HomeMy WebLinkAbout3080 S Harbor Blvd - PlanProject For:
KPRS Inc
2850 Saturn, Suite 120
Brea
CA, 92821
McGuff TI
Structural Calculations
For
Santa Ana, CA
3080 S. Harbor Blvd
92704
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Cover
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
03/17/2025
Project Description
This project entails additions of all of the following structural items
1. New And Replacement RTUs
Structural calculations will be provided to verify the adequacy of the (E) roof framing for multiple new RTUs. Calculations will
also be provided for the design of seismic anchorage for the new and replacement units.
2. Interior Partitions And Metal Stud Framing Calculations
Calculations will be provided for the design of multiple new partial/full height metal stud walls and new metal stud ceiling
areas.
4. Generator Enclosure Design
Structural calculations will be provided for the design of new generator enclosure for a future generator.
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Description
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
3. Transformer Support
Structural calculations will be provided for the design of new wall mounted transformers and for the anchorage of
transformers on grade.
4. Generator Enclosure Design
Structural calculations will be provided for the design of new generator enclosure for a future generator.
Use ASCE Hazard Tool
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Hazards
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Hazards
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Seismic Parameter Determination
Risk Cat:II
Site Class:D-Default
Ss =1.315 MCE R short period spectral response acceleration
S1 =0.472 MCE R spectral response acceleration (T=1.0s)
SMS =1.578 Site-modified spectral acceleration value
SM1 =0.865 Site-modified spectral acceleration value (ASCE 7-16 §11.4-4)
SD1 =0.577 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 =1.833 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 Not 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
No
Site Response Analysis Per
Section 21.1 Required?
Ground Motion Hazard Analysis
Per Section 21.2 Required?
No
Yes
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
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Hazards
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Exception 2 Period Calculations
SDS =1.052 g Design spectral response acceleration parameter
Ts =0.548 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 =33 ft Structure height
Ta =0.275 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
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
McGuff TI
KPRS Inc
Santa Ana, CA
Load Sheet
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Dead Load
Metal Studs @ 16"OC 1.1
5/8" Sheathing (Both Sides) 5
7/8" Plaster (Both Sides) 14.9
Total 21.0 psf
ENCLOSURE LOADS
RTU Framing Calculations
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
-
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Prescriptive Compliance Method For Single RTU - 5% Increase For Gravity Demands (CBC 502.4)
Note: The following calculations apply to members supporting HP-1, HP-3, HP-5
Member Parameters
L =40 ft Span of member
tw =8 ft Tributary width of member
DL =15 psf Dead load demand
LL =20 psf Live load demand
wASD =280 plf Distributed ASD demand
New Unit Demand
W p =750 lbs Weight of unit
L1 =72 in Length of unit (Dimension parallel to span)
L2 =48 in Width of unit (Dimension perpendicular to span)
Aunit =24 ft 2 Plan area of unit
qunit =11.3 psf Design area demand from unit
tw,unit =4 ft Tributary width of unit to member
wunit =45.0 plf Design distributed demand from unit
x1 =28 ft Span location where unit demand starts
x2 =34 ft Span location where unit demand ends
Moment Diagram
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
HP-1,HP-3,HP-5
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
0
10000
20000
30000
40000
50000
60000
70000
0.
0
1.
6
3.
1
4.
7
6.
3
7.
8
9.
4
11
.
0
12
.
5
14
.
1
15
.
7
17
.
3
18
.
8
20
.
4
22
.
0
23
.
5
25
.
1
26
.
7
28
.
2
29
.
8
31
.
4
32
.
9
34
.
5
36
.
1
37
.
6
39
.
2
Mm
a
x
(
l
b
-
f
t
)
Span Location (ft)
Maximum Moment Demand (N) vs (E)
(E) Moment
5% Increase
(N) Demand
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
HP-1,HP-3,HP-5
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Shear Diagram
Demand Comparison
Mmax,E =56.0 k-ft Maximum moment demand from existing loading
Vmax,E =5.6 kips Maximum shear demand from existing loading
Mmax,N =57.2 k-ft Maximum moment demand from new loading
Vmax,N =5.8 kips Maximum shear demand from new loading
%Mincrease =2.2%Percent increase in moment
%Vincrease =3.7%Percent increase in shear
Less than 5% increase, O.K.
-8000
-6000
-4000
-2000
0
2000
4000
6000
8000
0.
0
1.
6
3.
1
4.
7
6.
3
7.
8
9.
4
11
.
0
12
.
5
14
.
1
15
.
7
17
.
3
18
.
8
20
.
4
22
.
0
23
.
5
25
.
1
26
.
7
28
.
2
29
.
8
31
.
4
32
.
9
34
.
5
36
.
1
37
.
6
39
.
2
Vm
a
x
(
l
b
s
)
Span Location (ft)
Maximum Shear Demand (N) vs (E)
(E) Shear
5% Increase
(N) Demand
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Roof Framing Calculations
HP-6, HP-7, HP-8, HP-9, HP-10 Support Design
Lspan,6 =40 ft Span of new member supporting HP-6
Lspan,7 =36 ft Span of new member supporting HP-7
Lspan,8 =40 ft Span of new member supporting HP-8
Lspan,9 =36 ft Span of new member supporting HP-9
Lspan,10 =40 ft Span of new member supporting HP-10
Ldes =40 ft Design length for new member
tw,E =8 ft Spacing of (E) roof members
Lunit =5 ft Width of unit
tw =3.25 ft Tributary width of new reinforcing members
DL =15 psf Dead load
LL =20 psf Live load
W p =1300 lbs Weight of unit
L1 =84 in Length of unit (Dimension parallel to span)
L2 =60 in Width of unit (Dimension perpendicular to span)
Aunit =35 ft 2 Plan area of unit
qunit =17.1 psf Design area demand from unit
tw,unit =2.5 ft Tributary width of unit to member
wunit =42.9 plf Design distributed demand from unit
x1 =2.75 ft Span location where unit demand starts
x2 =9.75 ft Span location where unit demand ends
See Attached Enercalc Report
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Roof Framing
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Wood Beam
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:RTU Support
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, SDPWS 2015
Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 2.0 E
2,600.0
2,600.0
2,510.0
750.0
2,000.0
1,016.54
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 :ASCE 7-22 / IBC 2024 (L<=100psf)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.04290 k/ft, Extent = 2.750 -->> 9.750 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 3.250 ft, (DL + RLL)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.565: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 19.708ft
64.36 psi=
=
3,075.64psi
2-1.75x18Section 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 2-1.75x18
Maximum Shear Stress Ratio 0.181 : 1
0.000 ft=
=
1,737.93psi
Maximum Deflection
433
<240
204
Ratio =0 <180
Max Downward Transient Deflection 1.107 in
0
Ratio = >=240
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 2.342 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 = 40.0 ft 1 0.412 0.139 0.90 0.946 1.001.00 1.00 14.38 913.1 2,214.5 1.50 256.51.00 35.71.00
1.00+D+Lr 0.946 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 40.0 ft 1 0.565 0.181 1.25 0.946 1.001.00 1.00 27.37 1,737.9 3,075.6 2.70 356.31.00 64.41.00
1.00+D+0.750Lr 0.946 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 40.0 ft 1 0.498 0.161 1.25 0.946 1.001.00 1.00 24.12 1,531.7 3,075.6 2.40 356.31.00 57.21.00
1.00+0.60D 0.946 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Wood Beam
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:RTU Support
Project File: KPRS McGuff TI.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 = 40.0 ft 1 0.139 0.047 1.60 0.946 1.001.00 1.00 8.63 547.8 3,936.8 0.90 456.01.00 21.41.00
.
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 2.3422 20.000 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 2.896 2.690
Max Upward from Load Combinations 2.896 2.690
Max Upward from Load Cases 1.596 1.390
D Only 1.596 1.390
+D+Lr 2.896 2.690
+D+0.750Lr 2.571 2.365
+0.60D 0.958 0.834
Lr Only 1.300 1.300
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
-
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
RTU Anchorage Calculations
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
RTU Anchorage Calculations
Type 1 RTU Type 2 RTU
W p =750 lbs Weight of unit W p =1300 lbs Weight of unit
L1 =72 in Length of unit L1 =84 in Length of unit
L2 =48 in Width of unit L2 =60 in Width of unit
H =48 in Height of unit H =54 in Height of unit
Units:HP-1, HP-3, HP-5 Units:HP-6, HP-7, HP-8, HP-9, HP-10
Type 3 RTU Type 4 RTU
W p =125 lbs Weight of unit W p =75 lbs Weight of unit
L1 =36.6 in Length of unit L1 =24.4 in Length of unit
L2 =13.8 in Width of unit L2 =19.0 in Width of unit
H =28 in Height of unit H =24 in Height of unit
Units:CU-1, CU-2 Units:EF-1
Anchorage Demands
V1 =146 lbs Ultimate shear demand in single anchor for type 1 units
T1 =170 lbs Ultimate tensile demand in single anchor for type 1 units
V2 =192 lbs Ultimate shear demand in single anchor for type 2 units
T2 =183 lbs Ultimate tensile demand in single anchor for type 2 units
V3 =43 lbs Ultimate shear demand in single anchor for type 3 units
T3 =88 lbs Ultimate tensile demand in single anchor for type 3 units
V4 =43 lbs Ultimate shear demand in single anchor for type 4 units
T4 =88 lbs Ultimate tensile demand in single anchor for type 4 units
Type 2 Anchorage Controls Lag Screw Design
See Anchorage Calculations
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
RTU Anchorage
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
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 =1.052 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(0.32, Min(0.53, 1.68))= 0.526 W p (LRFD)
F pv = .2S DS W p = 0.210 W p (LRFD)
Component Response Modification
Factor
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.33
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.53
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.67
0.70
0.74
0.77
0.81
0.84
0.88
0.91
0.95
0.98
1.02
1.05
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
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 1 ANCHORAGE"
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 =33 ft Building average roof height
B1 =175 ft Building width
B2 =130 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 =48 in L1 =72 in Af1 =24.0 sf
z = 37 ft L2 =48 in Af2 =16.0 sf
zg =41 ft Elevation above sea level Ar =24.0 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.3 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0266 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 =341 lb x 1.9 = 648 lb
Fh2 =512 lb x 1.9 = 972 lb
Fv =512 lb x 1.5 = 767 lb
PROJECT
PROJECT NO.
ITEM
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 1 ANCHORAGE"
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =48.0 in Nc =4.0 # of conn.
L1 =72.0 in Nsc =4.0 # of effective shear conn.
L2 =48.0 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =39.6 in COG or Include 5% ecc.
x2 =26.4 in COG or Include 5% ecc.
y =32.0 in COG or 2/3*h
Loads
W p =750 lb Weight of equipment
Fph =0.526 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.210 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =395 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =158 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =972 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =767 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =146 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =243 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =192 lb/conn = Fwv/Nc
Tw =435 lb/conn = Twv + Twh
Tpv =48 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =88 lb/conn = (Fph*y/L1)/Ntc
Tph2 =132 lb/conn = (Fph*y/L2)/Ntc
TE =179 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =152 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =170 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
McGuff TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 1 ANCHORAGE"
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 =3.00 ASCE 7-16 Table 13.5-1 or 13.6-1
Ω0 =1.50 Overstrength Factor ASCE 7-16 Table 13.5-1 or 13.6-1
SDS =1.052 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(0.32, Min(1.05, 1.68))= 1.052 W p (LRFD)
F pv = .2S DS W p = 0.210 W p (LRFD)
Component Response Modification
Factor
0.35
0.39
0.42
0.46
0.49
0.53
0.56
0.60
0.63
0.67
0.70
0.74
0.77
0.81
0.84
0.88
0.91
0.95
0.98
1.02
1.05
0.53
0.58
0.63
0.68
0.74
0.79
0.84
0.89
0.95
1.00
1.05
1.10
1.16
1.21
1.26
1.32
1.37
1.42
1.47
1.53
1.58
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
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 3 ANCHORAGE"
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 =33 ft Building average roof height
B1 =175 ft Building width
B2 =130 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 =28 in L1 =36.6 in Af1 =7.1 sf
z = 35.333 ft L2 =13.8 in Af2 =2.7 sf
zg =41 ft Elevation above sea level Ar =3.5 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.1 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0167 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 =57 lb x 1.9 = 108 lb
Fh2 =150 lb x 1.9 = 285 lb
Fv =74 lb x 1.5 = 111 lb
PROJECT
PROJECT NO.
ITEM
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 3 ANCHORAGE"
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =28.0 in Nc =4.0 # of conn.
L1 =36.6 in Nsc =4.0 # of effective shear conn.
L2 =13.8 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =20.1 in COG or Include 5% ecc.
x2 =7.6 in COG or Include 5% ecc.
y =18.7 in COG or 2/3*h
Loads
W p =125 lb Weight of equipment
Fph =1.052 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.210 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =132 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =26 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =285 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =111 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =43 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =145 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =28 lb/conn = Fwv/Nc
Tw =173 lb/conn = Twv + Twh
Tpv =8 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =34 lb/conn = (Fph*y/L1)/Ntc
Tph2 =89 lb/conn = (Fph*y/L2)/Ntc
TE =97 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =25 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =88 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
McGuff TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 3 ANCHORAGE"
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 =1.052 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(0.32, Min(0.53, 1.68))= 0.526 W p (LRFD)
F pv = .2S DS W p = 0.210 W p (LRFD)
Component Response Modification
Factor
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.33
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.53
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.67
0.70
0.74
0.77
0.81
0.84
0.88
0.91
0.95
0.98
1.02
1.05
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
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 4 ANCHORAGE"
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 =33 ft Building average roof height
B1 =175 ft Building width
B2 =130 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 =24 in L1 =24.4 in Af1 =4.1 sf
z = 35 ft L2 =19 in Af2 =3.2 sf
zg =41 ft Elevation above sea level Ar =3.2 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.1 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0147 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 =67 lb x 1.9 = 127 lb
Fh2 =86 lb x 1.9 = 163 lb
Fv =68 lb x 1.5 = 102 lb
PROJECT
PROJECT NO.
ITEM
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 4 ANCHORAGE"
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =24.0 in Nc =4.0 # of conn.
L1 =24.4 in Nsc =4.0 # of effective shear conn.
