HomeMy WebLinkAbout3009 S Daimler St - PlanBLDG #101120498
ELECT #20183770
PLUMB #30147661
MECH #40139420
APPROVALS:
PLNG - F. Arias
BLDG - A. So
POLICE - B. Martin
PW - Y. Soto
MECH - T. Luka
ELECT - M. Smith
3009 S Daimler St
11/18/2024
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GENERAL NOTES
GENERAL NOTES:
JOB SITE NOTES:
VENTILATION NOTES:
DRAWING NOTES:
INTERIOR / EXTERIOR NOTES:
GENERAL PROJECT NOTES
FINISH NOTES
POWER & SIGNAL NOTES
DEMOLITION NOTES DOOR NOTES CEILING NOTESPARTITION PLAN NOTES
GLAZING NOTESMISCELLANEOUS NOTES
FIRE AUTHORITY NOTES
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DIVISION 2: SCOPING REQUIREMENTS DIVISION 2: (continued)DIVISION 2: (continued)DIVISION 2: (continued)DIVISION 2: (continued)DIVISION 2: (continued)
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DIVISION 3: BUILDING BLOCKS DIVISION 3: BUILDING BLOCKS (continued)DIVISION 4: ACCESSIBLE ROUTES DIVISION 4: ACCESSIBLE ROUTES (continued)
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DIVISION 2: (continued)DIVISION 2: (continued)
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DIVISION 5: GENERAL SITE & BLDG. ELEMENTS
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DIVISION 4: ACCESSIBLE ROUTES (continued)DIVISION 4: ACCESSIBLE ROUTES (continued)DIVISION 4: ACCESSIBLE ROUTES (continued)
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DIVISION 4: ACCESSIBLE ROUTES (continued)DIVISION 4: ACCESSIBLE ROUTES (continued)
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DIVISION 7: COMM. ELEMENTS & FEATURESDIVISION 6: (continued)DIVISION 6: (continued)DIVISION 6: (continued)
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DIVISION 6: PLUMB'G ELEMENTS & FACILITIESDIVISION 5: (continued)
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DIV. 8: SPECIAL ROOMS, SPACES, & ELEMENTSDIVISION 7: (continued)DIVISION 7: (continued)DIVISION 8: (continued)
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DIVISION 7: (continued)
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DIVISION 7: (continued)
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DIVISION 9: BUILT-IN ELEMENTS CHAPTER 10 SECTION 1009 CHAPTER 10 SECTION 1009 (continued)DIVISION 8: (continued)
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ACCESSIBLE RESTROOM SIGNAGE
ACCESSIBLE TOILET
ACCESSIBLE LAVATORY
ACCESSIBLE URINAL
ACCESSIBLE DRINKING FOUNTAIN
10 5
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ACCESSIBILITY
DETAILS
HEIGHT REQUIREMENT LEGEND
6
TYP. CLEARANCE AT DOOR
PULL SIDE
PUSH SIDE
15
14
12
13
1116TYP. TACTILE SIGN INSTALLATION
TACTILE "EXIT" SIGN
TACTILE "TO EXIT" SIGN
TACTILE "EXIT ROUTE" SIGN
TACTILE "EXIT STAIR DOWN" SIGNACCESSIBLE SIGNAGE @ ENTRY
TYPICAL PARKING STALLS
PARKING
NO
INT. SYMBOL OF ACCESSIBLE - ISA
17
18
"NO PARKING" PAVEMENT MARKING 19
ACCESSIBLE SIGNS
OR
VAN ACCESSIBLE SIGNAGE
PRECAST CONCRETE WHEELSTOP
ACCESSIBLE CURB RAMP
A - CURB RAMPS AT ACCESSIBLE PARKING AREAS
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22
23
24
25 OBSTRUCTED HIGH FORWARD REACH
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2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
NONRESIDENTIAL MANDATORY MEASURES, SHEET 1
CHAPTER 5
NONRESIDENTIAL MANDATORY MEASURES
SECTION 5.101 GENERAL
5.101.1 SCOPE
The provisions of this chapter outline planning, design and development methods that include environmentally
responsible site selection, building design, building siting and development to protect, restore and enhance the
environmental quality of the site and respect the integrity of adjacent properties.
DIVISION 5.1 PLANNING AND DESIGN
SECTION 5.102 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
CUTOFF LUMINAIRES. Luminaires whose light distribution is such that the candela per 1000 lamp lumens does not
numerically exceed 25 (2.5 percent) at an angle of 90 degrees above nadir, and 100 (10 percent) at a vertical angle of
80 degrees above nadir. This applies to all lateral angles around the luminaire.
LOW-EMITTING AND FUEL EFFICIENT VEHICLES.
Eligible vehicles are limited to the following:
1. Zero emission vehicle (ZEV), enhanced advanced technology PZEV (enhanced AT ZEV) or transitional zero
emission vehicles (TZEV) regulated under CCR, Title 13, Section 1962.
2. High-efficiency vehicles, regulated by U.S. EPA, bearing a fuel economy and greenhouse gas rating od 9 oe
10 as regulated under 40 CFR Section 600 Subpart D.
NEIGHBORHOOD ELECTRIC VEHICLE (NEV). A motor vehicle that meets the definition of "low-speed vehicle"
either in Section 385.5 of the Vehicle Code or in 49CFR571.500 (as it existed on July 1, 2000), and is certified to
zero-emission vehicle standards.
TENANT-OCCUPANTS. Building occupants who inhabit a building during its normal hours of operation as permanent
occupants, such as employees, as distinguished from customers and other transient visitors.
VANPOOL VEHICLE. Eligible vehicles are limited to any motor vehicle, other than a motortruck or truck tractor,
designed for carrying more than 10 but not more than 15 persons including the driver, which is maintained and used
primarily for the nonprofit work-related transportation of adults for the purpose of ridesharing.
Note: Source: Vehicle Code, Division 1, Section 668
ZEV. Any vehicle certified to zero-emission standards.
SECTION 5.106 SITE DEVELOPMENT
5.106.1 STORM WATER POLLUTION PREVENTION FOR PROJECTS THAT DISTURB LESS THAN ONE ACRE
OF LAND. Newly constructed projects and additions which disturb less than one acre of land, and are not part of a
larger common plan of development or sale, shall prevent the pollution of storm water runoff from the construction
activities through one or more of the following measures:
5.106.1.1 Local ordinance. Comply with a lawfully enacted storm water management and/or erosion control
ordinance.
5.106.1.2 Best Management Practices (BMPs). Prevent the loss of soil through wind or water erosion by
implementing an effective combination of erosion and sediment control and good housekeeping BMPs.
1. Soil loss BMPs that should be considered for implementation as appropriate for each project include,
but are not limited to, the following:
a. Scheduling construction activity during dry weather, when possible.
b. Preservation of natural features, vegetation, soil, and buffers around surface waters.
c. Drainage swales or lined ditches to control stormwater flow.
d. Mulching or hydroseeding to stabilize disturbed soils.
e. Erosion control to protect slopes.
f. Protection of storm drain inlets (gravel bags or catch basin inserts).
g. Perimeter sediment control (perimeter silt fence, fiber rolls).
h. Sediment trap or sediment basin to retain sediment on site.
i. Stabilized construction exits.
j. Wind erosion control.
k. Other soil loss BMPs acceptable to the enforcing agency.
2. Good housekeeping BMPs to manage construction equipment, materials, non-stormwater discharges
and wastes that should be considered for implementation as appropriate for each project include, but
are not limited to, the following:
a. Dewatering activities.
b. Material handling and waste management.
c. Building materials stockpile management.
d. Management of washout areas (concrete, paints, stucco, etc.).
e. Control of vehicle/equipment fueling to contractor's staging area.
f. Vehicle and equipment cleaning performed off site.
g Spill prevention and control.
h. Other housekeeping BMPs acceptable to the enforcing agency.
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.3 NONRESIDENTIAL ADDITIONS AND ALTERATIONS. [BSC-CG] The provisions
of individual sections of Chapter 5 apply to newly constructed buildings, building additions of 1,000 square
feet or greater, and/or building alterations with a permit valuation of $200,000 or above (for occupancies within
the authority of California Building Standards Commission). Code sections relevant to additions and
alterations shall only apply to the portions of the building being added or altered within the scope of the
permitted work.
A code section will be designated by a banner to indicate where the code section only applies to newly
constructed buildings [N] or to additions and/or alterations [A]. When the code section applies to both, no
banner will be used.
301.3.1 Nonresidential additions and alterations that cause updates to plumbing fixtures only:
Note: On and after January 1, 2014, certain commercial real property, as defined in Civil Code Section
1101.3, shall have its noncompliant plumbing fixtures replaced with appropriate water-conserving
plumbing fixtures under specific circumstances. See Civil Code Section 1101.1 et seq. for definitions,
types of commercial real property affected, effective dates, circumstances necessitating
replacement of noncompliant plumbing fixtures, and duties and responsibilities for
ensuring compliance.
301.3.2 Waste Diversion. The requirements of Section 5.408 shall be required for additions and
alterations whenever a permit is required for work.
301.4 PUBLIC SCHOOLS AND COMMUNITY COLLEGES. (see GBSC)
301.5 HEALTH FACILITIES. (see GBSC)
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
SECTION 303 PHASED PROJECTS
303.1 PHASED PROJECTS. For shell buildings and others constructed for future tenant improvements,
only those code measures relevant to the building components and systems considered to be new
construction (or newly constructed) shall apply.
303.1.1 Initial Tenant improvements. The provisions of this code shall apply only to the initial tenant
improvements to a project. Subsequent tenant improvements shall comply with the scoping provisions in
Section 301.3 non-residential additions and alterations.
DIVISION 5.2 ENERGY EFFICIENCY
SECTION 5.201 GENERAL
5.201.1 Scope [BSC-CG]. California Energy Code [DSA-SS]. For the purposes of mandatory energy efficiency
standards in this code, the California Energy Commission will continue to adopt mandatory building standards.
DIVISION 5.3 WATER EFFICIENCY AND CONSERVATION
SECTION 5.301 GENERAL
5.301.1 Scope. The provisions of this chapter shall establish the means of conserving water use indoors, outdoors
and in wastewater conveyance.
SECTION 5.302 DEFINITIONS
5.302.1 Definitions. The following terms are defined in Chapter 2 (and are included here for reference)
EVAPOTRANSPIRATION ADJUSTMENT FACTOR (ETAF) [DSA-SS]. An adjustment factor when applied to
reference evapotranspiration that adjusts for plant factors and irrigation efficiency, which ae two major influences on
the amount of water that needs to be applied to the landscape.
FOOTPRINT AREA [DSA-SS]. The total area of the furthest exterior wall of the structure projected to natural grade,
not including exterior areas such as stairs, covered walkways, patios and decks.
METERING FAUCET. A self-closing faucet that dispenses a specific volume of water for each actuation cycle. The
volume or cycle duration can be fixed or adjustable.
GRAYWATER. Pursuant to Health and Safety Code Section 17922.12, "graywater" means untreated wastewater that
has not been contaminated by any toilet discharge, has not been affected by infectious, contaminated, or unhealthy
bodily wastes, and does not present a threat from contamination by unhealthful processing, manufacturing, or
operating wastes. "Graywater" includes, but is not limited to wastewater from bathtubs, showers, bathroom
washbasins, clothes washing machines and laundry tubs, but does not include waste water from kitchen sinks or
dishwashers.
MODEL WATER EFFICIENT LANDSCAPE ORDINANCE (MWELO). The California ordinance regulating landscape
design, installation and maintenance practices that will ensure commercial, multifamily and other developer installed
landscapes greater than 2500 square feet meet an irrigation water budget developed based on landscaped area and
climatological parameters.
MODEL WATER EFFICIENT LANDSCAPE ORDINANCE (MWELO). [HCD] The California model ordinance
(California Code of Regulations, Title 23, Division 2, Chapter 2.7), regulating landscape design, installation and
maintenance practices. Local agencies are required to adopt the updated MWELO, or adopt a local ordinance at least
as effective as the MWELO.
POTABLE WATER. Water that is drinkable and meets the U.S. Environmental Protection Agency (EPA) Drinking
Water Standards. See definition in the California Plumbing Code, Part 5.
POTABLE WATER. [HCD] Water that is satisfactory for drinking, culinary, and domestic purposes, and meets the
U.S. Environmental Protection Agency (EPA) Drinking Water Standards and the requirements of the Health Authority
Having Jurisdiction.
RECYCLED WATER. Water which, as a result of treatment of waste, is suitable for a direct beneficial use or a
controlled use that would not otherwise occur [Water Code Section 13050 (n)]. Simply put, recycled water is water
treated to remove waste matter attaining a quality that is suitable to use the water again.
SUBMETER. [HCD 1] A secondary device beyond a meter that measures water consumption of an individual rental
unit within a multiunit residential structure or mixed-use residential and commercial structure. (See Civic Code Section
1954.202 (g) and Water code Section 517 for additional details.)
WATER BUDGET. Is the estimated total landscape irrigation water use which shall not exceed the maximum applied
water allowance calculated in accordance with the Department of Water Resources Model Efficient Landscape
Ordinance (MWELO).
5.106.5.3 Electric vehicle (EV) charging. [N] Construction to provide electric vehicle infrastructure and facilitate
electric vehicle charging shall comply with Section 5.106.5.3.1 and shall be provided in accordance with
regulations in the California Building Code and the California Electrical Code.
Exceptions:
1.On a case-by-case basis where the local enforcing agency has determined compliance with
this section is not feasible based upon one of the following conditions:
a.Where there is no local utility power supply
b.Where the local utility is unable to supply adequate power.
c.Where there is evidence suitable to the local enforcement agency substantiating the
local utility infrastructure design requirements, directly related to the implementation of
Section 5.106.5.3, may adversely impact the construction cost of the project.
2. Parking spaces accessible only by automated mechanical car parking systems are not
required to comply with this code section
5.106.5.3.1 EV capable spaces.
[N] EV capable spaces shall be provided in accordance with Table 5.106.5.3.1 and the following
requirements:
1.Raceways complying with the California Electrical Code and no less that 1-inch (25 mm)
diameter shall be provided and shall originate at a service panel or a subpanel(s) serving
the area, and shall terminate in close proximity to the proposed location of the EV capable
and into a suitable listed cabinet, box,enclosure or equivalent. A common raceway may be
used to serve multiple EV charging spaces.
2.A service panel or subpanel (s) shall be provided with panel space and electrical load
capacity for a dedicated 208/240 volt, 40-ampere minimum branch circuit for each EV
capable space, with delivery of 30-ampere minimum to an installed EVSE at each EVCS.
3.The electrical system and any on-site distribution transformers shall have sufficient capacity
to supply full rated amperage at each EV capable space.
4.The service panel or subpanel circuit directory shall identify the reserved overcurrent
protective devices space(s) as "EV CAPABLE". The raceway termination location shall be
permanently and visibly marked as "EV CAPABLE."
Note: A parking space served by electric vehicle supply equipment or designed as a future EV
charging space shall count as at least one standard automobile parking space only for the purpose of
complying with any applicable minimum parking space requirements established by an enforcement
agency. See vehicle Code Section 22511.2 for further details.
5.106.4.1.2 Long-term bicycle parking. For new buildings with tenant spaces that have 10 or more
tenant-occupants, provide secure bicycle parking for 5 percent of the tenant-occupant vehicular parking
spaces with a minimum of one bicycle parking facility.
5.106.4.1.3 For additions or alterations that add 10 or more tenant-occupant vehicular parking spaces,
provide secure bicycle parking for 5 percent of the tenant vehicular parking spaces being added, with a
minimum of one bicycle parking facility.
5.106.4.1.4 For new shell buildings in phased projects provide secure bicycle parking for 5 percent of the
anticipated tenant-occupant vehicular parking spaces with a minimum of one bicycle parking facility.
5.106.4.1.5 Acceptable bicycle parking facility for Sections 5.106.4.1.2, 5.106.4.1.3, and 5.106.4.1.4 shall
be convenient from the street and shall meet one of the following:
1. Covered, lockable enclosures with permanently anchored racks for bicycles;
2. Lockable bicycle rooms with permanently anchored racks; or
3. Lockable, permanently anchored bicycle lockers.
Note: Additional information on recommended bicycle accommodations may be obtained from
Sacramento Area Bicycle Advocates.
5.106.4.2 Bicycle parking. [DSA-SS] For public schools and community colleges, comply with Sections
5.106.4.2.1 and 5.106.4.2.2
5.106.4.2.1 Student bicycle parking. Provide permanently anchored bicycle racks conveniently
accessed with a minimum of four two-bike capacity racks per new building.
5.106.4.2.2 Staff bicycle parking. Provide permanent, secure bicycle parking conveniently accessed
with a minimum of two staff bicycle parking spaces per new building. Acceptable bicycle parking facilities
shall be convenient from the street or staff parking area and shall meet one of the following:
1. Covered, lockable enclosures with permanently anchored racks for bicycles;
2. Lockable bicycle rooms with permanently anchored racks; or
3. Lockable, permanently anchored bicycle lockers.
5.106.4 BICYCLE PARKING. For buildings within the authority of California Building Standards Commission as
specified in Section 103, comply with Section 5.106.4.1. For buildings within the authority of the Division of the State
Architect pursuant to Section 105, comply with Section 5.106.4.2
5.106.4.1 Bicycle parking. [BSC-CG] Comply with Sections 5.106.4.1.1 and 5.106.4.1.2; or meet the
applicable local ordinance, whichever is stricter.
5.106.4.1.1 Short-term bicycle parking. If the new project or an addition or alteration is anticipated
to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitors'
entrance, readily visible to passers-by, for 5% of new visitor motorized vehicle parking spaces being
added, with a minimum of one two-bike capacity rack.
Exception: Additions or alterations which add nine or less visitor vehicular parking spaces.
5.106.5.3.3 Use of automatic load management systems (ALMS).
ALMS shall be permitted for EVCS. When ALMS is installed, the required electrical load capacity
specified in Section
5.106.5.3.1 for each EVCS may be reduced when serviced by an EVSE controlled by an ALMS. Each
EVSE controlled by an ALMS shall deliver a minimum 30 amperes to an EV when charging one vehicle
and shall deliver a minimum 3.3 kW while simultaneously charging multiple EVs.
5.106.5.3.4 Accessible EVCS.
When EVSE is installed, accessible EVSC shall be provided in accordance with the California Building
Code, Chapter 11B, Section 11B-228.3.
Note: For EVCS signs, refer to Caltrans Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle
Signs and Pavement Markings) or its successor(s).
5.106.5.4 Electric Vehicle (EV) charging: medium-duty and heavy-duty. [N]
Construction shall comply with section 5.106.5.4.1 to facilitate future installation of electric vehicle supply
equipment (EVSE). Construction for warehouses, grocery stores and retail stores with planned off-street loading
spaces shall also comply with Section 5.106.5.4.1 for future installation of medium- and heavy-duty EVSE.
Exceptions:
1.On a case-by-case basis where the local enforcing agency has determined compliance with this
section is not feasible based upon one of the following conditions:
a.Where there is no local utility power supply.
b.Where the local utility is unable to supply adequate power.
c.Where there is evidence suitable to the local enforcing agency substantiating that
additional local utility infrastructure design requirements, directly related to the implementation
of Section 5.106.5.3, may adversely impact the construction cost of the project.
When EVSE(s) is/are installed, it shall be in accordance with the California Building Code, the California
Electrical Code and as follows:
5.106.5.4.1 Electric vehicle charging readiness requirements for warehouse, grocery stores and retail stores
with planned off-street loading spaces.
[N]In order to avoid future demolition when adding EV charging supply and distribution equipment, spare
raceways(s) or busway(s) and adequate capacity for transformers(s), service panels(s) or subpanel(s) shall be
installed at the time of construction in accordance with the California Electrical Code. Construction plans and
specifications shall include but are not limited to, the following:
1.The transformer, main service equipment and subpanel shall meet the minimum power
requirement in Table 5.106.5.4.1 to accommodate the dedicated branch circuits for the future
installation of EVSE.
2.The construction documents shall indicate on or more location(s) convenient to the planned
offstreet loading space(s) reserved for medium-and heavy-duty ZEV charging cabinets and
charging dispensers, and a pathway reserved for routing of conduit from the termination of the
raceway(s) or busway(s) to the charging cabinet(s) and dispenser(s) as shown in Table
5.106.5.4.1
3.Raceway(s) or busway(s) originating at a main service panel or a subpanel(s) serving the area
where potential future medium-and heavy-duty EVSE will be located and shall terminate in close
proximity to the potential future location of the charging equipments for medium- and heavy-duty
vehicles.
4.The raceway(s) or busway(s) shall be sufficient size to carry the minimum additional system load
to the future location of the charging for medium- and heavy-duty ZEVs as shown in Table
5.106.5.4.1.
TABLE 5.106.5.3.1
TOTAL NUMBER OF ACTUAL
PARKING SPACES
NUMBER OF REQUIRED EV
CAPABLE SPACES
NUMBER OF EVCS (EV
CAPABLE SPACES
PROVIDED WITH EVSE)^2
0-9 0 0
10-25 2 0
26-50 8 2
51-75 13 3
76-100 17 4
101-150 25 6
151-200 35 9
201 AND OVER 20% of total¹25% of EV capable spaces¹
5.106.8 LIGHT POLLUTION REDUCTION. [N]. l Outdoor lighting systems shall be designed and installed to comply
with the following:
1.The minimum requirements in the California Energy Code for Lighting Zones 0-4 as defined in Chapter 10,
Section 10-114 of the California Administrative Code; and
2.Backlight (B) ratings as defined in IES TM-15-11 (shown in Table A-1 in Chapter 8);
3.Uplight and Glare ratings as defined in California Energy Code (shown in Tables 130.2-A and 130.2-B in
Chapter 8) and
4.Allowable BUG ratings not exceeding those shown in Table 5.106.8, [N] or Comply with a local ordinance
lawfully enacted pursuant to Section 101.7, whichever is more stringent.
Exceptions: [N]
1. Luminaires that qualify as exceptions in Sections 130.2 (b) and 140.7 of the California Energy Code.
2. Emergency lighting.
3. Building facade meeting the requirements in Table 140.7-B of the California Energy Code, Part 6.
4. Custom lighting features as allowed by the local enforcing agency, as permitted by Section 101.8
Alternate materials, designs and methods of construction.
5. Luminaires with less than 6,200 initial luminaire lumens.
TABLE 5.106.8 [N] MAXIMUM ALLOWABLE BACKLIGHT,
UPLIGHT AND GLARE (BUG) RATINGS 1,2
ALLOWABLE RATING
LIGHTING
ZONE
LZ0
LIGHTING
ZONE LZ1
LIGHTING
ZONE LZ2
LIGHTING
ZONE LZ3
LIGHTING
ZONE LZ4
MAXIMUM ALLOWABLE
BACKLIGHT RATING 3
Luminaire greater than 2
mounting heights (MH) from
property line
N/A No Limit No Limit No Limit No Limit
Luminaire back hemisphere is
1-2 MH from property line N/A B2 B3 B4 B4
Luminaire back hemisphere is
0.5-1 MH from property line N/A B1 B2 B3 B3
Luminaire back hemisphere is
less than 0.5 MH from property
line
N/A B0 B0 B1 B2
MAXIMUM ALLOWABLE
UPLIGHT RATING (U)
For area lighting 3 N/A U0 U0 U0 U0
For all other outdoor
lighting,including decorative
luminaires
N/A U1 U2 U3 UR
5.106.2 STORMWATER POLLUTION PREVENTION FOR PROJECTS THAT DISTURB ONE OR MORE ACRES OF
LAND. Comply with all lawfully enacted stormwater discharge regulations for projects that (1) disturb one acre or
more of land, or (2) disturb less than one acre of land but are part of a larger common plan of development sale.
Note: Projects that (1) disturb one acre or more of land, or (2) disturb less than one acre of land but are part of the
larger common plan of development or sale must comply with the post-construction requirements detailed in the
applicable National Pollutant Discharge Elimination System (NPDES) General permit for Stormwater Discharges
Associated with Construction and Land Disturbance Activities issued by the State Water Resources Control Board or
the Lahontan Regional Water Quality Control Board (for projects in the Lake Tahoe Hydrologic Unit).
The NPDES permits require postconstruction runoff (post-project hydrology) to match the preconstruction runoff
(pre-project hydrology) with the installation of postconstruction stormwater management measures. The NPDES
permits emphasize runoff reduction through on-site stormwater use, interception, evapotranspiration, and infiltration
through nonstructural controls, such as Low Impact Development (LID) practices, and conversation design measures.
Stormwater volume that cannot be addressed using nonstructural practices is required to be captured in structural
practices and be approved by the enforcing agency.
Refer to the current applicable permits on the State Water Resources Control Board website at:
www.waterboards.ca.gov/constructionstormwater. Consideration to the stormwater runoff management measures
should be given during the initial design process for appropriate integration into site development.
1.Where there is insufficient electrical supply.
2.The number of required EVCS (EV capable spaces provided with EVSE) in column 3 count towards
the total number of required EV capable spaces shown in column 2.
5.106.5.3.2 Electric vehicle charging stations (EVCS)
EV capable spaces shall be provided with EVSE to create EVCS in the number indicated in Table
5.106.5.3.1. The EVCS required by Table 5.106.5.3.1 may be provided with EVSE in any combination of
Level 2 and Direct Current Fast Charging (DCFC), except that at least one Level 2 EVSE shall be
provided.
One EV charger with multiple connectors capable of charging multiple EVs simultaneously shall be
permitted if the electrical load capacity required by Section 5.106.5.3.1 for each EV capable space is
accumulatively supplied to the EV charger.
The installation of each DCFC EVSE shall be permitted to reduce the minimum number of required EV
capable spaces without EVSE by five and reduce proportionally the required electrical load capacity to the
service panel or subpanel.
5.106.8.1 Facing- Backlight
Luminaries within 2MH of a property line shall be oriented so that the nearest property line is behind the fixture,
and shall comply with the backlight rating specified in Table 5.106.8 based on the lighting zone and distance to
the nearest point of that property line.
Exception: Corners. If two property lines (or two segments of the same property line) have equidistant point
to the luminaire, then the luminaire may be oriented so that the intersection of the two lines (the corner) is
directly behind the luminaire. The luminaire shall still use the distance to the nearest points(s) on the property
lines to determine the required backlight rating.
5.106.8.2 Facing-Glare.
For luminaires covered by 5.106.8.1, if a property line also exists within or extends into the front hemisphere within
2MH of the luminaire then the luminaire shall comply with the more stringent glare rating specified in Table
5.106.8 based on the lighting zone and distance to the nearest point on the nearest property line within the front
hemisphere.
Note: [N]
1.See also California Building Code, Chapter 12, Section 1205.6 for college campus lighting requirements for
parking facilities and walkways.
2.Refer to Chapter 8 (Compliance Forms, Worksheets and Reference Material) for IES TM-15-11 Table
A-1, California Energy Code Tables 130.2-A and 130.2-B.
3. Refer to the California Building Code for requirements for additions and alterations.
5.106.10 GRADING AND PAVING. Construction plans shall indicate how site grading or a drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1.Swales.
2.Water collection and disposal systems.
3.French drains.
4.Water retention gardens.
5.Other water measures which keep surface water away from buildings and aid in groundwater recharge.
Exception: Additions and alterations not altering the drainage path.
5.106.12 SHADE TREES [DSA-SS]. Shade Trees shall be planted to comply with Sections 5.106.12.1, 5.106.12.2,
and 5.106.12.3. Percentages shown shall be measured at noon on the summer solstice. Landscape irrigation
necessary to establish and maintain tree health shall comply with Section 5.304.6.
5.106.12.1 Surface parking areas. Shade tree plantings, minimum #10 container size or equal, shall be installed
to provide shade over 50 percent of the parking area within 15 years.
Exceptions: Surface parking area covered by solar photovoltaic shade structures with roofing
materials that comply with Table A5.106.11.2.2 in Appendix A5 shall be permitted in whole or in part in
lieu of shade tree planting.
5.106.12.2 Landscape areas. Shade tress plantings, minimum #10 container size or equal shall be installed to
provide shade of 20% of the landscape area within 15 years.
Exceptions: Playfields for organized sport activity are not included in the total area calculation.
5.106.12.3. Hardscape areas. Shade tree plantings, minimum #10 container size or equal shall be installed to
provide shade over 20 percent of the hardscape area within 15 years.
Exceptions:
1.Walks, hardscape areas covered by solar photovoltaic shade structures or shade structures with roofing
materials that comply with Table A5.106.11.2.2 in Appendix A5 shall be permitted in whole or in part in lieu
of shade tree planting.
2.Designated and marked play areas of organized sport activity are not included in the total area calculation.
TABLE 5.106.5.4.1 RACEWAY CONDUIT AND PANEL POWER
REQUIREMENTS FOR MEDIUM- AND HEAVY-DUTY EVSE [N]
BUILDING TYPE BUILDING SIZE (SQ. FT.)
NUMBER OF
OFF-STREET
LOADING SPACES
ADDITIONAL
CAPACITY
REQUIRED (KVA)
FOR RACEWAY &
BUSWAY AND
TRANSFORMER &
PANEL
Grocery
10,000 to 90,000
1 or 2 200
3 or Greater 400
Greater than 90,000 1 or Greater 400
Retail
10,000 to 135,000
1 or 2 200
3 or Greater 400
Greater than 135,000 1 or Greater 400
Warehouse
20,000 to 256,000
1 or 2 200
3 or Greater 400
Greater than 256,000 1 or Greater 400
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G1 G2 G3 G4
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G0 G1 G1 G2
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G0 G0 G1 G1
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G0 G0 G0 G1
1. IESNA Lighting Zones 0 and 5 are not applicable; refer to Lighting Zones as defined in the California Energy
Code and Chapter 10 of the Callifornia Administrative Code.
2. For property lines that abut public walkways, bikeways, plazas and parking lots, the property line may be
considered to be 5 feet beyond the actual property line for purpose of determining compliance with this section. For
property lines that abut public roadways and public transit corridors, the property line may be considered to be the
centerline of the public roadway or public transit corridor for the purpose of determining compliance with this
section.
3. General lighting luminaires in areas such as outdoor parking, sales or storage lots shall meet these reduced
ratings. Decorative luminaries located in these areas shall meet U-value limits for "all other outdoor lighting"
A0.5a
CALIFORNIA GREEN
BUILDING CODE NOTES
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11/18/2024
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
NONRESIDENTIAL MANDATORY MEASURES, SHEET 2
5.303.3 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the following:
5.303.3.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-Type toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of
two reduced flushes and one full flush.
5.303.3.2 Urinals.
5.303.3.2.1 Wall-mounted Urinals. The effective flush volume of wall-mounted urinals shall not exceed
0.125 gallons per flush.
5.303.3.2.2 Floor-mounted Urinals. The effective flush volume of floor-mounted or other urinals shall
not exceed 0.5 gallons per flush.
5.303.3.3 Showerheads. [BSC-CG]
5.303.3.3.1 Single showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
5.303.3.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a
single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to
allow only one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
DIVISION 5.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
SECTION 5.401 GENERAL
5.401.1 SCOPE. The provisions of this chapter shall outline means of achieving material conservation and resource
efficiency through protection of buildings from exterior moisture, construction waste diversion, employment of
techniques to reduce pollution through recycling of materials, and building commissioning or testing and adjusting.
SECTION 5.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND
RECYCLING
5.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65% of the
non-hazardous construction and demolition waste in accordance with Section 5.408.1.1, 5.408.1.2 or 5.408.1.3; or
meet a local construction and demolition waste management ordinance, whichever is more stringent.
5.408.1.1 Construction waste management plan. Where a local jurisdiction does not have a construction and
demolition waste management ordinance, submit a construction waste management plan that:
1. Identifies the construction and demolition waste materials to be diverted from disposal by efficient
usage, recycling, reuse on the project or salvage for future use or sale.
2. Determines if construction and demolition waste materials will be sorted on-site (source-separated) or
bulk mixed (single stream).
3. Identifies diversion facilities where construction and demolition waste material collected will be taken.
4. Specifies that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
5.408.1.2 Waste Management Company. Utilize a waste management company that can provide verifiable
documentation that the percentage of construction and demolition waste material diverted from the landfill
complies with this section.
Note: The owner or contractor shall make the determination if the construction and demolition waste material
will be diverted by a waste management company.
Exceptions to Sections 5.408.1.1 and 5.408.1.2:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle
facilities capable of compliance with this item do not exist.
3. Demolition waste meeting local ordinance or calculated in consideration of local recycling facilities
and markets.
5.408.1.3 Waste stream reduction alternative. The combined weight of new construction disposal that does
not exceed two pounds per square foot of building area may be deemed to meet the 65% minimum requirement
as approved by the enforcing agency.
5.408.1.4 Documentation. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Sections 5.408.1.1, through 5.408.1.3. The waste management plan shall be updated as
necessary and shall be accessible during construction for examination by the enforcing agency.
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code (Nonresidential)"
located www.dgs.ca.gov/BSC/Resources/Page-Content/Building-Standards-Commission-
Resources-List-Folder/CALGreen may be used to assist in documenting compliance with the waste
management plan.
2. Mixed construction and demolition debris processors can be located at the California Department of
Resources Recycling and Recovery (CalRecycle).
5.408.2 UNIVERSAL WASTE. [A] Additions and alterations to a building or tenant space that meet the scoping
provisions in Section 301.3 for nonresidential additions and alterations, shall require verification that Universal Waste
items such as fluorescent lamps and ballast and mercury containing thermostats as well as other California prohibited
Universal Waste materials are disposed of properly and are diverted from landfills. A list of prohibited Universal Waste
materials shall be included in the construction documents.
Note: Refer to the Universal Waste Rule link at: http://www.dtsc.ca.gov/universalwaste/
5.408.3 EXCAVATED SOIL AND LAND CLEARING DEBRIS. 100 percent of trees, stumps, rocks and associated
vegetation and soils resulting primarily from land clearing shall be reused or recycled. For a phased project, such
material may be stockpiled on site until the storage site is developed.
Exception: Reuse, either on or off-site, of vegetation or soil contaminated by disease or pest infestation.
Notes:
1. If contamination by disease or pest infestation is suspected, contact the County Agricultural
Commissioner and follow its direction for recycling or disposal of the material.
2. For a map of know pest and/or disease quarantine zones, consult with the California Department of
Food and Agriculture. (www.cdfa.ca.gov)
DIVISION 5.5 ENVIRONMENTAL QUALITY
SECTION 5.501 GENERAL
5.501.1 SCOPE. The provisions of this chapter shall outline means of reducing the quantity of air contaminants that
are odorous, irritating, and/or harmful to the comfort and well-being of a building's installers, occupants and neighbors.
SECTION 5.502 DEFINITIONS
5.502.1 DEFINITIONS. The following terms are defined in Chapter 2 (and are included here for reference)
ARTERIAL HIGHWAY. A general term denoting a highway primarily for through traffic usually on a continuous route.
A-WEIGHTED SOUND LEVEL (dBA). The sound pressure level in decibels as measured on a sound level meter
using the internationally standardized A-weighting filter or as computed from sound spectral data to which A-weighting
adjustments have been made.
1 BTU/HOUR. British thermal units per hour, also referred to as Btu. The amount of heat required to raise one pound
of water one degree Fahrenheit per hour, a common measure of heat transfer rate. A ton of refrigeration is 12,000 Btu,
the amount of heat required to melt a ton (2,000 pounds) of ice at 320 Fahrenheit.
COMMUNITY NOISE EQUIVALENT LEVEL (CNEL). A metric similar to the day-night average sound level (Ldn),
except that a 5 decibel adjustment is added to the equivalent continuous sound exposure level for evening hours (7pm
to 10pm) in addition to the 10 dB nighttime adjustment used in the Ldn.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium
density fiberboard. “Composite wood products” does not include hardboard, structural plywood, structural panels,
structural composite lumber, oriented strand board, glued laminated timber, timber, prefabricated wood I–joists or
finger–jointed lumber, all as specified in California Code of Regulations (CCR), Title 17, Section 93120.1(a).
Note: See CCR, Title 17, Section 93120.1.
DAY-NIGHT AVERAGE SOUND LEVEL (Ldn). The A-weighted equivalent continuous sound exposure level for a
24-hour period with a 10 dB adjustment added to sound levels occurring during nighttime hours (10p.m. to 7 a.m.).
DECIBEL (db). A measure on a logarithmic scale of the magnitude of a particular quantity (such as sound pressure,
sound power, sound intensity) with respect to a reference quantity.
ELECTRIC VEHICLE (EV). An automotive-type vehicle for on-road use, such as passenger automobiles, buses,
trucks, vans, neighborhood electric vehicles, electric motorcycles, and the like, primarily powered by an electric motor
that draws current from a rechargeable storage battery, fuel cell, photovoltaic array, or other source of electric current.
Plug-in hybrid electric vehicles (PHEV) are considered electric vehicles. For purposes of the California Electrical Code,
off-road, self-propoelled electric vehicles, such as industrial trucks, hoists, lifts, transports, golf carts, airline ground
support equipment, tractors, boats, and the like, are not included.
ELECTRIC VEHICLE CHARGING STATION(S) (EVCSj). One or more spaces intended for charging electric vehicles.
ELECTRIC VEHICLE SUPPLY EQUIPMENT (EVSE). The conductors, including the ungrounded, grounded, and
equipment grounding conductors and the electric vehicle connectors, attachment plugs, and all other fittings, devices,
power outlets, or apparatus installed specifically for the purpose of transferring energy between the premises wiring
and the electric vehicle.
ENERGY EQUIVALENT (NOISE) LEVEL (Leq). The level of a steady noise which would have the same energy as
the fluctuating noise level integrated over the time of period of interest.
EXPRESSWAY. An arterial highway for through traffic which may have partial control of access, but which may or may
not be divided or have grade separations at intersections.
FREEWAY. A divided arterial highway with full control of access and with grade separations at intersections.
GLOBAL WARMING POTENTIAL (GWP). The radiative forcing impact of one mass-based unit of a given greenhouse
gas relative to an equivalent unit of carbon dioxide over a given period of time. Carbon dioxide is the reference
compound with a GWP of one.
GLOBAL WARMING POTENTIAL VALUE (GWP VALUE). A 100-year GWP value published by the
Intergovernmental Panel on Climate Change (IPCC) in either its Second Assessment Report (SAR) (IPCC, 1995); or
its Fourth Assessment A-3 Report (AR4) (IPCC, 2007). The SAR GWP values are found in column "SAR (100-yr)" of
Table 2.14.; the AR4 GWP values are found in column "100 yr" of Table 2.14.
HIGH-GWP REFRIGERANT. A compound used as a heat transfer fluid or gas that is: (a) a chlorofluorocarbon, a
hdrochlorofluorocarbon, a hydrofluorocarbon, a perfluorocarbon, or any compound or blend of compounds, with a
GWP value equal to or greater than 150, or (B) any ozone depleting substance as defined in Title 40 of the Code of
Federal Regulations, Part 82, sec.82.3 (as amended March 10, 2009).
LONG RADIUS ELBOW. Pipe fitting installed between two lengths of pipe or tubing to allow a change of direction,
with a radius 1.5 times the pipe diameter.
LOW-GWP REFRIGERANT. A compound used as a heat transfer fluid or gas that: (A) has a GWP value less than
150, and (B) is not an ozone depleting substance as defined in Title 40 of the Code of Federal Regulations, Part 82,
sec.82.3 (as amended March 10, 2009).
MERV. Filter minimum efficiency reporting value, based on ASHRAE 52.2–1999.
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base REactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundreths of a gram (g O3/g ROC).
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
PSIG. Pounds per square inch, guage.
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
SCHRADER ACCESS VALVES. Access fittings with a valve core installed.
SHORT RADIUS ELBOW. Pipe fitting installed between two lengths of pipe or tubing to allow a change of direction,
with a radius 1.0 times the pipe diameter.
SUPERMARKET. For the purposes of Section 5.508.2, a supermarket is any retail food facility with 8,000 square feet
or more conditioned area, and that utilizes either refrigerated display cases, or walk-in coolers or freezers connected
to remote compressor units or condensing units.
VOC. A volatile organic compound broadly defined as a chemical compound based on carbon chains or rings with
vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a)
.
Note: Where specific regulations are cited from different agencies such as SCAQMD, ARB, etc., the VOC definition
included in that specific regulation is the one that prevails for the specific measure in question.
SECTION 5.503 FIREPLACES
5.503.1 FIREPLACES. Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace, or a sealed
woodstove or pellet stove, and refer to residential requirements in the California Energy Code, Title 24, Part 6,
Subchapter 7, Section 150. Woodstoves, pellet stoves and fireplaces shall comply with applicable local ordinances.
5.503.1.1 Woodstoves. Woodstoves and pellet stoves shall comply with U.S. EPA New Source Performance
Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified
to meet the emission limits.
SECTION 5.504 POLLUTANT CONTROL
5.504.1 TEMPORARY VENTILATION. The permanent HVAC system shall only be used during construction if
necessary to condition the building or areas of addition or alteration within the required temperature range for
material and equipment installation. If the HVAC system is used during construction, use return air filters with a
Minimum Efficiency Reporting Value (MERV) of 8, based on ASHRAE 52.2-1999, or an average efficiency of
30% based on ASHRAE 52.1-1992 Replace all filters immediately prior to occupancy, or, if the building is
occupied during alteration, at the conclusion of construction.
5.504.3 Covering of duct openings and protection of mechanical equipment during construction. At the time of
rough installation and during storage on the construction site until final startup of the heating, cooling and ventilation
equipment, all duct and other related air distribution component openings shall be covered with tape, plastic,
sheetmetal or other methods acceptable to the enforcing agency to reduce the amount of dust, water and debris which
may enter the system.
5.410.2.1 Owner's or Owner Representative's Project Requirements (OPR). [N] The expectations and
requirements of the building appropriate to its phase shall be documented before the design phase of the
project begins. This documentation shall include the following:
1. Environmental and sustainability goals.
2. Building sustainable goals.
3. Indoor environmental quality requirements.
4. Project program, including facility functions and hours of operation, and need for after hours
operation.
5. Equipment and systems expectations.
6. Building occupant and operation and maintenance (O&M) personnel expectations.
5.410.2.2 Basis of Design (BOD). [N] A written explanation of how the design of the building systems meets
the OPR shall be completed at the design phase of the building project. The Basis of Design document shall
cover the following systems:
1. Renewable energy systems.
2. Landscape irrigation systems.
3. Water reuse system.
5.410.2.3 Commissioning plan. [N] Prior to permit issuance a commissioning plan shall be completed to
document how the project will be commissioned. The commissioning plan shall include the following:
1. General project information.
2. Commissioning goals.
3. Systems to be commissioned. Plans to test systems and components shall include:
a. An explanation of the original design intent.
b. Equipment and systems to be tested, including the extent of tests.
c. Functions to be tested.
d. Conditions under which the test shall be performed.
e. Measurable criteria for acceptable performance.
4. Commissioning team information.
5. Commissioning process activities, schedules and responsibilities. Plans for the completion of
commissioning shall be included.
5.410.2.4 Functional performance testing. [N] Functional performance tests shall demonstrate the correct
installation and operation of each component, system and system-to-system interface in accordance with the
approved plans and specifications. Functional performance testing reports shall contain information addressing
each of the building components tested, the testing methods utilized, and include any readings and adjustments
made.
5.410.2.6 Commissioning report. [N] A report of commissioning process activities undertaken through the
design and construction phases of the building project shall be completed and provided to the owner or
representative.
5.410.4 TESTING AND ADJUSTING. New buildings less than 10,000 square feet. Testing and adjusting of
systems shall be required for new buildings less than 10,000 square feet or new systems to serve an addition or
alteration subject to Section 303.1.
5.410.4.2 (Reserved)
Note: For energy-related systems under the scope (Section 100) of the California Energy Code, including
heating, ventilation, air conditioning (HVAC) systems and controls, indoor lighting system and controls, as well
as water heating systems and controls, refer to California Energy Code Section 120.8 for commissioning
requirements and Sections 120.5, 120.6, 130.4, and 140.9(b)3 for additional testing requirements of specific
systems.
5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. Systems to be
included for testing and adjusting shall include at a minimum, as applicable to the project:
1. Renewable energy systems.
2. Landscape irrigation systems.
3. Water reuse systems.
5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with manufacturer's
specifications and applicable standards on each system.
5.410.4.3.1 HVAC balancing. In addition to testing and adjusting, before a new space-conditioning
system serving a building or space is operated for normal use, the system shall be balanced in
accordance with the procedures defined by the Testing Adjusting and Balancing Bureau National
Standards; the National Environmental Balancing Bureau Procedural Standards; Associated Air Balance
Council National Standards or as approved by the enforcing agency.
SECTION 5.303 INDOOR WATER USE
5.303.1 METERS. Separate submeters or metering devices shall be installed for the uses described in Sections
503.1.1 and 503.1.2.
5.303.1.1 Buildings in excess of 50,000 square feet. Separate submeters shall be installed as follows:
1. For each individual leased, rented or other tenant space within the building projected to consume
more than 100 gal/day (380 L/day), including, but not limited to, spaces used for laundry or cleaners,
restaurant or food service, medical or dental office, laboratory, or beauty salon or barber shop.
SECTION 5.410 BUILDING MAINTENANCE AND OPERATIONS
5.410.1 RECYCLING BY OCCUPANTS. Provide readily accessible areas that serve the entire building and are
identified for the depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum)
paper, corrugated cardboard, glass, plastics, organic waste, and metals or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources
Code 42649.82 (a)(2)(A) et seq. shall also be exempt from the organic waste portion of this section.
5.410.1.1 Additions. All additions conducted within a 12-month period under single or multiple permits,
resulting in an increase of 30% or more in floor area, shall provide recycling areas on site.
Exception: Additions within a tenant space resulting in less than a 30% increase in the tenant space
floor area.
5.410.1.2 Sample ordinance. Space allocation for recycling areas shall comply with Chapter 18, Part 3,
Division 30 of the Public Resources Code. Chapter 18 is known as the California Solid Waste Reuse and
Recycling Access Act of 1991 (Act).
Note: A sample ordinance for use by local agencies may be found in Appendix A of the document at the
CalRecycle’s web site.
5.410.2.5 Documentation and training. [N] A Systems Manual and Systems Operations Training are required,
including Occupational Safety and Health Act (OSHA) requirements in California Code of Regulations (CCR),
Title 8, Section 5142, and other related regulations.
5.410.2.5.1 Systems manual. [N] Documentation of the operational aspects of the building shall be
completed within the systems manual and delivered to the building owner or representative. The
systems manual shall include the following:
1. Site information, including facility description, history and current requirements.
2. Site contact information.
3. Basic operations and maintenance, including general site operating procedures, basic
troubleshooting, recommended maintenance requirements, site events log.
4. Major systems.
5. Site equipment inventory and maintenance notes.
6. A copy of verifications required by the enforcing agency or this code.
7. Other resources and documentation, if applicable.
5.410.2.5.2 Systems operations training. [N] A program for training of the appropriate maintenance
staff for each equipment type and/or system shall be developed and documented in the commissioning
report and shall include the following:
1. System/equipment overview (what it is, what it does and with what other systems and/or
equipment it interfaces).
2. Review and demonstration of servicing/preventive maintenance.
3. Review of the information in the Systems Manual.
4. Review of the record drawings on the system/equipment.
2. Where separate submeters for individual building tenants are unfeasible, for water supplied to the
following subsystems:
a. Makeup water for cooling towers where flow through is greater than 500 gpm (30 L/s).
b. Makeup water for evaporative coolers greater than 6 gpm (0.04 L/s).
c. Steam and hot water boilers with energy input more than 500,000 Btu/h (147 kW).
5.303.1.2 Excess consumption. A separate submeter or metering device shall be provided for any tenant
within a new building or within an addition that is projected to consume more than 1,000 gal/day.
SECTION 5.304 OUTDOOR WATER USE
5.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Nonresidential developments shall comply
with a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
Notes:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code of Regulations,
Title 23, Chapter 2.7, Division 2.
2. MWELO and supporting documents, including a water budget calculator, are available at:
https://www.water.ca.gov/.
5.304.6 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. For public schools and community colleges,
landscape projects as described in Sections 5.304.6.1 and 5.304.6.2 shall comply with the California Department of
Water Resources Model Water Efficient Landscape Ordinance (MWELO) commencing with Section 490 of Chapter
2.7, Division 2, Title 23, California Code of Regulations, except that the evapotranspiration adjustment factor (ETAF)
shall be 0.65 with an additional water allowance for special landscape areas (SLA) of 0.35.
Exception: Any project with an aggregate landscape area of 2,500 square feet or less may comply with the
prescriptive measures contained in Appendix D of the MWELO.
5.304.6.1 Newly constructed landscapes. New construction projects with an aggregate landscape
area equal to or greater than 500 square feet.
5.304.6.2 Rehabilitated landscapes. Rehabilitated landscape projects with an aggregate
landscape area equal to or greater than 1,200 square feet.
5.303.4 COMMERCIAL KITCHEN EQUIPMENT.
5.303.4.1 Food Waste Disposers. Disposers shall either modulate the use of water to no more than 1 gpm
when the disposer is not in use (not actively grinding food waste/no-load) or shall automatically shut off after no
more than 10 minutes of inactivity. Disposers shall use no more than 8 gpm of water.
Note: This code section does not affect local jurisdiction authority to prohibit or require disposer
installation.
5.303.5 AREAS OF ADDITION OR ALTERATION. For those occupancies within the authority of the California
Building Standards Commission as specified in Section 103, the provisions of Section 5.303.3 and 5.303.4 shall apply
to new fixtures in additions or areas of alteration to the building.
5.303.6 STANDARDS FOR PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures and fittings shall be installed
in accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table 1701.1
of the California Plumbing Code and in Chapter 6 of this code.
SECTION 5.402 DEFINITIONS
5.402.1 DEFINITIONS. The following terms are defined in Chapter 2 (and are included here for reference)
ADJUST. To regulate fluid flow rate and air patterns at the terminal equipment, such as to reduce fan speed or adjust
a damper.
BALANCE. To proportion flows within the distribution system, including sub-mains, branches and terminals,
according to design quantities.
BUILDING COMMISSIONING. A systematic quality assurance process that spans the entire design and construction
process, including verifying and documenting that building systems and components are planned, designed, installed,
tested, operated and maintained to meet the owner’s project requirements.
ORGANIC WASTE. Food waste, green waste, landscape and pruning wste, nonhazardous wood waste, and food
soiled paper waste that is mixed in with food waste.
TEST. A procedure to determine quantitative performance of a system or equipment
SECTION 5.407 WATER RESISTANCE AND MOISTURE MANAGEMENT
5.407.1 WEATHER PROTECTION. Provide a weather-resistant exterior wall and foundation envelope as required by
California Building Code Section 1402.2 (Weather Protection), manufacturer's installation instructions or local
ordinance, whichever is more stringent.
5.407.2 MOISTURE CONTROL. Employ moisture control measures by the following methods.
5.407.2.1 Sprinklers. Design and maintain landscape irrigation systems to prevent spray on structures.
5.407.2.2 Entries and openings. Design exterior entries and/or openings subject to foot traffic or wind-driven
rain to prevent water intrusion into buildings as follows:
5.407.2.2.1 Exterior door protection. Primary exterior entries shall be covered to prevent water
intrusion by using nonabsorbent floor and wall finishes within at least 2 feet around and perpendicular to
such openings plus at least one of the following:
1. An installed awning at least 4 feet in depth.
2. The door is protected by a roof overhang at least 4 feet in depth.
3. The door is recessed at least 4 feet.
4. Other methods which provide equivalent protection.
5.407.2.2.2 Flashing. Install flashings integrated with a drainage plane.
5.410.2 COMMISSIONING. [N] New buildings 10,000 square feet and over. For new buildings 10,000 square feet
and over, building commissioning shall be included in the design and construction processes of the building project to
verify that the building systems and components meet the owner’s or owner representative’s project requirements.
Commissioning shall be performed in accordance with this section by trained personnel with experience on projects of
comparable size and complexity. For I-occupancies that are not regulated by OSHPD or for I-occupancies and
L-occupancies that are not regulated y the California Energy Code Section 100.0 Scope, all requirements in Sections
5.410.2 through 5.410.2.6 shall apply.
Note: For energy-related systems under the scope (Section 100) of the California Energy Code, including heating,
ventilation, air conditioning (HVAC) systems and controls, indoor lighting systems and controls, as well as water
heating systems and controls, refer to California Energy Code Section 120.8 for commissioning requirements
Commissioning requirements shall include:
1. Owner’s or Owner representative’s project requirements.
2. Basis of design.
3. Commissioning measures shown in the construction documents.
4. Commissioning plan.
5. Functional performance testing.
6. Documentation and training.
7. Commissioning report.
Exceptions:
1. Unconditioned warehouses of any size.
2. Areas less than 10,000 square feet used for offices or other conditioned accessory spaces within
unconditioned warehouses.
3. Tenant improvements less than 10,000 square feet as described in Section 303.1.1.
4. Open parking garages of any size, or open parking garage areas, of any size, within a structure.
Note: For the purposes of this section, unconditioned shall mean a building, area, or room which does not
provide heating and or air conditioning.
Informational Notes:
1. IAS AC 476 is an accreditation criteria for organizations providing training and/or certification of
commissioning personnel. AC 476 is available to the Authority Having Jurisdiction as a reference for
qualifications of commissioning personnel. AC 476 des not certify individuals to conduct functional
performance tests or to adjust and balance systems.
2. Functional performance testing for heating, ventilation, air conditioning systems and lighting controls
must be performed in compliance with the California Energy Code.
5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report of testing
signed by the individual responsible for performing these services.
5.410.4.5 Operation and maintenance (O & M) manual. Provide the building owner or representative with
detailed operating and maintenance instructions and copies of guaranties/warranties for each system. O & M
instructions shall be consistent with OSHA requirements in CCR, Title 8, Section 5142, and other related
regulations.
5.410.4.5.1 Inspections and reports. Include a copy of all inspection verifications and reports required
by the enforcing agency.
5.303.3.4 Faucets and fountains.
5.303.3.4.1 Nonresidential Lavatory faucets. Lavatory faucets shall have a maximum flow rate of not
more than 0.5 gallons per minute at 60 psi.
5.303.3.4.2 Kitchen faucets. Kitchen faucets shall have a maximum flow rate of not more than 1.8
gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate,
but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons
per minute at 60 psi.
5.303.3.4.3 Wash fountains. Wash fountains shall have a maximum flow rate of not more than1.8
gallons per minute/20 [rim space (inches) at 60 psi].
5.303.3.4.4 Metering faucets. Metering faucets shall not deliver more than 0.20 gallons per cycle.
5.303.3.4.5 Metering faucets for wash fountains. Metering faucets for wash fountains shall have a
maximum flow rate of not more than 0.20 gallons per minute/20 [rim space (inches) at 60 psi].
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
5.303.3.4.6 Pre-rinse spray value
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Section 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7), and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY:The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations), Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
A0.5b
CALIFORNIA GREEN
BUILDING CODE NOTES
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2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
NONRESIDENTIAL MANDATORY MEASURES, SHEET 3
5.504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the
requirements of the California Department of Public Health,"Standard Method for the Testing and
Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental
Chambers,"Version 1.2, January 2017 (Emission testing method for California Specifications
01350).
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 5.504.4.1.
5.504.4.5 Composite wood products. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure (ATCM) for Composite Wood (17 CCR 93120 et
seq.). Those materials not exempted under the ATCM must meet the specified emission limits, as shown in
Table 5.504.4.5.
5.504.4.5.3 Documentation. Verification of compliance with this section shall be provided as
requested by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the
Engineered Wood Association, the Australian AS/NZS 2269 or European 636 3S
standards.
5. Other methods acceptable to the enforcing agency.
TABLE 5.504.4.3 - CONT.
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS
COATING CATEGORY CURRENT VOC LIMIT
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH-TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS:
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER & EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN
THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD,
ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS AVAILABLE
FROM THE AIR RESOURCES BOARD.
TABLE 5.504.4.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, AIR
TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E 1333. FOR
ADDITIONAL INFORMATION, SEE CALIFORNIA CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5/16 INCHES (8 MM).
5.508.2 Supermarket refrigerant leak reduction. New commercial refrigeration systems shall comply with the
provisions of this section when installed in retail food stores 8,000 square feet or more conditioned area, and that
utilize either refrigerated display cases, or walk-in coolers or freezers connected to remote compressor units or
condensing units. The leak reduction measures apply to refrigeration systems containing high-global-warming potential
(high-GWP) refrigerants with a GWP of 150 or greater. New refrigeration systems include both new facilities and the
replacement of existing refrigeration systems in existing facilities.
Exception: Refrigeration systems containing low-global warming potential (low-GWP) refrigerant with a GWP
value less than 150 are not subject to this section. Low-GWP refrigerants are nonozone-depleting refrigerants
that include ammonia, carbon dioxide (CO2), and potentially other refrigerants.
5.508.2.1 Refrigerant piping. Piping compliant with the California Mechanical Code shall be installed to be
accessible for leak protection and repairs. Piping runs using threaded pipe, copper tubing with an outside
diameter (OD) less than 1/4 inch, flared tubing connections and short radius elbows shall not be used in
refrigerant systems except as noted below.
5.508.2.1.1 Threaded pipe. Threaded connections are permitted at the compressor rack.
5.508.2.1.2 Copper pipe. Copper tubing with an OD less than 1/4 inch may be used in systems with a
refrigerant charge of 5 pounds or less.
5.508.2.1.2.1 Anchorage. One-fouth-inch OD tubing shall be securely clamped to a rigid base to
keep vibration levels below 8 mils.
5.508.2.1.3 Flared tubing connections. Double-flared tubing connections may be used for pressure
controls, valve pilot lines and oil.
Exception: Single-flared tubing connections may be used with a multiring seal coated with
industrial sealant suitable for use with refrigerants and tightened in accordance with manufacturer's
recommendations.
5.508.2.1.4 Elbows. Short radius elbows are only permitted where space limitations prohibit use of
long radius elbows.
5.508.2.2 Valves. Valves Valves and fittings shall comply with the California Mechanical Code and as
follows.
5.508.2.2.1 Pressure relief valves. For vessels containing high-GWP refrigerant, a rupture disc shall
be installed between the outlet of the vessel and the inlet of the pressure relief valve.
5.508.2.2.1.1 Pressure detection. A pressure gauge, pressure transducer or other device shall
be installed in the space between the rupture disc and the relief valve inlet to indicate a disc
rupture or discharge of the relief valve.
5.508.2.2.2 Access valves. Only Schrader access valves with a brass or steel body are
permitted for use.
5.508.2.2.2.1 Valve caps. For systems with a refrigerant charge of 5 pounds or more, valve caps
shall be brass or steel and not plastic.
5.508.2.2.2.2 Seal caps. If designed for it, the cap shall have a neoprene O-ring in place.
5.508.2.2.2.2.1 Chain tethers. Chain tethers to fit ovr the stem are required for valves
designed to have seal caps.
Exception: Valves with seal caps that are not removed from the valve during stem
operation.
5.508.2.3 Refrigerated service cases. Refrigerated service cases holding food products containing vinegar and
salt shall have evaporator coils of corrosion-resistant material, such as stainless steel; or be coated to prevent
corrosion from these substances.
5.508.2.3.1 Coil coating. Consideration shall be given to the heat transfer efficiency of coil coating to
maximize energy efficiency.
5.508.2.4 Refrigerant receivers. Refrigerant receivers with capacities greater than 200 pounds shall be fitted
with a device tha indicates the level of refrigerant in the receiver.
5.508.2.5 Pressure testing. The system shall be pressure tested during installation prior to evacuation and
charging.
5.508.2.5.1 Minimum pressure. The system shall be charged with regulated dry nitrogen and
appropriate tracer gas to bring system pressure up to 300 psig minimum.
5.508.2.5.2 Leaks. Check the system for leaks, repair any leaks, and retest for pressure using the same
gauge.
5.508.2.5.3 Allowable pressure change. The system shall stand, unaltered, for 24 hours with no more
than a +/- one pound pressure change from 300 psig, measured with the same gauge.
5.508.2.6 Evacuation. The system shall be evacuated after pressure testing and prior to charging.
5.508.2.6.1 First vacuum. Pull a system vacuum down to at least 1000 microns (+/- 50 microns), and
hold for 30 minutes.
5.508.2.6.2 Second vacuum. Pull a second system vacuum to a minimum of 500 microns and hold for 30
minutes.
5.508.2.6.3 Third vacuum. Pull a third vacuum down to a minimum of 300 microns, and hold for 24 hours
with a maximum drift of 100 microns over a 24-hour period.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC-CG] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent
shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate
compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing
agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a
certification from a recognized state, national or international association, as determined by the local agency. The
area of certification shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not limited to,
construction documents, plans, specifications, builder or installer certification, inspection reports, or other methods
acceptable to the enforcing agency which demonstrate substantial conformance. When specific documentation or
special inspection is necessary to verify compliance, that method of compliance will be specified in the appropriate
section or identified applicable checklist.
SECTION 5.505 INDOOR MOISTURE CONTROL
5.505.1 INDOOR MOISTURE CONTROL. Buildings shall meet or exceed the provisions of California Building Code,
CCR, Title 24, Part 2, Sections 1202 (Ventilation) and Chapter 14 (Exterior Walls). For additional measures, see
Section 5.407.2 of this code.
SECTION 5.506 INDOOR AIR QUALITY
5.506.1 OUTSIDE AIR DELIVERY. For mechanically or naturally ventilated spaces in buildings, meet the minimum
requirements of Section 120.1 (Requirements For Ventilation) of the California Energy Code, or the applicable local
code, whichever is more stringent, and Division 1, Chapter 4 of CCR, Title 8.
5.506.2 CARBON DIOXIDE (CO2) MONITORING. For buildings or additions equipped with demand control
ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the requirements
of the California Energy Code, Section 120(c)(4).
5.506.3 Carbon dioxide (CO2) monitoring in classrooms.
(DSA-SS) Each public K-12 school classroom, as listed in Table 120.1-A of the California Energy Code, shall be
equipped with a carbon dioxide monitor or sensor that meets the following requirements:
1.The monitor or sensor shall be permanently affixed in a tamper-proof manner in each classroom between 3 and
6 feet (914 mm and 1829 mm) above the floor and at least 5 feet (1524 mm) away from door and operable
windows.
2.When the monitor or sensor is not integral to an Energy Management Control System (EMCS), the monitor or
sensor shall display the carbon dioxide readings on the device. When the sensor is integral to an EMCS, the
carbon dioxide readings shall be available to and regularly monitored by facility personnel.
3.A monitor shall provide notification though a visual indicator on the monitor when the carbon dioxide levels in the
classroom have exceeded 1,100ppm. A sensor integral to an EMCS shall provide notification to facility
personnel through a visual and/or audible indicator when the carbon dioxide levels in the classroom have
exceeded 1,100ppm.
4.The monitor or sensor shall measure carbon dioxide levels at minimum 15- minute intervals and shall maintain a
record of previous carbon dioxide measurements of not less than 30 days duration.
5.The monitor or sensor used to measure carbon dioxide levels shall have the capacity to measure carbon dioxide
levels with a range of 400ppm to 2000ppm or greater.
6.The monitor or sensor shall be certified by the manufacturer to be accurate within 75ppm at 1,000ppm carbon
dioxide concentration and shall be certified by the manufacturer to require calibration no more frequently than
once every 5 years.
SECTION 5.507 ENVIRONMENTAL COMFORT
5.507.4 ACOUSTICAL CONTROL. Employ building assemblies and components with Sound Transmission Class
(STC) values determined in accordance with ASTM E 90 and ASTM E 413, or Outdoor-Indoor Sound Transmission
Class (OITC) determined in accordance with ASTM E 1332, using either the prescriptive or performance method in
Section 5.507.4.1 or 5.507.4.2.
Exception: Buildings with few or no occupants or where occupants are not likely to be affected by exterior
noise, as determined by the enforcement authority, such as factories, stadiums, storage, enclosed parking
structures and utility buildings.
Exception: [DSA-SS] For public schools and community colleges, the requirements of this section and all
subsections apply only to new construction.
5.507.4.1 Exterior noise transmission, prescriptive method. Wall and roof-ceiling assemblies exposed to
the noise source making up the building or addition envelope or altered envelope shall meet a composite STC
rating of at least 50 or a composite OITC rating of no less than 40, with exterior windows of a minimum STC of
40 or OITC of 30 in the following locations:
1. Within the 65 CNEL noise contour of an airport.
Exceptions:
1. Ldn or CNEL for military airports shall be determined by the facility Air Installation Compatible
Land Use Zone (AICUZ) plan.
2. Ldn or CNEL for other airports and heliports for which a land use plan has not been developed
shall be determined by the local general plan noise element.
2. Within the 65 CNEL or Ldn noise contour of a freeway or expressway, railroad, industrial source or
fixed-guideway source as determined by the Noise Element of the General Plan.
5.507.4.1.1. Noise exposure where noise contours are not readily available. Buildings exposed to a
noise level of 65 dB Leq - 1-hr during any hour of operation shall have building, addition or alteration
exterior wall and roof-ceiling assemblies exposed to the noise source meeting a composite STC rating of
at least 45 (or OITC 35), with exterior windows of a minimum STC of 40 (or OITC 30).
5.507.4.2 Performance Method. For buildings located as defined in Section 5.507.4.1 or 5.507.4.1.1, wall and
roof-ceiling assemblies exposed to the noise source making up the building or addition envelope or altered
envelope shall be constructed to provide an interior noise environment attributable to exterior sources that does
not exceed an hourly equivalent noise level (Leq-1Hr) of 50 dBA in occupied areas during any hour of operation.
5.507.4.2.1 Site Features. Exterior features such as sound walls or earth berms may be utilized as
appropriate to the building, addition or alteration project to mitigate sound migration to the interior.
5.507.4.2.2 Documentation of Compliance. An acoustical analysis documenting complying interior
sound levels shall be prepared by personnel approved by the architect or engineer of record.
5.507.4.3 Interior sound transmission. Wall and floor-ceiling assemblies separating tenant spaces and tenant
spaces and public places shall have an STC of at least 40.
Note: Examples of assemblies and their various STC ratings may be found at the California Office of
Noise Control: www.toolbase.org/PDF/CaseStudies/stc_icc_ratings.pdf.
