELOW SINK. THER
SHALL BE NO SHARP OR ABRASIVE SURFACES BELOW THE SINK COUNTER.
10. PROVIDE WHITE MELAMINE FINISH FOR THE INTERIOR.
11. CONSTRUCT CABINETS TO WIC CUSTOM GRADE STANDARDS AND
PROVIDE WIC COMPLIANCE CERTIFICATION.
SINK HARDWARE:
12. SINK FAUCET TO BE ADA APPROVED LEVER HARDWARE SEE PLUMBING
DRAWINGS FOR ADDITIONAL INFO.
2'-0"
2'-0"
PROPOSED GARBAGE
DISPOSAL. DISPOSAL
MAY NOT ENCROACH
INTO REQUIRED ADA
KNEE SPACE BELOW
SINK AREA.3"
6" MIN 4" 8"
1'-5" MIN
19"MAX
A B
9"
C
L
R
.
27
"
C
L
R
.
29
"
C
L
R
.
34
"
4"
34
"
FINISH FLOOR
SINGLE DOOR DOUBLE DOOR
NOTES:
1. PROVIDE 6" SQ. ACCESSIBILITY SYMBOL AT ALL PRIMARY BUILDING ENTRANCES PER CBC CHAPTER 11B DIVISION 2 SECTIONS 11B-201.1
&11B-202.4
2. THE SIGN SHALL COMPLY WITH CBC CHAPTER 11B DIVISION 7 SECTIONS 11B-703.2 THRU 703.7.2 AND CBC SECTION 1011.
3. THE SIGN SHALL BE LOCATED ADJACENT TO THE LATCH SIDE OF A SINGLE DOOR AND RIGHT SIDE OF DOUBLE DOORS 48" MIN. A.F.F. TO THE
BOTTOM OF LOWEST BRAILLE CHARACTER AND 60" MAX. TO THE BASELINE OF THE HIGHEST LINE OF RAISED CHARACTER. SIGN SHALL BE
CENTERED IN AN 18" X 18" CLEAR AREA ADJACENT AND CLEAR OF THE DOOR SWING PER SECTION 11B-703.4.2.
4. VISUAL CHARACTERS ON SIGNS SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IS 60% MIN. AND 110%
MAX. OF THE HEIGHT OF THE UPPERCASE LETTER "I". STROKE THICKNES OF THE UPPERCASE LETTER "I" SHALL BE 10% MIN. AND 20% MAX. OF
THE HEIGHT OF THE CHARACTER.
5. CONTRACTED GRADE II BRAILLE: DOTS SHALL BE 1/10" ON CENTERS IN EACH CELL WITH 2/10" SPACE BETWEEN CELLS, MEASURED FROM THE
SECOND COLUMN OF DOTS IN THE FIRST CELL TO THE FIRST COLUMN OF DOTS IN THE SECOND CELL. DOTS SHALL BE RAISED A MINIMUM OF
1/40" ABOVE THE BACKGROUND, AND ARE TO BE ROUNDED, NOT SQUARE DOTS.
INTERNATIONAL SYMBOL FOR
ACCESSIBILITY - BACKGROUND COLOR
SHALL BE BLUE 15090 IN FEDERAL
STANDARD 595C. SYMBOL, LETTERS AND
BRAILLE SHALL BE WHITE. CHARACTERS
AND SYMBOLS SHALL HAVE A NON GLARE
FINISH AND SHALL BE RAISED 1/32".
5/8" HIGH MIN. SANS SERIF CHARACTERS
WITH A WIDTH TO HEIGHT RATIO OF
BETWEEN 3:5 AND 1:1 AND A STROKE
WIDTH TO HEIGHT RATIO OF BETWEEN 1:5
AND 1:10.
GRADE II BRAILLE - 3/8" HIGH CHARACTERS
SEE NOTES BELOW
9" 9"
ACCESSIBLE
ENTRANCE
FIN. GRADE
6"
48
"
M
I
N
.
60
"
M
A
X
.
6"
GRADE II BRAILLE - SEE NOTE #5 BELOW
FOR ADD'L REQUIREMENTS
SINGLE DOOR SIGN LOCATION
DOUBLE DOOR SIGN LOCATION
EXIT
EXITSTAIR DOWN RAMP
DOWN
SIGN TYPE D
NOTES:
1. PROVIDE WALL MOUNTED EXIT SIGNAGE AT EACH DOOR REQUIRED TO HAVE AN EXIT SIGN PER 2013 CBC SECTION 1011.
2. THE SIGN SHALL COMPLY WITH CBC SECTIONS CHAPTER 11B SECTIONS 11B-703.1, 11B-703.3 AND 11B703.5 DIVISION 7. AND 1011 CBC.
3. THE SIGN SHALL BE LOCATED ADJACENT TO THE LATCH SIDE OF A SINGLE DOOR AND RIGHT SIDE OF DOUBLE DOORS 48" MIN. A.F.F. TO
BOTTOM OF LOWEST BRAILLE CHARACTER AND 60" MAX. TO TOP OF HIGHEST BRAILLE CHARACTER. A PERSON SHALL BE ABLE TO APPROACH
WITHIN 3" OF THE SIGN WITHOUT ENCOUNTERING A PROTRUDING OBJECT OR BE WITHIN THE SWING OF THE DOOR PER CBC SECTION 11B-703.4.2.
4. VISUAL CHARACTERS ON SIGNS SHALL BE SELECTED FROM FONTS WHERE THE WIDTH OF THE UPPERCASE LETTER "O" IS 60% MIN. AND 110%
MAX. OF THE HEIGHT OF THE UPPERCASE LETTER "I". STROKE THICKNESS OF THE UPPERCASE LETTER "I" SHALL BE 10% MIN. AND 20% MAX. OF
THE HEIGHT OF THE CHARACTER.
5. CONTRACTED GRADE II BRAILLE: DOTS SHALL BE 1/10" ON CENTERS IN EACH CELL WITH 2/10" SPACE BETWEEN CELLS, MEASURED FROM THE
SECOND COLUMN OF DOTS IN THE FIRST CELL TO THE FIRST COLUMN OF DOTS IN THE SECOND CELL. DOTS SHALL BE RAISED A MINIMUM OF
1/40" ABOVE THE BACKGROUND, AND ARE TO BE ROUNDED, NOT SQUARE DOTS.
WALL MOUNTED SIGN - BACKGROUND
COLOR SHALL BE BLUE 15090 IN FEDERAL
STANDARD 595C. LETTERS AND BRAILLE
SHALL BE WHITE. CHARACTERS SHALL HAVE
A NON GLARE FINISH AND SHALL BE RAISED
1/32".
1" HIGH MIN. SANS SERIF CHARACTERS - SEE
NOTE #3 BELOW FOR ADD'L REQUIREMENTS.
GRADE LEVEL EXITS SHALL HAVE THE WORD
"EXIT". EXIT DOORS THAT LEAD DIRECTLY TO
A STAIR OR RAMP SHALL HAVE THE
FOLLOWING WORDS AS APPROPRIATE:
"EXIT STAIR DOWN"
"EXIT RAMP DOWN"
"EXIT STAIR UP"
"EXIT RAMP UP"
FIN. FLR.
EXIT
STAIR
DOWN
EXITSTAIR DOWN
SIGN TYPE C
AS REQUIRED
EXIT
STAIR
DOWN
EXIT
SIGN TYPE
EXIT
ROUTE
SIGN TYPE B
A
48
"
M
I
N
.
60
"
M
A
X
.
3"
M
I
N
.
5/8" TYPE 'X' GYP. BRD.
ON BOTH SIDES
PLYWOOD PER STRUCTURAL
CEILING JOISTS PER STRUCTURAL
DROP CEILING JOISTS PER STRUCTURAL
HSS
HEADER/BEAM
PER STRUCTURAL
NEW WINDOW.
REFER TO SCHEDULE
NEW STEEL
STUD WALL
CORNER BEAD
TYP.
0' - 6"
0'
-
4
"
0'
-
6
"
5/8" TYPE 'X' GYP. BRD.
ON BOTH SIDES
NEW STEEL
STUD WALL
(E) PLYWOOD
TO REMOVED
PARTIALLY
FOR DUCT
VOID SPACE
(E) JOISTS
(E) WIRE
SUSPENSION
(E) ACT
CEILING
CONNECT(E) ACT
CEILING
TO NEW DROP
SOFFIT
NEW STEEL
STUD DROP
SOFFIT
HEIGHT
OF NEW
OPENING
4 7/8"
METAL STUDS @ 16" O.C.
5/8" THK. GYP. BOARD
EACH SIDE
METAL STUD HEADER
WESTERN INTEGRATED CLEAR
ANODIZED ALUMINUM FRAMES
W/14GA. HINGE REINFORCING
PLATES OR EQUAL.
FACE OF DOOR
STANDARD THRESHOLD
SET IN MASTIC 1:2 MAX.
SLOPE
INTERIOR INTERIOR
1 3
/
4
"
1/2
"
1"
A
T
H
E
A
D
5/8
"
A
T
J
A
M
B
5"
2" DOOR
1/2
"
M
A
X
.
1/4
"
M
A
X
.
FINISH FLOOR
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PROJECT NO.
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PRINT DATE & TIME
2/
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2/17/2025 2:34:55 PM
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3" = 1'-0"1 DETAIL "A"
1 1/2" = 1'-0"2 DETAIL "B"
1" = 1'-0"3 TYPICAL CABINET SECTION
3" = 1'-0"4 TYPICAL DOOR HEAD AND SILL DETAIL
3" = 1'-0"5 PRIMARY ENTRANCE SIGNAGE
12" = 1'-0"6 TACTILE EXIT SIGNS
12" = 1'-0"7 ACCESSIBLE KITCHEN CABINETS
S7-1.0
GE
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GENERAL NOTES PROJECT NO.
SHEET NO.
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XX
RISK CATEGORY = II
IMPORTANCE FACTOR I = 1.00
MAPPED ACCELERATION PARAMETERS:
SS = 1.742
S1 = 0.641
SITE CLASS = D
DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:
SDS = 1.394
SD1 = 0.726
SEISMIC DESIGN CATEGORY = D
1.
2.
3.
4.
5.
6.
SEISMIC DESIGN DATA
STEEL STUDS SHALL BE IN ACCORDANCE WITH THE STEEL STUD MANUFACTURERS
ASSOCIATION (SSMA) SPECIFICATIONS AND ICC ESR-3064P, CONFORMING TO ASTM A653SS
OR A1011SS, MINIMUM YIELD = 33.0 KSI U.N.O., AND GALVANIZED CONFORMING TO ASTM
A525, G90, HAVING THE MINIMUM VALUES IN ACCORDANCE WITH THE CHART BELOW.
REFER TO TYPICAL DETAILS AND ARCHITECTURAL DRAWINGS FOR STUDS AND DETAILS NOT
SHOWN.
REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR STUD SIZES, OTHER THAN THOSE
INDICATED.
STUD TRACKS SHALL BE SAME GAGE AS STUDS WITH 112" FLANGES, U.N.O.
STUD TO TRACK CONNECTION SHALL BE 1-#8 SCREW AT EACH FLANGE U.N.O.
SCREW PENETRATION THROUGH JOINED MATERIAL SHALL NOT BE LESS THAN THREE
EXPOSED THREADS.
SCREWS FOR COLD-FORMED METAL FRAMING SHALL BE GALVANIZED THREAD-FORMING OR
THREAD-CUTTING PAN HEAD SCREWS, WITH A SELF DRILLING POINT. SCREWS SHALL BE
INSTALLED AND TIGHTENED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
SIZE DESIGNATION GAGE AREA (IN )2 Ix (IN )4 Sx (IN )3 REMARKS
6"600S162-43 18 0.447 2.316 WALL STUDS0.767
8"800S162-54 16 0.537 4.500 1.019 CEILING JOISTS
1.
2.
3.
4.
5.
6.
7.
COLD-FORMED METAL FRAMING
STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE
A.I.S.C. "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING ASTM
SPECIFICATIONS.
A.WIDE FLANGES: A992
B.PLATES: A36
C.STEEL TUBES: A500, GRADE B (Fy = 50 KSI)
D.CHANNELS AND ANGLES: A36
TYP. BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE.
SHOP DRAWINGS FOR STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE REVIEWED
PRIOR TO FABRICATION.
ALL WELDING SHALL CONFORM TO A.W.S. A5.1, A.W.S. D1.1 AND A.W.S. A1.8 OF THE
STRUCTURAL WELDING CODE.
ALL WELDING SHALL BE DONE BY AWS CERTIFIED OPERATORS QUALIFIED BY AN INSPECTOR
APPROVED BY THE BUILDING DEPARTMENT FOR THE TYPE OF OPERATION INVOLVED.
E-70XX ELECTRODES SHALL BE USED.
SPECIAL INSPECTION IS REQUIRED FOR ALL SHOP AND FIELD WELDING BY A SPECIAL
WELDING INSPECTOR APPROVED BY THE BUILDING DEPARTMENT.
STRUCTURAL STEEL ADJACENT TO SOIL SHALL HAVE 4" MINIMUM CONCRETE COVERAGE.
ALL COMPLETE PENETRATION GROOVE WELDS AND PARTIAL PENETRATION GROOVE WELDS
THICKER THAN 1 4" SHALL BE TESTED BY ULTRASONIC TESTING.
PRIOR TO WELDING, THE FOLLOWING MATERIAL SHALL BE TESTED BY UTRASONIC TESTING:
A.BASE PLATES THICKER THAN 1" WHICH HAVE FULL PENETRATION WELDS TO COLUMN.
TYPE OF WELD (SHOP OR FIELD) SHALL BE DETERMINED BY CONTRACTOR.
MINIMUM SIZE OF FILLET WELDS SHALL BE IN ACCORDANCE WITH AISC WHERE SMALLER
WELDS ARE INDICATED OR WHERE NO SIZE IS INDICATED.
ALL EXTERIOR STRUCTURAL STEEL WHICH IS VISIBLE SHALL CONFORM TO AISC
"ARCHITECTURALLY EXPOSED STRUCTURAL STEEL" (AESS) STANDARDS AND BE HOT-DIPPED
GALVANIZED.
ALL WELDS TO EXISTING STEEL SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
STRUCTURAL STEEL
ALL WORKMANSHIP, MATERIAL, AND TESTING SHALL CONFORM TO THE REQUIREMENTS OF THE
2022 CALIFORNIA BUILDING CODE.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, TO VERIFY
CONDITIONS AT THE JOB SITE AND TO CROSSCHECK DETAILS AND DIMENSIONS ON THE
STRUCTURAL DRAWINGS WITH RELATED REQUIREMENTS ON ALL OTHER PERTINENT DRAWINGS
BEFORE PROCEEDING WITH CONSTRUCTION.
ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS
SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH
CONSTRUCTION. WHERE CONFLICTS OCCUR BETWEEN VARIOUS ELEMENTS OF THE WORKING
DRAWINGS, THE MORE STRINGENT REQUIREMENTS SHALL APPLY.
DETAILS MARKED TYPICAL SHALL APPLY IN ALL CASES, UNLESS SPECIFICALLY DETAILED
OTHERWISE. WHERE NO DETAIL IS SHOWN, CONSTRUCTION SHALL BE AS SHOWN FOR OTHER
SIMILAR WORK.
THE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL SUPERVISE AND
DIRECT THE WORK, AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS,
TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BRACING, SHORING, AND LAYDOWN OF
CONSTRUCTION MATERIALS, ETC. UNLESS SPECIFICALLY INDICATED OTHERWISE, THE DESIGN
AND INSTALLATION OF TEMPORARY SHORING AND BRACING SHALL BE THE RESPONSIBILITY OF
THE CONTRACTOR.
UNLESS OTHERWISE STATED IN WRITING, SITE VISITS BY REPRESENTATIVES OF THE
STRUCTURAL ENGINEER:
A.DO NOT INCLUDE INSPECTION OF PROTECTIVE OR TEMPORARY CONSTRUCTION.
B.ARE GENERAL IN NATURE AND ARE NOT CONTINUOUS OR DETAILED.
C.DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE.
D SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION.
DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.
PRIOR TO DRILLING FOR NEW ANCHORS OR CORING FOR NEW OPENINGS, CONTRACTOR SHALL
SCAN THE EXISTING STRUCTURE TO LOCATE REBAR TO AVOID DAMAGING THE EXISTING REBAR.
DESIGN LIVE LOADS:
A.MEZZANINE FLOOR 100 PSF (REDUCIBLE)
B.CONFERENCE ROOM CEILING 10 PSF
1.
2.
3.
4.
5.
6.
7.
8.
9.
GENERAL
LUMBER SHALL BE DOUGLAS FIR-LARCH GRADED IN ACCORDANCE WITH THE LATEST WEST COAST
LUMBERMANS INSPECTION BOARD GRADING RULES. ALL LUMBER SHALL BE S4S AND GRADE
STAMPED AS FOLLOWS, UNLESS NOTED OTHERWISE:
A.JOISTS, BEAMS, POSTS, ETC.: NO.1
B.PLATES, BLOCKING, STUDS: NO.1
MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED 19%.
ALL WOOD CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY. UNLESS
OTHERWISE SHOWN, ALL NAIL HOLES IN WOOD CONNECTORS SHALL BE FILLED WITH A NAIL OF
THE LARGEST SIZE RECOMMENDED BY THE MANUFACTURER.