L2 =19.0 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =13.4 in COG or Include 5% ecc.
x2 =10.5 in COG or Include 5% ecc.
y =16.0 in COG or 2/3*h
Loads
W p =75 lb Weight of equipment
Fph =0.526 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.210 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =39 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =16 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =163 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =102 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =24 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =51 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =25 lb/conn = Fwv/Nc
Tw =77 lb/conn = Twv + Twh
Tpv =5 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =13 lb/conn = (Fph*y/L1)/Ntc
Tph2 =17 lb/conn = (Fph*y/L2)/Ntc
TE =21 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =15 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =37 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
McGuff TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 4 ANCHORAGE"
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 =1.052 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(0.32, Min(0.53, 1.68))= 0.526 W p (LRFD)
F pv = .2S DS W p = 0.210 W p (LRFD)
Component Response Modification
Factor
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.33
0.35
0.37
0.39
0.40
0.42
0.44
0.46
0.47
0.49
0.51
0.53
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.67
0.70
0.74
0.77
0.81
0.84
0.88
0.91
0.95
0.98
1.02
1.05
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
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 2 ANCHORAGE" - CONTROLS DESIGN
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 =33 ft Building average roof height
B1 =175 ft Building width
B2 =130 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 =54 in L1 =84 in Af1 =31.5 sf
z = 37.5 ft L2 =60 in Af2 =22.5 sf
zg =41 ft Elevation above sea level Ar =35.0 sf
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =21.4 psf ASCE 7-16 Eq. 26.10-1
Kz =1.0295 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 =481 lb x 1.9 = 914 lb
Fh2 =673 lb x 1.9 = 1279 lb
Fv =748 lb x 1.5 = 1122 lb
PROJECT
PROJECT NO.
ITEM
McGuff TI
Load Sheet ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 2 ANCHORAGE" - CONTROLS DESIGN
Equipment Anchorage Per ASCE 7-16 (ASD)
Unit Geometry
Unit Dimensions Unit Connections
h =54.0 in Nc =4.0 # of conn.
L1 =84.0 in Nsc =4.0 # of effective shear conn.
L2 =60.0 in Ntc =2.0 # of effective tension conn.
Dimensions to Center of Gravity
x1 =46.2 in COG or Include 5% ecc.
x2 =33.0 in COG or Include 5% ecc.
y =36.0 in COG or 2/3*h
Loads
W p =1300 lb Weight of equipment
Fph =0.526 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.210 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =684 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =273 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =1279 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =1122 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear Demand (ASD)
Vc =192 lb/conn = MAX(0.7*Fph/Nsc, 0.6*Fwh/Nsc)
Tension Demand (ASD)
Twh =288 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =281 lb/conn = Fwv/Nc
Tw =568 lb/conn = Twv + Twh
Tpv =83 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =147 lb/conn = (Fph*y/L1)/Ntc
Tph2 =205 lb/conn = (Fph*y/L2)/Ntc
TE =288 lb/conn = Tpv + MAX(Tph1, Tph2)
CD =263 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =183 lb/conn = MAX(0, 0.7*TE - 0.6*CD, 0.6*Tw - 0.6*CD)
PROJECT
PROJECT NO.
ITEM
McGuff TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 2 ANCHORAGE" - CONTROLS DESIGN
PROJECT
PROJECT NO.
ITEM
McGuff TI
RTU Unit Anchorage ENGINEER
DATE
SHEET NO.
CL
S24-0254
Wood Lag Screw Design
Design Criteria
R α
Load: 265 lb @ 43.7 °Vector Load from V b and T b
Main Member Species:Douglas Fir-Larch
Main Member Thickness:7-1/2 in
Side Member Thickness:1/4 in
G = 0.50 Specific gravity
D = 0.5 in Diameter of lag screw
L = 4 in Length of lag screw
pz =3.44 in Shear penetration
pw =2.19 in Withdrawal penetration
From Table Z multiplier (Note 3)
Z =320 x 0.8594 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' =275 1.6 1 1 1 1 1 1 1 =440 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 = 1324 lb
Allowable Vector Load Capacity Demand / Capacity Ref. NDS-2018 §12.4.1
Z'α = 645 lb OK Ref. NDS-2018 Eq.12.4-1
Use 1/2'' diameter 4'' long lag screw
Douglas Fir-Larch
0.5
4
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
"TYPE 2 ANCHORAGE" - CONTROLS DESIGN
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
-
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Metal Stud Calculations
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Metal Stud Calculations
Ceiling Joists: Non-Walkable Ceiling
DL =12 psf Dead load from ceiling
LL =10 psf Live load demand for uninhabitable attics without storage
tw =1.33 ft Spacing of ceiling joists
Lmax,1 =15.75 ft Span of joists in first area
Lmax,2 =6 ft Span of joists in second area
See Attached CFS Designer Reports
Ceiling Joists: Walkable Ceiling
DL =12 psf Dead load from ceiling
LL =20 psf Roof live load demand
tw =1.33 ft Spacing of ceiling joists
Lmax =12 ft Span of joists
See Attached CFS Designer Report
Typical Interior Wall Stud - Non-Walkable And Walkable Ceiling
H =12 ft Height of wall studs
W wall =10 psf Self weight of wall
PDL,stud,nw =126 lbs Dead load demand on wall stud from non-walkable ceiling demands
PLL,stud,nw =105 lbs Live load demand on wall stud from non-walkable ceiling demands
Pmax,nw =231 lbs Total ASD gravity demand on wall stud from non-walkable ceiling stud
PDL,stud,w =96 lbs Dead load demand on wall stud from walkable ceiling demands
PLL,stud,w =160 lbs Live load demand on wall stud from walkable ceiling demands
Pmax,nw =256 lbs Total ASD gravity demand on wall stud from walkable ceiling stud (Controls Wall Stud Design)
See Attached CFS Designer Report
Typical Headers - 4'-0" & 6'-0" Openings
Habv =7.5 ft Height above opening (includes height above header and parapet height)
W wall =10 psf Self weight of wall
wDL,wall =75 plf Distributed demand from wall self weight
wceiling =192 plf Worst case demand from ceiling framing
wtotal =267 plf Distributed demand on header from wall and ceiling framing
See Attached CFS Designer Report
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Metal Studs
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Metal Studs
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Typical Interior Wall Stud & Header - Full Height Non Bearing Wall
H =30 ft Max height of studs
W wall =10 psf Self weight of wall
Hopng =9 ft Height of wall opening
See Attached CFS Designer Report
Typical Header - 12'-0" Openings
Habv =7.5 ft Height above opening (includes height above header and parapet height)
W wall =10 psf Self weight of wall
See Attached CFS Designer Report
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Section : 600S162-43 (33 ksi) @ 16 in" o.c. Single C Stud (punched)
Maxo =1390.0 ft-lb 1415.7 lbVa =I =2.316 in^4
Total Load - 240
1. DL + LL All spans
2. DL + LL Even spans
3. DL + LL Odd spans
Deflection Limits:
Load Comb:4. LL All spans
5. LL Even spans
6. LL Odd spans
Live Load - 360
Mmax
(ft-lb)
K-phi
(lb-in/in)
Lm
(in)
Ma-dist
(ft-lb)
Mmax/
Ma min
Load
Comb.
TL
Defl
Load
Comb.
LL
Defl
Load
Comb.
Joist Flexural and Deflection
Span 910 0.0 189.0 1205.1 0.755 1 L/318 1 L/699 4
Support
Load
(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Max
Intr.
Load
Comb.
Stiffeners
Required
Joist Bending and Web Crippling
Load
Comb.
R1 231.0 1.00 259.1 453.4 0.46 1 NO1
R2 231.0 1.00 259.1 453.4 0.46 1 NO1
Support
Vmax
(lb)
Load
Comb.
Va
Factor V/Va M/Ma
Intr.
Unstiffened
Intr.
Stiffened
Joist Bending and Shear
Load
Comb.
Load
Comb.
R1 231.0 1 0.16 0.00 0.16 N/A1.000 1 N/A
R2 231.0 1 0.16 0.00 0.16 N/A1.000 1 N/A
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
Joist Reaction and Connections
0.00 %R1 0.0 231.0 0.00 %SSC4.25 (4#10) & (3) #10 to A36 steel (Joist Bearing on
Support)
0.00 %R2 0.0 231.0 0.00 %SSC4.25 (4#10) & (3) #10 to A36 steel (Joist Bearing on
Support)
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:Non-Walkable Ceiling Joists 1
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Section : 362S162-33 (33 ksi) @ 16 in" o.c. Single C Stud (punched)
Maxo =440.9 ft-lb 1023.6 lbVa =I =0.551 in^4
Total Load - 240
1. DL + LL All spans
2. DL + LL Even spans
3. DL + LL Odd spans
Deflection Limits:
Load Comb:4. LL All spans
5. LL Even spans
6. LL Odd spans
Live Load - 360
Mmax
(ft-lb)
K-phi
(lb-in/in)
Lm
(in)
Ma-dist
(ft-lb)
Mmax/
Ma min
Load
Comb.
TL
Defl
Load
Comb.
LL
Defl
Load
Comb.
Joist Flexural and Deflection
Span 265 0.0 102.0 452.4 0.601 1 L/481 1 L/1059 4
Support
Load
(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Max
Intr.
Load
Comb.
Stiffeners
Required
Joist Bending and Web Crippling
Load
Comb.
R1 124.7 1.00 165.2 289.1 0.39 1 NO1
R2 124.7 1.00 165.2 289.1 0.39 1 NO1
Support
Vmax
(lb)
Load
Comb.
Va
Factor V/Va M/Ma
Intr.
Unstiffened
Intr.
Stiffened
Joist Bending and Shear
Load
Comb.
Load
Comb.
R1 124.7 1 0.12 0.00 0.12 N/A1.000 1 N/A
R2 124.7 1 0.12 0.00 0.12 N/A1.000 1 N/A
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
Joist Reaction and Connections
0.00 %R1 0.0 124.7 0.00 %SSC4.25 (4#10) & (3) #10 to A36 steel (Joist Bearing on
Support)
0.00 %R2 0.0 124.7 0.00 %SSC4.25 (4#10) & (3) #10 to A36 steel (Joist Bearing on
Support)
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:Non-Walkable Ceiling Joists 2
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Section : 600S162-43 (33 ksi) @ 16 in" o.c. Single C Stud (punched)
Maxo =1390.0 ft-lb 1415.7 lbVa =I =2.316 in^4
Total Load - 240
1. DL + LL All spans
2. DL + LL Even spans
3. DL + LL Odd spans
Deflection Limits:
Load Comb:4. LL All spans
5. LL Even spans
6. LL Odd spans
Live Load - 360
Mmax
(ft-lb)
K-phi
(lb-in/in)
Lm
(in)
Ma-dist
(ft-lb)
Mmax/
Ma min
Load
Comb.
TL
Defl
Load
Comb.
LL
Defl
Load
Comb.
Joist Flexural and Deflection
Span 768 0.0 144.0 1205.1 0.637 1 L/494 1 L/791 4
Support
Load
(lb)
Bearing
(in)
Pa
(lb)
Pn
(lb)
Max
Intr.
Load
Comb.
Stiffeners
Required
Joist Bending and Web Crippling
Load
Comb.
R1 256.0 1.00 259.1 453.4 0.51 1 NO1
R2 256.0 1.00 259.1 453.4 0.51 1 NO1
Support
Vmax
(lb)
Load
Comb.
Va
Factor V/Va M/Ma
Intr.
Unstiffened
Intr.
Stiffened
Joist Bending and Shear
Load
Comb.
Load
Comb.
R1 256.0 1 0.18 0.00 0.18 N/A1.000 1 N/A
R2 256.0 1 0.18 0.00 0.18 N/A1.000 1 N/A
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
Joist Reaction and Connections
0.00 %R1 0.0 256.0 0.00 %SSC4.25 (4#10) & (3) #10 to A36 steel (Joist Bearing on
Support)
0.00 %R2 0.0 256.0 0.00 %SSC4.25 (4#10) & (3) #10 to A36 steel (Joist Bearing on
Support)
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:Walkable Ceiling Joists 1
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Design Loads
Wall Lateral Pressure :
RO Lateral Pressure :
Parapet Lateral Pressure :
5 psf
4-Ways
5 psf
Lateral element force multiplier
Strength :
Deflection :1
1.0
Gravity Load at Header:10 psf
Single MemberHeader:
Cant. Deflection:2 x Cantilever
Additional Pt. Load ea. Stud :256 lbs
Component(s)Members(s)
Flexural
Bracing Axial KyLy Axial KtLt
Distortional
K-Phi(lb-in/in)
Distortional
Lm
Brace Settings
Interconnection
Spacing
Wall Studs 362S162-33(33), Single@16 in o/c 48 in 48 in 0 None48 in N/A
Jamb Studs 362S162-33(33), Single 48 in 48 in 0 None48 in N/A
Sill 362S162-33(33), Single Full N/A 0 NoneN/A N/A
Component(s)Members(s)
Axial
Load (lb)
Max. Moment
(ft-lb)
Max.
Shear (lb)
Bottom
Reaction (lb)
Top or End
Reaction (lb)
Analysis Results
Max
KL/r
Wall Studs 362S162-33(33), Single@16 in o/c 256.0 43.4 36.6 66.7100.599
Jamb Studs 362S162-33(33), Single 534.0 58.2 58.2 63.2194.299
Sill 362S162-33(33), Single N/A 25.0 N/A 25.028.3N/A
Component(s)Members(s)
Deflection A + M
Interaction
V + M
Interaction Web Stiffners Design OK
Design Results
Span Parapet
Wall Studs 362S162-33(33), Single@16 in o/c L/944 0.10 No Yes0.523L/804
Jamb Studs 362S162-33(33), Single L/482 0.44 No Yes0.817L/340
Sill 362S162-33(33), Single L/9748 0.06 No Yes0.06NA
Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector
Connector
Interaction
Anchor
Interaction
Simpson Strong-Tie® Connectors @ Studs
5.99 %R2 66.74 0.00 13.62 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
76.33 %R1 36.60 462.67 46.37 %FCB43.5 Max(6#12-14) & (2) #12-24 SST X or XL to A36 Steel
* Reference catalog for connector and anchor requirement notes as well as screw placements requirement
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:4' OPNG Typical Interior Wall Stud - Non-Walkable
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 2
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector
Connector
Interaction
Anchor
Interaction
Simpson Strong-Tie® Connectors @ Jambs
5.66 %R2 63.16 0.00 12.89 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
13.21 %R1 58.19 690.67 22.26 %362T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to steel
(3/16" to 1/2" thickness)
* Reference catalog for connector and anchor requirement notes as well as screw placements requirement
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Studs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Top Parapet Span N/A N/A N/A N/AN/A N/AN/A N/A
Span 48 3165.7 OK (0.12)OK (0.10)No Soln3 No SolnOK (0.18)OK (0.11)
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Jambs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Top Parapet Span N/A N/A N/A N/AN/A N/AN/A N/A
Span 48 3165.7 OK (0.16)OK (0.14)No Soln3 No SolnOK (0.24)OK (0.15)
1) Values in parentheses are stress ratios.
2) Bridging connectors are not designed for back-back, box, or built-up sections.
3) Reference
Notes:
4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same.