SECTION 5.508 OUTDOOR AIR QUALITY
5.508.1 Ozone depletion and greenhouse gas reductions. Installations of HVAC, refrigeration and fire suppression
equipment shall comply with Sections 5.508.1.1 and 5.508.1.2.
5.508.1.1 Chlorofluorocarbons (CFCs). Install HVAC, refrigeration and fire suppression equipment that do not
contain CFCs.
5.508.1.2 Halons. Install HVAC, refrigeration and fire suppression equipment that do not contain Halons.
5.504.4.6 Resilient flooring systems. Where resilient flooring is installed, at least 80 percent of floor area
receiving resilient flooring shall meet the requirements of the California Department of Public Health,"Standard
Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using
Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specifications
01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.6.1 Verification of compliance. Documentation shall be provided verifying that resilient flooring
materials meet the pollutant emission limits.
5.504.4.7 Thermal insulation
Comply with the requirements of the California Department of Public Health, "Standard Method of the Testing
and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,
"Version 1.2, January 1.2, January 2017 (Emission testing method for California Specification 01350).
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.7.1 Verification of compliance.
Documentation shall be provided verifying that thermal insulation materials meet the pollutant emission
limits.
5.504.4.8 Acoustical ceiling and wall panels.
Comply with the requirements of the California Department of Public Health, "Standard Method for the Testing
and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers, "
Version 1.2, January 2017 (Emission testing method for California Specification 01350).
See California Department of Public Health's website for certification programs and testing labs.
5.504.4.8.1 Verification of compliance. Documentation shall be provided verifying that acoustical
finish materials meet the pollutant emission limits.
5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with air
filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of
13. MERV 13 filters shall be installed prior to occupancy, and recommendations for maintenance with filters of
the same value shall be included in the operation and maintenance manual.
Exceptions: Existing mechanical equipment.
5.504.5.3.1 Labeling. Installed filters shall be clearly labeled by the manufacturer indicating the MERV
rating.
5.504.7 ENVIRONMENTAL TOBACCO SMOKE (ETS) CONTROL. Where outdoor areas are provided for smoking,
prohibit smoking within 25 feet of building entries, outdoor air intakes and operable windows and within the building as
already prohibited by other laws or regulations; or as enforced by ordinances, regulations or policies of any city,
county, city and county, California Community College, campus of the California State University, or campus of the
University of California, whichever are more stringent. When ordinances, regulations or policies are not in place, post
signage to inform building occupants of the prohibitions.
5.504.4.3.2 Verification. Verification of compliance with this section shall be provided at the request of
the enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification
2. Field verification of on-site product containers
5.504.4.4 Carpet Systems.
All carpet installed in the building interior shall meet the requirements of the California Department of Public
Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor
Sources Using Environmental Chambers." Version 1.2, January 2017 (Emission testing method for California
Specifications 01350).
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.3 Paints and coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Coatings Suggested Control Measure, as shown in Table 5.504.4.3, unless more
stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty
coatings categories listed in Table 5.504.4.3 shall be determined by classifying the coating as a Flat, Nonflat
or Nonflat-High Gloss coating, based on its gloss, as defined in Subsections 4.21, 4.36 and 4.37 of the 2007
California Air Resources Board Suggested Control Measure, and the corresponding Flat, Nonflat or
Nonflat-High Gloss VOC limit in Table 5.504.4.3 shall apply.
5.504.4.3.1 Aerosol Paints and coatings. Aerosol paints and coatings shall meet the PWMIR Limits for
ROC in Section 94522(a)(3) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(c)(2) and (d)(2) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the
Bay Area Air Quality Management District additionally comply with the percent VOC by weight of product
limits of Regulation 8 Rule 49.
TABLE 5.504.4.1 - ADHESIVE VOC LIMIT1,2
Less Water and Less Exempt Compounds in Grams per Liter
ARCHITECTURAL APPLICATIONS CURRENT VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVES 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT SPECIFICALLY LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER, THE ADHESIVE
WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC
CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT
DISTRICT RULE 1168, www.arb.ca.gov/DRDB/SC/CURHTML/R1168.PDF
TABLE 5.504.4.2 - SEALANT VOC LIMIT
Less Water and Less Exempt Compounds in Grams per Liter
SEALANTS CURRENT VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NONPOROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
NOTE: FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC
CONTENT SPECIFIED IN THESE TABLES, SEE SOUTH COAST AIR QUALITY MANAGEMENT
DISTRICT RULE 1168.
5.504.4 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with Sections 5.504.4.1 through
5.504.4.6.
5.504.4.1 Adhesives, sealants and caulks. Adhesives, sealants, and caulks used on the project shall meet
the requirements of the following standards:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall
comply with local or regional air pollution control or air quality management district rules where
applicable, or SCAQMD Rule 1168 VOC limits, as shown in Tables 5.504.4.1 and 5.504.4.2. Such
products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds
(chloroform, ethylene dichloride, methylene chloride, perchloroethylene and trichloroethylene), except for
aerosol products as specified in subsection 2, below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than one pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing
with Section 94507.
TABLE 5.504.4.3 - VOC CONTENT LIMITS FOR ARCHITECTURAL
COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS
COATING CATEGORY CURRENT VOC LIMIT
FLAT COATINGS 50
NONFLAT COATINGS 100
NONFLAT HIGH GLOSS COATINGS 150
A0.5c
CALIFORNIA GREEN
BUILDING CODE NOTES
REMARKSNO.DATE
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3009 S Daimler St
11/18/2024
LOADING ZONE
LOADING ZONE
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NO PARKING
OVERALL SITE PLAN (FOR
REFERENCE ONLY)
PLAN SPECIFIC NOTES
SITE LEGEND
OVERALL SITE PLAN (FOR REFERENCE ONLY)SCALE: 1/16"=1'-0"01NORTH A1.1
REMARKSNO.DATE
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SCOPE OF
WORK
(FIRST FLOOR)
EXISTING BUILDING
3009 S Daimler St
11/18/2024
LINE OF SIGHTS
LINE OF SIGHTSCALE: 1:20001
A1.1a
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LINE OF SIGHTSCALE: 1:20003
3009 S Daimler St
11/18/2024
213T & 215T 213T & 215T
254T & 256T 254T & 256T
FEC(E)
FEC(E)
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FEC(E)
FEC (E)
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B C D EA
OVERALL EXISTING FLOOR PLAN - FIRST FLOOR01SCALE: 3/32" = 1'-0"NORTH
LEGEND
REMARKSNO.DATE
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OVERALL EXISTING
FLOOR PLAN - FIRST
FLOOR
PLAN SPECIFIC NOTES 3009 S Daimler St
11/18/2024
213T & 215T 213T & 215T
254T & 256T 254T & 256T
FEC(E)
FEC(E)
FEC(E)
FEC(E)
FEC (E)
FEC (E)
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B C D EA
OVERALL FIRST FLOOR PLAN01SCALE: 3/32" = 1'-0"NORTH
LEGEND
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OVERALL FLOOR PLAN -
FIRST FLOOR
PLAN SPECIFIC NOTES 3009 S Daimler St
11/18/2024
1
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D E
ENLARGED FLOOR & FINISH PLAN - FIRST FLOOR01SCALE: 1/4" = 1'-0"NORTH
PLAN SPECIFIC NOTES
WALL LEGEND
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3009 S Daimler St
11/18/2024
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INTERIOR ELEVATIONS
PLAN SPECIFIC NOTES
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PLAN DETAILS
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LIMITING WALL HEIGHT TABLE-L/240
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(S) STUD
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COMPRESSION STRUT
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CEILING & ROOF
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DOOR & WINDOW SCHEDULE
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3009 S Daimler St
11/18/2024
GENERAL REQUIREMENTS
1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, PROJECT BOUNDARIES AND EXISTING
CONDITIONS AT THE SITE PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR SHALL CROSS-CHECK DETAILS AND
DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED REQUIREMENTS ON OTHER CONSTRUCTION
DOCUMENTS.
2. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SEOR) OF ANY CONFLICTS
BETWEEN THE STRUCTURAL DRAWINGS AND OTHER CONSTRUCTION DOCUMENTS OR EXISTING CONDITIONS. THE
CONTRACTOR SHALL NOT ORDER MATERIAL, FABRICATE ELEMENTS, OR CONSTRUCT ANY PORTION OF STRUCTURE
THAT IS IN CONFLICT UNTIL RESOLUTION IS MADE.
3. WHEN DIMENSIONS ARE UNCLEAR, REQUEST CLARIFICATION FROM THE SEOR AND ARCHITECT. DO NOT SCALE
DRAWINGS. UNLESS NOTED OTHERWISE, PLAN DIMENSIONS INDICATE CENTERLINE OF BEAMS AND COLUMNS, LIGHT-
FRAMED WALLS ARE DIMENSIONED TO FACE OF STUDS, AND FOOTINGS ARE CENTERED UNDER THE ELEMENTS THEY
SUPPORT.
4. WHERE INFORMATION IS CONFLICTING WITHIN THE STRUCTURAL DOCUMENTS, SPECIFIC DETAILS SHALL GOVERN OVER
TYPICAL DETAILS, WHICH HAVE PRECEDENCE OVER THESE NOTES, WHICH IN TURN OVERRULE PROJECT
SPECIFICATIONS.
5. DETAILS NOTED AS TYPICAL ON STRUCTURAL SHEETS SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY SHOWN OR
NOTED OTHERWISE. WHERE NO DETAIL IS INDICATED, CONSTRUCTION SHALL BE OF THE SAME NATURE AS FOR SIMILAR
CASES OF CONSTRUCTION ON THIS PROJECT.
6. THE ARCHITECT AND SEOR SHALL INTERPRET THE CONSTRUCTION DOCUMENTS IN CASE OF POSSIBLE CONFLICT OR
DISCREPANCY BETWEEN STRUCTURAL AND OTHER DISCIPLINES.
7. THE CONTRACTOR SHALL PROVIDE ALL NEW (N) MATERIALS TO PERFORM THE WORK INDICATED ON STRUCTURAL
DOCUMENTS UNLESS NOTED AS EXISTING (E) OR SUPPLIED BY OTHERS. WRITTEN APPROVAL FROM THE SEOR SHALL
BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL OR PRODUCT SPECIFIED ON THE STRUCTURAL
DOCUMENTS.
8. STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE SHOWN THEY
DO NOT INDICATE THE METHOD OF CONSTRUCTION OR NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. THE
CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN OF TEMPORARY ERECTION AIDS, FORMWORK, SCAFFOLDING,
SAFETY MEASURES, SHORING OF ANY PORTION OF WORK, AND PROTECTION OF ADJACENT PROPERTIES. THE
CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS,
METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. VISITS TO THE SITE BY THE SEOR SHALL NOT INCLUDE
OBSERVATION OR INSPECTION OF THE ABOVE ITEMS AND DO NOT IN ANY WAY RELIEVE THE CONTRACTOR OF HIS
RESPONSIBILITIES FOR THE ABOVE.
9. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OF THE "CONSTRUCTION
SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY
APPLY TO THIS PROJECT. THE SEOR AND THE OWNER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S
FAILURE TO COMPLY WITH THESE.
10. ALL STRUCTURAL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED
AND LEFT IN PLACE UNTIL ADEQUATE STRUCTURE IS CONSTRUCTED FOR STABILITY.
11. CONSTRUCTION MATERIALS AND ERECTION LOADS SHALL BE DISTRIBUTED WHEN PLACED ON THE STRUCTURE SUCH
THAT THEY DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN AN UNBALANCED CONDITION. MAXIMUM PERMANENT
EQUIPMENT WEIGHTS, POSTED LOAD LIMITS OR OTHER RESTRICTIONS NOTED ON THE STRUCTURAL DRAWINGS SHALL
NOT BE EXCEEDED WITHOUT PRIOR WRITTEN APPROVAL BY THE SEOR. UNLESS SPECIFICALLY STATED, THE
STRUCTURE IS NOT DESIGNED TO SUPPORT TRAFFIC FROM CRANES OR OTHER HEAVY CONSTRUCTION VEHICLES.
12. FLOOR, ROOF AND WALL OPENINGS, SLEEVES, INSERTS, EMBEDS, CONDUITS AND OTHER DISCIPLINE REQUIREMENTS
MUST BE COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION. THE EXACT DEPTH, EXTENT,
AND LOCATION OF ALL FLOOR OR ROOF DEPRESSIONS, SLOPES, CURBS, PADS, TRENCHES, DRAINS AND OTHER
FEATURES SHALL BE COORDINATED WITH THE CONSTRUCTION DOCUMENTS. THE STRUCTURAL DRAWINGS DO NOT
NECESSARILY INDICATE ALL OF THESE ITEMS.
13. CORE DRILLING OF CONCRETE OR MASONRY IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE SEOR. CORES,
WHERE APPROVED SHALL NOT CUT REINFORCEMENT. THE CONTRACTOR SHALL PRESENT ALL CORES TO THE
INSPECTOR OF RECORD (IOR) FOR VERIFICATION.
14. STRUCTURAL DRAWINGS INDICATE THE APPROXIMATE LOCATION OF EQUIPMENT AND THEIR SECONDARY FRAMING
SUPPORTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND
CRAFTS IN ORDER TO PROVIDE NECESSARY DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES AND DETAILERS
INVOLVED.
15. PROVIDE A SHIM SPACE AT HEADERS AND JAMBS TO ALLOW FOR SETTLEMENT AND MOVEMENT OF FRAMING. INSTALL
WINDOWS, DOORS AND OTHER INSET ITEMS IN WALLS AFTER BUILDING LOADS ARE FULLY APPLIED.
16. EXPANSION AND SEPARATION JOINT DIMENSIONS SHOWN INDICATE THE CLEAR DISTANCE REQUIRED. COMPONENTS
COVERING OR CROSSING SUCH JOINTS MUST ACCOMMODATE THE JOINT FULLY CLOSING OR OPENING TO TWICE THE
DIMENSION SHOWN, AS WELL AS RELATIVE LATERAL MOVEMENT ALONG THE JOINT. ALL PIPES, DUCTS, CONDUIT, ETC.,
CROSSING SUCH JOINTS SHALL HAVE FLEXIBLE LINES WITH ADEQUATE RANGE OF MOTION.
STRUCTURAL DESIGN CRITERIA__________________________________________________________
CODES:DESIGN IS BASED ON THE 2022 CALIFORNIA BUILDING CODE
LIVE LOADS (REDUCIBLE, UNO):
ROOF, UNIFORM..................................................................................................................20 PSF
TYPICAL OFFICE, UNIFORM + PARTITION ALLOWANCE................50 PSF + 15 PSF = 65 PSF
WIND LOADS:
RISK CATEGORY...........................................................................................................................II
EXPOSURE....................................................................................................................................B
ULTIMATE DESIGN WIDE SPEED, Vult............................................................................95 MPH
INTERNAL PRESSURE COEFFICIENT, G Cpi.......................................................................± 0.18
EARTHQUAKE LOADS:
RISK CATEGORY..........................................................................................................................II
SEISMIC IMPORTANCE FACTOR, Ie.........................................................................................1.0
SITE CLASSIFICATION................................................................................................D-DEFAULT
SPECTRAL ACCEL PARAMETERS (USGS ‘08)........................................SS = 1.265, S1 = 0.454
DESIGN SPECTRAL ACCEL PARAMETERS.........................................SDS = 1.012, SD1 = 0.562
SEISMIC DESIGN CATEGORY.....................................................................................................D
SEISMIC FORCE RESISTING SYSTEM(S):
NON STRUCTURAL COMPONENTS
STRUCTURAL SUBMITTALS
1. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE SEOR IS FOR GENERAL CONFORMANCE WITH THE
INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. SEE THE STRUCTURAL SUBMITTAL SCHEDULE AND PROJECT
SPECIFICATIONS FOR REQUIREMENTS.
2. SHOP DRAWINGS FOR ITEMS SPECIFIED ON THE STRUCTURAL DOCUMENTS SHALL BE SUBMITTED TO THE SEOR FOR
REVIEW PRIOR TO FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR CHECKING DIMENSIONS, AND ALL ERRORS
OF DETAILING, FABRICATION, AND FIT UP OF STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER
TRADES.
3. SHOP DRAWINGS SUBMITTED TO THE SEOR SHALL CONSIST OF ELECTRONIC FILES AND/OR TWO HARDCOPY SETS.
ALLOW 10 BUSINESS DAYS FOR REVIEW BY THE SEOR UPON RECEIPT UNLESS ADVANCE NOTICE IS PROVIDED AND A
REDUCED TIMEFRAME AGREED UPON. THE SEOR WILL RETURN ONE SET OF REVIEWED ELECTRONIC FILES OR
HARDCOPY. SCHEDULE ALLOWANCE FOR REVIEWS AND PROCESSING TIME BY THE ARCHITECT, OWNER OR OTHER
DISCIPLINES MAY BE REQUIRED.
4. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED DEVIATION FROM THE
STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION FOR APPROVAL BY
THE SEOR.
5. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DOCUMENTS MAY BE CONSIDERED WITH
MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS
AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE SEOR DEMONSTRATING EQUIVALENT QUALITIES OF THE
MATERIAL TO BE SUBSTITUTED.
6. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC- LATERAL FORCE
RESISTING SYSTEM (LFRS), DESIGNATED SEISMIC SYSTEM, OR A WIND- OR SEISMIC-RESISTING COMPONENT LISTED
IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE
BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT.
THE CONTRACTOR’S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE
SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION.
THE STRUCTURAL SUBMITTAL SCHEDULE BELOW IS A SUMMARY LIST AND MAY NOT BE ALL INCLUSIVE OF
SUBMITTALS REQUIRED FOR THIS PROJECT. PROVIDE ALL SUBMITTALS NOTED ON THE CONTRACT DOCUMENTS
AND AS REQUIRED BY THE ARCHITECT, BUILDING OFFICIAL AND OWNER’S REPRESENTATIVE.
STRUCTURAL SUBMITTAL SCHEDULE
GENERAL
REQ’D: QUALIFICATION DATA FOR APPROVED INSTALLERS AND FABRICATORS
REQ’D: CERTIFICATES OF CONFORMANCE FOR PREFABRICATED MEMBERS
REQ’D: STATEMENT OF RESPONSIBILITY FOR LFRS CONSTRUCTION
CONCRETE FORMWORK
NOT REQ’D: MANUFACTURER’S PRODUCT DATA AND INSTALLATION INSTRUCTIONS FOR PROPRIETARY
MATERIALS INCLUDING FORM COATINGS, MANUFACTURED FORM SYSTEMS, TIES AND
ACCESSORIES
NOT REQ’D: SHOP DRAWINGS FOR FABRICATION AND ERECTION OF FORMWORK AND SHORING
CONCRETE REINFORCEMENT
REQ’D: MANUFACTURER’S PRODUCT DATA, SPECIFICATIONS AND INSTALLATION PROCEDURES FOR
PROPRIETARY MATERIALS AND REINFORCEMENT
REQ’D: STEEL PRODUCER’S CERTIFICATES OF MILL ANALYSIS, TENSILE AND BEND TESTS
REQ’D: SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT
CAST-IN-PLACE CONCRETE
REQ’D: DESIGN MIX FOR EACH CONCRETE MIXTURE, INDICATING LOCATION OF USE
REQ’D: MATERIAL CERTIFICATES FOR CEMENT, AGGREGATES AND ADMIXTURES
REQ’D: TEST CERTIFICATES FOR NON-POTABLE MIX WATER
REQ’D: SHOP DRAWINGS FOR PROPOSED LOCATIONS OF CONSTRUCTION AND CONTROL JOINTS
REQ’D: MINUTES FROM PREINSTALLATION CONFERENCE
NOT REQ’D: MANUFACTURER’S PRODUCT DATA FOR WATERSTOPS, BONDING AGENTS, VAPOR RETARDERS,
JOINT FILLER, CURING MATERIALS AND FLOOR TREATMENTS
REQ’D: CERTIFICATION OF INSTALLERS FOR OVERHEAD ADHESIVE ANCHORS
REQ’D: SHOP DRAWINGS FOR SHOTCRETE TEST PANELS AND MOCKUPS
REQ’D: SHOTCRETE CONTRACTOR AND NOZZLEMENT QUALIFICATIONS
MASONRY
NOT REQ’D: DESIGN MIX FOR GROUT
NOT REQ’D: MATERIAL TEST REPORTS
STRUCTURAL STEEL
REQ’D: MANUFACTURER’S MILL CERTIFICATES
REQ’D: MILL TEST REPORTS
REQ’D: SHOP DRAWINGS FOR FABRICATION AND ASSEMBLY OF MEMBERS
REQ’D: ERECTION PLAN SEQUENCE AND PROCEDURES
REQ’D: TEST REPORTS FOR SHOP AND FIELD WELDED AND BOLTED CONNECTIONS
STEEL JOISTS
REQ’D: SHOP DRAWINGS INDICATING LAYOUT AND DETAILS
NOT REQ’D: MANUFACTURER’S MILL CERTIFICATES
NOT REQ’D: ENGINEERING CALCULATIONS
STEEL DECK
REQ’D: SHOP DRAWINGS INDICATING TYPE, LAYOUT, DETAILS AND OPENINGS LARGER THAN 1 FOOT
COLD-FORMED METAL FRAMING
NOT REQ’D: SHOP DRAWINGS INDICATING LAYOUT AND DETAILS
NOT REQ’D: ENGINEERING CALCULATIONS
WELDING
REQ’D: WELDING PROCEDURE SPECIFICATIONS (WPS)
REQ’D: CERTIFICATES FOR ALL WELDERS VERIFYING CURRENT AWS QUALIFICATIONS
ROUGH CARPENTRY
NOT REQ’D: PRODUCT DATA FOR TREATMENTS AND PRESERVATIVES
NOT REQ’D: MATERIAL CERTIFICATES FOR DIMENSION LUMBER
PREFABRICATED WOOD PRODUCTS
NOT REQ’D: SHOP DRAWINGS INDICATING LAYOUT AND DETAILS
NOT REQ’D: ENGINEERING CALCULATIONS
GLUE-LAMINATED BEAMS
NOT REQ’D: SHOP DRAWINGS INDICATING LAYOUT
NOT REQ’D: CERTIFICATE OF CONFORMANCE
M/E/P COORDINATION
REQ’D: SHOP DRAWINGS OF PROPOSED LAYOUT OF PIPES, DUCTS AND CONDUIT INDICATING DETAILS OF
PENETRATIONS THROUGH STRUCTURE; GRAVITY AND SEISMIC FORCES OF SUPPORTS AND
BRACING ON STRUCTURE
DEFERRED APPROVALS
REQ’D: DRAWINGS, AND AS APPLICABLE, STRUCTURAL DESIGN CALCULATIONS
FOUNDATIONS
REQ’D: INSTALLATION PLAN FOR PILES / MICROPILES
REQ’D: AS BUILT RECORD SURVEY FOR PILES / MICROPILES
SPECIAL INSPECTIONS SCHEDULE
SOILS SUPPORTING FOUNDATIONS
PERIODIC: VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL
PERIODIC: VERIFY MATERIALS BELOW FOOTING ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.
PERIODIC: PRIOR TO PLACEMENT OF CONTROLLED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN
PREPARED PROPERLY
CONTINUOUS: VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND
COMPACTION OF CONTROLLED FILLS
PERIODIC: PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS
STRUCTURAL CONCRETE AND REINFORCEMENT
PERIODIC: INSPECTIONS OF REINFORCING STEEL AND PLACEMENT
PERIODIC: INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE
PERIODIC: INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING
FORMED
PERIODIC: VERIFY USE OF REQUIRED DESIGN MIX
PERIODIC: VERIFY COMPLIANCE OF NON-POTABLE MIX WATER
CONTINUOUS: INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES
CONTINUOUS: SAMPLING FRESH CONCRETE AND PERFORMING SLUMP AND AIR CONTENT TESTS & DETERMINING THE
TEMPERATURE OF FRESH CONCRETE AT THE TIME OF MAKING SPECIMENS FOR STRENGTH TESTS
PERIODIC: INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUE
PERIODIC: VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO REMOVAL OF SHORES AND FORMS FROM
BEAMS AND STRUCTURAL SLABS
PERIODIC: ERECTION OF PRECAST CONCRETE MEMBERS
PERIODIC: POST-INSTALLED AND ADHESIVE ANCHORS
PERIODIC: VERIFY INSTALLER CERTIFICATIONS FOR OVERHEAD ADHESIVE ANCHORS
CONTINUOUS: REBAR COUPLERS AND TERMINATORS, SELECT SPLICE SPECIMENS FOR TESTING
CONTINUOUS: [DSA/OSHPD] POST-INSTALLED AND ADHESIVE ANCHORS
STRUCTURAL STEEL
PERIODIC: STRUCTURAL STEEL IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE
APPROVED CONSTRUCTION DOCUMENTS
PERIODIC: STRUCTURAL STEEL MANUFACTURER’S CERTIFIED MILL TEST REPORTS REQUIRED
PERIODIC: INSPECTION OF STEEL FRAME BRACING & STIFFENER DETAILS FOR COMPLIANCE WITH APPROVED
CONSTRUCTION DOCUMENTS
PERIODIC: STEEL FRAME MEMBER LOCATIONS
PERIODIC: APPLICATION OF JOINT DETAILS AT EACH CONNECTION
PERIODIC: HIGH-STRENGTH BOLTS, NUTS, AND WASHERS IDENTIFICATION MARKINGS TO CONFORM TO ASTM
STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS, MANUFACTURER'S
CERTIFICATE OF COMPLIANCE REQUIRED
PERIODIC: INSPECTION OF HIGH-STRENGTH BOLTING BEARING-TYPE CONNECTIONS
PERIODIC: INSPECTION OF SLIP-CRITICAL CONNECTIONS USING TURN-OF-NUT METHOD WITH MATCHMARKING,
DIRECT TENSION INDICATOR METHOD, OR TWIST OFF BOLTS
CONTINUOUS: INSPECTION OF SLIP-CRITICAL CONNECTIONS USING CALIBRATED WRENCH METHOD OR TURN-OF-NUT
WITHOUT MATCHMARKING
WELDING
CONTINUOUS: COMPLETE AND PARTIAL PENETRATION GROOVE WELDS
CONTINUOUS: FILLET WELDS > 5/16" AND MULTIPASS FILLET WELDS
PERIODIC: FILLET WELDS ≤ 5/16"
PERIODIC: METAL DECK WELDS
PERIODIC: LIGHT GAUGE METAL WELDS
PERIODIC: WELD FILLER MATERIAL IDENTIFICATION MARKINGS TO CONFORM TO AWS STANDARDS SPECIFIED IN
THE APPROVED CONSTRUCTION DOCUMENTS, MANUFACTURE’S CERTIFICATION OF COMPLIANCE
REQUIRED
CONTINUOUS: WELDING OF REINFORCEMENT STEEL RESISTING SEISMIC FORCES, INDICATED ON PLANS AND DETAILS
AS LFRS ELEMENT OR CONNECTIONS
PERIODIC: VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706
CONTINUOUS: WELDING OF STIRRUPS, HOOPS OR TIES
CONTINUOUS: REINFORCING WELDS IN CMU
PERIODIC: ALL OTHER REINFORCEMENT WELDS, UNO
ROUGH CARPENTRY / WOOD
PERIODIC: FRAMING NAILS SIZE, TYPE AND FINISH
PERIODIC: NAILING OF ROOF, WALL, & FLOOR SHEATHING
PERIODIC: NAILING/BOLTING OF STRAPS, HOLDOWNS, BRACES AND DRAG STRUTS
PERIODIC: MANUFACTURE OF STRUCTURAL GLUED-LAMINATED TIMBERS LARGER THAN 5-1/8" WIDE, 18" DEEP, OR
CLEAR SPAN 32 FEET OR MORE
PERIODIC: MANUFACTURE OF OPEN WEB TRUSSES
PERIODIC: INSTALLATION OF TIMBER CONNECTORS
PERIODIC: HIGH LOAD WOOD DIAPHRAGMS, VERIFY PANEL GRADE. THICKNESS, NOMINAL FRAMING SIZES AND
FASTENERS PER APPROVED PLANS
CONCRETE MASONRY
PERIODIC: PROPORTIONS OF SITE- PREPARED MORTAR AND GROUT
CONTINUOUS: PREPARATION OF GROUT & MORTAR SPECIMENS AND/OR PRISMS
PERIODIC: VERIFICATION OF SIZE & LOCATION OF MASONRY UNITS
PERIODIC: VERIFICATION OF SIZE, GRADE, TYPE AND PLACEMENT OF REINFORCING STEEL
PERIODIC: VERIFICATION OF SIZE AND LOCATION OF ANCHORS OR EMBEDDED STRUCTURAL ELEMENTS
INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR
OTHER CONSTRUCTION
PERIODIC: CONSTRUCTION OF MORTAR JOINTS
PERIODIC: GROUT SPACE CLEAN PRIOR TO GROUTING
CONTINUOUS: GROUT PLACEMENT PER CONSTRUCTION DOCUMENTS & CODE COMPLIANCE
PERIODIC: COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF CONSTRUCTION DOCUMENTS & APPROVED
SUBMITTALS SHALL BE VERIFIED
PERIODIC: PROTECTION OF MASONRY DURING COLD WEATHER BELOW 40˚F OR HOT WEATHER ABOVE 90˚F
PERIODIC: POST-INSTALLED ANCHORS AND REINFORCEMENT
CONTINUOUS: [DSA / OSHPD] POST-INSTALLED ANCHORS AND REINFORCEMENT
COLD-FORMED STEEL FRAMING
PERIODIC: SCREW ATTACHMENT, BOLTING, AND ANCHORING OF STRAPS, HOLDOWNS, BRACES, DRAG STRUTS,
AND ROOF, WALLS AND FLOORS.
PERIODIC: INSTALLATION OF STEEL DECKING PER SDI QA/QC STANDARDS
STATEMENT OF SPECIAL INSPECTIONS
1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION.
THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO DEMONSTRATES COMPETENCE TO THE SATISFACTION OF
THE BUILDING OFFICIAL FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING
SPECIAL INSPECTION.
2. SEE THE SPECIAL INSPECTIONS SCHEDULE AND PROJECT SPECIFICATIONS FOR REQUIREMENTS. IT IS SOLELY THE
CONTRACTOR’S RESPONSIBILITY TO SEE THAT THESE INSPECTIONS ARE PERFORMED.
3. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR
REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS MUST
SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS STRUCTURAL STEEL, PRECAST
CONCRETE, GLUED LAMINATED TIMBER, ETC.
4. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS. JOB SITE VISITS BY THE STRUCTURAL
ENGINEER OR BUILDING OFFICIAL DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL
INSPECTOR.
5. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND SEOR. THE FINAL REPORTS BY THE
SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE ENTIRE STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS
AND SPECIFICATIONS.
6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE
AREA WHERE THE WORK IS PERFORMED AND AT THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF
FULL-TIME INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR INTERMITTENT INSPECTION.
7. THE SPECIAL INSPECTIONS SCHEDULE BELOW IS A SUMMARY LIST AND MAY NOT BE ALL INCLUSIVE OF INSPECTIONS
REQUIRED FOR THIS PROJECT. THE CONTRACTOR SHALL CALL FOR ALL INSPECTIONS NOTED ON THE CONTRACT
DOCUMENTS AND AS REQUIRED BY THE ARCHITECT, BUILDING OFFICIAL AND OWNER’S REPRESENTATIVE.
No. 6250
FFOHSIB
RYAN W.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
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S0.1
GENERAL NOTES
07/23/24
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/16/24
CITY SUBMITTAL 07/23/24
NON-STRUCTURAL COMPONENTS
PERIODIC: ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS,
AND INTERIOR AND EXTERIOR VENEER GREATER 30' HEIGHTS, EXTERIOR WALLS GREATER THAN 5
PSF, AND INTERIOR WALLS MORE THAN 15 PSF
PERIODIC: ANCHORAGE OF ELECTRICAL EQUIPMENT
PERIODIC: ANCHORAGE OF SUSPENDED CEILING SYSTEMS
PERIODIC: ANCHORAGE OF HVAC DUCTWORK THAT WILL CONTAIN HAZARDOUS MATERIALS
PERIODIC: ANCHORAGE OF PIPING SYSTEMS AND MECHANICAL UNITS CONTAINING FLAMMABLE, COMBUSTIBLE
OR HIGHLY TOXIC MATERIALS
PERIODIC: ANCHORAGE OF ACCESS FLOORS AND ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER IN
HEIGHT
PERIODIC: FLEXIBLE CONNECTIONS OF UTILITIES CROSSING EXPANSION OR SEISMIC JOINTS
PRESTRESSED CONCRETE
PERIODIC: INSPECTION OF PRESTRESSNG TENDON PLACEMENT AND SIZES
PERIODIC: VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS IN
POST-TENSIONED CONCRETE
CONTINUOUS: APPLICATION OF PRESTRESSING LOADS
CONTINUOUS: GROUTING OF BONDED PRESTRESSING TENDONS IN THE LFRS
PIER FOUNDATIONS
CONTINUOUS: OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH PIER
CONTINUOUS: VERIFY PLACEMENTS, LOCATIONS AND PLUMBNESS, CONFIRM PIER DIAMETERS, BELL DIAMETERS,
LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END BEARING STRATA
CAPACITY
PILE FOUNDATIONS
CONTINUOUS: VERIFY PILE MATERIALS, SIZES AND LENGTHS COMPLY WITH THE APPROVED CONSTRUCTION
DOCUMENTS
CONTINUOUS: DETERMINE CAPACITIES OF TEST PILES AND CONDUCT ADDITIONAL LOAD TESTS AS REQUIRED
CONTINUOUS: OBSERVE DRIVING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH PILE
CONTINUOUS: VERIFY PLACEMENT, LOCATIONS AND PLUMBNESS, CONFIRM TYPE AND SIZE HAMMER, RECORD
NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE
DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY PILE DAMAGE
LE
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3009 S Daimler St
11/18/2024
PRODUCT SPECIFICATION
1. THE STRUCTURAL PRODUCT SCHEDULE INDICATES BASIS-OF-DESIGN MANUFACTURERS AND PRODUCTS FOR USE ON
THIS PROJECT. WHERE STRUCTURAL PRODUCTS ARE NOT EXPLICITLY NAMED IN THE CONSTRUCTION DOCUMENTS,
PROVIDE A LISTED PRODUCT.
2. PRODUCTS SHALL BE INSTALLED PER THE MANUFACTURER’S INSTALLATION INSTRUCTIONS AS AMENDED BY THE
REFERENCED PRODUCT ACCEPTANCE REPORTS (ICC, IAPMO, ETC.) FOR THE INTENDED USE.
3. AT CONTRACTOR’S OPTION, SUBSTITUTION REQUESTS MAY BE MADE FOR LIKE PRODUCTS WHICH DEMONSTRATE
QUALITIES THAT EQUAL OR EXCEED THOSE OF SPECIFIED PRODUCTS.
EXISTING CONDITIONS
1. SEE ORIGINAL DRAWINGS FOR EXISTING BUILDING INFORMATION NOT SHOWN OR NOTED.
2. SEE PROJECT REPORTS AND ARCHITECTURAL DRAWINGS FOR HAZARDOUS MATERIALS (LEAD, ASBESTOS, ETC.)
ABATEMENT REQUIREMENTS.
3. WHERE EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE SHOWN ON THESE DRAWINGS, THE SEOR SHALL BE
NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT CONDITIONS.
4. EXISTING CONCRETE SURFACES TO BE IN CONTACT WITH NEW CONCRETE SHALL BE ROUGHENED AS FOR TYPICAL
CONSTRUCTION JOINTS, AND AN ASTM C1059 COMPLIANT BONDING AGENT SHALL BE APPLIED PRIOR TO PLACING NEW
CONCRETE.
5. DO NOT CUT OR DAMAGE EXISTING CONCRETE OR MASONRY REINFORCEMENT EXCEPT AS CLEARLY INDICATED.
MAINTAIN AT LEAST 2 INCHES CLEAR TO EXISTING REINFORCEMENT, CONDUIT AND OTHER EMBEDDED ITEMS FROM
CUTS, CORES, DRILL HOLES, SHOTPINS, ETC. IN AREAS OF WORK, MARK LOCATIONS OF SUCH ITEMS USING
NONDESTRUCTIVE METHODS SUCH AS GROUND PENETRATING RADAR OR X-RAY.
6. THE GENERAL CONTRACTOR SHALL COORDINATE THE SPECIFIC LOCATION OF REPLACEMENT MECHANICAL EQUIPMENT
WITH THE STRUCTURAL FRAMING. IF NEW EQUIPMENT DEVIATES IN WEIGHT, SIZE OR LOCATION FROM EXISTING
EQUIPMENT BEING REPLACED, SEOR APPROVAL MUST BE OBTAINED PRIOR TO INSTALLATION OF THE UNITS.
7. EXISTING STRUCTURAL MEMBERS SUPPORTING NEW EQUIPMENT SHALL BE INSPECTED FOR DAMAGE AND
DETERIORATION PRIOR TO INSTALLATION OF THE UNITS. NOTIFY THE SEOR OF SUCH CONDITIONS AND DO NOT INSTALL
UNITS UNTIL THE CONDITIONS ARE ADDRESSED.
8. DURING THE COURSE OF WORK, NOTIFY THE SEOR OF EXISTING STRUCTURAL DETERIORATION, APPARENT DISTRESS,
WATER INTRUSION, OR COMPROMISED MEMBERS THAT ARE DISCOVERED.
9. REPAIR FIREPROOFING, WATERPROOFING AND FINISHES AS REQUIRED WHERE DISTURBED BY STRUCTURAL WORK.
SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.
10. EXISTING WOOD MEMBER SIZES MAY BE FULL-SIZE OR NONSTANDARD RELATIVE TO CURRENT PRACTICE. PROVIDE
FULL-SIZE CURED, OR CUT NEW STRUCTURAL WOOD TO MATCH WHERE INDICATED. DO NOT FUR OUT TO MAKE UP
GAPS BETWEEN NEW STRUCTURAL MEMBERS OR SHEATHING UNLESS SPECIFICALLY DETAILED OR NOTED.
2”
1 1/2"
3"
2”
1 1/2"
MINIMUM CONCRETE COVER OF REINFORCEMENT SCHEDULE
CONDITION
INTERIOR RAISED SLABS AND INTERIOR WALL FACES
INTERIOR COLUMNS AND BEAMS
OTHER INTERIOR CONCRETE, #11 BARS AND SMALLER
FORMED AND EXPOSED TO SOIL OR WEATHER,
#6 BARS AND LARGER:
#5 BARS AND SMALLER:
CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL
STRUCTURAL SLAB-ON-GRADE,
FROM BOTTOM OF SLAB:
FROM TOP OF SLAB:
SEE ESR
26049
25966
ADHEVISE
ANCHOR TO
GROUTED CMU
25620
26050
FIBER-REINFORCED
POLYMER (FRP)
SYSTEMS
REINFORCEMENT
BAR TERMINATOR
25342
25347
24507
REINFORCEMENT
BAR COUPLER
02725
25860
WELDED STUD
25979
25560
SCREW ANCHOR TO
GROUTED CMU
(≥ 1/4” DIAM)
25577M
25864
25831
25936
EXPANSION
ANCHOR TO
GROUTED CMU
25675
22668
25469
SHOTPIN
25975
SCREW ANCHOR
TO CONCRETE
(≤ 3/16” DIAM)
25897
25741
25808
SCREW ANCHOR
TO CONCRETE
(≥ 1/4” DIAM)
25964
26028
-
26035
25960
NA
ADHESIVE
ANCHOR TO
CONCRETE
NA
25831
25891
STRUCTURAL PRODUCT SCHEDULE
LARR
EXPANSION
ANCHOR TO
CONCRETE
25815
25893
REINFORCING STEEL
1. PLACING TOLERANCES AND BAR SUPPORTS SHALL CONFORM TO THE “MANUAL OF STANDARD PRACTICE” FOR
REINFORCED CONCRETE CONSTRUCTION, BY CONCRETE REINFORCING STEEL INSTITUTE (CRSI).
2. ALL REINFORCING BAR (REBAR) STEEL SHALL BE DEFORMED ROUND BARS CONFORMING TO ASTM A615 OR ASTM A706,
GRADE 60.
3. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A1064. ADJACENT WWF SHEETS SHALL BE LAPPED 12 INCHES
MINIMUM.
4. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN POSITIONS INDICATED. CHAIRS OR BOLSTERS
WHICH BEAR AGAINST FORMS FOR EXPOSED SURFACES SHALL BE GREY COLORED PLASTIC COATED STEEL OR
STAINLESS STEEL.
5. REINFORCING BARS SHALL BE KEPT CLEAN AND FREE OF OIL, GREASE AND LOOSE RUST OR MILL SCALE.
6. BEND REINFORCING BARS COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT.
7. ALL REINFORCING SHALL BE CONTINUOUS UNLESS NOTED OTHERWISE, WITH CONTACT LAP SPLICES PER THE TYPICAL
DETAILS OR AS SHOWN.
8. PROVISION FOR LAP SPLICES OR DOWELS SHALL BE PROVIDED ACROSS ALL CONSTRUCTION JOINTS AND SHALL BE THE
SAME GRADE, SIZE AND SPACING AS REINFORCING CONTINUING BEYOND UNLESS NOTED OTHERWISE. IN LIEU OF
SPLICES OR DOWELS, THE CONTRACTOR MAY SUBMIT FOR SEOR APPROVAL THE LOCATION AND MANUFACTURER DATA
OF FORMSAVERS OR COUPLERS PRIOR TO THEIR USE.
9. ALL BENDS WITHIN HOOKS, STIRRUPS, HOOPS AND CROSS-TIES SHALL ENGAGE A LONGITUDINAL BAR, PROVIDE A #5
CONTINUOUS BAR WHERE ONE IS NOT SPECIFICALLY DETAILED.
10. CLEARANCE BETWEEN PARALLEL BARS, OR BARS AND CONSTRUCTION JOINTS SHALL BE NOT LESS THAN THE SMALLER
OF 1 INCH, 1 BAR DIAMETER, OR THE MAXIMUM AGGREGATE SIZE. UNLESS NOTED OTHERWISE, BARS IN PARALLEL
LAYERS SHALL BE PLACED IN ALIGNMENT WITH ONE ANOTHER.
11. MAINTAIN A MINIMUM COVER FROM FACE OF CONCRETE TO EDGE OF REINFORCEMENT PER THE MINIMUM CONCRETE
COVER OF REINFORCEMENT SCHEDULE OR AS DETAILED. PROVIDE THE LARGEST COVER REQUIRED FOR ALL
APPLICABLE CONDITIONS AND BAR SIZES. WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
LONGITUDINAL BARS IS ADEQUATE.
12. THE FOLLOWING REINFORCEMENT SHALL CONFORM TO ASTM A706:
a. REINFORCEMENT TO BE WELDED.
b. LONGITUDINAL COLUMN AND BEAM REINFORCEMENT IN DESIGNATED MOMENT FRAMES.
c. VERTICAL REINFORCEMENT AT INTERSECTIONS AND ENDS OF DESIGNATED
CONCRETE SHEAR WALLS ENCLOSED IN TIES.
3/4" CLRCLEARANCE FROM METAL DECK
ESR-4143
ESR-3200
ER-0281
ESR-2103
ESR-2606
ESR-2495
ESR-2746
ER-0129
ESR-2856
ESR-2907
ESR-3056
ESR-1056
ESR-0677
ESR-2818
ESR-2502
ER-0240
ESR-2269
ESR-1799
ESR-2138
ESR-2202
ESR-3027
ESR-2713
ESR-2526
ESR-3187
ESR-3814
ESR-4027
ESR-3298
ER-0263
ESR-4057
ESR-4266
ESR-2502
ESR-3037
ESR-2746
ER-0188
HILTI HIT-HY 270
DEWALT/POWERS AC100+ GOLD
SIMPSON AT-XP
FYFE TYFO FIBRWRAP
STRUCTURAL TECH V-WRAP
DAYTON BAR LOCK L-SERIES
HRC 500/510 XTENDER
LENTON
NELSON SHEAR CONNECTOR STUDS
NELSON D2L DEFORMED BAR ANCHOR
HILTI KWIK HUS-EZ
SIMPSON TITEN HD
HILTI KWIK BOLT 1
DEWALT/POWERS STUD+ SD1
DEWALT/POWERS STUD+ SD4, SD6
SIMPSON STRONG-BOLT 2
HILTI LOW-VELOCITY X-U
ITW RAMSET POWER-DRIVEN
SIMPSON POWDER-ACTUATED
ITW RED HEAD TAPCON
HILTI KWIK HUS-EZ, -EZ 1
SIMPSON TITEN HD
DEWALT/POWERS WEDGE-BOLT+
HILTI HIT-HY 200
HILTI HIT-RE 500-V3
DEWALT/POWERS AC200+
DEWALT/POWERS PURE110+
SIMPSON AT-XP
SIMPSON SET-3G
HILTI KWIK BOLT TZ2
DEWALT/POWERS-STUD+ SD2
SIMPSON STRONG-BOLT 2
HRC 555/670 HEADED REINF. BARS
LENTON TERMINATOR
ICC / IAPMOPRODUCTTYPE
MIN.COVER
1”
1 1/2"
3/4"
STRUCTURAL CONCRETE
1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI 318 AND ACI 301 LATEST EDITION AND THE
CONSTRUCTION DOCUMENTS.
2. CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C94. QUANTITIES OF MATERIALS SHALL BE CERTIFIED BY A
LICENSED WEIGHT-MASTER.
3. RETAIN AN APPROVED TESTING LABORATORY, ACCEPTABLE TO THE OWNER, TO PREPARE CONCRETE MIX DESIGNS
ACCORDING TO GOVERNING CODE AND THE CONSTRUCTION DOCUMENTS. ALL CONCRETE MIXES SHALL BE STAMPED
AND SEALED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO
CONCRETE PLACEMENT. NEW MIX DESIGNS ARE REQUIRED WHEN THERE IS A CHANGE IN MATERIALS BEING USED. MIX
DESIGNS SHALL CLEARLY STATE THE INTENDED LOCATION FOR USE.
4. CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS INDICATED ON THE CONCRETE
SCHEDULE. ALL CONCRETE TEST REPORTS SHALL BE SUBMITTED TO THE SEOR WITHIN 7 DAYS AFTER TESTING.
5. AGGREGATE SHALL BE HARDROCK FOR NORMAL WEIGHT CONCRETE (NWC) CONFORMING TO ASTM C33. THE UNIT
WEIGHT OF NWC SHALL HAVE AN AIR-DRY EQUILIBRIUM DENSITY OF 145 ± 5 PCF. THE UNIT WEIGHT OF NWC SHALL BE
CONFIRMED BY THE MIX DESIGN AND DOES NOT REQUIRE TESTING UNO.
6. AGGREGATE FOR SAND LIGHT WEIGHT CONCRETE (LWC) SHALL CONFORM TO ASTM C330. UNIT WEIGHT OF LWC SHALL
NOT EXCEED 115 PCF MEASURED AIR-DRY EQUILIBRIUM DENSITY PER ASTM C567, OR 110 PCF MEASURED OVEN-DRY.
THE UNIT WEIGHT OF LWC SHALL BE LAB TESTED FOR EACH MIX DESIGN AND AGGREGATE SOURCE.
7. COARSE AGGREGATE WITH A MAXIMUM SIZE OF 1/2 INCH OR LESS SHALL BE CRUSHED STONE.
8. PORTLAND CEMENT TYPE SHALL BE AS SPECIFIED IN THE CONCRETE SCHEDULE AND CONFORM TO ASTM C150, LOW
ALKALI.
9. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS F MAY BE USED AS A PARTIAL SUBSTITUTION FOR
PORTLAND CEMENT UP TO A MAXIMUM OF 25% TOTAL CEMENTITIOUS MATERIAL BY WEIGHT WHEN THE MIX DESIGN IS
PROPORTIONED BY FIELD EXPERIENCE OR TRIAL MIXTURES.
10. WATER USED IN MIX SHALL BE POTABLE OR NONPOTABLE RECLAIMED/RECYCLED, CONFORMING TO ASTM C1602. PRIOR
TO MIXING, FREE MOISTURE CONTENT OF AGGREGATES SHALL BE MEASURED, RECORDED, AND MIX WATER QUANTITY
ADJUSTED ACCORDINGLY. MIX WATER AND FREE MOISTURE ON AGGREGATES SHALL NOT CONTAIN CHLORIDES OR ANY
OTHER DELETERIOUS OR ODOROUS COMPOUNDS.
11. ADMIXTURES, WHERE USED FOR WATER REDUCTION AND SETTING TIME MODIFICATION SHALL CONFORM TO ASTM C494,
SUPERPLASTICIZER SHALL CONFORM TO ASTM C1017.
12. SHRINKAGE REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, AND WHERE USED SHALL BE GRACO ECLIPSE,
EUCLID EUCON SRA, SIKA CONTROL, OR APPROVED EQUAL. SPECIFIED MAXIMUM SHRINKAGE RATES SHALL BE LAB
TESTED PER ASTM C157 FOR EACH MIX DESIGN AND AGGREGATE SOURCE.
13. WHERE SPECIFIED, AIR CONTENT SHALL BE SAMPLED AT THE POINT OF DISCHARGE AND FIELD TESTED PER ASTM C231,
PRESSURE METHOD.
14. UNLESS OTHERWISE SPECIFIED, CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 5 INCHES WITHOUT ADMIXTURES, AND A
MAXIMUM OF 8 INCHES WHERE WATER REDUCTION OR SUPERPLASTICIZER ADMIXTURES ARE USED. SLUMP SHALL BE
MEASURED PER ASTM C143 AT THE POINT OF DELIVERY WITH TOLERANCES PER ASTM C94. SELF CONSOLIDATING
CONCRETE SHALL HAVE A MAXIMUM SPREAD OF 26 INCHES AS MEASURED PER ASTM C1611.
15. FOR LIGHT WEIGHT CONCRETE SLABS AND FILL OVER DECK, MAXIMUM AIR CONTENT SHALL BE 3 PERCENT AND MAXIMUM
SLUMP SHALL BE 5 INCHES, MEASURED WITH ADMIXTURES.
16. USE PLACEMENT AND FINISHING PROCEDURES THAT PREVENT DELAMINATION, BLISTERING OR OTHER SURFACE
DEFECTS.
17. NONSHRINK OR DRYPACK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI, AND SHALL BE
MASTERFLOW 713, EUCON NS GROUT, SIKA GROUT 212, OR APPROVED EQUAL. FOR THICK GROUT LAYERS AND LARGE
VOLUME PLACEMENTS FOLLOW MANUFACTURER’S GUIDELINES, WHICH MAY INCLUDE THE ADDITION OF WASHED
COARSE AGGREGATE AND POUR SEQUENCING. UNDER BASE PLATES LARGER THAN 6 SQUARE FEET, USE MASTERFLOW
928 OR OTHER APPROVED HI-FLOW GROUT.
18. THE USE OF CONSTRUCTION JOINTS (CJ) AT LOCATIONS NOT SHOWN ON THE PLANS AND DETAILS SHALL BE APPROVED
BY THE SEOR PRIOR TO PLACEMENT OF CONCRETE. CJ’S SHALL BE USED WHENEVER CONCRETE PLACEMENT IS
INTERRUPTED FOR MORE THAN 30 MINUTES. HORIZONTAL/FLAT CJ’S MAY BE UNFORMED, VERTICAL CJ’S SHALL BE FULLY
FORMED WITH SHEAR KEYS. CJ’S SHALL BE CLEANED, LAITANCE REMOVED, AND ROUGHENED TO AN AMPLITUDE OF 1/4
INCH BY REMOVING THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX.
IMMEDIATELY BEFORE NEW CONCRETE IS PLACED CJ’S SHALL BE WETTED AND STANDING WATER REMOVED.
19. PIPES, DUCTS OR CONDUIT SHALL NOT BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED ON THE
STRUCTURAL DRAWINGS. PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS.
20. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ALL MOULDS, REVEALS, GROOVES, CHAMFERS, DRIPS,
ORNAMENTS AND OTHER FINISH REQUIREMENTS. UNLESS OTHERWISE NOTED, EXPOSED CORNERS OF SLABS, BEAMS,
WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4 INCH CHAMFER STRIPS OR 1/2 INCH RADIUS TOOLED EDGE.
21. ALL DOWELS, ANCHORS AND OTHER EMBEDMENTS TO BE SET IN CONCRETE OR GROUT SHALL BE SECURED IN POSITION
PRIOR TO PLACEMENT, NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE
ALLOWED. THE CONTRACTOR SHALL COORDINATE WITH CONTRACT DOCUMENTS AND DISCIPLINES ITEMS SUCH AS;
REINFORCEMENT, ANCHORS, INSERTS, HANGERS, NOSING, GUARDS, ELECTRICAL GROUNDS, INTEGRAL FRAMES, ETC.
22. CONCRETE AND GROUT MAINTAINED BETWEEN 50 TO 90 DEGREES FAHRENHEIT AND IN A MOIST, WIND SHELTERED
CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT DOES NOT REQUIRE A WRITTEN PROTECTION PLAN. WHERE
REQUIRED BY WEATHER AND SITE CONDITIONS, THE CONTRACTOR SHALL FOLLOW AN APPROVED COLD- OR HOT-
WEATHER PROTECTION PLAN COMPLYING WITH ACI 306.1 / 301.
23. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE MUST REACH AN UNCONFINED
COMPRESSION STRENGTH OF 2000 PSI MINIMUM AS DETERMINED BY CYLINDER TESTING, AND MUST BE ALLOWED TO
CURE FOR A MINIMUM OF 3 DAYS.
24. REVIEW MANUFACTURER REQUIREMENTS FOR OVERLAYMENTS, FINISHES AND FLOORING SYSTEMS TO BE APPLIED TO
CONCRETE AS THESE MAY BE MORE RESTRICTIVE.
25. STYROFOAM VOID FILLER SHALL BE A DOW BUILDING SOLUTIONS PRODUCT “BLUE BOARD” TYPE OR APPROVED EQUAL
WITH PROPERTIES APPROPRIATE FOR THE CONDITIONS OF USE.
CONCRETE SCHEDULE NOTES:
1. PORTLAND CEMENT TYPE.
2. INDICATES NORMAL WEIGHT CONCRETE (NWC). OR SAND LIGHT WEIGHT CONCRETE (LWC).
3. MINIMUM 28-DAY CYLINDER COMPRESSIVE STRENGTH IN PSI.
4. MAXIMUM WATER TO CEMENTITIOUS MATERIAL RATIO, INCLUDING FREE
MOISTURE ON AGGREGATES.
* 0.45 MAXIMUM W/C RATIO REQUIRED FOR CONCRETE RECEIVING ADHESIVE FINISHES.
5. MAXIMUM AGGREGATE SIZE, SEE ACI 318 FOR ADDITIONAL REQUIREMENTS INCLUDING GRADATION.
6. MAXIMUM SHRINKAGE AT 28 DAYS.
0.05%
654321
STRUCTURAL CONCRETE SCHEDULE
SHRINKAGE
-
0.05%
0.05%
NEW WALL
IN-FILLS
ALL OTHER
CONCRETE
AGG SIZEW/C RATIOSTRENGTHTYPECEMENT LOCATION
1 1/2”0.454500NWCIIFOUNDATIONS
1” 0.45 SLAB-ON-GRADE NWC II 4500
NEW WALLS 1" 0.454000NWCII
1"0.45 3000NWCII
-1"0.553000NWCII
0.05%FILL OVER METAL
DECK 1" 0.453000LWCII
0.05%RAISED SLABS &
BEAMS 1" 0.454000NWCII
POST INSTALLED ANCHORS
1. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE FOLLOWING APPLIES TO ALL POST INSTALLED ANCHORAGE INTO
HARDENED CONCRETE OR MASONRY WHICH INCLUDES TYPES SUCH AS EXPANSION, WEDGE, SLEEVE, ADHESIVE/EPOXY,
SHOT-PIN, SCREW AND UNDERCUT.
2. INSTALL PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) EXCEPT AS OTHERWISE STATED IN THE
SPECIFIED PRODUCT REPORTS. USE INSTALLATION PROCEDURES FOR CRACKED CONCRETE CONDITIONS. DO NOT USE
CORE DRILL BITS FOR ANCHOR HOLES WITHOUT PRIOR SEOR APPROVAL. COPIES OF INSTALLATION INSTRUCTIONS SHALL
BE MAINTAINED ON SITE.
3. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT DRY INTERIOR LOCATIONS AND STAINLESS STEEL TYPE 304 OR 316 AT
EXTERIOR / DAMP INTERIOR LOCATIONS. DOWELS TO RECEIVE CONCRETE COVER MAY BE PLAIN CARBON STEEL.
ANCHORS SHALL BE CLEAN AND FREE OF DEBONDING SUBSTANCES.
4. UNLESS OTHERWISE NOTED, THE SPECIFIED EMBEDMENT REFERS TO THE FINAL INSTALLED EFFECTIVE DEPTH “Hef” AS
DEFINED IN THE PRODUCT REPORT. MINIMUM ANCHOR HOLE DEPTH FOR INSTALLATION MAY BE DEEPER. FOR EXPANSION
ANCHORS PROVIDE A MINIMUM ANCHOR HOLE DEPTH PER THE MPII, BUT NOT LESS THAN THE SPECIFIED EMBEDMENT +
THE SMALLER OF 1.5x DIAM OR 1 INCH. WHERE EMBEDMENT IS NOT SPECIFIED, PROVIDE AN EMBEDMENT DEPTH OF THE
SMALLER OF 8 TIMES THE ANCHOR DIAMETER AND 2/3 THE THICKNESS OF THE MEMBER THE ANCHOR IS PLACED INTO.
5. MAINTAIN A MINIMUM OF 2 INCHES FROM EXISTING REINFORCEMENT, CONDUIT, POST TENSIONING (WHERE OCCURS), ETC.
PRIOR TO DRILLING, CORING OR SHOOTING PINS INTO EXISTING CONCRETE OR MASONRY USE NON DESTRUCTIVE TESTING
TO LOCATE SUCH ITEMS. FOR INSTALLATION DEEPER THAN 3 INCHES USE GROUND PENETRATING RADAR OR X-RAY
METHODS.
6. WHERE THE SPECIFIED ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE PROVIDED, NOTIFY THE
SEOR AND lOR.
7. PATCH ABANDONED HOLES AND SPALLS USING NON-SHRINK GROUT AND REPAIR FINISHES AS REQUIRED. ANCHORS
PENETRATING THROUGH WATER PROOFING OR VAPOR MEMBRANES SHALL BE SEALED OR FLASHED.
8. INSTALL IN DRY CONCRETE OR MASONRY HAVING A MINIMUM AGE OF 21 DAYS UNLESS SPECIFICALLY APPROVED BY THE
SEOR.
9. ADHESIVE/EPOXY ANCHORS ON THIS PROJECT ARE NOT DESIGNED TO SUPPORT, OR INTENDED TO RESIST SUSTAINED
TENSION LOADS.
10. INSTALLERS PLACING OVERHEAD ADHESIVE ANCHORS SHALL BE CERTIFIED BY ACI OR APPROVED EQUIVALENT.
DO NOT PLACE POST INSTALLED ANCHORS IN CMU WITHIN 1 1/2” OF HEAD JOINTS OR INTO UNGROUTED CELLS UNLESS
SPECIFICALLY INDICATED ON THE STRUCTURAL DOCUMENTS.
STRUCTURAL CONCRETE CONT
No. 6250
FFOHSIB
RYAN W.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
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S0.2
GENERAL NOTES
07/23/24
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/16/24
CITY SUBMITTAL 07/23/24
3009 S Daimler St
11/18/2024
STEEL WELDING
1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO THE “CODE FOR WELDING IN
BUILDING CONSTRUCTION,” AMERICAN WELDING SOCIETY (AWS), D1.1 AND THE AISC "SPECIFICATION FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS”
2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TESTS, AND SHALL BE CERTIFIED
FOR THE WORK THEY ARE PERFORMING IN ACCORDANCE WITH THE AUTHORITY HAVING JURISDICTION.
3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH WELDING PROCEDURE SPECIFICATIONS (WPS)
SUBMITTED BY THE CONTRACTOR AND REVIEWED BY THE SEOR AND PROJECT WELDING INSPECTOR. THE WPS SHALL BE
IN ACCORDANCE WITH AWS D1.1-D1.4 CURRENT EDITION.
4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 USING E70XX ELECTRODES UNLESS OTHERWISE
NOTED.
5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING E90XX ELECTRODES.
6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AWS D1.3.
7. WHERE WELDED METAL DECK ATTACHMENTS ARE SPECIFIED TO STEEL SUPPORTS USE PUDDLE WELDS OR WELDED
STUDS SPACED AS NOTED. EFFECTIVE AREA OF PUDDLE WELDS SHALL BE NOT LESS THAN 1/2” EFFECTIVE DIAMETER AND
FOR SEAM WELDS NOT LESS THAN 3/8” WIDE BY 1” LONG.
8. WELDS SHALL BE TESTED PER AWS D1.1 WITH MAGNETIC PARTICLE TESTING AT A RATE OF 10% UNLESS NOTED
OTHERWISE.
9. ALL FULL PENETRATION WELDS SHALL BE TESTED PER AWS D1.1 WITH ULTRASONIC TESTING. ALL CJP GROOVE WELDS
SHALL BE ULTRASONICALLY TESTED IN MATERIAL 5/16" THICK OR GREATER. FILLET WELDS AND PARTIAL PENETRATION
SHALL BE TESTED BY MAGNETIC PARTICLE (MT) AT A RATE OF 40%.
10. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS, UNO. EXPOSED BUTT WELDS SHALL BE
GROUND SMOOTH.
11. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF
STANDARD PRACTICE, SECTION 10.
12. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR. THE CONTRACTOR SHALL DETERMINE THE
ACTUAL FIELD WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL ASSOCIATED COSTS WITHIN THE
BASE PRICE.
13. REMOVE ALL WELD TABS AND WELD BACKING BARS UNLESS NOTED OTHERWISE. WHERE BACKING IS REMOVED THE
WELD ROOT SHALL BE BACKGOUGED TO SOUND METAL AND FILLED WITH WELD METAL.
HIGH STRENGTH BOLTS
1. UNLESS NOTED OTHERWISE WHEN BOLTING STEEL COMPONENTS, BOLTS 3/4” DIAMETER AND LARGER SHALL BE ASTM
A325 / F1852 HIGH STRENGTH, BOLTS 5/8" DIAMETER AND SMALLER SHALL BE A307.
2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF THE "AISC
(RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS".
3. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 / F1852 OR ASTM A490 / F2280 AS INDICATED, TYPE 1 OR 3, NUTS
SHALL CONFORM TO ASTM A563 GRADE DH OR A194 GR 2H, AND WASHERS SHALL CONFORM TO ASTM F436 WITH GRADE,
TYPE AND FINISH TO MATCH THE SPECIFIED BOLT.
4. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED OTHERWISE. CONTACT SURFACES OF BOLTED
PARTS SHALL BE DESCALED AND FREE OF DIRT, OIL, BURRS, PITS, AND OTHER DEFECTS WHICH PREVENT SOLID SEATING
OF PARTS.
5. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO THE AISC SNUG TIGHT CONDITION UNLESS SPECIFIED AS SLIP-
CRITICAL (SC).
6. SLIP-CRITICAL BOLTS SHALL HAVE CLASS "A" FAYING SURFACES. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-
TENSIONED BY TURN-OF-NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING, TENSION CONTROL BOLT ASSEMBLIES
CONFORMING TO ASTM F1852 / F2280, OR BY DIRECT TENSION INDICATOR WASHERS CONFORMING TO ASTM F959.
7. HIGH STRENGTH BOLT ASSEMBLIES PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SPECIFIED AS ASTM A325 /
F1852 SHALL BE TYPE 1 GALVANIZED PER ASTM F2329 OR B695, AND ASTM A490 / F2280 SHALL BE TYPE 3 PLAIN WITH
GRADE DH3 NUTS.
STRUCTURAL STEEL SCHEDULE
62
65
58
60
60
58
-
35
-
36
B7
-
58
58
36 OR 55 WELDABLE
A
36
50
B
-
A193
A36
F1554
A307
A53
A1085
HIGH STRENGTH ROD
THREADED RODS
ANCHOR ROD, ANCHOR BOLTS
MACHINE BOLTS
PIPE
WHEN NOTED AS GR 50
50
46
50
65
36
C
C
65
-
-
A500
A500
A572
A36
MIN Fu
(ksi)
MIN Fy
(ksi)GRADEASTM
ROUND
SQUARE OR RECTANGULAR
HOLLOW STRUCTURAL SECTION (HSS)
WHEN NOTED AS GR 65
58
A992 65
TYPICAL UNO
PLATE, ANGLE & CHANNEL (PL, L, C, MC)
WIDE FLANGE (W, M, & S) & TEE
SHAPE
62
1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATIONS AND
STANDARDS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AS CONTAINED IN THE LATEST EDITION OF
"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AISC 360, AND “CODE OF STANDARD PRACTICE FOR STEEL
BUILDINGS AND BRIDGES” AISC 303.
2. STEEL TYPE SHALL BE AS SPECIFIED IN THE STRUCTURAL STEEL SCHEDULE UNLESS NOTED OTHERWISE.
3. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF STEEL CONSTRUCTION" AND SHALL BE
SUBMITTED ON SHOP DRAWINGS FOR REVIEW BY SEOR PRIOR TO FABRICATION.
4. FABRICATOR SHALL BE LICENSED IN CONFORMANCE WITH THE BUILDING CODE AND IN ACCORDANCE WITH THE
AUTHORITY HAVING JURISDICTION. ANY FABRICATOR SUPPLYING MORE THAN 1 TON OF STEEL SHALL BE AISC CERTIFIED.
5. ALL STRUCTURAL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT DIP
GALVANIZED PER ASTM A123 AFTER FABRICATION UNLESS A WEATHER PROOF COATING IS SPECIFIED. STEEL IN CONTACT
WITH TREATED WOOD SHALL BE GALVANIZED. STAINLESS AND WEATHERING STEELS WHERE SPECIFIED ARE EXEMPT.