NO WOOD MEMBER SHALL BE CUT, NOTCHED OR BORED, EXCEPT AS DETAILED.
BOLT HOLES IN WOOD SHALL BE 132" TO 116" LARGER THAN THE BOLT. USE WASHERS UNDER HEAD
AND NUT OF BOLTS. TIGHTEN ALL BOLTS PRIOR TO COVERING.
LAG SCREWS AND WOOD SCREWS SHALL BE SCREWED INTO PLACE (NOT DRIVEN). LEAD HOLES
SHALL BE PRE-BORED AS FOLLOWS:
A.THE LEAD HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK AND THE
SAME DEPTH AS THE LENGTH OF THE UNTHREADED SHANK.
B.THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40% TO
75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE
THREADED PORTION. THE LARGER FIGURE IN EACH RANGE SHALL APPLY TO LAG SCREWS OF
GREATER DIAMETERS.
ALL NAILS SHALL BE COMMON WIRE NAILS. SPECIAL NAILS OF THE SAME DIAMETER AND
PENETRATING INTO THE SUPPORT 12 OF THE LENGTH OF THE NAIL CALLED FOR MAY BE USED FOR
"SIMPSON" METAL ACCESSORIES. WHERE NAILS CANNOT BE DRIVEN WITHOUT DANGER OF
SPLITTING, SUB-DRILL NAIL HOLES HAVING A DIAMETER EQUAL TO 50% TO 75% OF THE NAIL
DIAMETER.
ALL STEEL FASTENERS THAT ARE EXTERIOR OR EXPOSED SHALL BE GALVANIZED OR STAINLESS
STEEL U.N.O.
ALL STEEL ELEMENTS IN CONTACT WITH TREATED LUMBER SHALL BE GALVANIZED (G185) 1.85 OZ.
OF ZINC PER SQUARE FOOT OF SURFACE AREA, OR STAINLESS STEEL.
FASTENERS USED IN EXTERIOR WALLS SHALL BE HOT-DIPPED ZINC-COATED STEEL, STAINLESS
STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR HOT-DIPPED ZINC-COATED
FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153. THE COATING WEIGHTS FOR
MECHANICALLY DEPOSITED ZINC COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM
B695, CLASS 55 MINIMUM.
ALL EXPOSED OR EXTERIOR WOOD FRAMING SHALL BE PAINTED, NATURALLY DURABLE OR
PRESSURE TREATED U.N.O.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
WOOD
ALL EXPANSION ANCHORS SHALL BE KB-TZ2 CONCRETE ANCHORS MANUFACTURED BY HILTI, INC.
ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC ESR-4266.
COMPLY WITH ALL MANUFACTURER'S RECOMMENDATIONS.
CONTINUOUS INSPECTION IS REQUIRED FOR ANCHOR INSTALLATION.
ALL ANCHOR EMBEDMENTS SHOWN ON THE STRUCTURAL DRAWINGS ARE NOMINAL
EMBEDMENTS U.N.O.
ANCHORS SHALL BE STAINLESS STEEL AT EXTERIOR OR EXPOSED FASTENERS OR AT
EXTERIOR WALL.
DO NOT CUT OR DAMAGE EXISTING REBAR FOR ANCHOR INSTALLATION. REBAR SHOULD BE
LOCATED PRIOR TO ANCHOR INSTALLATION BY NONDESTRUCTIVE METHODS.
1.
2.
3.
4.
5.
6.
7.
EXPANSION ANCHORS IN CONCRETE
DN
DN
1
F
E.9
F.4
2 32.5 3.5
(E) CONCRETE WALL
HSS12x6x14
HS
S
1
2
x
6
x
14
(E
)
H
S
S
1
0
x
1
0
x
1 4
COL
U
M
N
F
U
L
L
HEI
G
H
T
8"
x
1
6
G
A
G
E
S
T
E
E
L
S
T
U
D
JO
I
S
T
S
@
1
6
"
o
.
c
.
HSS12x6x14
TS = 26'-058"TS = 24'-858"
HSS12x6x14
HSS12x6x1 4
HS
S
8
x
2
x
14
HS
S
8
x
2
x
14
HS
S
1
2
x
6
x
14
HSS12x6x14 HSS12x6x14 HSS12x6x14
(E
)
H
S
S
1
0
x
1
0
x
1 4
CO
L
U
M
N
F
U
L
L
HE
I
G
H
T
HSS12x6x14
8"x16 GAGE STEEL STUD
JOISTS @ 16"o.c.
NOTES:
TS INDICATES TOP OF STEEL ELEVATION ABOVE
EXISTING SLAB ON GRADE (0'-0").
CEILING LID SHALL BE 12" PLYWOOD WITH #8 SMS @ 6"o.c.
EDGES AND 12"o.c. FIELD.
INDICATES DIRECTION OF JOIST SPAN.
HDR INDICATES BOXED HEADER AND JAMB STUDS PER
1.
2.
3.
HSS12x6x14
HS
S
1
2
x
6
x
14
16
S7-3.0
25
S7-3.0
20
S7-3.0
17
S7-3.0
16
S7-3.0
HDR (BELOW)
HDR
(T
S
=
2
4
'
-
8
58")
7
S7-4.0
25
S7-3.0
25
S7-3.0
7
S7-3.0
20
S7-3.0
17
S7-3.0
14
S7-3.0
20
S7-3.0
17
S7-3.0
14
S7-3.0
HDR
25
S7-3.0
14
S7-3.0
25
S7-3.0
25C
S7-4.0
15
S7-3.0
16
S7-3.0
16
S7-3.0
20
S7-3.0
17
S7-3.0
21
S7-3.0
4
S7-4.0
25J
S7-4.0
25J
S7-4.0
25K
S7-4.0
3
S7-4.0
23
S7-3.0
2
S7-4.0
22
S7-3.0
25K
S7-4.0
2
S7-4.0
22
S7-3.0
20
S7-3.0
17
S7-3.0
14
S7-3.0 23
S7-3.0
23
S7-3.0
1
S7-4.0
4
S7-4.0
7
S7-4.0
HSS12x6x14
SIM.
2'-0"
SIM.
2'-0"
16
S7-3.0
SIM.
16
S7-3.0
25
S7-3.0
SIM.
DN
DN
CONFERENCE
ROOM #1
135
CONFERENCE
ROOM #2
136
RR #1
137RR #2
138
BREAK ROOM
139
MEZZANINE OPEN
AREA
140
1
F
E.9
F.4
F.6
2 32.5 3.5
(E
)
H
S
S
5
x
5
x
1 4
BEL
O
W
(E)
H
S
S
5
x
5
x
3 8
BE
L
O
W
(E) CONCRETE WALL
(E
)
H
S
S
5
x
5
x
1 4
BEL
O
W
(E
)
W
2
4
x
7
6
(E
)
W
1
6
x
2
6
(E) W24x55(E) W24x55(E) W24x55(E) W24x68(E) W16x26
(E
)
H
S
S
5
x
5
x
3 8
BE
L
O
W
(E)
H
S
S
5
x
5
x
3 8
BE
L
O
W
(E)
H
S
S
5
x
5
x
3 8
BE
L
O
W
(E)
H
S
S
5
x
5
x
1 4
BE
L
O
W
HS
S
6
x
6
x
1 2
AB
O
V
E
HS
S
6
x
6
x
1 2
ABO
V
E
HS
S
6
x
6
x
1 2
AB
O
V
E
HS
S
6
x
6
x
1 2
AB
O
V
E
HS
S
6
x
6
x
1 2 AB
O
V
E
HSS
5
1 2x51 2x
1 4
BEL
O
W
(E) W21x50
(N) FLOOR OPENING
WITH (E) 20" REDBUILT
RED I-65 JOISTS
RUNNING THROUGH
THE OPENING
W
1
2
x
2
6
W
1
2
x
2
6
HS
S
6
x
6
x
1 2
AB
O
V
E
HS
S
6
x
6
x
1 2
AB
O
V
E
W
1
2
x
2
6
W
1
2
x
2
6
(E) HSS5x5x
1
4
BELOW
(E)
H
S
S
1
0
x
1
0
x
1 4
CO
L
U
M
N
F
U
L
L
HE
I
G
H
T
(E)
H
S
S
1
0
x
1
0
x
1 4
COL
U
M
N
F
U
L
L
HE
I
G
H
T
(E) W21x44 (E) W21x44
HS
S
6
x
6
x
1 2
AB
O
V
E
HS
S
6
x
6
x
1 2
ABO
V
E
HSS6x6x
1
2
ABOVE
(E
)
2
0
"
R
E
D
B
U
I
L
T
R
E
D
-
I
6
5
JO
I
S
T
@
1
6
"
o
.
c
.
(E
)
2
0
"
R
E
D
B
U
I
L
T
R
E
D
-
I
6
5
JO
I
S
T
@
1
6
"
o
.
c
.
(E
)
1
1
7
8"
R
E
D
B
U
I
L
T
R
E
D
-
I
6
5
JO
I
S
T
@
1
6
"
o
.
c
.
NOTES:
EXISTING MEZZANINE FINISH FLOOR IS COMPOSED OF 112"
LIGHTWEIGHT CONCRETE TOPPING, CHIP AWAY AND REPAIR
AS REQUIRED. DO NOT CUT OR DAMAGE PLYWOOD UNLESS
NOTED OTHERWISE.
INDICATES DIRECTION OF JOIST SPAN.
1.
2.
(N) FLOOR OPENING
WITH (E) 20" REDBUILT
RED I-65 JOISTS
RUNNING THROUGH
THE OPENING
5
S7-3.0
12
S7-3.0
5
S7-3.0
10
S7-3.0
11
S7-3.0
8
S7-3.0
11
S7-3.0
10
S7-3.0
10
S7-3.0
5
S7-3.0
5
S7-3.0
8
S7-4.0 TYP.
TYP.
6
S7-4.0
TYP.
5
S7-3.0
5
S7-3.0
7
S7-3.0
11
S7-3.0 10
S7-3.0
10
S7-3.0
11
S7-3.0
5
S7-3.0
TYP.
6
S7-4.0
12
S7-3.0
5
S7-3.0
7
S7-3.0
6
S7-3.0
2
S7-3.0
HS
S
6
x
4
x
14 @
T
O
P
O
F
L
O
W
W
A
L
L
(
3
S
I
D
E
S
)
9
S7-3.0
5
S7-3.0
TYP.
TYP.
TYP.
10
S7-3.0
TYP.
TYP.
8
S7-4.0
8
S7-4.0
8
S7-4.0
8
S7-4.0
9
S7-4.0
8
S7-3.0
25H
S7-4.0
25G
S7-4.0
2'-0"
W
1
2
x
2
6
2'-0"
(E)WOMENS RR
109
(E)MENS RR
110
(E)WOMENS RR
111
(E)MENS RR
112
(E)NETWORK
114
(E)JAN
113
DN
DN
1 2 32.5 3.5
F
E.9
F.4
F.6
REMOVE (E) INTERIOR NON-BEARING NON-SHEAR WALL WOOD STUD WALL
(E) CONCRETE WALL
(E) 2x6 WOOD
STUD WALLHSS
5
1 2x5
1 2x
1 4
(E
)
H
S
S
1
0
x
1
0
x
1 4
COL
U
M
N
F
U
L
L
HE
I
G
H
T
(E
)
H
S
S
1
0
x
1
0
x
1 4
COL
U
M
N
F
U
L
L
HE
I
G
H
T
(E)
H
S
S
5
x
5
x
1 4
(E
)
H
S
S
5
x
5
x
1 4
(E)
H
S
S
5
x
5
x
1 4
(E
)
H
S
S
5
x
5
x
3 8
(E) HSS5x5x
1
4
(E
)
H
S
S
5
x
5
x
3 8
(E)
H
S
S
5
x
5
x
1 4
(E
)
H
S
S
5
x
5
x
3 8
1
S7-3.0
25R
S7-4.0
BOX HEADER
AND JAMB
STUDS PER 25C
S7-4.025L
S7-4.0 SIM
S7-2.0
PA
R
T
I
A
L
P
L
A
N
S
1
3
PARTIAL CEILING FRAMING PLAN
PROJECT NO.
SHEET NO.
PR
O
J
E
C
T
12
3
5
9
L
O
W
E
R
A
Z
U
S
A
R
O
A
D
AR
C
A
D
I
A
,
C
A
9
1
0
0
6
GL
E
N
A
I
R
L
O
G
I
S
T
I
C
S
-
B
L
D
G
1
#2
4
1
3
2
GR
O
S
S
M
A
N
&
S
P
E
E
R
A
S
S
O
C
I
A
T
E
S
,
I
N
C
.
GL
E
N
D
A
L
E
,
C
A
L
I
F
O
R
N
I
A
9
1
2
0
3
52
9
H
A
H
N
A
V
E
N
U
E
,
S
U
I
T
E
#
2
0
0
DR
A
W
I
N
G
N
A
M
E
:
24
1
3
2
S
7
-
2
.
0
.
D
W
G
1257-21
10
/
3
1
/
2
0
2
4
2:
4
0
:
5
1
P
M
11
/
0
3
/
2
1
Au
t
h
o
r
Ch
e
c
k
e
r
XX
1/4" = 1'-0"
2PARTIAL MEZZANINE FRAMING PLAN 1/4" = 1'-0"
1/4" = 1'-0"PARTIAL FOUNDATION PLAN
1"
(E) SUBPURLIN
#10x3" SCREW TYP.
EACH (E) SUBPURLIN
5-#10x3" WOOD SCREWS
TYP. EACH BLOCK HSS COLUMN
(E) ROOF PLYWOOD
CONT. L4x4x14 EACH SIDE
OF COLUMN WITH 1"DIA.
BOLT THROUGH COLUMN
IN 212" SLOTTED HOLE
4x6 BLOCKING WITH
SIMPSON A35 EACH END
TYP. 3 BAYS EACH ANGLEHSS COLUMN
HSS BEAM T&B TYP.14
TYP.
(E) PLYWOOD
(E) WF BEAM
CONT. TRACK WITH
#12x4" WOOD
SCREWS @ 16"o.c.
(E) CONCRETE TOPPING
6" STEEL STUDS
@ 16"o.c.
SIMPSON A35 WITH (12)
#6x12" PH612I SCREW @
24"o.c. EACH SIDE OF NAILER
4x NAILER WITH COUNTERSUNK
12" CARRIAGE BOLTS OR WELDED
STUDS STAGGERED @ 48"o.c. TO
WF BEAM
6" STEEL STUDS @ 16"o.c.
CONT. TRACK WITH
2-#12x4" WOOD SCREWS
EACH BLOCK
(E) CONCRETE TOPPING
WINDOW ASSEMBLY
CONT. TRACK WITH
#12 SELF-TAPPING
SCREWS @ 16"o.c.
HSS6x4x14 @ TOP OF LOW WALL,
SEE FOR CONNECTIONS
AT ENDS
13
S7-3.0
12"
(E) PLYWOOD
(E) I-JOIST TYP.
12"
PLYWOOD FILLER (12" MIN.
LENGTH) WITH 9-#8x3"
WOOD SCREWS EACH SIDE
I-JOIST WEB
4x6 BLOCKING @ 48"o.c.
AND AT STUD JAMBS
WITH SIMPSON A34 EACH
SIDE EACH END
(E) PLYWOOD
(E) PLYWOOD
(E) 6x6 TOP PLATE
(E) 2x STUDS
@ 16"o.c.
CONT. TRACK WITH
#12x4" WOOD
SCREWS @ 16"o.c.
(E) CONCRETE TOPPING
WINDOW
ASSEMBLY
12" THICK x512"x1212" PLATE WITH
(2) 58"DIA. EXPANSION ANCHOR
TYP. (4716" EMBED.)
(E) CONCRETE FOOTING
(E) 2x STUDS @ 16"o.c.
(E) SILL PLATE
14
(N) HSS COLUMN
c HSS POST(N) HSS COLUMN
(E) PLYWOOD
14
(E) CONCRETE TOPPING
12" THK. x6"x1212" PLATE
WITH 2-34"DIA. BOLTS
(E) 6x6 TOP PLATE
(E) 2x STUDS @ 16"o.c.
(N) HSS COLUMN12" THICK x512"x1212 PLATE
TYP.
TYP.
(N) HSS
COLUMN
14
(E) CONCRETE
TOPPING
(E) PLYWOOD
c BEAM AND
COLUMN
B
(N) 12" STIFF.
PLATE EACH SIDE
WF BEAM
TYP.14
A
NOTES:
1.SEE FOR
ALTERNATE DETAIL.
C
112"
T
Y
P
.
(N) 12" THK. x6"x12"
PLATE WITH
4-58"DIA. BOLTS
TO BEAM BELOW
(N) HSS COLUMN
WF BEAM
BELOW
B
(E) CONCRETE TOPPING (E) NAILER
(E) PLYWOOD
(N) HSS
COLUMN
SAWCUT PLYWOOD AND
NAILER. DO NOT OVERCUT
DO NOT CUT OR DAMAGE
(E) STEEL BEAM OR JOISTS
14
14
TYP.
WF BEAM (N) 12" STIFF. PLATE
EACH SIDE
C
(N) STIFF. PLATE
BELOW TYP.
(E) PLYWOOD
(E) 4x NAILER
(E) WF BEAM
#12x4" WOOD
SCREWS @ 16"o.c.