5) If the bracing length is larger than the span length, bridging connectors are not designed.
for latest load data, important information, and general notes. www.strongtie.com
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:4' OPNG Typical Interior Wall Stud - Non-Walkable
2012 NASPEC [AISI S100-2012]Code:
Page 2 of 2
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Section
Number Section
Ixx
(in^4)
% of Total
Ixx
Area
(in^2)
% of Total
Area
Built-Up Section:
1 362T200-43(33)32.3 %0.343 33.5 %0.649
2 362T200-43(33)32.3 %0.343 33.5 %0.649
3 362S162-43(33)35.3 %0.340 33.1 %0.710
Overall Member Inputs:
Span
Bracing
(in)
K-phi
(lb-in/in)
Flexure
Lm
(in)
Load
(lb)
KyLy
(in)
KtLt
(in)
Axial
K-phi
(lb-in/in)
Lm
(in)
Span None 0 0 N/A N/A48 N/A N/A
R2
Reaction And Point Load Data:
R1
Load (lb)534.0534.0
Brng (in)1.001.00
Analysis Summary:
Section Defl M/Ma
Flexure
V/Va
Shear & Bending Axial Web Cripling
Stiffen Req'd Unstiffened Stiffened P/Pa Combined
362T200-43(33)L/1849 0.395 0.10 0.10 N/A 0.00No 0.395
362T200-43(33)L/1849 0.395 0.10 0.10 N/A 0.00No 0.395
362S162-43(33)L/1849 0.312 0.28 0.28 N/A 0.00No 0.312
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:4'-0" OPNG Typical Header
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Design Loads
Wall Lateral Pressure :
RO Lateral Pressure :
Parapet Lateral Pressure :
5 psf
4-Ways
5 psf
Lateral element force multiplier
Strength :
Deflection :1
1.0
Gravity Load at Header:10 psf
Box (lateral combined)Header:
Cant. Deflection:2 x Cantilever
Additional Pt. Load ea. Stud :256 lbs
Back-to-Back Member L/6 Interconnection
Spacing per AISI S100 D1.1
Member Span Cantilever
Jamb Studs 24.0 in 7.0 in
See AISI S100 D1.1 for Add'nl Requirements
Component(s)Members(s)
Flexural
Bracing Axial KyLy Axial KtLt
Distortional
K-Phi(lb-in/in)
Distortional
Lm
Brace Settings
Interconnection
Spacing
Wall Studs 362S162-33(33), Single@16 in o/c Third-Pt Third-Pt 0 NoneThird-Pt N/A
Jamb Studs 362S162-33(33), Back-To-Back Third-Pt Third-Pt 0 NoneThird-Pt 12 in
Sill 362T150-33(33), Single Full N/A 0 NoneN/A N/A
Component(s)Members(s)
Axial
Load (lb)
Max. Moment
(ft-lb)
Max.
Shear (lb)
Bottom
Reaction (lb)
Top or End
Reaction (lb)
Analysis Results
Max
KL/r
Wall Studs 362S162-33(33), Single@16 in o/c 256.0 43.4 36.6 66.7100.599
Jamb Studs 362S162-33(33), Back-To-Back 801.0 78.1 78.1 78.1255.499
Sill 362T150-33(33), Single N/A 44.4 N/A 44.477.0N/A
Component(s)Members(s)
Deflection A + M
Interaction
V + M
Interaction Web Stiffners Design OK
Design Results
Span Parapet
Wall Studs 362S162-33(33), Single@16 in o/c L/944 0.10 No Yes0.523L/804
Jamb Studs 362S162-33(33), Back-To-Back L/718 0.29 No Yes0.503L/496
Sill 362T150-33(33), Single L/1796 0.26 No Yes0.26NA
Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector
Connector
Interaction
Anchor
Interaction
Simpson Strong-Tie® Connectors @ Studs
5.99 %R2 66.74 0.00 13.62 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
43.39 %R1 36.60 462.67 30.20 %MFCB45.5 Max(9#12-14) & (2) #12-24 SST X or XL to A36
Steel
* Reference catalog for connector and anchor requirement notes as well as screw placements requirement
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:6' OPNG Typical Interior Wall Stud - Non-Walkable
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 2
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector
Connector
Interaction
Anchor
Interaction
Simpson Strong-Tie® Connectors @ Jambs
7.00 %R2 78.06 0.00 15.93 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
17.74 %R1 78.14 957.67 20.04 %362T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to steel
(3/16" to 1/2" thickness)
* Reference catalog for connector and anchor requirement notes as well as screw placements requirement
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Studs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Top Parapet Span N/A N/A N/A N/AN/A N/AN/A N/A
Span 48 3165.7 OK (0.12)OK (0.10)No Soln2 No SolnOK (0.18)OK (0.11)
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Jambs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Top Parapet Span N/A N/A N/A N/AN/A N/AN/A N/A
Span 48 N/A N/A N/A N/AN/A N/AN/A N/A
1) Values in parentheses are stress ratios.
2) Bridging connectors are not designed for back-back, box, or built-up sections.
3) Reference
Notes:
4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same.
5) If the bracing length is larger than the span length, bridging connectors are not designed.
for latest load data, important information, and general notes. www.strongtie.com
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:6' OPNG Typical Interior Wall Stud - Non-Walkable
2012 NASPEC [AISI S100-2012]Code:
Page 2 of 2
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Section
Number Section
Ixx
(in^4)
% of Total
Ixx
Area
(in^2)
% of Total
Area
Built-Up Section:
1 362S200-54(50)38.2 %0.479 35.7 %1.030
2 362T200-54(50)30.9 %0.431 32.1 %0.832
3 362T200-54(50)30.9 %0.431 32.1 %0.832
Overall Member Inputs:
Span
Bracing
(in)
K-phi
(lb-in/in)
Flexure
Lm
(in)
Load
(lb)
KyLy
(in)
KtLt
(in)
Axial
K-phi
(lb-in/in)
Lm
(in)
Span 60 0 0 N/A N/A72 N/A N/A
R2
Reaction And Point Load Data:
R1
Load (lb)801.0801.0
Brng (in)1.001.00
Analysis Summary:
Section Defl M/Ma
Flexure
V/Va
Shear & Bending Axial Web Cripling
Stiffen Req'd Unstiffened Stiffened P/Pa Combined
362S200-54(50)L/735 0.393 0.30 0.30 N/A 0.00No 0.393
362T200-54(50)L/735 0.518 0.07 0.07 N/A 0.00No 0.518
362T200-54(50)L/735 0.518 0.07 0.07 N/A 0.00No 0.518
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:6'-0" OPNG Typical Header
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Design Loads
Wall Lateral Pressure :
RO Lateral Pressure :
Parapet Lateral Pressure :
5 psf
4-Ways
Lateral element force multiplier
Strength :
Deflection :1
1.0
Gravity Load at Header:10 psf
Box (lateral combined)Header:
Component(s)Members(s)
Flexural
Bracing Axial KyLy Axial KtLt
Distortional
K-Phi(lb-in/in)
Distortional
Lm
Brace Settings
Interconnection
Spacing
Wall Studs 800S162-43(33), Single@16 in o/c 48 in 48 in 0 None48 in N/A
Jamb Studs 800S162-43(33), (3) Non-Composite 48 in 48 in 0 None48 in N/A
Vertical Header 800S162-54(50), Boxed Full N/A 0 NoneN/A N/A
Lateral Header 800T150-54(50), Boxed Full N/A 0 NoneN/A N/A
Sill 800T150-54(50), Single Full N/A 0 NoneN/A N/A
Component(s)Members(s)
Axial
Load (lb)
Max. Moment
(ft-lb)
Max.
Shear (lb)
Bottom
Reaction (lb)
Top or End
Reaction (lb)
Analysis Results
Max
KL/r
Wall Studs 800S162-43(33), Single@16 in o/c 0.0 105.0 105.0 105.0826.9N/A
Jamb Studs 800S162-43(33), (3) Non-Composite 450.0 412.5 300.0 412.54125.0129
Vertical Header 800S162-54(50), Boxed N/A 450.0 N/A 450.01350.0N/A
Lateral Header 800T150-54(50), Boxed N/A 196.9 N/A 196.9666.6N/A
Sill 800T150-54(50), Single N/A 309.4 N/A 309.41004.1N/A
Component(s)Members(s)
Deflection A + M
Interaction
V + M
Interaction Web Stiffners Design OK
Design Results
Span Parapet
Wall Studs 800S162-43(33), Single@16 in o/c L/340 0.10 No Yes0.541L/0
Jamb Studs 800S162-43(33), (3) Non-Composite L/224 0.82 No Yes0.964L/0
Vertical Header 800S162-54(50), Boxed L/1360 0.22 No Yes0.22NA
Lateral Header 800T150-54(50), Boxed L/2343 0.16 No Yes0.16NA
Sill 800T150-54(50), Single L/774 0.48 No Yes0.48NA
Connector Anchor
Interaction
Simpson Strong-Tie® Connectors @ Studs
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:12' OPNG Full Height Wall
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 2
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector Interaction Interaction
9.42 %R2 105.00 0.00 17.21 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
46.25 %R1 105.00 420.00 27.64 %MFCB45.5 Max(9#12-14) & (2) #12-24 SST X or XL to A36
Steel
* Reference catalog for connector and anchor requirement notes as well as screw placements requirement
Support Rx(lb)Ry(lb)Simpson Strong-Tie® Connector
Connector
Interaction
Anchor
Interaction
Simpson Strong-Tie® Connectors @ Jambs
37.00 %R2 412.50 0.00 67.62 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
68.12 %R1 300.00 820.00 43.60 %800T125-33 (33) & (2) .157" SST PDPA/PDPAT-62KP to steel
(3/16" to 1/2" thickness)
* Reference catalog for connector and anchor requirement notes as well as screw placements requirement
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Studs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Span 48 4227.4 OK (0.26)OK (0.25)No Soln8 No SolnOK (0.16)OK (0.16)
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹
SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Jambs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
Span 48 N/A N/A N/A N/AN/A N/AN/A N/A
1) Values in parentheses are stress ratios.
2) Bridging connectors are not designed for back-back, box, or built-up sections.
3) Reference
Notes:
4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same.
5) If the bracing length is larger than the span length, bridging connectors are not designed.
for latest load data, important information, and general notes. www.strongtie.com
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:12' OPNG Full Height Wall
2012 NASPEC [AISI S100-2012]Code:
Page 2 of 2
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Section : 800S162-43 (33 ksi) @ 16" o.c. Single C Stud (punched)
Maxo =1678.4 ft-lb 1051.2 lbVa =I =4.50 in^4
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Bridging Connectors - Design Method =AISI S100
Span KyLy, KtLt
Flexual,
Distortional Connector
Stress
Ratio
Axial
Span 48.0", 48.0"48.0", 396.0"LSUBH3.25 (Min)0.17
Web Crippling
Support Load (lb)(in)Max Int.Stiffener?
Bearing Pa M
(lb)(ft-lbs)
R2 110.00 --Shear Connection w/ clip--NO
R1 110.00 --Stud/Track Design, Ref Connectors--NO
Gravity Load
Type Load (lb)
Uniform 13.33plf
Code Check Required Interaction NotesAllowed
Max. Axial, lbs 440.0(c)20%KΦ=0.00 lb-in/in Max KL/r = 1352204.9(c)Span
Max. Shear, lbs 110.0 10%Shear (Punched)1051.2
Max. Moment (MaFy, Ma-dist), ft-lbs 907.5 59%Ma-dist (control),KΦ=0.00 lb-in/in1527.4
Moment Stability, ft-lbs 907.5 57%1605.0
Shear/Moment 0.54 54%Shear 0.0, Moment 907.51.00
Axial/Moment 0.70 70%Axial 238.5(c), Moment 901.11.00
Deflection Span, in 1.340 --meets L/296--
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
9.87 %R2 110.0 0.0 18.03 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
49.95 %R1 110.0 440.0 42.93 %800T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to
steel (3/16" to 1/2" thickness)
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:Interior Full Height Wall Stud
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
-
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Miscellaneous Calculations
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Transformer Support Calculations
Demand
H =40 in Max height of unit
L1 =36 in Length of unit
L2 =24 in Width of unit
W p =400 lbs Component weight
SDS =1.052 Short period spectral acceleration
ap =1 Component amplification factor Fp =0.34 *W p
Rp =2.5 Component response modification factor
Ω0 =2 Overstrength factor
Ip =1 Component importance factor Fp,max =1.68 *W p
z = 16.5 ft Elevation above base
h = 33 ft Average roof height
Fp =134.7 lbs Seismic design force Fp,min =0.32 *W p
Fv =84.2 lbs Vertical seismic demand
Transformer Anchorage
yCOG =26.7 in Unit center of gravity assumed at 2/3H
OMu =3591 lb-in Overturning moment demand
nanchors=4 Total number of anchors
T/C = 74.8 lbs Tension compression demand in each anchor due to lateral seismic demand
V =34 lbs Shear demand on each anchor due to lateral seismic demand
Fnt =45 ksi Nominal tensile strength of bolt
Fnv =27 ksi Nominal shear strength of bolt
Dbolt =0.5 in Diameter of bolt
Abolt =0.20 in 2 Area of bolt
frv =0.2 ksi Required shear stress of connection
F'nt =45 ksi Adjusted nominal tensile sress
ɸRn =6.6 kips Tensile capacity of bolt with effects from shear included
O.K.
P1000 Beams
L =36 in Span of unistrut supporting transformer
nb =2 Number of members supporting unit
Pmax,t =564 lbs Maximum gravity demand from unit (acts on min (2) members)
Pmax,m =282 lbs Maximum gravity demand on member
Mmax =2536 lb-in Maximum flexural demand on section (Worst case demand at midspan)
Mall =5070 lb-in Allowable flexural capacity of section per catalog
O.K.
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Transformer
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Transformer
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
P1000 Brace Design
L1 =36.0 in Horizontal dimension of brace
H1 =36.0 in Vertical dimension of brace
L =50.9 in Length of brace
Pmax =564 lbs Maximum vertical demand on horiz beam w/ additional vertical demand from lateral seismic force
ϴb =45.0 degrees Angle of brace
Paxial =797 lbs Axial demand on brace from vertical and lateral demands
Pall =2380 lbs Axial capacity of section
O.K.
Anchorage - Concrete Wall
Pu =564 lbs Ultimate vertical demand on horiz beam w/ additional vertical demand from lateral seismic force
Fseis =134.7 lbs Lateral seismic demand
L1 =36.0 in Horizontal dimension of brace
H1 =36.0 in Vertical dimension of brace
Mmax =20291 lb-in Maximum total moment demand on wall connection
nc =4 Number of total anchors
nT =2 Number of anchors resisting tensile demands
nV =4 Number of anchors resisting shear demand
T/Canchor =315.5 lbs Tension/compression demand at anchorage from unit lateral and vertical demands
Vanchor =141 lbs Total shear demand at anchorage
Ωo =2 Overtstrength factor
See Attached Anchorage Calaculations
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
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Hilti PROFIS Engineering 3.1.11
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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3/13/2025
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 Æ 1/2 in Kwik Bolt TZ2 - CS with 2 in
nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,act = 1.500 in., hnom = 2.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
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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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 = 860; Vx = 400; Vy = 0;
Mx = 0; My = 0; Mz = 0;
no 61
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 860 400 400 0
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*860 8,433 11 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**860 1,433 61 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 8,433 860
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 18.000 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 Ncb [lb]Nua [lb]
2,205 0.650 1,433 860
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*400 3,599 12 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**400 1,543 26 OK
Concrete edge failure in direction x+**400 5,179 8 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]
5,537
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
5,537 0.650 3,599 400
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3/13/2025
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 18.000 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 Vcp [lb]Vua [lb]
2,205 0.700 1,543 400
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4.3 Concrete edge failure in direction x+
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.]