6. BOLT AND THREADED ROD ASSEMBLIES PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT DIP
GALVANIZED PER ASTM F2329 UNLESS A FIELD APPLIED WEATHER PROOF COATING IS SPECIFIED. GALVANIZED NUTS ARE
TO BE OVERTAPPED WHERE REQUIRED TO AVOID STRIPPING. GALVANIZED BOLT ASSEMBLIES SHALL BE LUBRICATED AND
TESTED PRIOR TO SHIPMENT. ALL THREADED COMPONENTS OF FASTENER ASSEMBLY SHALL BE GALVANIZED USING THE
SAME PROCESS.
7. COATED STEEL SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND REPAIRED AS REQUIRED.
8. USE THE APPROPRIATE NUT AND WASHER TYPE, GRADE AND FINISH FOR THE SPECIFIED BOLT. BOLTS WITH UPSET
THREADS ARE NOT ALLOWED UNLESS EXPLICITLY SPECIFIED. PROVIDE ASTM A194 GR 2H NUTS WITH ASTM A193 GR B7
THREADED ROD.
9. PLACE NONSHRINK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING LOADS. INDICATE GROUT
VENT HOLES ON SHOP DRAWINGS WHERE REQUIRED. PRIMED OR PLAIN STEEL TO BE IN DIRECT CONTACT WITH
NONSHRINK GROUT SHALL BE CLEANED TO BARE METAL BEFORE GROUTING.
10. FOR STEEL EMBEDDED IN CONCRETE OR MASONRY WHICH WILL INTERFERE WITH CONTINUOUS REINFORCING BARS,
REQUEST CLARIFICATION FROM THE SEOR WHETHER TO PROVIDE HOLES FOR PASSAGE. DO NOT CUT HOLES IN
STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR.
11. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL STEEL FEATURES SUCH AS TABS, STUDS, WEEP HOLES OR OTHER
ITEMS NOT SHOWN.
12. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE,
SECTION 10.
13. WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL COMPLY WITH ASTM A108 OR A496 TYPE C BY
NELSON, OR
EQUIVALENT, AND WELDED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS SO AS
TO FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR.
14. EMBEDDED ENDS OF ANCHORS IN CONCRETE OR GROUTED CMU SHALL BE HEADED OR HAVE DOUBLE NUTS LOCKED
AGAINST EACH OTHER, UNO ON DRAWINGS.
MATERIALS AND SYMBOLS
LFRS STEEL LATERAL FORCE
RESISTING SYSTEM, SEE SHEET
S001 AND SPECIFICATIONS
SHEET REFERENCE
SECTION OR DETAIL
FULL HEIGHT SECTION
WALL OR FRAME ELEVATION
FINISH ELEVATION
SHEET REFERENCE
NUMBER REFERENCE
SHEET REFERENCE
NUMBER REFERENCE
REFER TO PLANS
FOR DATUM
NUMBER REFERENCE
MATERIALS
CONCRETE
CONCRETE BLOCK
EARTH
SYMBOLS
STEEL
1. DESIGN, FABRICATION AND ERECTION OF COLD-FORMED STEEL FRAMING SHALL CONFORM TO THE CURRENT CBC
ADOPTED EDITION OF THE SPECIFICATIONS AND STANDARD OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), AS
CONTAINED IN THE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", INCLUDING
ALL APPLICABLE AMENDMENTS.
2. ALL COLD-FORMED STEEL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE
INSTALLED AND LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE. ALL
COLD-FORMED STEEL FRAMING SHALL BE BRACED AS REQUIRED BY SECTION D3 OF THE AISI SPECIFICATION.
3. COLD-FORMED STEEL GRADES (ASTM A1003):
18 GA (43 MILS) OR THINNER.........................................................................................................................GRADE 33 (Fy = 33 KSI)
16 GA (54 MILS) AND THICKER.......................................................................................................................GRADE 50 (Fy = 50 KSI)
4. SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS AND SPECIFICATIONS TO THE SEOR AND AOR FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION.
5. COLD-FORMED STEEL STUDS AND TRACKS ARE TO BE ATTACHED WITH SHEET METAL SCREWS (SMS) WITH SIZES
CALLED OUT ON THE DETAILS. PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHALL NOT BE LESS THAN 3
EXPOSED THREADS. SCREWS ARE TO BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW
MANUFACTURER'S RECOMMENDATIONS. SHEET METAL SCREWS SHALL COMPLY WITH ASTM C1513, SELF-DRILLING
AND TAPPING TYPE, WITH PANCAKE FRAMER HEAD TYPE FOR #10 SMS AND HEX WASHER HEAD TYPE FOR #12 AND #
14 (1/4"Ø) SMS UNLESS NOTED OTHERWISE.
6. COLD-FORMED STUD MEMBERS SHALL BE UNPUNCHED WHERE USED FOR THE FOLLOWING: HEADERS AND SILLS OF
OPENINGS WIDER THAN 3'-0", AND BUILT-UP BOX AND BACK-TO-BACK SECTIONS. PUNCH-OUTS SHALL BE LOCATED IN
THE CENTER OF THE WEB WITH A MINIMUM SPACING OF 24"OC, HAVE A MAXIMUM WIDTH OF HALF THE MEMBER
DEPTH OR 2 1/2", WHICHEVER IS LESS, AND A MAXIMUM LENGTH OF 4 1/2". THE MINIMUM DISTANCE BETWEEN THE
END OF THE MEMBER AND THE NEAR EDGE OF THE PUNCH-OUT SHALL BE 12".
WELDING OF LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) D1.3.
COLD-FORMED STEEL FRAMING STRUCTURAL STEEL
No. 6250
FFOHSIB
RYAN W.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
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S0.3
GENERAL NOTES
07/23/24
ABBREVIATIONS
A
AB ANCHOR BOLT
ADDL ADDITIONAL
ADJ ADJACENT
AFF ABOVE FINISH FLOOR
ALT ALTERNATE
ARCH ARCHITECT(URAL)
B
BLDG BUILDING
BLKG BLOCKING
BM BEAM
BN BOUNDARY NAILING
BO BOTTOM OF
BOTT, (B) BOTTOM
BTWN BETWEEN
C
C CAMBER
CIP CAST IN PLACE
CJ CONTROL/CONSTRUCTION JOINT
CJP, CP COMPLETE JOINT PENETRATION
CL CENTERLINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
CTR(D) CENTER(ED)
CY CUBIC YARDS
D
DB BAR DIAMETER
DBL DOUBLE
DC DEMAND CRITICAL
DEMO DEMOLISH, DEMOLITION
DIA, DIAM DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DO DITTO
DWG DRAWING
E
EA EACH
EF EACH FACE
EJ EXPANSION JOINT
ELEC ELECTRICAL
ELEV ELEVATION, ELEVATOR
EMBED EMBEDMENT
EN EDGE NAIL
EO EDGE OF
EQ EQUAL
EQUIP EQUIPMENT
ES EACH SIDE
EW EACH WAY
EXIST, (E) EXISTING
EXP EXPANSION
EXT EXTERIOR
F
FLR FLOOR
FN FIELD NAILING
FND FOUNDATION
FO FACE OF
FS FAR SIDE
FT FOOT, FEET
FTG FOOTING
G
GA GAUGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
GLBM, GB GLUED-LAMINATED BEAM
GR GRADE
GRBM GRADE BEAM
H
HK HOOK
HORIZ HORIZONTAL
HS HIGH STRENGTH
HSS HOLLOW STRUCTURAL SECTION
HT HEIGHT
I
ID INSIDE DIAMETER
IN INCH
INT INTERIOR
ABBREVIATIONS
J
JT JOINT
K
K, KIP(S) KILOPOUND
KLF KIPS PER LINEAR FOOT
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
L
L ANGLE
LB, LBS POUND(S)
LF LINEAR FEET
LFRS LATERAL FORCE RESISTING SYSTEM
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
M
MAX MAXIMUM
MB MACHINE BOLT
MECH MECHANICAL
MFR MANUFACTURE
MIN MINIMUM
MW MEDIUM WEIGHT
N
(N) NEW
NDT NON-DESTRUCTIVE TESTING
NS NEAR SIDE
NTS NOT TO SCALE
NW(C) NORMAL WEIGHT (CONCRETE)
O
OC ON CENTER
OD OUTSIDE DIAMETER
OH OPPOSITE HAND
OPP OPPOSITE
P
PAF, PDF POWDER DRIVEN/POWER ACTUATED
FASTENER
PJP, PP PARTIAL JOINT PENETRATION
PL PLATE
PLF POUND PER LINEAR FOOT
PSF POUND PER SQUARE FOOT
PSI POUND PER SQUARE INCH
PT PRESSURE TREATED WOOD,
POST/PRE-TENSIONED
R
R RADIUS
REF REFERENCE
REINF REINFORCING
REQD REQUIRED
S
(S)EOR (STRUCTURAL) ENGINEER OF RECORD
SC SLIP CRITICAL
SCHED SCHEDULE
SDS, SMS SELF-DRILLING / SHEET METAL SCREW
SFRS SEISMIC FORCE RESISTING SYSTEM
SIM SIMILAR
SN SILL NAILING
SOG SLAB ON GRADE
SPECS SPECIFICATIONS
SQ SQUARE
SS STAINLESS STEEL
STD STANDARD
STIFF STIFFENER
STL STEEL
STRUCT STRUCTURAL
SYM SYMMETRICAL
T
T&B TOP & BOTTOM
TO TOP OF
TYP TYPICAL
U
UNO UNLESS NOTED OTHERWISE
V
VERT VERTICAL
VIF VERIFY IN FIELD
W
W/ WITH
W/O WITHOUT
WF WIDE FLANGE
WP WORK POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/16/24
CITY SUBMITTAL 07/23/24
3009 S Daimler St
11/18/2024
TYPICAL CARBON STEEL ANCHOR INSTALLATION DESIGN AND TEST VALUES
BOLT DIAMETER
MIN. EMBEDMENT
MIN. HOLE DEPTH
3/8"
2"
2 5/8"
MIN MEMBER THICKNESS 4"
INSTALLATION TORQUE 25 FT-LBS
1/2"
2"
2 5/8"
4"
5/8"
3 1/8"
3 7/8"
5"
3/4"
3 3/4"
4 5/8"
6"
3 1/4"
4"
6"
4"
4 3/4"
6"
4 3/4"
5 3/4"
8"
40 FT-LBS 60 FT-LBS 110 FT-LBS
ANCHOR AT WALL OR SLAB
EMBEDMENT
1" MIN HOLE DEPTH
USE STEEL
PIECE AS
TEMPLATE
ANCHOR RELOCATION DETAIL
1 1/4" MIN
RELOCATE HOLE
SLIGHTLY 1/4
1/4 OPPOSITE
EDGES
EDGE OF STEEL PLATE
3" SQx1/4" PLATE
NOTE:
RELOCATE BOLT IF REQ'D
TO CLR REINF STEEL
CONC
UNLESS NOTED/ REFERENCED ON THE
DETAILS/DRAWINGS, THIS DETAIL CAN NOT
BE USED TO REPLACE CAST-IN-PLACE
ANCHORS WITHOUT PRIOR APPROVAL OF
THE STRUCTURAL ENGINEER.
INSTALLATION:
1. ALLOWABLE WEDGE ANCHOR TYPES: PER PRODUCT SCHEDULE.
2. UNO INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDED SPECIFICATIONS.
3. THE TABULATED INSTALLATION AND TEST VALUES PERTAIN TO USE IN HARDROCK CONCRETE, LIGHT-WEIGHT
CONCRETE AND CONCRETE FILL OVER METAL DECK. CONCRETE FILL OVER METAL DECK SHALL CONSIST OF 20GA.
MIN. METAL DECK WITH EITHER HARD ROCK OR LIGHT WEIGHT CONCRETE. CONCRETE SHALL HAVE A MINIMUM
STRENGTH OF 3000 PSI.
4. WHEN INSTALLING DRILLED-IN ANCHORS IN NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION
TO AVOID CUTTING OR DAMAGING THE REINFORCING BARS OR OTHER EMBEDDED ITEMS SUCH AS
ELECTRICAL/TELECOMMUNICATIONS CONDUIT AND GAS LINES. WHEN INSTALLING DRILLED-IN ANCHORS INTO
PRESTRESSED CONCRETE (PRE OR-POST-TENSIONED). LOCATE TENDONS DURING INSTALLATION. MAINTAIN A
MINIMUM CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE DRILLED-IN ANCHOR.
5. DRILLED EXPANSION TYPE ANCHOR BOLTS SHALL BE USED ONLY WHERE DETAILED OR FOR ATTACHMENT OF MECH,
ELEC, OR MISC ACCESSORIES OR EQUIPMENT TO THE STRUCTURE.
6. WHERE EDGE DISTANCE AND SPACING IS NOT SHOWN ON DETAILS, REFER ICC ESR REPORT FOR MINIMUM VALUES.
EQEQ
LAP
18" MIN
SAWCUT AND REMOVE EXISTING
SLAB AS REQUIRED FOR
INSTALLATION OF UTILITY LINES
(E)SOG
CONCRETE SLAB SEE NOTE 5
4"
M
I
N
SEE NOTE 4
UTILITY LINE
AS REQUIRED
NOTES:
1. VERIFY IN FIELD ALL (E)INFORMATION.
2. SAW-CUTTING SHALL BE AVOIDED NEAR ANY OF THE (E)PAD FOOTINGS, GRADE BEAMS AND CONT FOOTINGS.
3. WHERE REPLACEMENT OF WATERPROOFING IS REQUIRED BELOW THE SLAB ON GRADE, SAW CUT AN
ADDITIONAL WIDTH OF SLAB ON GRADE AS REQUIRED WITHOUT DAMAGING THE EXISTING WATERPROOFING.
4. BACKFILL WITH CONTROLLED COMPACTED FILL OR LEAN CONCRETE AT CONTRACTOR'S OPTION OR PER
RECOMMENDATIONS FROM GEOTECHNICAL REPORT IF AVAILABLE.
5. REBAR TO MATCH (E)SIZE AND SPACING IN BOTH DIRECTIONS (#4@18"OC MIN). HOOK BARS WHERE LAP CANNOT
BE ACHIEVED. INSTALL REBAR IN EPOXY ADHESIVE PER TYPICAL EPOXY DETAIL. SPECIAL INSPECTION IS NOT
REQUIRED UNLESS NOTED ON THE PLANS.
6. FOR ANY SLAB ON GRADE SAW-CUTTING THAT IS NOT SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL
SUBMIT SHOP DRAWINGS TO THE ARCHITECT SHOWING LOCATION, WIDTH, DEPTH AND LENGTH OF TRENCH
PRIOR TO CUTTING THE SLAB. SIZE OF TRENCH WILL BE AS REQ'D BY ELECTRICAL OR PLUMBING.
2"
NEW OPENING IN EXISTING
SLAB OR WALL. REFER TO
ARCH DWGS FOR DIMENSIONS
CORE 4" DIA HOLE BEFORE
SAWCUTTING OPENING(TYP 4
CORNERS)
PLAN DETAIL SECTION
(E)FRAMED
SLAB OR WALL
LIMIT OF SAWCUT
(OVERCUTTING NOT
PERMITTED)
HAND CHIP TO FORM
NEAT CORNER IF REQ'D
NOTE:
UNLESS NOTED ON THE DWGS, THIS
DETAIL CAN NOT BE USED WITHOUT THE
APPROVAL OF ARCH & SEOR.
CUTTING
BLADE2"
PE
R
S
C
H
E
D
PER SCHEDPER SCHED
AL
L
A
R
O
U
N
D
1"
G
R
O
U
T
MASONRY CONCRETE ELEVATED SLAB OR
SLAB ON GRADE
HEADED STUD CAST IN PLACE ANCHORS
DIAMETER 1/4"
MIN EMBED UNO 2 1/2"
3/8"
3"
1/2"
4"
5/8"
4 1/2"
3/4"
5"
7/8"
6"
1"
7"
1 1/8"
8"
1 1/4"
9"
CAST IN PLACE ANCHOR NOTES:
1. ALL HORIZONTAL CAST IN PLACE ANCHORS SHALL BE HEADED STUDS
2. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF 2500 PSI
SLAB ONGRADE
BOTTOM OF EQUIPMENT
LEG W/ MOUNTING HOLES
ANCHOR PER SCHEDULE
13
S1.1
NOTE:
1. ANCHOR LAYOUT PER MANUFACTURER
2. DRILL OUT ANCHOR HOLE AS REQUIRED
ADIRECT CONNECTION
BRESTRAINT CONNECTION
SLAB ONGRADE
1 1/2" TYP
3/16
ALT TO SMS
EQUIPMENT
L3x2x1/4x0'-3" (LLH)
AT EACH CORNER
(MIN 4 TOTAL)
(3)-#10 SMS ATTACHMENT
ANCHORAGE PER SCHEDULE
CANCHORAGE CONNECTION
SLAB ONGRADE
3" MAX
13
S1.1
1 1/2" TYP
1"
M
A
X
3/8" A36 PLATE
3/8" A36 PLATE
SLAB ONGRADE
1 1/2" TYP
ANCHORAGE PER SCHEDULE 13
S1.1
ANCHORAGE PER SCHEDULE 13
S1.1
1" MIN
3/16 1"
REBAR SIZE,
ASTM A615
GRADE 60
1/2"
5/8"
MIN HOLE
DIAM
#3
#4
3/4"#5
1"#6
MIN
DEPTH
DOWEL
NOTES:
1. ALLOWABLE EPOXY TYPES: HILTI RE 500 V3 (ICC ESR-3814), HILTI HIT-HY 200 (ICC ESR-3187)
2. UNO INSTALL PER MANUFACTURER'S RECOMMENDED SPECIFICATIONS. HOLE SHALL BE THOROUGHLY CLEANED
AND ANCHOR SHALL BE FREE OF ANY MATERIAL THAT SHALL IMPAIR BOND TO CONCRETE.
3. THE TABULATED INSTALLATION AND TEST VALUES PERTAIN TO USE IN HARDROCK CONCRETE WITH A MINIMUM
STRENGTH OF 3,000 PSI.
4. WHEN INSTALLING DRILLED-IN ANCHORS IN NON-PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION
TO AVOID CUTTING OR DAMAGING THE REINFORCING BARS OR OTHER EMBEDDED ITEMS SUCH AS
ELECTRICAL/TELECOMMUNICATIONS CONDUIT AND GAS LINES. WHEN INSTALLING DRILL-IN ANCHORS INTO
PRESTRESSED CONCRETE (PRE OR POST-TENSIONED), LOCATE TENDONS DURING INSTALLATION BY USING A NON-
DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION TO AVOID CUTTING OR
DAMAGING THE TENDONS DURING INSTALLATION. MAINTAIN A MINIMUM CLEARANCE OF ONE INCH BETWEEN THE
REINFORCEMENT AND THE DRILLED-IN ANCHOR.
5. DRILLED EPOXY ANCHORS SHALL BE USED ONLY WHERE DETAILED.
6. WHERE SPECIFIED ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE PROVIDED, NOTIFY
SEOR AND IOR PRIOR TO INSTALLATION.
7. SPECIAL INSPECTION REQUIRED PER CBC TABLE 1705.3.
8. INSTALLERS PLACING HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS ADHESIVE ANCHORS SHALL BE
CERTIFIED BY ACI OR APPROVED EQUIVALENT.
9. ALL TESTS SHALL BE PERFORMED IN THE PRESENCE OF THE SPECIAL INSPECTOR OR INSPECTOR OF RECORD.
10. FOR LOCATIONS WHERE TENSION TEST VALUES ARE NOT SPECIFIED IN THE DRAWINGS, CONSULT WITH THE SEOR.
11. TESTING OF EPOXY DOWELS AT JOINTS BETWEEN NEW AND EXISTING SLABS-ON-GRADE OR #3 BARS AT CONCRETE
CURBS IS NOT REQUIRED.
12. EPOXY DOWELS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR
INSTALLATION.
3"
4"
6"
12"
2.8 KIPS
4.4 KIPS
5.8 KIPS
8.5 KIPS
(PER SCHEDULE)
MIN DIAM OF HOLE
(PER SCHEDULE)
MINIMUM DEPTH
OF HOLE
FACE OF
EXISTING CONC
SLOPED HOLE
WHERE INDICATED
NOTES:
UNLESS NOTED/ REFERENCED ON THE
DETAILS/DRAWINGS, EPOXY ANCHORS
SHALL NOT BE USED TO REPLACE
CAST-IN-PLACE ANCHORS.
(TYP)
22.5°
THREADED ROD
DIAMETER,
ASTM A36
TENSION
TEST LOAD
MIN HOLE
DIAM
MIN
DEPTH
TENSION
TEST LOAD
#7
#8
#9
1 1/8"
1 1/4"
1 3/8"
16"
18"
21"
5/8"
3/4"
7/8"
1/2"
1"
1 1/4"
8"
10"
11 1/4"
11.7 KIPS
13.8 KIPS
23.0 KIPS
9/16"
11/16"
13/16"
15/16"
3 1/2"
4 1/2"
6"
6 3/4"
2.5 KIPS
4.3 KIPS
5.8 KIPS
9.0 KIPS
1 1/16"
1 5/16"
11.5 KIPS
19.4 KIPS
22.9 KIPS
3/8" 7/16"
db
EPOXY
EQUIPMENT ANCHORAGE SCHEDULE
UNIT ANCHOR BOLTS
DIA x EMBED QUANTITY REFERENCES UNIT WEIGHT
UNIT 1/2"Ø3" (6) TOTAL 800 LBS
UNIT
UNIT
(6) TOTAL
(6) TOTAL
12
S1.1
12
S1.1
12
S1.1
800 LBS
800 LBS
NOTE:
1. CURBS, ISOLATORS AND ALL CONNECTION REQUIRED FOR GRAVITY
AND LATERAL RESTRAINT PER MECHANICAL/ELECTRICAL CONTRACTOR
SEE MECHANICAL/ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
2. COORDINATE EXACT HEIGHT, WIDTH AND LOCATIONS OF EQUIPMENT AND
ANCHORS WITH MECHANICAL AND ELECTRICAL DRAWINGS
3. FOR ANCHORAGE SPECIFICATIONS REFER TO DETAILS THIS SHEET
NOTE: REFER TO MANUFACTURER CUT SHEETS FOR EXACT SPACING OF REQUIRED ANCHORS SHOWN IN TABLE ABOVE
13
27
84
1/2"Ø3"
1/2"Ø3"
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
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S1.1
TYPICAL CONCRETE
DETAILS
09/25/24
SCALE: NTS S1.1
TYPICAL CONCRETE POST-INSTALLED ANCHOR 2
DETAIL ID: CR-AB-01
SCALE: NTS S1.1
TYPICAL TRENCH AT (E) SLAB ON GRADE 6
DETAIL ID: CR-RETRO-07
SCALE: NTS S1.1
TYPICAL SAWCUT OPENING 7
DETAIL ID: CON-SOGD-01
SCALE: NTS S1.1
TYPICAL CAST IN PLACE ANCHOR 8
SCALE: 1" = 1'-0"S1.1
EQUIPMENT ANCHORAGE DETAIL 12
SCALE: 1" = 1'-0"S1.1
TYPICAL HILTI EPOXY DOWEL ANCHOR DETAIL 4
DETAIL ID: CON-HILTI-03
SCALE: 1" = 1'-0"S1.1
EQUIPMENT ANCHORAGE SCHEDULE 13
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/18/24
CITY SUBMITTAL 07/23/24
1 CITY RESUBMITTAL 09/24/24
1
3009 S Daimler St
11/18/2024
TYPICAL
JAMB STUDS 6"
M
A
X
OPEN
OPEN
CONTINUOUS
BRIDGING
TYPICAL
BRIDGING DETAIL
CONTINUOUS
BRIDGING @ 4'-0"
MAX TYP
STUD SIZE
PER PLAN
AND
SCHEDULE
NOTES:
1. USE 16 GA STUDS MINIMUM WHERE EQUIPMENTS, CABINETS, ELECTRICAL PANELS, ETC.
REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR
LOCATIONS.
2. ALL STUDS ARE 16" OC UNLESS NOTED OTHERWISE.
3. WHERE WALLS HAVE CABINETS/CASEWORK ON BOTH SIDES,
USE SPACING 12" OC WHERE 16" OC CALLED OUT.
4. BOTTOM TRACK SIZE AND GAGE TO MATCH WALL STUDS.
5. AT FULL HT TRACK FOR TYPE "C" JAMB, STOP TRACK 2" FROM FLOOR AND TOP TRACK TO AVOID
INTERFERENCE WITH SILL AND TOP TRACKS.
6. REFER TO ARCHITECTURAL SPECIFICATIONS AND DRAWINGS FOR WALL THICKNESSES.
7. CONTRACTOR MAY USE PRO-X HEADERS (IAPMO REPORT # 0286) AT INTERIOR NON-LOAD BEARING
CONDITIONS IN LIEU OF THIS DETAIL. FOLLOW ALL REQUIREMENTS AND ATTACH TO JAMB STUDS PER ICC
REPORT.
OH
TYP
TYP
WALL TYPE SIZE & SPACING Fy (ksi) MAX HT
4-LAYERS OF 5/8"
GYP TOTAL
3-LAYERS OF 5/8"
GYP TOTAL
2-LAYERS OF 5/8"
GYP TOTAL
1-LAYER OF 5/8"
GYP TOTAL (1)
600S200-54@24" OC
600S162-43@16" OC
400S250-54@12" OC
600S162-54@24" OC
600S162-43@16" OC
400S200-54@12" OC
400S162-54@24" OC
362S162-33@16" OC
362S162-33@12" OC
362S162-33@16" OC
362S162-33@24" OC
50
33
50
50
33
50
50
50
33
33
50
15'-0"
INTERIOR METAL STUD WALL ELEVATION
BOTTOM TRACK FASTENER SCHEDULE
INTERIOR PARTITIONS
TYPICALLY
0.145" DIA POWDER DRIVEN PINS
@ 32" OC OR 3/8" DIA ANCHORS
INTERIOR PARTITIONS
ADJACENT TO DEPRESSIONS
OR CURBS
3/8" DIA ANCHORS @ 48" OC
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
TOP TRACK
FULL HEIGHT
TOP TRACK
PARTIAL HEIGHT
BOTTOM TRACK
ANCHORAGE
SCHEDULE
B
A
C
A
TABLE NOTES:
1. WALL BRIDGING REQUIRED PER TYPICAL WALL BRIDGING DETAIL.
PUNCHOUT NO CLOSER
THAN DEPTH OF HEADER
TO CONNECTION (TYP)
C
D
MAX HEIGHT
(SEE NOTE 4)
MAXIMUM
OPENING WIDTH TYPE
JAMB SIZE
22'-0" OR LESS
INTERIOR WALL OPENING SCHEDULE SCHEDULE
A14'-0"
6'-0"
8'-0"
10'-0"
A2
A2
A3
STUD SIZE
TRACK SIZE
600S162-54
NONE
TYPE
SILL SIZE
B1
B1
B1
NA
STUD SIZE
TRACK SIZE
NONE
600T125-43
TYPE
HEADER SIZE
C2
C3
C3
C3
STUD SIZE
TRACK SIZE
600S200-54
(2) 600T200-43
(2)600S162-43
NONE 600T125-43
NONE
(2)600S182-54
NONE
NONE
600T125-43
600T200-54 600T200-54
600T200-54 600T200-54
600T200-54 600T200-54
600T200-54 600T200-54
600T200-43 600T200-43
600T200-54 600T200-54
600T200-54 600T200-54
600T200-43 600T200-43
600T200-43 600T200-43
600T200-43 600T200-43
600T200-43 600T200-43
JAMB ANCHOR NOTES
(2) 0.157Ø PSG W/3/4" EMBED OR
(1) 3/8"Ø POST INSTALLED
ANCHORS
(2) 0.157Ø PSG W/3/4" EMBED OR
(1) 3/8"Ø POST INSTALLED
ANCHORS
(2) 0.157Ø PSG W/3/4" EMBED OR
(1) 3/8"Ø POST INSTALLED
ANCHORS
(2) 0.157Ø PSG W/3/4" EMBED OR
(1) 3/8"Ø POST INSTALLED
ANCHORS
ONLY AT ROLL-UP
DOORS
22'-0" OR LESS
22'-0" OR LESS
22'-0" OR LESS
(3)600S182-68
NONE
N/A
N/A
(2) 600T162-43
(2) 600T200-43
(2) 600T162-43
(2) 600T200-43
(2) 1000S162-54
(2) 600T200-43
TYPETYPETYPE
UNPUNCHED
JAMB STUD
PARTIAL HEIGHT
STUD TRACK
PER SCHEDULE
UNPUNCHED
JAMB STUDS
UNPUNCHED
JAMB STUDS
1 2 3
INTERIOR JAMB STUD CONFIGURATION
FULL HEIGHT
STUD TRACK
PER SCHEDULE
A
TYPE
BACK-TO-BACK JAMB
STUDS PER DETAIL
6" LONG SECTION OF STUD ATTACHED
TO JAMB W/ (4)#10 SMS
WHERE FULL HEIGHT TRACK DOES NOT
OCCUR AT OPENING SIDE, CAP OPENING
SIDE OF JAMB WITH A SECTION OF TRACK.
EXTEND TRACK 12" PAST TOP AND BOTTOM
OF OPENING ATTACH TO JAMB W/ (1)#10
SMS@16"OC IN EACH LEG.
SILL TRACK
TYPE
ISOMETRIC SILL TO JAMB
1 2 &3
B
(2)#10 SMS@16" OC
(2)#10 SMS@16" OC
HEAD AS
REQUIRED
L1 1/2x1 1/2x 14 GA
STUD DEPTH W/ (2)#10 SMS
EACH LEG
FULL HEIGHT
JAMB STUDS
1TYPE
#10 SMS AT
EACH FLANGE
OF STUD
ATTACH EACH TRACK
TO STUD USING
(2)#10 SMS@16"OC
6" LONG SECTION OF STUD
ATTACHED TO JAMB
W/ (4)#10 SMS
CRIPPLE STUDS
#10 SCREW
TYP EACH FLANGE
HEADER PER
SCHEDULE
EQUAL1/2"
1/2"
3/4"
L1 1/2x1 1/2x14GA xSTUD DEPTH
W/ (3)#10 SMS EACH LEG
FULL HEIGHT JAMB STUDS
WHERE FULL HEIGHT TRACK
DOES NOT OCCUR AT OPENING
SIDE, CAP OPENING SIDE OF JAMB
WITH A SECTION OF TRACK.
EXTEND TRACK 12" PAST TOP AND
BOTTOM OF OPENING ATTACH TO
JAMB W/ (1)#10 SMS @12"OC IN
EACH LEG
ISOMETRIC HEADER TO JAMB
2TYPE
#10 SMS EACH
FLANGE
C
3/4"
1/2"
1/2"
EQUAL
(1)#10 SMS
(TYP) EACH FLANGE
HEADER PER
SCHEDULE
(2)#10 SMS
@8"OC
CRIPPLE STUDS
18GA MIN TRACK
W/ (3)#10 SMS EACH
FLANGE TO HEADER, AND
(6)#10 SMS FROM WEB TO
JAMB STUD
FULL HEIGHT JAMB STUDS
WHERE FULL HEIGHT TRACK DOES
NOT OCCUR AT OPENING SIDE, CAP
OPENING SIDE OF JAMB WITH A
SECTION OF TRACK.
EXTEND TRACK 12" PAST TOP AND
BOTTOM OF OPENING ATTACH TO
JAMB W/(1)#10 SMS@16"OC
IN EACH LEG
L1 1/2x1 1/2x14GA xSTUD DEPTH
W/ (3)#10 SMS EACH LEG
TOP AND BOTTOM 3TYPE
#10 SMS@8"OC
TOP TRACK CONFIGURATION
CL
R
3/
4
"
STRUCTURE
ABOVE
MA
X
12
"
TYPICAL
BRIDGING
TOP TRACK
PER SCHEDULE
WALL STUDS
PER SCHEDULE
NOTES:
1. NO CONNECTIONS OF ARCHITECTURAL FINISHES TO TOP TRACK.
2. DO NOT CONNECT STUDS TO TOP TRACK.
D
SPAN
(2)#10 SMS
EACH STUD
CONT. 16 GA TRACK
ATTACH DIRECTLY
TO STUD
#10 SMS EACH
LEG EACH
JOIST
CONT 150450-54
BRIDGING WITH
#10 SMS AT EACH
JOIST SEE
SCHEDULE
JOIST PER
SCHEDULE
(3) #10 SMS
TYPICAL ALTERNATE
CEILING JOIST
PER PLAN
1 TO 2 LAYERS BOARD
(2 - 5/8" MAX)STUDS
(3)#10 SMS SMS
EACH STUD
(2)#10 SMS BLOCKING
PER
METAL STUD
PER PLANXXXT150-54 CONT
TRACK W/ #10 SMS
EACH SIDE
ATTACHMENT TO TYP
BOARD WALL
JOIST CONTINUOUS
OVER TOP OF WALL
B
C
D
(2)#10 SMS CONT RIM JOIST
METAL STUD
PER PLAN
XXXT150-54 CONT
TRACK W/ #10 SMS
EACH SIDE
END BEARING
CONDITION AT TOP OF
WALL
E
CEILING JOIST SCHEDULE
SECTION
12
UNSUPPORTED MIDSPAN
JOIST SPACING JOIST SPACING
(in) ON CENTER (in) ON CENTER
16 12 16
Fy (ksi)
362S162-33 33
TABLE NOTE;
1. ONE LAYER OF 5/8" GYP BOARD WEIGHS 2.5 PSF
2. CONFIRM ALLOWABLE SPANS FOR FINISHES WITH ARCHITECT
A
9'-0" 8'-3" 12'-6" 11'-3"
400S162-33 33 10'-0" 9'-0" 13'-0" 12'-0"
600S162-33 33 16'-0" 14'-0" 18'-0" 16'-6"
INTERIOR STUD PER TYP
INTERIOR METAL STUD WALL
CONSTRUCTION DETAIL
ELEVATED DECK OR
SLAB ON GRADE- SEE
PLAN
3/8" DIA x 2" EMBED @ 4'-0" OC
PER TYPICAL POST INSTALLED
ANCHOR INTO CONCRETE
FILLED DETAIL
CURB CONDITION
NO CURB CONDITION
2 3/4"
9"
M
A
X
INTERIOR STUD PER TYP
INTERIOR METAL STUD WALL
CONSTRUCTION DETAIL
CURB AND REINFORCING PER
TYP CONCRETE PAD AND CURB
ON METAL DECK DETAIL
NOTE:
EMBEDMENT OF ANCHOR FOR
TRACK MEASURED FROM
BOTTOM OF CURB, NOT TOP
OF CURB
6" MIN
ELEVATED DECK OR SLAB
ON GRADE - SEE PLAN
No. 6250
FFOHSIB
RYAN W.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
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S1.2
STEEL STUD DETAILS
07/23/24
SCALE: 1/2" = 1'-0"S1.2
TYPICAL INTERIOR METAL STUD WALL CONSTRUCTION 4
DETAIL ID: CS-ISTUD-01
SCALE: 1" = 1'-0"S1.2
TYPICAL CEILING JOIST CONNECTION DETAIL 15
DETAIL ID: CS-STUD-23
SCALE: 1" = 1'-0"S1.2
TYPICAL METAL STUD ANCHORAGE DETAIL 16
DETAIL ID: CS-STUD-21
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/16/24
CITY SUBMITTAL 07/23/24
3009 S Daimler St
11/18/2024
3/8" DIA EXP ANCHOR
W/ 2" MIN EMBED
ELEVATION
SINGLE JAMB TO BOTTOM
TRACK PLAN VIEW
JAMB PER
SCHEDULE
BOTTOM
TRACK
3/
4
"
3/
4
"
DIST
3" MIN
EDGE
EQ
EQ
EDGE OF SLAB
WHERE OCCURS
BENT PL 14GAx3"x3"
W/ (4)#12 SMS TO JAMB
#10 SMS EACH SIDE
3/8" DIA EXP ANCHOR
W/ 2" MIN EMBED
ELEVATION
DOUBLE JAMB TO BOTTOM
TRACK PLAN VIEW
WHERE OCCURS
DOUBLE JAMB
PER SCHEDULE
BOTTOM
TRACK
BENT PL 14GAx3"x3"
W/ (4)#12 SMS TO JAMB, TYP
TYP
1 1/2"
TYP
1 1/2"
TYP
1 1/2"
TYP
1 1/2"
TYP
2"
CUT JAMB TRACK FLANGES AT
BOTTOM TRACK CONNECTION
STAGGER SMS
3/8" DIA EXP ANCHOR
W/ 2" MIN EMBED
ELEVATION
DOUBLE JAMB
PER SCHEDULE
BOTTOM
TRACK
BENT PL 14GAx6"x3" (LLH)
W/ (4)#12 SMS TO JAMB
4"
DOUBLE JAMB TO END OF
ZETRACK PLAN VIEW
WHERE OCCURS
1-1/2" x 1-1/2" x 20GA
x STUD DEPTH MINUS 1".
USE (2)#10 SMS EACH LEG
SOLID BLOCK FIT SNUG
IN EACH STUD BAY.
MATCH WALL STUD
SIZE AND GAUGE
WHERE PIPING/CONDUITS OCCUR,
PROVIDE 2"x 18GA STRAP EACH
SIDE OF WALL. LAP MIN 12" WITH
BLOCKING AT EACH END. USE
(4)#10 SMS TO BLOCKING
PIPE/CONDUIT
WHERE OCCURS
NOTE:
THIS DETAIL OCCURS WITH
DRYWALL INSTALLED ON ONE
SIDE OF WALL.
A
B
TRACK BLOCKING
(SIZE AND GAGE TO
MATCH STUD, TYP)
TRACK
BLOCKING
INVERTED
BEND SHOE IN OPPOSITE
DIRECTION ON ADJACENT
BLOCKING
BEND SHOE ON
TRACK BLOCKING
MIN 1 1/2" WITH
(2)#10 SMS EACH
SIDDE PER STUD
NOTE:
THIS DETAIL OCCURS WITH
DRYWALL INSTALLED ON ONE
SIDE OF WALL.
16GA CLIP TO BE ATTACHED
W/ (2)#10 SMS TO "CRC"
& (2)#10 SMS TO STUD
WHERE BRACING TERMINATES AT
BUILT-UP JAMB OR POST, EXTEND
"CRC INTO PUNCH-OUT. ATTACH
"CRC" TO JAMB OR POST WITH
16GA CLIP W/ (4)#10 SMS AT
PRE-PUNCHED HOLES
TYP LATERAL BRACING SPLICE USE:
(1) 12" LONG "CRC" INVERTED OVER
CENTER OF SPLICE W/(3) #10 SMS
ON EACH SIDE OF SPLICE
NOTES:
1. SIMPSON "SUBH" BRIDGING CONNECTORS MAY BE USED
AS ALTERNATES TO 16GA CLIPS AT STUDS.
16GA "CRC" (COLD ROLLED CHANNEL)
TO BE SPACED PER
TYPICAL JAMB
CORNER OR WALL
INTERSECTON
3 STUDS AT INTERSECTIONS
SAME SIZE AS ADJACENT
STUDS
INTERSECTION
CORNER
SMS @16" OC,
(TYP)
STUDS
PIPE OR CONDUIT
ANCHORS PER TYPICAL WALL
CONSTRUCTION DETAIL
BOTTOM
TRACK
TYP
6" MAX
ADDED
ANCHORS
EACH SIDE
(TYP)
SPLICE LOCATION
WHERE OCCURS
ELEVATION
W
NOTCH OR SPLICE PIPE OR CONDUIT PENETRATION
MAX
6"
PLAN
3" MAX
2" MIN
JAMB STUD
A
A
.ADDED ANCHORS
WHERE HOLE DIA IS
GREATER THAN W/3
(2)#10 SMS @ 12" OC
TYP (4" FROM ENDS)
AWALL PERENDICULAR
SUB PURLINS
NOTES:
1. NO CONNECTIONS OF ARCHITECTURAL FINESHES TO TOP TRACK.
2. DO NOT CONNECT STUDS TO TOP TRACK.
3. SEE TYPICAL WALL STUD DETAIL FOR REMAINDER OF INFORMATION.
B
TYPICAL
BRIDGING PL 14 GA x 4 x 1'-2"
MIN @ 16" OC w/ #
12 SMS (TYP)
TYPICAL STUDS
PER WALL ARCH
WALL PARALLEL
TO SUB PURLINS
NESTED SLIP
TRACK
PER .
(3)#10 SMS @ 12" OC
TYP (4" FROM ENDS)
BLOCK BOTH SIDES
WHERE WALL
OCCUR DIRECTLY
UNDER EXISTING
SUB PURLIN
(3)#10 SMS OR SELF TAPPING
SHEET METAL SCREWS
@ EACH STUD
362S162-54 STUDS
@16" OC MAX
BACK-TO BACK
362S162-54 STUD
@16" OC MAX
600S162-54. DO NOT CUT
FLANGES BETWEEN
SUPPORTING STUDS
(MIN LENGTH OF 3 BAYS)
CUT T&B FLANGES
OF TRACK AT EACH
STUD (TYP)
TYPICAL CONDITION
}
}
FOR MAX UP/DOWN
LOAD = 200# PLF
FOR MAX UP/DOWN
LOAD = 400# PLF
(3)#10 SMS@ EACH STUD
362S162-54 STUDS
@16" OC MAX
LIGHT EQUIPMENT CONDITION
6" (MIN) x 54 MIL CONT PLATE
(MIN LENGTH OF 3 BAYS)
(USE FOR ITEMS WITH WEIGHT UP TO 20#)
PLAN DETAIL A
EXTEND BACKING ONE
STUD BAY BEYOND EDGE
OF ATTACHEMENT ON
EACH SIDE
NO PENETRATION
IN BACKING WHERE
ATTACHMENT
OCCURS
NOTES:
BACKING CONT AT ALL CABINETS, SHELVING, TRACKBOARDS,
CHALK-BOARDS, WALL AFFIXED EQUIPMENT, PLUS FURNISHINGS,
TOILET FIXTURES, COUNTERS, DRINKING FOUNTAINS, ETC.
(MIN LENGTH OF 3 BAYS)
EQUIPMENT
'L'
'H'
16GA DEEP
LEG TRACK #8 SMS EA SIDE
4"x20 GA CH STUD
*.
FULL HT WALL OR
HANGING WALL
WALL PERPENDICULAR TO SUB PURLINS
16GA LEG
TRACK #8 SMS EA SIDE
4"x20 GA CH STUD
*.
WALL PARALLEL TO SUB PURLINS
31/32"45/64"
*PROVIDE DIAG BRACE WHERE HANGING WALL OR NON FULL HT WALL
OCCURS SEE TYP
(3)#10 SMS @ 12" OC
TYP (4" FROM ENDS)
BLOCK BOTH SIDES WHERE WALL
OCCUR DIRECTLY UNDER
EXISTING SUB PURLIN
(2)#10 SMS @ 12" OC
TYP (4" FROM ENDS)
"H"
1 1/2"x 1 1/2"x 16 GA ANGLE W/
#10 SMS EACH LEG TO
FRAMING TYP
1 1/2"x 1 1/2"x 16 GA ANGLE W/
#10 SMS EACH STUD/JOIST AT
OUTSIDE CORNERS OF
OVERLAPPED FRAMING TYP
24" MAX WHERE COVE LIGHT CONDITION
OCCURS PER ARCH EXTEND HORIZ
STUD AS SHOWN TYP ALL CASES
THIS DETAIL
PROVIDE 4x BLOCKING
OMIT HORIZONTAL STUD WHERE DROP
CEILING OCCURS BOTH SIDE
OMIT HORIZONTAL
STUD WHERE DROP
CEILING OCCURS
BOTH SIDE
CELING WHERE OCCURS
PER ARCH
CELING WHERE OCCURS
PER ARCH
12
S1.3
(4)#8Øx1 1/2" WOOD
SCREWS
METAL STUD BRACE
PERPENDICUALAR TO SUB PURLIN PARALLEL TO SUB PURLIN
SIMPSON A35 EACH SIDE W/
#6x1/2" PAN HEAD SCREWS
TO PLYWOOD
(E) SUB PURLIN
4x BLKG W/SIMPSON FACEMOUNT
HANGER EACH END
(E) SUB PURLIN
(E) SHEATHING
(4)#8Øx1 1/2" WOOD
SCREWS
METAL STUD BRACE
(E) SHEATHING
No. 6250
FFOHSIB
RYAN W.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
7
8
8
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S1.3
STEEL STUD DETAILS
07/23/24
SCALE: 1 1/2" = 1'-0"S1.3
TYPICAL JAMB CONNECTION 4
DETAIL ID: CS-MISC-04
SCALE: 1 1/2" = 1'-0"S1.3
STUD BLOCKING DETAIL 2
DETAIL ID: CS-STUD-12A
SCALE: 1 1/2" = 1'-0"S1.3
TYPICAL CONTINUOUS WALL BRIDGING (DRYWALL ONE SIDE)10
DETAIL ID: CS-STUD-13
SCALE: 1 1/2" = 1'-0"S1.3
TYPICAL CORNERS AND INTERSCTIONS 5
DETAIL ID: CS-STUD-07
SCALE: 1" = 1'-0"S1.3
TYPICAL BOTTOM TRACK CONSTRUCTION 1
DETAIL ID: CS-STUD-08
SCALE: 1" = 1'-0"S1.3
TYPICAL INTERIOR METAL STUD TO DECK CONNECTION 9
DETAIL ID: CS-STUD-10
SCALE: 1 1/2" = 1'-0"S1.3
TYPICAL EQUIPMENT BACKING 14
DETAIL ID: CS-STUD-11
SCALE: 1" = 1'-0"S1.3
TYPICAL HANGING SOFFIT DETAILS 11
DETAIL ID: CS-XSTUD-14 NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/16/24
CITY SUBMITTAL 07/23/24
SCALE: 1" = 1'-0"S1.3
METAL STUD BRACING CONNECTION DETAIL 12
3009 S Daimler St
11/18/2024
LAG BOLT
LEAD HOLE
D (DIA)
LEAD HOLE
Ds (DIA)Dt (DIA)
1/2" 1/2"5/16"
5/8" 5/8"7/16"
3/4" 3/4" 1/2"
NOTES:
1. ALL LAG BOLTS SHALL BE INSTALLED IN PRE-DRILLED LEAD HOLE.
2. LAG BOLTS SHALL BE TURNED BY A HAND WRENCH OR BY A
POWER TORQUE WRENCH.
3. LAG BOLTS SHALL NOT BE HAMMERED!!
4. WHERE FULL THREADED BOLTS ARE INDICATED PROVIDE LEAD
HOLE FOR DIAM. "Dt" FOR FULL DEPTH.
5. PROVIDE WASHER UNDER HEAD FOR BOLT HEAD IN CONTACT
WITH WOOD.
D
LAG BOLT
LENGTH
LENGTH
THREAD
LENGTH
SHANK
LENGTH
SHANK
LENGTH
THREAD
LAG BOLT
LENGTH (SHANK DIA)
Ds
(THREAD DIA)
Dt
MAX
24"
2X4 WITH SIMPSON
"ZEE" CLIPS EA END
EDGE NAIL
ALL AROUND
NOTE: FOR LARGER OPENINGS SEE
DETAIL 7
S1.4
4x8 DF#1
SIMPSON CMST16
2 BAYS MIN EA SIDE
4x BLK 4x BLK4x BLK4x BLK
PROVIDE 8d@4" OC,
AROUND OPENING
ALL SIDES
(E
)
S
U
B
-PU
R
L
I
N
S
@
2
4
"
O
C
T
Y
P
4x BLK 4x BLK4x BLK4x BLK 4x8 DF#1
48" SQ MECHANICAL
OPENING
(E)ROOF JOIST
PROVIDE SIMPSON
'U' HANGER TYP EA
END
CUT AND RE-SUPPORT
(E)SUB-PURLIN W/
SIMPSON 'U' HANGER
(TYP)
LOCATE NEW
MEMBER SO THAT IS
DOESNT INTERFERE
WITH (E)SUB-PURLIN
OR HANGER
4x
8
D
F
#
1
4x
8
D
F
#
1
2x6 DF#1
SIMPSON CMST16
2 BAYS MIN EA SIDE
4x BLK
PROVIDE 8d@4" OC,
AROUND OPENING
ALL SIDES
(E
)
S
U
B
-PU
R
L
I
N
S
@
2
4
"
O
C
T
Y
P
4x BLK4x BLK24" SQ MECHANICAL
OPENING MAX
(E)ROOF JOIST
PROVIDE SIMPSON 'U'
HANGER TYP EA END
CUT AND RE-SUPPORT
(E)SUB-PURLIN W/
SIMPSON 'U' HANGER
(TYP)
LOCATE NEW
MEMBER SO THAT IS
DOESNT INTERFERE
WITH (E)SUB-PURLIN
OR HANGER
4x
6
D
F
#
1
4x
6
D
F
#
1
2x6 DF#1
(2)2x4
PROVIDE 8d@4" OC,
AROUND OPENING
ALL SIDES
(E
)
S
U
B
-PU
R
L
I
N
S
@
2
4
"
O
C
T
Y
P
21 1/2" SQ
MECHANICAL
OPENING MAX
(E)ROOF JOIST
PROVIDE SIMPSON
'U' HANGER TYP EA
END
LOCATE NEW
MEMBER SO THAT IS
DOESNT INTERFERE
WITH (E)SUB-PURLIN
OR HANGER
SI
S
T
E
R
(
N
)
2
x
4
T
O
(
E
)
2
x
4
S
U
B
-
P
U
R
L
I
N
(E)ROOF JOIST
4x BLK
4x BLK 4x BLK
(E)ROOF JOIST
SI
S
T
E
R
(
N
)
2
x
4
T
O
(
E
)
2
x
4
S
U
B
-
P
U
R
L
I
N
(2)2x4
CONDITION A
48" SQ
CONDITION B
24" SQ
CONDITION A
21 1/2" SQ
W1
2
x
1
4
4x6
2x6@16" OC
4x6
4x6
4x6
4x
6
4x6
NOTES:
1. DO NOT DAMAGE (E)JOIST
2. ALL CONNECTIONS USE SIMPSON "LUS" OR
"JS" HANGER UNO
3. PROVIDE 4x AT ALL ANCHOR LOCATIONS
MECH EQUIP PER MECH DWG
EXTENT OF UNIT
SIMPSON MSTA 18 EA CORNER
SUPPLY AND RETURN
OPENING PER MECH
SH
A
P
E
D
#
1
4
x
(
9
1
/
4
"
N
E
T
M
I
N
)
SH
A
P
E
D
#
1
4
x
(
9
1
/
4
"
N
E
T
M
I
N
)
PLAN VIEW
4
S1.4
MECH UNIT
PLATFORM FRAMING
METAL CURB W/ 1/2" DIA
x 3" LONG LAG BOLTS
PER MFR LAYOUT
(4 MIN TOTAL)
(E)ROOF SHEATHING
(E)PURLIN PER
PLAN
3/4" APA SHEATHING W/
10d@6" OC EN AND
10d@12" OC FN
SIMPSON BC40 HALF BASE AT
2' - 0" OC & WITHIN 6" EACH END
(3 MIN EACH SIDE) EACH
LONGITUDINAL SIDE W/ #10 x 3"
SIMPSON SDS SCREWS
BEAM PER PLAN (4x8 MIN UNO)
CONNECTION PER .
4x BEAM (RIPPED FOR
LEVELING) AT EDGE
OF PLATFORM
BEAM PER PLAN (4x8 MIN UNO)
CONNECTION PER14
S1.4 14
S1.4
STRENGTHENED (E) PURLIN
WHERE OCCURS PER PLAN
AND .13
S1.4
10
S1.4
1 1/2"
1 1/2"
4" SIMPSON SDWS @12"OC
STAGGERED EACH SIDE
3x14 DF#1 EACH SDIE
PROVIDE FULL BEARING @ (E) SUB PURLINS
(E) PURLIN
(E) SUB PURLIN
(E) SHEATHING
4x2'-0" BLKG EACH END W/
(2)-6" SIMPSON SDWS MINNOTE:
1. CONTRACTOR TO INSTALL REINFORCING PRIOR TO
INSTALLATION OF MECHANICAL UNIT
2. CONTRACTOR TO SCHEDULE MEETING WITH SEOR TP
REVIEW PLACEMENT OF BEAMS AND OBSTRUCTIONS IN
PLACE AND DEVELOP A PLAN FOR REMOVAL AND
REPLACEMENT OF OBSTRUCTIONS AS REQUIRED TO
INSTALL FULL LENGTH REINFORCING
1 3/4"x 11 7/8" LVL EACH SIDE W/
SIMPSON HGU HANGER EACH END
A
B FACE MOUNTED HANGER
TOP FLANGE HANGER
(E) FRAMING OR
BEAM PER PLAN
(E) FRAMING OR
BEAM PER PLAN
BEAM PER PLAN W/
SIMPSON U HANGER TYP
DRILL 1"Ø HOLE @ INSIDE
CORNER. DO NOT OVERCUT
BEAM PER PLAN W/ SIMPSON
TOP FLANGE HANGER TYP
NOTCH TOP CORNER OF 2x
TO SET HANGER TYP
1/2"Ø LAG SCREWS W/ 4" EMBED
2" WIDE x 3/16" BENT PLATE
(GALV & PAINTED)
(E) ROOF PURLIN OR GLB
(E) SHEATHING
(E) ROOFING
WATERPROOFING PENETRATION
@ ROOF
OR NEW FRAMING PER PLAN
S1.4
11
7'-0" MAX
SUPPORT PLATE (12 GA
MIN) ATTACHED TO STACK
1/2"Ø WIRE P/T STRAND W/
CLAMP EACH END MIN.
CAPCITY = 2500 LBS (MIN 3
DIRECTIONS @ 120° TYP)
SPLAY WIRES TO AVOID
ADJACENT WALKWAYS AND
ROOFTOP EQUIPMENT
TURNBUCKLE
TYP
EQUIPMENT PAD
PER 4
S1.4
S1.4
7 FRAMED OPNG
(E) SUB PURLINS/
RAFTER
(E) PURLINS/GLB
1
2
MAX
OR NEW FRAMING PER PLAN
(E)SUB PURLIN
4x BLKG W/ SIMPSON
LTP4 EA SIDE
(E)ROOF SHEATHING
BEAM PER PLAN
No. 6250
FFOHSIB
RYAN W.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
7
8
8
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S1.4
DETAILS
07/23/24
SCALE: 3" = 1'-0"S1.4
TYPICAL WOOD DETAIL 1
DETAIL ID: WOOD-MISC-10
SCALE: 1 1/2" = 1'-0"S1.4
TYPICAL SMALL ROOF OPENING DETAIL 2
DETAIL ID: WOOD-SWLR-02
SCALE: 1/2" = 1'-0"S1.4
TYPICAL PANAELIZED OPEN FOR MECHANICAL EQUIPMENT 7
DETAIL ID: EXS-OPEN-02
SCALE: 1/2" = 1'-0"S1.4
TYPICAL EQUIPMENT SUPPORT FRAMING 10
DETAIL ID: EXS-MECH-01
SCALE: 3/4" = 1'-0"S1.4
TYPICAL EQUIPMENT SUPPORT FRAMING 4
DETAIL ID: EXS-MECH-01C
SCALE: 1" = 1'-0"S1.4
PURLIN STRENGTHENING DETAIL 13
SCALE: 1" = 1'-0"S1.4
TYPICAL JOIST TO BEAM DETAIL 14
SCALE: 1" = 1'-0"S1.4
WIRE SUPPORT AT CHIMMENY DETAIL 11
SCALE: 1" = 1'-0"S1.4
WIRE SUPPORT AT CHIMMENY DETAIL 16
SCALE: 1" = 1'-0"S1.4
TYPICAL (E) BEAM STRENGTHENING DETAIL 3
DETAIL ID: EXS-ROOF-02 NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/16/24
CITY SUBMITTAL 07/23/24
3009 S Daimler St
11/18/2024
9
S1.5 8
S1.5
7
S1.5
CONT UNISTRUT P1000
UNISTRUT P1001
@6'-0"OC
3'-0" MAX
1/2"Ø THREADED ROD
UNISTRUT P1000
BRACE @6'-0"OC
1
1
CEILING PER ARCH
BUSWAY/CABLE TRAY PER
ELECTRICAL (100 PLF MAX)
3/8"Ø THREADED ROD W/
CHANNEL NUTS AND
LOCKING WASHERS AT TRAY
-
---
L2 1/2x 2 1/2x 14 GA x0'-5"
W/(3)-#10 SCREWS EACH LEG
BOTH SIDE TYP
(E) PURLIN
NUT EACH SIDE OF FLANGE
TOP *& BOTTOM TYP
1/2"Ø THREADED ROD
800# MAX
NESTED METAL STUD JOIST
-
---S1.5
7
1/2"Ø THRU BOLT
UNISTRUT BRACE
UNISTRUT P1843 TYP
ABRACE ATTACHMENT TO
(E) PURLIN
P1000 W/BEAM CLAMP
EACH SIDE
UNISTRUT BRACE
BBRACE ATTACHMENT TO
(E) BEAM
SUPPORT ROD
UNISTRUT P2486
@12"OC
UNISTRUT P1000 ROD
STIFFENER
1 1/2"3 1/2"3 1/2"1 1/2"
2"
2"
4"x3"x1/4 PLATE EACH SIDE
(3) 1/2"Ø HILTI KB-TZ2 SS W/
3 1/4" EMBED
HORIZ ANGLE(E) ROOF SHEATHING
(E) PARAPET
ANGLE POST
2"
(E) WATERPROOFING
8"
1 1/2"
1 1/2"
EQ EQ
(E) BEAM PER PLAN
(2) 3/4"Ø LAG SCREWS
W/7" MIN EMBED
NEW OR (E) PURLIN
REINFORCING
ROUND HSS PER & .
12
S1.5
16
S1.5
5/8" BASE PLATE
3 1/2".
4'-9".
(E) SHEATHING
BEAM PER PLAN
EQ
EQ
PER ARCH
6'-0" MAX
8'-6" MAX ABOVE
ROOF SHEATHING
2'-0" TYP
5/8"Ø A307 BOLT
L4x4x1/4 BRACE @8'-0"
MAX PER PLAN
L4x4x1/4 TYP
HORIZ
WIND SCREEN
PER ARCH
L4x4x1/4 POST @8'-0"OC
MAX PER PLAN
5/8"Ø A307 BOLT
WT4x6.5 x0'-4"
ROUND HSS3x 1/4 TYP
BASE PLATE PER 13
S1.5
(E) BEAM PER PLAN
(SEE NOTE)
CL BEAM & POSTCL BEAM & POST
WATERPROOFING
PER ARCH
8" MAX
1/4
TYP T&B
L4x4x1/4 AT EACH
POST/BRACE
NOTE:
WHERE (E) BEAM IS NOT REINFORCED
PROVIDE STRENGTHENING PER 13
S1.4
BEAM PER PLAN
EQ
EQ
6'-0" MAX
8'-6" MAX ABOVE
ROOF SHEATHING
2'-0" TYP
5/8"Ø A307 BOLT
L4x4x1/4 BRACE @8'-0"
MAX PER PLAN
L4x4x1/4 TYP
HORIZ
WIND SCREEN
PER ARCH
L4x4x1/4 POST @8'-0"OC
MAX PER PLAN
5/8"Ø A307 BOLT EA END
WT4x6.5 x0'-4"
ROUND HSS3x 1/4 TYP
BASE PLATE PER 13
S1.5
(E) BEAM PER PLAN
(SEE NOTE 1)
CL BEAM & POST
8" MAX3"
1/4
TYP T&B
5"
4"
1" TYP
SEE NOTE 2
18" VIF
NOTESl
1. WHERE (E) BEAM IS NOT REINFORCED PROVIDE STRENGTHENING PER
2. WHERE DIMENSIONS IS LESS THAN 18" PROVIDE CONNECTION TO PARAPET PER
3. FOR ADDITIONAL INFORMATION NOT SHOWN SEE
13
S1.4
14
S1.5
12
S1.5
1/2"Ø HILTI KB-TZ2
SS W/3 1/4" EMBED
(E) WATERPROOFING
VIF
L4x4x1/4 AT EACH
POST/BRACE
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
7
8
8
0
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S
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S1.5
DETAILS
09/25/24
SCALE: 1" = 1'-0"S1.5
EXISTING PAD 1
SCALE: 1" = 1'-0"S1.5
ELECTRICAL BUSWAY OUT OF PLANE BRACE DETAIL 4
SCALE: 1" = 1'-0"S1.5
HANGER ATTACHMENT TO (E) PURLIN 7
SCALE: 1" = 1'-0"S1.5
OUT OF PLANE BRACE ATTACHMENT 8
SCALE: 1 1/2" = 1'-0"S1.5
ROD STIFFENER DETAIL 9
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/18/24
CITY SUBMITTAL 07/23/24
1 CITY RESUBMITTAL 09/24/24
SCALE: 3" = 1'-0"S1.5
WIND SCREEN DETAIL 14
SCALE: 3" = 1'-0"S1.5
WIND SCREEN BASE PLATE 13
SCALE: 1" = 1'-0"S1.5
WIND SCREEN SECTION 12
SCALE: 1" = 1'-0"S1.5
WIND SCREEN SECTION 16
1 1
1
1
3009 S Daimler St
11/18/2024
13 11
5
TA
B
L
E
96
X
2
4
TA
B
L
E
96
X
2
4
TABLE
96X24
90
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
60X24
54
RACK
60"X24"
TABLE
108"X24"
RACK
60"X24"
RACK
60"X24"
TA
B
L
E
72
"
X
2
4
"
TABLE
96X24
TABLE
108"X24"
RACK
60"X24"
RACK
60"X24"
TABLE
96"X24"
TABLE
96X24
TABLE
96X24
ST
O
R
A
G
E
96
X
2
4
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X24"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X30"
TABLE
96"X24"
RACK
60"X24"
RACK
60"X24"
99
81
37
TABLE
60"X30"
TABLE
60"X30"
TABLE
60"X30"
TABLE
60"X30"
TABLE
60"X30"
TABLE
60"X30"
6910
46 21 22 23
25
38
39
40
41
42
43
48
48
55
85
86
87
8889
939496
97
53
65
84
TANK
83
112 113
114115
77
23
29
PORTABLE
EYEWASH
PORTABLE
EYEWASH
27
CABINET
42"X24"
PORTABLE
EYEWASH
4949
W
x
4
2
D
x
6
4
H
-
2
7
5
0
L
B
S
(
C
U
-
3
2
0
0
)
FUTURE
FUTURE
FUTURE
FUTURE
FEC
FEC (N)
FEC (N)
FEC (E)
FEC (E)
-
STORAGE
ENCLOSURE
-
HVAC
ENCLOSURE
-
WATER PRODUCTION
ROOM
MICROBIOLOGY (IIM)
EQL./IMM STORAGE
GOWNING CLOSET
-
STERILITY SUITE
-
RISER RM.
-
CORRIDOR
-
CORRIDOR
176
EXTRUSION
ROOM
1,434 SF
178
BRADING
ROOM
607 SF
177
TOOL CLN.
ROOM
171 SF
175
LAB
2,505 SF
-
LOADING DOCK
179
ELECTRICAL
ROOM
130 SF
662 S.F. 590 S.F. 689 S.F.
37 S.F.
216 S.F.
53 S.F.
CEILING HEIGHT 10'-0"
B.O. CONDUIT: 18'-3"
B.O. UNISTRUT: 10'-6"
B.O. BOX: 10'-0"
B.O. BOX: 11'-3"
B.O. UNISTRUT: 16'-0"
B.O. UNISTRUT: 16'-0"
CEILING HEIGHT 10'-0"
CEILING HEIGHT 11'-0"
CEILING HEIGHT 11'-0"
CEILING HEIGHT 11'-0"
CEILING HEIGHT 11'-0"
TA
B
L
E
72
"
X
2
4
"
C.R.
C.R.