(E) CONCRETE TOPPING
WINDOW
ASSEMBLY
12"
(E) PLYWOOD
(E) I-JOIST TYP.
6" STEEL STUDS @ 16"o.c.CONT. TRACK WITH
2-#12x4" WOOD
SCREWS EACH BLOCK
(E) CONCRETE TOPPING
12"
PLYWOOD FILLER (12" MIN.
LENGTH) WITH 9-#8x3"
WOOD SCREWS EACH SIDE
I-JOIST WEB
4x6 BLOCKING @ 48"o.c.
AND AT STUD JAMBS
WITH SIMPSON A34 EACH
SIDE EACH END
(E) I-JOIST
(E) PLYWOOD
CONT. TRACK WITH
#12x312" WOOD
SCREWS EACH JOIST
(E) CONCRETE
TOPPING
6" STEEL STUDS
@ 16"o.c.
(E) 4x NAILER
(E) WF BEAM
#12x3" WOOD
SCREWS @ 16"o.c.
6" STEEL STUDS
@ 16"o.c.
(E) I-JOISTS
HSS COLUMN
HSS AT TOP OF
LOW WALL
18
HSS COLUMN
HSS BEAM TYP.
14
T&B TYP.14
TYP.
HSS COLUMN
HSS BEAM TYP.
TYP.14FI
E
L
D
V
E
R
I
F
Y
CONT. TRACK WITH
#10 SELF-TAPPING
SCREWS @ 16"o.c.
WHERE OCCURS
HSS BEAM
E.S.
L2x2x0'-6"x14 GAGE WITH
3-#10 SCREWS EACH LEG
PLYWOOD
STEEL STUDS JOISTS
6" STEEL STUDS @ 16"o.c.
WHERE OCCURS
CONT. TRACK WITH #10
SCREWS @ 16"o.c. TO HSS
CONT. TRACK WITH
2-#12 SELF-TAPPING
SCREWS @ 12"o.c.
AS SHOWN
CONT. TRACK WITH
#10 SELF-TAPPING
SCREWS @ 16"o.c.
WHERE OCCURS
HSS BEAM
SEE ARCH.CONT. TRACK
6" STEEL STUDS @ 16"o.c.
E.S.
L2x2x0'-6"x14 GAGE WITH
3-#10 SCREWS EACH LEG
PLYWOOD
STEEL STUDS JOISTS
6" STEEL STUDS @ 16"o.c.
WHERE OCCURS
CONT. TRACK WITH #10
SCREWS @ 16"o.c. TO HSS
4"
WINDOW ASSEMBLY
HSS BEAM
SEE ARCH.CONT. TRACK
6" STEEL STUDS @ 16"o.c.
E.S.
L2x2x0'-6"x14 GAGE WITH
3-#10 SCREWS EACH LEG
PLYWOOD
STEEL STUDS JOISTS
CONT. TRACK WITH #10
SCREWS @ 16"o.c. TO HSS
4"
CONT. TRACK WITH
2-#12 SELF-TAPPING
SCREWS @ 12"o.c.
AS SHOWN
(E) GIRDER TRUSS
(E) ROOF (E) TRUSS NAILER
4"SQ.x34" PLATE
BETWEEN (E)
TRUSS BOTTOM
CHORD ANGLES
TYP.
3 SIDES
EACH ANGLE
TYP.316
(E) TRUSS TYP.
3 SIDES
TYP.18
L3x3x14 @ EACH
(E) TRUSS
TYP.
112"
TY
P
.
112"T
Y
P
.
11
2"
L4x4x12x1'-4"
WITH 12"
BOLT TO
EACH BRACE
L4x3x12x0'-5"
HSS COLUMN
A
1"
(E) ROOF
1"
LOCATE ANGLES TO ALIGN
WITH (E) TRUSS JOIST TYP.
TYP.
L4x3x12x0'-5" WITH
1"DIA. BOLT IN 212"
SLOTTED HOLE
HSS3x3x14
14
TYP.
14
NOTES:
1.BRACES NOT SHOWN
FOR CLARITY.A
(E) TRUSS NAILER
8'-0"
L4x4x12x1'-4" TYP.TYP.(E) TRUSS
HSS COLUMN
1
22
1
TY
P
.
(E) ROOF
(E) ROOF
(E) SUBPURLIN TYP.
(E) TRUSS1"
LOCATE ANGLES TO ALIGN
BRACE WITH SUBPURLINS
TYP.
L4x3x12x0'-5" WITH
1"DIA. BOLT IN 212"
SLOTTED HOLE
HSS3x3x14
L4x4x12x1'-4" TYP.
14
TYP.
14
TYP.
HSS COLUMN
NOTES:
1.BRACES NOT SHOWN
FOR CLARITY.
A
EQ
.
EQ
.
(E) TRUSS
L4x4x12 BRACE WITH 1"DIA.
BOLT EACH END TYP. OF 4
BRACES PER HSS COLUMN
112"
TYP.
112"TYP
.
11
2"
HSS COLUMN
L4x3x12x0'-5"
A
(E) TRUSS NAILER
L4x4x12x1'-4"
S7-3.0
SE
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6 7 8 9 10
11 12 13 14 15
16 17 20
21 22 23 25
SECTION SECTION SECTION SECTION SECTION
SECTION SECTION SECTION
PROJECT NO.
SHEET NO.
PR
O
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12
3
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9
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XX5DETAILDETAILSDETAIL
PLAN DETAIL PLAN DETAIL
DETAIL DETAILPLAN DETAIL
DETAILDETAILSECTIONSECTION
6" STEEL STUDS
@ 16"o.c.
CONT. TRACK
6" STEEL
STUDS @ 16"o.c.
E.S.
E.S.
STEEL STUD
JOISTS TYP.
PLYWOOD
PLYWOOD
CONT. TRACK WITH
#12 SELF-TAPPING
SCREWS @ 16"o.c.
CONT. TRACK WITH (2) #10
SCREWS AT EACH STUD
STEEL STUD
JOISTS TYP.
L2x2x0'-6"x14 GAGE WITH
(3) #10 SCREWS EACH LEG
HSS BEAM
PLYWOOD
CONT. TRACK WITH
#12 SELF-TAPPING
SCREWS @ 16"o.c.
3"
1"
W12x26
38" PLATE WITH (3)
1" DIA. A307 BOLTS
(E) 6x6 TOP
PLATE
14
12 "2 "
2 "
112"
2"
3"
(N) HSS512x512
COLUMN
3"
112"
W12x26
38" PLATE WITH (3)
1" DIA. A307 BOLTS
(E) W24 BEAM
14
12 "2 "
2 "
112"
112"
3"
HSS COLUMN
HSS BEAM TYP.
T&B TYP.14
TYP.
(E) I-JOIST
(E) PLYWOOD
WINDOW
ASSEMBLY
(E) CONCRETE TOPPING
#12x4" WOOD
SCREWS @ 16"o.c.
HSS BEAM
SEE ARCH.CONT. TRACK
6" STEEL STUDS @ 16"o.c.
E.S.
PLYWOOD
BLOCKING @ 48"o.c.
STEEL STUDS JOISTS TYP.
4"
CONT. TRACK WITH
2-#12 SELF-TAPPING
SCREWS @ 12"o.c.
AS SHOWN
CONT. TRACK WITH
#10 SELF-TAPPING
SCREWS @ 16"o.c.
WHERE OCCURS
6" STEEL STUDS @ 16"o.c.
WHERE OCCURS
C D E
F
A B
NOTES:
INSTALL BRIDGING @ 48"o.c. WHERE WALL FINISH
DOES NOT OCCUR OR IS DISCONTINUOUS ON ONE
OR BOTH SIDES OF WALL.
1.
2-#10 SCREWS
EACH ANGLE
112"x16 GAGE
COLD-ROLLED
CHANNEL BRIDGING
THRU PRE-ALIGNED
STUD PUNCHOUTS
L112"x112"x16 GAGE
x (STUD DEPTH - 12")
WITH 2-#10 SCREWS
@ EACH STUD
SECTION ELEVATION
NOTES:
TYPICAL BACKING FOR ANY ARCHITECTURAL ITEM
ATTACHED TO WALL.
1.
STEEL STUDS TYP.
6"x14 GAGE TRACK
WITH 112" FLANGES
CUT AND BENT AT
STUDS AS SHOWN
4-#10 SCREWS
EACH STUD TYP.
#10 SCREW @ 16"o.c.
TYP. 5 PLACES
AS SHOWN
STEEL STUDS
SAME SIZE
AS WALL CONT. TRACK
L2x2x14 GAGE x STUD
SIZE MINUS 12" WITH
2-#10 SCREWS EACH LEG
4-#12x4" WOOD
SCREWS TO BLOCKING
SEE SIM.
112-16
EACH
SIDE
STUDS
TRIPLE STUDS
FOR OPENINGS
6'-0" OR MORE
DOUBLE STUDS
FOR OPENINGS
LESS THAN 6'-0"
L112x3x14 GAGE
(4" LONG @ 6" STUDS &
3" LONG @ 4" STUDS)
WITH 2-#10 SCREWS
EACH LEG
2-#10 SCREWS
@ 12"o.c.
DOUBLE STUDS
TRACK TYP.
1"
1"
TYPICAL INTERSECTION DETAIL
TYPICAL CORNER DETAIL
STEEL STUD TYP.
#10 SCREW
@ 24"o.c. TYP.
STEEL STUDS TYP.
#10 SCREW
@ 24"o.c. TYP.
6"
12"C
L
R
.
CONT. CST/SLP-TRK
20 GA. MIN. TRACK
(ICC-ESR-2012) WITH
2-#10x3" WOOD
SCREWS EACH BLOCK
4x FULL DEPTH BLOCKING
@ 48"o.c. WITH A35 EACH
SIDE EACH END
12"C
L
R
.
CONT. CST/SLP-TRK
20 GA. MIN. TRACK
(ICC-ESR-2012) WITH
2-#10x3" WOOD
SCREWS EACH JOIST
(E) 2x JOISTS
OR (E) 4x MEMBER
(E) SHEATHING
(E) 2x JOIST
OR (E) 4x
MEMBER
(E) SHEATHING CONT 2x FULL
DEPTH BLOCKING
G H
(E) MEZZANINE
FLOOR
KJ
FULL DEPTH
BLOCKING @ 24"o.c.
PLYWOOD 2-#10 SCREWS
EACH BLOCK
CONT. LONG LEG
SLIP TRACK
STEEL STUD
12"C
L
R
.
STEEL JOIST
12"C
L
R
.
CONT. LONG LEG TRACK
WITH 2-#10 SCREWS
@ EACH JOIST
8
S7-3.0
L
12"
(E) PLYWOOD
(E) I-JOIST TYP.CONT. 16 GAGE TRACK
WITH 2-#10x3" WOOD
SCREWS EACH BLOCK
CONCRETE TOPPING
12"
PLYWOOD FILLER (12" MIN.
LENGTH) WITH 9-#8x3"
WOOD SCREWS EACH SIDE
I-JOIST WEB
4x6 BLOCKING @ 16"o.c.
WITH SIMPSON A34
EACH SIDE EACH END 6" HANGING STUDS
@ 16"o.c.
M
12"
(E) PLYWOOD
(E) I-JOIST TYP.CONT. 16 GAGE TRACK
WITH 3-#10x3" WOOD
SCREWS EACH BLOCK
CONCRETE TOPPING
12"
PLYWOOD FILLER (12" MIN.
LENGTH) WITH 9-#8x3"
WOOD SCREWS EACH SIDE
I-JOIST WEB
4x6 BLOCKING AT STUD
TRACK WITH SIMPSON
A34 EACH SIDE EACH END
6" HANGING STUDS
@ 16"o.c. TYP.
Q
12"
(E) PLYWOOD
(E) I-JOIST TYP.
6" STEEL STUD BRACE
WITH 4-#10 WOOD
SCREWS
CONCRETE TOPPING
12"
PLYWOOD FILLER (12" MIN.
LENGTH) WITH 9-#8x3"
WOOD SCREWS EACH SIDE
I-JOIST WEB
4x6 BLOCKING AT BRACE
WITH SIMPSON A34
EACH SIDE EACH END
1 MAX.
1
N
1 MAX.
1
CONT. TRACK
HANGING
STUDS
6" STEEL STUD BRACE
@ 48"o.c. WITH 4-#10
WOOD SCREWS
P
12"
(E) PLYWOOD
(E) I-JOIST
CONCRETE TOPPING
12"
PLYWOOD FILLER (12" MIN.
LENGTH) WITH 9-#8x3"
WOOD SCREWS EACH SIDE
I-JOIST WEB
6" STEEL STUD BRACE
WITH 4-#10 WOOD
SCREWS
(E) SLAB
ON GRADE
STEELSTUDS
@ 16"o.c.
CONT. TRACK WITH
HILTI X-U SHOTPINS @
16"o.c. (1" EMBEDMENT)
R
NOTES:
PROVIDE STRAPS EACH FACE OF WALL.1.
STUDS TYP.SILL TYP.
HEADER TYP.
PROVIDE PLYWOOD OR DRYWALL EDGE
SCREWS TO EACH STRAP BETWEEN OPENINGS
CS20 WITH (8)-#10 SCREWS
EACH END TO HEADER OR SILL
JAMB STUDS
TYP.
OPENING TYP.
E.S.HSS BEAM
PLYWOOD
STEEL STUD
JOISTS TYP.
6" STEEL STUDS
@ 16"o.c.
CONT. TRACK WITH
#12 SELF-TAPPING
SCREWS @ 16"o.c.
#12 SELF-TAPPING
SCREWS @ 12"o.c. TYP.
WINDOW ASSEMBLY
HSS BEAM
SEE ARCH.CONT. TRACK
6" STEEL STUDS @ 16"o.c.
E.S.
PLYWOOD
BLOCKING @ 48"o.c.
STEEL STUDS JOISTS TYP.
4"
CONT. TRACK WITH
2-#12 SELF-TAPPING
SCREWS @ 12"o.c.
AS SHOWN
S7-4.0
SE
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1 2 3 4
6 7 8 9 10
25
SECTION SECTION SECTION SECTION
SECTION PLAN DETAIL
PROJECT NO.
SHEET NO.
PR
O
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12
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5
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5SECTION
INTERIOR NON-STRUCTURAL STUD WALL DETAILS
DETAIL DETAIL
1
F
E.9
F.4
F.6
2 32.5 3.5
(E) TRUSS GIRDER (E) TRUSS GIRDER(E) TRUSS GIRDER
HEAT PUMP (MAX.
WEIGHT = 1,242#),
SEE 15
S7-5.0
HEAT PUMP (MAX.
WEIGHT = 1,242#),
SEE 15
S7-5.0
CONDENSING UNIT
(MAX. WEIGHT = 153#),
SEE 15
S7-5.0
CONDENSING UNIT
(MAX. WEIGHT = 153#),
SEE 15
S7-5.0
HANG WITHIN 6" OF ANY UPPER PANEL POINT.1
HANG WITHIN 6" OF ANY LOWER PANEL POINT.2
TRAPEEZE BETWEEN ANY PANEL PIONTS.3
4
5
NOTES:
DO NOT CUT OR DRILL ANY JOIST MEMBER.
THIS DETAIL IS APPLICABLE TO SUPPORTING MECHANICAL EQUIPMENT, SPRINKLER PIPES, ETC.
ALL FIELD WELDING REQUIRES SPECIAL INSPECTION BY BY THE DEPUTY INSPECTOR.
5
42
1
BOTTOM CHORD
PANEL POINT TYP.
TOP CHORD
PANEL POINT TYP.
3
1.
2.
3.
ADD AN ANGLE EACH SIDE TO REINFORCE THE BOTTOM CHORD SEE DIAGONAL BRACE DETAIL .
ADD AN ANGLE EACH SIDE TO REINFORCE THE TOP CHORD SEE DIAGONAL BRACE DETAIL .
18
S7-5.0
18
S7-5.0
18
S7-5.0
4
PANEL
POINT
GREATER
THAN 6"
GREATER
THAN 6"
PANEL POINT
CONCENTRATED LOAD
TYP.
3 SIDES
SEE
18
L2x2x18
EACH SIDE
OF JOIST
NOTES:
1.
2.
WHERE CONCENTRATED LOAD ARE SUPPORTED BY JOIST
CHORDS AND ARE LOCATED MORE THAN 6" FROM POINT,
REINFORCE THE JOIST WITH AN ADDED ANGLE EACH SIDE OF
JOIST EXTENDING FROM THE POINT LOAD TO THE NEAREST
PANEL POINT CHORD ON THE OPPOSITE CHORD.
REMOVE LOAD FROM JOIST POINT TO WELDING ANGLE.
17
S7-5.0
NOTES:
1.
4x8 WITH SIMPSON U-HANGER
EACH END TYP.
4x SHAPED WITH 12"x7"
COUNTERSUNK LAG SCREWS
@ 24"o.c. TO NAILER TYP.
LEVEL
(E) SUBPURLIN TYP.
SIMPSON A35 TYP. AT
INTERIOR CORNERS
(E) STEEL BAR JOIST
@ 8'-0"o.c. TYP.
FOR JOIST NOT SUPPORTED AT PANEL POINT SEE .