12.000 18.000 1.000 6.000 1.500
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]
216.00 648.00 1.000 1.732 12,816
Results
Vcb [lb]f concrete f Vcb [lb]Vua [lb]
7,399 0.700 5,179 400
*Anchor row defined by: Anchor 1; Case 3 controls
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.600 0.259 5/3 54 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!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• 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://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• 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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Hilti PROFIS Engineering 3.1.11
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3/13/2025
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 Æ 1/2 in Kwik Bolt TZ2 - CS with 2 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
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 18.000 18.000 18.000 18.000
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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.
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Transformer
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Concrete Wall Capacity Check
H =33 ft Height of concrete wall
twall =9.5 in Thickness of concrete wall
DLconc =150 pcf Weight of concrete
W wall =118.75 psf Self weight of concrete wall
tw =3 ft Width of wall being analyzed (Includes 3' of wall that transformer attaches to and 1' on each side)
wwall =356 plf Distributed weight of wall (W p *t w )
SDS =1.052 Short period spectral acceleration
Ie =1 Importance factor
Fp =149.9 plf Out-of-plane wall seismic demand
Mmax,E =20406 lb-ft Flexural demand in wall from seismic demands (W p *H 2 /8)
Mmax,transformer =1691 lb-ft Flexural demand on wall from new transformer demands
Mmax,N =22097 lb-ft Worst case flexural demand in wall (Assume transformer moment acts at midspan)
Section Capacity
fy =60 ksi Yield strength
f'c =3 ksi Concrete strength
b = 36 in Width of section
dsection =9.5 in Depth of section
Dbar =0.75 in Diameter of bar
nbar =4.0 Number of bars in section
As =1.77 in 2 Area of reinforcing steel
crebar =4.75 in Concrete cover
d = 4.75 in Distance to reinforcing
a = 1.15 in Depth of compression block
c = 1.36 in Depth of neutral axis
εt =0.007 Strain in tensile reinforcment
Tension Controlled
Φ = 0.90 Moment capacity factor
Φ = 0.75 Shear capacity factor
ΦMn =33180 lb-ft Flexural capacity
O.K.
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Transformer
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Anchorage - Stud Wall
Pu =564 lbs Maximum vertical demand on horiz beam w/ additional vertical demand from lateral seismic force (ASD)
Fseis =94.3 lbs Maximum lateral seismic demand (ASD)
L1 =36.0 in Horizontal dimension of brace
H1 =36.0 in Vertical dimension of brace
Mmax =20291 lb-in Maximum total moment demand on wall connection
T/C =610.77 lbs Tension compresion demand at top and bottom connection to wall
V =282 lbs Shear demand at top and bottom connection
nscrews =6 Notal number of screws in top and bottom connections
Vscrew =47.0 lbs Maximum shear demand in each screw
Tscrew =101.8 lbs Maximum tensile demand in each screw
Use:#12 SMS Screws
tmin =16 GA Min thickness of connected elements
Vn =1182 lbs Nominal shear capacity of screw (3*Value in SSMA Catalog)
Tnot =468 lbs Nominal pull-out capacity of screw (3*Value in SSMA Catalog)
Tnov =1299 lbs Nominal pull-over capacity of screw (3*Value in SSMA Catalog)
DCRlim,ov =0.47 DCR limit for combined shear and pull-over (ASD)
DCRov =0.10 O.K.Design DCR of connection
DCRlim,ot =0.45 DCR limit for combined shear and pull-out (ASD)
DCRot =0.26 O.K.Design DCR of connection
Connection O.K.
Stud Wall Transformer Support Design
Demands
Mmax =1690.9 lb-ft Maximum total moment demand on wall
Pvert,max =564 lbs Maximum vertical demand on wall
Phoriz,max =94 lbs Maximum out of plane lateral demand on wall
nstuds =3 Number of studs supporting transformer
Mstud =564 Maximum moment demand from transformer support on single stud
Pvert,stud =188 Maximum vertical demand from transformer support on single stud
Phoriz,stud =31 Maximum lateral demand from transformer support on single stud
yfull height =16.5 ft Height at which demands act on full height wall (where occurs)
See Attached CFS Designer Reports
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Section : 800S162-54 (50 ksi) @ 12" o.c. Single C Stud (punched)
Maxo =3065.9 ft-lb 2091.3 lbVa =I =5.60 in^4
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Bridging Connectors - Design Method =AISI S100
Span KyLy, KtLt
Flexual,
Distortional Connector
Stress
Ratio
Axial
Span 48.0", 48.0"48.0", 396.0"LSUBH3.25 (Min)0.16
Web Crippling
Support Load (lb)(in)Max Int.Stiffener?
Bearing Pa M
(lb)(ft-lbs)
P1x 39.00 1.50 NO1347.4 0.281377.7
R2 81.09 1.00 NO0.0 0.07574.6
R1 122.91 1.00 NO0.0 0.11574.6
"*" after support means punched near support
Gravity Load
Type Load (lb)
Uniform 10.00plf
P1y 230.00lb @ 16.50ft
P1xPoint Loads
Load(lb)39.00
16.50Y-Dist.(ft)
M1Moments
Load(ft-lb)-690.00
16.50Y-Dist.(ft)
Code Check Required Interaction NotesAllowed
Max. Axial, lbs 560.0(c)19%KΦ=0.00 lb-in/in Max KL/r = 1352972.7(c)Span
Max. Shear, lbs 122.9 6%Shear (Punched)2091.3
Max. Moment (MaFy, Ma-dist), ft-lbs 1347.4 49%Ma-dist (control),KΦ=0.00 lb-in/in2734.3
Moment Stability, ft-lbs 1347.4 47%2846.4
Shear/Moment 0.44 44%Shear 40.4, Moment 1347.41.00
Axial/Moment 0.63 63%Axial 395.0(c), Moment 1347.41.00
Deflection Span, in 1.128 --meets L/351--
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
NAR281.1 0.0 NABy Others & Anchorage Designed by Engineer
NAR1122.9 560.0 NABy Others & Anchorage Designed by Engineer
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:Interior Full Height Wall Stud - Transformer Support
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
Non-Structural Seismic Coefficient Per ASCE 7-16
Design Criteria
h =0.00 ft Average Roof Height From Ground
z =0.00 ft Component Attachment Height
ap =1.00 Component Amplification Factor ASCE 7-16 Table 13.5-1 or 13.6-1
Rp =2.50 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 =1.052 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(0.32, Min(0.17, 1.68))= 0.316 W p (LRFD)
F pv = .2S DS W p = 0.210 W p (LRFD)
Component Response Modification
Factor
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.32
0.34
0.35
0.37
0.39
0.40
0.42
0.44
0.45
0.47
0.49
0.50
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.63
0.64
0.67
0.71
0.74
0.77
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
McGuff TI
Seismic Coefficient ENGINEER
DATE
SHEET NO.
3/12/2025
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
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 =100 ft Building width
B2 =100 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 =45.8 in L1 =34.8 in Af1 =11.1 sf
z = 3.8167 ft L2 =24 in Af2 =7.6 sf
Zg =41 ft Elevation above sea level
Design Wind Load
qz = 0.00256 Kz Kzt Kd Ke V2 =5.0 psf ASCE 7-16 Eq. 26.10-1
Kz =0.8489 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
G =0.85 Gust effect factor ASCE 7-16 26.11
Cf =1.32 Force coefficient ASCE 7-16 Fig. 29.3-1
Fh = qz (G Cr) Af Lateral force ASCE 7-16 Eq. 29.4-2
Fv = qz (G Cr) Af Vertical force ASCE 7-16 Eq. 29.4-3
Wind Load Rooftop Multiplier
Fh1 =38 lb x 1 = 38 lb
Fh2 =55 lb x 1 = 55 lb
Fv =29 lb x 1.5 = 44 lb
Note: Equation 29.5-1 used for buildings with average roof height greater than 60'
PROJECT
PROJECT NO.
ITEM
McGuff TI
Wind Load ENGINEER
DATE
SHEET NO.
3/12/2025
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Equipment Anchorage Per 2022 CBC (LRFD)
Unit Geometry
Unit Dimensions Unit Connections
h =45.8 in Nc =4.0 # of conn.
L1 =34.8 in Nsc =4.0 # of effective shear conn.
L2 =24.0 in Ntc =2.0 # of effective tension conn.
y =30.5 in COG or 2/3*h
Dimensions to Center of Gravity
x1 =19.1 in COG or Include 5% ecc.
x2 =13.2 in COG or Include 5% ecc.
Loads
W p =1050 lb Weight of equipment
Fph =0.316 *Wp Horizontal seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fpv =0.210 *Wp Vertical seismic force coefficient Ref. ASCE 7-16 §13.3.1
Fph =332 lb Horizontal seismic force Ref. ASCE 7-16 §13.3.1
Fpv =221 lb Vertical seismic force Ref. ASCE 7-16 §13.3.1
Fwh =55 lb Horizontal wind force Ref. ASCE 7-16 Eq. 29.4-2
Fwv =44 lb Vertical wind force Ref. ASCE 7-16 Eq. 29.4-3
Shear
Vc =166 lb/conn = MAX(Ω0Fph/Nsc, Fwh/Nsc)
Tension
Twh =26.4 lb/conn = Fwh*(h/2)/MIN(L1, L2)/Ntc
Twv =10.9 lb/conn = Fwv/Nc
Tw =37.3 lb/conn = Twv + Twh
Tpv =66.7 lb/conn = Fpv*(MAX(x1, L1 - x1)/L1)*(MAX(x2, L2 - x2)/L2)
Tph1 =145.6 lb/conn = (Fph*y/L1)/Ntc
Tph2 =211.1 lb/conn = (Fph*y/L2)/Ntc
TE =488.8 lb/conn = Tpv + Ω0*MAX(Tph1, Tph2)
CD =212.6 lb/conn = W p*(MIN(x1, L1 - x1)/L1)*(MIN(x2, L2 - x2)/L2)
Tc =297.5 lb/conn = MAX(0, TE - 0.9*CD, Tw - 0.9*CD)
Notes:
1. Anchors in concrete must be designed in accordance with ACI 318. Ref. ASCE 7-16 §13.4.2
PROJECT
PROJECT NO.
ITEM
McGuff TI
Anchorage ENGINEER
DATE
SHEET NO.
3/12/2025
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Pad Design Per 2022 CBC (LRFD)
Geometry
Unit Dimensions Pad Dimensions
L = 24.0 in t =5.0 in Concrete thickness
W = 34.8 in l' =6.0 in Extent beyond end of Unit
C.G. (h) = 30.5 in L' = 36 in = L +2l'
Weight = 1050 lbs W' (B) = 46.8 in = W + 2l'
FPH =331.8 lbs f'c =3000 psi
fy =60 ksi
qallowable =500 psf Weight = 731.25 lbs 150 pcf x t x L x W
Load Combinations
ASD LRFD
LC 1 = D + (0.7 x E) LC 1 =(1.2 + 0.2SDS)D + E
LC 2 = 0.6D + (0.7 x E) LC 2 =(0.9 - 0.2SDS)D + E
Mot =7092 lb-in =(F ph xC.G.)x0.7 Mot =10131 lb-in = (F ph xC.G.)
Eccentricity
LC 1: e = 3.98 in = M ot /(Weight + Pad)
LC 2: e = 6.64 in = M ot /(Weight + Pad)-->Governs
B/6: 6 in = min(L'xW')/6
==>Large Eccentricity =if(B/6 > e, Small Eccentricity, Large Eccentricity)
f1 =170.0 psf =if("Small Eccentricity",(P/BH + 6M/BH 2 ),(2P/3B(H/2-e))
Soil O.K.=if(f 1 <q allowable , Soik O.K., Soil Failure)
PROJECT
PROJECT NO.
ITEM
McGuff TI
Foundation ENGINEER
DATE
SHEET NO.
3/12/2025
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
PROJECT NO.
ITEM
McGuff TI
Foundation ENGINEER
DATE
SHEET NO.
3/12/2025
CL
S24-0254
1-Way Shear
Mu(E) =10131.0 lb-in =F PH x C.G.
LC 1: PU (D) =2512.3 lbs =(1.2+0.2S DS )x(Weight + Pad)
LC 2: PU (D) =1228.4 lbs =(0.9-0.2S DS )x(Weight + Pad)
LC 1: e = 4.03 in =M u /P u
LC 2: e = 8.25 in =M u /P u
==>Large Eccentricity =if(B/6 > e, Small Eccentricity, Large Eccentricity)
Note: Conservatively use
fmax =216.2 psf =if("Small Eccentricity",(P/BH + 6M/BH 2 ),(2P/3B(H/2-e))fmax as fully uniform load
Vu = 0.32 kips =(f max /1000)x(l'xW')/144
ϕVn =5.92 kips =0.75x2xSQRT(f'c )/1000xBx(d-3)Note: Assume critical
section @ edge of equipment
1-Way Shear O.K.=if(ϕV n >V u , 1-Way Shear O.K., N.G.)
2-Way Shear
Note: Assume critical
section @ edge of equipment
Acrit = 850 in^2 in2 =(L'xW')-(LxW)
Vu = 1.3 K kips =(f max /1000) x (A crit /144)
λ =1.0 Light Weight (0.75) or Normal Weight (1.0)
β = 0.7 =L/W
α =40
bo=118 =(2xW)+(2xL)
Vc =0.219 ksi =4λ x sqrt(f'c )
Vc =0.427 ksi =(2+(4/β))λ x SQRT(f'c )
Vc =0.147 ksi =(2+(α x d)/b o )λ x SQRT(f'c )
ϕVn =25.90 kips =0.75 x min(V c ) x b o x d
2-Way Shear O.K.=if(ϕV n >V u , 2-Way Shear O.K., N.G.)
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
PROJECT NO.
ITEM
McGuff TI
Foundation ENGINEER
DATE
SHEET NO.
3/12/2025
CL
S24-0254
Check Flexural Steel
Note:Use same critical area as 1-way shear
Mu =0.08 k-ft =(f max /1000) x ((B x l')/144) x (l'/(2x12))
As,req =0.01 in2 =(M u x 12)/(0.9 x F y x 0.9d)
Verify Tempurature & Shrinkage Steel
As(S&T) =0.324 in2 =0.0018Bt ==> Governs
As/FT =0.108 in2/ft
Note:Use table A.3
Provide:#4 bars
As = 0.15 in2/ft [O.K.]
@ 16 in o.c.