HM3
1L21
1L22
T500
DBL2
1
2
3
4
C D E
(E) EXTERIOR ENCLOSURE
(E) BUILDING COLUMN
BENCHES AND EQUIPMENT PER ARCH LAYOUT
TYPICAL SAWCUT AND SLAB REPAIR AS
REQUIRED PER DETAILS ON SHEET S1.1
SEE PLUMBING DRAWINGS
(E) CONCRETE WALL
(E) SLAB ON GRADE
800#
800#
800#
HD
R
H
D
R
HD
R
HEADER / SOFFIT FRAMING ABOVE PER ARCH
11
S1.3
ELECTRICAL BUSWAYS PER
ELECTRICAL DRAWINGS SEE SHEET
S1.5 FOR ADDTIONAL INFORMATION
ELECTRICAL BUSWAYS PER
ELECTRICAL DRAWINGS SEE SHEET
S1.5 FOR ADDTIONAL INFORMATION
EQUIPMENT ON CASTERS
AND LEVELING FEET TYP
EQUIPMENT ON CASTERS
AND LEVELING FEET TYP
ANCHOR PER
(E) CONCRETE WALL
13
S1.1
27
84
13
ANCHOR PER 13
S1.1
ANCHOR PER
13
S1.1
PLAN NOTES:
1. ALL EXISTING MEMBERS ARE BASED ON RECORD DRAWINGS
CONTRACTOR SHALL NOTIFY ENGINEER IF CONDITIONS
DISCOVERED DURING CONSTRUCTION VARYSIGNIFICANTLY
FROM WHAT IS SHOWN ON PLANS
2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND
FINISHES NOT INDICATED ON THIS PLAN
3. INDICATES OPERATING WEIGHT OF UNIT SEE ANCHORAGE DETAIL ON
VERIFY WITH OWNER AND MANUFACTURER - UNIT ON CASTERS, TABLE TOPS,
OR OTHERWISE MOBILE ARE NOT REQUIRED TO BE ANCHORED
4. FOR TYPICAL METAL STUD DETAILS SEE SHEETS S1.2 & S1.3
COORDINATE WITH ARCH DRAWINGS
5. FOR ELECTRICAL, TRANSFORMER LOCATION AND SUPPORT SEE ELECTRICAL
DRAWINGS AND ANCHORAGE TO SLAB WITH MINIMUM (4) 1/2"Ø HILTI KB-TZ2
ANCHORS W/2" EMBEDMENT IN MANUFACTURE HOLES
6. FOR TYPICAL SLAB ON GRADE REPAIR DETAIL AT MEP TRENCHES - SEE MEP
DRAWINGS AND DETAIL ON
400#
13
S1.1
6
S1.1
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
1
7
8
8
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S2.1
FIRST FLOOR PLAN
09/25/24
(E) CONCRETE WALL
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/18/24
CITY SUBMITTAL 07/23/24
1 CITY RESUBMITTAL 09/24/24
1
1
3009 S Daimler St
11/18/2024
VFD
7
VFD
8
VFD
9
VFD
11 EF
11
VFD
10
EF
10
AC
10
AC
11
AC
12
AC
9
EF
7
EF
8
EF
9
EF
12
1
2
3
4
5
C D E
815#
600#
500#
350#
(E) ROOF PLAD
(E) ROOF PAD
(E) ROOF PAD
S1.4
7 TYP AT DUCT
OPNG TYP
75#75#75#
UNISTRUT SUPPORT
RACK AT VFD PER
MECH DETAIL ON M2.1
PROVIDE 4x6 BLKG
BELOW ANCHOR
POINTS AS REQ
NEW ROOF PAD PER 10
S1.4
PROVIDE EF GUY WIRE SUPPORT
AT STACK PER MECH AND 16
S1.4
NEW ROOF
PAD PER 10
S1.4
NEW ROOF
PAD PER 10
S1.4
75#
75#
(E) WALKING PAD
(E) EQUIPMENT VIF
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(
E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(
E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E
)
4
x
1
6
(E)5.125x31.5(E)5.125x31.5
(E)5.125x31.5 (E)5.125x31.5
(E)5.125x31.5(E)5.125x31.5
RE
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(E) CONCRETE WALL/PARAPET
(E)2x4
SUB PURLINS TYP
EF
7
EF
8
EF
9
(E) PLYWOOD ROOF SHEATHING
EF
6
VFD
6
EF
5
VFD
5
RTU
9 RTU
12
RTU
11
RTU
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VFD
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VFD
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VFD
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4x12
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75#
4x10 4x10 4x10 4x10 4x10 4x10
4x104x104x104x104x10
12
S1.5
16
S1.5
TYP @ PARAPET
WIND SCREEN PER ARCH
WIND SCREEN
PER ARCH
12
S1.5
SHIFT DUCT SLIGHTLY
AS REQ TO AVOID
MAJOR ROOF MEMBERS
VERIFY IN FIELD
PLAN NOTES:
1. ALL EXISTING MEMBERS ARE BASED ON RECORD DRAWINGS
CONTRACTOR SHALL NOTIFY ENGINEER IF CONDITIONS
DISCOVERED DURING CONSTRUCTION VARYSIGNIFICANTLY
FROM WHAT IS SHOWN ON PLANS
2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND
FINISHES NOT INDICATED ON THIS PLAN
3. INDICATES OPERATING WEIGHT OF UNIT SEE ANCHORAGE
DETAIL ON
4. CONTRACTOR TO VERIFY EXISTING PLATFORM CONSTRUCTION AND
PROVIDE MINIMUM ANCHORAGE PER NEW PLATFORM DETAIL. SEE
FOR REFERENCE ONLY EXISTING RECORD DETAIL OF EXISTING
MECHANICAL UNITS ON FOR MORE INFORMATION
5. VERIFIY EXISTING REINFORCED MEMBERS AS SHOWN WITH
INSTALL NEW REINFORCING AT MEMBERS SHOWN WITH
OR EXISTING MEMBERS MISSING REINFORCING SHOWN
PER DETAIL
6. INDICATES ANGLE BRACE PER OR
400#
10
S1.4
1
S1.5
13
S1.4
12
S1.5
16
S1.5
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
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S2.2
ROOF PLAN
09/25/24
NO. REMARKS DATE
60% COMPLETE SET 05/28/24
90% COMPLETE SET 07/12/24
ISSUE FOR BID 07/18/24
CITY SUBMITTAL 07/23/24
1 CITY RESUBMITTAL 09/24/24
1
1
1
6"
6"
3009 S Daimler St
11/18/2024
ABBREVIATIONS
+48"HEIGHT TO CENTERLINE OF DEVICE OR BOTTOM OF LIGHT FIXTURE
(D)EXISTING TO BE DEMOLISH
(E)EXISTING TO REMAIN
(ER)EXISTING TO BE RELOCATED
(N)NEW
(R)RELOCATED
AC AIR CONDITIONING UNIT
ACC AIR COOLED CONDENSER
AFC AVAILABLE FAULT CURRENT
AFD ADAPTIVE FREQUENCY DRIVE
AFF ABOVE FINISHED FLOOR
AFG ABOVE FINISHED GRADE
AFS ABOVE FINISHED SLAB
AH, AHU AIR HANDLER, AIR HANDLER UNIT
AIC AMPS INTERRUPTING CAPACITY
AF CIRCUIT BREAKER FRAME RATING OR DISCONNECT SWITCH FUSE RATING
ALSIG ARC REDUCTION, LONG TIME, SHORT TIME, INSTANTANEOUS, GROUND FAULT TRIP
AS DISCONNECT SWITCH AMP RATING
AT CIRCUIT BREAKER TRIP RATING
AMP, AMPS AMPERE, AMPERES
ARCH ARCHITECT
AWG AMERICAN WIRE GUAGE
BCM BRANCH CIRCUIT MONITOR SYSTEM
BIL BASIC INSULATION LEVEL
CEC CALIFORNIA ELECTRICAL CODE, CURRENT EDITION
C CONDUIT
CAP CAPACITOR
CB CIRCUIT BREAKER OR CONTROL BOX
CBC CALIFORNIA BUILDING CODE, CURRENT EDITION
CFC CALIFORNIA FIRE CODE, CURRENT EDITION
CL CONTINUOUS LOAD
CLG CEILING
CO CONDUIT ONLY WITH NYLON PULL LINE, CAP AND MARK
CRAC COMPUTER ROOM AIR CONDITIONER
CU CONDENSING UNIT
DB DISTRIBUTION BOARD
DF, EDF DRINKING FOUNTAIN
DSD DUCT SMOKE DETECTOR
EC ELECTRICAL CONTRACTOR
EF EXHAUST FAN
EG, G EQUIPMENT GROUND
EM EMERGECY LIGHT FIXTURE WITH UL 924 LISTED 90 MINUTE BACKUP POWER SOURCE
EPO EMERGENCY POWER OFF
ESS, BESS ENERGY STORAGE SYSTEM, BATTERY ENERGY STORAGE SYSTEM
EVSE ELECTRIC VEHICLE SUPPLY EQUIPMENT (AKA "ELECTRIC VEHICLE CHARGER")
FC FAN COIL
FBO FURNISHED BY OTHERS
FV FIELD VERIFY
H HOT, PHASE CONDUCTOR
HP HORSEPOWER OR HEAT PUMP
HCB HVLS CONTROL BOX WITH INTEGRAL DISCONNECT
HVLS HIGH VOLUME LOW SPEED CEILING FAN
HZ HERTZ
IDF INTERMEDIATE DISTRIBUTION FRAME
GC GENERAL CONTRACTOR
GF, GFI, GFCI GROUND FAULT CIRCUIT INTERRUPTER
GFPE GROUND FAULT PROTECTION FOR EQUIPMENT
G, GND GROUND
GB GROUND BUS
IAW IN ACCORDANCE WITH
IG, ISO ISOLATED GROUND
KA KILOAMPERES
KV KILOVOLTS
KVA KILOVOLT AMPERES
KVAR KILOVOLT AMPERES REACTIVE
KW KILOWATTS
LCP LIGHTING CONTROL PANEL
LIS LOAD INTERRUPTER SWITCH
LT, LTS LIGHT, LIGHTS
LTG LIGHTING
LO/TO LOCK OUT / TAG OUT PER BUILDING OR OWNER STANDARDS
MBP MAINTENANCE BYPASS
MC MECHANICAL CONTRACTOR
MDF MAIN DISTRIBUTION FRAME
ME MECHANICAL OR PLUMBING ENGINEER
MGB MAIN GROUND BUS
MHE MATERIAL HANDLING EQUIPMENT
MTD MOUNTED
MTBB MAIN TELEPHONE BACKBOARD
MV MEDIUM VOLTAGE
N NEUTRAL, GROUNDED CONDUCTOR
NL NIGHT LIGHT, ON AT DUSK AND OFF AT DAWN
NTS NOT TO SCALE
OFCI OWNER FURNISHED, CONTRACTOR INSTALLED
P PUMP
PC PLUMBING CONTRACTOR
PE PROFESSIONAL ENGINEER
PB PULL BOX
PH PHASE
PNL PANEL
PV PHOTOVOLTAIC
REC, RECEPT RECEPTACLE(S)
SE STRUCTURAL ENGINEER
SF SQUARE FEET OR SUPPLY FAN
SFD SMOKE FIRE DAMPER
SLD SINGLE LINE DIAGRAM
SWBD SWITCHBOARD
SWGR SWITCHGEAR
TBB TELEPHONE BACKBOARD
TITLE 24, T24 CALIFORNIA ENERGY CODE (TITLE 24 PART 6)
TR TRUCK RESTRAINT
TYP TYPICAL
UG UNDERGROUND
UGPS UNDERGROUND PULL SECTION
UON UNLESS OTHERWISE NOTED
UPS UNINTERRUPTIBLE POWER SUPPLY
VA VOLT-AMPS
VD VOLTAGE DROP
VFD VARIABLE FREQUENCY DRIVE
VIF VERIFY IN FIELD
VL VERIFY LOCATION
W WATTS
WHS WAREHOUSE
WP WEATHERPROOF OR NEMA 3R AS APPLICABLE
XFMR, T TRANSFORMER
[XXX]INDICATES MANUFACTURES CIRCUIT BREAKER TYPE
PART 1 - GENERAL
1.CODE IN EFFECT: 2022 CALIFORNIA ELECTRICAL CODE, HEREAFTER REFERRED TO AS "CODE."
2."PROVIDE" INDICATES ITEM FURNISHED, INSTALLED AND CONNECTED.
3.THE SPECIFICATIONS AND DRAWINGS ARE INTENDED TO COVER A COMPLETE INSTALLATION OF
SYSTEMS. THE OMISSION OF EXPRESSED REFERENCE TO ANY ITEM OF LABOR OR MATERIAL FOR
THE PROPER EXECUTION OF THE WORK IN ACCORDANCE WITH PRESENT PRACTICE OF THE
TRADE SHALL NOT RELIEVE THE CONTRACTOR FROM PROVIDING SUCH ADDITIONAL LABOR AND
MATERIALS. UNLESS OTHERWISE NOTED, THESE SPECIFICATIONS AND NOTES APPLY TO THE
SCOPE OF THESE CONSTRUCTION DOCUMENTS ONLY.
4.ALL NEW WORK AND MATERIALS IN THE SCOPE OF WORK SHALL BE IN FULL COMPLIANCE WITH
THE LATEST AND MOST STRINGENT APPLICABLE CODE OR REGULATION. CONTRACTOR SHALL BE
SOLELY AND COMPLETELY RESPONSIBLE FOR ANY ADDITIONAL COSTS FOR MATERIALS OR
LABOR TO COMPLY WITH THESE CODES OR REGULATIONS.
5.NOTHING ON THE DESIGN DRAWINGS SHALL BE DEEMED AS PERMISSION TO VIOLATE THE
LATEST AND MOST STRINGENT APPLICABLE CODE OR REGULATION.
6.THE CONTRACTOR SHALL VISIT THE SITE, VERIFY THE EXACT CONDITIONS RELATING TO THE
WORK AND SHALL OBTAIN SUCH INFORMATION AS MAY BE NECESSARY TO PRESENT A
CONCLUSIVE BID. NO ALLOWANCES SHALL BE MADE FOR ANY EXTRA EXPENSE, DUE TO FAILURE
OF THE CONTRACTOR TO MAKE SUCH A FIELD VERIFICATION. BY SUBMITTING A PROPOSAL FOR
THE WORK INCLUDED IN THE CONTRACT. THE CONTRACTOR SHALL BE DEEMED TO HAVE MADE
THE FIELD VERIFICATION AND ACCEPTS ALL JOB SITE CONDITIONS.
7.REFER TO THE DRAWINGS AND SHOP DRAWINGS OF OTHER TRADES FOR ADDITIONAL DETAILS
WHICH AFFECT THE PROPER INSTALLATION OF THIS WORK. DIAGRAMS AND SYMBOLS SHOWING
ELECTRICAL CONNECTIONS ARE DIAGRAMMATIC ONLY. WIRING DIAGRAMS DO NOT NECESSARILY
SHOW THE EXACT PHYSICAL ARRANGEMENT OF THE EQUIPMENT.
8.THE DRAWINGS INDICATE DIAGRAMMATICALLY THE DESIRED LOCATIONS OR ARRANGEMENTS OF
CONDUIT RUNS, OUTLETS, EQUIPMENT, ETC., AND ARE TO BE FOLLOWED AS CLOSELY AS
POSSIBLE. PROPER JUDGMENT MUST BE EXERCISED IN EXECUTING THE WORK SO AS TO
SECURE THE BEST POSSIBLE INSTALLATION IN THE AVAILABLE SPACE AND TO OVERCOME LOCAL
DIFFICULTIES DUE TO SPACE LIMITATIONS OR INTERFERENCE OF STRUCTURE CONDITIONS
ENCOUNTERED. ALL EQUIPMENT SHALL BE LOCATED SUCH THAT CODE REQUIRED CLEARANCES
ARE MAINTAINED.
9.IF THERE ARE OMISSIONS OR CONFLICTS BETWEEN THE DRAWINGS AND SPECIFICATIONS,
CLARIFY THESE POINTS, IN WRITING, WITH THE ARCHITECT BEFORE SUBMITTING BID.
10.USE ONLY COMPETENT SKILLED PERSONNEL. PERFORM ALL WORK CONSISTENT WITH THE BEST
POSSIBLE TRADE PRACTICES.
11.CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS, INSURANCE, EQUIPMENT, INSTALLATION,
CONSTRUCTION TOOLS, TRANSPORTATION, ETC. FOR A COMPLETE AND PROPERLY OPERATING
ELECTRICAL SYSTEM.
12.ALL MATERIALS SHALL BE NEW AND OF THE SAME MANUFACTURER FOR EACH CLASS OR GROUP
OF EQUIPMENT. MATERIALS SHALL BE LISTED AND LABELED BY UNDERWRITER'S LABORATORIES,
AND SHALL BEAR THE INSPECTION LABEL WHERE SUBJECT TO SUCH APPROVAL. MATERIALS
SHALL MEET WITH THE APPROVAL OF THE DIVISION OF INDUSTRIAL SAFETY, AND ALL
GOVERNING BODIES HAVING JURISDICTION. MATERIALS SHALL BE MANUFACTURED IN
ACCORDANCE WITH APPLICABLE STANDARDS ESTABLISHED BY A.N.S.I., U.L., N.E.M.A. AND N.B.F.U.
INSTALL PER MANUFACTURERS' RECOMMENDATIONS. IF APPLICABLE, ALL EQUIPMENT SHALL BE
APPROVED AND LISTED FOR USE IN THIS CITY.
13.SWITCHBOARDS, PANELBOARDS, TERMINAL CABINETS, CIRCUIT BREAKERS, DISCONNECT
SWITCHES, STARTERS RELAYS, TIME SWITCHES, CONTACTORS, PUSH-BUTTON CONTROL
STATIONS, AND OTHER APPARATUS USED FOR THE OPERATION OR CONTROL OF FEEDERS,
CIRCUITS, APPLIANCES, OR EQUIPMENT SHALL BE PROPERLY IDENTIFIED BY MEANS OF
DESCRIPTIVE NAMEPLATES OR TAGS PERMANENTLY ATTACHED TO THE APPARATUS AND
WIRING.
14.CONTRACTOR SHALL SECURE AND PAY FOR ALL NECESSARY BUILDING PERMITS AND FEES.
COORDINATE TEMPORARY CONSTRUCTION REQUIREMENTS WITH ALL TRADES PRIOR TO
CONSTRUCTION. INCLUDE ALL COSTS IN THE BID.
15.THE CONTRACTOR SHALL OBTAIN AN INDEPENDENT TESTING LABORATORY THAT WILL PROVIDE
ALL INSTRUMENTATION AND TESTS ON THE ELECTRICAL SYSTEM AND EQUIPMENT AS
HEREINAFTER DESCRIBED AND FURTHER DIRECTED BY THE ARCHITECT. THE TEST SHALL BE
PERFORMED AFTER THE COMPLETION OF ALL ELECTRICAL SYSTEMS COVERED UNDER THIS
SECTION OF THE SPECIFICATIONS. ALL TESTS SHALL BE RECORDED, DOCUMENTED AND
SUBMITTED TO THE ENGINEER FOR REVIEW. COST OF ALL TESTING SHALL BE BORNE BY THE
CONTRACTOR.
16.THE JOB SHALL BE GUARANTEED FOR A PERIOD OF ONE (1) YEAR AFTER DATE OF ACCEPTANCE
BY OWNER. ANY WORK, MATERIAL OR EQUIPMENT FOUND TO BE FAULTY DURING THAT PERIOD
SHALL BE CORRECTED AT ONCE, UPON WRITTEN NOTIFICATION AT THE EXPENSE OF THE
ELECTRICAL CONTRACTOR.
17.WHERE A CONFLICT OCCURS BETWEEN THIS SPECIFICATION AND OTHER SPECIFICATIONS
ISSUED AS A PART OF THE CONTRACT DOCUMENTS, THE MORE STRINGENT REQUIREMENTS
SHALL PREVAIL.
18.ALL ADDENDA AND CHANGE ORDERS SHALL BE APPROVED BY OWNER.
19.CONTRACTOR SHALL SUBMIT 1 COPY OF SHOP DRAWINGS, IN PDF FORMAT, FOR ALL MAJOR
PIECES OF ELECTRICAL EQUIPMENT, INCLUDING, BUT NOT LIMITED TO SWITCHBOARDS,
PANELBOARDS, TRANSFORMERS, MOTION SENSORS AND ALL LIGHTING FIXTURES. SUBMITTALS
SHALL BE MADE TO THE ARCHITECT AS SOON AS IS PRACTICABLE AFTER AWARD OF CONTRACT.
CONTRACTOR SHALL NOT ORDER EQUIPMENT UNTIL SUBMITTALS HAVE BEEN RETURNED AND
STAMPED "REVIEWED" OR "REVIEWED AND CORRECTED" BY THIS OFFICE. MINIMUM REVIEW TIME
IS TWO WEEKS UNLESS SUBSTITUTES HAVE BEEN SUBMITTED, WHICH MAY RESULT IN
SIGNIFICANTLY LONGER REVIEW TIME. IN THE EVENT THE CONTRACTOR SUBMITS A
SUBSTITUTION, HE SHALL IDENTIFY EACH PROPOSED SUBSTITUTION AND PROVIDE A DETAILED
COMPARISON BETWEEN THE SPECIFICATION ITEM AND THE SUBSTITUTION. SIMPLY PROVIDING
MANUFACTURES CUT SHEETS WILL NOT BE ACCEPTABLE. THE CONTRACTOR SHALL CONSIDER
AND INCLUDE SUBMITTAL REVIEW TIME IN HIS TIMELINE. HOWEVER, NOTHING WITHIN THIS
SECTION SHALL BE CONSTRUED AS A GUARANTEED REVIEW TIME. BY BIDDING THESE CONTRACT
DOCUMENTS, THE CONTRACTOR AGREES TO HOLD THE OWNER AND ENTIRE DESIGN TEAM
HARMLESS FOR ANY COSTS INCURRED AS A RESULT OF ANY SUBMITTAL REVIEW DELAY.
20.ALL BROCHURES, OPERATING MANUAL, CATALOGS, SHOP DRAWINGS, "AS-BUILTS", ETC. SHALL
BE TURNED OVER TO THE OWNER AT THE COMPLETION OF THE JOB. PROVIDE THE OWNER WITH
ONE (1) SET OF COMPLETE ELECTRICAL "AS-BUILT" DRAWINGS INDICATING FINAL
EQUIPMENT/DEVICE LOCATIONS, CONDUIT ROUTING, ETC. ALL DEVIATIONS FROM ELECTRICAL
DESIGN SHALL BE DOCUMENTED AND SUBMITTED TO ARCHITECT.
21.WHERE IT IS NECESSARY TO SHUT OFF UTILITY SERVICES OR CAUSE ANY POWER OR SIGNAL
INTERRUPTIONS WHILE THE BUILDING IS OCCUPIED, SCHEDULE ALL OUTAGES OR
INTERRUPTIONS WITH THE OCCUPANTS OF THE BUILDING OR AS DIRECTED BY THE OWNER. ALL
SUCH OUTAGES OR INTERRUPTIONS SHALL BE INCLUDED IN BID AND SCHEDULED AT THE
CONVENIENCE OF THE OCCUPANTS.
22.WHERE IT BECOMES NECESSARY TO DRILL INTO OR CUT THROUGH ANY EXISTING FLOORS,
WALLS OR CEILINGS TO PERMIT THE INSTALLATION OF ANY WORK UNDER THIS CONTRACT, SUCH
CUTTING AND PATCHING SHALL BE PERFORMED BY TRADESMEN EXPERIENCED IN THE WORK
REQUIRED. CONTRACTOR SHALL PAY FOR ALL COSTS REQUIRED FOR DRILLING, CUTTING
AND/OR REPAIRING. ALL FINISHES SHALL MATCH EXISTING AND/OR NEW ADJACENT SURFACES.
PROVIDE X-RAYS AS REQUIRED.
23.ALL EXTERIOR EQUIPMENT SHALL BE WEATHERPROOF.
24.ALL EQUIPMENT SHALL BE RATED FOR THE ENVIRONMENT IN WHICH IT INSTALLED, INCLUDING
BUT NOT LIMITED TO : FREEZERS, COOLERS, CLEAN ROOMS, FOOD PROCESS AREAS, WASH
DOWN AREAS, OUTDOORS AND CLASSIFIED AREAS. CONTRACTOR IS RESPONSIBLE FOR
PROVIDING THE APPROPRIATELY RATED EQUIPMENT WHETHER SPECIFIED IN THESE DRAWING
OR NOT.
25.WHERE THE SCOPE OF WORK INCLUDES NEW WORK IN EXISTING SWITCHBOARDS, PROVIDE
SEPARATE LINE ITEM COST IN BID TO CLEAN SWITCHBOARD AND RETORQUE LUGS WITHIN
SWITCHBOARD TO MEET MANUFACTURES SPECIFICATIONS.
26.IT IS UNDERSTOOD AND AGREED THAT THIS CONTRACT DOES NOT CONTEMPLATE THE HANDLING
OF ASBESTOS, PCB OR ANY HAZARDOUS WASTE MATERIAL. IF ASBESTOS, PCB OR ANY
HAZARDOUS WASTE MATERIAL IS ENCOUNTERED, NOTIFY THE OWNER IMMEDIATELY. DO NOT
DISTURB, HANDLE OR ATTEMPT TO REMOVE.
27.ALL ELECTRICAL EQUIPMENT SHALL BE BRACED AND ANCHORED PER STATE AND LOCAL SEISMIC
REQUIREMENTS.
PART 2 - MATERIAL
A.PULL BOXES
1.SIZES AS INDICATED ON THE DRAWINGS AND IN NO CASE OF LESS SIZE OR MATERIAL THICKNESS
THAN REQUIRED BY THE GOVERNING CODE. EXERCISE CARE IN LOCATING UNDERGROUND PULL
BOXES TO AVOID INSTALLATION IN DRAIN WATER FLOW AREAS.
2.GENERAL PURPOSE SHEET STEEL PULL BOXES: INSTALL ONLY IN DRY PROTECTED LOCATIONS
WITH REMOVABLE SCREW COVERS. MANUFACTURER'S STANDARD BAKED ENAMEL FINISH.
3.ALL WEATHERPROOF JUNCTION BOXES SHALL BE "FS" TYPE, OTHERS SHALL NOT BE ACCEPTED.
4.CONCRETE PULL BOXES: FURNISH COMPLETE WITH PULLING IRONS, HOT-DIP GALVANIZED
TRAFFIC COVER WITH HOT-DIP GALVANIZED FRAME AND 4 GALVANIZED CABLE RACKS WITH
PORCELAIN BLOCKS. THE BOX TO BE SET ON A PEA GRAVEL BASE 12" THICK AND AS LARGE AS
THE BOTTOM. PROVIDE PREFABRICATED PULL BOXES AS MANUFACTURED BY QUIKSET OR
BROOKS PRODUCTS. SUBMIT SHOP DRAWINGS FOR APPROVAL. REFER TO DRAWINGS FOR SIZE.
PROVIDE BEAD WELD ON COVER TO PULL BOX TO INDICATE SERVICES WITHIN PULL BOX (I.E. -
"480/277-VOLT, 3-PHASE, 4-WIRE ELECTRICAL" OR "SIGNAL /TEL /P.A. /CLOCK /FIRE ALARM").
B.SWITCHES
1.PROVIDE CIRCUIT SWITCHES TOTALLY ENCLOSED, BAKELITE OR COMPOSITION BASE, TOGGLE
TYPE WITH 120/277 VOLT A.C. RATING FOR FULL CAPACITY OR CONTACTS FOR LED,
INCANDESCENT, FLUORESCENT, HID, OR MOTOR LOADS AS APPLICABLE. SWITCH RATINGS
SHALL BE 20 AMPERE MINIMUM. COLOR SHALL BE WHITE OR AS SELECTED BY ARCHITECT.
CONTRACTOR SHALL CONFIRM COLOR WITH ARCHITECT PRIOR TO ORDERING.
C.RECEPTACLES
1.ALL RECEPTACLES IN FLUSH TYPE OUTLET BOXES SHALL BE INSTALLED WITH A BONDING
JUMPER TO CONNECT THE BOX TO THE RECEPTACLE GROUND TERMINAL. GROUNDING
THROUGH THE RECEPTACLE MOUNTING STRAPS IS NOT ACCEPTABLE. BONDING JUMPER, SIZED
PER CODE, SHALL BE ATTACHED AT EACH OUTLET TO THE BACK OF THE BOX USING DRILLED AND
TAPPED HOLES AND WASHER HEAD SCREWS 6-32 OR LARGER (EXCEPT ISOLATED GROUND
RECEPTACLES). COLOR SHALL BE WHITE W ITH MATCHING COVER PLATE OR AS SELECTED BY
ARCHITECT. CONTRACTOR SHALL CONFIRM COLOR WITH ARCHITECT PRIOR TO ORDERING.
RECEPTACLES CONNECTED TO EMERGENCY POWER CIRCUITS SHALL BE RED, ISOLATED
GROUND SHALL BE ORANGE.
2.DUPLEX CONVENIENCE RECEPTACLES SHALL BE GROUNDING TYPE, 125 VOLT, 20 AMPERE AND
SHALL HAVE TWO CURRENT CARRYING CONTACTS AND ONE GROUNDING CONTACT WHICH IS
INTERNALLY CONNECTED TO THE FRAME. OUTLET SHALL ACCOMMODATE STANDARD PARALLEL
BLADE CAP AND SHALL BE SIDE WIRED. ONLY THESE RECEPTACLES LISTED HEREAFTER SHALL
BE USED.
3.GROUND FAULT CONVENIENCE RECEPTACLES PROVIDE SEPARATE GROUND FAULT RECEPTACLE
AT EACH LOCATION INDICATED ON DRAWINGS.
4.WEATHERPROOF RECEPTACLE: GROUND FAULT TYPE DUPLEX RECEPTACLE, MOUNTED IN A
FLUSH OR SURFACE OUTLET BOX AS NOTED WITH SPRING DOOR TYPE COVERS.
5.SPECIAL OUTLETS SHALL BE AS INDICATED ON THE DRAWINGS.
6.FLUSH FLOOR DUPLEX CONVENIENCE RECEPTACLE IN A CAST IRON FLOOR BOX AS HEREIN
BEFORE SPECIFIED SHALL BE GROUNDING TYPE, 125 VOLTS, 20 AMPERES, AND SHALL HAVE TWO
CURRENT CARRYING CONTACTS AND ONE GROUNDING CONTACT WHICH IS INTERNALLY
CONNECTED TO THE FRAME. RECEPTACLE SHALL BE P & S OR HUBBELL #5242, SIERRA #1410 OR
LEVITON #5014, WITH STANDARD LENGTH MOUNTING STRAP AS REQUIRED BY THE
MANUFACTURER OF FLOOR BOX BEING FURNISHED (OR AS SHOWN ON PLANS).
D.DISCONNECTS
1.DISCONNECT SWITCHES SHALL BE RATED 600 VOLT A.C., HEAVY DUTY, QUICK-MAKE,
QUICK-BREAK, HORSEPOWER RATED, NON-FUSIBLE OR FUSIBLE, CLASS "R", IN NEMA TYPE 1
ENCLOSURE, LOCKABLE WITH NUMBER OF POLES AND AMPERAGE AS INDICATED ON THE
DRAWINGS. WHERE ENCLOSURE IS EXPOSED TO WEATHER OR IS INDICATED WP
(WEATHERPROOF) SWITCHES SHALL BE NEMA TYPE 3R.
2.ALL FUSED DISCONNECT SWITCHES SHALL BE FUSED PER ASSOCIATED EQUIPMENT NAMEPLATE.
E.TRANSFORMERS
1.TRANSFORMERS SHALL BE COPPER WOUND W/ 80 DEGREE C RISE AND A MINIMUM OF (4) 2 1/2%
FULL CAPACITY PRIMARY TAPS. VOLTAGES SHALL BE AS SPECIFIED ON SINGLE LINE. PROVIDE
VIBRATION ISOLATORS AT FOUR CORNERS. TRANSFORMERS SHALL BE MOUNTED SUCH THAT
ALL MANUFACTURERS AND CODE REQUIRED CLEARANCES ARE MAINTAINED. ALL
TRANSFORMERS SHALL BE COMPLETELY ENCLOSED EXCEPT FOR VENTILATING OPENINGS.
2.ALL DRY-TYPE TRANSFORMERS, RATED AT 15KVA OR GREATER, SHALL MEET THE ENERGY
EFFICIENCY REQUIREMENTS OF THE DOE 2016.
3.TRANSFORMERS RATED OVER 112 1/2 KVA SHALL HAVE CLASS 155 OR HIGHER INSULATION
SYSTEMS AND BE COMPLETELY ENCLOSED EXCEPT FOR VENTILATING OPENINGS.
4.WALL MOUNTED TRANSFORMERS SHALL UTILIZE MANUFACTURES MOUNTING BRACKETS.
CONTRACTOR IS RESPONSIBLE TO COORDINATE WITH STRUCTURAL TO INSURE WALL IS
CAPABLE OF SUPPORTING TRANSFORMER AND COMPLIES WITH ALL CODES.
F.SPARE FUSE CABINETS
1.WHERE NEW FUSED SWITCHBOARDS OR FUSED MOTOR CONTROL CENTERS ARE INSTALLED,
PROVIDE A CABINET WITH SPARE FUSES NEAR EACH ENCLOSURE. CABINETS SHALL BE AS
SPECIFIED FOR "TERMINAL CABINETS" AND SHALL BE OF SUFFICIENT SIZE TO CONTAIN ALL
SPARE FUSES SPECIFIED HEREIN. PROVIDE CLIPS (2 PER FUSE) FOR EACH SPARE FUSE.
PROVIDE (3) SPARE FUSES FOR EACH TYPE/SIZE ON PROJECT. MOUNT CLIPS IN PLYWOOD
BACKBOARD IN CABINET. LABEL CABINET "SPARE FUSES". INCLUDE FUSE PULLER.
G.CONDUIT
1.ALL CONDUIT SHALL BE UTILIZED AND INSTALLED PER CODE. ALL CONDUIT SHALL BE SUPPORTED
AND BRACED PER APPLICABLE CODES WITH PIPE CLAMPS & SUPPORTS, PLUMBERS TAPE SHALL
NO BE ACCEPTED.
2.ALL CONDUIT SHALL BE CONCEALED FROM VIEW WHEREVER POSSIBLE.
3.ALL EXPOSED CONDUIT SHALL BE INSTALLED AT RIGHT ANGLES OR PARALLEL TO WALLS OR
STRUCTURES AND SHALL BE INSTALLED IN A CLEAN, WORKMAN LIKE MANNER. CONTRACTOR
SHALL PAINT EXPOSED CONDUIT TO MATCH SURROUNDING SURFACE COLOR. CONTRACTOR
SHALL OBTAIN PAINT MANUFACTURES NAME AND COLOR NUMBERS FROM ARCHITECT OR
OWNERS REPRESENTATIVE.
4.RIGID STEEL CONDUIT SHALL BE USED WHERE EMBEDDED IN CONCRETE; EMBEDDED IN BRICK
OR MASONRY WALLS; EXPOSED ON INTERIOR OF BUILDINGS BELOW EIGHT FEET WHERE
SUBJECT TO PHYSICAL DAMAGE; EXPOSED ON EXTERIOR OF BUILDING; DAMP OR WET
LOCATIONS; EXPOSED ON ROOF OR IN CLASSIFIED AREAS. RIGID STEEL CONDUIT SHALL NOT BE
INSTALLED IN DIRECT CONTACT WITH EARTH OR SAND.
5.CONDUITS PENETRATING THRU SLAB SHALL BE RIGID GALVANIZED STEEL.
6.EMT SHALL BE INSTALLED IN DRY LOCATIONS SUCH AS, PARTITIONS, CEILING SPACES AND STUD
WALLS, OR WHERE EXPOSED BELOW EIGHT FEET AND NOT SUBJECT TO PHYSICAL DAMAGE.
7.IMT SHALL BE USED WHERE EXPOSED BELOW EIGHT FEET AND SUBJECT TO PHYSICAL DAMAGE.
8.FLEXIBLE STEEL CONDUIT MAY BE INSTALLED WHERE CONCEALED ABOVE CEILING OR IN
NON-MASONRY/CONCRETE WALLS AND PROPERTY SUPPORTED.
9.LIQUID-TIGHT FLEXIBLE CONDUIT SHALL BE INSTALLED FOR FINAL CONNECTION TO MOTORS,
CONTROL DEVICES MOUNTED ON VIBRATING OR ROTATING EQUIPMENT, EQUIPMENT INDICATED
ON DRAWINGS TO HAVE FLEXIBLE CONNECTIONS, AND IN ALL AREAS WHERE EXPOSED TO
MOISTURE AND FLEXIBLE CONNECTIONS ARE REQUIRED. ALL FLEXIBLE CONDUIT SHALL CONTAIN
A GROUND CONDUCTOR SIZED PER CODE.
10.SCHEDULE 40 PVC CONDUIT WITH CODE SIZED GROUND CONDUCTOR SHALL BE USED BELOW
GRADE ONLY, IF APPROVED AND INSTALLED PER LOCAL CODES UNLESS OTHERWISE SPECIFIED.
DO NOT ROUTE BELOW GRADE CONDUITS THROUGH AREAS OF FUTURE CONSTRUCTION.
INSTALL 30" BELOW GRADE. PROVIDE PVC-COATED STEEL CONDUIT FOR ALL ELBOWS AND
RISERS. NON-METALLIC CONDUIT SHALL NOT BE INSTALLED IN; CONCRETE BUILDINGS, BRICK OR
MASONRY CONSTRUCTION; IN WALLS; ABOVE CEILINGS OR IN CRAWL SPACES.
11.MC CABLE IS ACCEPTABLE IN AREAS WHERE NOT SUBJECT TO DAMAGE SUCH AS IN FURRED OUT
WALLS AND ABOVE CEILINGS PROVIDED ALL SUPPORT REQUIREMENTS ARE MET AND PROVIDE IT
IS INSTALLED AS FOLLOWS:
TRADITIONAL CONDUIT/WIRE SYSTEM SHALL BE USED FROM THE PANEL TO AN ACCESSIBLE
SPACE IN THE CEILING. A CODE SIZE JUNCTION BOX/BOXES SHALL BE INSTALLED IN THE
ACCESSIBLE CEILING AREA. THHN/THWN, 90 DEGREE CONDUCTORS IS THEN PULLED FROM
THE J-BOX TO THE PANEL WHERE THE CONDUCTORS ARE TERMINATED ON THE BREAKERS.
FROM THE J-BOX IN THE CEILING, MC CABLE, WITH THE FULLY RATED GROUND, MAY THEN BE
RUN TO THE BRANCH DEVICE.
THE METHOD USED TO CUT THE MC CABLE IS DONE WITH MANUFACTURER APPROVED TOOLS
ONLY. SPECIFICALLY A TOOL DESIGNED TO CUT THE METAL JACKET WITHOUT DAMAGING THE
WIRE INSIDE. AFTER THE JACKET HAD BEEN CUT, A PLASTIC BUSHING IS INSERTED TO
FURTHER PROTECT THE WIRING. THEN TEST ALL CIRCUITS TO ENSURE POLARITY, VOLTAGE
AND GROUNDING.
12.ALL CONDUIT PENETRATIONS THROUGH FIRE-RATED FLOOR SLABS, SHAFTS AND WALLS SHALL
BE SEALED TO PREVENT THE SPREAD OF FIRE OR SMOKE WITH AN APPROVED UL LISTED FIRE
STOP OR FIRE RESISTANT SEALANT. THE RATING OF THE FIRE STOP OR SEALANT SHALL BE
EQUAL TO THE RATING OF THE ELEMENT PENETRATED.
13.CONDUITS REFERENCED AS CONDUIT ONLY (C.O.) SHALL BE CAPPED AND PROVIDED WITH A
NYLON PULL STRING AND TAGS INDICATING THE ORIGINATION AND FUNCTION FOR THE CONDUIT.
14.PREMANUFACTURE CONDUIT SYSTEMS MAY BE USED FOR LIGHTING SYSTEMS. CONTRACTOR
SHALL FURNISH COMPLETE SYSTEM WITH U.L. LISTED COMPONENTS AS APPROVED BY LOCAL
JURISDICTION. CONTRACTOR SHALL PROVIDE SHOP DRAWING OF ENTIRE SYSTEM INDICATING
ALL DEVICES, CONDUIT LENGTHS AND SUPPORTS. SYSTEM SHALL BE 277/480 OR 120/208 VOLT
RATED.
15.CONDUITS CROSSING BUILDING EXPANSION AND/OR SEISMIC JOINTS SHALL BE PROVIDED WITH
EXPANSION DEFLECTION FITTINGS AT THE EXPANSION AND/OR SEISMIC JOINT.
16.ALL CONDUIT FOR ROOFTOP EQUIPMENT SHALL BE ROUTED BELOW THE ROOF STRUCTURE. ALL
PENETRATIONS THROUGH ROOF OR EXTERIOR WALL SHALL BE FLASHED AND MADE
WATER-TIGHT. PROVIDE ROOF JACKS AT ALL PENETRATIONS.
17.CONTRACTOR SHALL PROVIDE CONDUIT SEALS AS REQUIRED BY CODE.
18.CONDUITS USED FOR EQUIPMENT GROUNDING SHALL UTILIZE APPROVED GROUNDING
COUPLINGS.
19.ALL CONDUITS SHALL INCLUDE A GREEN EQUIPMENT GROUND SIZED PER CODE, #12 AWG
MINIMUM.
20.MINIMUM ABOVE GROUND CONDUIT SIZE SHALL BE 1/2". MINIMUM UNDERGROUND CONDUIT SIZE
SHALL BE 3/4".
21.ALL EMPTY CONDUITS SHALL INCLUDE A NYLON PULL LINE AND SHALL BE CAPPED AND
PERMANENTLY MARKED TO IDENTIFY ITS PURPOSE AND WHERE IT TERMINATES.
H.CONDUCTORS
1.ALL CONDUCTORS SHALL BE COPPER, 600V AND RATED 90 DEGREE C. PROVIDE TYPE THHN IN
DRY LOCATIONS AND TYPE THWN-2 IN WET (OR DRY) LOCATIONS. MINIMUM SIZE #12 AWG.
2.WHERE INSTALLED IN RACEWAY, CONDUCTORS OF SIZE NO.8 AND LARGER SHALL BE STRANDED.
3.CONDUCTORS SIZE NO. 1 AWG AND SMALLER WITH 90 DEGREE C INSULATION ARE TO USE THE 60
DEGREE C COLUMN OF THE CODE, TABLE 310.15(B)(16), TO DETERMINE AMPACITY. CONDUCTORS
#1/0 AWG AND LARGER WITH 90 DEGREE C INSULATION ARE TO USE THE 75 DEGREE C COLUMN
OF THE CODE, TABLE 310.15(B)(16), TO DETERMINE AMPACITY.
4.ALL CONDUCTORS/CABLING SHALL BE INSTALLED IN AN APPROVED RACEWAY UNLESS
SPECIFICALLY OTHERWISE NOTED.
I.PANELBOARDS, SWITCHBOARDS AND DISTRIBUTION BOARDS
1.ENCLOSURES SHALL BE NEMA 1 FOR INDOOR AND NEMA 3R FOR OUTDOOR USE. ALL
SWITCHBOARDS SHALL BE PAINTED MANUFACTURERS STANDARD GRAY OVER A RUST INHIBITING
PRIMER ON CORROSIVE RESISTANT METAL SURFACE. SWITCHBOARD SHALL BE NEW AND FREE
OF ANY SCRATCHES, DENTS OR ANY DAMAGE.
2.ALL BUSSING SHALL BE PLATED COPPER UNLESS OTHERWIISE NOTED WITH BRACING PER
SINGLE LINE DIAGRAM. THE AIC RATING SHALL NEVER BE LESS THAN THE UTILITY COMPANY
AVAILABLE FAULT CURRENT. CONTRACTOR SHALL VERIFY THE FAULT CURRENT WITH UTILITY
COMPANY PRIOR TO ORDERING GEAR TO ENSURE PROPER BRACING AND SERIES RATING.
SWITCHBOARDS SHALL BE APPROVED BY THE UTILITY COMPANY SERVING THE PROJECT.
3.ALL PANELBOARDS SHALL BE U.L. LISTED FOR SERIES RATING COMBINATION FUSE TO CIRCUIT
BREAKER OR CIRCUIT BREAKER TO CIRCUIT BREAKER ARRANGEMENT. ALL BUSSING SHALL BE
PLATED COPPER AND ALL CIRCUIT BREAKERS SHALL BE BOLT-ON TYPE.
4.PANELBOARDS SHALL BE MOUNTED AS SHOWN ON DRAWINGS. PROVIDE CIRCUIT BREAKERS AS
SHOWN ON PANEL SCHEDULES AND SINGLE LINE DIAGRAM. PROVIDE WITH HINGED DOORS,
TYPED PANEL CARDS AND PROPER BUSSING.
5.ALL PANELBOARDS AND CONTROL CABINETS SHALL BE LOCKABLE AND KEYED ALIKE.
6.THE UNDERGROUND PULL SECTION SHALL BE SIZED PER PLANS AND UTILITY COMPANY
REQUIREMENTS. IN NO CASE SHALL THE DIMENSIONS OF THE PULL SECTION BE LESS THAN
REQUIRED BY THE SERVING UTILITY COMPANY.
7.THE METER/MAIN SECTION SHALL INCLUDE ALL METERING EQUIPMENT INCLUDING CURRENT
TRANSFORMERS, SOCKET, TEST BLOCK AND METERING BARRIER SEPARATING METERING
EQUIPMENT FROM MAIN DEVICE. THE MAIN SHALL BE A THERMAL MAGNETIC MOLDED CASE
CIRCUIT BREAKER OR SOLID STATE CIRCUIT BREAKER. FUSIBLE SWITCHES SHALL NOT BE
ACCEPTED UNLESS SPECIFICALLY SHOWN ON PLANS.
8.DISTRIBUTION BOARDS AND PANELBOARDS SHALL BE BY THE SAME MANUFACTURER AS UGPS
AND METER/MAINS.
9.DIMENSIONS OF SWITCHGEAR DESIGN ARE TO BE USED IN LAYING OUT ELECTRICAL ROOM. ANY
DEVIATIONS MAY VIOLATE CODE MINIMUM CLEARANCE. CONTRACTOR SHALL PROVIDE A SCALED
AND DIMENSIONED PLAN OF ELECTRICAL ROOM SHOWING ACTUAL SWITCHBOARD SIZE AND
EXACT LOCATION. THIS DRAWING SHALL BE FURNISHED WITH SHOP DRAWING SUBMITTAL.
10.DISTRIBUTION BOARDS SHALL BE FLOOR STANDING, FULL HEIGHT WITH MINIMUM OF 60 INCHES
OF DISTRIBUTION AND CAPABLE OF HOUSING CIRCUIT BREAKER AS LARGE AS THE MAIN CIRCUIT
BREAKER. THE BUSSING SHALL BE PLATED COPPER BRACED FOR 65,000 AMPS (UNLESS
OTHERWISE NOTED ON PLANS). THE BUSSING SHALL MATCH UP WITH METER MAIN AND BOLT
TOGETHER. CABLE CONNECTIONS SHALL NOT BE ACCEPTED UNLESS SPECIFICALLY SHOWN ON
PLANS. CIRCUIT BREAKERS IN THESE SECTIONS SHALL HAVE THE SAME INTERRUPTING RATING
AS THE MAIN CIRCUIT BREAKER. CIRCUIT BREAKERS DOWN STREAM SHALL BE SERIES RATED
AND SHALL BARE ALL TAGS AND CODE REQUIRED IDENTIFICATION.
11.HORIZONTAL AND VERTICAL BUSSES SHALL BE FULL LENGTH. BUSS SHALL HAVE A MINIMUM
WITHSTAND RATING EQUAL TO AVAILABLE FAULT CURRENT INDICATED ON DRAWINGS, BUT IN NO
CASE SHALL THE RATING BE LESS THAT 65,000 AMPS, SYMMETRICAL UNLESS SPECIFICALLY
SHOWN ON PLANS.
12.PROVIDE INTERCONNECTED FULL CAPACITY NEUTRAL BUS IN EACH SECTION WITH THE SAME
RATINGS AND CONSTRUCTION AS THE PHASE BUSSES.
13.PROVIDE INTERCONNECTED GROUND BUS IN EACH SECTION.
14.PROVIDE SPACE AND ALL HARDWARE AND MOUNTING ATTACHMENTS FOR FUTURE DEVICES AS
INDICATED ON THE DRAWINGS.
15.MAIN HORIZONTAL BUSSING SHALL BE FULL CAPACITY IN ALL SWITCHBOARD SECTIONS.
16.VERTICAL BUSS MAY BE TAPERED, TO NOT LESS THAN ONE THIRD THE AMPACITY RATING OF THE
MAIN HORIZONTAL BUSS; BUT IN NO CASE SHALL THE VERTICAL BUSS BE OF LESS CAPACITY
THAN THE SUM OF THE FRAME SIZE AMPACITIES OF OVERCURRENT DEVICES MOUNTED IN THE
RESPECTIVE SECTIONS INCLUDING ANY INDICATED SPARES AND SPACES.
17.THE SWITCHBOARD BUSSING SHALL BE OF SUFFICIENT CROSS-SECTIONAL AREA TO MEET UL
STANDARD 891 ON TEMPERATURE RISE. BUS SHALL BE PLATED COPPER. THE THROUGH BUS
SHALL HAVE PROVISIONS FOR THE ADDITION OF FUTURE SECTION. THE THROUGH BUS
SUPPORTS, CONNECTIONS AND JOINTS ARE TO BE BOLTED WITH GRADE 5 HEX HEAD BOLTS AND
BELLEVILLE WASHERS TO MINIMIZE MAINTENANCE REQUIREMENTS.
J.OVERCURRENT DEVICES
1.ALL OVER CURRENT DEVICES, INCLUDING BUT NOT LIMITED TO, CIRCUIT BREAKERS, FUSED
SWITCHED, COMBINATION MOTOR STARTERS, ETC. SHALL HAVE AN INTERRUPTING RATING
EQUAL TO OR EXCEEDING THE AVAILABLE FAULT CURRENT, INCLUDING MOTOR CONTRIBUTION.
CONTRACTOR SHALL VERIFY THE UTILITY CO. AVAILABLE FAULT CURRENT PRIOR TO ORDERING
EQUIPMENT. IN THE EVENT THE AVAILABLE FAULT CURRENT IS HIGHER THAN SHOWN ON THE
DRAWINGS, CONTRACTOR SHALL ADJUST, AT NO COST, AS REQUIRED.
2.ALL CIRCUIT BREAKERS SHALL BE BY THE SAME MANUFACTURE, AS INDICATED ON THE SINGLE
LINE DIAGRAM AND PANEL SCHEDULES.
3.CIRCUIT BREAKERS SHALL BE ARRANGED IN PANELS SO THAT PROPER TRIP SETTINGS AND
NUMBERS CORRESPOND TO THE PANEL SCHEDULES ON THE DRAWINGS. IN NO CASE SHALL THE
CONTRACTOR MODIFY THE BREAKER CONFIGURATION UNLESS WRITTEN AUTHORIZATION IS
GIVEN BY THE ENGINEER OF RECORD.
4.TWO OR THREE POLE CIRCUIT BREAKERS SHALL BE COMMON TRIP TYPE. SINGLE POLE
BREAKERS WITH TIE-BAR BETWEEN HANDLES ARE NOT ACCEPTABLE.
5.WHERE BRANCH CIRCUITS FEED MOTORS, WATER HEATERS AND SIGNAL DEVICES, THE BREAKER
SHALL BE PROVIDED WITH A PERMANENT LOCK-OFF DEVICE.
6.ALL PANELBOARD CIRCUIT BREAKERS SHALL BE BOLT-ON TYPE.
7.MAIN SERVICE DISCONNECT DEVICES SHALL BE CIRCUIT BREAKERS UNLESS OTHERWISE
SPECIFIED IN PLANS.
8.MAIN SERVICE DISCONNECTS RATED 1000 AMPS OR MORE, SOLIDLY GROUND WYE WITH
GREATER THAN 150 VOLTS TO GROUND AND BUT NOT EXCEEDING 600 VOLTS PHASE TO PHASE
SHALL BE PROVIDED WITH A ZERO SEQUENCE GROUND FAULT DETECTION/INTERUPT DEVICE.
ALL GROUND FAULT EQUIPMENT SHALL BE TESTED AND SET BY AN INDEPENDENT TESTING
LABORATORY AND SHALL BE SET AS RECOMMENDED BY THE TESTING AGENCY SO AS TO BE
COORDINATED WITH OTHER PROTECTION DEVICES WITHIN THE ELECTRICAL DESIGN. COPIES OF
THE TEST AND SETTINGS SHALL BE SENT TO THE ARCHITECT. CONTRACTOR SHALL INCLUDE IN
HIS BID ALL COST ASSOCIATED WITH TESTING AND SETTING OF GROUND FAULT DEVICES.
9.NEW CIRCUIT BREAKERS AND FUSIBLE SWITCHES INSTALLED IN EXISTING SWITCHBOARDS,
DISTRIBUTION BOARDS AND PANELBOARDS SHALL MATCH EXISTING MANUFACTURER AND ALL
ELECTRICAL CHARACTERISTICS OF THE EXISTING EQUIPMENT BUT IN NO CASE SHALL THE
INTERRUPTING RATING BE LESS THAN THE AVAILABLE FAULT CURRENT, INCLUDING MOTOR
CONTRIBUTION.
10.ALL FUSES SHALL BE CLASS "R" BUSS CO. LPN-RK (250V) OR LPS-RK (600V), UNLESS OTHERWISE
NOTED. ALL FUSES SHALL PROPERLY SERIES RATE WITH DOWN STREAM DEVICES.
K.LIGHT FIXTURES
1.ALL LIGHTING SHALL COMPLY WITH APPLICABLE ENERGY CODES WHETHER INDICATED IN THESE
DRAWINGS OR NOT.
2.PROVIDE LIGHT FIXTURES COMPLETE WITH LAMPS, DRIVERS, BALLASTS, SOCKETS, HOUSINGS,
CEILING TRIM RINGS FOR SPECIAL CEILINGS, BRACKETS, DIFFUSERS/LENSES AND OUTLET
BOXES.
3.THE CATALOG NUMBERS INCLUDED IN THE FIXTURE SCHEDULE SHALL BE CONSIDERED TO
ESTABLISH THE TYPE OR CLASS OF FIXTURE WITH A PARTICULAR MANUFACTURER ONLY. THE
FIXTURE LENGTH, QUANTITY, TYPE OF LAMPS, COMPONENT MATERIALS, ACCESSORIES,
MOUNTING TYPE AND ALL OTHER FEATURES REQUIRED TO FULFILL THE TOTAL DESCRIPTION OF
THE FIXTURE BASED ON ALL DRAWINGS AND SPECIFICATION INFORMATION SHALL BE COMPLIED
WITH REGARDLESS OF WHETHER OR NOT THE CATALOG NUMBER ON THE FIXTURE SCHEDULE
SPECIFICALLY INCLUDES THESE FEATURES. IF ANY CONFLICT EXISTS BETWEEN THE CATALOG
NUMBER, THE DESCRIPTION, OR FIELD CONDITIONS, THE CONTRACTOR SHALL NOTIFY THE
ARCHITECT AND ENGINEER PRIOR TO ORDERING.
4.LIGHT FIXTURES SHALL BE OF TYPES AS INDICATED IN THE FIXTURE SCHEDULE ON THE
DRAWINGS.
5.INCLUDE AN ALLOWANCE OF $500.00 FOR THE SUPPLY AND INSTALLATION OF LIGHT FIXTURE
WHERE OUTLET IS SHOWN ON DRAWINGS WITHOUT A FIXTURE TYPE DESIGNATION.
6.ALL FIXTURES OF ONE TYPE SHALL BE OF ONE MANUFACTURER AND OF IDENTICAL FINISH AND
APPEARANCE, UNLESS OTHERWISE NOTED ON DRAWINGS.
7.PROVIDE SEISMIC RESTRAINTS, AS REQUIRED, BY LOCAL JURISDICTION.
8.ALL LIGHT FIXTURES SHALL BE LED UNLESS OTHERWISE SPECIFIED IN THESE DRAWINGS.
9.ALL LIGHT FIXTURES SHOWN AS "EM" SHALL BE PROVIDED WITH EITHER AN INTEGRAL BATTERY
PACK OR EXTERNAL EMERGENCY LIGHTING INVERTER.
10.ALL LIGHT FIXTURES SHALL MEET TITLE 20 AND TITLE 24 REQUIREMENTS WHETHER SHOWN ON
PLANS OR NOT.
11.ALL LIGHT FIXTURES SHALL HAVE ALL PARTS AND FITTINGS NECESSARY TO COMPLETE AND
PROPERLY INSTALL THE FIXTURE IN THE APPLICABLE LOCATION.
12.SURFACE AND/OR WALL MOUNTED LIGHTING FIXTURES SHALL NOT HAVE ANY EXPOSED CHASE
NIPPLES OR CONDUIT KNOCKOUTS VISIBLE TO VIEW WITHIN FIXTURE HOUSING. LIGHTING
FIXTURES MOUNTED IN CONTINUOUS ROWS SHALL HAVE CHASE NIPPLES OR CONDUIT
KNOCKOUTS BETWEEN FIXTURE HOUSINGS, BUT SHALL NOT HAVE VISIBLE CHASE
NIPPLE/CONDUIT KNOCKOUTS ON THE VISIBLE ENDS OF THE CONTINUOUS ROW LIGHTING
FIXTURE.
13.WHERE FIXTURE COLOR IS INDICATED TO BE SELECTED BY THE ARCHITECT, PROVIDED TWO
COLOR CHIP SAMPLES FOR REVIEW.
14.RECESSED FIXTURES MUST ALL BE U.L. APPROVED FOR RECESSED INSTALLATION WITH PLASTER
FRAME AND ATTACHED PULLBOX. LAMP ENCLOSURE, REFLECTORS AND FINISH WIRING SHALL
NOT BE INSTALLED UNTIL PLASTERING IS COMPLETE. FINISH TRIM SHALL NOT BE INSTALLED
UNTIL FINISH PAINTING OF THE ADJACENT SURFACE IS COMPLETE.
15.ALL FIXTURES SHALL BEAR U.L. LABEL OF APPROVAL FOR FIXTURE WATTAGE INDICATED.
16.LIGHT FIXTURES INSTALLED IN DAMP OR WET LOCATIONS SHALL BE UL LISTED FOR SUCH
LOCATION.
17.LIGHT FIXTURES INSTALLED IN CONTACT WITH INSULATION SHALL HAVE PROPER I.C. RATING
WHETHER SHOWN ON PLANS OR NOT. FIXTURES WITHOUT I.C. RATING SHALL HAVE A
SEPARATION OF 3" BETWEEN THE FIXTURE AND THE INSULATION.
18.FIXTURE LENSES AND DIFFUSERS SHALL BE AS CALLED OUT ON FIXTURE SCHEDULE.
19.ACRYLIC LENSES SHALL BE MANUFACTURED FROM 100% VIRGIN ACRYLIC AND BE .125" THICK
MINIMUM.
20.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY ACTUAL CEILING TYPE AS DEFINED
ON THE ARCHITECTURAL DRAWINGS AND FURNISH ALL FIXTURES WITH THE CORRECT MOUNTING
DEVICES AND PROPER OPERATING VOLTAGES. CONTRACTOR SHALL VERIFY DEPTH OF ALL
RECESSED FIXTURES WITH ARCHITECTURAL DRAWINGS PRIOR TO ORDERING. ANY
DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT PRIOR TO ORDERING.
21.RECESSED LIGHT FIXTURES MOUNTED FLUSH IN "LAY-IN" T-BAR OR CONCEALED SPLINE CEILING
SHALL BE PROVIDED WITH TWO CLIPS ON EACH END OF THE FIXTURE AND CONNECTED TO THE
CEILING CROSS RUNNERS. PROVIDE TWO 12 GAUGE FIXTURE HANGER WIRE ATTACHED TO
STRUCTURAL MEMBERS AND CONNECT TO DIAGONAL CORNERS OF FIXTURE. FIXTURE SHALL
SET LEVEL AND FLUSH WITH CEILING GRID SYSTEM.
22.SURFACE MOUNTED FIXTURES INSTALLED ON DRY WALL OR PLASTER CEILINGS AND WEIGHING
LESS THAN 50 POUNDS MAY BE SUPPORTED FROM OUTLET BOX. PROVIDE STRUCTURAL
SUPPORTS ABOVE DRYWALL OR PLASTER CEILING FOR INSTALLATION OF FIXTURE WEIGHING
MORE THAN 50 POUNDS AND SECURE FIXTURES TO STRUCTURAL SUPPORTS. THE USE OF
TOGGLE BOLTS IS PROHIBITED.
23.LIGHT FIXTURES RECESSED IN CEILING OR DRY WALL WHICH HAS A FIRE RESISTIVE RATING OF
ONE HOUR OR MORE SHALL BE ENCLOSED IN A BOX WHICH HAS A FIRE RATING EQUAL TO THAT
OF THE CEILING OR WALL. THE SPACE FROM THE FIXTURE TO THE ENCLOSURE SHALL BE A
MINIMUM OF 3".
24.LENS AND DIFFUSERS SHALL BE CLEANED COMPLETELY OF ALL DUST, DIRT, AND FINGERPRINTS
AFTER THE INSTALLATION OF THE LIGHT FIXTURES, CEILING, PAINTING, AND PRIOR TO
OCCUPANCY OF THE FACILITY BY OWNER.
25.PROVIDE ILLUMINATED EXIT SIGNS AS REQUIRED BY BUILDING DEPARTMENT OR FIRE MARSHALL.
EXIT SIGNS SHALL HAVE SELF-CONTAINED EMERGENCY BATTERY PACKS. PROVIDE CIRCUITRY
AS REQUIRED FOR EXIT SIGNS, VERIFY LOCATIONS. CONTRACTOR SHALL PROVIDE ADDITIONAL
EXIT SIGNS AND CIRCUITRY AS REQUIRED WITHOUT ADDITIONAL COST.
PART 3 - SYSTEMS
L.GROUNDING
1.THE ELECTRICAL SYSTEM SHALL BE GROUNDED PER CODE.
2.EQUIPMENT GROUNDING SHALL BE PER 250.118.
3.THE MAXIMUM RESISTANCE TO GROUND SHALL NOT EXCEED 25 OHMS TO GROUND.
4.THE CONTRACTOR SHALL PROVIDE ALL INSTRUMENTATION AND TESTS FOR MEASURING THE
RESISTANCE OF EACH PHASE TO GROUND. A PROPERLY CALIBRATED "MEGGER" TYPE
INSTRUMENT SHALL BE USED. IN THE EVENT THAT HIGH RESISTANCE TO GROUNDS ARE FOUND
THEY SHALL BE ISOLATED. MAKE PROPER CORRECTIONS TO RESTORE THE RESISTANCE TO AN
ACCEPTABLE VALUE.
M.MECHANICAL AND PLUMBING
1.CONTRACTOR SHALL INCLUDE ALL H.V.A.C. AND PLUMBING POWER AND CONTROL
REQUIREMENTS IN BASE BID. REVIEW MECHANICAL AND PLUMBING DRAWINGS FOR FINAL
REQUIREMENTS/ LOCATIONS.
2.VERIFY EXACT LOCATIONS AND ORIENTATION OF ALL MECHANICAL AND PLUMBING EQUIPMENT
WITH MECHANICAL AND PLUMBING DRAWINGS. FIELD VERIFY CONDITIONS WITH MECHANICAL
AND PLUMBING CONTRACTORS PRIOR TO ROUGH-IN.
3.COORDINATE WITH MECHANICAL AND PLUMBING DRAWINGS AND PROVIDE, INCLUDING BUT NOT
LIMITED TO, ALL CONDUIT, WIRING, TIME CLOCKS, STARTERS, CONTROL DEVICES, RELAYS,
DISCONNECT SWITCHES, ETC. FOR THE PROPER OPERATION OF THE MECHANICAL AND
PLUMBING SYSTEMS. REFER TO THE MECHANICAL AND PLUMBING DRAWINGS AND ADDENDUMS
FOR ADDITIONAL ELECTRICAL REQUIREMENTS.
4.ALL EQUIPMENT, ENCLOSURES, DEVICES, DISCONNECT SWITCHES, CONNECTIONS, ETC.
LOCATED OUTDOORS OR IN WET LOCATIONS SHALL BE WEATHERPROOF.
5.PROVIDE WEATHERPROOF "WHILE-IN-USE", EXTRA-DUTY, GFCI RECEPTACLES WITHIN 25 FT. OF
MECHANICAL AND PLUMBING EQUIPMENT WHETHER SHOWN ON THESE DRAWINGS OR NOT.
N.COMMUNICATIONS
1.TELEPHONE AND DATA OUTLETS SHALL CONSIST OF A SINGLE-GANG BOX WITH (1) 3/4"C.O.
STUBBED 6" ABOVE ACCESSIBLE CEILING WITH A NYLON PULL STRING. PROVIDE PLASTER RING
AND A SINGLE-PORT FACE PLATE, COLOR SPECIFIED BY ARCHITECT, UNLESS OTHERWISE NOTED.
2.TELEPHONE AND DATA OUTLETS IN BUILDINGS SERVED BY A PLENUM RATED CEILING OR AS
REQUIRED BY LOCAL AUTHORITY SHALL HAVE 3/4"C.O. WITH NYLON PULL STRING ROUTED TO
THE NEAREST TELEPHONE BACKBOARD.
3.IT IS THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO VERIFY THE TELEPHONE
SERVICE ENTRANCE REQUIREMENTS AND SYSTEM DISTRIBUTION REQUIREMENTS WITH THE
SERVING LOCAL TELEPHONE UTILITY COMPANY AND APPROPRIATE VENDOR.
O.OTHER TRADES
1.CONTRACTOR SHALL REVIEW DRAWINGS AND SPECIFICATIONS OF ALL OTHER TRADES,
INCLUDING BUT NOT LIMITED TO, ARCHITECTURAL, MECHANICAL, PLUMBING, LANDSCAPE,
REFRIGERATION, KITCHEN, FIRE ALARM, LIFE SAFETY, SPRINKLER, SECURITY, AUDIO/VISUAL AND
COMMUNICATIONS AND INCLUDE IN HIS BID ALL ELECTRICAL POWER, CONTROLS, CONDUIT ETC.
NECESSARY TO MAKE THESE SYSTEMS OPERABLE WHETHER INDICATED ON THESE DRAWINGS
OR NOT.
P.UTILITIES
1.CONTRACTOR SHALL INCLUDE IN HIS BID ALL TRENCHING, CONDUIT, CONCRETE ENCASEMENT,
PULL BOXES STRUCTURES, FEES, ETC. AS NECESSARY TO PROVIDE A COMPLETE, OPERABLE
SYSTEM PER THE SERVING UTILITY COMPANIES REQUIREMENTS.
2.CONTRACTOR SHALL BUILD PER THE UTILITY COMPANIES ENGINEERED DRAWINGS ONLY.
3.CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND UTILITY COMPANY REQUIREMENTS
PRIOR TO BID.
NAME
TYPE
WATTS
ID
#
ID
SHEET
ID
SHEET
ELECTRICAL EQUIPMENT
-NO PREFIX: PANEL BOARD
-T- OR XFMR PREFIX: TRANSFORMER
-LCP PREFIX: LIGHTING CONTROL PANEL
-DB PREFIX: DISTRIBUTION BOARD
-MSB PREFIX: MAIN SWITCHBOARD
-MSG PREFIX: MAIN SWITCHGEAR
-INV PREFIX: INVERTER
-MCC PREFIX: MOTOR CONTROL CENTER
LIGHT FIXTURE
-TYPE IS LIGHT FIXTURE DESIGNATION
-WATTS IS LIGHT FIXTURE INPUT WATTAGE
MECHANICAL, PLUMBING AND OTHER EQUIPMENT
-ID IS EQUIPMENT DESIGNATION
-# IS UNIT NUMBER
DETAIL
-ID IS DETAIL DESIGNATION
-SHEET IS LOCATION OF DETAIL
MATCH LINE
-ID IS MATCH LINE DESIGNATION
-SHEET IS LOCATION OF CONTINUATION
CALL OUTS
MAY BE USED WITH OR WITHOUT LEADERS
SCOPE OF WORK
GENERAL ELECTRICAL SPECIFICATIONS
SHEET INDEX
E0.1 SPECIFICATIONS AND ABBREVIATIONS
E0.2 GENERAL NOTES AND SYMBOLS
E1.1 OVERALL KEY PLAN
E2.1 PARTIAL SINGLE LINE DIAGRAM
E4.1 LAB POWER PLAN
E4.2 ROOF POWER PLAN
E4.5 LAB LIGHTING PLAN
E4.6 NORMAL PHOTOMETRICS
E4.7 EGRESS PHOTOMETRICS
E5.1 SCHEDULES
E6.1 EQUIPMENT SCHEDULE AND DETAILS
E8.1 TITLE 24 ENERGY FORMS
E0.1
SPECIFICATIONS AND
ABBREVIATIONSPOWER AND LIGHTING FOR A NEW LAB AREA IN AN EXISTING BUILDING.