SIMPSON ST18 TYP. EACH
CORNER
(E) ROOF SHEATHING
12" PLYWOOD
12"x4" LAG SCREWS @ 24"o.c. TYP
ALL SIDES (2 MIN. PER SIDE)
MECH. EQUIPMENT MAX. WT. = 1,242#
17
S7-5.0
4'-0" MAX.
OPENING
4x4
EACH CORNER
SIMPSON ST12
HGRS. TYPICAL
SIMPSON U
(2) ROWS 10d @ 212"o.c.
STAGGERED AROUND
OPENING
DBL. 2x4s OR 4x4
DBL. (E) SUBPURLIN
OR 4x4
DBL. (E) SUBPURLIN
OR 4x4
4'-0" MAX.
OPENING
HANGERS TYP.
SIMPSON U
(2) ROWS 10d @ 212"o.c.
STAGGERED AROUND
OPENING
DBL (E) SUBPURLIN
OR 4x4
4x4 TYP.
S7-5.0
PA
R
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S
10
MECHANICAL PLATFORM DETAIL 15
ALLOWABLE METHODS AND LOCATIONS SUPPORTING ADDITIONAL LOADS FROM OPEN WEB STEEL JOIST 17 18 19 20
21 22 23 24 25
PARTIAL MEZZANINE PLAN
TYPICAL LARGE OPENING DETAIL
12
3
5
9
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XX
TYPICAL SMALL OPENING DETAILAUXILIARY WEB DETAIL
1/4" = 1'-0"
GENERAL NOTES
DIVISION OF WORK
SCOPE OF WORK
M0.0
SH
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.
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No
.
By
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s
PROJECT NO.
SHEET NO.
PR
O
J
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C
T
PRINT DATE
12
3
3
9
L
O
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F
1 2 3
F.6
3.52.5
E.9
F.4
CONFERENCE
ROOM #1
135
CONFERENCE
ROOM #2
136
RR #1
137
RR #2
138
BREAK ROOM
139
MEZZANINE OPEN
AREA
140
EN
L
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M2.0
1/4" = 1'-0"2 MEZZANINE LEVEL - ENLARGED HVAC FLOOR PLAN
DRAWING KEY NOTES
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PRINT DATE
12
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2
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PRINT DATE
12
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2
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PRINT DATE
12
3
3
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7731
HVAC Designer
11-22-2024
11-22-2024
GENERAL NOTES
DRAWING INDEX
SHEET #SHEET TITLE
P-0.1 PLUMBING SCHEDULES AND NOTES
P-1.0 PLUMBING - OVERALL LEVEL 1 - ALL SYSTEMS
P-2.0 PLUMBING - LEVEL 1 - ALL SYSTEMS
P-2.1 PLUMBING - LEVEL 2 - ALL SYSTEMS
P-3.0 PLUMBING - RISER DIAGRAMS
SCOPE OF WORK
TO DESIGN THE PLUMBING SYSTEMS FOR ADDED RESTROOMS IN A TENANT
IMPROVEMENT PROJECT
W/
TYP
VB
ST STL
WITH
STAINLESS STEEL
VACUUM BREAKER
TYPICAL
FT FOOT, FEET
HDCP
REQ
SGL
MTD
FV
FU
HANDICAP
SINGLE
REQUIRED
MOUNTED
FLUSH VALVE
FIXTURE UNITS
ELEV
DN
(E), EXIST
CLG
BEL
BV
ELEVATION
DOWN
EXISTING
BALANCING VALVE
CEILING
BELOW
EXISTING PIPING WITH SERVICE INDICATED
PIPE-UP UNLESS OTHER WISE NOTED
PIPE DROP UNLESS OTHER WISE NOTED
ABV
POC
FCO
DROP OR RISE
POINT OF CONNECTION
ABOVE
FLOOR CLEANOUT
CO
CV
SOV
(E)
CD
D
(E)
CD
D
CHECK VALVE
SHUT OFF VALVE
CLEANOUT
CONDENSATE DRAIN
RISER DRAIN
DESCRIPTIONABBREV.SYMBOL
G
ICW
G
ICW
HWR
CW
HW
V
INDUSTRIAL COLD WATER
HOT WATER RETURN
GAS
COLD WATER
HOT WATER
VENT
OD
SD
SD
OD
SD
SD
W
W
STORM DRAIN ABOVE FLOOR
OVERFLOW DRAIN ABOVE GRADE
STORM DRAIN BELOW FLOOR
WASTE BELOW FLOOR
WASTE ABOVE FLOOR
PLUMBING SYMBOLS LEGEND
PIPES TO BE REMOVED
DTR DOWN THRU ROOF
UTR UP THRU ROOF
WCO
TP
WALL CLEAN OUT
TRAP PRIMER
ABBREV.DESCRIPTION ABBREV.DESCRIPTION
12339 LOWER AZUSA RD - BUILDING 1 PHASE VII
12359 LOWER AZUSA RD
ARCADIA, CA. 91006
1.THIS CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR ALL REQUIRED
PERMITS AND INSPECTIONS REQUIRED FOR THIS PORTION OF THE WORK.
2.VERIFY ALL INVERTS, ELEVATIONS, DIMENSIONS AND LOCATIONS PRIOR TO STARTING THIS
PORTION OF THE WORK.
3.REVIEW ALL DRAWINGS IN THIS SET PRIOR TO STARTING WORK. NOTIFY THE GENERAL
CONTRACTOR OF ANY FURRING OR SLEEVE REQUIREMENTS
4.IT SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY TO ARBITRATE ANY CONFLICTS
WITH THE STRUCTURE AND/OR BETWEEN THE TRADES.
5.PROVIDE TRAP PRIMERS, VACUUM BREAKERS AND BACKFLOW DEVICES AS REQUIRED BY
THE OWNER THE LOCAL CODE OR AUTHORITY HAVING JURISDICTION.
6.ALL WORKMANSHIP, EQUIPMENT FURNISHED, MATERIALS SYSTEM PROVIDED BY THIS
CONTRACTOR SHALL BE GUARANTEED IN WRITING FOR A PERIOD OF ONE FULL YEAR
FROM DATE OF FINAL ACCEPTANCE BY THE OWNER.
7.DOMESTIC WATER HEATER SHALL BE CALIFORNIA ENERGY COMMISSION (CEC) LISTED.
8.CONTRACTOR SHALL PROVIDE THE NECESSARY MATERIALS FOR BUILDING SETTLEMENT
FOR ALL PIPING.
9.CONTRACTOR SHALL ROUTE VENTS THRU ROOF AS NEEDED, AND SHALL MAKE ALL
NECESSARY OFFSETS AS REQUIRED FOR INSTALLATION OF VENTS THRU ROOF. VENTS
SHALL TERMINATE NOT LESS THAN 10 FEET FROM, OR AT LEAST 3 FEET ABOVE ANY
OPERABLE WINDOW, DOOR, OPENING, AIR INTAKE, OR VENT SHAFT, NOR LESS THAN 3 FEET
IN EVERY DIRECTION FROM ANY LOT LINE. PER CA PLUMBING CODE 906.2.
10.PLUMBING DRAWINGS ARE DIAGRAMATIC AND DO NOT SHOW ROUGH-IN HEIGHTS AND
LOCATIONS.
11.INSTALL ALL PLUMBING IN CONFORMANCE WITH THE 2020 LA PLUMBING CODE SEC. 707.0 &
719.0
12.ISOLATE ALL WATER PIPING FROM STRUCTURE WITH FELT PADS OR TRISOLATORS.
13.SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION OF ALL PLUMBING FIXTURES AND
DRAINS.
14.INSULATION OF DOMESTIC HOT WATER PIPING SHALL BE 1" THICK FOR PIPES LESS THAN 1"
IN DIAMETER, 1.5" THICK FOR PIPES 1-1.5" IN DIAMETER, AND 2" THICK FOR PIPES 2" OR
LARGER AS INDICATED IN THE 2022 ENERGY EFFICIENCY STANDARDS AND 2023 COUNTY OF
LOS ANGELES PLUMBING CODE
15.BACKFLOW PREVENTION DEVICES FOR CROSS CONNECTION CONTROL SHALL BE
INSTALLED TO COMPLY WITH SECTION 603 AND 603.2 OR 2020 LA PLUMBING CODE.
16.PROVIDE CLEANOUTS PER 2020 LA PLUMBING CODE.
17.SLOPE ALL WASTE PIPING AT 2% (1/4" PER FOOT) UNLESS IT IS IMPRACTICAL DUE TO THE
DEPTH OF THE STREET SEWER OR BUILDING STRUCTURAL IMPEDIMENTS. PRIOR
APPROVAL FROM THE BUILDING OFFICIAL MUST BE OBTAINED TO REDUCE SLOPE TO 1%
(1/8" PER FOOT) FOR 4" DIAMETER AND LARGER PIPE. SEE SECTION 708, 2020 LA PLUMBING
CODE.
18.PIPING PENETRATIONS OF FIRE RESISTANCE RATED WALLS, PARTITIONS, FLOOR,
FLOOR/CEILING ASSEMBLIES AND ROOF/CEILING ASSEMBLIES SHALL BE PROTECTED BY AN
APPROVED PENETRATION FIRE STOP SYSTEM.
19.LEAD FREE COMPLIANCE REQUIRED EFFECTIVE JANUARY 1, 2013 PER CALIFORNIA HEALTH
& SAFETY CODE SEC. 116875
20.ALL CAST IRON PIPING MUST BE CISPI & NSF LISTED
21.SPECIFY APPROVED METALLIC WATER LINE CONNECTORS FROM SHUTOFFS TO PLUMBING
FIXTURES. RUBBER AND PLASTICS ARE NOT PERMITTED.
22.THE HOT WATER SYSTEM SHALL NOT ALLOW MORE THAN 0.6 GALLONS OF WATER TO BE
DELIVERED TO ANY FIXTURE BEFORE HOT WATER ARRIVES.
23.WATER SUPPLY AND DRAIN PIPES UNDER ACCESSIBLE LAVATORIES AND SINKS SHALL BE
INSULATED OR OTHERWISE BE CONFIGURED TO PROTECT AGAINST CONTACT.
PROTECTORS, INSULATORS, OR BOTH SHALL COMPLY WITH ASME A112.18.9. 403.3
24.PER 706.3 DOUBLE SANITARY TEE PATTERNS SHALL NOT RECEIVE THE DISCHARGE OF
BACK-TO-BACK WATER CLOSETS AND FIXTURES OR APPLIANCES WITH PUMPING ACTION
DISCHARGE. USE TWO COMBINATION WYES AND 1/8 BEND FITTING.
25.ALL HOSE BIBBS AND FAUCETS CONNECTED TO NON-POTABLE WATER LINES SHALL BE
POSTED, "CAUTION: NON-POTABLE WATER, DO NOT DRINK" PER 601.3.2
26.NEW OR REPAIRED POTABLE WATER SYSTEMS SHALL BE DISINFECTED PRIOR TO USE
ACCORDING TO SECTION 609.9 (1-3) OF PLUMBING CODE. CONTRACTOR SHALL PROVIDE A
SIGNED WRITTEN DECLARATION TO THE INSPECTOR AT TIME OF INSPECTION THAT
POTABLE WATER SYSTEM HAS BEEN DISINFECTED PER SECTION 609.9
27.PER CA PLUMBING CODE 407.3, HOT WATER DELIVERED FROM PUBLIC-USE LAVATORIES
SHALL BE LIMITED TO A MAXIMUM TEMPERATURE OF 120F (49C) BY A DEVICE THAT
COMPLIES WITH ASSE 1070/ASME112.1070/CSA B125.70. THE WATER HEATER THERMOSTAT
SHALL NOT BE CONSIDERED A CONTROL FOR MEETING THIS PROVISION.
28.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.
29.PER CA PLUMBING CODE 603.5.7, ALL HOSE BIBBS SHALL BE EQUIPPED WITH AN APPROVED
NON-REMOVABLE VACUUM BREAKER
30.ALL EXPOSED GAS PIPING SHALL BE PROTECTED AGAINST CORROSION BY COATING OR
WRAPPING WITH AN INERT MATERIAL APPROVED FOR SUCH APPLICATIONS PER 1210.2.
31.ALL GAS PRESSURE REGULATORS SHALL BE VENTED SEPARATELY TO THE OUTDOORS PER
1208.8.4
32.WASTE TREATMENT WATER SPIGOTS SHALL BE EQUIPPED WITH A BACKFLOW PREVENTION
DEVICE IN COMPLIANCE WITH 603.5.7 CPC
33.LAB FAUCET BACKFLOW PREVENTION SHALL BE PROVIDED IN COMPLIANCE WITH 603.3.11
CPC
PIPING MATERIAL SCHEDULE
SERVING LOCATION TYPE L
COPPER STAINLESS CPVC CAST
IRON
PVC
SCH
40
COPPER
TYPE M
BLACK
STEEL
SCH 40
PVC
ASTM
D2729
PVC
SCH 80
BUILDING WASTE/DRAIN THROUGHOUT ••OUTSIDE
ONLY
DOMESTIC AND
INDUSTRIAL WATER OUTDOOR •
COMPRESSED AIR < 4"THROUGHOUT •
COMPRESSED AIR > 4"THROUGHOUT •
GAS THROUGHOUT •
FIXTURE UNIT CALCULATIONS
IDENTITY FIXTURE QTY.
CW FIXTURE UNIT HW FIXTURE UNIT WASTE FIXTURE UNIT
EACH TOTAL EACH TOTAL EACH TOTAL
(E) L (E) LAVATORY 41 1 41 1 41 1 41
(E) WC (E) FV WATER CLOSET 66 5 330 --4 264
(E) KS (E) KITCHEN SINK 4 1.5 6 1.5 6 2 8
(E) WF (E) WATER FOUNTAIN 8 2 16 --1 8
(E) U (E) URINAL 24 4 96 --4 96
(E) MS (E) MOP SINK 4 3 12 3 12 3 12
(E) FD (E) FLOOR DRAIN 19 ----1 19
(E) FS (E) FLOOR SINK 4 ----2 8
(E) HB (E) HOSE BIBB 4 2.5/1 5.5 ----
EXISTING FUs 506.5 59 456
L LAVATORY 2 1 2 1 2 1 2
WC FV WATER CLOSET 2 5 10 --4 8
KS KITCHEN SINK 1 1.5 1.5 1.5 1.5 2 2
WF WATER FOUNTAIN 2 2 4 --1 2
U URINAL 1 4 4 --4 4
FD FLOOR DRAIN 2 ----1 2
NEW FUs 21.5 3.5 20
EXISTING + NEW FUs 528 64.5 481
EXISTING + NEW GPM 130 35 240.5
USE (E) 4" WASTE
LINE
CW & HW PIPE SIZING
SIZE
FT FUs
(CW)
COPPER
FT FUs
(HW)
COPPER
FV FUs
(CW)
COPPER
1/2"0 0 0
3/4"2 2 0
1"6 6 0
1-1/4"12 12 0
1-1/2"21 21 0
2"56 56 14
2-1/2"151 151 60
3"315 315 186
4"840 840 811
PIPE SIZING BASED ON 1.0 PSI/100FT.
*CW CSIZING LIMITS TO 8 FPS
*HW SIZING LIMITS TO 5 FPS
P-0.1
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1
2
2
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3 4 5 6 7 8 9 10 11 12 13
F.6
3.52.5
E.9
F.4
(E) ROOF
ACCESS
LADDER
(E) EQUIPMENT
CANOPY
(E) CANOPY
"A"
(E) CANOPY
"B"
(E) CANOPY
"D"
(E) 4" CW
(E) 4" CW THRU FLOOR AND UP
TO CEILING OF SECOND
FLOOR
(E) 4" CW CONTINUES TO 2"
WATER METER
(E) 4"W
(E) 4" WASTE CONTINUES TO
EXISTING FIXTURES
4" W FROM NEW 2ND
FLOOR RESTROOMS. SEE
P-2.0 FOR CONTINUATION
(E) 3" CW FUTURE TAP
(E) 1" CW CONTINUES TO
HOSE BIBBS
3" CW TO SECOND FLOOR
RESTROOMS. SEE P-2.1
(E) 4" W LINES TO EXISTING
1ST FLOOR RESTROOMS. SEE
P-2.1 FOR CONTINUATION
(E) 4" CW LINES TO EXISTING
1ST FLOOR RESTROOMS. SEE
P-2.1 FOR CONTINUATION
(E) 4" CW CONTINUES TO
EXISTING FIXTURES
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1" = 20'-0"
PLUMBING FLOOR PLAN - OVERALL LEVEL 1
G
F
2 3
F.6
3.52.5
F.4
IT ROOM
141
(E)OFFICE
118
(E)OFFICE
120
(E)OFFICE
121
(E)WOMENS RR
109
(E)MENS RR
110
(E)WOMENS RR
111
(E)MENS RR
112
(E)NETWORK
114
(E)JAN
113
(E)BREAK RM
115
(E)OFFICE
108
G
F
1
E.9
F.4
(E) 4" CW UP TO FLOOR
ABOVE
(E) 4" CW CONTINUES TO 3"
WATER METER
EXISTING 50 GALLON
WATER HEATER
EXISTING CW & HW PIPING
CONTINUES TO SERVE EXISTING
FIXTURES
EXISTING CW & HW PIPING
CONTINUES TO SERVE EXISTING
FIXTURES
EXISTING HW, HWR, & CW
PIPING TO/FROM EXISTING
WATER HEATER
3/4" HW UP TO NEW
LAVATORY ABOVE
3/4" HW UP TO NEW
LAVATORY ABOVE
EXTEND EXISTING 1" HW LINE TO
SERVE NEW FIXTURES
EXTEND EXISTING 3/4" HWR LINE
TO SERVE NEW FIXTURES
(E) 4" W LINES TO EXISTING 1ST
FLOOR RESTROOMS. SEE P-1.0
FOR CONTINUATION
(E) 4" W
WASTE FIXTURES
FROM FLOOR
ABOVE (TYP.)