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
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Address:
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|
McGuff TI Floor Mount Transformer
Page:
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Date:
1
3/13/2025
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 Æ 1/2 in Kwik Bolt TZ2 - CS with 2 in
nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,act = 1.500 in., hnom = 2.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
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))
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Hilti PROFIS Engineering 3.1.11
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
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McGuff TI Floor Mount Transformer
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2
3/13/2025
Geometry [in.] & Loading [lb, in.lb]
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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3/13/2025
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 298; Vx = 166; Vy = 0;
Mx = 0; My = 0; Mz = 0;
yes 28
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 298 166 166 0
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*298 8,433 4 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**298 1,075 28 OK
* highest loaded anchor **anchor group (anchors in tension)
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Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
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Address:
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McGuff TI Floor Mount Transformer
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3/13/2025
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 8,433 298
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 1,075 298
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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McGuff TI Floor Mount Transformer
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3/13/2025
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*166 3,599 5 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**166 1,543 11 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
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 3,599 166
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3/13/2025
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 1,543 166
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.277 0.108 5/3 15 OK
bNV = bz
N + bz
V <= 1
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3/13/2025
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!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• 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://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• "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!
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8
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3/13/2025
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 Æ 1/2 in Kwik Bolt TZ2 - CS with 2 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
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 ----
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3/13/2025
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.
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
-
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Generator Pad Calculations
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Generator Calcs
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Generator Footing Calculations
Footing Parameters
L1,gen =13.7 ft Length of unit
L2,gen =4 ft Width of unit
Le =6 in Extension of footing beyond unit dimensions
L1 = 15 ft Length of footing
L2 5.5 ft Width of footing
D =1.5 ft Depth of footing
Footing Demands
xecc =32 in Distance from load application to centerline of footing
zecc =0 in Distance from load application to centerline of footing
PDL =7145 lbs Dead load demand from generator and tank
Fpv =1500 lbs Vertical seismic force from generator and tank
Fph =2258 lbs Horizontal seismic force from generator and tank
OM =12042 lb-ft Overturning moment demand on footing
See Attached Enercalc Report
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
=
General Footing
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Generator Footing - Case 1
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019
Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
4.0
60.0
3,644.15
145.0
= 0.30Flexure = 0.90
Shear =
Valuesϕ
0.00090
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 15.0 ft
Length parallel to Z-Z Axis
=
5.50 ft
Load location offset from footing center...
ex : Prll to X-X Axis 32 in=
in=
=
Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
18.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
5.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5
Number of Bars = 13.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
7.145 1.50
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k2.258
M-xx =
k-ft=
k-ft12.042
H
=
General Footing
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Generator Footing - Case 1
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
FAIL Sliding - X-X k k
FAIL Sliding - Z-Z k k
DESIGN SUMMARY Design N.G.
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS Soil Bearing ksf ksf
FAIL Overturning - X-X k-ft k-ft
FAIL Overturning - Z-Z k-ft k-ft
FAIL Uplift k k
PASS Z Flexure (+X) k-ft/ft k-ft/ft
PASS Z Flexure (-X) k-ft/ft k-ft/ft
PASS X Flexure (+Z)k-ft/ft k-ft/ft
PASS X Flexure (-Z)k-ft/ft k-ft/ft
PASS 1-way Shear (+X) psi psi
PASS 1-way Shear (-X) psi psi
PASS 1-way Shear (+Z) psi psi
PASS 1-way Shear (-Z) psi psi
PASS 2-way Punching psi psi
Top reinforcing mat required (see 'Bending' tab).
Hand check required for anchor pullout.
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.50 n/a0.3030 0.3030 n/a 0.2020.0n/a
X-X, +0.60D 1.50 n/a0.1818 0.1818 n/a 0.1210.0n/a
X-X, +D+0.70E 1.50 n/a0.1760 0.4551 n/a 0.3034.913n/a
X-X, +D+0.5250E 1.50 n/a0.2077 0.4170 n/a 0.2783.722n/a
X-X, +0.60D+0.70E 1.50 n/a0.05481 0.3339 n/a 0.2237.977n/a
Z-Z, D Only 1.50 0.2139n/a n/a 0.3920 0.261n/a9.027
Z-Z, +0.60D 1.50 0.1283n/a n/a 0.2352 0.157n/a9.027
Z-Z, +D+0.70E 1.50 0.2134n/a n/a 0.4177 0.279n/a9.942
Z-Z, +D+0.5250E 1.50 0.2135n/a n/a 0.4113 0.274n/a9.720
Z-Z, +0.60D+0.70E 1.50 0.1278n/a n/a 0.2609 0.174n/a10.512
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
X-X, D Only None 0.0 k-ft Infinity OK
X-X, +0.60D None 0.0 k-ft Infinity OK
X-X, +D+0.70E 10.80 k-ft 72.540 k-ft 6.716 OK
X-X, +D+0.5250E 8.10 k-ft 71.818 k-ft 8.866 OK
X-X, +0.60D+0.70E 10.80 k-ft 44.679 k-ft 4.137 OK
Z-Z, D Only None 211.546 k-ft Infinity OK
Z-Z, +0.60D None 126.928 k-ft Infinity OK
Z-Z, +D+0.70E None 222.326 k-ft Infinity OK
Z-Z, +D+0.5250E None 219.631 k-ft Infinity OK
Z-Z, +0.60D+0.70E None 137.708 k-ft Infinity OK
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
X-X, D Only 0.0 k 7.598 k No Sliding OK
X-X, +0.60D 0.0 k 4.559 k No Sliding OK
X-X, +D+0.70E 0.0 k 7.913 k No Sliding OK
X-X, +D+0.5250E 0.0 k 7.835 k No Sliding OK
X-X, +0.60D+0.70E 0.0 k 4.874 k No Sliding OK
Z-Z, D Only 0.0 k 7.598 k No Sliding OK
Z-Z, +0.60D 0.0 k 4.559 k No Sliding OK
General Footing
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Generator Footing - Case 1
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Z-Z, +D+0.70E 1.581 k 7.913 k 5.007 OK
Z-Z, +D+0.5250E 1.185 k 7.835 k 6.609 OK
Z-Z, +0.60D+0.70E 1.581 k 4.874 k 3.084 OK
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.20D 0.3878 +Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +1.20D 0.3878 -Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +0.90D 0.2909 +Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +0.90D 0.2909 -Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +1.20D+E 0.9631 +Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +1.20D+E 0.05183 -Z Top 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +1.20D-E 0.1875 +Z Top 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +1.20D-E 0.8274 -Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +0.90D+E 0.8662 +Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +0.90D+E 0.1488 -Z Top 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +0.90D-E 0.2845 +Z Top 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
X-X, +0.90D-E 0.7305 -Z Bottom 0.1944 ACI 7.6.1.1 0.2651 17.664 OK
Z-Z, +1.20D 2.277 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D 2.277 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D 1.708 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D 1.708 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D+E 2.676 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D+E 2.675 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D-E 1.879 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D-E 1.879 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D+E 2.107 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D+E 2.106 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D-E 1.310 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D-E 1.309 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
One Way Shear X
Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status
+1.20D 2.90 3.74 3.74 94.87 0.04psipsipsipsi OK
+0.90D 2.18 2.81 2.81 94.87 0.03psipsipsipsi OK
+1.20D+E 3.41 4.40 4.40 94.87 0.05psipsipsipsi OK
+1.20D-E 2.40 3.09 3.09 94.87 0.03psipsipsipsi OK
+0.90D+E 2.69 3.46 3.46 94.87 0.04psipsipsipsi OK
+0.90D-E 1.67 2.15 2.15 94.87 0.02psipsipsipsi OK
One Way Shear Z
Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.20D 0.85 0.85 3.74 94.87 0.04psipsipsipsi OK
+0.90D 0.63 0.63 2.81 94.87 0.03psipsipsipsi OK
+1.20D+E 0.22 2.21 4.40 94.87 0.05psipsipsipsi OK
+1.20D-E 1.91 0.51 3.09 94.87 0.03psipsipsipsi OK
+0.90D+E 0.43 2.00 3.46 94.87 0.04psipsipsipsi OK
+0.90D-E 1.70 0.73 2.15 94.87 0.02psipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...
+1.20D 9.34 189.74 0.04922 OKpsipsi
+0.90D 7.00 189.74 0.03691 OKpsipsi
+1.20D+E 10.97 189.74 0.05783 OKpsipsi
+1.20D-E 7.70 189.74 0.04061 OKpsipsi
+0.90D+E 8.64 189.74 0.04552 OKpsipsi
+0.90D-E 5.37 189.74 0.0283 OKpsipsi
General Footing
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Generator Footing - Case 2
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019
Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
4.0
60.0
3,644.15
145.0
= 0.30Flexure = 0.90
Shear =
Valuesϕ
0.00090
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=
Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 15.0 ft
Length parallel to Z-Z Axis
=
5.50 ft
Load location offset from footing center...
ex : Prll to X-X Axis 32 in=
in=
=
Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
18.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
5.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5
Number of Bars = 13.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 53.7 %
# Bars required on each side of zone 46.3 %
Applied Loads
7.145 1.50
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k2.258
V-z k
M-xx =
k-ft=
k-ft
12.042
H
=
General Footing
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Generator Footing - Case 2
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
PASS 3.056 Sliding - X-X 1.581 k 4.831 k +0.60D+0.70E
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.3157 Soil Bearing 0.4736 ksf 1.50 ksf +D+0.70E about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 9.865 Overturning - Z-Z 10.80 k-ft 106.542 k-ft +0.60D+0.70E
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.1763 Z Flexure (+X) 3.307 k-ft/ft 18.760 k-ft/ft +1.20D+E
PASS 0.2111 Z Flexure (-X) 3.960 k-ft/ft 18.760 k-ft/ft +1.20D-E
PASS 0.02580 X Flexure (+Z)0.4617 k-ft/ft 17.896 k-ft/ft +1.20D+E
PASS 0.02580 X Flexure (-Z)0.4617 k-ft/ft 17.896 k-ft/ft +1.20D+E
PASS 0.05860 1-way Shear (+X) 5.559 psi 94.868 psi +1.20D+E
PASS 0.04090 1-way Shear (-X) 3.880 psi 94.868 psi +1.20D-E
PASS 0.01062 1-way Shear (+Z) 1.007 psi 94.868 psi +1.20D+E
PASS 0.01062 1-way Shear (-Z) 1.007 psi 94.868 psi +1.20D+E
PASS 0.05796 2-way Punching 10.996 psi 189.737 psi +1.20D+E
Top reinforcing mat required (see 'Bending' tab).
Hand check required for anchor pullout.
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.50 n/a0.3041 0.3041 n/a 0.2030.0n/a
X-X, +0.60D 1.50 n/a0.1825 0.1825 n/a 0.1220.0n/a
X-X, +D+0.70E 1.50 n/a0.3168 0.3168 n/a 0.2110.0n/a
X-X, +D+0.5250E 1.50 n/a0.3137 0.3137 n/a 0.2090.0n/a
X-X, +0.60D+0.70E 1.50 n/a0.1952 0.1952 n/a 0.1300.0n/a
Z-Z, D Only 1.50 0.2127n/a n/a 0.3956 0.264n/a9.113
Z-Z, +0.60D 1.50 0.1276n/a n/a 0.2373 0.158n/a9.113
Z-Z, +D+0.70E 1.50 0.1601n/a n/a 0.4736 0.316n/a14.991
Z-Z, +D+0.5250E 1.50 0.1732n/a n/a 0.4541 0.303n/a13.566
Z-Z, +0.60D+0.70E 1.50 0.07504n/a n/a 0.3153 0.210n/a18.654
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
X-X, D Only None 0.0 k-ft Infinity OK
X-X, +0.60D None 0.0 k-ft Infinity OK
X-X, +D+0.70E None 0.0 k-ft Infinity OK
X-X, +D+0.5250E None 0.0 k-ft Infinity OK
X-X, +0.60D+0.70E None 0.0 k-ft Infinity OK
Z-Z, D Only None 207.219 k-ft Infinity OK
Z-Z, +0.60D None 124.331 k-ft Infinity OK
Z-Z, +D+0.70E 10.80 k-ft 174.187 k-ft 16.128 OK
Z-Z, +D+0.5250E 8.10 k-ft 172.919 k-ft 21.347 OK
Z-Z, +0.60D+0.70E 10.80 k-ft 106.542 k-ft 9.865 OK
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
X-X, D Only 0.0 k 7.527 k No Sliding OK
X-X, +0.60D 0.0 k 4.516 k No Sliding OK
X-X, +D+0.70E 1.581 k 7.842 k 4.961 OK
X-X, +D+0.5250E 1.185 k 7.763 k 6.548 OK
X-X, +0.60D+0.70E 1.581 k 4.831 k 3.056 OK
Z-Z, D Only 0.0 k 7.527 k No Sliding OK
Z-Z, +0.60D 0.0 k 4.516 k No Sliding OK
General Footing
LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025
DESCRIPTION:Generator Footing - Case 2
Project File: KPRS McGuff TI.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Z-Z, +D+0.70E 0.0 k 7.842 k No Sliding OK
Z-Z, +D+0.5250E 0.0 k 7.763 k No Sliding OK
Z-Z, +0.60D+0.70E 0.0 k 4.831 k No Sliding OK
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.20D 0.3930 +Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +1.20D 0.3930 -Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +0.90D 0.2947 +Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +0.90D 0.2947 -Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +1.20D+E 0.4617 +Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +1.20D+E 0.4617 -Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +1.20D-E 0.3242 +Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +1.20D-E 0.3242 -Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +0.90D+E 0.3635 +Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +0.90D+E 0.3635 -Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +0.90D-E 0.2260 +Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
X-X, +0.90D-E 0.2260 -Z Bottom 0.1944 ACI 7.6.1.1 0.2687 17.896 OK
Z-Z, +1.20D 2.231 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D 2.230 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D 1.673 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D 1.673 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D+E 0.5021 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D+E 3.307 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D-E 3.960 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +1.20D-E 1.154 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D+E 0.05561 -X Top 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D+E 2.749 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D-E 3.402 -X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
Z-Z, +0.90D-E 0.5966 +X Bottom 0.1944 ACI 7.6.1.1 0.2818 18.760 OK
One Way Shear X
Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status
+1.20D 2.88 3.76 3.76 94.87 0.04psipsipsipsi OK
+0.90D 2.16 2.82 2.82 94.87 0.03psipsipsipsi OK
+1.20D+E 1.87 5.56 5.56 94.87 0.06psipsipsipsi OK
+1.20D-E 3.88 1.97 3.88 94.87 0.04psipsipsipsi OK
+0.90D+E 1.15 4.62 4.62 94.87 0.05psipsipsipsi OK
+0.90D-E 3.16 1.03 3.16 94.87 0.03psipsipsipsi OK
One Way Shear Z
Load Combination... Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.20D 0.86 0.86 3.76 94.87 0.04psipsipsipsi OK
+0.90D 0.64 0.64 2.82 94.87 0.03psipsipsipsi OK
+1.20D+E 1.01 1.01 5.56 94.87 0.06psipsipsipsi OK
+1.20D-E 0.71 0.71 3.88 94.87 0.04psipsipsipsi OK
+0.90D+E 0.79 0.79 4.62 94.87 0.05psipsipsipsi OK
+0.90D-E 0.49 0.49 3.16 94.87 0.03psipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...