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3009 S Daimler St
11/18/2024
GENERAL POWER NOTES
(UNLESS OTHERWISE NOTED, SOME MAY NOT APPLY)
A.CONTRACTOR SHALL VERIFY ALL LOCATIONS, MOUNTING HEIGHTS, CONNECTIONS
AND REQUIREMENTS WITH OTHER TRADES, OWNER, ARCHITECT AND/OR TENANT
AS APPLICABLE PRIOR TO INSTALL AND ADJUST ACCORDINGLY. CONTRACTOR
SHALL REVIEW ALL OTHER TRADE'S DRAWINGS AND INCLUDE IN HIS BID ALL COSTS
APPLICABLE TO THE ELECTRICAL TRADE WHETHER SHOWN IN THESE DRAWINGS
OR NOT.
B.WHERE NEW CONDUITS ARE TO BE INSTALLED UNDERGROUND, CONTRACTOR
SHALL EMPLOY DIG-ALERT AND PROVIDE X-RAYS AS REQUIRED TO PREVENT
DAMAGE TO EXISTING UNDERGROUND UTILITIES. CONTRACTOR SHALL INCLUDE
ALL COSTS TO SAW CUT, TRENCH, BACK FILL, COMPACT AND PATCH TO MATCH
EXISTING.
C.ALL UNDERGROUND CONDUITS SHALL BE 3/4" MINIMUM.
D.ALL CONDUITS SHALL BE ROUTED BELOW ROOF STRUCTURE. ALL ROOF
PENETRATIONS SHALL BE SEALED AND WEATHERPROOFED. PROVIDE ROOF JACKS
AT ALL PENETRATIONS.
E.WHERE CIRCUIT CONDUCTOR SIZE EXCEEDS THE LUG RATING OF THE CIRCUIT
BREAKER, PROVIDE A LISTED PIN ADAPTOR. IF A LISTED PIN ADAPTOR IS NOT
AVAILABLE, PROVIDE A SPLICE BOX DIRECTLY ABOVE THE PANEL AND REDUCE THE
CONDUCTOR TO THE MAXIMUM SIZE FOR WHICH THE CIRCUIT BREAKER IS LISTED.
F.ALL 20A-125V RECEPTACLES LOCATED WITH 6FT OF A SINK SHALL BE GFI TYPE
WHETHER INDICATED ON PLANS OR NOT.
G.CONTRACTOR SHALL PROVIDE FINAL CONNECTIONS TO ALL HARDWIRED
EQUIPMENT. UTILIZE CONDUIT AND CONDUCTOR SIZE SHOWN. WHERE APPLICABLE,
FINAL 24" OF CONDUIT SHALL BE LIQUID TIGHT FLEXIBLE METAL CONDUIT SIZED
PER CODE.
H.PROVIDE PROTECTIVE, REMOVABLE STEEL BOLLARD AS REQUIRED TO PROTECT
ELECTRICAL EQUIPMENT FROM VEHICULAR AND FORKLIFT TRAFFIC. MAINTAIN
CODE REQUIRES CLEARANCE.
GENERAL LIGHTING NOTES
(UNLESS OTHERWISE NOTED, SOME MAY NOT APPLY)
A.CONTRACTOR SHALL VERIFY ALL LOCATIONS, MOUNTING HEIGHTS, CONNECTIONS
AND REQUIREMENTS WITH OTHER TRADES, OWNER, ARCHITECT AND/OR TENANT
AS APPLICABLE PRIOR TO INSTALL AND ADJUST ACCORDINGLY. CONTRACTOR
SHALL REVIEW ALL OTHER TRADE'S DRAWINGS AND INCLUDE IN HIS BID ALL COSTS
APPLICABLE TO THE ELECTRICAL TRADE WHETHER SHOWN IN THESE DRAWINGS
OR NOT.
B.PROVIDE A COMPLETE MANUFACTURED WIRING SYSTEM FOR ALL LIGHT FIXTURES
IN ACCESSIBLE CEILINGS. SYSTEM SHALL INCLUDE ALL CONNECTIONS TO
FIXTURES AND CONTROLS WITH ALL REQUIRED SYSTEM COMPONENTS.
MANUFACTURER SHALL PROVIDE SUBMITTALS FOR INSTALLATION WITH ALL PART
NUMBERS. EQUIPMENT SHALL BE AMERICAN CABLE COMPANY. EMERGENCY
FIXTURES AND NIGHT LIGHTS SHALL BE CONNECTED WITH TRADITIONAL CONDUIT
AND CONDUCTORS TO EMERGENCY CIRCUIT. MANUFACTURED WIRING SYSTEM
SHALL ONLY BE USED FOR NORMAL CIRCUITS AS SHOWN ON PLAN.
C.ALL EMERGENCY "EM" LIGHT FIXTURES SHALL BE WIRED AND/OR PROGRAMMED TO
TURN "ON", "OFF" AND/OR DIM AS APPLICABLE WITH AREA CONTROLS. WHEN
NORMAL POWER FAILS, THE EMERGENCY FIXTURES SHALL ILLUMINATE AT FULL
BATTERY OUTPUT, REGARDLESS OF THE AREA CONTROL POSITION.
D.ALL EMERGENCY "EM" LIGHT FIXTURES WITH INTEGRAL BATTERY PACKS SHALL
HAVE THEIR BATTERY PACKS CONNECTED TO THE AREA'S UNSWITCHED CIRCUIT
AS REQUIRED.
E.ALL WALL MOUNTED LIGHTING CONTROL DEVICES SHALL BE MOUNTED AT +44"AFF.
F.PROVIDE NEUTRAL CONDUCTOR DOWN TO ALL LINE VOLTAGE SWITCHES AND
MOTION SENSORS, PER 404.2(C).
G.CONTRACTOR SHALL PROVIDE ALL CAT 5 CONNECTIONS BETWEEN DEVICES AS
REQUIRED TO MAKE SYSTEM OPERABLE.
H.CONTRACTOR SHALL PROVIDE ALL 0-10V DIMMING CONNECTIONS BETWEEN
DEVICES AS REQUIRED TO MAKE SYSTEM OPERABLE. PROVIDE ADDITIONAL
POWER PACKS FOR FIXTURES WITH 0-10 VOLT DIMMING AS REQUIRED.
I.CONTRACTOR SHALL ADJUST LOCATION OF SENSORS AND/OR ADD ADDITIONAL
SENSORS AS REQUIRED TO MAKE SYSTEM OPERABLE IN FINAL SPACE
CONFIGURATION. CONTRACTOR SHALL ALSO INCLUDE IN HIS BID COST TO ADJUST
PROGRAMMING TO MEET TENANT REQUIREMENTS BUT IN NO CASE SHALL SUCH
ADJUSTMENTS VIOLATE CODE.
J.CONTRACTOR SHALL VERIFY EXIT SIGN LOCATIONS, MOUNTING HEIGHTS WITH
ARCHITECT. CONTRACTOR SHALL COORDINATE DIRECTIONAL ARROWS AND FACES
WITH ARCHITECT. CONTRACTOR SHALL ADD ADDITIONAL EXIT SIGNS AS DIRECTED
BY AUTHORITY HAVING JURISDICTION.
K.CONTRACTOR SHALL INCLUDE IN HIS BID ALL CONDUIT, WIRE, EQUIPMENT, LABOR,
TESTING, ETC., NECESSARY TO PROVIDE A COMPLETE, OPERABLE AND CODE
COMPLIANT SYSTEM. CONTRACTOR SHALL VERIFY ALL LOCATIONS PRIOR TO
INSTALL.
PROVIDE 20A-120V DOUBLE DUPLEX RECEPTACLE. ONE DUPLEX SHALL BE
CONTROLLED PER TITLE 24 AND THE OTHER SHALL BE UNCONTROLLED.
CONTROLLED RECEPTACLE SHALL BE BLACK IN COLOR (OR GREEN IF
AVAILABLE). COORDINATE EXACT COLOR WITH ARCHITECT. THE CONTROLLED
RECEPTACLE SHALL BE PERMANENTLY MARKED TO DIFFERENTIATE FROM THE
UNCONTROLLED RECEPTACLE PER 406.3(E). PROVIDE 3#12-1#12G-1/2"C FROM
RECEPTACLE TO ASSOCIATED J-BOX. ROUTE CONTROLLED RECEPTACLE
CIRCUIT THROUGH THE APPLICABLE RECEPTACLE CONTROL POWER PACK,
SENSOR SWITCH #nPP20 PL. PROVIDE A SEPARATE POWER PACK FOR EACH
CONTROLLED CIRCUIT. POWER PACK SHALL BE CONTROLLED BY ROOM
OCCUPANCY SENSOR(S).
PROVIDE 20A-120V DUPLEX RECEPTACLE. ONE HALF OF THE DUPLEX SHALL BE
CONTROLLED PER TITLE 24 AND THE OTHER HALF SHALL BE UNCONTROLLED.
CONTROLLED OUTLET SHALL BE BLACK IN COLOR (OR GREEN IF AVAILABLE).
COORDINATE EXACT COLOR WITH ARCHITECT. THE CONTROLLED OUTLET
SHALL BE PERMANENTLY MARKED TO DIFFERENTIATE FROM THE
UNCONTROLLED OUTLET PER 406.3(E). PROVIDE 3#12-1#12G-1/2"C FROM
RECEPTACLE TO ASSOCIATED J-BOX. ROUTE CONTROLLED OUTLET CIRCUIT
THROUGH THE APPLICABLE RECEPTACLE CONTROL POWER PACK, SENSOR
SWITCH #nPP20 PL. PROVIDE A SEPARATE POWER PACK FOR EACH
CONTROLLED CIRCUIT. POWER PACK SHALL BE CONTROLLED BY ROOM
OCCUPANCY SENSOR(S).
ROUTE CONTROLLED RECEPTACLE CIRCUIT THROUGH POWER PACK, SENSOR
SWITCH #nPP20 PL. PROVIDE SEPARATE POWER PACK FOR EACH CONTROLLED
CIRCUIT. CONNECT TO ROOM OCCUPANCY SENSOR. WHERE OCCUPANCY
SENSOR IS NOT SHOWN, PROVIDE A COMPATIBLE CEILING SENSOR.
PROVIDE 20A-125V GFI DUPLEX RECEPTACLE. LOCATE RECEPTACLE BELOW
SINK FOR GARBAGE DISPOSAL. PROVIDE 20A-120V SWITCH TO CONTROL
RECEPTACLE. MOUNT SWITCH ABOVE COUNTER BACK SPLASH.
PROVIDE 20A-125V GFI DUPLEX RECEPTACLE FOR DISHWASHER. MOUNT BELOW
COUNTER.
PROVIDE 20A-125V DUPLEX RECEPTACLE FOR UNDER CABINET REFRIGERATOR.
MOUNT BELOW COUNTER.
PROVIDE 20A-125V DUPLEX RECEPTACLE WITH (2) BUILT-IN USB CHARGING
OUTLETS PER 406.3(F). VERIFY EXACT REQUIREMENTS PRIOR TO INSTALL.
PROVIDE 20A-125V DUPLEX CLOCK RECEPTACLE FOR TELEVISION. MOUNT AT
80" AFF OR AS DIRECTED BY ARCHITECT. PROVIDE SINGLE GANG MUD RING AND
COVER PLATE WITH 1-1/4" CO STUBBED 6" ABOVE ACCESSIBLE CEILING FOR AV
OR AS DIRECTED BY OWNER. MOUNT ADJACENT TO RECEPTACLE.
PROVIDE 20A-125V DUPLEX RECEPTACLE FOR TIME CLOCK. IN ADDITION,
PROVIDE DATA OUTLET ADJACENT TO RECEPTACLE WITH 3/4"CO STUBBED 6"
ABOVE ACCESSIBLE CEILING OR AS DIRECTED BY OWNER.
PROVIDE RECEPTACLE OR HARDWIRE CONNECTION TO CONDENSATE PUMP AS
REQUIRED BY MECHANICAL. WHERE HARDWIRE CONNECTION IS REQUIRED,
PROVIDE A LOCAL DISCONNECT PER CODE. CONNECT TO CONDENSATE PUMP
AS REQUIRED.
PROVIDE 20A-125V GFI DUPLEX RECEPTACLE. FOR COUNTERS TOPS, MOUNT
ABOVE BACK SPLASH OR AS DIRECTED BY ARCHITECT. OTHERWISE MOUNT AT
18" AFF.
PROVIDE 20A-125V GFI DUPLEX RECEPTACLE FOR MICROWAVE. VERIFY EXACT
LOCATION AND MOUNTING HEIGHTS PRIOR TO INSTALL.
PROVIDE 20A-125V GFCI RECEPTACLE FOR PLUG-IN CIRCULATION PUMP WITH
BUILT IN TIMER. VERIFY LOCATION WITH PLUMBING. MAINTAIN ACCESS.
PROVIDE 20A-125V WP/WR/GFCI RECEPTACLES WITHIN 25FT OF ALL
MECHANICAL EQUIPMENT. RECEPTACLES SHALL HAVE AN ENCLOSURE THAT IS
WEATHERPROOF WHETHER OR NOT THE ATTACHMENT PLUG IS INSERTED. THE
BOX SHALL BE LISTED AND IDENTIFIED AS "EXTRA DUTY" PER ART. 406.9.
PROVIDE SINGLE GANG MUD RING, OR AS DIRECTED BY TENANT, WITH (1) 1"CO
STUBBED 6" ABOVE ACCESSIBLE CEILING SPACE FOR DATA. MOUNT AT 18" AFF.
PROVIDE PULL LINE.
PROVIDE J-BOX IN CEILING FOR FUTURE CONNECTION TO POWER POLES AND
POWER PARTITIONS. VERIFY LOCATION WITH ARCHITECT PRIOR TO INSTALL.
PROVIDE 20A-125V DUPLEX RECEPTACLE IN CEILING FOR PROJECTOR.
PROVIDE J-BOX IN CEILING FOR PROJECTOR SCREEN. CONNECT TO SCREEN AS
REQUIRED.
PROVIDE FLUSH IN-FLOOR FIRE RATED COMBINATION POWER / TELEPHONE /
DATA POKE-THRU WITH QUADRAPLEX RECEPTACLE. PROVIDE WIREMOLD RC4
SERIES OR EQUAL. COORDINATE EXACT LOCATION, REQUIREMENTS AND FINISH
WITH ARCHITECT PRIOR TO BID. ONE DUPLEX RECEPTACLE SHALL BE
CONTROLLED PER TITLE 24 ENERGY CODE.
PROVIDE FLUSH IN-FLOOR FIRE RATED COMBINATION POWER / TELEPHONE /
DATA POKE-THRU FOR FURNITURE FEED. PROVIDE WIREMOLD FURNITURE FEED
4FFATC OR EQUAL. CONNECT TO PARTITION SYSTEM AS REQUIRED.
COORDINATE EXACT LOCATION, REQUIREMENTS AND FINISH WITH ARCHITECT
PRIOR TO BID.
PROVIDE FLUSH IN-FLOOR CONCRETE RATED BOXES WITH QUADRAPLEX
RECEPTACLE AND TELEPHONE/DATA OUTLETS. PROVIDE POWER CONNECTION
AS SHOWN AND (1) 3/4"CO FOR TELEPHONE/DATA FROM DEVICE AND ROUTE TO
NEAREST WALL. STUB TELEPHONE/DATA CONDUIT TO 6" ABOVE ACCESSIBLE
CEILING SPACE. VERIFY EXACT LOCATION AND FINISH WITH ARCHITECT PRIOR
TO BID. ONE DUPLEX RECEPTACLE SHALL BE CONTROLLED PER TITLE 24
ENERGY CODE.
PROVIDE FLUSH IN-FLOOR CONCRETE RATED JUNCTION BOXES WITH
PROVISIONS FOR WHIP CONNECTION TO MODULAR FURNITURE. PROVIDE
POWER CONNECTION AS SHOWN AND (1) 1-1/4"CO FOR TELEPHONE/DATA FROM
DEVICE AND ROUTE TO NEAREST WALL. STUB TELEPHONE/DATA CONDUIT TO 6"
ABOVE ACCESSIBLE CEILING SPACE. CONNECT TO MODULAR FURNITURE AS
REQUIRED. VERIFY EXACT LOCATION AND REQUIREMENTS PRIOR TO INSTALL.
PROVIDE POWER POLE WITH SEPARATE POWER AND DATA RACEWAYS.
COORDINATE EXACT LOCATION AND REQUIREMENTS. CONNECT TO MODULAR
FURNITURE AS REQUIRED. VERIFY EXACT LOCATION AND ADJUST
ACCORDINGLY.
PROVIDE IN-WALL J-BOXES WITH PROVISIONS FOR WHIP CONNECTIONS TO
MODULAR FURNITURE FOR POWER AND DATA. PROVIDE POWER CONNECTION
AS SHOWN AND (1) 1-1/4"CO FOR TELEPHONE/DATA. STUB TELEPHONE/DATA
CONDUIT TO 6" ABOVE ACCESSIBLE CEILING SPACE. CONNECT TO MODULAR
FURNITURE AS REQUIRED. VERIFY EXACT LOCATION AND REQUIREMENTS
PRIOR TO INSTALL.
PROVIDE J-BOX FOR TRANSFORMER FOR ELECTRONIC FAUCETS. VERIFY
LOCATION AND SIZE WITH PLUMBING. PROVIDE 3/4"C WITH LOW VOLTAGE
CONDUCTORS FROM ELECTRONIC FAUCETS AS REQUIRED. CONNECT TO
FAUCETS AS REQUIRED.
PROVIDE JUNCTION BOX FOR TRANSFORMER FOR ELECTRONIC FLUSH VALVES
AS REQUIRED. VERIFY EXACT LOCATION AND REQUIREMENTS WITH PLUMBING.
PROVIDE 3/4"C WITH LOW VOLTAGE CONDUCTORS FROM FLUSH VALVE
TRANSFORMER TO FLUSH VALVES AS REQUIRED.
CONNECT TO VAV BOXES AS REQUIRED.
CONNECT TO BY-PASS DAMPER SYSTEM TRANSFORMER 120-24V (BY
MECHANICAL). ELECTRICAL CONTRACTOR SHALL PROVIDE NEMA "1"
ENCLOSURE FOR SYSTEM TRANSFORMER, COORDINATE SIZE WITH
MECHANICAL CONTRACTOR.
CONNECT TO SMOKE FIRE DAMPER AS REQUIRED. PROVIDE DISCONNECT.
CONNECT TO ZONE DAMPER AS REQUIRED.
PROVIDE WP J-BOX AND CONNECT TO DUCT SMOKE DETECTOR AS REQUIRED.
CONNECT TO ZONEX SYSTEM TRANSFORMER 120-24V (BY MECHANICAL).
ELECTRICAL CONTRACTOR SHALL PROVIDE NEMA "1" ENCLOSURE FOR SYSTEM
TRANSFORMER, COORDINATE SIZE AND LOCATION WITH MECHANICAL
CONTRACTOR.
PROVIDE BOX AND CONNECT TO HAND DRYER AS REQUIRED.
ELEVATOR SERVICE DISCONNECT. SEE SINGLE LINE DIAGRAM FOR
SPECIFICATION. VERIFY EXACT LOCATION AND REQUIREMENTS WITH ELEVATOR
CONTRACTOR AND ADJUST ACCORDINGLY.
PROVIDE 30A-2P-240V HEAVY DUTY, FUSED DISCONNECT SWITCH WITH 20A
FUSES FOR CAB LIGHTS AND HVAC. CONNECT TO ELEVATOR CAB LIGHTS AS
REQUIRED. VERIFY EXACT LOCATION AND REQUIREMENTS WITH ELEVATOR
CONTRACTOR AND ADJUST ACCORDINGLY.
POWER SYMBOL LIST
(SOME MAY NOT BE USED)
COLD WATER SERVICE INTO BUILDING, VERIFY LOCATION
CONDUIT STUB OUT, VERIFY LOCATION
CONDUIT RISER UP, VERIFY LOCATION
CONDUIT HOMERUN TO PANEL AND BREAKERS INDICATED
UNDERGROUND CONDUIT, 3/4" MINIMUM
2#12-1#12G-1/2"C
CONDUIT RISER DOWN, VERIFY LOCATION
PULL BOX W/ TRAFFIC COVER
CW
PB
TELEPHONE / DATA OUTLET MOUNTED AT 18" AFF
DATA OUTLET MOUNTED AT 18" AFF
TELEPHONE OUTLET MOUNTED AT 18" AFF
CONDUIT RUN CONCEALED IN WALLS OR CEILINGS
MGB MAIN GROUND BUS
T
2#10-1#10G-1/2"C 2#8-1#8G-3/4"C
3#12-1#12G-1/2"C 3#10-1#10G-3/4"C 3#8-1#8G-1"C
4#12-1#12G-1/2"C 4#10-1#10G-3/4"C 4#8-1#8G-1"C
5#12-1#12G-1/2"C 5#10-1#10G-3/4"C 5#8-1#8G-1 1/4"C
6#12-1#12G-3/4"C 6#10-1#10G-3/4"C 6#8-1#8G-1 1/4"C
2#6-1#6G-3/4"C
3#6-1#6G-1"C
4#6-1#6G-1"C
5#6-1#6G-1 1/4"C
6#6-1#6G-1 1/4"C
4#12 H-2#12N-1#12G-1#12IG-3/4"C
POWERED PARTITION FEEDS
4#10H-2#10N-1#10G-1#10IG-1"C
4#8H-2#8N-1#8G-1#8IG-1 1/4"C 4#6H-2#6N-1#6G-1#6IG-1 1/2"C
20A-125V DUPLEX RECEPTACLE MOUNTED AT 18" AFF
20A-125V DOUBLE DUPLEX RECEPTACLE MOUNTED AT 18" AFF
SPECIAL USE RECEPTACLE, SEE PLANS FOR SPECIFICATIONS. MOUNT AT 18"
AFF OR AS OTHERWISE NOTED.
JUNCTION BOX, SIZE PER CODE.
DISCONNECT SWITCH, 600V-3P, NEMA 3R, FUSED, HEAVY DUTY, HORSEPOWER
RATED, AMP RATING AS REQUIRED.
COMBINATION MOTOR STARTER DISCONNECT SWITCH, 600V-3P, NEMA 3R,
FUSED, HEAVY DUTY, HORSEPOWER RATED, AMP RATING AND STARTER SIZE
AS REQUIRED
MOTOR OR EXHAUST FAN
THERMOSTAT
GENERAL SYMBOL LIST
(SOME MAY NOT BE USED)
THESE SPECIFICATIONS APPLY UNLESS OTHERWISE NOTED IN THESE DRAWINGS.
VERIFY ALL LOCATIONS AND MOUNTING HEIGHTS WITH ARCHITECT AND/OR OWNER.
SEE PLANS AND LUMINAIRE SCHEDULE FOR LIGHT FIXTURE SYMBOLS.
ALL OPERABLE PARTS AND BOXES FOR FUTURE OPERABLE PARTS SHALL BE INSTALLED
TO COMPLY WITH CURRENT ADA REQUIREMENTS.
SWITCHES, MOUNTED AT 44" AFF, SUBSCRIPT INDICATES CONTROL, ALL LINE VOLTAGE
SWITCHES SHALL BE RATED FOR LOAD AT 20A-277V FOR 277V CIRCUITS AND 20A-120V
FOR 120V CIRCUITS.
$ - SINGLE POLE LIGHT SWITCH
S3 - THREE WAY LIGHT SWITCH SP - SINGLE POLE LIGHT SWITCH WITH PILOT LIGHT
S4 - FOUR WAY LIGHT SWITCH SK - SINGLE POLE KEYED LIGHT SWITCH
SM - MANUAL MOTOR STARTER, HP RATED, NEMA 3R
SLV1 - LOW VOLTAGE CONTROL SWITCH
J
FF
BD
ZD
DSD
ZX
E
H
J
J
FF
J
J
J
P D
HD
J
PROVIDE LINE VOLTAGE, DUAL-TECHNOLOGY, WALL SWITCH OCCUPANCY
SENSOR. SENSOR SWITCH #WSX-PDT-WH.
PROVIDE SENSOR SWITCH nLIGHT ENABLED PHOTO SENSOR WITH BOTH
ON/OFF AND AUTOMATIC DIMMING CONTROL FOR DAYLIGHT HARVESTING.
SENSOR SWITCH nLIGHT # nCM-ADCX. VERIFY LOCATION PRIOR TO
INSTALLATION.
PROVIDE SENSOR SWITCH nLIGHT ENABLED PHOTO SENSOR WITH BOTH
ON/OFF AND AUTOMATIC DIMMING CONTROL FOR DAYLIGHT HARVESTING.
SENSOR SWITCH nLIGHT # nCM-ADCX-DZ (DUAL ZONE). VERIFY LOCATION PRIOR
TO INSTALLATION.
PROVIDE HIGH MOUNT SENSOR SWITCH nLIGHT ENABLED CEILING MOUNTED,
OCCUPANCY SENSOR #NCM-6-RJB FOR APPLICATIONS WHERE MOUNTING IS
15FT TO 45FT. PROVIDE POWER PACKS TO CONTROL LIGHTS AND/OR SWITCHED
RECEPTACLES, AS REQUIRED, FOR RECEPTACLES. PROVIDE SENSOR SWITCH
NLIGHT # nPP20-PL FOR EACH SWITCHED RECEPTACLE CIRCUIT. VERIFY
LOCATION PRIOR TO INSTALLATION.
PROVIDE SMALL MOTION SENSOR SWITCH nLIGHT ENABLED CEILING MOUNTED,
DUAL-TECHNOLOGY OCCUPANCY SENSOR WITH INTERNAL AUTOMATIC DIMMING
CONTROL PHOTOCELL AND LOW VOLTAGE AUXILIARY RELAY. SENSOR SWITCH
nLIGHT #nCM-PDT-9-ADCX-RJB-AR (OR ADC FOR 0-10V SYSTEMS AS
APPLICABLE). ENABLE AUTOMATIC DIMMING CONTROL WHERE DAYLIGHT
HARVESTING IS REQUIRED AND DISABLE IT IF SENSOR IS OUTSIDE OF DAYLIT
AREA. PROVIDE POWER PACKS TO CONTROL LIGHTS AND/OR SWITCHED
RECEPTACLES, AS REQUIRED, FOR RECEPTACLES. PROVIDE SENSOR SWITCH
nLIGHT # nPP20-PL FOR EACH SWITCHED RECEPTACLE CIRCUIT. VERIFY
LOCATION PRIOR TO INSTALLATION.
PROVIDE LARGE MOTION SENSOR SWITCH nLIGHT ENABLED CEILING MOUNTED,
DUAL-TECHNOLOGY OCCUPANCY SENSOR WITH INTERNAL AUTOMATIC DIMMING
CONTROL PHOTOCELL AND LOW VOLTAGE AUXILIARY RELAY. SENSOR SWITCH
nLIGHT #nCM-PDT-10-ADCX-RJB-AR (OR ADC FOR 0-10V SYSTEMS AS
APPLICABLE). ENABLE AUTOMATIC DIMMING CONTROL WHERE DAYLIGHT
HARVESTING IS REQUIRED AND DISABLE IT IF SENSOR IS OUTSIDE OF DAYLIT
AREA.PROVIDE POWER PACKS TO CONTROL LIGHTS AND/OR SWITCHED
RECEPTACLES, AS REQUIRED, FOR RECEPTACLES. PROVIDE SENSOR SWITCH
nLIGHT # nPP20-PL FOR EACH SWITCHED RECEPTACLE CIRCUIT. VERIFY
LOCATION PRIOR TO INSTALLATION.
PROVIDE SENSOR SWITCH nLIGHT ENABLED, DUAL-TECHNOLOGY, WALL SWITCH
OCCUPANCY SENSOR WITH DIMMING CONTROL. SENSOR SWITCH nLIGHT #
nWSX-PDT-LV-DX-WH. PROVIDE nAR40 AUXILIARY RELAY FOR HVAC ZONE
CONTROL AS REQUIRED.
PROVIDE SENSOR SWITCH nLIGHT ENABLED WALL POD WITH SINGLE CHANNEL,
ON/OFF AND RAISE LOWER CONTROL. SENSOR SWITCH nLIGHT #
nPODMA-DX-WH. VERIFY LOCATION PRIOR TO INSTALLATION.
PROVIDE SENSOR SWITCH nLIGHT ENABLED WALL POD WITH 2-CHANNELS,
ON/OFF AND RAISE LOWER CONTROL. SENSOR SWITCH nLIGHT #
nPODMA-2P-DX-WH. PROVIDE SEPARATE POWER PACK FOR EACH CHANNEL.
VERIFY LOCATION PRIOR TO INSTALLATION.
PROVIDE SENSOR SWITCH nLIGHT ENABLED WALL POD WITH 4-CHANNELS,
ON/OFF AND RAISE LOWER CONTROL. SENSOR SWITCH nLIGHT #
nPODMA-4P-DX-WH. PROVIDE SEPARATE POWER PACK FOR EACH CHANNEL.
VERIFY LOCATION PRIOR TO INSTALLATION.
PROVIDE SENSOR SWITCH NLIGHT ENABLED CORNER WALL MOUNTED,
DUAL-TECHNOLOGY OCCUPANCY SENSOR. SENSOR SWITCH NLIGHT
#nWV-PDT-16. PROVIDE POWER PACKS TO CONTROL LIGHTS AS REQUIRED.
PROVIDE nAR40 AUXILIARY RELAY FOR HVAC ZONE CONTROL AS REQUIRED.
PROVIDE SENSOR SWITCH nLIGHT DIMMING MODULE #0-10V DIMMING nPP16-D,
MOUNT ABOVE ACCESSIBLE CEILING PER MANUFACTURER'S REQUIREMENTS.
PROVIDE ONE MODULE FOR EACH CONTROL ZONE WITHIN EACH ROOM OR
CORRIDOR AS INDICATED BY LOWER CASE LETTER. CONNECT TO MODULAR
WIRING SYSTEM OR ROOM LIGHTING CIRCUIT AS REQUIRED.
PROVIDE UL924 LISTED SENSOR SWITCH nLIGHT DIMMING MODULE #0-10V
DIMMING nPP16D-ER, MOUNT ABOVE ACCESSIBLE CEILING PER
MANUFACTURER'S REQUIREMENTS. PROVIDE ONE MODULE PER ZONE.
CONNECT DIMMING MODULE TO NEAREST (CONSTANT HOT) UNSWITCHED
CIRCUIT AS REQUIRED. CONNECT TO MODULAR WIRING SYSTEM OR ROOM
LIGHTING CIRCUIT AS REQUIRED.
PROVIDE J BOX AND CONNECT TO MODULAR WIRING SYSTEM AS REQUIRED.
INDICATES APPLICABLE LIGHTING CONTROL DIAGRAM. SEE LIGHTING CONTROL
DIAGRAMS THESE DRAWINGS.
LIGHTING SYMBOL LIST
(SOME MAY NOT BE USED)
P1
P2
J
J
J
XX
S0
6
9
10
S1
S2
S4
GENERAL LABELING AND MARKING NOTES
(UNLESS OTHERWISE NOTED, SOME MAY NOT APPLY)
A.PER 110.21, WHERE CAUTION, WARNING, OR DANGER SIGNS OR LABELS ARE
REQUIRED BY CODE, THE LABELS SHALL MEET THE FOLLOWING REQUIREMENTS:
(1)THE MARKING SHALL WARN OF THE HAZARDS USING EFFECTIVE WORDS,
COLORS, SYMBOLS, OR ANY COMBINATION THEREOF.
(2)THE LABEL SHALL BE PERMANENTLY AFFIXED TO THE EQUIPMENT OR WIRING
METHOD AND SHALL NOT BE HANDWRITTEN.
EXCEPTION TO (2): PORTIONS OF LABELS OR MARKINGS THAT ARE VARIABLE,
OR THAT COULD BE SUBJECT TO CHANGES, SHALL BE PERMITTED TO BE
HANDWRITTEN AND SHALL BE LEGIBLE.
(3)THE LABEL SHALL BE OF SUFFICIENT DURABILITY TO WITHSTAND THE
ENVIRONMENT INVOLVED.
(4)THE LABEL SHALL BE LOCATED SO AS TO BE CLEARLY VISIBLE TO QUALIFIED
PERSONS BEFORE EXAMINATION, ADJUSTMENT, SERVICING, OR MAINTENANCE
OF THE EQUIPMENT.
(5)COORDINATE WITH OWNER FOR BUILDING STANDARDS. ALL LABELS SHALL
COMPLY WITH APPLICABLE CODES.
B.PER 110.16(A), ELECTRICAL EQUIPMENT, SUCH AS SWITCHBOARDS, SWITCHGEAR,
PANELBOARDS, INDUSTRIAL CONTROL PANELS, METER SOCKET ENCLOSURES, AND
MOTOR CONTROL CENTERS, THAT IS IN OTHER THAN DWELLING UNITS, AND IS
LIKELY TO REQUIRE EXAMINATION, ADJUSTMENT, SERVICING, OR MAINTENANCE
WHILE ENERGIZED, SHALL BE FIELD OR FACTORY MARKED TO WARN QUALIFIED
PERSONS OF POTENTIAL ELECTRIC ARC FLASH HAZARDS.
C.PER 110.16(B), IN OTHER THAN DWELLING UNITS, IN ADDITION TO THE
REQUIREMENTS IN 110.16(A), A PERMANENT LABEL SHALL BE FIELD OR FACTORY
APPLIED TO SERVICE EQUIPMENT RATED 1200 AMPS OR MORE. THE LABEL SHALL
MEET THE REQUIREMENTS OF 110.21(B) AND CONTAIN THE FOLLOWING
INFORMATION:
(1)NOMINAL SYSTEM VOLTAGE
(2)AVAILABLE FAULT CURRENT AT THE SERVICE OVERCURRENT PROTECTIVE
DEVICES
(3)THE CLEARING TIME OF SERVICE OVERCURRENT PROTECTIVE DEVICES BASED
ON THE AVAILABLE FAULT CURRENT AT THE SERVICE EQUIPMENT
(4)THE DATE THE LABEL WAS APPLIED
D.PER 110.22(A), EACH DISCONNECTING MEANS SHALL BE LEGIBLY MARKED TO
INDICATE ITS PURPOSE UNLESS LOCATED AND ARRANGED SO THE PURPOSE IS
EVIDENT. IN OTHER THAN ONE- OR TWO-FAMILY DWELLINGS, THE MARKING SHALL
INCLUDE THE IDENTIFICATION OF THE CIRCUIT SOURCE THAT SUPPLIES THE
DISCONNECTING MEANS.
E.PER 110.22(C), EQUIPMENT ENCLOSURES FOR CIRCUIT BREAKERS OR FUSES
APPLIED IN COMPLIANCE WITH THE SERIES COMBINATION RATINGS MARKED ON
THE EQUIPMENT BY THE MANUFACTURER IN ACCORDANCE WITH 240.86(B) SHALL
BE LEGIBLY MARKED IN THE FIELD TO INDICATE THE EQUIPMENT HAS BEEN
APPLIED WITH A SERIES COMBINATION RATING. THE MARKING SHALL MEET THE
REQUIREMENTS IN 110.21(B) AND SHALL BE READILY VISIBLE AND STATE THE
FOLLOWING:
CAUTION — SERIES COMBINATION SYSTEM RATED ____ AMPERES. IDENTIFIED
REPLACEMENT COMPONENTS REQUIRED.
F.PER 110.24, SERVICE EQUIPMENT AT OTHER THAN DWELLING UNITS SHALL BE
LEGIBLY MARKED IN THE FIELD WITH THE AVAILABLE FAULT CURRENT. THE FIELD
MARKING(S) SHALL INCLUDE THE DATE THE FAULT-CURRENT CALCULATION WAS
PERFORMED AND BE OF SUFFICIENT DURABILITY TO WITHSTAND THE
ENVIRONMENT INVOLVED. THE CALCULATION SHALL BE DOCUMENTED AND MADE
AVAILABLE TO THOSE AUTHORIZED TO DESIGN, INSTALL, INSPECT, MAINTAIN, OR
OPERATE THE SYSTEM. THE EQUIPMENT SHORT CIRCUIT CURRENT RATING SHALL
NOT BE LESS THAN THE AVAILABLE FAULT CURRENT.
G.PER 210.5, THE METHOD UTILIZED FOR CONDUCTORS ORIGINATING WITHIN EACH
BRANCH-CIRCUIT PANELBOARD OR SIMILAR BRANCH-CIRCUIT DISTRIBUTION
EQUIPMENT SHALL BE DOCUMENTED IN A MANNER THAT IS READILY AVAILABLE OR
SHALL BE PERMANENTLY POSTED AT EACH BRANCH-CIRCUIT PANELBOARD OR
SIMILAR BRANCH-CIRCUIT DISTRIBUTION EQUIPMENT. THE LABEL SHALL BE OF
SUFFICIENT DURABILITY TO WITHSTAND THE ENVIRONMENT INVOLVED AND SHALL
NOT BE HANDWRITTEN. CONDUCTORS AND CABLES SHALL BE COLOR CODED BY
THE MANUFACTURER AT THE FACTORY FOR THE ENTIRE LENGTH. WRAPPING
COLOR TAPES ARE NOT PERMITTED. COLOR CODING SHALL BE AS FOLLOWS:
120/208V SYSTEM 277/480V SYSTEMS
PHASE A:BLACK BROWN
PHASE B:RED ORANGE
PHASE C:BLUE YELLOW
NEUTRAL:WHITE GREY
GROUND:GREEN GREEN
ISOLATED GROUND:GREEN/YELLOW STRIPE GREEN/YELLOW STRIPE
WHERE DEDICATED NEUTRALS ARE PROVIDED, USE COLOR SPIRAL TO MATCH
ASSOCIATED PHASE.
H.PER 408.4(A), EVERY CIRCUIT AND CIRCUIT MODIFICATION SHALL BE LEGIBLY
IDENTIFIED AS TO ITS CLEAR, EVIDENT, AND SPECIFIC PURPOSE OR USE. THE
IDENTIFICATION SHALL INCLUDE AN APPROVED DEGREE OF DETAIL THAT ALLOWS
EACH CIRCUIT TO BE DISTINGUISHED FROM ALL OTHERS. SPARE POSITIONS THAT
CONTAIN UNUSED OVERCURRENT DEVICES OR SWITCHES SHALL BE DESCRIBED
ACCORDINGLY. THE IDENTIFICATION SHALL BE INCLUDED IN A CIRCUIT DIRECTORY
THAT IS LOCATED ON THE FACE, INSIDE OF, OR IN AN APPROVED LOCATION
ADJACENT TO THE PANEL DOOR IN THE CASE OF A PANELBOARD AND AT EACH
SWITCH OR CIRCUIT BREAKER IN A SWITCHBOARD OR SWITCHGEAR. NO CIRCUIT
SHALL BE DESCRIBED IN A MANNER THAT DEPENDS ON TRANSIENT CONDITIONS OF
OCCUPANCY. ALL NEW AND MODIFIED PANEL CARDS SHALL BE TYPED AND SHALL
INCLUDE DATE. RECREATE PANEL CARDS FOR ANY PANELS THAT ARE MODIFIED.
I.PER 408.4(B), ALL NEW AND MODIFIED SWITCHBOARDS, SWITCHGEAR, AND
PANELBOARDS SUPPLIED BY A FEEDER(S) IN OTHER THAN ONE- OR TWO-FAMILY
DWELLINGS SHALL BE PERMANENTLY MARKED TO INDICATE EACH DEVICE OR
EQUIPMENT WHERE THE POWER ORIGINATES. THE LABEL SHALL INCLUDE PANEL
NAME AND FEEDER RATING WITH AMPS-VOLTS-PHASES-WIRES.
J.PER 450.14, WHERE A TRANSFORMER IS NOT WITHIN SIGHT OF ITS SUPPLY SIDE
DISCONNECT, PROVIDE A PERMANENT PLACARD ON THE TRANSFORMER
INDICATING THE LOCATION OF THE SUPPLY SIDE DISCONNECTING MEANS. THE
SUPPLY SIDE DISCONNECT SHALL BE LOCKABLE IN THE OPEN POSITION.
K.PROVIDE ALL OTHER LABELING REQUIRED BY CODE.
L.ALL LABELS AND MARKINGS SHALL BE TYPEWRITTEN.
M.ALL LABELS AND PLACARDS SHALL MEET BUILDING STANDARDS.
GENERAL NOTES
A.PRIOR TO BID, CONTRACTOR SHALL WALK THE SITE AND SHALL BE THOROUGHLY
FAMILIAR WITH THE CONDITIONS AND SHALL INCLUDE IN HIS BID ALL NECESSARY
CONDUIT, CONDUCTORS, SUPPORTS, ETC., WHETHER SHOWN ON THESE
DRAWINGS OR NOT, NECESSARY TO PROVIDE A COMPLETE OPERABLE SYSTEM
THAT MEETS THE DESIGN INTENT AND EDWARDS REQUIREMENTS.
B.PRIOR TO START OF WORK, CONTRACTOR SHALL NOTIFY EDWARDS AND ENGINEER
OF ANY FIELD CONDITIONS THAT MAY PREVENT MEETING THE DESIGN INTENT.
C.CONTRACTOR SHALL VERIFY ALL LOCATIONS, CONDUIT ROUTING, AND OTHER
REQUIREMENTS PRIOR TO INSTALLATION.
D.CONTRACTOR SHALL COORDINATE THE MOUNTING OF ALL CONDUIT AND OTHER
EQUIPMENT WITH STRUCTURAL AND EDWARDS PRIOR TO INSTALLATION.
CONTRACTOR SHALL ACQUIRE AND REVIEW ALL STRUCTURAL DRAWINGS RELATED
TO THIS PROJECT PRIOR TO BID AND SHALL INCLUDE ALL REQUIREMENTS IN HIS
BID.
E.CONDUIT SHALL BE ROUTED BELOW THE ROOF WHERE FEASIBLE.
F.ALL CONDUIT ROUTED ON THE ROOF SHALL BE SUPPORTED WITH DURA-BLOK
SUPPORTS, OR AS DIRECTED BY EDWARDS, AT CODE REQUIRED INTERVALS.
G.PRIOR TO INSTALLATION OF ANY CONDUIT OR EQUIPMENT, CONTRACTOR SHALL
DEMONSTRATE TO EDWARDS THE EXACT CONDUIT ROUTING AND LUMINAIRE
LOCATIONS VIA A NON-PERMANENT MEANS.
H.CONTRACTOR SHALL COORDINATE THE MOUNTING OF ALL EQUIPMENT WITH
STRUCTURAL PRIOR TO INSTALLATION.
I.CONTRACTOR SHALL NOT PENETRATE THE ROOF UNLESS PREVIOUSLY APPROVED
BY EDWARDS, STRUCTURAL AND ROOF CONTRACTOR.
J.ALL ROOF PENETRATIONS SHALL BE APPROVED BY EDWARDS AND ROOF
CONTRACTOR PRIOR TO INSTALLATION. ALL ROOF PENETRATIONS SHALL INCLUDE
A ROOF JACK AND SHALL BE WEATHERPROOFED PER THE ROOFING CONTRACTOR.
K.ALL CONDUITS ON ROOF SHALL BE PAINTED TO MATCH EXISTING OR AS DIRECTED
BY EDWARDS. CONDUITS THAT CROSS WALKING PATH SHALL BE PAINTED SAFETY
YELLOW OR AS DIRECTED BY OWNER.
L.ALL CONDUITS SUBJECT TO PHYSICAL DAMAGE SHALL BE IMC MINIMUM, OR AS
DIRECTED BY EDWARDS.
M.COORDINATE OF ALL LOCATIONS WITH MECHANICAL AND ADJUST AS NECESSARY.
N.PROVIDE CONTROLS CONDUITS AS DIRECTED BY MECHANICAL.
O.ALL CONDUIT CONNECTORS SHALL BE COMPRESSION TYPE.
REMARKSNO.DATE
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E0.2
GENERAL NOTES AND
SYMBOLS
3009 S Daimler St
11/18/2024
(E) GENERATOR
213T & 215T 213T & 215T
254T & 256T 254T & 256T
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10
B C D EA
OVERALL KEY PLAN
SCALE: 1"=10'-0"_XREFA
KEYNOTES
1.EXISTING CONCRETE WALL. COORDINATE CONDUIT PENETRATIONS WITH
STRUCTURAL AND ADJUST AS NECESSARY. COORDINATE CONDUIT ROUTING WITH
EDWARDS PRIOR TO INSTALL.
#
SEE SPECIFICATIONS, GENERAL NOTES, SYMBOLS, AND ASSOCIATED REQUIREMENTS.
CONTRACTOR SHALL THOROUGHLY REVIEW ALL SPECIFICATIONS, NOTES AND
SYMBOLS AND INCLUDE ALL REQUIREMENTS IN HIS BID. VERIFY ALL LOCATIONS AND
REQUIREMENTS PRIOR TO INSTALL.
REMARKSNO.DATE
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E1.1
OVERALL KEY PLAN
A
E4.1
A
E4.2
(E) MSA (E) EHL1
SCOPE OF WORK
A
E4.5
(E) LCP-HL1
(E) HL1
T-DBL2
DBL2
HM3
1
TYP
1L21
1L22
1
1
3009 S Daimler St
11/18/2024
KEYNOTES
1.EXISTING CIRCUIT BREAKER AND METERING SYSTEM. CONNECT NEW FEEDER AS
REQUIRED. ADJUST TRIP UNIT AS INDICTED. EXISTING CIRCUIT BREAKER IS
TEMPORARILY LABELED "CRWH". RE-LABEL CIRCUIT BREAKER AND METER "T-DBL2".
LABELING SHALL MATCH EXISTING PERMANENT LABELING.
2.EXISTING CIRCUIT BREAKER AND METERING SYSTEM. CONNECT NEW FEEDER AS
REQUIRED. ADJUST TRIP UNIT AS INDICTED. EXISTING CIRCUIT BREAKER IS
TEMPORARILY LABELED "CRWM". RE-LABEL CIRCUIT BREAKER AND METER "HM3".
LABELING SHALL MATCH EXISTING PERMANENT LABELING.
3.PROVIDE 225A-120/208V-3PH-4W OVERHEAD PLUG-IN BUSWAY. SEE KEYNOTE 1 ON
E4.1 FOR SPECIFICATION.
4.PROVIDE 500A-120/208V-3PH-4W OVERHEAD PLUG-IN BUSWAY. SEE KEYNOTE 2 ON
E4.1 FOR SPECIFICATION.
5.PROVIDE WITH PLATED COPPER BUSSING TO MATCH EXISTING. PROVIDE
ALTERNATE DEDUCT IN BID TO PROVIDE ALUMINUM BUSSING. EQUIPMENT SHALL
FIT IN ALLOTTED SPACE WITH CODE REQUIRED CLEARANCES.
6.PROVIDE ALTERNATE DEDUCT IN BID TO PROVIDE ALUMINUM WINDINGS.
EQUIPMENT SHALL FIT IN ALLOTTED SPACE WITH CODE REQUIRED CLEARANCES.
7.PROVIDE NEW SCHEIDER ELECTRIC PM5000 METERING SYSTEM. PROVIDE 3/4"C
AND NETWORK CABLING TO EXISTING METERING NETWORK UNDER BAS
CONTROLLERS AS DIRECTED BY EDWARDS CONTROLS CONTRACTOR. PROVIDE ALL
CONDUIT, CONDUCTORS, EQUIPMENT, LABOR, TESTING, PROGRAMMING, FACTORY
START UP, ETC. NECESSARY TO INTEGRATE THE NEW METER INTO THE EXISTING
SYSTEM. VERIFY IN FIELD.
8.NOT USED.
9.NOT USED.
10.PANEL SHALL BE 65KAIC FULLY RATED MINIMUM.
11.PANEL SHALL BE 35KAIC FULLY RATED MINIMUM.
(UNLESS OTHERWISE NOTED, SOME NOTES MAY NOT APPLY)
A.THE FEEDER LENGTHS SHOWN ARE ESTIMATED FOR VOLTAGE DROP
CALCULATIONS ONLY. CONTRACTOR SHALL NOT USE THE LENGTHS FOR BIDDING
OR ORDERING PURPOSES.
B.SIZE NO. 1 AWG CONDUCTORS AND SMALLER ARE TO USE THE 60 DEG C COLUMN
OF TABLE 310.16 TO DETERMINE AMPACITY. CONDUCTORS #1/0 AWG AND LARGER
ARE TO USE THE 75 DEG C COLUMN OF TABLE 310.16 TO DETERMINE AMPACITY.
(SEE UL ELECTRICAL CONSTRUCTION MATERIALS DIRECTORY AND ART 110.14(C).
C.ALL CONDUCTORS SHALL BE COPPER AND RATED 90 DEGREE C AND 600 VOLTS
UNLESS OTHERWISE NOTED. SIZES NO. 8 AWG AND LARGER SHALL BE STRANDED
AND NO. 10 AND SMALLER SHALL BE SOLID. USE TYPE THHN, THWN-2.
D.ALL ELECTRICAL EQUIPMENT SHALL BE LABELED, LISTED OR CERTIFIED BY A
NATIONALLY RECOGNIZED TESTING LABORATORY ACCREDITED BY THE UNITED
STATES OCCUPATIONAL SAFETY HEALTH ADMINISTRATION AND PER THE LOCAL
AUTHORITY HAVING JURISDICTION.
E.ALL EQUIPMENT SHALL BE INSTALLED PER ITS LISTING. MAINTAIN ALL EQUIPMENT
CLEARANCES SHALL BE PER CODE.
F.ELECTRICAL DRAWINGS AND SINGLE LINE ARE DIAGRAMMATIC IN NATURE.
EQUIPMENT SHALL BE LAID OUT PER CORRESPONDING PLAN ON THIS DRAWING.
G.ALL CIRCUIT BREAKERS SHALL BE BOLT ON TYPE.
H.ALL FUSES SHALL BE CLASS "R" LPN-RK (250V) OR LPS-RK (600V), UNLESS
OTHERWISE NOTED.
I.CONTRACTOR SHALL ENSURE ALL CIRCUIT BREAKER AND PANELBOARD TERMINAL
LUGS ARE RATED FOR THE CONDUCTOR SIZE AND QUANTITY SHOWN ON THE
SINGLE LINE DIAGRAM AND ASSOCIATED FEEDER SCHEDULE.
J.ALL CIRCUIT BREAKER AND PANELBOARD TERMINAL LUGS SHALL BE RATED FOR 75
DEG C AND FOR THE CONDUCTOR MATERIAL AND SIZE SPECIFIED ON THE SINGLE
LINE DIAGRAM AND ASSOCIATED FEEDER SCHEDULE.
K.ELECTRICAL EQUIPMENT SHALL FIT IN ALLOTTED SPACE WITH CODE AND
MANUFACTURER'SREQUIRED CLEARANCES.
L.CONTRACTOR SHALL INCLUDE IN HIS BID THE COSTS OF ALL CONDUCTOR PULLING
CALCULATIONS AS REQUIRED.
M.CONTRACTOR SHALL INCLUDE ALL NECESSARY PULL BOXES OR SPLICE BOXES AS
REQUIRED TO MEET THE INTENT OF DESIGN.
N.CONTRACTOR SHALL COORDINATE ALL CONDUIT ROUTING AND ELECTRICAL
EQUIPMENT LOCATIONS WITH ARCHITECT, OWNER, TENANT AND OTHER TRADES.
O.CONTRACTOR SHALL CONSULT WITH AND COORDINATE WITH STRUCTURAL
ENGINEER FOR ALL CONDUIT OR ELECTRICAL EQUIPMENT MOUNTED TO OR
SUSPENDED FROM CEILINGS, ROOF STRUCTURES, WALLS OR OTHER BUILDING
ELEMENTS. CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE STRUCTURAL
ENGINEER WITH WEIGHTS, SIZES, MOUNTING POINTS AND ALL OTHER DATA
NECESSARY FOR THE STRUCTURAL ENGINEER TO COMPLETE HIS ANALYSIS.
WHERE NECESSARY, THE CONTRACTOR SHALL INCLUDE IN HIS BID A LINE ITEM
COST TO HIRE A STRUCTURAL ENGINEER LICENSED IN THE STATE OF THE
PROJECT, TO CONDUCT THE REQUIRED ENGINEERING.
P.CONTRACTOR SHALL VERIFY ALL LOCATIONS, MOUNTING HEIGHTS, CONNECTIONS
AND REQUIREMENTS WITH OTHER TRADES, OWNER, ARCHITECT AND/OR TENANT
AS APPLICABLE PRIOR TO INSTALL AND ADJUST ACCORDINGLY. CONTRACTOR
SHALL REVIEW ALL OTHER TRADE'S DRAWINGS AND INCLUDE IN HIS BID ALL COSTS
APPLICABLE TO THE ELECTRICAL TRADE WHETHER SHOWN IN THESE DRAWINGS
OR NOT.
GENERAL SINGLE LINE DIAGRAM NOTES
FEEDER SCHEDULE
SOME MAY NOT BE USED
MARK a SETS b PHASE c NEUTRAL d GROUND e CONDUIT f
20G 1 3#12 1#12 1/2"
20NG 1 3#12 1#12 1#12 1/2"
30G 1 3#10 1#10 3/4"
30NG 1 3#10 1#10 1#10 3/4"
40G 1 3#8 1#10 3/4"
40NG 1 3#8 1#8 1#10 1"
50G 1 3#6 1#10 1-1/4"
50NG 1 3#6 1#6 1#10 1-1/4"
70G 1 3#4 1#8 1-1/4"
70NG 1 3#4 1#4 1#8 1-1/4"
100G 1 3#1 1#8 1-1/2"
100NG 1 3#1 1#1 1#8 1-1/2"
125G 1 3#1/0 1#6 2"
125NG 1 3#1/0 1#1/0 1#6 2"
150G 1 3#1/0 1#6 2"
150NG 1 3#1/0 1#1/0 1#6 2"
175G 1 3#2/0 1#6 2"
175NG 1 3#2/0 1#2/0 1#6 2"
200G 1 3#3/0 1#6 2"
200NG 1 3#3/0 1#3/0 1#6 2-1/2"
225G 1 3#4/0 1#4 2-1/2"
225NG 1 3#4/0 1#4/0 1#4 2-1/2"
250NG 1 3#250 1#250 1#4 2-1/2"
350G 2 3#2/0 1#3 2"
350NG 2 3#2/0 1#2/0 1#3 2"
400G 1 3#500 1#3 4"
400NG 1 3#500 1#500 1#3 4"
450G 2 3#4/0 1#2 2-1/2"
500G 2 3#250 1#2 2-1/2"
500NG 2 3#250 1#250 1#2 2-1/2"
600G 2 3#350 1#1 3"
600NG 2 3#350 1#350 1#1 3"
750G 2 3#500 1#1/0 4"
800G 2 3#500 1#1/0 4"
800NG 2 3#500 1#500 1#1/0 4"
TRANSFORMER SECONDARY FEEDERS
T300NG 4 3#300 1#300 1#3/0 3"
T500NG 4 3#600 1#600 1#300 4"
FEEDER SCHEDULE NOTES:
a.MARK DEFINITIONS:
NUMBER INDICATES OVERCURRENT DEVICE TRIP RATING
"N" INDICATES PROVIDE NEUTRAL CONDUCTOR
"G" INDICATES PROVIDE EQUIPMENT GROUNDING CONDUCTOR
"IG" INDICATES PROVIDE ISOLATED GROUND CONDUCTOR
"VD" INDICATES FEEDER HAS BEEN ADJUSTED FOR VOLTAGE DROP
"T" INDICATES TRANSFORMER SECONDARY FEEDER, THE NUMBER INDICATES
THE APPROXIMATE SIZE OF THE TRANSFORMER IN KVA.
b.SETS INDICATES NUMBER OF PARALLEL SET OF CONDUITS AND CONDUCTORS.
EACH PARALLEL CONDUIT SHALL INCLUDE ALL PHASE, NEUTRAL AND GROUND
CONDUCTORS INDICATED. COMPLY WITH ART 310.10(H).
c.PHASE INDICATES THE MINIMUM SIZE AND QUANTITY OF UNGROUNDED (PHASE)
CONDUCTORS IN EACH RACEWAY.
d.NEUTRAL INDICATES THE MINIMUM SIZE AND QUANTITY OF GROUNDED (NEUTRAL)
CONDUCTORS IN EACH RACEWAY.
e.GROUND INDICATES THE MINIMUM SIZE AND QUANTITY OF EQUIPMENT GROUND
CONDUCTORS IN EACH RACEWAY. WHERE NUMBER OF EQUIPMENT GROUNDS
ARE 2, ONE SHALL BE AN ISOLATED GROUND, UNLESS OTHERWISE NOTED
f.CONDUIT INDICATES THE MINIMUM SIZE CONDUIT. CONTRACTOR SHALL VERIFY
ALL CONDUIT FILLS PRIOR TO INSTALLATION. MINIMUM UNDERGROUND CONDUIT
SIZE SHALL BE 3/4". CONTRACTOR MAY INCREASE CONDUIT SIZES.
g.FEEDER SCHEDULE IS BASED ON CONDUCTOR TYPES: THHN OR THWN-2 IN
ELECTRICAL METALLIC TUBING, FLEXIBLE METALLIC CONDUIT, INTERMEDIATE
METALLIC CONDUIT, LIQUID TIGHT FLEXIBLE METAL CONDUIT, RIGID METAL
CONDUIT OR SCHEDULE 40 PVC CONDUIT ONLY. CONTRACTOR SHALL ADJUST
CONDUIT SIZE FOR DIFFERENT CONDUCTOR OR CONDUIT TYPES PER CODE.
h.ALL CONDUCTORS SHALL BE COPPER, RATED 90 DEGREE C,D AND 600 VOLTS
MINIMUM.
i.GROUND CONDUCTOR ON SEPARATELY DERIVED SYSTEMS SHALL BE SIZED
BASED ON 250.102.
TRANSFORMER SCHEDULE NOTES:
a.FOR EACH TRANSFORMER, PROVIDE A GROUNDING ELECTRODE CONDUCTOR SIZED AS INDICATED ABOVE. BOND TO BUILDING
GROUNDING ELECTRODE SYSTEM PER 250.30(A)(4). WHERE A COMMON GROUNDING ELECTRODE CONDUCTOR IS USED FOR
MULTIPLE SEPARATELY DERIVED SYSTEMS, THE CONDUCTOR SHALL COMPLY WITH 250.30(A)(6). WHERE THE COMMON GROUNDING
ELECTRODE CONDUCTOR IS OF THE WIRE TYPE, IT SHALL NOT BE SMALLER THAN 3/0 AWG AND SHALL BE INCREASED IN SIZE TO
ACCOUNT FOR VOLTAGE DROP WHERE NECESSARY. WHERE THE COMMON GROUNDING ELECTRODE CONDUCTOR IS THE METAL
STRUCTURAL FRAME OF THE BUILDING, IT SHALL COMPLY WITH 250.68(C)(2) AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR
CONFIRMING THE CONSTRUCTION OF THE METAL STRUCTURAL FRAME AND THE COMPLIANCE WITH ALL APPLICABLE CODES. THE
CONNECTION OF THE GROUNDING ELECTRODE CONDUCTOR AND ASSOCIATED BONDING JUMPER(S) SHALL BE MADE AS SPECIFIED IN
250.68(A) THROUGH (C). IN ADDITION, METAL WATER PIPING SYSTEMS AND STRUCTURAL METAL THAT IS INTERCONNECTED TO FORM
A BUILDING FRAME SHALL BE BONDED TO SEPARATELY DERIVED SYSTEMS PER 250.104(D)(1) THROUGH 250.104(D)(3). THE BONDING
JUMPER SHALL BE SIZED PER CODE.
b.GROUNDING ELECTRODE CONDUCTOR SHALL BE SIZED BASED ON TABLE 250.66.
c.MAXIMUM SECONDARY FAULT CURRENT IS BASED ON INFINITE BUS CALCULATION WITH MINIMUM IMPEDANCE SHOWN.
d.SOME TRANSFORMERS MAY NOT BE USED.
DRY-TYPE TRANSFORMER SCHEDULE
ALL TRANSFORMERS ARE Δ-Y 480V-120/208V-3 -4W UNLESS OTHERWISE NOTED d
MARK RATING (KVA)GROUNDING ELECTRODE
CONDUCTOR a,b
MINIMUM
IMPEDANCE
MAXIMUM SECONDARY
FAULT CURRENT c COMMENTS
T300 300 1#3/0 - 3/4"C 4.5%18.5KA
T500 500 1#3/0 - 3/4"C 4.5%30.9KA
#
SEE SPECIFICATIONS, GENERAL NOTES, SYMBOLS, AND ASSOCIATED REQUIREMENTS.
CONTRACTOR SHALL THOROUGHLY REVIEW ALL SPECIFICATIONS, NOTES AND
SYMBOLS AND INCLUDE ALL REQUIREMENTS IN HIS BID. VERIFY ALL LOCATIONS AND
REQUIREMENTS PRIOR TO INSTALL.
GENERAL DRY-TYPE TRANSFORMER GENERAL NOTES
A.LOW VOLTAGE DRY-TYPE TRANSFORMERS SHALL BE CERTIFIED BY THE MANUFACTURER AS REQUIRED BY TITLE 20 APPLIANCE
EFFICIENCY REGULATIONS PER CALIFORNIA ENERGY CODE 110.11.
B.ALL TRANSFORMERS SHALL BE COMPLETELY ENCLOSED EXCEPT FOR VENTILATING OPENINGS.
C.TRANSFORMERS RATED OVER 112.5KVA SHALL HAVE CLASS 155 OR HIGHER INSULATION SYSTEMS AND COMPLETELY ENCLOSED
EXCEPT FOR VENTILATING OPENINGS.
D.PRIMARY DISCONNECT NOT LOCATED WITHIN SIGHT OF TRANSFORMER MUST HAVE LOCKING MEANS AT REMOTE DISCONNECT OR
CIRCUIT BREAKER AND A LABEL AT TRANSFORMER DENOTING DISCONNECT LOCATION PER CEC 450.14.
E.TRANSFORMERS MUST BE GROUNDED TO THE SAME GROUNDING ELECTRODE SYSTEM OF THE BUILDING PER CEC 250.30(A)(4) AND
BONDED PER CEC 250.104(D).
SEE GENERAL LABELING AND MARKING NOTES ON SHEET E0.2
REMARKSNO.DATE
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5
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8
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2
6
5
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4
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8
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9
4
9
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4
1
9
-
9
8
7
0
E2.1
PARTIAL SINGLE LINE
DIAGRAM
PARTIAL SINGLE LINE DIAGRAM
SCALE: NONE
200/3
(E) FEEDER
(E)
PANEL
HL1
4000A BUS - 100KAIC
(E) MAIN SWITCHBOARD MSA
4000A-277/480V-3Ø-4W
100KAIC
4000/3
ALSIG
GFPE
GND BUS
M
MGB
(E) 4000A
PULL
SECTION
TO UTILITY CO
TRANSFORMER
(E)
800AF
750AT
(E)
(E)
PANEL
HL2
(E)
225AF
225AT
(E) FEEDER
50/3
(E) FEEDER
(E) FEEDER
(E)
PANEL
EHL1
(E)
PANEL
EHL2
(E) FEEDER
(E)
225AF
225AT
(E)
600AF
450AT
FROM (E) BACKUP
POWER DIST BOARD
BKDB1
(E)
ATS-E1
50A/4P
NEMA 3R
SCOPE OF WORK
SCOPE OF WORK
ALL EQUIPMENT IS NEW UNLESS OTHERWISE
INDICATED. NEW EQUIPMENT IS SHOWN BOLD,
EXISTING EQUIPMENT IS SHOWN SHADED.
CONTRACTOR SHALL FIELD VERIFY PRIOR TO BID.
XFMR
T-DBL2
(T500)
COPPER WOUND
80 DEG C RISE
T500NG
±5', NO VD
750G
±180', 0.6% VD
1600AF
1600AT
[PDG6M]
250/3
[PDG3F]
250NG
±30', 0.3% VD
PANEL
1L21
[QO-VH]
225/3
[PDG2F]
225/3
[PDG2F]
225/3
[PDG2F]
500/3
[PDG3F]
500NG
±60', 0.6% VD
225NG
±100', 1.1% VD
225NG
±80', 0.8% VD
225NG
±60', 0.6% VD
PBW1
PBW2
PBW3
PBW4
DISTRIBUTION BOARD DBL2
1600A-120/208V-3Ø-4W
35KAIC MIN
225NG
±180', 0.8% VD
PANEL
HM3
[EJB]
250/3
[PDG3F]
250NG
±30', 0.3% VD
PANEL
1L22
[QO-VH]
M
MMMMMM
1
7
3
3
3
4
SPD
5
5 5
5
6
2
10
11 11
INDICATES EATON CIRCUIT
BREAKER TYPE, TYP.
INDICATES AVAILABLE
FAULT CURRENT BASED ON
PREVIOUS PROJECT, TYP.