4"W CLEAN OUT
4"W CLEAN OUT
4"W DOWN THRU WALL. SEE
P-1.0 FOR CONTINUATION
4"W
4"
W
(E
)
4
"
W
(E) 2-1/2" CW (E) 2" CW (E) 1" CW
(E) 3/4" HWR
(E) 1" HW1" HW
3/4" HWR
1" HW
3/4" HWR
3/4" HW UP TO NEW
LAVATORY ABOVE
3/4" HW
3/4" HWR
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1/4" = 1'-0"
PLUMBING FLOOR PLAN - ENLARGED LEVEL 1
DN
DN
G
F
1 2 3
F.6
3.52.5
E.9
F.4
CONFERENCE
ROOM #1
135
CONFERENCE
ROOM #2
136
RR #1
137RR #2
138
BREAK ROOM
139
MEZZANINE OPEN
AREA
140
(E) 4" CW
(E) 4" CW UP TO CEILING FROM
FLOOR BELOW
(E) 3" CW FUTURE
TAP
(E) 1" CW CONTINUES
TO HOSE BIBBS
(E) 4" CW CONTINUES
TO SERVE THE
REMAINDER OF THE
BUILDING
WHA-1
WHA-1
FD-1
FD-1
2" V UTR
2" V UTR
3" CW
(E) 1" CW
(E) 2-1/2" CW
(E
)
4
"
C
W
(E) 4" CW
3/4" CW
2" CW
2" CW
2" CW
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1/4" = 1'-0"
PLUMBING FLOOR PLAN - ENLARGED MEZZANINE LEVEL
LE
V
E
L
4"WASTE CONTINUES TO
SERVE EXISTING FIXTURES
2%
TO EXISTING WM
PRV AND BFP
GROUND FLOOR
ROOF
MEZZANINE
GROUND FLOOR
ROOF
MEZZANINE
4" CW (528 FU)
GROUND FLOOR
MEZZANINE
ROOF
WC
2"
C
W
(
5
)
2"(4)
1-1/2"
U-1
LAV-1
2"(1)
1-1/2"
4" (4)
2"
WC
S
2"(2)
1-1/2"
FD-1
2"(1)
2"
4" FCO
1-1/2" VTR
GROUND FLOOR
ROOF
MEZZANINE
4"(4)4"(8)
(E) 2-1/2" CW TO
RESTROOMS 109-112
AND BREAKROOM
(55.5 FU)
(E) 4" CW
TO ALL OTHER
RESTROOMS AND
BREAK ROOMS
(448.5 FU)
(E) 1" CW
TO HOSE BIBB
(2.5 FU)
4" CW (472.5 FU)4" CW (24 FU)3" CW (21.5 FU)
3/
4
"C
W
(
1
)
3/
4
"H
W
(
1
)
LAV WF
3/
4
"C
W
(
2
)
WC
2"
C
W
(
5
)
3/
4
"C
W
(
1
)
3/
4
"H
W
(
1
)
LAVU
2"C
W
(
4
)
3/
4
"C
W
(
1
.
5
)
3/
4
"H
W
(
1
.
5
)
KS
2" CW
(10 FU)
TO EXISTING
WATER HEATER
WF
2"(1)
WF
2"(1)
LAV-1
2"(1)
1-1/2"
4" (4)
2"
WC
FD-1
2"(1)
2"
4" FCO
1-1/2"1-1/2"
2" VTR
4"(2)4"(3)
4"(20)
WF
3/
4
"C
W
(
2
)
2" CW
(11.5 FU)
4"(12)
4"(2)4"(4)4"(8)
2"(18.5)1-1/2"(1.5)
1
2
NOT TO SCALE
CW, HW, & HWR PIPE RISER DIAGRAM
NOT TO SCALE
WASTE & VENT PIPE RISER DIAGRAM
P-3.0
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General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Wall Stud with bathroom joists OOP Seismic
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi29,000.0
2.316Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.010.333 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : E = 0.005114 k/ft, Tributary Width = 1.0 ft, (wall OOP)
Point Load : E = 0.06694 k @ 9.0 ft, (point load from ceiling joists)
Point Load : E = 0.02301 k @ 9.0 ft, (point load from top half of other wall from joist)
DESIGN SUMMARY
Maximum Bending =
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
Location of maximum on span 7.440 ft
0.07334 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only * 0.70Maximum Shear =
10.333 ft
0.099k-ft
Maximum DeflectionMax Downward Transient Deflection 0.040 in 3085Max Upward Transient Deflection 0.000 in 0Max Downward Total Deflection 0.028 in 4408Max Upward Total Deflection 0.000 in 405534
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
MV Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum EnvelopeDsgn. L = 10.28 ft 1 0.10 0.10 0.07Dsgn. L = 0.05 ft 1 0.00 0.00 0.07
Dsgn. L = 10.28 ft 1 -0.00Dsgn. L = 0.05 ft 1 -0.00E Only * 0.70Dsgn. L = 10.28 ft 1 0.10 0.10 0.07Dsgn. L = 0.05 ft 1 0.00 0.00 0.07E Only * 0.5250Dsgn. L = 10.28 ft 1 0.07 0.07 0.05Dsgn. L = 0.05 ft 1 0.00 0.00 0.06
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 0.0402 5.580 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.038 0.105
Overall MINimum
E Only * 0.70 0.027 0.073E Only * 0.5250 0.020 0.055
E Only 0.038 0.105
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97 Mezzanine
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Gravity Loads (1)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Minor Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.006350, L = 0.010 ksf, Tributary Width = 0.6667 ft, (ceiling weight)
Uniform Load : D = 0.0060, L = 0.010 ksf, Tributary Width = 4.167 ft, (bathroom joist weight)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.276: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
0.9106 kMn / Omega : Allowable 16.093k-ft Vn/Omega : Allowable
HSS6x4x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
27.634 k
Section used for this span HSS6x4x1/4Ma : Applied
Maximum Shear Stress Ratio =0.033 : 1
19.542 ft
4.449k-ft Va : Applied
0 <360246Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.495 in 473Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.954 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length
D OnlyDsgn. L = 19.49 ft 1 0.133 0.016 2.14 2.14 26.88 16.09 1.00 1.00 0.44 46.15 27.63Dsgn. L = 0.06 ft 1 0.002 0.016 0.02 0.02 26.88 16.09 1.00 1.00 0.44 46.15 27.63
+D+L
Dsgn. L = 19.49 ft 1 0.276 0.033 4.45 4.45 26.88 16.09 1.00 1.00 0.91 46.15 27.63Dsgn. L = 0.06 ft 1 0.003 0.033 0.05 0.05 26.88 16.09 1.00 1.00 0.91 46.15 27.63+D+0.750L
Dsgn. L = 19.49 ft 1 0.241 0.029 3.87 3.87 26.88 16.09 1.00 1.00 0.79 46.15 27.63Dsgn. L = 0.06 ft 1 0.003 0.029 0.04 0.04 26.88 16.09 1.00 1.00 0.79 46.15 27.63+1.196D
Dsgn. L = 19.49 ft 1 0.159 0.019 2.56 2.56 26.88 16.09 1.00 1.00 0.52 46.15 27.63
Dsgn. L = 0.06 ft 1 0.002 0.019 0.03 0.03 26.88 16.09 1.00 1.00 0.52 46.15 27.63+1.147D+0.750LDsgn. L = 19.49 ft 1 0.260 0.031 4.19 4.19 26.88 16.09 1.00 1.00 0.86 46.15 27.63
Dsgn. L = 0.06 ft 1 0.003 0.031 0.05 0.05 26.88 16.09 1.00 1.00 0.86 46.15 27.63+0.60DDsgn. L = 19.49 ft 1 0.080 0.010 1.28 1.28 26.88 16.09 1.00 1.00 0.26 46.15 27.63
Dsgn. L = 0.06 ft 1 0.001 0.010 0.01 0.01 26.88 16.09 1.00 1.00 0.26 46.15 27.63
+0.4044DDsgn. L = 19.49 ft 1 0.054 0.006 0.87 0.87 26.88 16.09 1.00 1.00 0.18 46.15 27.63
10
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Gravity Loads (1)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 0.06 ft 1 0.001 0.006 0.01 0.01 26.88 16.09 1.00 1.00 0.18 46.15 27.63
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.9543 9.827 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.911 0.911Max Upward from Load Combinations 0.911 0.911Max Upward from Load Cases 0.472 0.472
D Only 0.438 0.438+D+L 0.911 0.911+D+0.750L 0.792 0.792
+0.60D 0.263 0.263
L Only 0.472 0.472
11
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Lateral Loads (1)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and addedUniform Load : E = 0.07875 k/ft, Tributary Width = 1.0 ft, (wall OOP top reaction (105lb *12"/ft/16"))
Uniform Load : E = 0.003012 ksf, Tributary Width = 0.6667 ft, (seismic load of joists)
Uniform Load : E = 0.007841 k/ft, Tributary Width = 1.0 ft, (self seismic weight of beam)
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.139: 1
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
0.6060 kMn / Omega : Allowable 21.282k-ft Vn/Omega : Allowable
HSS6x4x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only * 0.70
44.376 k
Section used for this span HSS6x4x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.014 : 1
0.000 ft
2.960k-ft Va : Applied
0 <360
695Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.482 in 486Ratio = >=360Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.337 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : E Only
Span: 1 : E Only * 0.70
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 19.49 ft 1 0.000 35.54 21.28 1.00 1.00 -0.00 74.11 44.38Dsgn. L = 0.06 ft 1 0.000 35.54 21.28 1.00 1.00 -0.00 74.11 44.38E Only * 0.70
Dsgn. L = 19.49 ft 1 0.139 0.014 2.96 2.96 35.54 21.28 1.00 1.00 0.61 74.11 44.38Dsgn. L = 0.06 ft 1 0.002 0.014 0.03 0.03 35.54 21.28 1.00 1.00 0.61 74.11 44.38E Only * 0.5250
Dsgn. L = 19.49 ft 1 0.104 0.010 2.22 2.22 35.54 21.28 1.00 1.00 0.45 74.11 44.38
Dsgn. L = 0.06 ft 1 0.001 0.010 0.03 0.03 35.54 21.28 1.00 1.00 0.45 74.11 44.38
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 0.4818 9.827 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.866 0.866
12
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Lateral Loads (1)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Cases 0.866 0.866
E Only * 0.70 0.606 0.606
E Only * 0.5250 0.454 0.454E Only 0.866 0.866
13
Combined Loading = 0.276 + 0.139 = 0.412 < 1.0 OK!
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Gravity Loads (2)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Minor Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.007640 ksf, Tributary Width = 3.0 ft, (wall above beam)
Uniform Load : D = 0.006350, L = 0.010 ksf, Tributary Width = 0.6667 ft, (ceiling weight)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.160: 1
Load Combination +1.147D+0.750L
Span # where maximum occurs Span # 1
0.5281 kMn / Omega : Allowable 16.093k-ft Vn/Omega : Allowable
HSS6x4x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.147D+0.750L
27.634 k
Section used for this span HSS6x4x1/4Ma : Applied
Maximum Shear Stress Ratio =0.019 : 1
19.542 ft
2.580k-ft Va : Applied
0 <360463Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.068 in 3,434Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.506 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length
D OnlyDsgn. L = 19.49 ft 1 0.127 0.015 2.04 2.04 26.88 16.09 1.00 1.00 0.42 46.15 27.63Dsgn. L = 0.06 ft 1 0.001 0.015 0.02 0.02 26.88 16.09 1.00 1.00 0.42 46.15 27.63
+D+L
Dsgn. L = 19.49 ft 1 0.147 0.017 2.36 2.36 26.88 16.09 1.00 1.00 0.48 46.15 27.63Dsgn. L = 0.06 ft 1 0.002 0.017 0.03 0.03 26.88 16.09 1.00 1.00 0.48 46.15 27.63+D+0.750L
Dsgn. L = 19.49 ft 1 0.142 0.017 2.28 2.28 26.88 16.09 1.00 1.00 0.47 46.15 27.63Dsgn. L = 0.06 ft 1 0.002 0.017 0.03 0.03 26.88 16.09 1.00 1.00 0.47 46.15 27.63+1.196D
Dsgn. L = 19.49 ft 1 0.152 0.018 2.44 2.44 26.88 16.09 1.00 1.00 0.50 46.15 27.63
Dsgn. L = 0.06 ft 1 0.002 0.018 0.03 0.03 26.88 16.09 1.00 1.00 0.50 46.15 27.63+1.147D+0.750LDsgn. L = 19.49 ft 1 0.160 0.019 2.58 2.58 26.88 16.09 1.00 1.00 0.53 46.15 27.63
Dsgn. L = 0.06 ft 1 0.002 0.019 0.03 0.03 26.88 16.09 1.00 1.00 0.53 46.15 27.63+0.60DDsgn. L = 19.49 ft 1 0.076 0.009 1.23 1.23 26.88 16.09 1.00 1.00 0.25 46.15 27.63
Dsgn. L = 0.06 ft 1 0.001 0.009 0.01 0.01 26.88 16.09 1.00 1.00 0.25 46.15 27.63
+0.4044DDsgn. L = 19.49 ft 1 0.051 0.006 0.83 0.83 26.88 16.09 1.00 1.00 0.17 46.15 27.63
14
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Gravity Loads (2)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 0.06 ft 1 0.001 0.006 0.01 0.01 26.88 16.09 1.00 1.00 0.17 46.15 27.63
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.5063 9.827 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.483 0.483Max Upward from Load Combinations 0.483 0.483Max Upward from Load Cases 0.418 0.418
D Only 0.418 0.418+D+L 0.483 0.483+D+0.750L 0.467 0.467
+0.60D 0.251 0.251
L Only 0.065 0.065
15
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Lateral Loads (2)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and addedUniform Load : E = 0.003835 ksf, Tributary Width = 8.0 ft, (wall OOP seismic)
Uniform Load : E = 0.003012 ksf, Tributary Width = 0.6667 ft, (seismic load of joists)
Uniform Load : E = 0.007841 k/ft, Tributary Width = 1.0 ft, (self seismic weight of beam)
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.064: 1
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
0.2772 kMn / Omega : Allowable 21.282k-ft Vn/Omega : Allowable
HSS6x4x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only * 0.70
44.376 k
Section used for this span HSS6x4x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.006 : 1
0.000 ft
1.354k-ft Va : Applied
0 <360
1520Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.220 in 1,063Ratio = >=360Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.154 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : E Only
Span: 1 : E Only * 0.70
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 19.49 ft 1 0.000 35.54 21.28 1.00 1.00 -0.00 74.11 44.38Dsgn. L = 0.06 ft 1 0.000 35.54 21.28 1.00 1.00 -0.00 74.11 44.38E Only * 0.70
Dsgn. L = 19.49 ft 1 0.064 0.006 1.35 1.35 35.54 21.28 1.00 1.00 0.28 74.11 44.38Dsgn. L = 0.06 ft 1 0.001 0.006 0.02 0.02 35.54 21.28 1.00 1.00 0.28 74.11 44.38E Only * 0.5250
Dsgn. L = 19.49 ft 1 0.048 0.005 1.02 1.02 35.54 21.28 1.00 1.00 0.21 74.11 44.38
Dsgn. L = 0.06 ft 1 0.001 0.005 0.01 0.01 35.54 21.28 1.00 1.00 0.21 74.11 44.38
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 0.2204 9.827 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.396 0.396
16
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Vertical Beam Lateral Loads (2)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Cases 0.396 0.396
E Only * 0.70 0.277 0.277
E Only * 0.5250 0.208 0.208E Only 0.396 0.396
17
Combined Loading = 0.160 + 0.064 = 0.224 < 1.0 OK!