+1.20D 9.36 189.74 0.04933 OKpsipsi
+0.90D 7.02 189.74 0.037 OKpsipsi
+1.20D+E 11.00 189.74 0.05796 OKpsipsi
+1.20D-E 7.72 189.74 0.0407 OKpsipsi
+0.90D+E 8.66 189.74 0.04562 OKpsipsi
+0.90D-E 5.38 189.74 0.02837 OKpsipsi
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
-
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
Generator Enclosure Design
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Design Wind Load per ASCE 7-16 §29.3
Building Data
Risk Category:II ASCE 7-16 Table 1.5-1
Exposure Category:C ASCE 7-16 §26.7
Site Elevation:41.2 ft
V =95 mph Basic wind speed ASCE 7-16 Fig. 26.5-1A, B, or C
Solid Freestanding Wall or Sign Data
h =11.00 ft Overall height B =22.25 ft Sign/wall length
s =11 ft Sign/wall height Lr =12.75 ft Return corner length
Design Wind Load
qh = 0.00256 Kz Kzt Kd Ke V2 =16.6 psf ASCE 7-16 Eq. 26.10-1
Kz =0.85 Velocity pressure exposure coefficient ASCE 7-16 Table 26.10-1
Kzt =1.0 Topographic factor ASCE 7-16 §26.8.2
Kd =0.85 Wind directionality factor ASCE 7-16 Table 26.6-1
Ke =1.0 Ground elevation factor ASCE 7-16 Table 26.9-1
G =0.85 Gust effect factor ASCE 7-16 §26.11
β = 1.00 Corner reduction factor ASCE 7-16 Fig. 29.3-1
ε =1.00 Ratio of solid to gross area for wall, sign, or structure
F =β qh G Cf As ASCE 7-16 Eq. 29.3-1
Cf qw (psf)Fw (lb)Cf qw (psf)Fw (lb)
1.40 19.8 4846
2.26 25.6 3093
2.26 25.6 3093 1.50 17.0 2061
1.50 17.0 2061 1.15 13.0 1575
1.15 13.0 3.254 0.00 0.0 0
0.00 0.0 0 0.00 0.0 0
5156 0.00 0.0 0
0.00 0.0 0
C f from ASCE 7-16 Fig. 29.3-1 6728.3
Notes:
2s to 3s 3s to 4s
3s to 10s 4s to 5s
FTotal 5s to 10s
>10s
FTotal
1. β applied to Case C 0 to s
zone for B/s ≥ 5
2. Reduction of (1.8 - s/h)
applied to Case C where s/h >
0.8
s to 2s 2s to 3s
Case A and B Case C
Case C 0 to s
0 to s s to 2s
Figure from ASCE7-10
PROJECT
PROJECT NO.
ITEM
McGuff TI
Freestanding Wall Wind Load ENGINEER
DATE
SHEET NO.
1/8/2025
CL
S24-0254
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Generator Enclousre Wall Design
Wall Demands
H =11 ft Height of wall
W p =21 psf Weight of wall
SDS =1.05 Short period spectral acceleration
Ie =1 Importance factor
Fp =8.8 psf Out-of-plane wall seismic demand
pwind =25.6 psf Wind demand (See calculations)
Wall Stud Design
L =11 ft Length of stud
tw =1.33 ft Tributary width of stud
pmax,ASD =15.36 psf Maximum lateral ASD level demand
See Attached CFS Designer Report
HSS Member Design
H =11 ft Height of post
pseis =8.8 psf Seismic demand on post
pwind =25.6 psf Wind demand on post (Controls Design)
Δlim =1.1 in Deflection limit for canatilver post (2*L/240)
See Attached RISA3D Model
HSS Post Footing Design
See Pole Foundation Calculations
HSS Post Anchorage At (E) Wall Footing
pwind =25.6 psf Wind demand (See calculations)
H =11 ft Height of post
tw,post =2.5 ft Trib width for posts at (E) wall footing
Mu =7744 lb-ft Moment demand at base of post
Vu =704 lbs Shear demand at base of post
See Attached Anchorage Calculations
PROJECT
CLIENT
LOCATION
ITEM
McGuff TI
KPRS Inc
Santa Ana, CA
Enclosure
S24-0254
SHEET #
ENGINEER
DATE
JOB #
3/12/2025
C. Landis
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
Section : 362S162-43 (33 ksi) @ 16" o.c. Single C Stud (punched)
Maxo =612.0 ft-lb 1739.1 lbVa =I =0.71 in^4
Loads have not been modified for strength checks
Loads have been multiplied by 0.70 for deflection calculations
Bridging Connectors - Design Method =AISI S100
Span KyLy, KtLt
Flexual,
Distortional Connector
Stress
Ratio
Axial
Span 60.0", 60.0"60.0", 132.0"LSUBH3.25 (Min)0.54
Web Crippling
Support Load (lb)(in)Max Int.Stiffener?
Bearing Pa M
(lb)(ft-lbs)
R2 112.64 --Shear Connection w/ clip--NO
R1 112.64 --Stud/Track Design, Ref Connectors--NO
Gravity Load
Type Load (lb)
Uniform 28.00plf
Code Check Required Interaction NotesAllowed
Max. Axial, lbs 308.0(c)14%KΦ=0.00 lb-in/in Max KL/r = 982169.1(c)Span
Max. Shear, lbs 112.6 17%Shear (Punched)675.7
Max. Moment (MaFy, Ma-dist), ft-lbs 309.8 51%MaFy (control),KΦ=0.00 lb-in/in612.0
Moment Stability, ft-lbs 309.8 56%553.1
Shear/Moment 0.51 51%Shear 0.0, Moment 309.81.00
Axial/Moment 0.63 63%Axial 163.9(c), Moment 308.51.00
Deflection Span, in 0.226 --meets L/585--
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
10.10 %R2 112.6 0.0 18.47 %SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel
51.15 %R1 112.6 308.0 25.82 %362T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to
steel (3/16" to 1/2" thickness)
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:McGuff CFS Designer
Model:Exterior Wall Stud
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 03/12/2025
Simpson Strong-Tie® CFS Designer™ 5.2.7.0
<Licensed Company>
CLandis
SK-1
Mar 12, 2025 at 02:37 PM
Generator Enclosure Wall RI…
Company
Designer
Job Number
Model Name
:
:
:
:
<Licensed Company>
CLandis
Checked By : __________
3/12/2025
2:39:28 PM
RISA-3D Version 22 [ Generator Enclosure Wall RISA Model.r3… Page 1
Node Coordinates
Label X [ft] Y [ft] Z [ft] Detach From Diaphragm
1 N1 0 0 0
2 N2 9 0 0
3 N3 13.25 0 0
4 N4 0 11 0
5 N5 9 11 0
6 N6 13.25 11 0
7 N7 -4.25 0 0
8 N8 -4.25 11 0
9 N9 0 8 0
10 N10 9 8 0
11 N11 -10 0 0
12 N12 -10 11 0
13 N13 -14.33 0 0
14 N14 -14.33 11 0
15 N15 -18.66 0 0
16 N16 -18.66 11 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 HSS Post (3.5")HSS3.5X3.5X6 Column Tube A500 Gr.C RECT Typical 4.09 6.49 6.49 11.2
2 HSS Beam (3.5")HSS3.5X3.5X6 Beam Tube A500 Gr.C RECT Typical 4.09 6.49 6.49 11.2
3 HSS Post (4")HSS4X4X8 Column Tube A500 Gr.C RECT Typical 6.02 11.9 11.9 21
4 HSS Beam (4")HSS4X4X4 Beam Tube A500 Gr.C RECT Typical 3.37 7.8 7.8 12.8
5 HR1 HSS5X4X6 Column Tube A500 Gr.C RECT Typical 5.48 12.6 17.9 24.9
6 HR2 HSS5X4X6 Beam Tube A500 Gr.C RECT Typical 5.48 12.6 17.9 24.9
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 M1 N1 N4 HSS Post (4")Column Tube A500 Gr.C RECT Typical
2 M2 N2 N5 HSS Post (4")Column Tube A500 Gr.C RECT Typical
3 M3 N3 N6 HSS Post (4")Column Tube A500 Gr.C RECT Typical
4 M4 N4 N5 HSS Beam (4")Beam Tube A500 Gr.C RECT Typical
5 M5 N5 N6 HSS Beam (4")Beam Tube A500 Gr.C RECT Typical
6 M6 N8 N4 HSS Beam (4")Beam Tube A500 Gr.C RECT Typical
7 M7 N8 N7 HSS Post (4")Column Tube A500 Gr.C RECT Typical
8 M8 N9 N10 HSS Beam (4")Beam Tube A500 Gr.C RECT Typical
9 M9 N16 N14 HSS Beam (4")Beam Tube A500 Gr.C RECT Typical
10 M10 N14 N12 HSS Beam (4")Beam Tube A500 Gr.C RECT Typical
Company
Designer
Job Number
Model Name
:
:
:
:
<Licensed Company>
CLandis
Checked By : __________
3/12/2025
2:39:28 PM
RISA-3D Version 22 [ Generator Enclosure Wall RISA Model.r3… Page 2
Member Primary Data (Continued)
Label I Node J Node Section/Shape Type Design List Material Design Rule
11 M11 N15 N16 HSS Post (4")Column Tube A500 Gr.C RECT Typical
12 M12 N13 N14 HSS Post (4")Column Tube A500 Gr.C RECT Typical
13 M13 N11 N12 HSS Post (4")Column Tube A500 Gr.C RECT Typical
Nodal Loads and Enforced Displacements
No Data to Print...
Member Point Loads
No Data to Print...
Member Distributed Loads (BLC 3 : BLC 2 Transient Area Loads)
Member LabelDirectionStart Magnitude [k/ft, F, psf, k-ft/ft]End Magnitude [k/ft, F, psf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)]
1 M5 Z 0.282 0.282 0 4.25
2 M6 Z 0.282 0.282 0 4.25
3 M4 Z 0.038 0.038 0 9
4 M8 Z 0.038 0.038 0 9
5 M1 Z 0.115 0.115 0 8
6 M2 Z 0.115 0.115 0 8
7 M9 Z 0.282 0.282 0 4.33
8 M10 Z 0.282 0.282 0 4.33
Member Area Loads (BLC 2 : W)
Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces
1 N5 N6 N3 N2 Z B-C 25.6 25.6 25.6 25.6 Yes
2 N8 N4 N1 N7 Z B-C 25.6 25.6 25.6 25.6 Yes
3 N4 N5 N10 N9 Z B-C 25.6 25.6 25.6 25.6 Yes
4 N9 N10 N2 N1 Z A-B 25.6 25.6 25.6 25.6 Yes
5 N16 N12 N11 N15 Z B-C 25.6 25.6 25.6 25.6 Yes
Basic Load Cases
BLC Description Category Y Gravity Distributed Area(Member)
1 DL DL -1
2 W WL 5
3 BLC 2 Transient Area Loads None 8
Load Combinations
Description Solve P-Delta 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
6 ASCE Strength 3 (b) (a)Yes Y DL 1.2 WL 0.5
7 ASCE Strength 3 (b) (b)Yes Y DL 1.2 WL -0.5
8 ASCE Strength 4 (a) (a)Yes Y DL 1.2 WL 1 LL 0.5 LLS 1
9 ASCE Strength 4 (a) (b)Yes Y DL 1.2 WL -1 LL 0.5 LLS 1
10 ASCE Strength 5 (a)Yes Y DL 0.9 WL 1
11 ASCE Strength 5 (b)Yes Y DL 0.9 WL -1
12 Wind Deflection Yes Y DL 1 WL 0.42
Company
Designer
Job Number
Model Name
:
:
:
:
<Licensed Company>
CLandis
Checked By : __________
3/12/2025
2:39:28 PM
RISA-3D Version 22 [ Generator Enclosure Wall RISA Model.r3… Page 3
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 N1 max 0.005 4 0.54 4 1.65 11 11.237 9 0.225 8 0 2
2 min 0 2 0 2 -1.65 10 -11.237 8 -0.225 9 -0.014 4
3 N2 max 0 2 0.54 4 1.65 11 11.237 9 0.225 9 0.014 4
4 min -0.005 4 0 2 -1.65 10 -11.237 8 -0.225 8 0 2
5 N3 max 0 2 0.367 4 0.815 9 8.985 9 0.453 9 0.004 4
6 min -0.001 4 0 2 -0.815 8 -8.985 8 -0.453 8 0 2
7 N7 max 0.001 4 0.367 4 0.815 9 8.985 9 0.453 8 0 2
8 min 0 2 0 2 -0.815 8 -8.985 8 -0.453 9 -0.004 4
9 N15 max 0.001 4 0.371 4 0.795 9 8.855 9 0.284 8 0 2
10 min 0 2 0 2 -0.795 8 -8.855 8 -0.284 9 -0.005 4
11 N13 max 0 9 0.425 4 0.85 11 9.223 9 0 9 0 4
12 min 0 2 0 2 -0.85 10 -9.223 8 0 8 0 10
13 N11 max 0 2 0.371 4 0.795 9 8.855 9 0.284 9 0.005 4
14 min -0.001 4 0 2 -0.795 8 -8.855 8 -0.284 8 0 2
15 Totals:max 0 4 2.982 4 7.367 11
16 min 0 2 0 2 -7.367 10
Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]Dir LCphi*Pnc [k]phi*Pnt [k]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft] Cb Eqn
1 M1 HSS4X4X8 0.391 0 9 0.034 0 z 9 142.203 270.9 28.875 28.875 2.147H1-1b
2 M2 HSS4X4X8 0.391 0 9 0.034 0 z 9 142.203 270.9 28.875 28.875 2.147H1-1b
3 M3 HSS4X4X8 0.312 0 9 0.03 11 z 9 142.203 270.9 28.875 28.875 2.17 H1-1b
4 M4 HSS4X4X4 0.036 4.5 9 0.004 9 z 11 104.91 151.65 17.588 17.588 2.167H1-1b
5 M5 HSS4X4X4 0.041 1.284 9 0.02 4.25 z 9 139.688 151.65 17.588 17.588 2.631H1-1b
6 M6 HSS4X4X4 0.041 2.966 9 0.02 0 z 9 139.688 151.65 17.588 17.588 2.631H1-1b
7 M7 HSS4X4X8 0.312 11 9 0.03 11 z 9 142.203 270.9 28.875 28.875 2.17 H1-1b
8 M8 HSS4X4X4 0.028 4.5 9 0.004 9 z 11 104.91 151.65 17.588 17.588 2.022H1-1b
9 M9 HSS4X4X4 0.048 2.751 9 0.025 0 z 9 139.252 151.65 17.588 17.588 2.071H1-1b
10 M10 HSS4X4X4 0.048 1.579 9 0.025 4.33 z 9 139.252 151.65 17.588 17.588 2.071H1-1b
11 M11 HSS4X4X8 0.308 0 9 0.023 11 z 9 142.203 270.9 28.875 28.875 2.173H1-1b
12 M12 HSS4X4X8 0.321 0 9 0.013 11 z 9 142.203 270.9 28.875 28.875 1 H1-1b
13 M13 HSS4X4X8 0.308 0 9 0.023 11 z 9 142.203 270.9 28.875 28.875 2.173H1-1b
Pole Foundation Per 2022 CBC
Design Criteria
bf =2 ft Diameter or diagonal dimension of footing
d =4 ft Depth of footing
h =11 ft Height above grade of application of load "P"
Af =3.14 ft2 Area of circular footing
qn =1500 psf Allowable net soil pressure at depth d
S3 =800 psf Allowable lateral soil-bearing pressure at depth d1
Loading
W p =386 lb Gravity demand on pole footing
MW base =4176 lb ft Moment at finish grade
Peq =380 lb Equivalent lateral load at height "h" above grade
Footing Design OK
Depth
dreq = √(4.25*P*h/(S3*b)) =3.33 Ref. 2022 CBC Eq. 18-2
Area
Areq = W p/qn =0.26
1Increase for poles per 1806.3.4
PROJECT
PROJECT NO.