11
1 1
1 1 1 1
1
1
1 1
1
1
1
1
1
1
1
1
3009 S Daimler St
11/18/2024
1L21-1-3-5
16
2
2
39
39
4
4
4
4
39
32
32
14,16
PBW1
PBW4
1
3
TYP
4
TYP
2
6
TYP
16
8
PBW21
PBW31
1 3 5 1 3 5 7 9 11 7
9
11
7
13
13
9
1L21-7-9-11 9 10
1L21-13
1L21-15,17
1L21-19,21
1L21-41,43
1L21-27,291L21-31,331L21-35,37
1L21-2,4,6
1L21-8
1L21-10,1211
J
1L21-39
1L21-23-251L21-16
1L21-18,20,22
12
1L21-24
7
7
HM3-37,39,41
1L22-2
8
1L22-6,8
1L22-4
J
1L22-10
23 25
1L21-261L21-281L21-30
1L22-1,3,51L22-7,9,11
1L22-131L22-18
5
TYP
1L22-12-14,16
1L22-20
1L22-22,24
1L22-32 1L22-26,28,301L22-34,36,381L22-40,42,441L22-46,48,50
9
PBW
E6.1 TYP
12
1L21-32
17
15
1L22-15-17 9
14
TYP
15
TYP
1L21-45
1L22-43
16
17
1
2
3
4
D E
LAB POWER PLAN
SCALE: 1/4"=1'-0"_XREFA
POWER KEYNOTES
1.PROVIDE 26FT LONG, 225A-120/208V-3PH-4W OVERHEAD PLUG-IN BUSWAY WITH
COPPER BUSSING, ALL REQUIRED ACCESSORIES, MOUNTING HARDWARE, BUS
CONNECTORS, END FEED UNITS, LABOR, TESTING ETC. NECESSARY TO PROVIDE A
COMPLETE, OPERABLE, AND CODE COMPLIANT SYSTEM. PROVIDE SUPPORTS
EVERY 4FT AND SEISMIC BRACING AS REQUIRED. COORDINATE WITH STRUCTURAL.
MOUNT BOTTOM OF BUSWAY AT 10 FT AFF OR AS DIRECTED BY EDWARDS. VERIFY
PRIOR TO INSTALL. PROVIDE PLUG-IN UNITS TO MATCH EQUIPMENT. PROVIDE
SPARE UNITS AS DIRECTED BY EDWARDS. PROVIDE STARLINE T3 SERIES OR EQUAL
2.PROVIDE 40FT LONG, 500A-120/208V-3PH-4W OVERHEAD PLUG-IN BUSWAY WITH
INTERNAL GROUND BUS, COPPER BUSSING, ALL REQUIRED ACCESSORIES,
MOUNTING HARDWARE, BUS CONNECTORS, END FEED UNITS, LABOR, TESTING ETC.
NECESSARY TO PROVIDE A COMPLETE, OPERABLE, AND CODE COMPLIANT
SYSTEM. PROVIDE SUPPORTS EVERY 4 FT AND SEISMIC BRACING AS REQUIRED.
COORDINATE WITH STRUCTURAL. MOUNT BOTTOM OF BUSWAY AT 10FT AFF OR AS
DIRECTED BY EDWARDS. VERIFY PRIOR TO INSTALL. PROVIDE PLUG-IN UNITS TO
MATCH EQUIPMENT. PROVIDE SPARE UNITS AS DIRECTED BY EDWARDS. PROVIDE
STARLINE T5 SERIES OR EQUAL.
3.PROVIDE DUAL-SERVICE (POWER AND DATA) WALL MOUNTED RACEWAY WITH
20A-125V DUPLEX RECEPTACLES AND DATA OUTLETS ON 6 FT CENTERS. FIELD
VERIFY LENGTHS AND ADJUST AS NECESSARY. PROVIDE LEGRAND ALUMINUM
ALA4800 OR EQUAL. MOUNT AT 24" AFF OR AS DIRECTED BY EDWARDS.
RECEPTACLES SHALL BE ON ALTERNATING CIRCUITS WITH A TARGET OF 2
RECEPTACLES PER CIRCUIT. PROVIDE 1"CO FOR EVERY (3) DATA OUTLETS
STUBBED 6" ABOVE ACCESSIBLE CEILING SPACE FOR DATA CABLES. VERIFY
QUANTITIES, INTERVALS, AND LOCATIONS WITH EDWARDS DATA CONTRACTOR.
PROVIDE ALL REQUIRED CONDUIT, CONDUCTORS, CONNECTORS, ACCESSORIES,
MOUNTING HARDWARE, ETC. NECESSARY TO PROVIDE A COMPLETE, OPERABLE,
AND CODE COMPLIANT SYSTEM. VERIFY EXACT LOCATION AND REQUIREMENTS
PRIOR TO INSTALL AND ADJUST AS NECESSARY.
4.PROVIDE SPECIAL RECEPTACLE IN WALL MOUNTED RACEWAY FOR SPECIFIC
EQUIPMENT. VERIFY DIMENSION WITH EDWARDS. PROVIDE DEDICATED CIRCUIT AS
INDICATED. VERIFY RECEPTACLE CONFIGURATION AND EXACT LOCATION PRIOR TO
INSTALL AND ADJUST AS NECESSARY.
5.CONNECT TO EQUIPMENT AS REQUIRED. VERIFY EXACT LOCATION AND
REQUIREMENTS PRIOR TO INSTALL AND ADJUST AS NECESSARY.
6.PROVIDE LARGE, DUAL SERVICE, ALUMINUM POWER POLE WITH POWER AND DATA
OUTLETS INDICATED. PROVIDE POLE LENGTH AND ALL INTERNAL AND EXTERNAL
MOUNTING HARDWARE. LOCATE POWER POLES 10" FROM WALLS. POWER POLES
SHALL NOT BE SUPPORTED OR ATTACHED TO WALL. PROVIDE LEGRAND NP8000 OR
EQUAL.
7.FOR EQUIPMENT CONTROL POWER. VERIFY EXACT LOCATION AND REQUIREMENTS
PRIOR TO INSTALL AND ADJUST AS NECESSARY.
8.PROVIDE CONDUIT AND BOXES PER EDWARDS AND BUILDING STANDARD FOR CARD
READER.
9.PROVIDE A SEPARATE NEUTRAL FOR EACH CIRCUIT.
10.PROVIDE #10 AWG CIRCUIT CONDUCTORS TO RECEPTACLES IN WALL MOUNTED
RACEWAY.
11.PROVIDE 2#4-1#8G-1"C. EXTEND SAME FROM DISCONNECT TO EQUIPMENT AS
REQUIRED.
12.PROVIDE NEMA L21-30 RECEPTACLE. CONNECT TO EQUIPMENT AS REQUIRED.
VERIFY EXACT LOCATION AND REQUIREMENTS PRIOR TO INSTALL AND ADJUST AS
NECESSARY.
13.NEW ELECTRICAL EQUIPMENT SHALL FIT IN ALLOTTED SPACE WITH EQUIPMENT
AND CODE REQUIRED CLEARANCES. CONTRACTOR SHALL COORDINATE
EQUIPMENT DIMENSIONS WITH FIELD CONDITIONS PRIOR TO BID. VERIFY EXACT
LOCATIONS IN FIELD AND WITH EDWARDS.
14.INDICATES CODE REQUIRED CLEARANCE.
15.MAINTAIN MANUFACTURER'S REQUIRED CLEARANCE FROM WALLS AND OTHER
EQUIPMENT.
16.PROVIDE 20A-125V GFCI DUPLEX RECEPTACLE PER 210.63(B)(2). RECEPTACLE
SHALL NOT BE CONNECTED TO THE LOAD SIDE OF THE EQUIPMENT'S BRANCH
CIRCUIT DISCONNECTING MEANS.
17.AREA FOR FUTURE PANELS. KEEP CLEAR FROM FLOOR TO CEILING. DO NOT
INSTALL EQUIPMENT IN THIS AREA WITHOUT PRIOR APPROVAL FROM EDWARDS.
18.DISTRIBUTION BOARD SHALL NOT BE WIDER THAN 6FT.
#
SEE SPECIFICATIONS, GENERAL NOTES, SYMBOLS, AND ASSOCIATED REQUIREMENTS.
CONTRACTOR SHALL THOROUGHLY REVIEW ALL SPECIFICATIONS, NOTES AND
SYMBOLS AND INCLUDE ALL REQUIREMENTS IN HIS BID. VERIFY ALL LOCATIONS AND
REQUIREMENTS PRIOR TO INSTALL.
REMARKSNO.DATE
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E4.1
LAB POWER PLAN
LOW VOLTAGE CONDUIT NOTE
ALL LOW VOLTAGE DATA/COMM/CONTROL CONDUITS SHALL BE FACTORY COATED
BLUE. PROVIDE SAMPLE TO EDWARDS FOR APPROVAL PRIOR TO ORDERING.
VERIFY RECEPTACLE TYPE WITH EQUIPMENT PRIOR TO INSTALL AND
ADJUST AS NECESSARY.
PROVIDE PERMANENT LABEL ON EACH DEVICE INDICATING PANEL
AND CIRCUIT NUMBER PER EDWARDS STANDARDS.
ALL 120V CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL.
MULTI-WIRE BRANCH CIRCUITS ARE NOT ALLOWED.
ALL 120V RECEPTACLES SHALL BE RATED 20A. PROVIDE NEMA 5-20R.
UPDATE AND PROVIDE TYPEWRITTEN PANEL CARDS FOR ALL PANELS
AFFECTED BY THIS WORK. SUBMIT PANEL SCHEDULES TO EDWARDS
AND ENGINEER FOR REVIEW PRIOR TO POSTING NEW SCHEDULES AT
PANELS.
ALL SPARE CIRCUIT BREAKERS SHALL BE LOCKED OUT / TAGGED OUT
OR LEFT IN THE OFF/OPEN POSITION AS DIRECTED BY EDWARDS.
PROVIDE GROUND-FAULT CIRCUIT-INTERRUPTER PROTECTION FOR PERSONNEL
ON RECEPTACLES PER 210.8(B) AND SPECIFICALLY WITHIN 6FT FROM SINKS AND
DAMP AND WET LOCATIONS. VERIFY IN FIELD WITH EDWARDS.
T-DBL2
DBL2
ALL SWITCHBOARDS, SWITCHGEAR, PANELBOARDS, AND MOTOR CONTROL
CENTERS SHALL BE LOCATED IN DEDICATED SPACES AND PROTECTED FROM
DAMAGE PER 110.26(E)(1) FOR INDOOR OR 110.26(E)(2) FOR OUTDOOR.
13 1
1
1
HM3
1L21
1L22
1
1
1111
11
1
1
1
1
1
1
1
1
1
11
1
1
1
1
1
1
1
1
1
1
1
1
111
1
11
1
1
11
1
18
3009 S Daimler St
11/18/2024
AC
9
AC
11
AC
12
AC
10
EF
9
EF
8
EF
7
EF
11
EF
10
45
45
45
DSD
DSD
DSD
DSD
HM3-20,22,24
HM3-14,16,18HM3-8,10,12
HM3-2,4,6
HM3-26,28,30
1L22-45
HM3-13,15,17
1L22-47,49
HM3-1,3,5
HM3-7,9,11
J
45
45
4545
1L22-51
EF
12
1
2
3
4
D E
ROOF POWER PLAN
SCALE: 1/4"=1'-0"_XREFA
SEE SPECIFICATIONS, GENERAL NOTES, SYMBOLS, AND ASSOCIATED REQUIREMENTS.
CONTRACTOR SHALL THOROUGHLY REVIEW ALL SPECIFICATIONS, NOTES AND
SYMBOLS AND INCLUDE ALL REQUIREMENTS IN HIS BID. VERIFY ALL LOCATIONS AND
REQUIREMENTS PRIOR TO INSTALL.
REMARKSNO.DATE
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E4.2
ROOF POWER PLAN
VERIFY RECEPTACLE TYPE WITH EQUIPMENT PRIOR TO INSTALL AND
ADJUST AS NECESSARY.
PROVIDE PERMANENT LABEL ON EACH DEVICE INDICATING PANEL
AND CIRCUIT NUMBER PER EDWARDS STANDARDS.
ALL 120V CIRCUITS SHALL INCLUDE A DEDICATED NEUTRAL.
MULTI-WIRE BRANCH CIRCUITS ARE NOT ALLOWED.
ALL 120V RECEPTACLES SHALL BE RATED 20A. PROVIDE NEMA 5-20R.
UPDATE AND PROVIDE TYPEWRITTEN PANEL CARDS FOR ALL PANELS
AFFECTED BY THIS WORK. SUBMIT PANEL SCHEDULES TO EDWARDS
AND ENGINEER FOR REVIEW PRIOR TO POSTING NEW SCHEDULES AT
PANELS.
ALL SPARE CIRCUIT BREAKERS SHALL BE LOCKED OUT / TAGGED OUT
OR LEFT IN THE OFF/OPEN POSITION AS DIRECTED BY EDWARDS.
1
3009 S Daimler St
11/18/2024
WSP65
51
TYP
WSP65E
51
TYP
EDG
5
TYP
9
9
9
9 9 9
9 9 9
9 9 9
9 9 9
9 9 9
9
9 9
9
9
HL1-17a HL1-17a HL1-17a HL1-17a HL1-17a HL1-17e
HL1-17fHL1-17aHL1-17a HL1-17a HL1-17a HL1-17a HL1-17a HL1-17e
HL1-17fHL1-17a HL1-17a HL1-17a HL1-17a HL1-17a HL1-17e
HL1-17a HL1-17a HL1-17a HL1-17a HL1-17a HL1-17e
HL1-17a HL1-17a HL1-17a HL1-17a HL1-17a HL1-17e
HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b
HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b
HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b HL1-15b
HL1-15c HL1-15c HL1-15c HL1-15c
HL1-15d
HL1-15d
EHL1-5aEM EHL1-5fEM
EHL1-5fEMEHL1-5aEM
EHL1-5aEM EHL1-5fEM
EHL1-5bEM EHL1-5bEM
EHL1-5cEM
EHL1-5dEM
S4 aef
aef
S1 b
S1 b S1 c
S1 d
b b b
bbb
b
c c
c
d
EHL1-5EM
EHL1-5EM
HL1-17a
HL1-15bHL1-15b
HL1-15b
EHL1-5aEM
HL1-15cHL1-15cHL1-15c
HL1-15cHL1-15c
J
J
J
J
J
J
J
J J
EHL1-5
JHL1-17
J
HL1-15
J
J
J
S4 aef
aef
aef
aef
aef
aef
aef
aef
aef
aef
aef
aef
P2 ef
CLX40
28
TYP
$
HM3-35
1
2
3
4
D E
LAB LIGHTING PLAN
SCALE: 1/4"=1'-0"_XREFA
SEE SPECIFICATIONS, GENERAL NOTES, SYMBOLS, AND ASSOCIATED REQUIREMENTS.
CONTRACTOR SHALL THOROUGHLY REVIEW ALL SPECIFICATIONS, NOTES AND
SYMBOLS AND INCLUDE ALL REQUIREMENTS IN HIS BID. VERIFY ALL LOCATIONS AND
REQUIREMENTS PRIOR TO INSTALL.
REMARKSNO.DATE
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E4.5
LAB LIGHTING PLAN
nLIGHT LIGHTING CONTROLS
CONTRACTOR SHALL PROVIDE ALL NECESSARY nLIGHT CONTROL MODULES,
SENSORS, SWITCHES, 0-10V CONDUCTORS, CAT5 CABLES, BRIDGES, POWER
SUPPLIES, CONDUIT, LABOR, PROGRAMMING, TESTING, ETC., NECESSARY TO
PROVIDE A COMPLETE OPERABLE AND CODE COMPLIANT LIGHTING SYSTEM TO
MEET DESIGN INTENT.
PROVIDE FACTORY STARTUP AND TESTING.
INDOOR ENERGY CODE CONTROL NOTES
(PER CURRENT CALIFORNIA ENERGY CODE, UNLESS OTHERWISE NOTED)
BUILDINGS WITH NONRESIDENTIAL LIGHTING SYSTEMS HAVING A TOTAL INSTALLED
LIGHTING POWER OF 4,000 WATTS OR GREATER THAT ARE SUBJECT TO THE
MULTILEVEL LIGHTING CONTROL REQUIREMENTS OF SECTION 130.1(b) SHALL
INCLUDE A DEMAND RESPONSE SYSTEM PER 110.12(c) FOR LIGHTING, 110.12(d) FOR
ELECTRONIC MESSAGE CENTERS, AND 110.12(e) FOR CONTROLLED RECEPTACLES.
PROVIDE OCCUPANCY SENSING CONTROLS IN OFFICE 250SF OR LESS,
MULTIPURPOSE ROOMS 1,000SF OR LESS, CLASSROOMS, CONFERENCE ROOMS AND
RESTROOMS.
IN OFFICES GREATER THAN 250SF OCCUPANCY SENSING CONTROLS SHALL BE
CONFIGURED SO THAT LIGHTING SHALL BE CONTROLLED SEPARATELY IN CONTROL
ZONES NOT GREATER THAN 600SF PER 130.1(c)6D.
OCCUPANCY SENSING CONTROLS IN CONDITIONED AREAS SHALL BE SET TO
AUTOMATICALLY SHUT OFF ALL CONTROLLED LIGHTING IN 20 MINUTES OR LESS
AFTER THE CONTROL ZONE IS UNOCCUPIED. THE OCCUPANCY SENSING CONTROLS
IN THESE AREAS SHALL FUNCTION AS VACANCY SENSING, WHERE ALL LIGHTING
RESPONDS TO MANUAL ON INPUT ONLY.
IN CORRIDORS AND STAIRWELLS, LIGHTING SHALL BE CONTROLLED BY OCCUPANCY
SENSING CONTROLS THAT SEPARATELY REDUCE THE LIGHTING POWER IN EACH
SPACE BY AT LEAST 50% WHEN THE SPACE IS UNOCCUPIED PER130.1(c)6D.
PROVIDE AUTOMATIC DAYLIGHTING CONTROLS PER 130.1(d) EXCEPT ROOMS WHERE
THE COMBINED TOTAL INSTALLED WATTAGE OF THE GENERAL LIGHTING IN THE
SKYLIT AND PRIMARY SIDELIT ZONES IS LESS THAN 120 WATTS ARE NOT REQUIRED
TO HAVE DAYLIGHTING CONTROLS FOR THOSE ZONES. ROOMS WHERE THE TOTAL
INSTALLED WATTAGE OF THE GENERAL LIGHTING IN THE SECONDARY SIDELIT
ZONES IS LESS THAN 120 WATTS ARE NOT REQUIRED TO HAVE DAYLIGHTING
CONTROLS FOR THAT ZONE.
WAREHOUSE LUMINAIRES SHALL INCLUDE INTEGRAL OCCUPANCY SENSORS AND
PHOTOSENSORS. EACH LUMINAIRE SHALL BE ITS OWN CONTROL ZONE.
THE MAXIMUM COMBINED VOLTAGE DROP ON BOTH INSTALLED FEEDER
CONDUCTORS AND BRANCH CIRCUIT CONDUCTORS TO THE FARTHEST CONNECTED
LOAD OR OUTLET SHALL NOT EXCEED 5 PERCENT PER 130.5(c).
EMERGENCY EGRESS LUMINAIRES SHALL TURN ON/OFF AND DIM WITH AREA
CONTROLS AND SHALL ILLUMINATE AT FULL OUTPUT UPON LOSS OF NORMAL
POWER, REGARDLESS OF CONTROL POSITION. PROVIDE UNSWITCHED HOT
CONDUCTOR TO EACH BATTERY AS REQUIRED.
AUTOMATIC DAYLIGHTING CONTROLS
IN AREAS SERVED BY LIGHTING THAT IS DAYLIGHT CONTROLLED, WHEN THE
DAYLIGHT ILLUMINANCE IS GREATER THAN 150 PERCENT OF THE ILLUMINANCE
PROVIDED BY THE CONTROLLED LIGHTING WHEN NO DAYLIGHT IS AVAILABLE, THE
CONTROLLED LIGHTING POWER IN THAT DAYLIGHT ZONE SHALL BE REDUCED BY A
MINIMUM OF 90 PERCENT.
INDICATES PRIMARY DAYLIT BOUNDRY
INDICATES SECONDARY DAYLIT BOUNDRY
INDICATES SKYLIT BOUNDRY
MANUFACTURED WIRING SYSTEM
PROVIDE A COMPLETE MANUFACTURED WIRING SYSTEM FOR ALL LIGHT FIXTURES IN
ACCESSIBLE T-BAR CEILINGS. SYSTEM SHALL INCLUDE ALL CONNECTIONS TO
FIXTURES AND CONTROLS WITH ALL REQUIRED SYSTEM COMPONENTS. EQUIPMENT
SHALL BE LITHONIA OR AMERICAN CABLE COMPANY.
PROVIDE TRADITIONAL CONDUIT AND CONDUCTORS TO DEVICES IN HARD LID
CEILINGS, WHERE THE CABLES ARE INACCESSIBLE AND TO EMERGENCY FIXTURES
FED FROM AN ALTERNATE SOURCE SUCH AS AN INVERTER OR GENERATOR AS
REQUIRED.
EXACT LOCATIONS
AND QUANTITIES OF
EXIT SIGNS ARE TO BE
DETERMINED BY
ARCHITECT.
1
HM3
3009 S Daimler St
11/18/2024
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NORMAL PHOTOMETRIC PLAN
SCALE: 1/4"=1'-0"_XREFA
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E4.6
NORMAL
PHOTOMETRICS
PHOTOMETRIC DISCLAIMER:
THIS PHOTOMETRIC STUDY HAS BEEN PERFORMED IN ACCORDANCE WITH IESNA
STANDARDS AND INDUSTRY LIGHTING PRACTICES. INPUT DATA FILES ARE
PROVIDED BY THE MANUFACTURER OF SPECIFIED LIGHT FIXTURES. DIFFERENCES
MAY OCCUR BETWEEN CALCULATIONS AND ACTUAL INSTALLED CONDITIONS DUE TO
TEST PROCEDURES, EQUIPMENT PERFORMANCE, MEASUREMENT TECHNIQUES AND
FIELD CONDITIONS SUCH AS TEMPERATURE, VOLTAGE AND REFLECTANCE FROM
CEILINGS, WALLS AND FLOORS. ARCHITECTURAL ELEMENTS, ROOM SIZES AND
MOUNTING HEIGHTS SIGNIFICANTLY AFFECT THE LIGHTING CALCULATIONS. IF REAL
CONDITIONS DIFFER FROM CALCULATED CONDITIONS, LIGHT LEVELS MAY VARY. K2M
ENGINEERING IS NOT RESPONSIBLE FOR THE ACCURACY OF THE MANUFACTURER'S
INFORMATION.
NUMBER INDICATES NORMAL
LIGHT LEVEL, IN FOOT-CANDLES,
AT 30" AFF, TYP.
Normal Lighting Statistics
Description Symbol Avg Max Min Max/Min Avg/Min
Braiding 77 fc 94 fc 35 fc 2.7:1 2.2:1
Extrusion 78 fc 108 fc 30 fc 3.6:1 2.6:1
Lab 94 fc 122 fc 21 fc 5.8:1 4.5:1
Tool 52 fc 60 fc 40 fc 1.5:1 1.3:1
3009 S Daimler St
11/18/2024
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EGRESS PHOTOMETRIC PLAN
SCALE: 1/4"=1'-0"_XREFA
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E4.7
EGRESS
PHOTOMETRICS
PHOTOMETRIC DISCLAIMER:
THIS PHOTOMETRIC STUDY HAS BEEN PERFORMED IN ACCORDANCE WITH IESNA
STANDARDS AND INDUSTRY LIGHTING PRACTICES. INPUT DATA FILES ARE
PROVIDED BY THE MANUFACTURER OF SPECIFIED LIGHT FIXTURES. DIFFERENCES
MAY OCCUR BETWEEN CALCULATIONS AND ACTUAL INSTALLED CONDITIONS DUE TO
TEST PROCEDURES, EQUIPMENT PERFORMANCE, MEASUREMENT TECHNIQUES AND
FIELD CONDITIONS SUCH AS TEMPERATURE, VOLTAGE AND REFLECTANCE FROM
CEILINGS, WALLS AND FLOORS. ARCHITECTURAL ELEMENTS, ROOM SIZES AND
MOUNTING HEIGHTS SIGNIFICANTLY AFFECT THE LIGHTING CALCULATIONS. IF REAL
CONDITIONS DIFFER FROM CALCULATED CONDITIONS, LIGHT LEVELS MAY VARY. K2M
ENGINEERING IS NOT RESPONSIBLE FOR THE ACCURACY OF THE MANUFACTURER'S
INFORMATION.
NUMBER INDICATES EMERGENCY
LIGHT LEVEL, IN FOOT-CANDLES,
AT FLOOR LEVEL, TYP.
Egress Lighting Statistics
Description Symbol Avg Max Min Max/Min Avg/Min
Braiding 5.6 fc 20.3 fc 1.0 fc 20.3:1 5.6:1
Extrusion 9.6 fc 22.8 fc 0.7 fc 32.6:1 13.7:1
Lab 11.8 fc 26.7 fc 1.4 fc 19.1:1 8.4:1
Tool 14.3 fc 22.2 fc 3.3 fc 6.7:1 4.3:1
3009 S Daimler St
11/18/2024
GENERAL PANEL NOTES:
(UNLESS OTHERWISE NOTED, SOME MAY NOT APPLY)
A.CONTRACTOR SHALL VERIFY ALL LOCATIONS, MOUNTING HEIGHTS, CONNECTIONS
AND REQUIREMENTS WITH OTHER TRADES, OWNER, ARCHITECT AND/OR TENANT
AS APPLICABLE PRIOR TO INSTALL AND ADJUST ACCORDINGLY. CONTRACTOR
SHALL REVIEW ALL OTHER TRADE'S DRAWINGS AND INCLUDE IN HIS BID ALL COSTS
APPLICABLE TO THE ELECTRICAL TRADE WHETHER SHOWN IN THESE DRAWINGS
OR NOT.ALL TERMINAL LUGS SHALL BE RATED FOR THE CONDUCTOR SIZE AND
QUANTITY SHOWN ON THE SINGLE LINE DIAGRAM AND ASSOCIATED FEEDER
SCHEDULE.
B.ALL TERMINAL LUGS SHALL BE RATED FOR 75 DEGREE C AND FOR THE
CONDUCTOR MATERIAL SPECIFIED ON THE SINGLE LINE DIAGRAM AND
ASSOCIATED FEEDER SCHEDULE.
C.ALL PANEL BOARDS WITH MAIN CIRCUIT BREAKERS SHALL HAVE THE MAIN CIRCUIT
BREAKER INDIVIDUALLY MOUNTED TO ELIMINATE BUS SUPPORTS WHERE
POSSIBLE. BACK FEED OF CHASSIS CIRCUIT BREAKERS IS NOT ALLOWED.
D.ALL NEW CIRCUIT BREAKERS FOR HVAC EQUIPMENT SHALL BE "HACR" TYPE.
E.ALL NEW CIRCUIT BREAKERS FOR LIGHTING CIRCUITS SHALL BE "SWD" RATED.
F.ALL NEW SINGLE POLE CIRCUIT BREAKERS SHALL BE COMPATIBLE WITH
MANUFACTURE'S LISTED HANDLE TIES.
G.PROVIDE MULTI-POLE CIRCUIT BREAKERS OR MANUFACTURE'S LISTED HANDLE
TIES ON ALL NEW MULTI-WIRE BRANCH CIRCUITS PER CODE REGARDLESS OF
WHETHER SHOWN ON THESE DRAWINGS OR NOT. WHERE EXISTING CIRCUIT
BREAKERS ARE USED, IF MANUFACTURER'S LISTED HANDLE TIES CANNOT BE
OBTAINED, REPLACE CIRCUIT BREAKERS THAT FEED MULTI-WIRE BRANCH
CIRCUITS WITH COMPARABLE MULTI-POLE CIRCUIT BREAKERS.
H.PROVIDE AT LEAST 10% SPARE 20-AMP 1-POLE CIRCUIT BREAKERS IN EACH NEW
PANEL WHETHER SHOWN OR NOT. IF LESS 10% SPACES ARE AVAILABLE, FILL THE
REMAINING SPACES WITH SPARE CIRCUIT BREAKERS AS INDICATED ABOVE.
I.WHERE THE CIRCUIT CONDUCTOR SIZE EXCEEDS THE LUG RATING OF THE CIRCUIT
BREAKER, PROVIDE A LISTED PIN ADAPTOR. IF A LISTED PIN ADAPTOR IS NOT
AVAILABLE, PROVIDE A SPLICE BOX DIRECTLY ABOVE THE PANEL AND REDUCE THE
CONDUCTOR TO THE MAXIMUM SIZE FOR WHICH THE CIRCUIT BREAKER IS LISTED.
J.PROVIDE PERMANENT PLACARDS ON ALL NEW AND MODIFIED PANELS THAT
INDICATE THE PANEL NAME, FEEDER RATING INCLUDING:
AMPS-VOLTS-PHASES-WIRES. PLACARD SHALL ALSO INCLUDE SOURCE OF SUPPLY
PER 408.4(B).
K.ALL NEW AND MODIFIED PANEL CARDS SHALL BE TYPED AND SHALL INCLUDE DATE.
RECREATE PANEL CARDS FOR ANY PANELS THAT ARE MODIFIED.
CIRCUIT BREAKER ABBREVIATIONS
(SOME MAY NOT BE USED)
{RE}RECONNECT EXISTING LOAD TO NEW CIRCUIT BREAKER AS REQUIRED.
{LO}PROVIDE PERMANENT LOCK-OFF DEVICE ON CIRCUIT BREAKER.
{NC}PROVIDE NEW CIRCUIT BREAKER TO MATCH EXISTING CIRCUIT BREAKERS
CHARACTERISTICS. NEW CIRCUIT BREAKER'S AIC RATING SHALL MEET OR
EXCEED THE AVAILABLE FAULT CURRENT.
{UE}UTILIZE EXISTING CIRCUIT BREAKER.
{CC}ROUTE CIRCUIT THROUGH CONTROL CONTACT OR TIME CLOCK AS APPLICABLE.
{GF}PROVIDE "GFCI" TYPE CIRCUIT BREAKER. PROVIDE SEPARATE NEUTRAL FOR
CIRCUIT AS APPLICABLE.
{LR}CIRCUIT LOAD HAS BEEN REVISED TO REFLECT CHANGES TO EXISTING CIRCUIT.
{ST}PROVIDE SHUNT TRIP CIRCUIT BREAKER.
{HT}PROVIDE MANUFACTURE'S LISTED HANDLE TIE ON EXISTING CIRCUIT BREAKER.
TIE TO THE ADJACENT CIRCUIT BREAKER WHO'S CIRCUIT SHARES A NEUTRAL
CONDUCTOR. PROVIDE 2-POLE OR 3-POLE HANDLE TIE AS REQUIRED. IF
MANUFACTURE'S LISTED HANDLE TIES ARE NOT AVAILABLE, REPLACE CIRCUIT
BREAKERS THAT FEED MULTI-WIRE BRANCH CIRCUITS WITH COMPARABLE
MULTI-POLE CIRCUIT BREAKERS.
{CS}PROVIDE EMON DMON SPLIT-CORE CURRENT SENSOR ON EACH CIRCUIT
CONDUCTOR TO COMPLY WITH CALIFORNIA ENERGY CODE DISAGGREGATION
REQUIREMENTS. CURRENT SENSORS SHALL BE PROPERLY RATED FOR THE
CIRCUIT. CONTRACTOR SHALL CAP AND MAKE SAFE THE CURRENT SENSOR
LEADS. CURRENT TRANSFORMERS SHALL NOT BE USED.
{FA} PROVIDE RED CIRCUIT BREAKER WITH PERMANENT LOCK-ON DEVICE.
{ON}PROVIDE PERMANENT LOCK-ON DEVICE ON CIRCUIT BREAKER
{AF}PROVIDE LISTED COMBINATION-TYPE ARC-FAULT CIRCUIT INTERUPTER CIRCUIT
BREAKER AS REQUIRED. COMPLY WITH 210.12.
OFF INDICATES EXISTING CIRCUIT BREAKER WAS IN THE OPEN (OFF) POSITION WHEN
VISUAL OBSERVATION WAS CONDUCTED. "OFF" MAY BE LOCATED ADJACENT TO
THE CIRCUIT NUMBER OR IN THE DESCRIPTION. CONTRACTOR SHALL FULLY
VERIFY THE CIRCUIT AND REPORT BACK TO ENGINEER.
LUMINAIRE SCHEDULE
ALL FIXTURES ARE LED UNLESS OTHERWISE NOTED
ALL FIXTURES SHALL MEET OR EXCEED OWNER AND TENANT REQUIREMENTS
(SOME MAY NOT BE USED)
LUMEN
PACKAGE
COLOR
TEMP VOLTAGE DESCRIPTION MANUFACTURER'S
PART NUMBER
WSP65
51 6500 5000K 120/277
2X4 CENTER BASKET WITH SOFT WHITE ACRYLIC CENTER
SHEILDING, 10% DIMMING, MOUNT IN T-BAR GRID.
MARK LIGHTING #
WHSPR 2X4 80CRI 50K 6500LM MIN10 MVOLT
SWC ZT
MATCH BUILDING STANDARD
WSP65E
51 6500 5000K 120/277
SAME AS TYPE WSP65 EXCEPT CONNECTED TO EMERGENCY
GENERATOR CIRCUIT.
MARK LIGHTING #
WHSPR 2X4 80CRI 50K 6500LM MIN10 MVOLT
SWC ZT
MATCH BUILDING STANDARD
EDG
5 --120/277
EXIT SIGN, EDGE-LIT, FACES PER PLANS, BRUSHED
ALUMINUM, GREEN LETTERS ON CLEAR FACE, 90 MINUTE
NI-CAD BATTERY, SELF-DIAGNOSTICS. WALL MOUNT ABOVE
DOOR AS DIRECTED BY ARCHITECT.
LITHONIA #
EDG * G/GMR EL SD
* NUMBER OF FACES PER PLANS
VERIFY LETTER COLOR WITH ARCHITECT.
MATCH BUILDING STANDARD.
CLX40
28 4000 3500K 120/277
STRIP LIGHT, SURFACE MOUNT OR CHAIN HANG AS
DIRECTED BY ARCHITECT.
LITHONIA #
CLX L48 4000LM SEF L WD MVOLT GZ10 35K
80CRI WH
TYPE
WATTS
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E5.1
SCHEDULES
MECHANICAL/PLUMBING EQUIPMENT SCHEDULE
ELECTRICAL
LOAD VOLTAGE DISCONNECT
SWITCH
FUSE
SIZE
NEMA
STARTER
SIZE
EQUIPMENT
SCHEDULE
NOTES
COMMENTS
AC-9 19 MCA 480V-3PH 30A-3P-600V
NEMA 3R
FUSED
20 -
AC-10 13 MCA 480V-3PH 30A-3P-600V
NEMA 3R
FUSED
20 -
AC-11 8 MCA 480V-3PH 30A-3P-600V
NEMA 3R
FUSED
15 -
AC-12 18.1 MCA 208V-1PH 30A-2P-240V
NEMA 3R
FUSED
25 -
EF-7, EF-8,
EF-9, EF-10,
EF-11
1 HP
2.1 FLA
480V-3PH INTEGRAL TO
VFD
---PROVIDE CONTROL CONDUITS AND CONDUCTORS
PER MECHANICAL.
EF-12 1/2 HP
9.8 FLA
120V MANUAL
MOTOR
STARTER
---PROVIDE CONTROL CONDUITS AND CONDUCTORS
PER MECHANICAL.
ID
#
MECHANICAL/PLUMBING EQUIPMENT SCHEDULE NOTES: (SOME MAY NOT BE USED)
a.PROVIDE COMBINATION MOTOR STARTER/ DISCONNECT SWITCH, NEMA 3R UNLESS OTHERWISE NOTED.
b.PROVIDE NEMA 3R MANUAL MOTOR STARTER WITH THERMAL OVERLOAD PROTECTION.
c.PROVIDE A 7-DAY PROGRAMMABLE TIME CLOCK WITH RESERVE POWER FOR CONTROL OF THE EXHAUST FAN. TIME CLOCK SHALL HAVE
(2) INDEPENDENTLY CONTROLLED 20A MOTOR RATED CONTACTS RATED FOR THE CIRCUIT VOLTAGE. ROUTE FAN CIRCUIT THROUGH
TIME CLOCK.
d.PROVIDE 0-6 HOUR, SPRING WOUND BY-PASS TIME SWITCH WITH 20A CONTACTS RATED FOR THE CIRCUIT VOLTAGE.
e.CONNECT TO WATER HEATER AS REQUIRED. PROVIDE LOCAL DISCONNECT OR PERMANENT LOCK-OFF DEVICE ON CIRCUIT BREAKER.
f.ROUTE CIRCUIT THROUGH LINE VOLTAGE, HORSEPOWER RATED T-STAT. T-STAT BY MECHANICAL, VERIFY LOCATION.
g.ROUTE CONTROL CIRCUIT THROUGH LIGHTING CONTROLLER. COORDINATE REQUIREMENTS WITH MECHANICAL AND ADJUST AS
REQUIRED. PROVIDE PROGRAMMING OF CONTROLLER AS DIRECTED BY MECHANICAL.
h.INTERLOCK WITH LIGHT SWITCH. PROVIDE MOTOR RATED CONTACT IN OCCUPANCY SENSOR.
i.INTERLOCK BATTERY CHARGER EXHAUST FAN SUCH THAT UPON FAN FAILURE, POWER TO BATTERY CHARGERS IS INTERRUPTED.
GENERAL MECHANICAL/PLUMBING EQUIPMENT NOTES
(UNLESS OTHERWISE NOTED)
A.CONTRACTOR SHALL COORDINATE ALL MECHANICAL AND PLUMBING EQUIPMENT REQUIREMENTS PRIOR TO BID AND INSTALL.
B.ALL DISCONNECT SWITCHES SHALL BE NEMA 3R, 3-POLE, 600V, FUSED, HEAVY DUTY AND HORSEPOWER RATED, UNLESS OTHERWISE
NOTED. ALL DISCONNECT SWITCHES SHALL MEET OR EXCEED THE RATING OF THE EQUIPMENT IT SUPPLIES.
C.ALL MOTOR STARTERS SHALL BE RATED FOR THE APPLICATION.
D.PROVIDE FUSES PER NAMEPLATE IF DIFFERENT FROM FUSE SIZE INDICATED. COMPLY WITH CODE.
E.PROVIDE 24" OF SEAL TIGHT ON LINE SIDE OF DISCONNECT SWITCH TO MINIMIZE VIBRATION. PROVIDE EQUAL GROUND CONDUCTOR.
F.PROVIDE 20A-125V GFI RECEPTACLES WITHIN 25FT OF ALL MECHANICAL EQUIPMENT. RECEPTACLES SHALL HAVE AN ENCLOSURE THAT IS
WEATHERPROOF WHETHER OR NOT THE ATTACHMENT PLUG IS INSERTED. THE OUTLET BOX HOOD SHALL BE LISTED AND IDENTIFIED AS
"EXTRA DUTY" PER ART. 406.9.
G.PROVIDE 120V POWER TO ALL DUCT SMOKE DETECTORS AS REQUIRED.
H.FOR EACH MECHANICAL UNIT, PROVIDE 3/4"CO STUBBED INTO ACCESSIBLE CEILING SPACE FOR CONTROLS. VERIFY EXACT REQUIREMENTS
WITH MECHANICAL.
I.FOR EACH SPLIT SYSTEM, PROVIDE 3/4"CO FOR CONTROLS AND 3/4" CO FOR POWER BETWEEN CONDENSER AND FAN COIL AS REQUIRED
PER MECHANICAL.
J.PROVIDE POWER AND CONTROLS TO ALL CIRCULATING PUMPS PER MECHANICAL/PLUMBING DRAWINGS.
K.PROVIDE A UNISTRUT SUPPORT SYSTEM FOR ALL DISCONNECT SWITCHES, MOTOR STARTERS AND OTHER ELECTRICAL EQUIPMENT
REQUIRED TO ENERGIZE MECHANICAL AND PLUMBING EQUIPMENT. UNISTRUT SYSTEM SHALL BE SUCH THAT IT DOES NOT VIBRATE DUE TO
WIND. COORDINATE ATTACHMENT TO THE ROOF WITH THE ARCHITECT, GENERAL CONTRACTOR AND ROOFING CONTRACTOR TO ENSURE A
WEATHERPROOF SEAL. IT IS ACCEPTABLE TO ATTACH ELECTRICAL EQUIPMENT TO THE MECHANICAL EQUIPMENT PROVIDED IT IS
ACCEPTABLE TO MECHANICAL. ALL ELECTRICAL EQUIPMENT SHALL BE LOCATED SUCH THAT IT DOES NOT BLOCK EQUIPMENT ACCESS
HATCHES. COORDINATE EXACT LOCATIONS WITH MECHANICAL PRIOR TO INSTALL. PROVIDE CODE REQUIRED CLEARANCES.
L.PROVIDE ALL CONTROLS PER MECHANICAL AND PLUMBING INCLUDING, BUT NOT LIMITED TO: CONDUITS, CONDUCTORS, EQUIPMENT, ETC,
NECESSARY TO PROVIDE A COMPLETE OPERABLE SYSTEM. COORDINATE EXACT REQUIREMENTS WITH MECHANICAL AND PLUMBING.
CONTRACTOR SHALL COORDINATE WITH EDWARDS FOR ADDITIONAL SPARE DISCONNECTS FOR EACH BUSWAY.
PLUG-IN UNIT GENERAL NOTES:
A.PROVIDE PLUG-IN UNITS INDICATED IN BUSWAY SCHEDULES WITH
ALL REQUIRED HARDWARE, CIRCUIT BREAKERS, CABLES, CONDUITS,
RECEPTACLE, CONNECTORS, ETC, NECESSARY TO PROVIDE
PROVIDE A COMPLETE, OPERABLE, AND CODE COMPLIANT SYSTEM
THAT MEET THE DESIGN INTENT AND OWNER'S REQUIREMENTS.
B.PLUG-IN UNITS SHALL BE OF THE SAME MANUFACTURER AS THE
BUSWAY.
C.PRIOR TO ORDERING, VERIFY CABLE LENGTHS AND CONNECTION
TYPES WITH EDWARDS. ADJUST AS NECESSARY.
D.PLUG-IN UNITS SHALL INCLUDE CIRCUIT BREAKER RATED FOR THE
CONNECTION DEVICE AND SHALL BE ON THE ELECTRICAL PHASE
SHOWN ON THE BUSWAY SCHEDULE. BALANCE LOADS AS
NECESSARY.
E.COORDINATE BUSWAY POLARIZING STRIP SO ALL PLUG-IN UNITS
FACE THE SAME DIRECTION. VERIFY DIRECTION WITH EDWARDS.
F.INSTALL PLUG IN UNITS AT THE LOCATIONS DIRECTED BY EDWARDS.
G.OVERCURRENT DEVICES SHALL BE RATED 22KAIC MINIMUM.1
1
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3009 S Daimler St
11/18/2024
MAIN RUNNERS
2'x4' FIXTURE
6" MAX
LST-BAR LAYIN SUPPORT DETAIL N.T.S.
SCALE
#12 AWG STEEL WIRE CONNECTOR
ATTACH TO PERMANENT STRUCTURE
TYP. 4 PLACES
TEX SCREW
OPPOSITE CORNERS
MAIN RUNNERS
TYPICAL FOR 2'X2' OR 2'X4' FIXTURE
COORDINATE EXACT MOUNTING REQUIREMENTS WITH ARCHITECTURAL AND
STRUCTURAL. COMPLY WITH ALL APPLICABLE CODES AND STANDARDS.
GFCI RECEPTACLE WITH EXTRA
DUTY WHILE IN USE WEATHERPROOF
ENCLOSURE
8"
ROOF
WEATHERPROOF BOX
3/4" MINIMUM RGS CONDUIT
ROOF RECEPTACLE PENETRATION RRN.T.S.
SCALE
ROOF JACK WITH WEATHERPROOF SEAL
COORDINATE PENETRATION AND
MOUNTING WITH ARCHITECT,
STRUCTURAL AND ROOFER.
REMARKSNO.DATE
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E6.1
EQUIPMENT SCHEDULE
AND DETAILS
THE EQUIPMENT SCHEDULE IS DEVELOPED BY OTHERS, IS SHOWN FOR REFERENCE
ONLY, AND IS THE BASIS OF THESE DRAWINGS. CONTRACTOR SHALL VERIFY
EQUIPMENT REQUIREMENTS PRIOR TO INSTALL AND SHALL NOTIFY THE ENGINEER
OF VARIATIONS. FOR BUSWAY CONNECTED DEVICES, PROVIDE THE APPROPRIATE
PLUG-IN UNIT. COORDINATE ADDITIONAL PLUG-IN DEVICES WITH EDWARDS.
GENERAL NOTES:
1.DETAIL IS GENERAL IN NATURE.
2.PROVIDE BUSWAY AND PLUG-IN UNITS PER PLANS.
3.PROVIDE ALL REQUIRED EQUIPMENT, CONNECTORS,
MOUNTING HARDWARE, ETC., TO PROVIDE A
COMPLETE, CODE COMPLIANT AND OPERABLE
SYSTEM. COORDINATE WITH STRUCTURAL.
PLUG-IN BUSWAY GENERAL DETAIL PBWN.T.S.
SCALE
6'-0"
AFF
10'-0"
AFF
STRUCTURAL CEILING
FINISHED FLOOR
PLUG-IN BUSWAY PLUG-IN UNIT WITH
CIRCUIT BREAKER
RATED FOR DEVICE
FLEXIBLE CORD DROP
WITH STRAIN RELIEF
RECEPTACLE OR
CONNECTION DEVICE
VERIFY IN FIELD
END POWER FEED
WITH IR SCAN WINDOW
PROVIDE UNISTRUT
SUPPORT PER STRUCTURAL
BUSWAY SUPPORTS
PER STRUCTURAL WITH
SEISMIC SUPPORTS
EVERY 5FT
ACOUSTIC CEILING TILE
CUT HOLE IN CEILING FOR
SUPPORTS & CONDUIT,
INSTALL GROMMETS
3009 S Daimler St
11/18/2024
CALIFORNIA GREEN BUILDING CODE
TESTING AND ADJUSTING (5.410.4)
PLAN FOR TESTING AND ADJUSTING LIGHTING (INDOOR AND OUTDOOR) SYSTEMS AND
CONTROLS
COMPLY WITH THE TESTING AND ADJUSTING OF THE LIGHTING SYSTEMS AND CONTROLS
USING STANDARD TITLE 24 CERTIFICATION OF ACCEPTANCE FORMS. THE FOLLOWING
ARE THE STANDARDS THAT SHALL BE UTILIZED FOR THE TESTING AND VERIFICATION OF
THE APPLICABLE LIGHTING SYSTEMS AND CONTROLS. PROVIDE THE FINAL REPORT
FORMS AT FINAL INSPECTION.
a.NA7.6.1 AUTOMATIC DAYLIGHTING CONTROL ACCEPTANCE TEST- NRCA-LTI-03-A
b.NA7.6.2. SHUT-OFF CONTROLS CONTROLS ACCEPTANCE TEST- NRCA-LTI-02-A
c.NA7.6.3 DEMAND RESPONSIVE CONTROLS FOR LIGHTING ACCEPTANCE TEST-
NRCA-LTI-04-A
d.NA7.6.4 LIGHTING CONTROLS INSTALLED TO EARN A PAF - FORM NRCA-LTI-05-A
e.NA7.6.5 DEMAND RESPONSIVE CONTROLS FOR CONTROLLED RECEPTACLES
ACCEPTANCE TEST- NRCA-LTI-04-A
f.NA7.8 OUTDOOR LIGHTING SHUT-OFF CONTROLS - FORM NRCA-LTO-02-A
BID NOTE:
CONTRACTOR SHALL INCLUDE IN HIS BID
ALL COSTS ASSOCIATED WITH ACCEPTANCE
TESTING, INSTALLATION CERTIFICATION
AND COMMISSIONING AS APPLICABLE.
REMARKSNO.DATE
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E8.1
TITLE 24 ENERGY
FORMS
3009 S Daimler St
11/18/2024
3009 S Daimler St
11/18/2024
CHICAGO
BLOWER
DESIGN 38 CAST
ALUMINUM BLOWER ROOF BLUE M OVEN 900 150 6.5 9-3/4 x
2-7/8 3479 460 3 60 75-
1
MANUFACTURERMARK MODEL NO.
EXHAUST FAN SCHEDULE
REMARKSAREA SERVEDLOCATION HOUSING CFM
ESP
(IN.
H O)
WHEEL
SIZE FAN RPM
HP
WATTS VOLT
ELECTRICAL
CYCLEPH.
OPER.
WEIGHT (LBS.)
2
EF
7
EF
8
MANUFACTURER MODEL NO.
VOLTAGE
MOTOR
MARK
CONTROL
LOCATION
HP
MOTOR
HZ
RANGE,
FREQUENCY
DISCONNECT BYPASS REMARKSSERVICEAMP RATING ENCLOSURE
OPER.
WEIGHT
(LBS.)
-
-
COMUNICATION
460 2.11460EF-7ACH 580ABB 0-70 YES YES NEMA 3R 30 PROVIDE WITH 5% LINE REACTOR, INTERNAL EMI/RFI FILTER,
INTERNAL DISCONNECT, CONNECT TO BUILDING DDC SYSTEM
-
-460 2.11460EF-8ACH 580ABB 0-70 YES YES NEMA 3R 30
VFD
7
VFD
8
VARIABLE FREQUENCY DRIVE SCHEDULE
PROVIDE WITH 5% LINE REACTOR, INTERNAL EMI/RFI FILTER,
INTERNAL DISCONNECT, CONNECT TO BUILDING DDC SYSTEM
CHICAGO
BLOWER
DESIGN 38 CAST
ALUMINUM BLOWER ROOF DESPATCH OVEN 900 150 6.5 9-3/4 x
2-7/8 3479 460 3 60 75-
1
EF
9
CHICAGO
BLOWER
DESIGN 38 CAST
ALUMINUM BLOWER ROOF TOOL CLEAN
SNORKEL 900 150 6.5 9-3/4 x
2-7/8 3479 460 3 60 75-
1
EF
10
CHICAGO
BLOWER
DESIGN 38 CAST
ALUMINUM BLOWER ROOF ILT LASER 900 150 6.5 9-3/4 x
2-7/8 3479 460 3 60 75-
1
EF
11
CHICAGO
BLOWER
DESIGN 38 CAST
ALUMINUM BLOWER ROOF EXTRUDER SNORKEL 900 150 6.5 9-3/4 x
2-7/8 3479 460 3 60 75-
1
-
-460 2.11460EF-9ACH 580ABB 0-70 YES YES NEMA 3R 30VFD
9
PROVIDE WITH 5% LINE REACTOR, INTERNAL EMI/RFI FILTER,
INTERNAL DISCONNECT, CONNECT TO BUILDING DDC SYSTEM
-
-460 2.11460EF-10ACH 580ABB 0-70 YES YES NEMA 3R 30VFD
10
PROVIDE WITH 5% LINE REACTOR, INTERNAL EMI/RFI FILTER,
INTERNAL DISCONNECT, CONNECT TO BUILDING DDC SYSTEM
-
-460 2.11460EF-11ACH 580ABB 0-70 YES YES NEMA 3R 30VFD
11
PROVIDE WITH 5% LINE REACTOR, INTERNAL EMI/RFI FILTER,
INTERNAL DISCONNECT, CONNECT TO BUILDING DDC SYSTEM
WEIGHTMODEL NO.MANUFACTURERMARK LOCATION AREA SERVED
PACKAGED ROOFTOP HEAT PUMP SCHEDULE
FLA
FAN
CONDTONSMIN. O.A.
H O)2
COMP.(IN.
SP
EXT.
RLA
ELECTRICAL
FLA
EVAP
FAN PH.VOLT CYCLE SENS.
HEATING
OUTPUT
(MBH)MAX.
FUSEMCA KW
INPUT
HSPFCAP.
(MBH)
CAP.ENT. DB
(°F)
COOLING
CAP.
(°F)
ENT. WB E.E.R.AMB.
(°F)(LBS.)
OPER.
REMARKS
CARRIER 50FCQM08A2A6-0A6A0 ROOF LAB 175 7.5 375 1.0 12.2 1.6 3 460 3 60 19 20 6.77 85.6 3.4 89.5 66.9 80 67 95
11.2
815
DISCONNECT BY ELECTRICAL, SIDE DISCHARGE, MOUNT ON EXISTING ROOF PAD, PROVIDE FACTORY ECONOMIZER
WITH FAULT DETECTION & DIAGNOSTIC, PROVIDE DUCT SMOKE DETECTOR FOR AUTOMATIC SHUTOFF, PROVIDE
FACTORY BACNET CONTROLLER AND CONNECT TO BUILDING DDC SYSTEM, 2" MERV-13 FILTER
AC
9
CFM
3000
CARRIER 50GCQJ06A2A6-0A6A0 ROOF EXTRUSION 176 5 220 1.0 8.0 0.8 2.1 460 3 60 13 20 3.45 55.9 61.4 47.3 600
DISCONNECT BY ELECTRICAL, SIDE DISCHARGE, MOUNT ON EXISTING ROOF PAD, PROVIDE FACTORY ECONOMIZER
WITH FAULT DETECTION & DIAGNOSTIC, PROVIDE DUCT SMOKE DETECTOR FOR AUTOMATIC SHUTOFF, PROVIDE
FACTORY BACNET CONTROLLER AND CONNECT TO BUILDING DDC SYSTEM, 2" MERV-13 FILTER
AC
10 2000
CARRIER 50GCQJ04A2A6-0A6A0 ROOF BRADING 178 3 200 1.0 4.7 0.6 1.2 460 3 60 8 15 2.34 34.3 36.6 28.1 500
DISCONNECT BY ELECTRICAL, SIDE DISCHARGE, MOUNT ON EXISTING ROOF PAD, PROVIDE FACTORY ECONOMIZER
WITH FAULT DETECTION & DIAGNOSTIC, PROVIDE FACTORY BACNET CONTROLLER AND CONNECT TO BUILDING DDC
SYSTEM, 2" MERV-13 FILTER
AC
11 1200
CARRIER 50VR-K24---3 ROOF TOOL CLEAN ROOM
177 2 300 0.5 10.9 0.6 3.9 208 1 60 18.1 25 1.82 23.8 22.5 17.8 350 DISCONNECT BY ELECTRICAL, SIDE DISCHARGE, MOUNT ON EXISTING ROOF PAD, PROVIDE FACTORY BACNET
CONTROLLER AND CONNECT TO BUILDING DDC SYSTEM, 2" MERV-13 FILTER
AC
12 870
UPBLAST DISCHARGE, DIRECT DRIVE, CAST ALUMINUM CONSTRUCTION, MOUNT ON ROOF PAD, MANUAL VARIABLE SPEED CONTROL VIA WALL SWITCH SPEED CONTROLLER WIRED TO VFD
REMARKSNO.DATE
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M0.2
MECHANICAL
EQUIPMENT
SCHEDULES
COP
-
-
7.2
-
8.8
-
8.9
S.E.E.R.
-
-
17.0
-
15.2
80 67 95
80 67 95
80 67 95
-
17.0
UPBLAST DISCHARGE, DIRECT DRIVE, CAST ALUMINUM CONSTRUCTION, MOUNT ON ROOF PAD, MANUAL VARIABLE SPEED CONTROL VIA WALL SWITCH SPEED CONTROLLER WIRED TO VFD
UPBLAST DISCHARGE, DIRECT DRIVE, CAST ALUMINUM CONSTRUCTION, MOUNT ON ROOF PAD, MANUAL VARIABLE SPEED CONTROL VIA WALL SWITCH SPEED CONTROLLER WIRED TO VFD
UPBLAST DISCHARGE, DIRECT DRIVE, CAST ALUMINUM CONSTRUCTION, MOUNT ON ROOF PAD, MANUAL VARIABLE SPEED CONTROL VIA WALL SWITCH SPEED CONTROLLER WIRED TO VFD
UPBLAST DISCHARGE, DIRECT DRIVE, CAST ALUMINUM CONSTRUCTION, MOUNT ON ROOF PAD, MANUAL VARIABLE SPEED CONTROL VIA WALL SWITCH SPEED CONTROLLER WIRED TO VFD
EF
12 GREENHECK G-140-VG ROOF ELECTRICAL ROOM N/A 1500 0.375 N/A 1013 120 1 60 60-
1/2 CONTROLLED BY LINE VOLTAGE THERMOSTAT SET AT 85°F (ADJ.), DISCONNECT BY ELECTRICAL, MOUNT ON NEW ROOF CURB, CONNECT TO EXISTING BMS SYSTEM FOR MONITORING & ALARM
1
1 3009 S Daimler St
11/18/2024
1
2
3
4
7
8
5
5
S1 250
TYP. OF 12
S1 250
TYP. OF 8
S1 400
TYP. OF 3
S1 435
TYP. OF 2
R1 570
R1 600
TYP. OF 2
R1 890
TYP. OF 2
R1 875
TYP. OF 3
16"Ø
16"Ø16"Ø
18"Ø
10"Ø
10"Ø
10"Ø
10"Ø12"Ø12"Ø
14"Ø
10"Ø 10"Ø 10"Ø 10"Ø
12"Ø
12"Ø
20"Ø
10"Ø
10"Ø
12"Ø
10"Ø
10"Ø
12"Ø
4"Ø
4"Ø
4"Ø
6
6
56
6
10"Ø
10"Ø
10"Ø
10"Ø
10"Ø
10"Ø
12"Ø
14"Ø
10"Ø
10"Ø 10"Ø
12"Ø
14"Ø
12"Ø
14"Ø
16"Ø
16"Ø
10"Ø
10"Ø
14"Ø
14"Ø
10"Ø 10"Ø 10"Ø
16"Ø
16"Ø
14"Ø
14"Ø
T AC-9
T AC-10
T AC-11
T AC-12
7
16"Ø
24"x10"
TEF-12
9
10
11
12
13
13
C D E
1
2
3
4
MECHANICAL FIRST FLOOR PLAN01SCALE: 1/4" = 1'-0"NORTH
16"x10" SA & RA RISERS UP THROUGH ROOF.
18"x12" SA & RA RISERS UP THROUGH ROOF.
18"x18" SA & RA RISERS UP THROUGH ROOF.
20"x20" SA & RA RISERS UP THROUGH ROOF.
4"Ø EXHAUST DUCT DOWN THROUGH CEILING. TERMINATE 1'
BELOW CEILING. FINAL CONNECTION TO BE FURNISHED AND
INSTALLED BY OWNER.
4"Ø EXHAUST UP TO ROOF.
4"Ø EXHAUST DOWN TO NEW SNORKEL FURNISHED BY OWNER
AND INSTALLED BY CONTRACTOR. TERMINATE EXHAUST DUCT 1'
BELOW CEILING.
6"Ø GALVANIZED SHEET METAL DOWN THROUGH CEILING.
TERMINATE 2' ABOVE ACTIVE CARBON FILTER. FINAL CONNECTION
TO BE FURNISHED AND INSTALLED BY OWNER.
24"x10" MAKEUP AIR DUCT UP TO ROOF.
24"x10" MAKEUP AIR DUCT DOWN TO 12" A.F.F. CUT AT 45° AND
PROVIDE MESH SCREEN.
16"Ø EXHAUST DUCT UP TO EF-12 ON ROOF.
16"Ø EXHAUST DUCT OPEN AT END. CUT AT 45° AND PROVIDE
MESH SCREEN.
CONTRACTOR TO VERIFY AND INSTALL DUCT AS CLOSE TO ROOF
AS POSSIBLE.
1
KEY NOTES:
1.CONTRACTOR SHALL VERIFY EXISTING LAYOUT IN FIELD.
GENERAL NOTES:
2
3
4
5
6
7
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M1.1
MECHANICAL FIRST
FLOOR PLAN
8
9
10
11
12
13
1
1
3009 S Daimler St
11/18/2024
EF
7
VFD
7
EF
11
VFD
11
EF
10
EF
8
EF
9
AC
9
AC
10
AC
11
AC
12
VFD
10
VFD
8
VFD
9
18
"
x
1
2
"
(
L
)
18
"
x
1
2
"
(
L
)
18
"
x
1
8
"
(
L
)
18
"
x
1
8
"
(
L
)
20
"
x
2
0
"
(
L
)
20
"
x
2
0
"
(
L
)
1
2
3
55
5
5
6
6
6
7 TYP. OF 3
7
7
8
8
8
8
4"Ø
4"Ø4"Ø
4"Ø
4"Ø
16
"
x
1
0
"
(
L
)
16
"
x
1
0
"
(
L
)
4
9
EF
12
1011
C D E
1
2
3
4
5
MECHANICAL ROOF PLAN01SCALE: 1/4" = 1'-0"NORTH
20"x20"(L) SA & RA RISERS DOWN.
18"x18"(L) SA & RA RISERS DOWN.
18"x12"(L) SA & RA RISERS DOWN.
16"x10"(L) SA & RA RISERS DOWN.
4"Ø EXHAUST DUCT DOWN.
MINIMUM 25' CLEARANCE FROM OUTSIDE AIR INTAKES.
DISCHARGE SHALL BE A MINIMUM OF 10' ABOVE ROOF.
MOUNT UNIT ON EXISTING ROOF PAD.
6"Ø GALVANIZED SHEET METAL EXHAUST VENT. PROVIDE VENT
CAP.
24"x10" MAKEUP AIR DUCT INLET. CUT AT 45° AND PROVIDE MESH
SCREEN. PROVIDE BACKDRAFT DAMPER.
24"x10" MAKEUP AIR DUCT DOWN TO 1ST FLOOR.
1
KEY NOTES:
1.CONTRACTOR SHALL VERIFY EXISTING ROOF LAYOUT IN
FIELD.
GENERAL NOTES:
2
3
4
5
6
7
8
M1.2
MECHANICAL ROOF
PLAN
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3009 S Daimler St
11/18/2024
NO SCALE M2.1
1
NO SCALE M2.1
2
NO SCALE M2.1
3
NO SCALE M2.1
4
NO SCALE M2.1
5
NO SCALE M2.1
6
NO SCALE M2.1
7
NO SCALE M2.1
8
GALVANIZED
UNISTRUT
SUPPORT AS
NEEDED BY VFD
MANUFACTURER
VFD AS
SHOWN ON
FLOOR PLAN
FREE STANDING
GALVANIZED
UNISTRUT MOUNTED
@ ROOF LEVEL
ANCHORS PER
STRUCTURAL
SEISMIC
GALVANIZED
UNISTRUT
BRACING (TYP)
ADJUSTABLE HINGE
ROOF MOUNTED UNIT
VFD CONTROL PANEL MOUNTING DETAIL
COUNTER FLASHING
ROOF FLASHING
CAN'T STRIP
CONTINUOUS WELD OR
CLAMP WITH SEALANT
DUCT LINER
ROOFING
DUCT
FLOOR OPENING
DUCT SIZE +2"
DUCT PENETRATION AT ROOF DETAIL
CAN'T STRIP
DUCT RISER
ROOFING
CURB
FLASHING
FORM WATER-TIGHT
CONNECTION
DUCT PENETRATION (ROUND) AT ROOF DETAIL
3'-0" MAX
THIS DIMENSION MUST
BE AT LEAST 1/2 "D"
"D"
30° OR LESS
(TYPICAL)
DUCT UNDER BEAM OR CROSSOVER SECTION
NO SCALE
BRANCH DUCT
45°
MAIN
"D"
4
"D"
RECTANGULAR BRANCH DUCT
NO SCALE
BRANCH FLEX OR
SPIRAL DUCT
MANUAL VOLUME
DAMPER ON FITTING
(TYPICAL)
45°
MAIN
ROUND BRANCH DUCT
NO SCALE
RECTANGULAR MAIN/ROUND BRANCH DUCT
NO SCALE
ROUND BRANCH
FLEX DUCT OR
SPIRAL DUCT
MANUAL VOLUME
DAMPER
(RECTANGULAR)
MAIN DUCT
SADDLE TAP OR
SPIN-IN FITTING
45°
TYPICAL DUCT TAKEOFF DETAILS
HANGER
STRAPS
MA
X
I
M
U
M
S
P
A
C
I
N
G
SCREWS
SLING, AVOID
DISRUPTION OF
INSULATION
BAND OF SAME SIZE
AS HANGER STRAP
HANGER
STRAP
LOAD-RATED
FASTENERS
12
"
12
"
3"
1" MIN
12
"
ROUND DUCT RECTANGULAR DUCT
SYSMIC SUPPORT (TYPICAL)
DUCT SUPPORT DETAIL
CURB
FLASHING
10'-0" MIN.
USE BRACING CABLES
TO ROOF AS REQUIRED IF
DUCT IS 8'-0" OR LONGER
EXHAUST FAN
WITH WEATHER
PROOF HOUSING
ISOLATION VIBRATION (TYP.)
BOLT INTO ROOF
STRUCTURAL MEMBER
PAD, SEE
STRUCTURAL
EXHAUST DUCT
3Ø MIN.
LENGTH
STACK BY
MECHANICAL
CONTRACTOR
FLEXIBLE
CONNECTION
UTILITY EXHAUST FAN DETAIL
MECHANICAL EQUIPMENT PLATFORM DETAIL
OUTSIDE AIR INTAKE
W. M.V.D. & 1/4"x1/4"
MESH SCREEN
FLEXIBLE CONNECTOR
1
PROVIDE DUCT MOUNTED SMOKE
DETECTORS FOR UNITS GREATER
THAN 2000 CFM
1
SUPPLY & RETURN
LINED DUCT WORK
ROOFTOP HEAT PUMP (HORIZONTAL) DETAIL
(E)PLATFORM
BASE OF MECHANICAL UNIT
(E)ROOF
STRUCTURE
(E)ROOFING
SPRING VIBRATION
ISOLATOR WITH
SEISMIC RESTRAINT
NEOPRENE
ISOLATOR
PADS
M2.1
MECHANICAL DETAILS
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NO SCALE M2.1
9
12GA WIRE ATTACHED TO OPPOSING
CORNERS, CONNECT TO STRUCTURAL
CEILING (TYP), WIRES MAY BE SLACK
FLEXIBLE DUCT NOT TO EXCEED
5'-0" WHEN FULLY EXTENDED
ATTACH RIGID DUCT TO FLEX DUCT
WITH MINIMUM 2" WIDE STRAP (TYP)
DIFFUSER
ROUND DUCT
MANUAL AIR VOLUME DAMPER (TYP)
ROD CONTINUOUS ON ALL
DAMPERS OVER 12" DIAMETER
CONNECT TO STRUCTURAL (TYP)
CONNECT RIGID DUCT TO FLEX DUCT
WITH MINIMUM 1" WIDE STRAP (TYP)
DAMPER ARM WITH QUADRANT LOCK
ACOUSTIC CEILING TILE SHOWN. SEE
DIFFUSER MANUFACTUER INFORMATION
FOR GYP. BOARD CEILING INFORMATION
T-RUNNER (TYP)
SECURE WITH (4) #10 SCREWS
FLEX DUXT BEND RADIUS SHALL
BE 2 TIMES THE DUCT RADIUS
DIFFUSER DETAIL
3009 S Daimler St
11/18/2024
NO SCALE M2.2
1
NO SCALE M2.2
2
T-RUNNER (TYP)
ACOUSTIC CEILING TILE SHOWN. SEE
DIFFUSER MANUFACTUER INFORMATION
FOR GYP. BOARD CEILING INFORMATION
FLEX DUXT BEND RADIUS SHALL BE 2
TIMES THE DUCT RADIUS
3"MIN.