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Bathroom Vertical Beam Gravity Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Minor Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.0060, Lr = 0.010 ksf, Tributary Width = 8.335 ft, (ceiling weight)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.354: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
1.304 k
Mn / Omega : Allowable 16.093k-ft Vn/Omega : Allowable
HSS6x4x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
27.634 k
Section used for this span HSS6x4x1/4Ma : Applied
Maximum Shear Stress Ratio =0.047 : 1
0.000 ft
5.703k-ft Va : Applied
0 <360214Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.548 in 382Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.981 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr OnlySpan: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length
D OnlyDsgn. L = 17.50 ft 1 0.156 0.021 2.51 2.51 26.88 16.09 1.00 1.00 0.57 46.15 27.63
+D+Lr
Dsgn. L = 17.50 ft 1 0.354 0.047 5.70 5.70 26.88 16.09 1.00 1.00 1.30 46.15 27.63+D+0.750LrDsgn. L = 17.50 ft 1 0.305 0.041 4.91 4.91 26.88 16.09 1.00 1.00 1.12 46.15 27.63
+1.196D
Dsgn. L = 17.50 ft 1 0.187 0.025 3.00 3.00 26.88 16.09 1.00 1.00 0.69 46.15 27.63+1.147DDsgn. L = 17.50 ft 1 0.179 0.024 2.88 2.88 26.88 16.09 1.00 1.00 0.66 46.15 27.63
+0.60DDsgn. L = 17.50 ft 1 0.094 0.012 1.51 1.51 26.88 16.09 1.00 1.00 0.34 46.15 27.63+0.4044D
Dsgn. L = 17.50 ft 1 0.063 0.008 1.02 1.02 26.88 16.09 1.00 1.00 0.23 46.15 27.63
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.9811 8.800 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.304 1.304
18
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Bathroom Vertical Beam Gravity Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Combinations 1.304 1.304
Max Upward from Load Cases 0.729 0.729
D Only 0.574 0.574+D+Lr 1.304 1.304+D+0.750Lr 1.121 1.121
+0.60D 0.345 0.345Lr Only 0.729 0.729
19
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Bathroom Vertical Beam Lateral Load
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.003012 ksf, Tributary Width = 8.335 ft, (ceiling weight)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.088: 1
Load Combination +1.196D
Span # where maximum occurs Span # 1
0.4260 k
Mn / Omega : Allowable 21.282k-ft Vn/Omega : Allowable
HSS6x4x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.196D
44.376 k
Section used for this span HSS6x4x1/4Ma : Applied
Maximum Shear Stress Ratio =0.010 : 1
0.000 ft
1.864k-ft Va : Applied
0 <3601474Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.000 in 0Ratio = <360
Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.142 in Ratio = >=180Max Upward Total Deflection 0.000 in Span: 1 : D Only
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 17.50 ft 1 0.073 0.008 1.56 1.56 35.54 21.28 1.00 1.00 0.36 74.11 44.38
+1.196D
Dsgn. L = 17.50 ft 1 0.088 0.010 1.86 1.86 35.54 21.28 1.00 1.00 0.43 74.11 44.38+1.147DDsgn. L = 17.50 ft 1 0.084 0.009 1.79 1.79 35.54 21.28 1.00 1.00 0.41 74.11 44.38
+0.60D
Dsgn. L = 17.50 ft 1 0.044 0.005 0.94 0.94 35.54 21.28 1.00 1.00 0.21 74.11 44.38+0.4044DDsgn. L = 17.50 ft 1 0.030 0.003 0.63 0.63 35.54 21.28 1.00 1.00 0.14 74.11 44.38
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.1424 8.800 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.356 0.356
Max Upward from Load Combinations 0.214 0.214
Max Upward from Load Cases 0.356 0.356D Only 0.356 0.356+0.60D 0.214 0.214
20
Combined Loading = 0.354 + 0.088 = 0.442 < 1.0 OK!
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Horizontal Beam Gravity Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.007640 ksf, Tributary Width = 3.0 ft, (wall above beam)
Uniform Load : D = 0.006350, Lr = 0.010 ksf, Tributary Width = 9.771 ft, (ceiling weight)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.319: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
3.240 kMn / Omega : Allowable 77.595k-ft Vn/Omega : Allowable
HSS12x6x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
94.604 k
Section used for this span HSS12x6x1/4Ma : Applied
Maximum Shear Stress Ratio =0.034 : 1
0.000 ft
24.776k-ft Va : Applied
0 <360384Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.441 in 831Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.957 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr Only
Span: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 30.58 ft 1 0.172 0.018 13.35 13.35 129.58 77.59 1.00 1.00 1.75 157.99 94.60+D+Lr
Dsgn. L = 30.58 ft 1 0.319 0.034 24.78 24.78 129.58 77.59 1.00 1.00 3.24 157.99 94.60
+D+0.750LrDsgn. L = 30.58 ft 1 0.282 0.030 21.92 21.92 129.58 77.59 1.00 1.00 2.87 157.99 94.60+1.196D
Dsgn. L = 30.58 ft 1 0.206 0.022 15.96 15.96 129.58 77.59 1.00 1.00 2.09 157.99 94.60+1.147DDsgn. L = 30.58 ft 1 0.197 0.021 15.31 15.31 129.58 77.59 1.00 1.00 2.00 157.99 94.60
+0.60D
Dsgn. L = 30.58 ft 1 0.103 0.011 8.01 8.01 129.58 77.59 1.00 1.00 1.05 157.99 94.60+0.4044DDsgn. L = 30.58 ft 1 0.070 0.007 5.40 5.40 129.58 77.59 1.00 1.00 0.71 157.99 94.60
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.9569 15.379 0.0000 0.000
21
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Horizontal Beam Gravity Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.240 3.240
Max Upward from Load Combinations 3.240 3.240
Max Upward from Load Cases 1.746 1.746D Only 1.746 1.746+D+Lr 3.240 3.240
+D+0.750Lr 2.867 2.867+0.60D 1.048 1.048Lr Only 1.494 1.494
22
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Horizontal Beam Dead Load only
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.007640 ksf, Tributary Width = 3.0 ft, (wall above beam)
Uniform Load : D = 0.006350 ksf, Tributary Width = 9.771 ft, (ceiling weight)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.206: 1
Load Combination +1.196D
Span # where maximum occurs Span # 1
2.088 kMn / Omega : Allowable 77.595k-ft Vn/Omega : Allowable
HSS12x6x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.196D
94.604 k
Section used for this span HSS12x6x1/4Ma : Applied
Maximum Shear Stress Ratio =0.022 : 1
0.000 ft
15.963k-ft Va : Applied
0 <360712Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.000 in 0Ratio = <360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.516 in Ratio = >=180Max Upward Total Deflection 0.000 in Span: 1 : D Only
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 30.58 ft 1 0.172 0.018 13.35 13.35 129.58 77.59 1.00 1.00 1.75 157.99 94.60+1.196D
Dsgn. L = 30.58 ft 1 0.206 0.022 15.96 15.96 129.58 77.59 1.00 1.00 2.09 157.99 94.60
+1.147DDsgn. L = 30.58 ft 1 0.197 0.021 15.31 15.31 129.58 77.59 1.00 1.00 2.00 157.99 94.60+0.60D
Dsgn. L = 30.58 ft 1 0.103 0.011 8.01 8.01 129.58 77.59 1.00 1.00 1.05 157.99 94.60+0.4044DDsgn. L = 30.58 ft 1 0.070 0.007 5.40 5.40 129.58 77.59 1.00 1.00 0.71 157.99 94.60
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.5157 15.379 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.746 1.746Max Upward from Load Combinations 1.048 1.048
Max Upward from Load Cases 1.746 1.746
23
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Horizontal Beam Dead Load only
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
D Only 1.746 1.746
+0.60D 1.048 1.048
24
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Horizontal Beam Lateral Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Minor Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and addedUniform Load : E = 0.003835 ksf, Tributary Width = 8.0 ft, (wall above beam)
Uniform Load : E = 0.003188 ksf, Tributary Width = 9.771 ft, (ceiling weight)
Uniform Load : E = 0.01467 k/ft, Tributary Width = 1.0 ft, (beam self seismic weight)
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.176: 1
Load Combination E Only * 0.70
Span # where maximum occurs Span # 1
0.8189 kMn / Omega : Allowable 35.563k-ft Vn/Omega : Allowable
HSS12x6x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only * 0.70
44.376 k
Section used for this span HSS12x6x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.018 : 1
0.000 ft
6.261k-ft Va : Applied
0 <360
522Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 1.003 in 365Ratio = >=360Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.704 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : E Only
Span: 1 : E Only * 0.70
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length
Dsgn. L = 30.58 ft 1 0.000 59.39 35.56 1.00 1.00 -0.00 74.11 44.38E Only * 0.70Dsgn. L = 30.58 ft 1 0.176 0.018 6.26 6.26 59.39 35.56 1.00 1.00 0.82 74.11 44.38
E Only * 0.5250Dsgn. L = 30.58 ft 1 0.132 0.014 4.70 4.70 59.39 35.56 1.00 1.00 0.61 74.11 44.38
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
E Only 1 1.0051 15.379 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.170 1.170Max Upward from Load Cases 1.170 1.170E Only * 0.70 0.819 0.819
E Only * 0.5250 0.614 0.614
25
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Horizontal Beam Lateral Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
E Only 1.170 1.170
26
Combined Loading = 0.206 + 0.176 = 0.382 < 1.0 OK!
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:mezzanine column to ceiling worst case
Project File: 24132.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 :26.0Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS6x6x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 26.0 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 26.0 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 494.520 lbs * Dead Load FactorAXIAL LOADS . . .vertical beam end reaction: Axial Load at 10.0 ft, D = 0.4380, L = 0.4720 khorizontal beam end reaction: Axial Load at 10.0 ft, D = 1.746, L = 1.494 kBENDING LOADS . . .horizontal beam worst case loading: Lat. Point Load at 10.0 ft creating Mx-x, E = 1.170 k
vertical beam worst case loading: Lat. Point Load at 10.0 ft creating Mx-x, E = 0.8660 kself seismic load: Lat. Uniform Load creating Mx-x, E = 0.009550 k/ft
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.3674
Location of max.above base 9.946 ft
3.202 k
44.303 k
9.257 k-ft
Load Combination +1.196D+0.70E
Load Combination +1.196D+0.70E
27.944 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.9640 k
0.02172 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
27.944 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 : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.9072 k
Bottom along Y-Y 1.377 k
Maximum Load Deflections . . .
Along Y-Y 1.582 in at 12.215ft above base
for load combination :E Only
Along X-X 0.0 in at 0.0ft above base
for load combination :
44.376
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.060 1.38 1.00 133.33 133.33+D+L PASS PASS0.00 0.000 0.00 ftft0.105 1.38 1.00 133.33 133.33+D+0.750L PASS PASS0.00 0.000 0.00 ftft0.094 1.38 1.00 133.33 133.33
+1.196D+0.70E PASS PASS9.95 0.022 0.00 ftft0.367 1.38 1.00 133.33 133.33+1.147D+0.750L+0.5250E PASS PASS9.95 0.016 0.00 ftft0.300 1.38 1.00 133.33 133.33+0.60D PASS PASS0.00 0.000 0.00 ftft0.036 1.38 1.00 133.33 133.33+0.4044D+0.70E PASS PASS9.95 0.022 0.00 ftft0.343 1.38 1.00 133.33 133.33
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 2.679
+D+L 4.645
27
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:mezzanine column to ceiling worst case
Project File: 24132.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 ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+0.750L 4.153+D+0.70E 0.6352.679 0.964+D+0.750L+0.5250E 0.4764.153 0.723
+0.60D 1.607+0.60D+0.70E 0.6351.607 0.964L Only 1.966
E Only 0.9071.377
k k-ftItemX-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 4.645
Minimum"0.9071.377MaximumReaction, X-X Axis Base 2.679Minimum" 2.679
MaximumReaction, Y-Y Axis Base 0.9071.377Minimum" 2.679MaximumReaction, X-X Axis Top 2.679
Minimum" 2.679
MaximumReaction, Y-Y Axis Top 2.679Minimum" 2.679MaximumMoment, X-X Axis Base 2.679
Minimum" 2.679MaximumMoment, Y-Y Axis Base 2.679Minimum" 2.679
MaximumMoment, X-X Axis Top 2.679
Minimum" 2.679MaximumMoment, Y-Y Axis Top 2.679Minimum" 2.679
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000+D+L 0.0000 0.000 0.000 ftft inin 0.000+D+0.750L 0.0000 0.000 0.000 ftft inin 0.000
+D+0.70E 0.0000 1.107 12.215 ftft inin 0.000+D+0.750L+0.5250E 0.0000 0.830 12.215 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
+0.60D+0.70E 0.0000 1.107 12.215 ftft inin 0.000
L Only 0.0000 0.000 0.000 ftft inin 0.000E Only 0.0000 1.582 12.215 ftft inin 0.000
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
28
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:mezzanine column to ceiling worst case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
29
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:bathroom column to ceiling
Project File: 24132.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 :26.0Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS6x6x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 26.0 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 26.0 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 494.520 lbs * Dead Load FactorAXIAL LOADS . . .bathroom vertical beam load: Axial Load at 9.604 ft, D = 0.4730, L = 0.7290 kBENDING LOADS . . .vertical beam seismic (15.62 plf * 17.5ft/2 * Cs): Lat. Point Load at 9.604 ft creating Mx-x, E = 0.06861 kjoist seismic(6 psf * Cs * 16.67ft/2 * 17.5 ft/2): Lat. Point Load at 9.604 ft creating Mx-x, E = 0.2197 k
self seismic of column: Lat. Uniform Load creating Mx-x, E = 0.009550 k/ft
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.07560
Location of max.above base 9.597 ft
1.157 k
44.303 k
1.748 k-ft
Load Combination +1.196D+0.70E
Load Combination +1.196D+0.70E
27.944 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.2142 k
0.004826 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
27.944 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 : AppliedVn / Omega : Allowable
Maximum Load Reactions . .Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.2306 kBottom along Y-Y 0.3060 k
Maximum Load Deflections . . .
Along Y-Y 0.3222 in at 12.389ft above basefor load combination :E Only
Along X-X 0.0 in at 0.0ft above base
for load combination :
44.376
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.022 1.29 1.00 133.33 133.33
+D+L PASS PASS0.00 0.000 0.00 ftft0.038 1.29 1.00 133.33 133.33
+D+0.750L PASS PASS0.00 0.000 0.00 ftft0.034 1.29 1.00 133.33 133.33+1.196D+0.70E PASS PASS9.60 0.005 0.00 ftft0.076 1.29 1.00 133.33 133.33+1.147D+0.750L+0.5250E PASS PASS9.60 0.004 0.00 ftft0.066 1.29 1.00 133.33 133.33
+0.60D PASS PASS0.00 0.000 0.00 ftft0.013 1.29 1.00 133.33 133.33+0.4044D+0.70E PASS PASS9.60 0.005 0.00 ftft0.067 1.29 1.00 133.33 133.33
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 0.968+D+L 1.697
+D+0.750L 1.514
30
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:bathroom column to ceiling
Project File: 24132.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 ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+0.70E 0.1610.968 0.214+D+0.750L+0.5250E 0.1211.514 0.161+0.60D 0.581
+0.60D+0.70E 0.1610.581 0.214L Only 0.729E Only 0.2310.306
k k-ftItemX-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 1.697
Minimum"0.2310.306
MaximumReaction, X-X Axis Base 0.968Minimum" 0.968MaximumReaction, Y-Y Axis Base 0.2310.306
Minimum" 0.968MaximumReaction, X-X Axis Top 0.968Minimum" 0.968
MaximumReaction, Y-Y Axis Top 0.968
Minimum" 0.968MaximumMoment, X-X Axis Base 0.968Minimum" 0.968
MaximumMoment, Y-Y Axis Base 0.968Minimum" 0.968MaximumMoment, X-X Axis Top 0.968
Minimum" 0.968
MaximumMoment, Y-Y Axis Top 0.968Minimum" 0.968
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+L 0.0000 0.000 0.000 ftft inin 0.000+D+0.750L 0.0000 0.000 0.000 ftft inin 0.000+D+0.70E 0.0000 0.226 12.389 ftft inin 0.000
+D+0.750L+0.5250E 0.0000 0.169 12.389 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000+0.60D+0.70E 0.0000 0.226 12.389 ftft inin 0.000
L Only 0.0000 0.000 0.000 ftft inin 0.000
E Only 0.0000 0.322 12.389 ftft inin 0.000
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
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:bathroom column to ceiling
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
32
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:bathroom column cantilever
Project File: 24132.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 Free, Bottom FixedAnalysis Method :9.760Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS6x6x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 9.760 ft, K = 2.1
Unbraced Length for buckling ABOUT X-X Axis = 9.760 ft, K = 2.1
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 185.635 lbs * Dead Load FactorAXIAL LOADS . . .bathroom vertical beam weight: Axial Load at 9.760 ft, D = 0.4730, L = 0.7290 kBENDING LOADS . . .vertical beam seismic (15.62 plf * 17.5ft/2 * Cs): Lat. Point Load at 9.760 ft creating Mx-x, E = 0.06861 kceiling joist seismic (6*Cs*16.67/2*17.5/2): Lat. Point Load at 9.760 ft creating Mx-x, E = 0.2197 k
self seismic of column: Lat. Uniform Load creating Mx-x, E = 0.009550 k/ft
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.1080
Location of max.above base 0.0 ft
0.7875 k
69.948 k
-2.860 k-ft
Load Combination +1.196D+0.8750E
Load Combination +1.196D+0.8750E
27.944 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.3338 k
0.007523 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
27.944 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 : AppliedVn / Omega : Allowable
Maximum Load Reactions . .Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.2306 kBottom along Y-Y 0.3815 k
Maximum Load Deflections . . .