ITEM
McGuff TI
Pole Foundation ENGINEER
DATE
SHEET NO.
2/14/2025
C. Landis
S24-0154
BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
1
3/12/2025
Specifier's comments:
1 Input data
Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 5/8
Item number: not available
Specification text:Æ 5/8 in Hex Head ASTM F 1554 GR. 36 with
8 in nominal embedment depth per Technical
data , cast in place installation per MPII,
Effective embedment depth: hef = 8.000 in.
Material: ASTM F 1554
Evaluation Service Report: Hilti Technical Data
Issued I Valid: - | -
Proof: Design Method ACI 318-19 / CIP
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plateR : lx x ly x t = 12.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in.
Reinforcement: tension: not present, shear: not present;
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, ft.lb]
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
2
3/12/2025
1.1 Design results
Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 704; Vy = 0;
Mx = 0.000; My = 7,744.000; Mz = 0.000;
no 76
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 4,800 212 205 -52
2 0 212 205 52
3 4,800 156 147 -52
4 0 156 147 52
Max. concrete compressive strain: 0.22 [‰]
Max. concrete compressive stress: 975 [psi]
Resulting tension force in (x/y)=(-4.500/0.000): 9,600 [lb]
Resulting compression force in (x/y)=(5.180/0.000): 9,600 [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*4,800 9,831 49 OK
Pullout Strength*4,800 6,356 76 OK
Concrete Breakout Failure**9,600 15,483 63 OK
Concrete Side-Face Blowout, direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (anchors in tension)
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
3
3/12/2025
3.1 Steel Strength
Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2)
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.23 58,000
Calculations
Nsa [lb]
13,108
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
13,108 0.750 9,831 4,800
3.2 Pullout Strength
NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1)
Np = 8 Abrg f'
c ACI 318-19 Eq. (17.6.3.2.2a)
f NpN ³ Nua ACI 318-19 Table 17.5.2
Variables
y c,p Abrg [in.2]l a f'
c [psi]
1.000 0.45 1.000 2,500
Calculations
Np [lb]
9,080
Results
Npn [lb]f concrete f Npn [lb]Nua [lb]
9,080 0.700 6,356 4,800
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
4
3/12/2025
3.3 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
8.000 0.000 0.000 6.000 1.000
cac [in.]kc l a f'
c [psi]
-24 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]
552.00 576.00 1.000 1.000 0.850 1.000 27,153
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
22,118 0.700 15,483 9,600
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
5
3/12/2025
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*212 5,112 5 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**704 37,159 2 OK
Concrete edge failure in direction y+**712 6,029 12 OK
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b)
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.23 58,000
Calculations
Vsa [lb]
7,865
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
7,865 0.650 5,112 212
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
6
3/12/2025
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 8.000 0.000 1.750 6.000
y c,N cac [in.]kc l a f'
c [psi]
1.000 -24 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]
759.00 576.00 1.000 0.873 0.850 1.000 27,153
Results
Vcpg [lb]f concrete f Vcpg [lb]Vua [lb]
53,084 0.700 37,159 704
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
7
3/12/2025
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.]
6.000 -0.661 1.000 12.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
5.000 1.000 0.625 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
243.00 162.00 0.932 1.000 1.000 6,164
Results
Vcbg [lb]f concrete f Vcbg [lb]Vua [lb]
8,613 0.700 6,029 712
*Anchor row defined by: Anchor 3, 4; Case 3 controls
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.755 0.118 5/3 66 OK
bNV = bz
N + bz
V <= 1
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
8
3/12/2025
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!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• 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.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
Fastening meets the design criteria!
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
9
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
9
3/12/2025
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -4.500 -2.500 ---11.000
2 4.500 -2.500 ---11.000
3 -4.500 2.500 ---6.000
4 4.500 2.500 ---6.000
7 Installation data
Anchor type and diameter: Hex Head ASTM F 1554 GR.
36 5/8
Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x
0.250 in.
Item number: not available
Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: -
Plate thickness (input): 0.500 in. Hole diameter in the base material: - in.
Recommended plate thickness: not calculated Hole depth in the base material: 8.000 in.
Minimum thickness of the base material: 8.922 in.
Æ 5/8 in Hex Head ASTM F 1554 GR. 36 with 8 in nominal embedment depth per Technical data , cast in place installation per MPII
www.hilti.com
Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
10
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
McGuff Enclosure Post Anchorage
Page:
Specifier:
E-Mail:
Date:
10
3/12/2025
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.
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
CALIFORNIA GREEN NOTES
CGN
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
FEC
CA
CR
E NG I NE CENT ERL INE
FEC
FEC
FE
C
FE
C
FE
C
E sc F 1 F 2 F 3 F 4 F 5 F 6 F 7 F 8F 9 F 10 F 11 F 12
ºª\1!|"@·#$ &
¬/% ( )=?¡¿
23 4 567 8 9' 0 Q WE€R T Y U I O P
A S D F G H J KLÑ
ZX C V B N M;,
:._-><
^[`*]+
¨´Ç B loqm ay ús
C o n tr o l A lt A lt G rC o n tr o l
Im prPantP e t s isB loqD e sp lP au saIn te r
R eP ág
A vP ág
In ic io In s er t
S u pr F in
B loqN u m/-*
+
In tr o 1 2 3 45 6 78 9
F in A vP ág
In ic io R eP ág
In s0S u pr.
N u mL o ckC a ps S c r oll LockL o ck eth
CR
CR
CR
CR
CR
CA
CA CA
CA
CA
CA
CA
CA
CA
CACA
CA
CACA
CA
CA
CA
CA
CA
CA
CR
CR
L L
L L
L L
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2. REPLACE SEALANT AT ALL EXTERIOR PANEL JOINTS
PARTITION NOTES
AREA NOT IN CONTRACT
EXISTING PARTITION TO REMAIN, PROTECT IN PLACE.
EXISTING DOOR TO REMAIN
NEW DOOR, REFER TO DOOR SCHEDULE.
EXISTING SIDELIGHT OR GLAZING TO REMAIN.
NEW SIDELIGHT OR GLAZING. REFER TO KEYNOTES AND/OR ELEVATIONS FOR
ADDITIONAL INFORMATION.
WALL TYPE A: 3-5/8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 5/8"
GYP. BD. EA. SIDE .
PROVIDE BUILDING STANDARD SEMI-RECESSED FIRE EXTINGUISHER CABINET.
NEW MILLWORK TO BE CONSTRUCTED. REFER TO ELEVATIONS FOR ADDITIONAL
INFORMATION.
DOOR TAG, SEE DOOR SCHEDULE, SHEET IA-8.1.
PARTITION LEGEND
-
WALL TYPE B: 3-5/8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 6 MIL
VISQUEEN ON INTERIOR SIDE AND (1) LAYER 5/8" GYP. BD. EA SIDE. .
WALL TYPE C: 8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 6 MIL
VISQUEEN ON INTERIOR SIDE AND (1) LAYER 5/8" GYP. BD. EA SIDE. .
WALL TYPE D: 3-5/8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 6 MIL
VISQUEEN ON INTERIOR SIDE AND (1) LAYER 5/8" GYP. BD. ON INTERIOR SIDE. .
12'-0" HIGH CHAIN LINK FENCING W/ 12'-0" GATE .X
SECURITY CAMERA
CARD READER
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
308
SHIPPING AND
RECEIVING
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
16' - 1"
17
'
-
2
"
8'
-
7
"
12
'
-
1
0
"
6'
-
0
"
3'
-
6
"
2'
-
1
1
"
2'
-
1
1
"
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
3
IA-5.1
116
123
308
11
'
-
5
"
70
'
-
0
"
6'
-
0
"
5'
-
3
"
70' - 0"
B1
B1
B1
B1
B1
304A
MEN
304B
WOMEN
61' - 8"
22' - 0"
3 3 3
5' - 7"41' - 5"6' - 0"
5'
-
3
"
54
'
-
4
"
4
4
4
4
4
4
4
1 2
30
3
304B
304A
5
EQ EQ
3'
-
7
"
3'
-
7
"
7' - 3"3' - 11"
1
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
2
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
3
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
F1 F1 F1
7
7
12
7
A
11
1
A
101
12
5
103104105106
102
108107
109A
112
113
124
124A
115
122114
126
114A
121
120A120A1120119
118
118A
120A2
40
1
401A
401B405405A
402403404
311311A
111
307
307
127
6
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
6'
-
0
"
1'
-
1
"
NEW 8'-0" HIGH
OPENING
6' - 0"5' - 6"6' - 0"5' - 6"6' - 0"17' - 2"
1
BRIGHTPICK AREA TO RECEIVE SELF-LEVELING COMPOUND.1
KEY NOTES
2
3
4
EPOXY FILL ALL GAPS AND CRACKS IN SLAB GREATER THAN 0.2 INCHES IN WIDTH
NEW VISION GLAZING IN EXISTING WINDOW FRAMES
NEW 16 GA. METAL BACKING PER DETAIL
5 NEW COMBINATION EYEWASH/ SHOWER UNIT. HAWS AXION MSR 8300-8309
6 RELOCATED WINDOW AND FRAME
7 NEW AIR CURTAIN AT COILING DOORS -MARS STD2 (STANDARD 2) SERIES STD2144-3U-0B
NOT USED
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 1 PARTITION PLAN
IA-1.1
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1 PRESCREEN
CORRECTIONS
3/24/25
L L
L L
L L
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
3. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
4. CONTRACTOR SHALL VERIFY CONDITION OF SLAB AND PATCH/REPAIR TO SMOOTH AND LEVEL AS
REQUIRED TO RECEIVE FLOOR FINISHES. PATCH AND FILL ALL ABANDONED FLOOR CORES PRIOR TO
INSTALLATION OF FINISHES.
5. DEMOLISH PARTITIONS, DOOR ASSEMBLIES AND SIDELIGHTS AS SHOWN ON PLAN. PATCH AND REPAIR
ADJACENT CONSTRUCTION AS REQUIRED. EXISTING COLUMN FURRING TO REMAIN. TERMINATE
RELATED ELECTRICAL BACK TO POINT OF ORIGIN.
6. AT PARTITIONS BEING DEMOLISHED, ALL EXISTING POWER/TELE-DATA RECEPTACLES TO BE REMOVED.
DISCONNECT AND REMOVE ALL HOMERUN CONDUITS AND CONDUCTORS FROM RECEPTACLES BACK TO
POINT OF ORIGIN AS REQUIRED.
7. REMOVE ALL FLOORING, BASE, WALLCOVERING, WHITEBOARDS & TACKBOARDS, U.O.N. SCRAPE FLOOR
AND CLEAN/PREP FOR NEW FUTURE FLOOR FINISHES.
8. REMOVE EXISTING TENANT AND EGRESS SIGNAGE AND ANY MISC. SCREWS/NAILS IN WALLS. PATCH
WALL AND PREP FOR NEW FINISHES.
9. REMOVE/REPLACE ALL OUTLETS THAT DO NOT MEET CODE OR CURRENT BUILDING STANDARD
STYLE/FINISH. CONTRACTOR TO VERIFY IN FIELD AND PROVIDE COUNTS AND LOCATIONS.
10. REMOVE EXISTING POWER/TELE/DATA RECEPTACLES AND WALL FEEDS AS INDICATED BY "D", DO NOT
BLANK PLATE. REMOVE ALL UNUSED CABLING/CONDUITS IN WALLS, FLOORS, AND ABOVE CEILING IN
THEIR ENTIRETY. COORDINATE WITH POWER & SIGNAL PLANS TO REUSE/MODIFY EXISTING WHEN
AVAILABLE. REMOVE ALL BLANK PLATES AND ALL ASSOCIATED LOW VOLTAGE CABLING THROUGHOUT
WHERE INDICATED.
11. EXISTING WINDOW COVERINGS AT ALL PERIMETER WINDOWS TO REMAIN. CLEAN AND REPAIR FOR LIKE-
NEW APPEARANCE.
DEMOLITION NOTES
EXISTING PARTITION TO REMAIN, PROTECT IN PLACE
DEMOLISH EXISTING PARTITION
REMOVE EXISTING MILLWORK
REMOVE DOOR ASSEMBLY, SAVE FOR POTENTIAL REUSE
DEMOLISH SIDELIGHT OR GLAZING.
AREA NOT IN CONTRACT
LEGEND
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
C
A
B
M
M M M
D
D
D
D
FFF
C
J K
J
L
J
54
'
-
4
"
22
'
-
1
"
28' - 7"41' - 5"6' - 2"
6'
-
5
"
M
M M M
M M
M
M
M
M M
M
MM
M
M
M
M
1
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
2
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
3
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
NNN
P
P
6
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
ROUGHEN AND REDUCE EXISTING CONCRETE SURFACE IN THIS AREA TO RECEIVE NEW SELF-LEVELING
COMPOUND. GRIND ALL DIFFERENCES IN HEIGHT GREATER THAN .2 INCHES AND FILL ALL GAPS GREATER
THAN .2 INCHES.
A
DEMOLITION PLAN KEY NOTES
SAWCUT AND REMOVE EXISTING SLAB TO ACCOMODATE NEW PLUMBING.B
EXISTING MILLWORK TO BE REMOVED INCLUDING EXISTING PLUMBING FIXTURES. PROTECT ALL SUPPLY AND
DRAIN LINES IN PLACE.
C
EXISTING WINDOW TO BE REMOVEDD
EXISTING COILING DOOR TO BE REMOVEDE
EXISTING ONE WAY REFLECTIVE GLAZING TO BE REMOVED. PROTECT EXISTING FRAME AND PREPARE TO
RECEIVE NEW GLAZING.