DUCT SIZE
PER FLOOR PLANS
RETURN AIR TO
CEILING PLENUM
CONNECT TO
STRUCTURE
(TYP)
12GA. WIRE ATTACHED TO OPPOSING
CORNERS, CONNECT TO STRUCTURAL
CEILING (TYP), WIRS MAY BE SLACK
FLEXIBLE DUCT NOT
TO EXCEED 5'-0"
ATTACH FLEX DUCT TO
STRUCTURAL W/MIN.
2" WIDE STRAP (TYP)
RETURN AIR GRILL DETAIL
TOP OF
THERMOSTAT
FINISHED
FLOOR
46"
MAX
34"
MAX
24" MAX
T
OVER OBSTRUCTIONMOUNTING HEIGHT
T CENTERLINE OF
THERMOSTAT
FINISHED
FLOOR
48"
MAX
ACCESS NOTE:
THERMOSTATS ARE TO BE LOCATED NO MORE THAN 48" ABOVE FINISHED FLOOR
(46" MAXIMUM HEIGHT IF LOCATED OVER A COUNTER)
(24" MAXIMUM REACH DEPTH AT COUNTER)
COORDINATE WITH ARCHITECTURAL DRAWING
THERMOSTAT MOUNTING DETAIL
M2.2
MECHANICAL DETAILS
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AC-9
OUTSIDE AIR RETURN
AIR
SUPPLY
AIR
3,000CFM
LAB 175
AREA = 2,460 SQ. FT.
VOLUME = 26,635 CU. FT.
MINIMUM ACH = N/A
EXTRUSION ROOM 176
MINIMUM ACH = N/A
BRAIDING ROOM 178
AREA = 650 SQ. FT.
VOLUME = 7,150 CU. FT.
TOOL CLEAN ROOM 177
AREA = 185 SQ. FT.
VOLUME = 2,035CU. FT.
EXHAUST
450 CFM
DELIVERED ACH = 6.8
AREA = 1,385 SQ. FT.
VOLUME = 15,235 CU. FT.
DELIVERED ACH = 7.9
MINIMUM ACH = N/A
DELIVERED ACH = 10.0
MINIMUM ACH = N/A
DELIVERED ACH = 25.8
2,550 CFM
AC-10
OUTSIDE AIR RETURN
AIR
SUPPLY
AIR
2,000 CFMEXHAUST
150 CFM
1,850 CFM
AC-11
OUTSIDE AIR RETURN
AIR
SUPPLY
AIR
1,200 CFM1,050 CFM
AC-11
OUTSIDE AIR RETURN
AIR
SUPPLY
AIR
875 CFM675 CFMEXHAUST
200 CFM
NO SCALE M2.2
3AIRFLOW DIAGRAM
3009 S Daimler St
11/18/2024
M
MAO - Mixed Air Dampers
OA
RA
DA
T AI - Zone Temp
AI - Zone Setpoint Adjust
BI - Zone Override
M
CT
BO - Fan Start/Stop
BI - Fan Status
T
AI - Discharge Air Temp
BI - Smoke Detector
HP
BO - Compressor Stage 1
BO - Reversing Valve
N.O.
N.C.
This variable frequency drive (vfd)
interface schematic may not reflect
the actual sensors and points as
supplied by the vfd manufacturer.
All interface points shall be
coordinated with the vfd supplier.
VFD
AV - Motor Speed RPM
AV - Motor Frequency Hz
AV - Motor Current Amps
AV - Motor Runtime
BV - VFD Status
BV - In Fault Condition
BV - In Bypass
NO SCALE M3.1
1HEAT PUMP CONTROLS DIAGRAMS
NO SCALE M3.1
2VFD CONTROLS DIAGRAMS
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M3.1
MECHANICAL CONTROL
DIAGRAMS
3009 S Daimler St
11/18/2024
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M4.1
MECHANICAL T24
DOCUMENTATION
3009 S Daimler St
11/18/2024
LE
A
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F
O
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S
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A
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P
SYMBOL ABBREVIATION DESCRIPTION
PLUMBING LEGEND
POC
S
S
CD
V
DCW
TP
CA
RPBP
SOV
CV
COG
FCO
WCO
CL
# %
DN
UP
WHB
HB
U
WHA
TP
FS
FD
PLUMBING GENERAL NOTES
NOTE:GENERAL NOTES ARE LISTED FOR GENERAL USE; NOT ALL LISTED ARE NECESSARILY USED ON
DRAWINGS.
GENERAL:
1.CONTRACTOR SHALL CAREFULLY REVIEW THESE PLANS AND SPECIFICATIONS PRIOR TO BID.
CONTRACTOR SHALL ALSO REVIEW PLANS AND SPECIFICATIONS OF OTHER RELATED TRADES (INCLUDING
ARCHITECTURAL, MECHANICAL, STRUCTURAL, CIVIL AND ELECTRICAL) PRIOR TO BID TO INSURE AN
ACCURATE UNDERSTANDING OF EXACT SCOPE OF WORK.
2.EQUIPMENT INDICATED ON THESE DRAWINGS IS SHOWN IN APPROXIMATE LOCATIONS. THE CONTRACTOR
SHALL FIELD VERIFY ALL EXISTING CONDITIONS INCLUDING EQUIPMENT LOCATIONS, STRUCTURAL
MEMBERS, POC'S, INVERT ELEVATIONS AND AVAILABILITY OF ALL EXISTING UTILITIES PRIOR TO
INSTALLATION. NOTIFY THE CONSTRUCTION COORDINATOR OF ANY DISCREPANCIES OR CONFLICTS
PRIOR TO COMMENCING ANY WORK. DO NOT PROCEED WITHOUT CONSTRUCTION COORDINATOR
APPROVAL FOR ANY CHANGES IF REQUIRED.
3.PLUMBING EQUIPMENT, MATERIAL AND CONNECTIONS SHALL BE INSTALLED COMPLETE PER
MANUFACTURER'S INSTRUCTIONS TO PROVIDE A COMPLETE AND FULLY OPERATIONAL SYSTEM.
4.WORK SHALL CONFORM TO CODE. IN CASE OF CONFLICTS WITH CODE, DRAWINGS, OR SPECIFICATIONS,
THE MORE STRINGENT SHALL PREVAIL.
5.PLUMBING SHALL BE INSTALLED TO AVOID INTERFERENCE WITH ELECTRICAL AND MECHANICAL
EQUIPMENT AND STRUCTURAL FRAMING. COORDINATE WITH ALL OTHER TRADES, STRUCTURAL
CONDITIONS AND BUILDING CONSTRUCTION, PRIOR TO START OF INSTALLATION.
6.PLUMBING WORK SHALL BE CONCEALED WITHIN THE BUILDING STRUCTURE TO AS GREAT EXTENT AS
POSSIBLE.
7.PIPING SYSTEMS SHALL BE SEISMICALLY BRACED PER CALIFORNIA BUILDING CODE.
8.VALVES SHALL BE READILY ACCESSIBLE. WHERE VALVES ARE INSTALLED WITHIN OR BEHIND WALLS, AN
ACCESS PANEL SHALL BE INSTALLED.
9.OUTLETS FOR FUTURE CONNECTIONS SHALL BE INSTALLED TO PERMIT EASY CONNECTION. COORDINATE
WITH DUCTWORK, STRUCTURAL CONDITIONS AND ARCHITECTURAL LAYOUT.
10.INSULATING MATERIALS INSTALLED SHALL BE CERTIFIED BY CALIFORNIA ENERGY COMMISSION TO MEET
C.E.C. ENERGY EFFICIENCY STANDARDS (E.E.S) SECTION 110.3.
11.PLUMBING EQUIPMENT SHALL BE CERTIFIED BY AND COMPLY WITH THE STATE OF CALIFORNIA ENERGY
CONSERVATION STANDARDS (E.E.S.) SECTION 110.3. COMPLIANCE CERTIFICATES SHALL BE PROVIDED
WITH EQUIPMENT SUBMITTALS.
12.DO NOT ROUTE PIPING OVER ELECTRICAL ROOMS, MDF ROOMS, IDF ROOMS, COMPUTER ROOMS,
ELEVATOR EQUIPMENT ROOMS, OR STAIRWELLS. EXCEPTION: PIPES REQUIRED TO SERVE THE ROOM.
13.ALL PIPE, PIPE FITTINGS, TRAPS, FIXTURES, MATERIAL, AND DEVICES USED IN THE PLUMBING SYSTEM
SHALL BE LISTED OR THIRD-PARTY CERTIFIED BY AN APPROVED LISTING AGENCY AND SHALL CONFORM
TO APPLICABLE RECOGNIZED STANDARDS REFERENCED IN THE 2022 CALIFORNIA PLUMBING CODE.
14.THE LEAD CONTENT OF PIPES, PIPE OR PLUMBING FITTINGS, AND FIXTURES INTENDED TO CONVEY OR
DISPENSE WATER FOR HUMAN CONSUMPTION SHALL BE IN ACCORDANCE WITH SECTION 116875 OF THE
HEALTH AND SAFETY CODE.
DRAINAGE:
1.COORDINATE LOCATION OF CONDENSATE DRAIN AND WATER CONNECTIONS TO MECHANICAL EQUIPMENT
WITH MECHANICAL CONTRACTOR PRIOR TO INSTALLATION.
2.ALL INTERIOR CONDENSATE DRAIN PIPING SHALL BE INSULATED AND SLOPED AT 1/8" PER FOOT MINIMUM.
3.CONDENSATE FROM ALL MECHANICAL COOLING COILS SHALL BE ROUTED AND DISCHARGED TO AN
APPROVED RECEPTOR PER THE CALIFORNIA PLUMBING CODE.
4.BUILDING DRAIN AND VENT PIPING MATERIALS SHALL COMPLY WITH SECTIONS 701.0 AND 903.0 OF THE
CALIFORNIA PLUMBING CODE.
5.ALL SANITARY SYSTEM MATERIALS SHALL BE LISTED BY AN APPROVED LISTING AGENCY.
6.CLEANOUTS ARE REQUIRED AT THE UPPER MOST TERMINALS OF ALL HORIZONAL WASTE LINES. PLEASE
PROVIDE ADDITIONAL CLEANOUTS WITHIN THE FLOOR PLAN. CPC 707.4.
7.EACH VENT SHALL RISE VERTICALLY TO A POINT NOT LESS THAN SIX (6) INCHES ABOVE THE FLOOD-LEVEL
RIM OF THE FIXTURE SERVED BEFORE OFFSETTING HORIZONTALLY OR BEFORE BEING CONNECTED TO
ANY OTHER VENT.
8.EACH ROOF VENT SHALL TERMINATE AT LEAST 10 FT FROM EVERY BUILDING OUTSIDE AIR INTAKE.
9.SOIL, SEWER AND WASTE PIPING SHALL SLOPE AT 1/4" PER FOOT MINIMUM UNLESS INDICATED
OTHERWISE.
10.A SLOPE OF NOT LESS THAN 1/8 INCH PER FOOT OR 1 PERCENT IS PROVIDED FOR DRAINAGE PIPING 4
INCHES OR LARGER ONLY WHERE IT IS IMPRACTICAL DUE TO THE DEPTH OF THE STREET SEWER, TO THE
STRUCTURAL FEATURES, OR TO THE ARRANGEMENT OF A BUILDING OR STRUCTURE TO OBTAIN A SLOPE
OF 1/4 INCH PER FOOT OR 2 PERCENT AND THAT IS SUBJECT TO THE AUTHORITY HAVING JURISDICTION
PLUMBING FIELD INSPECTOR'S APPROVAL.
PLUMBING FIXTURES:
1.EXACT LOCATION AND MOUNTING HEIGHTS OF PLUMBING FIXTURES SHALL BE OBTAINED FROM THE
ARCHITECTURAL DRAWINGS.
2.FLOOR DRAINS OR SIMILAR TRAPS DIRECTLY CONNECTED TO THE DRAINAGE SYSTEM AND SUBJECT TO
INFREQUENT USE SHALL BE PROVIDED WITH AN APPROVED AUTOMATIC MEANS OF MAINTAINING THEIR
WATER SEALS.
3.FLOOR AND TRENCH DRAINS SHALL BE IN ACCORDANCE WITH ASME A112.6.3.
4.FLOOR SINKS SHALL BE IN ACCORDANCE WITH ASME A112.6.7.
5.TRAP SEAL PRIMERS FOR POTABLE WATER SUPPLY SHALL BE IN ACCORDANCE WITH ASSE 1018.
DRAINAGE AND ELECTRONIC DESIGN TYPE TRAP SEAL PRIMER DEVICES SHALL COMPLY WITH ASSE 1044.
TRAP PRIMERS SHALL BE INSTALLED IN AN ACCESSIBLE LOCATION FOR MAINTENANCE.
6.ROOF RECEPTORS ARE PLUMBING FIXTURES THAT ARE LISTED BY IAPMO AS INDIRECT WASTE
RECEPTORS.
CROSS CONNECTION CONTROL:
1.CROSS CONNECTION PROTECTION SHALL BE PROVIDED AT ALL POTABLE WATER SUPPLIED APPLIANCES
AND EQUIPMENT.
ABOVE CEILING
AMERICANS WITH DISABILITIES ACT
ABOVE FINISHED FLOOR
BELOW GRADE
BELOW FLOOR
BELOW FINISHED FLOOR
BUILDING
BRITISH THERMAL UNITS PER HOUR
CALIFORNIA BUILDING CODE
CUBIC FEET PER HOUR
CUBIC FEET PER MINUTE
CLEANOUT
CALIFORNIA PLUMBING CODE
DRAINAGE FIXTURE UNITS
DRAWINGS
EXISTING
ENERGY EFFICIENCY STANDARDS
FLOOR CLEANOUT
FEET
FEET/SECOND
FIXTURE UNIT
GAUGE
GALLONS PER CYCLE
GALLONS PER DAY
GALLONS PER FLUSH
GALLONS PER HOUR
GALLONS PER MINUTE
HORSE POWER
HEATING, VENTILATING, & AIR CONDITIONING
INVERT ELEVATION
INCH/INCHES
POUNDS
MAXIMUM
MECHANICAL
MANUFACTURER'S
MINIMUM
NORMALLY CLOSED
NORMALLY OPEN
OWNER FURNISHED CONTRACTOR INSTALLED
OWNER FURNISHED OWNER INSTALLED
QUICK CONNECT
PRESSURIZED DISCHARGE (PUMPED)
PLUMBING
QUANTITY
SQUARE FEET
STATIC PRESSURE
TONNAGE OF AIR CONDITIONING
TOTAL DRAINAGE FIXTURE UNITS
TOTAL DEVELOPED LENGTH
TOTAL FIXTURE UNITS
TYPICAL
VARIABLE FREQUENCY DRIVE
VERIFY IN FIELD
VENT THRU ROOF
VOLTS/PHASE/HERTZ
WALL CLEAN-OUT
UNDERWRITERS LABORATORY
WATER SUPPLY FIXTURE UNITS
A/C
ADA
AFF
B/G
B/F
BFF
BLDG
BTUH
CBC
CFH
CFM
CO
CPC
DFU
DWGS
(E)
E.E.S.
FCO
FT
FPS
FU
GA
GPC
GPD
GPF
GPH
GPM
HP
HVAC
IE
IN
LBS
MAX
MECH
MFR'S
MIN
N.C.
N.O.
OFCI
OFOI
QC
PD
PLBG
QTY
SF
SP
T
TDFU
TDL
TFU
TYP
VFD
VIF
VTR
V/PH/HZ
WCO
UL
WSFU
POINT OF CONNECTION
SEWER PIPING UNDERGROUND / BELOW FLOOR
SEWER PIPING ABOVE GROUND
CONDENSATE DRAIN PIPING
SANITARY VENT PIPING
DOMESTIC COLD WATER PIPING
TRAP PRIMER PIPING
COMPRESSED AIR PIPING
BACKFLOW PREVENTER
SHUT OFF VALVE (BALL VALVE)
CHECK VALVE
CLEAN-OUT TO GRADE
PRESSURE REGULATOR VALVE
FLOOR CLEAN-OUT
WALL CLEAN-OUT
CAPPED LINE
PERCENTAGE SLOPE OF PIPE WITH DIRECTIONAL ARROW
DOWN OR DROP
RISE OR RISER
WALL HOSE BIBB
HOSE BIBB
UNION (DIELECTRIC)
WATER HAMMER ARRESTOR (P.D.I. SIZE)
TRAP PRIMER
FLOOR SINK
FLOOR DRAIN
KEYED NOTE
TYPE/MARK
EQUIPMENT NUMBER
EQUIPMENT TAG
NOTE: LEGEND AND ABBREVIATIONS LISTED ARE FOR
GENERAL USE; NOT ALL LISTED ARE NECESSARILY
USED ON DRAWINGS.PIPE MATERIAL SCHEDULE
SEWER WASTE & VENT PIPING BELOW GRADE:
CHARLOTTE CHEMDRAIN SCHEDULE 40 CPVC WITH SOLVENT WELDED SOCKET FITTINGS.
SEWER WASTE & VENT PIPING ABOVE GRADE:
CHARLOTTE CHEMDRAIN SCHEDULE 40 CPVC WITH SOLVENT WELDED SOCKET FITTINGS.
WATER PIPING ABOVE GRADE:
COPPER TYPE "L", HARD DRAWN, WITH LEAD-FREE SOLDER.
WATER PIPING BELOW GRADE:
COPPER TYPE "K", HARD DRAWN, WITH LEAD-FREE SOLDER.
CONDENSATE DRAIN ABOVE GRADE:
COPPER TYPE "M", WITH LEAD - FREE SOLDER. INSULATED.
COMPRESSED AIR ABOVE GRADE:
316 STANLESS STEEL, CLEANED, PURGED AND SEALED FOR OXYGEN SERVICE. WITH SWAGELOK
FITTINGS.
ALL PIPING TO BE LABELED PER ANSI/ASME A13.1 STANDARD COLOR AND LETTER REQUIREMENTS.
ALL PIPING SHALL HAVE HANGERS AND SUPPORTS SPACED IN ACCORDANCE WITH CPC TABLE 313.3 AND
HANGER RODS IN ACCORDANCE WITH CPC 313.6.
FITTINGS FOR CHANGES IN DIRECTION
WYE
WYE WITH
1/8 BEND COMB. 1/8
BEND
SANIT.
TEE
SANIT.
TAPPED
TEE
LONG
SWEEP
SHORT
SWEEP
1/8 BEND 1/6 BEND
TYPE OF FITTING
CHANGES IN
DIRECTION OF
FLOW
HORIZONTAL
TO VERTICAL
VERTICAL TO
HORIZONTAL
HORIZONTAL
TO HORIZONTAL
*BASED ON 2018 UNIFORM PLUMBING CODE ILLUSTRATED TRAINING MANUAL, FIGURE 706.1
ENERGY CONSERVATION NOTES
1.EQUIPMENT SHALL MEET THE APPLICABLE REQUIREMENTS OF THE APPLIANCE EFFICIENCY
REGULATIONS PER SECTION 110.1.
2.ALL PIPE INSULATION MATERIAL SHALL MEET THE REQUIREMENTS PER SECTION 120.3 E.E.S.
SYMBOL DESCRIPTION
PIPE SIZES (INCHES)
CW
REMARKS
FIXTURE CONNECTION SCHEDULE
MANUFACTURER AND MODEL NUMBER
--------1/2 PPP #PR-500TP-1 TRAP PRIMER PRESSURE ACTIVATED. PROVIDE WITH DISTRIBUTION UNIT AND ACCESS PANEL.
FLOOR SINKFS-1 1/2 --2 2 --ZURN #Z1750-2 STAINLESS STEEL FLOOR SINK. PROVIDE W/ TRAP PRIMER CONNECTION.
HW W V CA
ELECTRICAL
(V/PH/HZ)
--
--
2%
1%
TP
CD
CA
#
PRV
PIPE, PIPE FITTINGS, VALVES AND FIXTURES INTENDED TO CONVEY OR DISPENSE WATER FOR HUMAN
CONSUMPTION THROUGH DRINKING OR COOKING, SHALL BE CERTIFIED TO BE "LEAD FREE" AS DEFINED BY
STATUTE AB 1953. NOTHING CONTAINED IN THESE DRAWINGS OR SPECIFICATIONS IS INTENDED TO VIOLATE
THIS STATUTE.
AB 1953 COMPLIANCE
PLUMBING EXISTING AND DEMOLITION
NOTES TO CONTRACTOR
1.CONTRACTOR SHALL NOT CUT, DRILL, OR ALTER ANY STRUCTURAL SUPPORT MEMBER WITHOUT
WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER.
2.CONTRACTOR SHALL FIELD VERIFY EXISTING PIPE SIZES AND ELEVATIONS AT ALL POINTS OF
CONNECTION PRIOR TO PROCUREMENT OF MATERIALS AND INSTALLATIONS.
3.CONTRACTOR SHALL PERFORM CAMERA INSPECTION OF PIPING AND HYDRO-JET ALL ABOVE AND BELOW
GRADE SEWER, WASTE & VENT PIPING TO ENSURE INTEGRITY OF INTERIOR OF PIPING SYSTEM AND
SLOPE . REPAIR ALL DAMAGED PORTION OF PIPING SYSTEM TO REMOVE ALL OBSTRUCTIONS.
4.CONTRACTOR SHALL X-RAY SLAB TO IDENTIFY STRUCTURAL COMPONENTS PRIOR TO CORE DRILLING
AND / OR SAW-CUTTING SLAB.
5.ALL EXISTING PLUMBING COMPONENTS THAT ARE INTENDED TO REMAIN FOR REUSE SHALL BE
PROTECTED DURING CONSTRUCTION.
6.ALL EXISTING PLUMBING FIXTURES COSMETIC APPEARANCE AND FUNCTIONAL CONDITIONS SHALL BE
VERIFIED TO ENSURE COMPLIANCE WITH CURRENT FLOW AND CLEARANCE REQUIREMENTS.
7.CONTRACTOR SHALL SAW-CUT AND DEMOLISH EXISTING SLAB, EXCAVATION AS REQUIRED TO INSTALL
NEW UNDERGROUND PIPING. PROVIDE BACKFILL, COMPACTION AND CONCRETE POURING / FINISHING AS
REQUIRED IN COORDINATION WITH GENERAL CONTRACTOR.
1/2--------AMFLO #C-30
#C-31LAO-1 LAB AIR OUTLET
(QUICK CONNECT)INSTALL PER MANUFACTURER'S INSTRUCTIONS.--
--
2
TRAP
--
REMARKSNO.DATE
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P0.1
PLUMBING GENERAL
NOTES, LEGENDS &
SCHEDULES
MARK GALLON
CAPACITY
ELECTRICAL DATA
VOLT HP
REMARKS
WF
1 --------
EQUIPMENT SCHEDULE
----
PH.CYCLE WATTS AMPS
MANUFACTURER MODEL NO.
CULLIGAN #MS040954
#MS004499 -INSTALL PER MANUFACTURER'S INSTRUCTIONS.
DESCRIPTION
WATER FILTER
--------3/4 ACORN #8126-LFHB-1 HOSE BIBB PROVIDE WITH VACUUM BREAKER.----
1--------SMC #AR50-N10E-Z-DCA-PRV-1
LAB AIR PRESSURE
REGULATOR WITH
GAUGE
PRESSURE REGULATOR WITH PRESSURE GAUGE. INSTALL PER MANUFACTURER'S INSTRUCTIONS.----
3009 S Daimler St
11/18/2024
(E)4"S
(E)4"S
(E)4"S
SL
O
P
E
@
2
%
SL
O
P
E
@
2
%
TP-1
FS-1
FS-1
2"S
SLOPE @ 2%
(E)FCO
1
1
1
SLOPE @ 2%
SLOPE @ 2%
2"S
2"S
2"V, B/G
2"V, UP
2"VTR
2"V, B/G
2"VTR
2"V, B/G
2"VTR(E)2"DCW(E)2"DCW
2 SOV
3
3/4"DCW
TP-1
TP-1
3/4"DCW
3/4"DCW
4
4
4
FS-1
SL
O
P
E
@
2
%
SLOPE @ 2%
SL
O
P
E
@
2
%
3/4"DCW, DN
2"V, UP 5
5
5
3/4"DCW, DN
3/4"DCW, UP
SOV SOV
1
WF6
3/4"DCW
3/4"DCW
3/4"DCW, UP
SOV
2"S
FCO
FCO
FCO
7
3/4"DCW
1"CD, UP
SL
O
P
E
@
1
%
1"CD, DN
(E)FLOOR SINK 8
C D E
1
2
3
4
PLUMBING FIRST FLOOR PLAN01SCALE: 1/4" = 1'-0"NORTH
POC 2" SANITARY SEWER TO EXISTING PIPE.
POC 3/4" COLD WATER TO EXISTING PIPE.
3/4" COLD WATER TO EQUIPMENT #94 WITH SHUT OFF VALVE.
TRAP PRIMER BEHIND ACCESS PANEL, SEE DETAIL 5/P2.1.
FLOOR SINK, REFER TO DETAIL 5/P2.1.
WATER FILTER TO BE MOUNTED ON WALL AT 4 FEET AFF.
PROVIDE SHUT OFF VALVE IN WALL AT 5 FEET AFF WITH WALL
ACCESS PANEL AND PAINT TO MATCH ARCHITECTURE FINISH.
ACCESS PANEL TO FACE THE CORRIDOR.
1" CONDENSATE DRAIN DISCHARGE AT EXISTING FLOOR SINK.
SEE DETAIL 8/P2.1.
1
KEY NOTES:
1.CONTRACTOR TO FIELD VERIFY SIZE AND LOCATION OF ALL
PLUMBING FIXTURES, PIPING, HANGERS, SUPPORTS AND
ACCESSORIES PRIOR TO COMMENCEMENT OF WORK.
2.CONTRACTOR SHALL FIELD VERIFY EXISTING PIPE SIZES
AND ELEVATIONS AT ALL POINTS OF CONNECTION PRIOR
TO PROCUREMENT OF MATERIAL AND INSTALLATION.
3.FOR PIPE TRAPEZE AND HANGER PIPE DETAILS, 3&4/P2.1.
GENERAL NOTES:
2
3
4
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P1.1
PLUMBING 1ST FLOOR
PLAN
5
6
7
8
3009 S Daimler St
11/18/2024
(E)2"CA
1
1"CA
(E)2"CA
3/4"CA
1/2"CA
1/2"CA
3 4
1/2"CA
9
1/2"CA
9
9
9
1/2"CA1/2"CA
1/2"CA
9
1/2"CA
5
9
9
1/2"CA
1/2"CA
1/2"CA
6
7
1"CA
1"CA
1"CA
1"CA1"CA
1"CA
1"CA
1"CA
(E)2"CA
(E)2"CA
3/4"CA
3/4"CA
99
9 9
1/2"CA
1/2"CA
99
9 9
3/4"CA3/4"CA
99
9
9
1/2"CA
1/2"CA
99
9 9
1/2"CA
991/2"CA1/2"CA 991/2"CA
9 9
1/2"CA
9
9
1/2"CA
LAO-1
LAO-1
LAO-1 9
LAO-1
LAO-1
LAO-1
LAO-1LAO-1LAO-1LAO-1
LAO-1
LAO-1
LAO-1
LAO-1
LAO-1
LAO-1
LAO-1
LAO-1LAO-1
LAO-1
LAO-1
LAO-1 LAO-1
LAO-1
LAO-1 LAO-1
LAO-1LAO-1
LAO-1
LAO-1LAO-1LAO-1
1/2"CA
1"CA
1"CA1"CA
1/2"CA
1/2"CA
9 LAO-11/2"CA
9LAO-1
3/4"CA
CA-HV1000
CA-PRV10002
1/2"CA
1/2"CA1/2"CA
1/2"CA1/2"CA1/2"CA
1/2"CA
LAO-1 LAO-1
LAO-1
LAO-1
LAO-1
CA-PRV-1
10
C D E
1
2
3
4
PLUMBING FIRST FLOOR PLAN - COMPRESSED AIR01SCALE: 1/4" = 1'-0"NORTH
POC 1" COMPRESSED AIR TO EXISTING PIPE.
PROVIDE PRESSURE REGULATOR WITH PRESSURE GAUGE AND
SHUT OFF VALVE AT 4 FEET AFF. SET PRESSURE REGULATOR AT
110 PSI.
1/2" COMPRESSED AIR DOWN AND STUB OUT WITH QUICK
DISCONNECT VALVE AT 4 FEET AFF FOR EQUIPMENT #5.
1/2" COMPRESSED AIR DOWN AND STUB OUT WITH QUICK
DISCONNECT VALVE AT 4 FEET AFF FOR EQUIPMENT #6.
1/2" COMPRESSED AIR DOWN AND STUB OUT WITH QUICK
DISCONNECT VALVE AT 4 FEET AFF FOR EQUIPMENT #49.
1/2" COMPRESSED AIR DOWN AND STUB OUT WITH QUICK
DISCONNECT VALVE AT 4 FEET AFF FOR EQUIPMENT #99.
1/2" COMPRESSED AIR DOWN AND STUB OUT WITH QUICK
DISCONNECT VALVE AT 4 FEET AFF FOR EQUIPMENT #37.
1/2" COMPRESSED AIR TO UTILITY CEILING TILE WITH QUICK
DISCONNECT VALVE.
PROVIDE DIRT LEG WITH SHUT OFF VALVE.
1
KEY NOTES:
1.CONTRACTOR TO FIELD VERIFY SIZE AND LOCATION OF ALL
PLUMBING FIXTURES, PIPING, HANGERS, SUPPORTS AND
ACCESSORIES PRIOR TO COMMENCEMENT OF WORK.
2.FOR COMPRESSED AIR BRANCH DETAIL, SEE 1/P2.1.
3.FOR PIPE TRAPEZE AND HANGER PIPE DETAILS, 3&4/P2.1.
4.FOR COMPRESSED AIR RISER DIAGRAM, SEE 1&2/P1.4.
GENERAL NOTES:
2
3
4
5
6
7
9
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P1.2
PLUMBING 1ST FLOOR
PLAN - COMPRESSED
AIR
10
3009 S Daimler St
11/18/2024
2"VTR
2"VTR
1"CD, DN
1"CD (17.5 T)
1
3/4"CD (7.5 T)
AC-9
AC-12
AC-10 AC-11
1
1
3/4"CD (3 T)
3/4"CD (2 T)
2"VTR
HB-1
3/4"DCW, DN
2
3
3
1
3/4"CD (5 T)
3/4"CD (15.5 T)
3/4"CD (8 T)SL
O
P
E
@
1
%
C D E
1
2
3
4
PLUMBING ROOF PLAN01SCALE: 1/4" = 1'-0"NORTH
FOR CONDENSATE DRAIN DETAIL, SEE 2/P2.1.
PROVIDE HOSE BIBB AT 12" ABOVE ROOF.
CONDENSATE PIPE TO BE PAINTED WITH EPOXY YELLOW FOR
PIPE RUNNING EXPOSED OVER WALKING PADS.
1
KEY NOTES:
1.CONTRACTOR TO FIELD VERIFY SIZE AND LOCATION OF ALL
PLUMBING FIXTURES, PIPING, HANGERS, SUPPORTS AND
ACCESSORIES PRIOR TO COMMENCEMENT OF WORK.
2.FOR VENT THRU ROOF DETAIL, SEE 6/P2.1.
3.FOR PIPE SUPPORT ON ROOF DETAIL, SEE 7/P2.1.
GENERAL NOTES:
2
REMARKSNO.DATE
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P1.3
PLUMBING ROOF PLAN
3
3009 S Daimler St
11/18/2024
ROOF
LEVEL 1
(E)2"CA (E)2"CA
(E)2"CA
POC 1" COMPRESSED AIR
TO EXISTING.
UTILITY CEILING
PANEL, TYP.
1"CA 1"CA
1"CA
1/2"CA 1/2"CA 1/2"CA 1/2"CA
1/2"CA
EQUIPMENT
#99
1/2"CA
EQUIPMENT
#48
3/4"CA
1/2"CA 1/2"CA 1/2"CA 1/2"CA
1/2"CA
1/2"CA
EQUIPMENT
#37
1/2"CA 3/4"CA
1/2"CA 1/2"CA 1/2"CA 1/2"CA
1/2"CA
1/2"CA
EQUIPMENT
#49
1/2"CA 1/2"CA
1/2"CA
1/2"CA
1/2"CA 1/2"CA 1/2"CA
1/2"CA
EQUIPMENT
#25
EQUIPMENT
#88
EQUIPMENT
#89
1/2"CA
1/2"CA
EQUIPMENT
#11
1/2"CA 1/2"CA
1/2"CA
EQUIPMENT
#6
MA
T
C
H
L
I
N
E
2/
P
1
.
4
1/
P
1
.
4
1"CA
1"CA
1"CA
1"CA
SOV
CA-HV1000
CA-PRV-1
CA-PRV1000
SET AT 110 PSI
LAO-1 LAO-1 LAO-1 LAO-1
LAO-1
TABLETOPTABLETOPTABLETOPTABLETOP
LAO-1
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
EQUIPMENT
#48
LAO-1
LAO-1 LAO-1 LAO-1 LAO-1
TABLETOP TABLETOP TABLETOP TABLETOP
LAO-1 LAO-1
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1 LAO-1 LAO-1 LAO-1 LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
SOV
CA-HV1001
DIRT LEG
ROOF
LEVEL 1
EQUIPMENT
1/2"CA 1/2"CA
1/2"CA
EQUIPMENT
#6
1/2"CA
EQUIPMENT
#5
1/2"CA
1/2"CA 1/2"CA
1/2"CA
3/4"CA
1/2"CA 1/2"CA 1/2"CA 1/2"CA
1/2"CA
1/2"CA
EQUIPMENT
#97
3/4"CA
1/2"CA 1/2"CA 1/2"CA 1/2"CA
1/2"CA
MA
T
C
H
L
I
N
E
2/
P
1
.
4
1/
P
1
.
4
1"CA
1"CA
1"CA
1"CA
1"CA
1"CA
LAO-1 LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1 LAO-1
LAO-1
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
LAO-1
TABLETOP
TABLETOP
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P1.4
PLUMBING
COMPRESSED AIR
RISER DIAGRAM
PLUMBING COMPRESSED AIR RISER DIAGRAM
SCALE: NONE P1.4
1
PLUMBING COMPRESSED AIR RISER DIAGRAM
SCALE: NONE P1.4
2
3009 S Daimler St
11/18/2024
NO SCALE P2.1
1
NO SCALE P2.1
2
NO SCALE
3
NO SCALE
4
NO SCALE
5
NO SCALE
6
NO SCALE
7
P2.1
P2.1
P2.1
P2.1
P2.1
NOTES:
1. ALL CONDENSATE PIPING SHALL BE COPPER TYPE "M".
2. ALL CONDENSATE PIPING SHALL BE INSULATED.
3. SEE PLANS FOR PIPE SIZES, BUT IN NO CASE SHALL BE SMALLER THAN AC UNIT CONNECTION.
4. VERIFY AC UNIT CONNECTION AND LOCATION OF VENT WITH AC UNIT MANUFACTURER.
5. AC UNIT WITH OVERFLOW SENSOR AND ALARM BY OTHERS.
"B""A"AC UNIT DRAIN
CONNECTION. (TYP)
FITTINGS OR "U"
BEND TRAP
CLEANOUT
PLUGSLOPE AT 1/8" PER
FOOT LENGTH TOWARD
DRAIN
SEE PLANS FOR
SIZE AND
CONTINUATION
BLOW THRU TYPE
A = SP + 1" MINIMUM
B = SP + 1/2" MINIMUM
A = (SP x 1.5) + 1" MINIMUM
B = (SP x 0.5) MINIMUM
DRAW THRU TYPE
SP = SYSTEM STATIC PRESSURE IN INCHES
VENT
CONDENSATE DRAIN DETAIL
ROD STIFFENER
(TYPICAL)
1 (MIN.)
1
ALL THREADED
ROD (TYPICAL)
CHANNEL TRANSVERSE
BRACES - TYPICAL WHERE
REQUIRED BY CODE
(9'-4" MAX. LENGTH)
BOLT SLEEVE
CLEVIS HANGER ADJUSTABLE STEEL
YOKE PIPE ROLL
1" (MIN.)
1"
ADJUSTABLE
HINGE (TYPICAL)
ROLLER TYPE
PIPE HANGER
(FOR PIPING UNDER
EXPANSION / CONTRACTION)
STANDARD TYPE
PIPE HANGER
NOTE:
1.REFER TO CPC 2022, TABLE 313.3 FOR STANDARD
AND SEISMIC HANGER SPACING INFORMATION AND
REQUIREMENTS.
2.REFER TO STRUCTURAL DRAWINGS FOR HANGER
ATTACHMENTS TO STRUCTURE (TYP).
PIPE HANGER DETAIL
ADJUSTABLE HINGE
(TYPICAL)
ALL THREADED
ROD (TYPICAL)
CHANNEL LONGITUDINAL
BRACES - TYPICAL WHERE
REQUIRED BY CODE
(9'-4" MAX. LENGTH)
ROD STIFFENER
(TYPICAL)
1 (MIN.)
1
CHANNEL TRANSVERSE
BRACES - TYPICAL WHERE
REQUIRED BY CODE
(9'-4" MAX. LENGTH)
ADJUSTABLE HINGE
LONGITUDINAL BRACE
HEX NUT &
SQUARE WASHERPIPE STRAPSEE NOTE 7
CHANNEL (SIZE AS REQUIRED)
ADJUSTABLE HINGE
TRANSVERSE BRACE
NOTES:
1.ADJUSTABLE HINGES FOR LONGITUDINAL BRACES MAY BE ATTACHED ON EITHER SIDE ADJACENT TO THE ALL-THREADED ROD OR ATTACHED TO THE ALL-THREADED
ROD ITSELF.
2.ADJUSTABLE HINGES FOR THE TRANSVERSE BRACES MAY BE ATTACHED TO THE ALL-THREADED ROD.
3.TWO ADJUSTABLE HINGES MAY BE ATTACHED TO THE STRUT TRAPEZE USING THE SAME BOLT OR ALL-THREADED ROD. IT IS NOT NECESSARY TO INSTALL BOTH
TRANSVERSE BRACES AND LONGITUDINAL BRACES ON THE SAME TRAPEZE SUPPORT. EITHER SET OF BRACES MAY BE REMOVED TO FORM A LONGITUDINAL BRACE
ONLY, OR A TRANSVERSE BRACE ONLY, IF DESIRED.
4.LONGITUDINAL BRACES (WHEN NEEDED) MUST BE INSTALLED AT BOTH ENDS OF TRAPEZE.
5.THE EQUIPMENT SHOWN ON THE TRAPEZE IS GENERIC IN NATURE. ANY NUMBER OF PIPES, CONDUITS, DUCTWORK OR CABLE TRAY MAY BE SUPPORTED FOLLOWING
THE SYSTEM WEIGHT AND SUPPORT SPANS LISTED. REFER TO CPC 2022, FOR STANDARD AND SEISMIC HANGER SPACING INFORMATION AND REQUIREMENTS.
6.REFER TO STRUCTURAL DRAWINGS FOR ATTACHMENT OF HANGER SYSTEM TO STRUCTURE.
7.DETERMINE LENGTH OF TRAPEZE, MAKING SURE SUFFICIENT LENGTH IS PROVIDED TO ATTACH THE ALL-THREADED ROD AND BRACING ATTACHMENTS.
TRAPEZE PIPE HANGER DETAIL
1/2" COLD WATER FROM
NEAREST COLD WATER
SUPPLY (SEE PLAN)
SHUT-OFF VALVE
UNION (TYPICAL)
PRIME RITE BY PPP
TRAP PRIMER VALVE
WITH ACCESS PANEL
DISTRIBUTION BOX
FOR TWO OR MORE
CONNECTIONS
FINISHED
FLOOR
SLOPE
TRAP
VENTED
WASTE TO
SYSTEM
FLOOR SINK
NOTE:
SEE PLANS FOR PIPE, FLOOR SINK, AND
TRAP PRIMER LOCATIONS.
TRAP PRIMER VALVE SHALL BE MOUNTED A MINIMUM OF 12"
ABOVE FINISHED FLOOR FOR EVERY 20 FEET OF PRIMER PIPE.
TRAP PRIMER DETAIL
VENT PIPE THRU ROOF
COUNTERFLASHING SLEEVE
SEAMLESS LEAD FLASHING WITH
STEEL REINFORCED BOOT
("STONEMAN") OR EQUAL)
BUILT-UP ROOFING OVER
FLANGE, BY ROOFING
CONTRACTOR
EXISTING ROOF ASSEMBLY. (SEE
ARCHITECTURAL PLANS FOR
EXACT TYPE OF CONSTRUCTION)
HEIGHT AS REQ'D
BY CODE
HVAC AIR INTAKE
10' MIN
NOTES:
IF THIS DETAIL DIFFERS FROM THAT SHOWN ON THE
ARCHITECTURAL PLANS, THE ARCHITECTURAL
DETAIL SHALL BE FOLLOWED.
PIPE SUPPORT DETAIL ON ROOF
PIPING
OUTDOOR RATED GALVANIZED METAL CLAMP
LAG BOLT
14 GA. GALVANIZED
CHANNEL
PREFABRICATED RUBBER
SUPPORT BLOCK
W/UNISTRUT CHANEL
NOTES:
1. FOR PIPE SIZE 2-1/2" AND LESS.
2. PROVIDE SUPPORT AT 10' INTERVALS.
ISOLATION
ISOLATION
SECURE TO ROOF
TYPICAL VENT THRU ROOF DETAIL
REMARKSNO.DATE
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P2.1
PLUMBING DETAILS
REFER TO ARCHITECTURE PLANS FOR
ADDITIONAL INFORMATION.
NO SCALE
8
P2.1
1" MIN. ABOVE FLOOD RIM
CONDENSATE DISCHARGE
FINISHED WALL
CONDENSATE DRAIN TO FLOOR SINK
ALL BRANCH PIPING
SHALL CONNECT TO
TOP OF MAIN
MINIMUM 0.1" PER
FOOT SLOPE
(TYPICAL)
COMPRESSED AIR MAIN
(SLOPE DOWN TOWARD
BLOW-OFF DRAIN VALVE)
TYPICAL AIR BRANCH
AIR SUPPLY PIPE DOWN TO
BALL VALVE, VERIFY EXACT
HEIGHT, SIZE & LOCATION
IN FIELD PRIOR TO
INSTALLATION
COMPRESSED AIR BRANCH DETAIL
3009 S Daimler St
11/18/2024
YES NO
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ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
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requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
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5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
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or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
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commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
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required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
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in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
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applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
3009 S Daimler St
11/18/2024
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
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Please describe why OCFA Plan Review is or may be required by the City/County :
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Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
3009 S Daimler St
11/18/2024
Project For:
TDA Architects
17880 Sky Park Circle, Suite 230
Irvine
CA 92614
Edwards Advanced Catheter Lab TI
Structural Calculations
For
Santa Ana, CA
3009 Daimler St
92795
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Cover
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
07/23/2024
3009 S Daimler St
11/18/2024
2. New RTUs
New RTUs will be installed on the roof. Structural calculations will be provided to verify the adequacy of the (E) roof framing
and for seismic anchorage.
3. Replacement RTUs
Multiple (E) RTUs are being replaced with equal or lighterweight units on (E) equipmnent pads. Structural calculations will be
provided to verify the adequacy of the (E) roof framing and for seismic anchorage.
Project Description
This project entails additions of all of the following structural items
1. Units on Grade
New units will be installed on grade and structural calculations will be provided for the design of seismic anchorage.
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Description
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Use ASCE Hazard Tool
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Hazards
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Hazards
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Seismic Parameter Determination
Risk Cat:II
Site Class:D-Default
Ss =1.265 MCE R short period spectral response acceleration
S1 =0.454 MCE R spectral response acceleration (T=1.0s)
SMS =1.519 Site-modified spectral acceleration value
SM1 =0.843 Site-modified spectral acceleration value (ASCE 7-16 §11.4-4)
SD1 =0.562 Numeric seismic design value at 1.0s SA (ASCE 7-16 §11.4-5)
SDC = D Seismic design category (ASCE 7-16 §11.6-1 & §11.6-2)
Fv =1.857 Site amplification factor at 1.0s (ASCE 7-16 §11.4-2)
Section 11.4.8 Requirements & Exemptions Exception 1 Criteria:Exception Not Allowed
Site Class E ?No
Ss ≥ 1.0 ?Yes
Fa must be taken as equal to that of Site Class C No
Exception 2 Criteria:Exception Allowed
Site Class D ?Yes
S1 ≥ 0.2 ?Yes
Ground Motion Hazard Requirments
1. S1 ≥ 0.6 ?No
2. Class E - Ss ≥ 1.0 ?No Exception 3 Criteria:Exception Not Allowed
3. Class D & E - S1 ≥ 0.2 ?Yes Site Class E ?No
S1 ≥ 0.2 ?Yes
T ≤ Ts ?No
Equivalent Static Force Procedure Used For Design ?No
Yes
Site Response Analysis Per
Section 21.1 Required?
Ground Motion Hazard Analysis
Per Section 21.2 Required?
No
No
Cs determined by Eq. 12.8-2 for values of T ≤ 1.5Ts and taken as
1.5 times the value computed with Eq 12.8-3 or Eq 12.8-4
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Hazards
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Exception 2 Period Calculations
SDS =1.012 g Design spectral response acceleration parameter
Ts =0.555 s Short-period transition period
TL =8 s Long-period transition period T ≤ 1.5Ts ?Yes
Ct =0.02 Approximate period parameter (ASCE7-16 Table 12.8-2)TL ≥ T > 1.5Ts ?No
x = 0.75 Approximate period parameter (ASCE7-16 Table 12.8-2) T > TL ?No
hn =38 ft Structure height
Ta =0.306 s Approximate structure period (ASCE7-16 Eq. 12.8-7)
Cs =Value per Eq. 12.8-2
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Dead Load
Plywood Sheathing 3
Insulation 2
Mechanical 4
Ceiling 2
Sprinklers 1
Miscellaneous 3
Total 15 psf
Live Load
Roof Live Load 20
Total 20 psf
LOADS
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Load Sheet
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Roof Framing Check - EF Support
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Roof Framing Check - EF Support
EF Demand
W EF =75 lbs Weight of new EF
L1 =7 in Length of EF base
L2 =7.875 in Width of EF base
H =18.5 in Height of unit
W VFD =30 lbs Weight of new VFD
Single EF Pad
L1,pad =31 in Length of new roof pad
L2,pad =22 in Width of new roof pad
qpad =5 psf Weight of roof pad
W pad =23.7 lbs Total weight of roof pad
W total =128.7 lbs Total design weight of EF, roof pad, and VFD
Combined EF Pad
L1,pad =92 in Length of new roof pad
L2,pad =31 in Width of new roof pad
qpad =5 psf Weight of roof pad
W pad =99.0 lbs Total weight of roof pad
W total =414.0 lbs Total design weight of (3) EFs, combined roof pad, and (3) VFDs
Roof Pad 4x12 Check
L =8 ft Length of member
P =128.7 lbs Worst case demand on member applied at midspan
See Attached Enercalc Report
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Roof Framing EFs
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Roof Framing EFs
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
(E) 4x16 Check 1
L =22 ft Span of member
tw =8 ft Tributary width of member
P =128.7 lbs Demand from units
x =18.5 ft Location where demand acts
See Attached Enercalc Report
(E) 4x16 Check 2
L =22 ft Span of member
tw =8 ft Tributary width of member
P =128.7 lbs Demand from units
x =14.75 ft Location where demand acts
See Attached Enercalc Report
(E) 4x16 Check 3
L =22 ft Span of member
tw =8 ft Tributary width of member
P =414.0 lbs Demand from units
x =15.917 ft Location where demand acts
See Attached Enercalc Report
(E) 4x16 Reinforcing
Note: All purlins supporting new units will be reinforced per the following calculations.
b(E) =3.5 in Width of existing beam
d(E) =15.25 in Depth of existing beam
IE) =1034.4 in 4 Moment of inertia of (E) member
E(E) =1700 ksi Modulus of elasticity of (E) member
IE(E) =2E+06 Product of moment of inertia and modulus of elasticty
b(R) =1.75 in Width of reinforcing member
d(R) =11.88 in Depth of reinforcing member
IR) =244.21 in 4 Moment of inertia of reinforcing member
E(R) =1900 ksi Modulus of elasticity of reinforcing member
IE(R) =463993 Product of moment of inertia and modulus of elasticty
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Roof Framing EFs
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
IEtotal =3E+06 in 4 Sum of products (1 (E) member and (2) reinforcing members)
I(E)/Itotal =0.6546 Ratio of (E) member moment of interia/modulus of elastic product to sum
I(R)/Itotal =0.1727 Ratio of reinforcing member moment of interia/modulus of elastic product to sum
(E) Member Check
P(E) =271.0 lbs Demand from worst case units acting on (E) member (P*ratio)
x =15.9 ft Location where demand acts
DL(E) =9.8 psf Dead load demand on (E) member (DL*ratio)
LL(E) =13.1 psf Live load demand on (E) member (LL*ratio)
See Attached Enercalc Report
Reinforcing Member Check
Preinf =71.5 lbs Demand from worst case units acting on single reinforcing member (P*ratio)
x =15.9 ft Location where demand acts
DLreinf =2.6 psf Dead load demand on single reinforcing member (DL*ratio)
LLreinf =3.5 psf Live load demand on single reinforcing member (LL*ratio)
See Attached Enercalc Report
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:Roof Pad 4x12 Check
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 0.1287 k @ 4.0 ft, (EF + Platform)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.053: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 4.000ft
3.45 psi=
=
990.00psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
162.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.021 : 1
7.066 ft=
=
52.93psi
Maximum Deflection
0 <360
21337
Ratio =0 <180
Max Downward Transient Deflection 0 in 0Ratio = <360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.004 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 8.0 ft 1 0.053 0.021 0.90 1.100 1.001.00 1.00 0.33 52.9 990.0 0.09 162.01.00 3.41.00
1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.0 ft 1 0.018 0.007 1.60 1.100 1.001.00 1.00 0.20 31.8 1,760.0 0.05 288.01.00 2.11.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.0045 4.029 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 0.098 0.098
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:Roof Pad 4x12 Check
Project File: 3009 Daimler Cath Lab.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 0.059 0.059
Max Upward from Load Cases 0.098 0.098
D Only 0.098 0.098
+0.60D 0.059 0.059
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Check 1
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.1287 k @ 18.50 ft, (EF + Platform)
.DESIGN SUMMARY Design N.G.
Maximum Bending Stress Ratio 1.264: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.080ft
83.31 psi=
=
1,250.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.370 : 1
20.796 ft=
=
1,580.33psi
Maximum Deflection
0 <360
295
Ratio =0 <180
Max Downward Transient Deflection 0.482 in 547Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.892 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.805 0.242 0.90 1.000 1.001.00 1.00 8.19 724.2 900.0 1.40 162.01.00 39.31.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 1.264 0.370 1.25 1.000 1.001.00 1.00 17.87 1,580.3 1,250.0 2.96 225.01.00 83.31.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 1.093 0.321 1.25 1.000 1.001.00 1.00 15.45 1,366.3 1,250.0 2.57 225.01.00 72.31.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.272 0.082 1.60 1.000 1.001.00 1.00 4.91 434.5 1,600.0 0.84 288.01.00 23.61.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Check 1
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8920 11.080 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 3.228 3.315
Max Upward from Load Combinations 3.228 3.315
Max Upward from Load Cases 1.760 1.760
D Only 1.468 1.555
+D+Lr 3.228 3.315
+D+0.750Lr 2.788 2.875
+0.60D 0.881 0.933
Lr Only 1.760 1.760
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Check 2
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.1287 k @ 14.750 ft, (EF + Platform)
.DESIGN SUMMARY Design N.G.
Maximum Bending Stress Ratio 1.282: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.161ft
82.69 psi=
=
1,250.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.368 : 1
20.796 ft=
=
1,601.88psi
Maximum Deflection
0 <360
292
Ratio =0 <180
Max Downward Transient Deflection 0.482 in 547Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.903 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.829 0.239 0.90 1.000 1.001.00 1.00 8.43 746.0 900.0 1.38 162.01.00 38.61.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 1.282 0.368 1.25 1.000 1.001.00 1.00 18.11 1,601.9 1,250.0 2.94 225.01.00 82.71.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 1.110 0.319 1.25 1.000 1.001.00 1.00 15.69 1,387.9 1,250.0 2.55 225.01.00 71.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.280 0.081 1.60 1.000 1.001.00 1.00 5.06 447.6 1,600.0 0.83 288.01.00 23.21.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Check 2
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.9029 11.080 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 3.250 3.294
Max Upward from Load Combinations 3.250 3.294
Max Upward from Load Cases 1.760 1.760
D Only 1.490 1.534
+D+Lr 3.250 3.294
+D+0.750Lr 2.810 2.854
+0.60D 0.894 0.920
Lr Only 1.760 1.760
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Check 3
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.4140 k @ 15.917 ft, (EF + Platform)
.DESIGN SUMMARY Design N.G.
Maximum Bending Stress Ratio 1.339: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.401ft
88.68 psi=
=
1,250.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.394 : 1
20.796 ft=
=
1,673.71psi
Maximum Deflection
0 <360
278
Ratio =0 <180
Max Downward Transient Deflection 0.482 in 547Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.947 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.911 0.276 0.90 1.000 1.001.00 1.00 9.27 819.9 900.0 1.59 162.01.00 44.61.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 1.339 0.394 1.25 1.000 1.001.00 1.00 18.92 1,673.7 1,250.0 3.16 225.01.00 88.71.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 1.168 0.345 1.25 1.000 1.001.00 1.00 16.51 1,460.0 1,250.0 2.76 225.01.00 77.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.307 0.093 1.60 1.000 1.001.00 1.00 5.56 491.9 1,600.0 0.95 288.01.00 26.81.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Check 3
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.9466 11.161 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 3.322 3.507
Max Upward from Load Combinations 3.322 3.507
Max Upward from Load Cases 1.760 1.760
D Only 1.562 1.747
+D+Lr 3.322 3.507
+D+0.750Lr 2.882 3.067
+0.60D 0.937 1.048
Lr Only 1.760 1.760
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (Worst Case)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00980, Lr = 0.01310 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.2710 k @ 15.917 ft, (EF + Platform)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.893: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.401ft
59.13 psi=
=
1,250.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.263 : 1
20.796 ft=
=
1,116.50psi
Maximum Deflection
0 <360
418
Ratio =0 <180
Max Downward Transient Deflection 0.316 in 835Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.631 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.619 0.187 0.90 1.000 1.001.00 1.00 6.30 557.1 900.0 1.08 162.01.00 30.31.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.893 0.263 1.25 1.000 1.001.00 1.00 12.62 1,116.5 1,250.0 2.10 225.01.00 59.11.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.781 0.231 1.25 1.000 1.001.00 1.00 11.04 976.5 1,250.0 1.85 225.01.00 51.91.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.209 0.063 1.60 1.000 1.001.00 1.00 3.78 334.3 1,600.0 0.65 288.01.00 18.21.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (Worst Case)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6315 11.161 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 2.217 2.339
Max Upward from Load Combinations 2.217 2.339
Max Upward from Load Cases 1.153 1.186
D Only 1.065 1.186
+D+Lr 2.217 2.339
+D+0.750Lr 1.929 2.050
+0.60D 0.639 0.711
Lr Only 1.153 1.153
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforcing Member Check (Worst Case)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00260, Lr = 0.00350 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.07150 k @ 15.917 ft, (Unit)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.317: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.321ft
43.48 psi=
=
3,254.63psi
1.75x11.87Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 1.75x11.87
Maximum Shear Stress Ratio 0.122 : 1
21.036 ft=
=
1,032.89psi
Maximum Deflection
0 <360
393
Ratio =0 <180
Max Downward Transient Deflection 0.320 in 825Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.671 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.230 0.090 0.90 1.001 1.001.00 1.00 1.85 539.7 2,343.3 0.32 256.51.00 23.21.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.317 0.122 1.25 1.001 1.001.00 1.00 3.54 1,032.9 3,254.6 0.60 356.31.00 43.51.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.279 0.108 1.25 1.001 1.001.00 1.00 3.12 909.5 3,254.6 0.53 356.31.00 38.41.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.078 0.031 1.60 1.001 1.001.00 1.00 1.11 323.8 4,165.9 0.19 456.01.00 13.91.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforcing Member Check (Worst Case)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6711 11.080 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 0.623 0.655
Max Upward from Load Combinations 0.623 0.655
Max Upward from Load Cases 0.315 0.347
D Only 0.315 0.347
+D+Lr 0.623 0.655
+D+0.750Lr 0.546 0.578
+0.60D 0.189 0.208
Lr Only 0.308 0.308
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Roof Framing Check - RTU Support
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Roof Framing Check - RTU Support
7.5 Ton RTU
W =805 lbs Weight of new RTU
L1 =7.34 ft Length of RTU base
L2 =4.96 ft Width of RTU base
H =4.11 ft Height of unit
W curb =100 lbs Weight of curb
DLplatform =5 psf Dead load fo roof platform
W total =1087.1 lbs Design weight of unit
5 Ton RTU
W =596 lbs Weight of new RTU
L1 =6.20 ft Length of RTU base
L2 =3.89 ft Width of RTU base
H =3.45 ft Height of unit
W curb =100 lbs Weight of curb
DLplatform =5 psf Dead load fo roof platform
W total =816.41 lbs Design weight of unit
3 Ton RTU
W =475 lbs Weight of new RTU
L1 =6.20 ft Length of RTU base
L2 =3.89 ft Width of RTU base
H =2.78 ft Height of unit
W curb =100 lbs Weight of curb
DLplatform =5 psf Dead load fo roof platform
W total =695.41 lbs Design weight of unit
2 Ton RTU
W =338 lbs Weight of new RTU
L1 =4.02 ft Length of RTU base
L2 =2.72 ft Width of RTU base
H =4.31 ft Height of unit
W curb =100 lbs Weight of curb
DLplatform =5 psf Dead load fo roof platform
W total =492.59 lbs Design weight of unit
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Roof Framing RTUs
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Roof Framing RTUs
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
7.5 Ton & 5 Ton Unit Support - Worst Case
L =22 ft Span of member
tw =8 ft Tributary width of member
w7.5T =219.24 plf Distributed demand from 7.5 Ton tunit
x1 =19.5 ft Location on span where demand starts
x2 =22 ft Location on span where demand ends
w5T =210.12 plf Distributed demand from 5 Ton tunit
x1 =0 ft Location on span where demand starts
x2 =3.08 ft Location on span where demand ends
b(E) =3.5 in Width of existing beam
d(E) =15.25 in Depth of existing beam
IE) =1034.4 in 4 Moment of inertia of (E) member
E(E) =1700 ksi Modulus of elasticity of (E) member
IE(E) =2E+06 Product of moment of inertia and modulus of elasticty
b(R) =2.5 in Width of (E) reinforcing member
d(R) =13.25 in Depth of (E) reinforcing member
IR) =484.63 in 4 Moment of inertia of (E) reinforcing member
E(R) =1700 ksi Modulus of elasticity of (E) reinforcing member
IE(R) =823864 Product of moment of inertia and modulus of elasticty
Note: Framing supporting the 7.5 Ton and 5 Ton units is under worst case loading. Framing under 3 Ton and 2 Ton units is the
same type of loading, however units are lighter, therefore following calculations apply to all new RTUs.
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Roof Framing RTUs
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
IEtotal =3E+06 in 4 Sum of products (1 (E) member and 2 (E) reinforcing members)
I(E)/Itotal =0.5163 Ratio of (E) member moment of interia/modulus of elastic product to sum
I(R)/Itotal =0.2419 Ratio of (E) reinforcing member moment of interia/modulus of elastic product to sum
(E) Member Check
w7.5T =113.2 plf Demand from worst case units acting on (E) member
x1 =19.5 ft Location on span where demand starts
x2 =22 ft Location on span where demand ends
w5T =108.5 plf Demand from worst case units acting on (E) member
x1 =0 ft Location on span where demand starts
x2 =3.08 ft Location on span where demand ends
DL(E) =7.7 psf Dead load demand on (E) member (DL*ratio)
LL(E) =10.3 psf Live load demand on (E) member (LL*ratio)
See Attached Enercalc Report
(E) Reinforcing Member Check
w7.5T =53.0 lbs Demand from worst case units acting on (E) member
x1 =19.5 ft Location on span where demand starts
x2 =22 ft Location on span where demand ends
w5T =50.8 plf Demand from worst case units acting on (E) member
x1 =0 ft Location on span where demand starts
x2 =3.08 ft Location on span where demand ends
DLreinf =3.6 psf Dead load demand on single reinforcing member (DL*ratio)
LLreinf =4.8 psf Live load demand on single reinforcing member (LL*ratio)
See Attached Enercalc Report
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:7.5T & 5T Support Main Member
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00770, Lr = 0.01030 ksf, Tributary Width = 8.0 ft, (DL + LL)
Uniform Load : D = 0.1085 k/ft, Extent = 0.0 -->> 3.080 ft, Tributary Width = 1.0 ft, (5T)
Uniform Load : D = 0.1132 k/ft, Extent = 19.50 -->> 22.0 ft, Tributary Width = 1.0 ft, (7.5T)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.697: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.920ft
48.34 psi=
=
1,250.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.215 : 1
0.000 ft=
=
870.95psi
Maximum Deflection
0 <360
533
Ratio =0 <180
Max Downward Transient Deflection 0.248 in 1062Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.495 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.478 0.158 0.90 1.000 1.001.00 1.00 4.86 430.0 900.0 0.91 162.01.00 25.71.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.697 0.215 1.25 1.000 1.001.00 1.00 9.85 870.9 1,250.0 1.72 225.01.00 48.31.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.609 0.190 1.25 1.000 1.001.00 1.00 8.60 760.7 1,250.0 1.52 225.01.00 42.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.161 0.053 1.60 1.000 1.001.00 1.00 2.92 258.0 1,600.0 0.55 288.01.00 15.41.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:7.5T & 5T Support Main Member
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.4947 11.000 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 2.038 2.002
Max Upward from Load Combinations 2.038 2.002
Max Upward from Load Cases 1.132 1.095
D Only 1.132 1.095
+D+Lr 2.038 2.002
+D+0.750Lr 1.812 1.775
+0.60D 0.679 0.657
Lr Only 0.906 0.906
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:7.5T & 5T Support Reinforcing Member
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00360, Lr = 0.00480 ksf, Tributary Width = 8.0 ft, (DL + LL)
Uniform Load : D = 0.05080 k/ft, Extent = 0.0 -->> 3.080 ft, Tributary Width = 1.0 ft, (5T)
Uniform Load : D = 0.0530 k/ft, Extent = 19.50 -->> 22.0 ft, Tributary Width = 1.0 ft, (7.5T)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.686: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.920ft
38.06 psi=
=
1,125.00psi
3x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 3x14
Maximum Shear Stress Ratio 0.169 : 1
0.000 ft=
=
771.55psi
Maximum Deflection
0 <360
523
Ratio =0 <180
Max Downward Transient Deflection 0.247 in 1068Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.504 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.482 0.128 0.90 0.900 1.001.00 1.00 2.38 390.5 810.0 0.46 162.01.00 20.81.00
1.00+D+Lr 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.686 0.169 1.25 0.900 1.001.00 1.00 4.70 771.5 1,125.0 0.84 225.01.00 38.11.00
1.00+D+0.750Lr 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.601 0.150 1.25 0.900 1.001.00 1.00 4.12 676.3 1,125.0 0.74 225.01.00 33.71.00
1.00+0.60D 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.163 0.043 1.60 0.900 1.001.00 1.00 1.43 234.3 1,440.0 0.27 288.01.00 12.51.00
.
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:7.5T & 5T Support Reinforcing Member
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5043 11.000 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 0.971 0.954
Max Upward from Load Combinations 0.971 0.954
Max Upward from Load Cases 0.549 0.532
D Only 0.549 0.532
+D+Lr 0.971 0.954
+D+0.750Lr 0.866 0.848
+0.60D 0.329 0.319
Lr Only 0.422 0.422
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Anchorage - RTUs/EFs
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =1.00 ft Average Roof Height From Ground
z =1.00 ft Component Attachment Height
ap =2.50 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =6.00 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =2.00 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.012 Short Period Spectral Acceleration ASCE 7-16 §11.4
Ip =1.00 Component Importance Factor ASCE 7-16 §13.1.3
Analysis
F ph =Max(0.3, Min(0.51, 1.62))= 0.506 W p (LRFD)
F pv = .2S DS W p = 0.202 W p (LRFD)
Component Response Modification
Factor
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.64
0.67
0.71
0.74
0.78
0.81
0.84
0.88
0.91
0.94
0.98
1.01
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.10 0.30 0.50 0.70 0.90 1.10
z/
h
Seismic Force
Seismic Factor
Component/Connection
Factor
Connection to Concrete
Factor
F Max S I W Min
a S I W
R
z
h S I Wp DS p p
p DS P P
P
DS P P= +
03
04
1 2 16. ,
.
, .
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =38 ft Building average roof height
B1 =200 ft Building width
B2 =200 ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, C, or D
Rooftop Structure or Equipment Data
h =18.5 in L1 =7 in Af1 =0.9 sf
z = 39.542 ft L2 =7.875 in Af2 =1.0 sf
zg =46 ft Elevation above sea level Ar =0.4 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.6 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0411 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.00 Ground elevation factor ASCE 7-16 Table 26.9-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Fv = qz (G Cr) Ar Vertical force ASCE 7-16 Eq. 29.4-3
Wind Load (G Cr)
Fh1 =22 lb x 1.9 = 42 lb
Fh2 =19 lb x 1.9 = 37 lb
Fv =8 lb x 1.5 = 12 lb
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =18.5 in Nc =4.0 # of conn.