Along Y-Y 0.2077 in at 9.760ft above basefor load combination :E Only
Along X-X 0.0 in at 0.0ft above base
for load combination :
44.376
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.009 1.74 1.00 105.11 105.11
+D+L PASS PASS0.00 0.000 0.00 ftft0.020 1.74 1.00 105.11 105.11
+D+0.750L PASS PASS0.00 0.000 0.00 ftft0.017 1.74 1.00 105.11 105.11+1.196D+0.8750E PASS PASS0.00 0.008 0.00 ftft0.108 1.74 1.00 105.11 105.11+1.147D+0.750L+0.6563E PASS PASS0.00 0.006 0.00 ftft0.086 1.74 1.00 105.11 105.11
+0.60D PASS PASS0.00 0.000 0.00 ftft0.006 1.74 1.00 105.11 105.11+0.4044D+0.8750E PASS PASS0.00 0.008 0.00 ftft0.104 1.74 1.00 105.11 105.11
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 0.2310.659+D+L 0.2311.388
+D+0.750L 0.2311.205
33
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:bathroom column cantilever
Project File: 24132.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 ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+0.70E 0.2310.659 0.267 -2.288+D+0.750L+0.5250E 0.2311.205 0.200 -1.716+0.60D 0.2310.395
+0.60D+0.70E 0.2310.395 0.267 -2.288L Only 0.2310.729E Only 0.2310.382 -3.269
k k-ftItemX-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 0.2311.388
Minimum"0.2310.382 -3.269
MaximumReaction, X-X Axis Base 0.2310.659Minimum"0.2310.659MaximumReaction, Y-Y Axis Base 0.2310.382 -3.269
Minimum"0.2310.659MaximumReaction, X-X Axis Top 0.2310.659Minimum"0.2310.659
MaximumReaction, Y-Y Axis Top 0.2310.659
Minimum"0.2310.382 -3.269MaximumMoment, X-X Axis Base 0.2310.659Minimum"0.2310.382-3.269 -3.269
MaximumMoment, Y-Y Axis Base 0.2310.659 -3.269Minimum"0.2310.659 -3.269MaximumMoment, X-X Axis Top 0.2310.659
Minimum"0.2310.659
MaximumMoment, Y-Y Axis Top 0.2310.659Minimum"0.2310.659
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+L 0.0000 0.000 0.000 ftft inin 0.000+D+0.750L 0.0000 0.000 0.000 ftft inin 0.000+D+0.70E 0.0000 0.145 9.760 ftft inin 0.000
+D+0.750L+0.5250E 0.0000 0.109 9.760 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000+0.60D+0.70E 0.0000 0.145 9.760 ftft inin 0.000
L Only 0.0000 0.000 0.000 ftft inin 0.000
E Only 0.0000 0.206 9.694 ftft inin 0.000
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
34
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:bathroom column cantilever
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
35
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36
24132
7 Mezzanine
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Mezzanine to Ceiling Column Baseplate Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16
Load Combination Set : IBC 2021
General Information
Material Properties
Allowable Strength Design
Concrete Support f'c 3 ksi
Nominal Bearing Fp per J8 2.550ksi
: ASD Safety Factor2.31c
Steel Plate Fy = 36 ksi
Assumed Bearing Area :Full Bearing
=
AISC Design Method
Column Properties
Steel Section HSS6x6x1/4
Depth
0.233 in
in in^25.246Area
Width along "X" 12 inLength along "Z' 12 in
Support Dimensions
Column assumed welded to base plate
Width 6 in
Flange Thickness
Ixx 28.6 in^4
28.6 in^4Web Thickness in
Plate DimensionsN : Length 6.0 inB : Width 12.0 inThickness 0.50 in
Iyy
Column & Plate
Applied Loads
2.6791.966
1.377
" P " = Gravity load, "+" sign is downwar
k
k
P-Y
k
kkk
k
"+" Moments create higher soil pressure at +Z ed
M-X
k-ft
k-ft
k-ftk-ftk-ft
k-ft
k-ft
V-Z
D : Dead LoadL : Live
Lr : Roof Live
S : SnowW : WindE : Earthquake
k
H : Lateral Earth k
k
kkk
k
"+" Shears push plate towards +Z edge
Anchor Bolts
1 1/2"
2
1
Anchor Bolt or Rod Description
Number of Bolts in each Row................
k
Number of Bolt Rows........................
Max of Tension or Pullout Capacity.......
Shear Capacity...................................... k
1.50 inEdge distance : bolt to plate..................
37
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Mezzanine to Ceiling Column Baseplate Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
GOVERNING DESIGN LOAD CASE SUMMARY
Plate Design Summary
Fp : Allowable : 1.104 ksi
Bearing Stress OK
Bearing Stress Ratio
0.238
fu : Max. Plate Bearing Stress ....0.065 ksi
Design Method Allowable Strength Design
+D+L
Governing Load Case TypeAxial Load Only
Design Plate Size 6" x 1'-0" x 0 -1/2"
Pa : Axial Load .... 0.000 kMa : Moment ........ 0.000 k-ft
Ma : Max. Moment ..................... 0.320 k-in
Governing Load Combinati
fb : Max. Bending Stress ............... 5.121 ksiFb : Allowable :
Fy / Omega
21.557 ksi
Bending Stress OK
Bending Stress Ratio
0.058
Governing STRESS RATIO0.2376
Axial Load Only, No MomentLoad Comb. : D Only
Loading Bearing Stresses
Pa : Axial Load ....2.679 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation Stress Ratio ..................... 0.137
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.034
X .............................. 0.000 in^2Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.037ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.185 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
2.954
Axial Load Only, No MomentLoad Comb. : +D+L
Loading Bearing Stresses
Pa : Axial Load ....4.645 k
A1 : Plate Area ......... 72.000 in^2
A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.238
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.058
X .............................. 0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.065ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.320 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
5.121
38
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Mezzanine to Ceiling Column Baseplate Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Axial Load Only, No MomentLoad Comb. : +D+0.750L
Loading Bearing Stresses
Pa : Axial Load ....4.154 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.212
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.052
X .............................. 0.000 in^2Lambda ...................... 0.000n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.058ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.286 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
4.579
Axial Load Only, No MomentLoad Comb. : +1.196D+0.8750E
Loading Bearing Stresses
Pa : Axial Load ....3.203 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation Stress Ratio ..................... 0.164
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.040
X .............................. 0.000 in^2Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.044ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.221 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
3.531
Axial Load Only, No MomentLoad Comb. : +1.147D+0.750L+0.6563E
Loading Bearing Stresses
Pa : Axial Load ....4.546 k
A1 : Plate Area ......... 72.000 in^2
A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.233
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.057
X .............................. 0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.063ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.313 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
5.012
39
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Mezzanine to Ceiling Column Baseplate Worst Case
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Axial Load Only, No MomentLoad Comb. : +0.60D
Loading Bearing Stresses
Pa : Axial Load ....1.607 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.082
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.020
X .............................. 0.000 in^2Lambda ...................... 0.000n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.022ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.111 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
1.772
Axial Load Only, No MomentLoad Comb. : +0.4044D+0.8750E
Loading Bearing Stresses
Pa : Axial Load ....1.083 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation Stress Ratio ..................... 0.055
" m " ..................... 0.150 in
Design Plate Width .........12.000 in Stress Ratio .......................0.014
X .............................. 0.000 in^2Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.015ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........6.000 in
" n " ..................... 3.150 in
Mmax = Fu * L^2 / 2 ................... 0.075 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
1.194
40
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Cantilever Column Baseplate (only occurs in this direction)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16
Load Combination Set : IBC 2021
General Information
Material Properties
Allowable Strength Design
Concrete Support f'c 3 ksi
Nominal Bearing Fp per J8 2.550ksi
: ASD Safety Factor2.31c
Steel Plate Fy = 36 ksi
Assumed Bearing Area :Full Bearing
=
AISC Design Method
Column Properties
Steel Section HSS6x6x1/4
Depth
0.233 in
in in^25.246Area
Width along "X" 12 inLength along "Z' 12 in
Support Dimensions
Column assumed welded to base plate
Width 6 in
Flange Thickness
Ixx 28.6 in^4
28.6 in^4Web Thickness in
Plate DimensionsN : Length 12.0 inB : Width 6.0 inThickness 0.750 in
Iyy
Column & Plate
Applied Loads
0.65900.7290
0.3820 -3.269
" P " = Gravity load, "+" sign is downwar
k
k
P-Y
k
kkk
k
"+" Moments create higher soil pressure at +Z ed
M-X
k-ft
k-ft
k-ftk-ftk-ft
k-ft
k-ft
V-Z
D : Dead LoadL : Live
Lr : Roof Live
S : SnowW : WindE : Earthquake
k
H : Lateral Earth k
k
kkk
k
"+" Shears push plate towards +Z edge
Anchor Bolts
1 1/2"
2
1
Anchor Bolt or Rod Description
Number of Bolts in each Row................
k
Number of Bolt Rows........................
Max of Tension or Pullout Capacity.......
Shear Capacity...................................... k
1.50 inEdge distance : bolt to plate..................
41
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Cantilever Column Baseplate (only occurs in this direction)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
GOVERNING DESIGN LOAD CASE SUMMARY
Plate Design Summary
Fp : Allowable : 1.104 ksi
Bearing Stress OK
Bearing Stress Ratio
0.856
fu : Max. Plate Bearing Stress ....1.104 ksi
Design Method Allowable Strength Design
+1.196D+0.8750E
Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension
Design Plate Size 1'-0" x 6" x 0 -3/4"
Pa : Axial Load .... 0.000 kMa : Moment ........ 0.000 k-ft
Ma : Max. Moment ..................... 1.729 k-in
Governing Load Combinati
fb : Max. Bending Stress ............... 18.445 ksiFb : Allowable :
Fy / Omega
21.557 ksi
Bending Stress OK
Bending Stress Ratio
1.000
Governing STRESS RATIO1.0
Axial Load Only, No MomentLoad Comb. : D Only
Loading Bearing Stresses
Pa : Axial Load ....0.659 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation Stress Ratio ..................... 0.015
" m " ..................... 3.150 in
Design Plate Width .........6.000 in Stress Ratio .......................0.008
X .............................. 0.000 in^2Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.009ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........12.000 in
" n " ..................... 0.150 in
Mmax = Fu * L^2 / 2 ................... 0.045 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
0.323
Axial Load Only, No MomentLoad Comb. : +D+L
Loading Bearing Stresses
Pa : Axial Load ....1.388 k
A1 : Plate Area ......... 72.000 in^2
A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.032
" m " ..................... 3.150 in
Design Plate Width .........6.000 in Stress Ratio .......................0.017
X .............................. 0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.019ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........12.000 in
" n " ..................... 0.150 in
Mmax = Fu * L^2 / 2 ................... 0.096 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
0.680
42
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Cantilever Column Baseplate (only occurs in this direction)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Axial Load Only, No MomentLoad Comb. : +D+0.750L
Loading Bearing Stresses
Pa : Axial Load ....1.206 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.027
" m " ..................... 3.150 in
Design Plate Width .........6.000 in Stress Ratio .......................0.015
X .............................. 0.000 in^2Lambda ...................... 0.000n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.017ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........12.000 in
" n " ..................... 0.150 in
Mmax = Fu * L^2 / 2 ................... 0.083 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
0.591
Axial Load + Moment, Ecc. > L/2Load Comb. : +1.196D+0.8750E
Loading
Pa : Axial Load .... 0.788 k
A1 : Plate Area ......... 72.000 in^2
Bearing Stresses
A2 : Support Area ..................... 72.000 in^2
sqrt( A2/A1 ) 1.000
fa : Max. Bearing Pressure ( set equal to Fp )
Stress Ratio .................... 1.000
Plate Bending Stresses
Fp : Allowable ............................... 1.104 ksi
Ma : Moment ........ 2.860 k-ft 0.000 k
"A" : Bearing Length 1.130
Plate Moment from Bolt Tension ....... 0.812 k-in
1.729 k-in on 1" strip
fb : Actual ................................ 18.445 ksi
Mmax ..........................................
Mpl : Plate Moment 0.144 k-in
Fb : Allowable ................................ 21.557 ksi
Stress Ratio .................... 0.856
Eccentricity ........................43.565 0.000Stress Ratio ....................in
Calculate plate moment from bolt tension . . .Tension per Bolt ..........................1.476 kTension : Allowable ....................
in
Dist. from Bolt to Col. Edge ............. 1.650 in
Calculate plate moment from bearing . . .
Effective Bolt Width for Bending ..... 6.000 in
max(m, n) 3.150 in
Axial Load + Moment, Ecc. > L/2Load Comb. : +1.147D+0.750L+0.6563E
LoadingPa : Axial Load .... 1.302 k
A1 : Plate Area ......... 72.000 in^2
Bearing Stresses
A2 : Support Area ..................... 72.000 in^2
sqrt( A2/A1 ) 1.000
fa : Max. Bearing Pressure ( set equal to Fp )
Stress Ratio .................... 1.000
Plate Bending Stresses
Fp : Allowable ............................... 1.104 ksi
Ma : Moment ........ 2.145 k-ft 0.000 k
"A" : Bearing Length 0.937
Plate Moment from Bolt Tension ....... 0.495 k-in
1.467 k-in on 1" stripfb : Actual ................................ 15.650 ksi
Mmax ..........................................
Mpl : Plate Moment 0.122 k-in
Fb : Allowable ................................ 21.557 ksi
Stress Ratio .................... 0.726
Eccentricity ........................19.766 0.000Stress Ratio ....................in
Calculate plate moment from bolt tension . . .Tension per Bolt ..........................0.900 kTension : Allowable ....................
in
Dist. from Bolt to Col. Edge ............. 1.650 in
Calculate plate moment from bearing . . .
Effective Bolt Width for Bending ..... 6.000 in
max(m, n) 3.150 in
43
Steel Base Plate
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Cantilever Column Baseplate (only occurs in this direction)
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Axial Load Only, No MomentLoad Comb. : +0.60D
Loading Bearing Stresses
Pa : Axial Load ....0.395 k
A1 : Plate Area ......... 72.000 in^2A2: Support Area .................. 72.000 in^2sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.104ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio ..................... 0.009
" m " ..................... 3.150 in
Design Plate Width .........6.000 in Stress Ratio .......................0.005
X .............................. 0.000 in^2Lambda ...................... 0.000n' ........................................ 0.000 inn' * Lambda .................................. 0.000 in
fa : Max. Bearing Pressure 0.005ksi
ksi
L = max(m, n, n'') ......................... 3.150 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........12.000 in
" n " ..................... 0.150 in
Mmax = Fu * L^2 / 2 ................... 0.027 k-in on 1" strip
Fb : Allowable .............................. 21.557 ksi
0.194
Axial Load + Moment, Ecc. > L/2Load Comb. : +0.4044D+0.8750E
Loading
Pa : Axial Load .... 0.267 k
A1 : Plate Area ......... 72.000 in^2
Bearing Stresses
A2 : Support Area ..................... 72.000 in^2
sqrt( A2/A1 ) 1.000
fa : Max. Bearing Pressure ( set equal to Fp )
Stress Ratio .................... 1.000
Plate Bending Stresses
Fp : Allowable ............................... 1.104 ksi
Ma : Moment ........ 2.860 k-ft 0.000 k
"A" : Bearing Length 1.057
Plate Moment from Bolt Tension ....... 0.889 k-in
1.632 k-in on 1" strip
fb : Actual ................................ 17.411 ksi
Mmax ..........................................
Mpl : Plate Moment 0.136 k-in
Fb : Allowable ................................ 21.557 ksi
Stress Ratio .................... 0.808
Eccentricity ........................128.791 0.000Stress Ratio ....................in
Calculate plate moment from bolt tension . . .Tension per Bolt ..........................1.617 kTension : Allowable ....................
in
Dist. from Bolt to Col. Edge ............. 1.650 in
Calculate plate moment from bearing . . .
Effective Bolt Width for Bending ..... 6.000 in
max(m, n) 3.150 in
(4) 1/2" A307 thru bolts to beam below
Vmax = 382 lb / 4 bolts = 95.5 lb
Vallow = (27000 psi / 2) * (π / 4) * (0.5 in)
2 = 2651 lb > VmaxTmax = 1617 lbs
Tallow = (45000 psi / 2) * (π / 4) * (0.5 in)2 = 4418 lb > TmaxCombined Loading = 0.402 < 1.0 OK!
44
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Existing I beam underneath bathroom typical
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi1,700.0
1,096.47Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.019.50 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.00440 k/ft, Tributary Width = 1.0 ft, (20" Red I65 beam self weight 4.4 plf)
Uniform Load : L = 0.080 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 1.333 ft, (mezzanine floor new live load)
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 5.125 ft, Tributary Width = 1.333 ft, (mezzanine floor existing live load)
Uniform Load : D = 0.01490 ksf, Tributary Width = 1.333 ft, (floor DL (1.5" gypcrete and 3/4" plywood))
DESIGN SUMMARY
Maximum Bending =
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 9.653 ft
1.395 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
Maximum Shear =
0.000 ft
6.398k-ft
Maximum DeflectionMax Downward Transient Deflection 0.195 in 1199Max Upward Transient Deflection 0.003 in 74959Max Downward Total Deflection 0.238 in 984Max Upward Total Deflection 0.000 in 575636
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
MV Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum EnvelopeDsgn. L = 19.50 ft 1 6.40 6.40 1.39D OnlyDsgn. L = 19.50 ft 1 1.15 1.15 0.24+D+LDsgn. L = 19.50 ft 1 6.40 6.40 1.39+D+0.750LDsgn. L = 19.50 ft 1 5.09 5.09 1.11+1.196DDsgn. L = 19.50 ft 1 1.38 1.38 0.28+1.147D+0.750LDsgn. L = 19.50 ft 1 5.26 5.26 1.14+0.60DDsgn. L = 19.50 ft 1 0.69 0.69 0.14+0.4044DDsgn. L = 19.50 ft 1 0.47 0.47 0.10
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.2377 9.750 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.395 1.294
45
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Existing I beam underneath bathroom typical
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MINimum
D Only 0.237 0.237
+D+L 1.395 1.294+D+0.750L 1.105 1.030+0.60D 0.142 0.142
L Only 1.158 1.058
20" I65 Joist Capacity Analyses:
Mallow = 19.195 k-ft * 0.9 = 17.2755 k-ft > 6.398 k-ft OK!
Vallow = 4.325 k * 0.9 = 3.8925 k > 1.395 k OK!
46
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Existing I beam underneath bathroom supporting center wall
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi1,700.0
1,096.47Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.019.50 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.00440 k/ft, Tributary Width = 1.0 ft, (20" Red I65 beam self weight 4.4 plf)
Uniform Load : L = 0.080 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 1.333 ft, (mezzanine floor new live load)
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 5.125 ft, Tributary Width = 1.333 ft, (mezzanine floor existing live load)
Uniform Load : D = 0.01490 ksf, Tributary Width = 1.333 ft, (floor DL (1.5" gypcrete and 3/4" plywood))
Uniform Load : D = 0.007640 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 9.0 ft, (bathroom center wall weight)
Uniform Load : D = 0.0060 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 8.333 ft, (bathroom joist weight)
DESIGN SUMMARYMaximum Bending =Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 10.043 ft
2.372 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+LMaximum Shear =
19.500 ft
11.269k-ft
Maximum DeflectionMax Downward Transient Deflection 0.195 in 1199Max Upward Transient Deflection 0.003 in 74959Max Downward Total Deflection 0.414 in 565Max Upward Total Deflection 0.002 in 118090
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
MV Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum EnvelopeDsgn. L = 19.50 ft 1 11.27 11.27 2.37D OnlyDsgn. L = 19.50 ft 1 6.04 6.04 1.31+D+LDsgn. L = 19.50 ft 1 11.27 11.27 2.37+D+0.750LDsgn. L = 19.50 ft 1 9.96 9.96 2.11+1.196DDsgn. L = 19.50 ft 1 7.22 7.22 1.57+1.147D+0.750LDsgn. L = 19.50 ft 1 10.85 10.85 2.30+0.60DDsgn. L = 19.50 ft 1 3.62 3.62 0.79+0.4044DDsgn. L = 19.50 ft 1 2.44 2.44 0.53
47
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Existing I beam underneath bathroom supporting center wall
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.4136 9.848 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 2.024 2.372
Overall MINimum
D Only 0.866 1.314+D+L 2.024 2.372+D+0.750L 1.735 2.108
+0.60D 0.519 0.789
L Only 1.158 1.058
20" I65 Joist Capacity Analyses:
Mallow = 19.195 k-ft * 0.9 = 17.2755 k-ft > 11.269 k-ft OK!
Vallow = 4.325 k * 0.9 = 3.8925 k > 2.372 k OK!
48
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:(N) Horizontal Floor Mezzanine Beam
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.1778, L = 0.7935 k/ft, Tributary Width = 1.0 ft, (Red I Joist Reactions)
Point Load : D = 1.001 k @ 8.333 ft, (extra load from bathroom center wall and joists)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.716: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
8.755 kMn / Omega : Allowable 53.892k-ft Vn/Omega : Allowable
W10x19Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
51.0 k
Section used for this span W10x19Ma : Applied
Maximum Shear Stress Ratio =0.172 : 1
0.000 ft
38.570k-ft Va : Applied
0 <360295Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.495 in 403Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.679 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 16.67 ft 1 0.204 0.042 11.01 11.01 90.00 53.89 1.00 1.00 2.14 76.50 51.00+D+L
Dsgn. L = 16.67 ft 1 0.716 0.172 38.57 38.57 90.00 53.89 1.00 1.00 8.75 76.50 51.00
+D+0.750LDsgn. L = 16.67 ft 1 0.588 0.139 31.68 31.68 90.00 53.89 1.00 1.00 7.10 76.50 51.00+0.60D
Dsgn. L = 16.67 ft 1 0.123 0.025 6.60 6.60 90.00 53.89 1.00 1.00 1.28 76.50 51.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.6790 8.335 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 8.755 8.755
Max Upward from Load Combinations 8.755 8.755Max Upward from Load Cases 6.614 6.614D Only 2.141 2.141
+D+L 8.755 8.755
49
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:(N) Horizontal Floor Mezzanine Beam
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750L 7.101 7.101
+0.60D 1.285 1.284
L Only 6.614 6.614
50
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Existing I beam underneath conference room
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi1,700.0
1,096.47Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.022.50 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.00440 k/ft, Tributary Width = 1.0 ft, (20" Red I65 beam self weight 4.4 plf)
Uniform Load : L = 0.080 ksf, Extent = 2.792 -->> 22.50 ft, Tributary Width = 1.333 ft, (mezzanine floor new live load)
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 2.792 ft, Tributary Width = 1.333 ft, (mezzanine floor existing live load)
Uniform Load : D = 0.01490 ksf, Tributary Width = 1.333 ft, (floor DL (1.5" gypcrete and 3/4" plywood))
Point Load : D = 0.1053 k @ 2.792 ft, (wall weight (7.64 psf * 16" * 10.33 ft ))
DESIGN SUMMARYMaximum Bending =Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 11.138 ft
1.635 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+LMaximum Shear =
0.000 ft
8.484k-ft
Maximum DeflectionMax Downward Transient Deflection 0.336 in 804Max Upward Transient Deflection 0.005 in 50467Max Downward Total Deflection 0.420 in 643Max Upward Total Deflection 0.001 in 330941
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
MV Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum EnvelopeDsgn. L = 22.50 ft 1 8.48 8.48 1.63D OnlyDsgn. L = 22.50 ft 1 1.69 1.69 0.37+D+LDsgn. L = 22.50 ft 1 8.48 8.48 1.63+D+0.750LDsgn. L = 22.50 ft 1 6.78 6.78 1.32+1.196DDsgn. L = 22.50 ft 1 2.02 2.02 0.44+1.147D+0.750LDsgn. L = 22.50 ft 1 7.03 7.03 1.37+0.60DDsgn. L = 22.50 ft 1 1.01 1.01 0.22+0.4044DDsgn. L = 22.50 ft 1 0.68 0.68 0.15
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.4198 11.250 0.0000 0.000
51
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Existing I beam underneath conference room
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.635 1.490
Overall MINimum
D Only 0.365 0.286+D+L 1.635 1.490+D+0.750L 1.317 1.189
+0.60D 0.219 0.172L Only 1.270 1.204
20" I65 Joist Capacity Analyses:
Mallow = 19.195 k-ft * 0.9 = 17.2755 k-ft > 8.484 k-ft OK!
Vallow = 4.325 k * 0.9 = 3.8925 k > 1.635 k OK!
52
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Bathroom Wall
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1Uniform Load : D = 0.01490 ksf, Extent = 0.0 -->> 19.50 ft, Tributary Width = 0.6667 ft, (floor DL side 1)
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 5.125 ft, Tributary Width = 0.6667 ft, (existing LL side 1)
Uniform Load : L = 0.080 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 0.6667 ft, (new LL side 1)
Point Load : D = 0.9680, L = 0.7290 k @ 5.125 ft, (bathroom column base reaction)
Point Load : D = 0.9680, L = 0.7290 k @ 22.583 ft, (bathroom column base reaction)
Point Load : D = 2.141, L = 6.640 k @ 19.50 ft, (horizontal beam reaction)
Uniform Load : D = 0.01490, L = 0.10 ksf, Tributary Width = 0.6667 ft, (dead and live load side 2)
Moment : E = 3.269 k-ft, Loc = 5.125 ft in span, (cantilever seismic moment (1))
Moment : E = 3.269 k-ft, Loc = 22.583 ft in span, (cantilever seismic moment (2))
Uniform Load : D = 0.007640 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 10.333 ft, (bathroom wall height (7.64 psf))
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.625: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
11.903 kMn / Omega : Allowable 53.892k-ft Vn/Omega : Allowable
W10x19Section used for this span
Span # where maximum occursLocation of maximum on span Span # 1
Load Combination +D+L
51.0 k
Section used for this span W10x19
Ma : Applied
Maximum Shear Stress Ratio =0.233 : 1
22.583 ft
33.699k-ft Va : Applied
11,923 >=360
234Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.717 in 377Ratio = >=360Max Upward Transient Deflection -0.023 in Ratio =
Max Downward Total Deflection 1.157 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : E OnlySpan: 1 : L Only
Span: 1 : +D+L
53
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Bathroom Wall
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 22.58 ft 1 0.234 0.080 12.60 12.60 90.00 53.89 1.00 1.00 4.07 76.50 51.00
+D+LDsgn. L = 22.58 ft 1 0.625 0.233 33.70 33.70 90.00 53.89 1.00 1.00 11.90 76.50 51.00+D+0.750L
Dsgn. L = 22.58 ft 1 0.526 0.195 28.34 28.34 90.00 53.89 1.00 1.00 9.94 76.50 51.00
+1.196D+0.70EDsgn. L = 22.58 ft 1 0.279 0.099 15.04 -2.04 15.04 90.00 53.89 1.00 1.00 5.06 76.50 51.00+1.147D+0.750L+0.5250E
Dsgn. L = 22.58 ft 1 0.552 0.210 29.76 -1.13 29.76 90.00 53.89 1.00 1.00 10.69 76.50 51.00+0.60DDsgn. L = 22.58 ft 1 0.140 0.048 7.56 7.56 90.00 53.89 1.00 1.00 2.44 76.50 51.00
+0.4044D+0.70E
Dsgn. L = 22.58 ft 1 0.099 0.036 5.36 -2.19 5.36 90.00 53.89 1.00 1.00 1.85 76.50 51.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 1.1571 11.872 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.868 11.903 14.384
Max Upward from Load Combinations 4.868 11.903 14.384Max Upward from Load Cases 2.875 7.837 14.384Max Downward from all Load Conditions (Resis -0.290 14.384
Max Downward from Load Combinations (Resis 14.384Max Downward from Load Cases (Resisting Up -0.290 14.384D Only 1.994 4.065 14.384
+D+L 4.868 11.903 14.384
+D+0.750L 4.149 9.944 14.384+D+0.70E 1.791 4.268 14.384+D+0.750L+0.5250E 3.997 10.096 14.384
+0.60D 1.196 2.439 14.384+0.60D+0.70E 0.993 2.642 14.384L Only 2.875 7.837 14.384
E Only -0.290 0.290 14.384
54
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Conference Room Steel Beam Worst Case Vertical Loads
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1Uniform Load : D = 0.01490 ksf, Extent = 0.0 -->> 19.50 ft, Tributary Width = 0.6667 ft, (floor DL side 1)
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 5.125 ft, Tributary Width = 0.6667 ft, (existing LL side 1)
Uniform Load : L = 0.080 ksf, Extent = 5.125 -->> 19.50 ft, Tributary Width = 0.6667 ft, (new LL side 1)
Point Load : D = 2.679, L = 1.966 k @ 3.125 ft, (conference room column base reaction)
Point Load : D = 2.679, L = 1.966 k @ 22.583 ft, (conference room column base reaction)
Point Load : D = 2.141, L = 6.640 k @ 19.50 ft, (horizontal beam reaction)
Uniform Load : D = 0.01490, L = 0.10 ksf, Extent = 0.0 -->> 2.792 ft, Tributary Width = 0.6667 ft, (dead and live load side 2(1))
Uniform Load : D = 0.01490, L = 0.080 ksf, Extent = 2.792 -->> 22.583 ft, Tributary Width = 0.6667 ft, (dead and live loadside 2 (1))
Uniform Load : D = 0.007640 ksf, Extent = 2.792 -->> 22.583 ft, Tributary Width = 10.333 ft, (wall weight (7.64 psf))
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.660: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
10.574 kMn / Omega : Allowable 53.892k-ft Vn/Omega : Allowable
W10x19Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
51.0 k
Section used for this span W10x19Ma : Applied
Maximum Shear Stress Ratio =0.207 : 1
22.583 ft
35.578k-ft Va : Applied
0 <360213Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.739 in 366Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 1.269 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
55
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Conference Room Steel Beam Worst Case Vertical Loads
Project File: 24132.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 22.58 ft 1 0.275 0.073 14.84 14.84 90.00 53.89 1.00 1.00 3.72 76.50 51.00
+D+LDsgn. L = 22.58 ft 1 0.660 0.207 35.58 35.58 90.00 53.89 1.00 1.00 10.57 76.50 51.00+D+0.750L
Dsgn. L = 22.58 ft 1 0.562 0.173 30.28 30.28 90.00 53.89 1.00 1.00 8.81 76.50 51.00
+1.196DDsgn. L = 22.58 ft 1 0.329 0.087 17.74 17.74 90.00 53.89 1.00 1.00 4.45 76.50 51.00+1.147D+0.750L
Dsgn. L = 22.58 ft 1 0.601 0.183 32.41 32.41 90.00 53.89 1.00 1.00 9.32 76.50 51.00+0.60DDsgn. L = 22.58 ft 1 0.165 0.044 8.90 8.90 90.00 53.89 1.00 1.00 2.23 76.50 51.00
+0.4044D
Dsgn. L = 22.58 ft 1 0.111 0.030 6.00 6.00 90.00 53.89 1.00 1.00 1.51 76.50 51.00
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 1.2694 11.614 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.611 15.219 14.384
Max Upward from Load Combinations 7.611 15.219 14.384Max Upward from Load Cases 3.889 9.033 14.384Max Downward from all Load Conditions (Resis 14.384
Max Downward from Load Combinations (Resis 14.384Max Downward from Load Cases (Resisting Up 14.384D Only 3.722 6.187 14.384
+D+L 7.611 15.219 14.384
+D+0.750L 6.639 12.961 14.384+0.60D 2.233 3.712 14.384L Only 3.889 9.033 14.384
56
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577 Mezzanine
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Bar Joist Initial Loading
Project File: 24132 roof.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.042.417 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.0180, Lr = 0.01721 ksf, Tributary Width = 8.0 ft, (roof dead and live load (LL reduced for trib area)
Point Load : D = 1.0 k @ 21.208 ft, (roof notes, note 9g 1000 lb load at any point)
DESIGN SUMMARY
Maximum Bending =Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 21.208 ft
6.474 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+LrMaximum Shear =
0.000 ft
73.953k-ft
Maximum DeflectionMax Downward Transient Deflection 3.485 in 146Max Upward Transient Deflection 0.055 in 9200Max Downward Total Deflection 8.085 in 62Max Upward Total Deflection 0.043 in 11770
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
MV Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum EnvelopeDsgn. L = 42.42 ft 1 73.95 73.95 6.47D OnlyDsgn. L = 42.42 ft 1 42.99 42.99 3.55+D+LrDsgn. L = 42.42 ft 1 73.95 73.95 6.47+D+0.750LrDsgn. L = 42.42 ft 1 66.21 66.21 5.74+0.60DDsgn. L = 42.42 ft 1 25.79 25.79 2.13
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 8.0854 21.420 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 6.474 6.474
Overall MINimumD Only 3.554 3.554+D+Lr 6.474 6.474
+D+0.750Lr 5.744 5.744
+0.60D 2.132 2.132Lr Only 2.920 2.920
Roof Notes, Note 9g on Structural Sheet S-3.1, bar joist designed for roof andlive loads and for a concentrated load at any point on the panel for offices.
58
General Beam Analysis
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Bar Joist Loading with New Equipment
Project File: 24132 roof.ec6
Project Title:Engineer:Project ID:Project Descr:
General Beam Properties
Elastic Modulus ksi29,000.0
100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.042.417 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Uniform Load : D = 0.0180, Lr = 0.01721 ksf, Tributary Width = 8.0 ft, (roof dead and live load)
Point Load : D = 0.6210 k @ 30.875 ft
DESIGN SUMMARY
Maximum Bending =Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 21.845 ft
6.426 k
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+LrMaximum Shear =
42.417 ft
66.983k-ft
Maximum DeflectionMax Downward Transient Deflection 3.485 in 146Max Upward Transient Deflection 0.055 in 9200Max Downward Total Deflection 7.567 in 67Max Upward Total Deflection 0.038 in 13298
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
MV Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Overall MAXimum EnvelopeDsgn. L = 42.42 ft 1 66.98 66.98 6.43D OnlyDsgn. L = 42.42 ft 1 36.07 36.07 3.51+D+LrDsgn. L = 42.42 ft 1 66.98 66.98 6.43+D+0.750LrDsgn. L = 42.42 ft 1 59.25 59.25 5.70+0.60DDsgn. L = 42.42 ft 1 21.64 21.64 2.10
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 7.5673 21.420 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 6.143 6.426
Overall MINimumD Only 3.223 3.506+D+Lr 6.143 6.426
+D+0.750Lr 5.413 5.696
+0.60D 1.934 2.104Lr Only 2.920 2.920
As per California Existing Building Code 503.3. if the % increase in momentand shear for gravity carrying members is <5%, then the addition is permittedMnew = 66.983 k-ft Mcurrent = 73.953 k-ftVnew = 6.426 k Vcurrent = 6.474 k% M Increase = (Mnew/Mcurrent-1)*100% = -9.425% < 5%% V Increase = (Vnew/Vcurrent-1)*100% = -0.741% < 5%New Loading is less than what the bar joist was originally designed for.
59
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