L1 =7.0 in Nsc =4.0 # of effective shear conn.
L2 =7.9 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =3.9 in COG or Include 5% ecc.
x2 =4.3 in COG or Include 5% ecc.
y =12.3 in COG or 2/3*h
Loads
W p =75 lb Weight of equipment
Fph =0.506 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.202 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =38 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =15 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =42 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =12 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =7 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =27 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =3 lb/conn = Fwv/Nc
Tw =31 lb/conn = Twv + Twh
Tpv =5 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =33 lb/conn = (Fph*y/L1)/Ntc
Tph2 =30 lb/conn = (Fph*y/L2)/Ntc
TE =38 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =15 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =17 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
Wood Lag Screw Design
Design Criteria
R α
Load: 19 lb @ 69.2 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:9-1/4 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.5 in Diameter of lag screw
L = 3 in Length of lag screw
pz =2.44 in Shear penetration
pw =1.69 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =320 x 0.6094 Ref. NDS-2018 Table 12J - 11K
Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1
Z CD CM Ct Cg C∆Ceg Cdi Ctn
Z' =195 1.6 1 1 1 1 1 1 1 =312 lb
Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1
W CD CM Ct Ceg Ctn
W' =378 1.6 1 1 1 1 = 605 lb/in
W' x pw = 1022 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 794 lb OK Ref. NDS-2018 Eq.12.4-1
Use 1/2'' diameter 3'' long lag screw
Douglas Fir-Larch
0.5
3
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =1.00 ft Average Roof Height From Ground
z =1.00 ft Component Attachment Height
ap =2.50 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =6.00 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =2.00 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.012 Short Period Spectral Acceleration ASCE 7-16 §11.4
Ip =1.00 Component Importance Factor ASCE 7-16 §13.1.3
Analysis
F ph =Max(0.3, Min(0.51, 1.62))= 0.506 W p (LRFD)
F pv = .2S DS W p = 0.202 W p (LRFD)
Component Response Modification
Factor
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.64
0.67
0.71
0.74
0.78
0.81
0.84
0.88
0.91
0.94
0.98
1.01
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.10 0.30 0.50 0.70 0.90 1.10
z/
h
Seismic Force
Seismic Factor
Component/Connection
Factor
Connection to Concrete
Factor
F Max S I W Min
a S I W
R
z
h S I Wp DS p p
p DS P P
P
DS P P= +
03
04
1 2 16. ,
.
, .
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =38 ft Building average roof height
B1 =200 ft Building width
B2 =200 ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, C, or D
Rooftop Structure or Equipment Data
h =51.7 in L1 =48.2 in Af1 =17.3 sf
z = 42.31 ft L2 =32.6 in Af2 =11.7 sf
zg =46 ft Elevation above sea level Ar =10.9 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.9 psf ASCE 7-16 Eq. 26.10-1
Kz =1.056 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.00 Ground elevation factor ASCE 7-16 Table 26.9-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Fv = qz (G Cr) Ar Vertical force ASCE 7-16 Eq. 29.4-3
Wind Load (G Cr)
Fh1 =257 lb x 1.9 = 488 lb
Fh2 =380 lb x 1.9 = 722 lb
Fv =240 lb x 1.5 = 360 lb
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =51.7 in Nc =4.0 # of conn.
L1 =48.2 in Nsc =4.0 # of effective shear conn.
L2 =32.6 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =26.5 in COG or Include 5% ecc.
x2 =18.0 in COG or Include 5% ecc.
y =34.5 in COG or 2/3*h
Loads
W p =438 lb Weight of equipment
Fph =0.506 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.202 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =222 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =88 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =722 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =360 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =108 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =286 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =90 lb/conn = Fwv/Nc
Tw =376 lb/conn = Twv + Twh
Tpv =27 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =79 lb/conn = (Fph*y/L1)/Ntc
Tph2 =117 lb/conn = (Fph*y/L2)/Ntc
TE =144 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =89 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =172 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
Wood Lag Screw Design
Design Criteria
R α
Load: 203 lb @ 57.9 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:9-1/4 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.5 in Diameter of lag screw
L = 3 in Length of lag screw
pz =2.44 in Shear penetration
pw =1.69 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =320 x 0.6094 Ref. NDS-2018 Table 12J - 11K
Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1
Z CD CM Ct Cg C∆Ceg Cdi Ctn
Z' =195 1.6 1 1 1 1 1 1 1 =312 lb
Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1
W CD CM Ct Ceg Ctn
W' =378 1.6 1 1 1 1 = 605 lb/in
W' x pw = 1022 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 621 lb OK Ref. NDS-2018 Eq.12.4-1
Use 1/2'' diameter 3'' long lag screw
Douglas Fir-Larch
0.5
3
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =1.00 ft Average Roof Height From Ground
z =1.00 ft Component Attachment Height
ap =2.50 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =6.00 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =2.00 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.012 Short Period Spectral Acceleration ASCE 7-16 §11.4
Ip =1.00 Component Importance Factor ASCE 7-16 §13.1.3
Analysis
F ph =Max(0.3, Min(0.51, 1.62))= 0.506 W p (LRFD)
F pv = .2S DS W p = 0.202 W p (LRFD)
Component Response Modification
Factor
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.64
0.67
0.71
0.74
0.78
0.81
0.84
0.88
0.91
0.94
0.98
1.01
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.10 0.30 0.50 0.70 0.90 1.10
z/
h
Seismic Force
Seismic Factor
Component/Connection
Factor
Connection to Concrete
Factor
F Max S I W Min
a S I W
R
z
h S I Wp DS p p
p DS P P
P
DS P P= +
03
04
1 2 16. ,
.
, .
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =38 ft Building average roof height
B1 =200 ft Building width
B2 =200 ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, C, or D
Rooftop Structure or Equipment Data
h =33.4 in L1 =74.4 in Af1 =17.2 sf
z = 40.78 ft L2 =46.7 in Af2 =10.8 sf
zg =46 ft Elevation above sea level Ar =24.1 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.8 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0478 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.00 Ground elevation factor ASCE 7-16 Table 26.9-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Fv = qz (G Cr) Ar Vertical force ASCE 7-16 Eq. 29.4-3
Wind Load (G Cr)
Fh1 =235 lb x 1.9 = 447 lb
Fh2 =375 lb x 1.9 = 712 lb
Fv =525 lb x 1.5 = 787 lb
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =33.4 in Nc =4.0 # of conn.
L1 =74.4 in Nsc =4.0 # of effective shear conn.
L2 =46.7 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =40.9 in COG or Include 5% ecc.
x2 =25.7 in COG or Include 5% ecc.
y =22.2 in COG or 2/3*h
Loads
W p =575 lb Weight of equipment
Fph =0.506 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.202 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =291 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =116 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =712 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =787 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =107 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =127 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =197 lb/conn = Fwv/Nc
Tw =324 lb/conn = Twv + Twh
Tpv =35 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =43 lb/conn = (Fph*y/L1)/Ntc
Tph2 =69 lb/conn = (Fph*y/L2)/Ntc
TE =104 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =116 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =125 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
Wood Lag Screw Design
Design Criteria
R α
Load: 164 lb @ 49.4 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:9-1/4 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.5 in Diameter of lag screw
L = 3 in Length of lag screw
pz =2.44 in Shear penetration
pw =1.69 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =320 x 0.6094 Ref. NDS-2018 Table 12J - 11K
Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1
Z CD CM Ct Cg C∆Ceg Cdi Ctn
Z' =195 1.6 1 1 1 1 1 1 1 =312 lb
Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1
W CD CM Ct Ceg Ctn
W' =378 1.6 1 1 1 1 = 605 lb/in
W' x pw = 1022 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 520 lb OK Ref. NDS-2018 Eq.12.4-1
Use 1/2'' diameter 3'' long lag screw
Douglas Fir-Larch
0.5
3
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =1.00 ft Average Roof Height From Ground
z =1.00 ft Component Attachment Height
ap =2.50 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =6.00 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =2.00 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.012 Short Period Spectral Acceleration ASCE 7-16 §11.4
Ip =1.00 Component Importance Factor ASCE 7-16 §13.1.3
Analysis
F ph =Max(0.3, Min(0.51, 1.62))= 0.506 W p (LRFD)
F pv = .2S DS W p = 0.202 W p (LRFD)
Component Response Modification
Factor
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.64
0.67
0.71
0.74
0.78
0.81
0.84
0.88
0.91
0.94
0.98
1.01
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.10 0.30 0.50 0.70 0.90 1.10
z/
h
Seismic Force
Seismic Factor
Component/Connection
Factor
Connection to Concrete
Factor
F Max S I W Min
a S I W
R
z
h S I Wp DS p p
p DS P P
P
DS P P= +
03
04
1 2 16. ,
.
, .
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =38 ft Building average roof height
B1 =200 ft Building width
B2 =200 ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, C, or D
Rooftop Structure or Equipment Data
h =41.4 in L1 =74.4 in Af1 =21.4 sf
z = 41.45 ft L2 =46.7 in Af2 =13.4 sf
zg =46 ft Elevation above sea level Ar =24.1 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.8 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0514 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.00 Ground elevation factor ASCE 7-16 Table 26.9-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Fv = qz (G Cr) Ar Vertical force ASCE 7-16 Eq. 29.4-3
Wind Load (G Cr)
Fh1 =293 lb x 1.9 = 557 lb
Fh2 =467 lb x 1.9 = 887 lb
Fv =526 lb x 1.5 = 790 lb
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =41.4 in Nc =4.0 # of conn.
L1 =74.4 in Nsc =4.0 # of effective shear conn.
L2 =46.7 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =40.9 in COG or Include 5% ecc.
x2 =25.7 in COG or Include 5% ecc.
y =27.6 in COG or 2/3*h
Loads
W p =696 lb Weight of equipment
Fph =0.506 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.202 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =352 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =141 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =887 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =790 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =133 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =197 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =197 lb/conn = Fwv/Nc
Tw =394 lb/conn = Twv + Twh
Tpv =43 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =65 lb/conn = (Fph*y/L1)/Ntc
Tph2 =104 lb/conn = (Fph*y/L2)/Ntc
TE =147 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =141 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =152 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
Wood Lag Screw Design
Design Criteria
R α
Load: 202 lb @ 48.8 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:9-1/4 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.5 in Diameter of lag screw
L = 3 in Length of lag screw
pz =2.44 in Shear penetration
pw =1.69 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =320 x 0.6094 Ref. NDS-2018 Table 12J - 11K
Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1
Z CD CM Ct Cg C∆Ceg Cdi Ctn
Z' =195 1.6 1 1 1 1 1 1 1 =312 lb
Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1
W CD CM Ct Ceg Ctn
W' =378 1.6 1 1 1 1 = 605 lb/in
W' x pw = 1022 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 514 lb OK Ref. NDS-2018 Eq.12.4-1
Use 1/2'' diameter 3'' long lag screw
Douglas Fir-Larch
0.5
3
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =1.00 ft Average Roof Height From Ground
z =1.00 ft Component Attachment Height
ap =2.50 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =6.00 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =2.00 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.012 Short Period Spectral Acceleration ASCE 7-16 §11.4
Ip =1.00 Component Importance Factor ASCE 7-16 §13.1.3
Analysis
F ph =Max(0.3, Min(0.51, 1.62))= 0.506 W p (LRFD)
F pv = .2S DS W p = 0.202 W p (LRFD)
Component Response Modification
Factor
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.30
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.61
0.64
0.67
0.71
0.74
0.78
0.81
0.84
0.88
0.91
0.94
0.98
1.01
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.10 0.30 0.50 0.70 0.90 1.10
z/
h
Seismic Force
Seismic Factor
Component/Connection
Factor
Connection to Concrete
Factor
F Max S I W Min
a S I W
R
z
h S I Wp DS p p
p DS P P
P
DS P P= +
03
04
1 2 16. ,
.
, .
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =38 ft Building average roof height
B1 =200 ft Building width
B2 =200 ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, C, or D
Rooftop Structure or Equipment Data
h =49.3 in L1 =88.1 in Af1 =30.2 sf
z = 42.11 ft L2 =59.5 in Af2 =20.4 sf
zg =46 ft Elevation above sea level Ar =36.4 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.9 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0549 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.00 Ground elevation factor ASCE 7-16 Table 26.9-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Fv = qz (G Cr) Ar Vertical force ASCE 7-16 Eq. 29.4-3
Wind Load (G Cr)
Fh1 =446 lb x 1.9 = 848 lb
Fh2 =661 lb x 1.9 = 1255 lb
Fv =797 lb x 1.5 = 1196 lb
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =49.3 in Nc =4.0 # of conn.
L1 =88.1 in Nsc =4.0 # of effective shear conn.
L2 =59.5 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =48.4 in COG or Include 5% ecc.
x2 =32.7 in COG or Include 5% ecc.
y =32.9 in COG or 2/3*h
Loads
W p =905 lb Weight of equipment
Fph =0.506 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.202 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =458 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =183 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =1255 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =1196 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =188 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =260 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =299 lb/conn = Fwv/Nc
Tw =559 lb/conn = Twv + Twh
Tpv =55 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =85 lb/conn = (Fph*y/L1)/Ntc
Tph2 =126 lb/conn = (Fph*y/L2)/Ntc
TE =182 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =183 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =225 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0082
Wood Lag Screw Design
Design Criteria
R α
Load: 294 lb @ 50.1 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:9-1/4 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.5 in Diameter of lag screw
L = 3 in Length of lag screw
pz =2.44 in Shear penetration
pw =1.69 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =320 x 0.6094 Ref. NDS-2018 Table 12J - 11K
Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1
Z CD CM Ct Cg C∆Ceg Cdi Ctn
Z' =195 1.6 1 1 1 1 1 1 1 =312 lb
Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1
W CD CM Ct Ceg Ctn
W' =378 1.6 1 1 1 1 = 605 lb/in
W' x pw = 1022 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 528 lb OK Ref. NDS-2018 Eq.12.4-1
Use 1/2'' diameter 3'' long lag screw
Douglas Fir-Larch
0.5
3
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Anchorage - Units On Grade
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Units On Grade
3D Laser Link
W =800 lbs Max weight of equipment
L1 =45 in Length of equipment base
L2 =42 in Width of equipment base
H =84 in Max height of unit
Pyrolosis Furnace
W =800 lbs Max weight of equipment
L1 =84 in Length of equipment base
L2 =36 in Width of equipment base
H =84 in Max height of unit
Despatch Oven
W =800 lbs Max weight of equipment
L1 =72 in Length of equipment base
L2 =72 in Width of equipment base
H =84 in Max height of unit
Worst Case Anchorage
W =800 lbs Max weight of equipment
L1 =45 in Worst case length of equipment base
L2 =36 in Worst case width of equipment base
H =84 in Worst case height of unit
See Attached Anchorage Calculations
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Anchorage
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =1.00 ft Average Roof Height From Ground
z =1.00 ft Component Attachment Height
ap =1.00 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =1.50 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =2.00 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.012 Short Period Spectral Acceleration ASCE 7-16 §11.4.4
Ip =1.00 Component Importance Factor ASCE 7-16 §13.1.3
Analysis
F ph =Max(0.3, Min(0.81, 1.62))= 0.810 W p (LRFD)
F pv = .2S DS W p = 0.202 W p (LRFD)
Component Response Modification
Factor
0.30
0.30
0.32
0.35
0.38
0.40
0.43
0.46
0.49
0.51
0.54
0.57
0.59
0.62
0.65
0.67
0.70
0.73
0.76
0.78
0.81
0.61
0.61
0.65
0.70
0.76
0.81
0.86
0.92
0.97
1.03
1.08
1.13
1.19
1.24
1.30
1.35
1.40
1.46
1.51
1.57
1.62
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.10 0.30 0.50 0.70 0.90 1.10 1.30 1.50 1.70
z/
h
Seismic Force
Seismic Factor
Component/Connection
Factor
Connection to Concrete
Factor
F Max S I W Min
a S I W
R
z
h S I Wp DS p p
p DS P P
P
DS P P= +
03
04
1 2 16. ,
.
, .
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
7/22/2024
C. Landis
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load Per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =0 ft Building average roof height
B1 =N/A ft Building width
B2 =N/A ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, or C
Equipment Data
h =84 in L1 =45 in Af1 =26.3 sf
z = 7 ft L2 =36 in Af2 =21.0 sf
zg =46 ft Elevation above sea level
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =5.0 psf ASCE 7-16 Eq. 29.3-1
Kz =0.8489 Velocity pressure exposure coefficient ASCE 7-16 Table 29.3-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.0 Wind directionality factor ASCE 7-16 Table 26.6-2
G =0.85 Gust effect factor ASCE 7-16 §26.9
Cf =1.32 Force coefficient ASCE 7-16 Fig. 29.5-1
Fh = qz (G Cf) Af Lateral force ASCE 7-16 Eq. 29.5-1
qz Af G Cf
Fh1 =105 lb x 1.1239 = 118 lb
Fh2 =131 lb x 1.1239 = 148 lb
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
7/22/2024
C. Landis
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Equipment Anchorage Per 2019 CBC (LRFD)
Unit Geometry
Unit Dimensions Unit Connections
h =84.0 in Nc =6.0 # of conn.
L1 =45.0 in Nsc =6.0 # of effective shear conn.
L2 =36.0 in Ntc =3.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =24.8 in COG or Include 5% ecc.
x2 =19.8 in COG or Include 5% ecc.
y =56.3 in COG or 2/3*h
Loads
W p =800 lb Weight of equipment
Fph =0.810 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.202 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =648 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =162 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =148 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.5-1
Shear
Vc =216 lb/conn = MAX(Ω0Fph/Nsc, Fwh/Nsc)
Tension
TW =57.4 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntw
Tpv =48.9 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =270.1 lb/conn = (Fph*y/L1)/Nte
Tph2 =337.7 lb/conn = (Fph*y/L2)/Nte
TE =724.2 lb/conn = Tpv + Ω0*MAX(Tph1 , Tph2)
CD =162.0 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =578 lb/conn = MAX(0, TE - 0.9*CD, Tw - 0.9*CD)
Notes:
1. Anchors in concrete must be designed in accordance with chapter 17 of ACI 318. Ref. ASCE 7-16 §13.4.2.1
PROJECT
PROJECT NO.
ITEM
Edwards Advanced Catheter Lab TI
Load Sheet ENGINEER
DATE
SHEET NO.
7/22/2024
C. Landis
S24-0082
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
Specifier:
E-Mail:
Date:
1
7/22/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (1 1/2) hnom1
Item number: 2210254 KB-TZ2 1/2x3 3/4
Specification text: Hilti KB-TZ2 stud anchor with 2 in embedment,
1/2 (1 1/2) hnom1, Carbon steel, installation
per ESR-4266
Effective embedment depth: hef,act = 1.500 in., hnom = 2.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Stand-off installation:
Profile:
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 5.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
Specifier:
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Date:
2
7/22/2024
Geometry [in.] & Loading [lb, in.lb]
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
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Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
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Date:
3
7/22/2024
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 578; Vx = 0; Vy = 216;
Mx = 0; My = 0; Mz = 0;
yes 54
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 578 216 0 216
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*578 8,433 7 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**578 1,075 54 OK
* highest loaded anchor **anchor group (anchors in tension)
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
Specifier:
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Date:
4
7/22/2024
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.10 114,004
Calculations
Nsa [lb]
11,244
Results
Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb]
11,244 0.750 1.000 8,433 578
3.2 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
1.500 ∞1.000 8.000 24 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
20.25 20.25 1.000 1.000 2,205
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
2,205 0.650 0.750 1.000 1,075 578
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
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Date:
5
7/22/2024
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*216 3,599 7 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**216 1,543 14 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.10 114,004 1.000
Calculations
Vsa,eq [lb]
5,537
Results
Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb]
5,537 0.650 1.000 3,599 216
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
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6
7/22/2024
4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
1 1.500 ∞1.000
cac [in.]kc l a f'
c [psi]
8.000 24 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
20.25 20.25 1.000 1.000 2,205
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
2,205 0.700 1.000 1.000 1,543 216
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.538 0.140 5/3 40 OK
bNV = bz
N + bz
V <= 1
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
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Date:
7
7/22/2024
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section
17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)."
• Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
Page:
Specifier:
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Date:
8
7/22/2024
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (1 1/2)
hnom1
Profile: - Item number: 2210254 KB-TZ2 1/2x3 3/4
Hole diameter in the fixture: - Maximum installation torque: 602 in.lb
Plate thickness (input): - Hole diameter in the base material: 0.500 in.
Hole depth in the base material: 2.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 3.500 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti KB-TZ2 stud anchor with 2 in embedment, 1/2 (1 1/2) hnom1, Carbon steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
Coordinates Anchor in.
Anchor x y c-x c+x c-y c+y
1 0.000 0.000 ----
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
9
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Jul 22, 2024
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Date:
9
7/22/2024
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
3009 S Daimler St
11/18/2024
Project For:
TDA Architects
17880 Sky Park Circle, Suite 230
Irvine
CA 92614
Supplemental Calculations
Edwards Advanced Catheter Lab TI
Structural Calculations
For
Santa Ana, CA
3009 Daimler St
92795
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Cover
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
09/25/2024
3009 S Daimler St
11/18/2024
Project Description
This project entails additions of all of the following structural items
1. Units on Grade (See Previously Submitted Calculation Package)
New units will be installed on grade and structural calculations will be provided for the design of seismic anchorage.
2. New RTUs (See Previously Submitted Calculation Package)
New RTUs will be installed on the roof. Structural calculations will be provided to verify the adequacy of the (E) roof framing
and for seismic anchorage.
3. Replacement RTUs (See Previously Submitted Calculation Package)
Multiple (E) RTUs are being replaced with equal or lighterweight units on (E) equipmnent pads. Structural calculations will be
provided to verify the adequacy of the (E) roof framing and for seismic anchorage.
4. New Wind Screen
Structural calculations will be provided for the design of a new roof wind screen and the (E) framing will be analyzed and
reinforced where required.
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Description
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Use ASCE Hazard Tool
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Hazards
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Hazards
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Seismic Parameter Determination
Risk Cat:II
Site Class:D-Default
Ss =1.265 MCE R short period spectral response acceleration
S1 =0.454 MCE R spectral response acceleration (T=1.0s)
SMS =1.519 Site-modified spectral acceleration value
SM1 =0.843 Site-modified spectral acceleration value (ASCE 7-16 §11.4-4)
SD1 =0.562 Numeric seismic design value at 1.0s SA (ASCE 7-16 §11.4-5)
SDC = D Seismic design category (ASCE 7-16 §11.6-1 & §11.6-2)
Fv =1.857 Site amplification factor at 1.0s (ASCE 7-16 §11.4-2)
Section 11.4.8 Requirements & Exemptions Exception 1 Criteria:Exception Not Allowed
Site Class E ?No
Ss ≥ 1.0 ?Yes
Fa must be taken as equal to that of Site Class C No
Exception 2 Criteria:Exception Allowed
Site Class D ?Yes
S1 ≥ 0.2 ?Yes
Ground Motion Hazard Requirments
1. S1 ≥ 0.6 ?No
2. Class E - Ss ≥ 1.0 ?No Exception 3 Criteria:Exception Not Allowed
3. Class D & E - S1 ≥ 0.2 ?Yes Site Class E ?No
S1 ≥ 0.2 ?Yes
T ≤ Ts ?No
Equivalent Static Force Procedure Used For Design ?No
Yes
Site Response Analysis Per
Section 21.1 Required?
Ground Motion Hazard Analysis
Per Section 21.2 Required?
No
No
Cs determined by Eq. 12.8-2 for values of T ≤ 1.5Ts and taken as
1.5 times the value computed with Eq 12.8-3 or Eq 12.8-4
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Hazards
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Exception 2 Period Calculations
SDS =1.012 g Design spectral response acceleration parameter
Ts =0.555 s Short-period transition period
TL =8 s Long-period transition period T ≤ 1.5Ts ?Yes
Ct =0.02 Approximate period parameter (ASCE7-16 Table 12.8-2)TL ≥ T > 1.5Ts ?No
x = 0.75 Approximate period parameter (ASCE7-16 Table 12.8-2) T > TL ?No
hn =38 ft Structure height
Ta =0.306 s Approximate structure period (ASCE7-16 Eq. 12.8-7)
Cs =Value per Eq. 12.8-2
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Dead Load
Plywood Sheathing 3
Insulation 2
Mechanical 4
Ceiling 2
Sprinklers 1
Miscellaneous 3
Total 15 psf
Live Load
Roof Live Load 20
Total 20 psf
LOADS
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Load Sheet
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Roof Screen Framing Check
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Design Wind Load per ASCE 7-16
Building Data Subscripts 1 and 2 refer to direction of wind load
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
hr =20 ft Building average roof height
B1 =215 ft Building width
B2 =200 ft Building width
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, C, or D
Rooftop Wind Screen Data
hscreen =6 ft L1 =44.8 ft Af1 =268.5 sf
z = 26.0 ft L2 =43.8 ft Af2 =262.5 sf
zg =46 ft Elevation above sea level
Design Wind Load
qh = 0.00256 Kh Kzt Kd Ke V2 =18.7 psf ASCE 7-16 Eq. 26.10-1
Kh =0.90 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8
Kd =0.9 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.00 Ground elevation factor ASCE 7-16 Table 26.9-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Wind Load (G Cr)
Fh1 =4915 lb x 1.9 = 9338 lb
Fh2 =5027 lb x 1.9 = 9551 lb
pw = 35.6 psf Design wind pressure ASCE 7-16 Eq. 29.4-2
PROJECT
PROJECT NO.
ITEM Load Sheet ENGINEER
DATE
SHEET NO.
S24-0082
Edwards Advanced Catheter Lab TI
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Roof Screen Framing Check
Demand
DL =15 psf Roof dead load
LL =20 psf Roof live load
H =8.5 ft Total height of wind screen above roof
Habv =6 ft Height of windscreen above parapet
sbrace =8 ft Spacing of lateral braces
DLscreen =8 psf Dead load of roof screen
pwind =35.6 psf Wind demand (See calculations)
Framing Check: East-West Screen Support (For Members w/ (E) Reinfocement)
L =19.5 ft Span of member
tw =8 ft Trib width of member
PDL =384 lbs Dead load demand from roof screen framing
x =14 ft Location on span where demand acts
Pwind,lat =1708.8 lbs Lateral wind force on section of screen trib to member
Mwind =9398.4 lb-ft Moment demand on member from lateral wind loading
x =12 ft Location on span where demand acts
b(E) =3.5 in Width of existing beam
d(E) =15.25 in Depth of existing beam
IE) =1034.4 in 4 Moment of inertia of (E) member
E(E) =1700 ksi Modulus of elasticity of (E) member
IE(E) =2E+06 Product of moment of inertia and modulus of elasticty
b(R) =2.5 in Width of (E) reinforcing member
d(R) =13.25 in Depth of (E) reinforcing member
IR) =484.63 in 4 Moment of inertia of (E) reinforcing member
E(R) =1700 ksi Modulus of elasticity of (E) reinforcing member
IE(R) =823864 Product of moment of inertia and modulus of elasticty
IEtotal =3E+06 in 4 Sum of products (1 (E) member and 2 (E) reinforcing members)
I(E)/Itotal =0.5163 Ratio of (E) member moment of interia/modulus of elastic product to sum
I(R)/Itotal =0.2419 Ratio of (E) reinforcing member moment of interia/modulus of elastic product to sum
PDL,m =198 lbs Dead load demand from roof screen framing acting on (E) member
PDL,r =93 lbs Dead load demand from roof screen framing acting on (E) reinforcing member
x =14 ft Location on span where demand acts
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Anchorage
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
CHECK 1:
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Anchorage
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Mwind,m =4852 lb-ft Moment demand on (E) member from lateral wind loading
Mwind,r =2273.2 lb-ft Moment demand on (E) reinforcing member from lateral wind loading
x =12 ft Location on span where demand acts
DLm =7.7 psf Roof dead load on (E) member
DLr =3.6 psf Roof dead load on (E) reinforcing member
LLm =10.3 psf Roof live load on (E) member
LLr =4.8 psf Roof live load on (E) reinforcing member
See Attached Enercalc Reports
Framing Check: East-West Screen Support (For Members w/o (E) Reinfocement)
b(E) =3.5 in Width of existing beam
d(E) =15.25 in Depth of existing beam
IE) =1034.4 in 4 Moment of inertia of (E) member
E(E) =1700 ksi Modulus of elasticity of (E) member
IE(E) =2E+06 Product of moment of inertia and modulus of elasticty
b(R) =1.75 in Width of (N) reinforcing member
d(R) =11.87 in Depth of (N) reinforcing member
IR) =243.9 in 4 Moment of inertia of (N) reinforcing member
E(R) =1900 ksi Modulus of elasticity of (N) reinforcing member
IE(R) =463407 Product of moment of inertia and modulus of elasticty
IEtotal =3E+06 in 4 Sum of products (1 (E) member and 2 (E) reinforcing members)
I(E)/Itotal =0.6549 Ratio of (E) member moment of interia/modulus of elastic product to sum
I(R)/Itotal =0.1726 Ratio of (E) reinforcing member moment of interia/modulus of elastic product to sum
PDL,m =251 lbs Dead load demand from roof screen framing acting on (E) member
PDL,r =66 lbs Dead load demand from roof screen framing acting on (E) reinforcing member
x =14 ft Location on span where demand acts
Mwind,m =6154.6 lb-ft Moment demand on (E) member from lateral wind loading
Mwind,r =1621.9 lb-ft Moment demand on (E) reinforcing member from lateral wind loading
x =12 ft Location on span where demand acts
DLm =9.8 psf Roof dead load on (E) member
DLr =2.6 psf Roof dead load on (E) reinforcing member
LLm =13.1 psf Roof live load on (E) member
LLr =3.5 psf Roof live load on (E) reinforcing member
See Attached Enercalc Reports
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
CHECK 2:
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Anchorage
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Framing Check: North-South Screen Support (For Members w (E) Reinfocement)
ybrace =4 ft Height at which brace frames into vertical member
Rwind =1139.2 lbs Lateral reaction on brace
xp =4.75 ft Distance from parapet to (E) beam
H =8.5 ft Total height of windscreen
ϴbrace =60.8 deg Brace angle
Pwind =2038.6 lbs Vertical wind demand from brace force acting on framing
x1 =8 ft Span location where demand acts
x2 =16 ft Span location where demand acts
L =22 ft Member span
tw =6.4 ft Trib width of member
I(E)/Itotal =0.5163 Ratio of (E) member moment of interia/modulus of elastic product to sum (See previous)
I(R)/Itotal =0.2419 Ratio of (E) reinforcing member moment of interia/modulus of elastic product to sum (See previous)
Pwind,m =1052.4 lbs Vertical wind demand from brace force acting on (E) main member
Pwind,r =493.1 lbs Vertical wind demand from brace force acting on (E) reinforcing member
x1 =8 ft Span location where demand acts
x2 =16 ft Span location where demand acts
See Attached Enercalc Reports
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
CHECK 3:
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (EW Roof Screen Support)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00980, Lr = 0.01310 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.2510 k @ 14.0 ft, (Roof Screen)
Moment : W = 6.154 k-ft, Location = 12.0 ft from left end of this span, (Moment Demand From Wind Screen)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.705: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.106ft
51.81 psi=
=
1,250.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.230 : 1
18.290 ft=
=
881.08psi
Maximum Deflection
3800 >=360
597
Ratio =0 <180
Max Downward Transient Deflection 0.195 in 1199Ratio = >=360
Max Upward Transient Deflection -0.062 in Ratio =
Max Downward Total Deflection 0.391 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : W Only
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 19.50 ft 1 0.491 0.165 0.90 1.000 1.001.00 1.00 4.99 441.8 900.0 0.95 162.01.00 26.71.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.705 0.230 1.25 1.000 1.001.00 1.00 9.96 881.1 1,250.0 1.84 225.01.00 51.81.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.617 0.202 1.25 1.000 1.001.00 1.00 8.72 771.1 1,250.0 1.62 225.01.00 45.51.00
1.00+D+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.349 0.111 1.60 1.000 1.001.00 1.00 6.31 558.1 1,600.0 1.14 288.01.00 32.01.00
1.00+D-0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
FOR CHECK 1 AND CHECK 2
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (EW Roof Screen Support)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 19.50 ft 1 0.396 0.100 1.60 1.000 1.001.00 1.00 7.17 634.0 1,600.0 1.03 288.01.00 28.91.00
1.00+D+0.750Lr+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.525 0.172 1.60 1.000 1.001.00 1.00 9.49 839.3 1,600.0 1.76 288.01.00 49.51.00
1.00+D+0.750Lr-0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.565 0.161 1.60 1.000 1.001.00 1.00 10.22 904.1 1,600.0 1.65 288.01.00 46.41.00
1.00+D+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.329 0.106 1.60 1.000 1.001.00 1.00 5.96 526.8 1,600.0 1.09 288.01.00 30.61.00
1.00+D-0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.365 0.096 1.60 1.000 1.001.00 1.00 6.60 584.0 1,600.0 0.98 288.01.00 27.61.00
1.00+0.60D+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.241 0.074 1.60 1.000 1.001.00 1.00 4.35 384.9 1,600.0 0.76 288.01.00 21.31.00
1.00+0.60D-0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.288 0.068 1.60 1.000 1.001.00 1.00 5.21 460.5 1,600.0 0.69 288.01.00 19.51.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.166 0.056 1.60 1.000 1.001.00 1.00 3.00 265.1 1,600.0 0.57 288.01.00 16.01.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3914 9.892 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 1.970 2.079
Max Upward from Load Combinations 1.970 2.079
Max Upward from Load Cases 1.022 1.057
Max Downward from all Load Conditio -0.316
Max Downward from Load Cases (Resis -0.316
D Only 0.948 1.057
+D+Lr 1.970 2.079
+D+0.750Lr 1.714 1.824
+D+0.60W 0.759 1.247
+D+0.750Lr+0.450W 1.572 1.966
+D+0.450W 0.806 1.199
+0.60D+0.60W 0.379 0.824
+0.60D 0.569 0.634
Lr Only 1.022 1.022
W Only -0.316 0.316
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforcing Member Check (EW Roof Screen Support) - (E) Reinf
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00360, Lr = 0.00480 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.00930 k @ 14.0 ft, (Wind Screen)
Moment : W = 2.273 k-ft, Location = 12.0 ft from left end of this span, (Wind Screen Moment Demand)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.519: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.750ft
29.55 psi=
=
1,125.00psi
3x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 3x14
Maximum Shear Stress Ratio 0.131 : 1
18.432 ft=
=
584.15psi
Maximum Deflection
4820 >=360
785
Ratio =0 <180
Max Downward Transient Deflection 0.153 in 1534Ratio = >=360
Max Upward Transient Deflection -0.049 in Ratio =
Max Downward Total Deflection 0.298 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : W Only
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 19.50 ft 1 0.352 0.089 0.90 0.900 1.001.00 1.00 1.74 284.8 810.0 0.32 162.01.00 14.41.00
1.00+D+Lr 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.519 0.131 1.25 0.900 1.001.00 1.00 3.56 584.1 1,125.0 0.65 225.01.00 29.51.00
1.00+D+0.750Lr 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.453 0.115 1.25 0.900 1.001.00 1.00 3.10 509.3 1,125.0 0.57 225.01.00 25.81.00
1.00+D+0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.247 0.061 1.60 0.900 1.001.00 1.00 2.17 356.1 1,440.0 0.39 288.01.00 17.61.00
1.00+D-0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
FOR CHECK 1
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforcing Member Check (EW Roof Screen Support) - (E) Reinf
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 19.50 ft 1 0.284 0.061 1.60 0.900 1.001.00 1.00 2.49 408.6 1,440.0 0.38 288.01.00 17.41.00
1.00+D+0.750Lr+0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.380 0.098 1.60 0.900 1.001.00 1.00 3.33 547.0 1,440.0 0.62 288.01.00 28.11.00
1.00+D+0.750Lr-0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.415 0.097 1.60 0.900 1.001.00 1.00 3.64 597.0 1,440.0 0.62 288.01.00 28.01.00
1.00+D+0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.232 0.058 1.60 0.900 1.001.00 1.00 2.04 334.7 1,440.0 0.37 288.01.00 16.81.00
1.00+D-0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.261 0.058 1.60 0.900 1.001.00 1.00 2.29 375.5 1,440.0 0.37 288.01.00 16.61.00
1.00+0.60D+0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.172 0.041 1.60 0.900 1.001.00 1.00 1.51 248.0 1,440.0 0.26 288.01.00 11.81.00
1.00+0.60D-0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.208 0.041 1.60 0.900 1.001.00 1.00 1.83 300.0 1,440.0 0.26 288.01.00 11.71.00
1.00+0.60D 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.119 0.030 1.60 0.900 1.001.00 1.00 1.04 170.9 1,440.0 0.19 288.01.00 8.71.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2977 9.821 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 0.728 0.732
Max Upward from Load Combinations 0.728 0.732
Max Upward from Load Cases 0.374 0.374
Max Downward from all Load Conditio -0.117
Max Downward from Load Cases (Resis -0.117
D Only 0.353 0.357
+D+Lr 0.728 0.732
+D+0.750Lr 0.634 0.638
+D+0.60W 0.283 0.427
+D+0.750Lr+0.450W 0.582 0.691
+D+0.450W 0.301 0.410
+0.60D+0.60W 0.142 0.284
+0.60D 0.212 0.214
Lr Only 0.374 0.374
W Only -0.117 0.117
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforcing Member Check (EW Roof Screen Support) - New Reinf
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00260, Lr = 0.00350 ksf, Tributary Width = 8.0 ft, (DL + LL)
Point Load : D = 0.0660 k @ 14.0 ft, (Wind Screen)
Moment : W = 1.621 k-ft, Location = 12.0 ft from left end of this span, (Wind Screen Moment Demand)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.250: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.106ft
38.37 psi=
=
3,254.63psi
1.75x11.87Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 1.75x11.87
Maximum Shear Stress Ratio 0.108 : 1
18.575 ft=
=
814.70psi
Maximum Deflection
3806 >=360
562
Ratio =0 <180
Max Downward Transient Deflection 0.197 in 1185Ratio = >=360
Max Upward Transient Deflection -0.061 in Ratio =
Max Downward Total Deflection 0.416 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : W Only
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 19.50 ft 1 0.182 0.080 0.90 1.001 1.001.00 1.00 1.46 427.4 2,343.3 0.28 256.51.00 20.51.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.250 0.108 1.25 1.001 1.001.00 1.00 2.79 814.7 3,254.6 0.53 356.31.00 38.41.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.221 0.095 1.25 1.001 1.001.00 1.00 2.46 717.8 3,254.6 0.47 356.31.00 33.91.00
1.00+D+0.60W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.126 0.053 1.60 1.001 1.001.00 1.00 1.80 526.3 4,165.9 0.33 456.01.00 24.11.00
1.00+D-0.60W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
FOR CHECK 2
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforcing Member Check (EW Roof Screen Support) - New Reinf
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 19.50 ft 1 0.142 0.048 1.60 1.001 1.001.00 1.00 2.03 592.4 4,165.9 0.31 456.01.00 22.11.00
1.00+D+0.750Lr+0.450W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.186 0.080 1.60 1.001 1.001.00 1.00 2.65 774.4 4,165.9 0.51 456.01.00 36.61.00
1.00+D+0.750Lr-0.450W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.200 0.076 1.60 1.001 1.001.00 1.00 2.85 832.7 4,165.9 0.48 456.01.00 34.51.00
1.00+D+0.450W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.120 0.051 1.60 1.001 1.001.00 1.00 1.71 499.1 4,165.9 0.32 456.01.00 23.21.00
1.00+D-0.450W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.132 0.046 1.60 1.001 1.001.00 1.00 1.88 548.9 4,165.9 0.29 456.01.00 21.21.00
1.00+0.60D+0.60W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.086 0.035 1.60 1.001 1.001.00 1.00 1.23 359.3 4,165.9 0.22 456.01.00 15.91.00
1.00+0.60D-0.60W 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.102 0.032 1.60 1.001 1.001.00 1.00 1.46 425.0 4,165.9 0.20 456.01.00 14.71.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.50 ft 1 0.062 0.027 1.60 1.001 1.001.00 1.00 0.88 256.4 4,165.9 0.17 456.01.00 12.31.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.4158 9.892 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 0.554 0.582
Max Upward from Load Combinations 0.554 0.582
Max Upward from Load Cases 0.281 0.309
Max Downward from all Load Conditio -0.083
Max Downward from Load Cases (Resis -0.083
D Only 0.281 0.309
+D+Lr 0.554 0.582
+D+0.750Lr 0.485 0.514
+D+0.60W 0.231 0.359
+D+0.750Lr+0.450W 0.448 0.551
+D+0.450W 0.243 0.347
+0.60D+0.60W 0.118 0.235
+0.60D 0.168 0.186
Lr Only 0.273 0.273
W Only -0.083 0.083
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (NS Roof Screen Support)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00770, Lr = 0.01030 ksf, Tributary Width = 6.40 ft, (DL + LL)
Point Load : W = 1.052 k @ 8.0 ft, (Roof Screen)
Point Load : W = 1.052 k @ 16.0 ft, (Roof Screen)
Uniform Load : D = 0.06250 k/ft, Extent = 0.0 -->> 2.0 ft, Tributary Width = 1.0 ft, (Unit Demand)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.556: 1
Load Combination +D+0.750Lr+0.450W
Span # where maximum occurs Span # 1
Location of maximum on span 10.518ft
36.14 psi=
=
1,600.00psi
4x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x16
Maximum Shear Stress Ratio 0.161 : 1
0.000 ft=
=
889.81psi
Maximum Deflection
0 <360
521
Ratio =0 <180
Max Downward Transient Deflection 0.377 in 699Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.506 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : W Only
n/a
Span: 1 : +D+0.750Lr+0.450W
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.368 0.111 0.90 1.000 1.001.00 1.00 3.74 331.2 900.0 0.64 162.01.00 18.01.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.547 0.161 1.25 1.000 1.001.00 1.00 7.73 683.9 1,250.0 1.29 225.01.00 36.11.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.477 0.140 1.25 1.000 1.001.00 1.00 6.74 595.8 1,250.0 1.12 225.01.00 31.61.00
1.00+D+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.453 0.126 1.60 1.000 1.001.00 1.00 8.19 724.9 1,600.0 1.29 288.01.00 36.31.00
FOR CHECK 3
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (NS Roof Screen Support)
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D-0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.065 0.038 1.60 1.000 1.001.00 1.00 1.17 103.6 1,600.0 0.39 288.01.00 11.11.00
1.00+D+0.750Lr+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.556 0.156 1.60 1.000 1.001.00 1.00 10.06 889.8 1,600.0 1.60 288.01.00 45.01.00
1.00+D+0.750Lr-0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.189 0.068 1.60 1.000 1.001.00 1.00 3.43 303.2 1,600.0 0.69 288.01.00 19.51.00
1.00+D+0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.391 0.109 1.60 1.000 1.001.00 1.00 7.08 626.0 1,600.0 1.12 288.01.00 31.41.00
1.00+D-0.450W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.032 0.026 1.60 1.000 1.001.00 1.00 0.57 50.6 1,600.0 0.27 288.01.00 7.51.00
1.00+0.60D+0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.371 0.102 1.60 1.000 1.001.00 1.00 6.72 594.0 1,600.0 1.05 288.01.00 29.51.00
1.00+0.60D-0.60W 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.138 0.049 1.60 1.000 1.001.00 1.00 2.49 220.6 1,600.0 0.50 288.01.00 14.11.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.124 0.037 1.60 1.000 1.001.00 1.00 2.25 198.7 1,600.0 0.38 288.01.00 10.81.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.5060 11.080 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 1.763 1.735
Max Upward from Load Combinations 1.763 1.735
Max Upward from Load Cases 0.956 1.148
D Only 0.789 0.675
+D+Lr 1.514 1.400
+D+0.750Lr 1.332 1.219
+D+0.60W 1.362 1.364
+D+0.750Lr+0.450W 1.763 1.735
+D+0.450W 1.219 1.191
+0.60D+0.60W 1.047 1.094
+0.60D 0.473 0.405
Lr Only 0.725 0.725
W Only 0.956 1.148
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (NS Roof Screen Support) -Reinforcing Member
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00360, Lr = 0.00480 ksf, Tributary Width = 6.40 ft, (DL + LL)
Point Load : W = 0.4931 k @ 8.0 ft, (Roof Screen)
Point Load : W = 0.4931 k @ 16.0 ft, (Roof Screen)
Uniform Load : D = 0.06250 k/ft, Extent = 0.0 -->> 2.0 ft, Tributary Width = 1.0 ft, (Unit Demand)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.552: 1
Load Combination +D+0.750Lr+0.450W
Span # where maximum occurs Span # 1
Location of maximum on span 10.518ft
29.92 psi=
=
1,440.00psi
3x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 3x14
Maximum Shear Stress Ratio 0.133 : 1
0.000 ft=
=
794.67psi
Maximum Deflection
0 <360
507
Ratio =0 <180
Max Downward Transient Deflection 0.377 in 699Ratio = >=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.520 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : W Only
n/a
Span: 1 : +D+0.750Lr+0.450W
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.383 0.099 0.90 0.900 1.001.00 1.00 1.89 310.3 810.0 0.35 162.01.00 16.11.00
1.00+D+Lr 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.547 0.133 1.25 0.900 1.001.00 1.00 3.75 615.1 1,125.0 0.66 225.01.00 29.91.00
1.00+D+0.750Lr 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.479 0.118 1.25 0.900 1.001.00 1.00 3.28 538.9 1,125.0 0.58 225.01.00 26.51.00
1.00+D+0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.453 0.099 1.60 0.900 1.001.00 1.00 3.98 652.8 1,440.0 0.63 288.01.00 28.51.00
FOR CHECK 3
3009 S Daimler St
11/18/2024
Wood Beam
LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x16 Reinforced Check (NS Roof Screen Support) -Reinforcing Member
Project File: 3009 Daimler Cath Lab.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D-0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.051 0.029 1.60 0.900 1.001.00 1.00 0.45 73.7 1,440.0 0.18 288.01.00 8.31.00
1.00+D+0.750Lr+0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.552 0.124 1.60 0.900 1.001.00 1.00 4.84 794.7 1,440.0 0.79 288.01.00 35.61.00
1.00+D+0.750Lr-0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.197 0.060 1.60 0.900 1.001.00 1.00 1.73 284.3 1,440.0 0.38 288.01.00 17.31.00
1.00+D+0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.394 0.088 1.60 0.900 1.001.00 1.00 3.46 566.8 1,440.0 0.56 288.01.00 25.21.00
1.00+D-0.450W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.044 0.024 1.60 0.900 1.001.00 1.00 0.38 62.9 1,440.0 0.15 288.01.00 6.91.00
1.00+0.60D+0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.368 0.080 1.60 0.900 1.001.00 1.00 3.23 530.0 1,440.0 0.51 288.01.00 22.91.00
1.00+0.60D-0.60W 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.124 0.036 1.60 0.900 1.001.00 1.00 1.09 178.2 1,440.0 0.23 288.01.00 10.31.00
1.00+0.60D 0.900 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.129 0.033 1.60 0.900 1.001.00 1.00 1.13 186.2 1,440.0 0.21 288.01.00 9.61.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.5205 11.000 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 0.907 0.834
Max Upward from Load Combinations 0.907 0.834
Max Upward from Load Cases 0.452 0.538
D Only 0.452 0.338
+D+Lr 0.790 0.676
+D+0.750Lr 0.705 0.592
+D+0.60W 0.721 0.661
+D+0.750Lr+0.450W 0.907 0.834
+D+0.450W 0.653 0.580
+0.60D+0.60W 0.540 0.526
+0.60D 0.271 0.203
Lr Only 0.338 0.338
W Only 0.448 0.538
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Roof Screen Design
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
Roof Screen Design
Demand
DLscreen =8 psf Dead load of roof screen
pwind =35.6 psf Wind demand (See calculations)
Roof Screen At Parapet
Wind Screen Design
tw =8 ft Tributary width for lateral wind demand
wwind =284.8 plf Wind demand on vertical member
See Attached Risa 3D Model
Anchorage
Tu =664 lbs Worst case tensile demand in anchorage (See node reactions)
Vu,x =1091 lbs Worst case shear demand in anchorage (See node reactions)
Vu,z =1366 lbs Worst case shear demand in anchorage (See node reactions)
See Attached Anchorage Calculations
Typical Roof Screen
Wind Screen Design
tw =8 ft Tributary width for lateral wind demand
wwind =284.8 plf Wind demand on vertical member
See Attached Risa 3D Model
Anchorage
Tu =1698 lbs Worst case tensile demand in anchorage (See node reactions)
Vu,z =926 lbs Worst case shear demand in anchorage (See node reactions)
Mu =617 lb-ft Worst case moment demand in anchorage (See node reactions)
danchors =8 in Distance between anchors resisting moment demand
Tu,moment =925.5 lbs Additional tensile demand in anchors from moment demand T/C couple
Tmax =1574.1 lbs Worst case design tensile demand (ASD)
Vmax,z =555.6 lbs Worst case design shear demand (ASD)
See Lag Screw Design
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Anchorage
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
Anchorage
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Baseplate Design
Demand
L =11 in Total length of baseplate
W =3.5 in Total width of baseplate
dedge =1.5 in Distance from edge of plate to bolt CL
Lb =4 in Length of plate in bending
Pu =1574.1 lbs Ultimate uplift demand at anchor location
Mu =6296.4 lb-in Flexural demand baseplate critical section
Capacity
Fy =36 ksi Yield strength of plate
t =0.625 in Thickness of plate
Zx =0.3418 in 3 Section modulus of baseplate
ɸMn =12305 lb-in Flexural capacity of section
O.K.
Roof Screen At Parapet Alternate Anchorage
Tu =1710 lbs Worst case tensile demand in anchorage (See node reactions)
Vu,x =491 lbs Worst case shear demand in anchorage (See node reactions)
Vu,z =1300 lbs Worst case shear demand in anchorage (See node reactions)
See Attached Anchorage Calculations
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
PROJECT
PROJECT NO.
ITEM
Marina Landscape - HVAC Replacement
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S23-0086
Wood Lag Screw Design
Vc =556 lb/conn Tc =1574 lb/conn
Design Criteria
R α
Load: 1669 lb @ 70.6 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:15-1/4 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.75 in Diameter of lag screw
L = 7 in Length of lag screw
pz =6.25 in Shear penetration
pw =3.50 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =600 x 1 Ref. NDS-2018 Table 12J - 11K
Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1
Z CD CM Ct Cg C∆Ceg Cdi Ctn
Z' =600 1.6 1 1 1 1 1 1 1 =960 lb
Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1
W CD CM Ct Ceg Ctn
W' =513 1.6 1 1 1 1 = 821 lb/in
W' x pw = 2872 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 2353 lb OK Ref. NDS-2018 Eq.12.4-1
Use 3/4'' diameter 7'' long lag screw
Douglas Fir-Larch
0.75
7
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.3
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Wind Screeen At Parapet Anchorage
Page:
Specifier:
E-Mail:
Date:
1
9/24/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4)
Item number: 2210255 KB-TZ2 1/2x4 1/2
Specification text: Hilti KB-TZ2 stud anchor with 3.75 in
embedment, 1/2 (3 1/4), Carbon steel,
installation per ESR-4266
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Stand-off installation:
Profile:
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
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9/24/2024
Geometry [in.] & Loading [lb, in.lb]
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 664; Vx = 1,091; Vy = 1,366;
Mx = 0; My = 0; Mz = 0;
no 89
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 664 1,748 1,091 1,366
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*664 8,433 8 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**664 2,788 24 OK
* highest loaded anchor **anchor group (anchors in tension)
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.10 114,004
Calculations
Nsa [lb]
11,244
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
11,244 0.750 8,433 664
3.2 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
3.250 4.000 1.000 10.000 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
86.53 95.06 0.946 1.000 4,980
Results
Ncb [lb]f concrete f Ncb [lb]Nua [lb]
4,289 0.650 2,788 664
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*1,748 4,471 40 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**1,748 6,005 30 OK
Concrete edge failure in direction y+**1,748 2,015 87 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.10 114,004
Calculations
Vsa [lb]
6,878
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
6,878 0.650 4,471 1,748
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4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
2 3.250 4.000 1.000
cac [in.]kc l a f'
c [psi]
10.000 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
86.53 95.06 0.946 1.000 4,980
Results
Vcp [lb]f concrete f Vcp [lb]Vua [lb]
8,578 0.700 6,005 1,748
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4.3 Concrete edge failure in direction y+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.]
4.000 -1.000 6.000 3.250
l a da [in.]f'
c [psi]y parallel,V
1.000 0.500 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
72.00 72.00 1.000 1.000 2,879
Results
Vcb [lb]f concrete f Vcb [lb]Vua [lb]
2,879 0.700 2,015 1,748
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.238 0.868 5/3 89 OK
bNV = bz
N + bz
V <= 1
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4)
Profile: - Item number: 2210255 KB-TZ2 1/2x4 1/2
Hole diameter in the fixture: - Maximum installation torque: 602 in.lb
Plate thickness (input): - Hole diameter in the base material: 0.500 in.
Hole depth in the base material: 4.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
Coordinates Anchor in.
Anchor x y c-x c+x c-y c+y
1 0.000 0.000 ---4.000
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8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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9/25/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4)
Item number: 2210256 KB-TZ2 1/2x5 1/2
Specification text: Hilti KB-TZ2 stud anchor with 3.75 in
embedment, 1/2 (3 1/4), Carbon steel,
installation per ESR-4266
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 10.000 in. x 4.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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9/25/2024
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 1,710; Vx = 491; Vy = 1,300;
Mx = 0; My = 0; Mz = 0;
no 44
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 570 463 164 433
2 570 463 164 433
3 570 463 164 433
Max. concrete compressive strain: - [‰]
Max. concrete compressive stress: - [psi]
Resulting tension force in (x/y)=(0.000/0.000): 1,710 [lb]
Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*570 8,433 7 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**1,710 4,790 36 OK
* highest loaded anchor **anchor group (anchors in tension)
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.10 114,004
Calculations
Nsa [lb]
11,244
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
11,244 0.750 8,433 570
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3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
3.250 0.000 0.000 4.000 1.000
cac [in.]kc l a f'
c [psi]
10.000 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
148.66 95.06 1.000 1.000 0.946 1.000 4,980
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
7,369 0.650 4,790 1,710
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*463 4,471 11 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**1,390 10,316 14 OK
Concrete edge failure in direction y+**1,390 3,191 44 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.10 114,004
Calculations
Vsa [lb]
6,878
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
6,878 0.650 4,471 463
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9/25/2024
4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
2 3.250 0.000 0.000 4.000
y c,N cac [in.]kc l a f'
c [psi]
1.000 10.000 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
148.66 95.06 1.000 1.000 0.946 1.000 4,980
Results
Vcpg [lb]f concrete f Vcpg [lb]Vua [lb]
14,737 0.700 10,316 1,390
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9/25/2024
4.3 Concrete edge failure in direction y+
Vcbg = (AVc
AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b)
f Vcbg ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ec,V = (1
1 + e'
v
1.5ca1
)£ 1.0 ACI 318-19 Eq. (17.7.2.3.1)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.]
4.000 -0.000 1.000 6.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
3.250 1.000 0.500 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
114.00 72.00 1.000 1.000 1.000 2,879
Results
Vcbg [lb]f concrete f Vcbg [lb]Vua [lb]
4,558 0.700 3,191 1,390
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.357 0.436 5/3 43 OK
bNV = bz
N + bz
V <= 1
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.3
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Wind Screeen At Parapet Anchorage Alternate
Page:
Specifier:
E-Mail:
Date:
8
9/25/2024
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.3
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
9
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Wind Screeen At Parapet Anchorage Alternate
Page:
Specifier:
E-Mail:
Date:
9
9/25/2024
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -3.500 0.000 ---4.000
2 -0.000 0.000 ---4.000
3 3.500 0.000 ---4.000
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4)
Profile: no profile Item number: 2210256 KB-TZ2 1/2x5 1/2
Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 602 in.lb
Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.500 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
3009 S Daimler St
11/18/2024
www.hilti.com
Hilti PROFIS Engineering 3.1.3
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
10
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Wind Screeen At Parapet Anchorage Alternate
Page:
Specifier:
E-Mail:
Date:
10
9/25/2024
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
3009 S Daimler St
11/18/2024
PROJECT
CLIENT
LOCATION
ITEM
Edwards Advanced Catheter Lab TI
TDA Architects
Santa Ana, CA
-
S24-0082
SHEET #
ENGINEER
DATE
JOB #
7/22/2024
C. Landis
Risa 3D Model
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3009 S Daimler St
11/18/2024
<Licensed Company>
CLandis
3D Model
SK-1
Sep 25, 2024 at 11:47 AM
Wind Screen Brace Check.r3d
WIND SCREEN
AT PARAPET
TYPICAL
WIND SCREEN
WIND SCREEN
AT PARAPET
ALTERNATE
3009 S Daimler St
11/18/2024
<Licensed Company>
CLandis
Member/Node Labels
SK-2
Sep 25, 2024 at 11:48 AM
Wind Screen Brace Check.r3d
3009 S Daimler St
11/18/2024
<Licensed Company>
CLandis
Wind Load
SK-3
Sep 25, 2024 at 11:48 AM
Wind Screen Brace Check.r3d
3009 S Daimler St
11/18/2024
<Licensed Company>
CLandis
Envelope Code Check
SK-4
Sep 25, 2024 at 11:49 AM
Wind Screen Brace Check.r3d
3009 S Daimler St
11/18/2024
Company
Designer
Job Number
Model Name
:
:
:
:
<Licensed Company>
CLandis
Checked By : __________
9/25/2024
11:49:40 AM
RISA-3D Version 22 [ Wind Screen Brace Check.r3d ] Page 1
Node Coordinates
Label X [ft] Y [ft] Z [ft] Detach From Diaphragm
1 N1 0 0 0
2 N2 0 0.25 0
3 N3 0 0.67 0
4 N4 0 7 0
5 N5 0 5 0
6 N6 0 0 4.75
7 N7 0 4 0
8 N8 0 1 0
9 N9 8 -0.833 0
10 N10 8 7 0
11 N11 8 5 0
12 N12 8 -0.833 4.75
13 N13 8 4 0
14 N14 8 1 0
15 N15 8 -1.5 0
16 N16 8 -1.5 4.75
17 N17 -8 0.25 0
18 N18 -8 0.67 0
19 N19 -8 7 0
20 N20 -8 5 0
21 N21 -8 0 4.75
22 N22 -8 4 0
23 N23 -8 1 0
24 N24 -8 0 0
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3
7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3
8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3
10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴]
1 Brace Angle L4X4X4 HBrace Single Angle A36 Gr.36 Typical 1.93 3 3 0.044
2 Post Angle L4X4X4 Column Single Angle A36 Gr.36 Typical 1.93 3 3 0.044
3 Horiz Angle L4X4X4 Beam Single Angle A36 Gr.36 Typical 1.93 3 3 0.044
4 HSS Post HSS3.000X0.250 Column HSS Pipe A500 Gr.C RND Typical 2.03 1.95 1.95 3.9
Nodal Loads and Enforced Displacements
No Data to Print...
3009 S Daimler St
11/18/2024
Company
Designer
Job Number
Model Name
:
:
:
:
<Licensed Company>
CLandis
Checked By : __________
9/25/2024
11:49:40 AM
RISA-3D Version 22 [ Wind Screen Brace Check.r3d ] Page 2
Member Point Loads
No Data to Print...
Member Distributed Loads (BLC 2 : W)
Member LabelDirectionStart Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M2 Z 0.285 0.285 1 7
2 M7 Z 0.285 0.285 0 6
3 M10 Z 0.285 0.285 0 6
Member Area Loads
No Data to Print...
Basic Load Cases
BLC Description Category Y Gravity Distributed
1 DL DL -1
2 W WL 3
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 Deflection 1 Yes Y DL 1
2 Deflection 2 Yes Y LL 1
3 Deflection 3 Yes Y DL 1 LL 1
4 ASCE Strength 1 Yes Y DL 1.4
5 ASCE Strength 2 (a)Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5
6 ASCE Strength 2 (b)Yes Y DL 1.2 LL 1.6 LLS 1.6
7 ASCE Strength 3 (a)Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1
8 ASCE Strength 3 (b) (a)Yes Y DL 1.2 RLL 1.6 WL 0.5
9 ASCE Strength 3 (b) (b)Yes Y DL 1.2 RLL 1.6 WL -0.5
10 ASCE Strength 3 (d) (a)Yes Y DL 1.2 WL 0.5
11 ASCE Strength 3 (d) (b)Yes Y DL 1.2 WL -0.5
12 ASCE Strength 4 (a) (a)Yes Y DL 1.2 WL 1 LL 0.5 LLS 1 RLL 0.5
13 ASCE Strength 4 (a) (b)Yes Y DL 1.2 WL -1 LL 0.5 LLS 1 RLL 0.5
14 ASCE Strength 4 (b) (a)Yes Y DL 1.2 WL 1 LL 0.5 LLS 1
15 ASCE Strength 4 (b) (b)Yes Y DL 1.2 WL -1 LL 0.5 LLS 1
16 ASCE Strength 5 (a)Yes Y DL 0.9 WL 1
17 ASCE Strength 5 (b)Yes Y DL 0.9 WL -1
Envelope Node Reactions
Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft]LC MZ [k-ft] LC
1 N4 max 0.03 16 0 17 0 17 0 17 0 17 0 17
2 min -0.029 13 0 1 0 1 0 1 0 1 0 1
3 N7 max 0.072 17 0 17 0 17 0 17 0 17 0 17
4 min -0.073 12 0 1 0 1 0 1 0 1 0 1
5 N8 max 0.708 14 0 17 0 17 0 17 0 17 0 17
6 min -0.709 17 0 1 0 1 0 1 0 1 0 1
7 N3 max 1.091 17 1.366 15 0.664 15 0 17 0 17 0 17
8 min -1.089 12 -1.232 16 -0.661 16 0 1 0 1 0 1
9 N6 max 0 17 1.336 14 0 17 0 17 0 17 0 17
10 min 0 2 -1.256 17 0 1 0 1 0 1 0 1
11 N16 max 0 4 1.793 14 0.926 15 0.617 15 0 14 0 15
12 min 0 13 -1.698 17 -0.924 12 -0.617 12 0 13 0 8
13 N15 max 0.242 14 1.855 15 0.783 17 0.523 15 0 15 0.167 15
3009 S Daimler St
11/18/2024
Company
Designer
Job Number
Model Name
:
:
:
:
<Licensed Company>
CLandis
Checked By : __________
9/25/2024
11:49:40 AM
RISA-3D Version 22 [ Wind Screen Brace Check.r3d ] Page 3
Envelope Node Reactions (Continued)
Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
14 min -0.25 13 -1.652 16 -0.785 16 -0.523 12 0 12 -0.161 12
15 N10 max 0.001 14 0 17 0 17 0 17 0 17 0 17
16 min -0.004 13 0 1 0 1 0 1 0 1 0 1
17 N13 max 0.145 14 0 17 0 17 0 17 0 17 0 17
18 min -0.145 13 0 1 0 1 0 1 0 1 0 1
19 N14 max 0.399 15 0 17 0 17 0 17 0 17 0 17
20 min -0.389 12 0 1 0 1 0 1 0 1 0 1
21 N2 max 0.424 16 0.029 4 1.045 17 0 17 0 17 0 17
22 min -0.425 13 0 2 -1.048 12 0 1 0 1 0 1
23 N19 max 0.043 15 0 17 0 17 0 17 0 17 0 17
24 min -0.044 16 0 1 0 1 0 1 0 1 0 1
25 N22 max 0.034 14 0 17 0 17 0 17 0 17 0 17
26 min -0.033 17 0 1 0 1 0 1 0 1 0 1
27 N23 max 0.497 16 0 17 0 17 0 17 0 17 0 17
28 min -0.501 13 0 1 0 1 0 1 0 1 0 1
29 N18 max 0.491 15 1.3 15 1.71 15 0 17 0 17 0 17
30 min -0.486 16 -1.123 16 -1.71 12 0 1 0 1 0 1
31 N21 max 0 2 1.244 14 0 17 0 17 0 17 0 17
32 min 0 17 -1.165 17 0 1 0 1 0 1 0 1
33 Totals:max 0 14 0.542 4 5.128 17
34 min 0 13 0 2 -5.128 16
Envelope AISC 15TH (360-16): ASD Member Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCPnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft] Cb Eqn
1 M1 L4X4X4 0.058 1.979 15 0.003 4.75 y 15 29.245 41.605 2.088 4.07 1.117 H2-1
2 M2 L4X4X4 0.329 4.958 15 0.095 0.219 z 17 22.699 41.605 2.088 3.985 1.5 H2-1
3 M3 L4X4X4 0.093 3.376 14 0.002 6.897 y 4 23.106 41.605 2.088 3.732 1.15 H2-1
4 M4 HSS3.000X0.250 0.166 0 14 0.055 0.667 14 55.666 55.916 4.109 4.109 1 H1-1b
5 M5 HSS3.000X0.250 0.15 0 15 0.049 0.667 15 55.666 55.916 4.109 4.109 1 H1-1b
6 M6 L4X4X4 0.127 3.84 14 0.002 7.522 y 4 20.667 41.605 2.088 3.624 1.136 H2-1
7 M7 L4X4X4 0.418 4.814 15 0.065 2.04 z 15 19.483 41.605 2.088 3.727 1.299 H2-1
8 M8 L4X4X4 0.028 2.375 15 0.002 4.75 y 15 29.245 41.605 2.088 4.086 1.136 H2-1
9 M9 L4X4X4 0.087 3.376 14 0.002 6.897 y 4 23.106 41.605 2.088 3.73 1.148 H2-1
10 M10 L4X4X4 0.428 6.271 15 0.088 6.708 z 17 22.699 41.605 2.088 3.985 1.5 H2-1
11 M11 L4X4X4 0.055 1.979 15 0.004 4.75 y 14 29.245 41.605 2.088 4.07 1.117 H2-1
3009 S Daimler St
11/18/2024