F
REMOVE DECALS AT WINDOWSG
EXISTING DUCTWORK TO BE RELOCATED AWAY FROM PALLET RACK AREA.H
EXISTING EXISTING MILLWORK TO BE REMOVEDJ
EXISTING PLATFORM TO BE REMOVEDK
EXISTING SLAB TO BE SAWCUT AND REMOVED TO ACCOMODATE TRENCHINGL
REMOVE ALL CARPET, FLOORING, AND WALLBASE THROUGHOUTM
EXISTING WINDOW AND FRAME TO BE REMOVED AND RE-INSTALLED IN NEW WALL.N
EXISTING COILING DOOR AND TRACK TO BE REMOVED.P
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 1 DEMOLITION PLAN
IA-1.1D
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
FEC
CA
CR
FE
C
(E
)
FEC
(E)
CR
CR
CR
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2. REPLACE SEALANT AT ALL EXTERIOR PANEL JOINTS
PARTITION NOTES
AREA NOT IN CONTRACT
EXISTING PARTITION TO REMAIN, PROTECT IN PLACE.
EXISTING DOOR TO REMAIN
NEW DOOR, REFER TO DOOR SCHEDULE.
EXISTING SIDELIGHT OR GLAZING TO REMAIN.
NEW SIDELIGHT OR GLAZING. REFER TO KEYNOTES AND/OR ELEVATIONS FOR
ADDITIONAL INFORMATION.
WALL TYPE A: 3-5/8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 5/8"
GYP. BD. EA. SIDE .
PROVIDE BUILDING STANDARD SEMI-RECESSED FIRE EXTINGUISHER CABINET.
NEW MILLWORK TO BE CONSTRUCTED. REFER TO ELEVATIONS FOR ADDITIONAL
INFORMATION.
DOOR TAG, SEE DOOR SCHEDULE, SHEET IA-8.1.
PARTITION LEGEND
-
WALL TYPE B: 3-5/8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 6 MIL
VISQUEEN ON INTERIOR SIDE AND (1) LAYER 5/8" GYP. BD. EA SIDE. .
WALL TYPE C: 8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 6 MIL
VISQUEEN ON INTERIOR SIDE AND (1) LAYER 5/8" GYP. BD. EA SIDE. .
WALL TYPE D: 3-5/8" X 16 GA. X 12'-0" HIGH MTL. STUDS @ 16" O.C. W/ (1) LAYER 6 MIL
VISQUEEN ON INTERIOR SIDE AND (1) LAYER 5/8" GYP. BD. ON INTERIOR SIDE. .
12'-0" HIGH CHAIN LINK FENCING W/ 12'-0" GATE .X
SECURITY CAMERA
CARD READER
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN210
JAN
204A
STOR
20
4
4
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
2' - 11"
200
200A
203
20
6
A
205
202
210 209 208
206
207
204A
201
5' - 11"5' - 0"
5
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
4
4
4
4
BRIGHTPICK AREA TO RECEIVE SELF-LEVELING COMPOUND.1
KEY NOTES
2
3
4
EPOXY FILL ALL GAPS AND CRACKS IN SLAB GREATER THAN 0.2 INCHES IN WIDTH
NEW VISION GLAZING IN EXISTING WINDOW FRAMES
NEW 16 GA. METAL BACKING PER DETAIL
5 NEW COMBINATION EYEWASH/ SHOWER UNIT. HAWS AXION MSR 8300-8309
6 RELOCATED WINDOW AND FRAME
7 NEW AIR CURTAIN AT COILING DOORS -MARS STD2 (STANDARD 2) SERIES STD2144-3U-0B
NOT USED
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 2 PARTITION PLAN
IA-1.2
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
3. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
4. CONTRACTOR SHALL VERIFY CONDITION OF SLAB AND PATCH/REPAIR TO SMOOTH AND LEVEL AS
REQUIRED TO RECEIVE FLOOR FINISHES. PATCH AND FILL ALL ABANDONED FLOOR CORES PRIOR TO
INSTALLATION OF FINISHES.
5. DEMOLISH PARTITIONS, DOOR ASSEMBLIES AND SIDELIGHTS AS SHOWN ON PLAN. PATCH AND REPAIR
ADJACENT CONSTRUCTION AS REQUIRED. EXISTING COLUMN FURRING TO REMAIN. TERMINATE
RELATED ELECTRICAL BACK TO POINT OF ORIGIN.
6. AT PARTITIONS BEING DEMOLISHED, ALL EXISTING POWER/TELE-DATA RECEPTACLES TO BE REMOVED.
DISCONNECT AND REMOVE ALL HOMERUN CONDUITS AND CONDUCTORS FROM RECEPTACLES BACK TO
POINT OF ORIGIN AS REQUIRED.
7. REMOVE ALL FLOORING, BASE, WALLCOVERING, WHITEBOARDS & TACKBOARDS, U.O.N. SCRAPE FLOOR
AND CLEAN/PREP FOR NEW FUTURE FLOOR FINISHES.
8. REMOVE EXISTING TENANT AND EGRESS SIGNAGE AND ANY MISC. SCREWS/NAILS IN WALLS. PATCH
WALL AND PREP FOR NEW FINISHES.
9. REMOVE/REPLACE ALL OUTLETS THAT DO NOT MEET CODE OR CURRENT BUILDING STANDARD
STYLE/FINISH. CONTRACTOR TO VERIFY IN FIELD AND PROVIDE COUNTS AND LOCATIONS.
10. REMOVE EXISTING POWER/TELE/DATA RECEPTACLES AND WALL FEEDS AS INDICATED BY "D", DO NOT
BLANK PLATE. REMOVE ALL UNUSED CABLING/CONDUITS IN WALLS, FLOORS, AND ABOVE CEILING IN
THEIR ENTIRETY. COORDINATE WITH POWER & SIGNAL PLANS TO REUSE/MODIFY EXISTING WHEN
AVAILABLE. REMOVE ALL BLANK PLATES AND ALL ASSOCIATED LOW VOLTAGE CABLING THROUGHOUT
WHERE INDICATED.
11. EXISTING WINDOW COVERINGS AT ALL PERIMETER WINDOWS TO REMAIN. CLEAN AND REPAIR FOR LIKE-
NEW APPEARANCE.
DEMOLITION NOTES
EXISTING PARTITION TO REMAIN, PROTECT IN PLACE
DEMOLISH EXISTING PARTITION
REMOVE EXISTING MILLWORK
REMOVE DOOR ASSEMBLY, SAVE FOR POTENTIAL REUSE
DEMOLISH SIDELIGHT OR GLAZING.
AREA NOT IN CONTRACT
LEGEND
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN210
JAN
J
1' - 2"6' - 0"7"6' - 0"
4"
3' - 4"
M
M
M
M
M
M
MM
M
M
MM
M
M
C
J
4
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
5
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
ROUGHEN AND REDUCE EXISTING CONCRETE SURFACE IN THIS AREA TO RECEIVE NEW SELF-LEVELING
COMPOUND. GRIND ALL DIFFERENCES IN HEIGHT GREATER THAN .2 INCHES AND FILL ALL GAPS GREATER
THAN .2 INCHES.
A
DEMOLITION PLAN KEY NOTES
SAWCUT AND REMOVE EXISTING SLAB TO ACCOMODATE NEW PLUMBING.B
EXISTING MILLWORK TO BE REMOVED INCLUDING EXISTING PLUMBING FIXTURES. PROTECT ALL SUPPLY AND
DRAIN LINES IN PLACE.
C
EXISTING WINDOW TO BE REMOVEDD
EXISTING COILING DOOR TO BE REMOVEDE
EXISTING ONE WAY REFLECTIVE GLAZING TO BE REMOVED. PROTECT EXISTING FRAME AND PREPARE TO
RECEIVE NEW GLAZING.
F
REMOVE DECALS AT WINDOWSG
EXISTING DUCTWORK TO BE RELOCATED AWAY FROM PALLET RACK AREA.H
EXISTING EXISTING MILLWORK TO BE REMOVEDJ
EXISTING PLATFORM TO BE REMOVEDK
EXISTING SLAB TO BE SAWCUT AND REMOVED TO ACCOMODATE TRENCHINGL
REMOVE ALL CARPET, FLOORING, AND WALLBASE THROUGHOUTM
EXISTING WINDOW AND FRAME TO BE REMOVED AND RE-INSTALLED IN NEW WALL.N
EXISTING COILING DOOR AND TRACK TO BE REMOVED.P
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 2 DEMOLITION PLAN
IA-1.2D
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1
A
B
C
D
C.6
C.5
2 3 4 5 6
2
2
3
3
3 3
4
5
5
5
5
5
5
5
5
5
5
1 1
5
5 5
16' - 3"
17
'
-
4
"
13
'
-
7
"
2'
-
9
"
8'
-
1
"
3' - 9"2' - 9"
1' - 8"17' - 7"
2'
-
9
"
8'
-
1
"
4"
9' - 0"6' - 9"9' - 6"
6"
3' - 10"10"
2'
-
9
"
2' - 9"
1'
-
5
"
2'
-
9
"
12' - 2"
1
1
ALL NOTES ARE TYPICAL THROUGHOUT:
1. PROVIDE 5.17" OF POLYISOCYANURATE RIGID INSUALTION BOARDS WITH A TOTAL INSULATION VALUE OF
R30 MIN. OVER ENTIRE ROOF SURFACE.
2. PROVIDE 1/4" DENSDECK PRIME PROTECTION BOARD TO COVER INSULATION.
3.PROVIDE NEW 135 MIL. FLEECE BACKED ADHERED TPO ROOFING AND FLASHING OVER ENTIRE ROOF
SURFACE. EXTEND UP PARAPETS TO TERMINATE BENEATH COPING CAPS.
ROOF NOTES
ROOF KEYNOTES
INFILL EXISTING SKYLIGHT OPENING -SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION1
NEW SKYLIGHT. PROVIDE CRICKETS AS REQUIRED FOR DRAINAGE. VELUX DYNAMIC DOME 4896 W/
FACTORY INSULATED ALUMINUM CURB ESR-4108
2
EXISTING SKYLIGHT TO BE REMOVED AND REPLACED. VELUX DYNAMIC DOME 4896 W/ FACTORY INSULATED
ALUMINUM CURB ESR-4108
3
EXISTING ROOF LADDER AND HATCH TO REMAIN. PROTECT IN PLACE4
NEW ROOFTOP EQUIPMENT UNIT AND CURB. SEE MECHANICAL DRAWINGS FOR ADDITIONAL INFORMATION5
2
2
NORTH
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T (949) 851-3080
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H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ROOF PLAN
IA-1.3
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1 PRESCREEN
CORRECTIONS
3/24/25
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2.ALL EXISTING ROOFING TO BE REMOVED DOWN TO EXISTING PLYWOOD DECKING.
3.ALL EXISTING FLASHING TO BE REMOVED.
4.EXAMINE EXISTING DECKING TO REMAIN. REPLACE ALL DAMAGED DECKING WITH NEW PLYWOOD TO
MATCH EXISTING.
5.PROTECT EXISTING ROOFTOP EQUIPMENT AND EQUIPMENT PADS TO REMAIN.
6.EXAMINE EXISTING CURBS TO REMAIN. REPLACE ALL DAMAGED CURBS.
ROOF DEMOLITION NOTES
EXISTING ROOF DRAIN AND OVERFLOW TO REMAIN. PROTECT IN PLACE. PREVENT DEBRIS FROM ENTERING
PIPING.
ROOF DEMOLITION KEYNOTES
A
EXISTING SKYLIGHT TO BE REMOVED AND REPLACED.B
EXISTING ROOF HATCH TO REMAIN. PROTECT IN PLACE. PROVIDE NEW GUARD RAILS AND LADDER
EXTENSION PER CALOSHA REQUIREMENTS.
C
D EXISTING SKYLIGHT AND CURB TO BE REMOVED
E EXISTING SPLIT SYSTEM TO BE REMOVED
F EXISTING SPLIT SYSTEM TO BE REUSED FOR IT ROOM
J EXISTING MECHANICAL UNIT
K CUT AND REMOVE EXISTING ROOF SUBSTRATE TO ACCEPT NEW SKYLIGHT
ALL NOTES ARE TYPICAL THROUGHOUT:
1. PROVIDE 5.17" OF POLYISOCYANURATE RIGID INSUALTION BOARDS WITH A TOTAL INSULATION VALUE OF
R30 MIN. OVER ENTIRE ROOF SURFACE.
2. PROVIDE 1/4" DENSDECK PRIME PROTECTION BOARD TO COVER INSULATION.
3.PROVIDE NEW 135 MIL. FLEECE BACKED ADHERED TPO ROOFING AND FLASHING OVER ENTIRE ROOF
SURFACE. EXTEND UP PARAPETS TO TERMINATE BENEATH COPING CAPS.
ROOF NOTES
1
A
B
C
D
C.6
C.5
2 3 4 5 6
A
A
A
A
B
B
B
B
B
B
C
D D
E
E
E
E
F
F
J
J
J
J
J
J
J
J
J
J
18' - 3"4' - 6"
15
'
-
9
"
8'
-
6
"
6'
-
1
0
"
8'
-
6
"
K
K
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ROOF DEMOLITION PLAN
IA-1.3D
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
FE
C
(E
)
FEC
(E)
CR
CR
CR
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFERENCE GENERAL NOTES ON IA-G1 AND IA-G-2 FOR ADDITIONAL INFORMATION
2. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
3. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
4. PROVIDE LEVEL-5 FINISH AT ALL GYP. BOARD CEILINGS/SOFFITS, U.O.N.
5.INSTALL R30 BATT INSULATION AND SCRIM AT UNDERSIDE OF EXISTING ROOF DECK. SCRIM COLOR: WHITE.
6.SEE DETAILS 2/ IA-7.1, 3/IA-7.1, AND 4/ IA-7.1 FOR SUSPENDED CEILING DETAILS
CEILING NOTES
2
EXISTING 2 X 4 SUSPENDED CEILING GRID TO REMAIN. REPLACE EXISTING ACCOUSTICAL TILES WITH
NEW TILES COMPATIBLE WITH EXISTING GRID. SEE NOTE 6.4 FOR ADDITIONAL INFORMATION
CEILING HEIGHT
EXPOSED CEILING
ILLUMINATED EXIT SIGNS, DIRECTIONAL ARROW WHERE INDICATED. TIED TO BUILDING LIFE
SAFETY OR BATTERY BACKUP.
FOR EMERGENCY LIGHTING, REFER TO ELECTRICAL ENGINEERING PLANS.
AREA NOT IN CONTRACT
LEGEND
X'-X"
EXP.
EXISTING 2 X 2 SUSPENDED CEILING GRID TO REMAIN. REPLACE EXISTING ACCOUSTICAL TILES WITH
NEW TILES COMPATIBLE WITH EXISTING GRID. SEE NOTE 6.4 FOR ADDITIONAL INFORMATION
EXISTING 2 X 4 FLOURESCENT FIXTURE. REMOVE AND REPLACE WITH NEW LED FIXTURE. SEE
ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
EXISTING 2 X 2 FLOURESCENT FIXTURE. REMOVE AND REPLACE WITH NEW LED FIXTURE. SEE
ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
NEW 2X4 LED FIXTURE. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
EXISTING FLOURESCENT CAN LIGHT. REMOVE AND REPLACE WITH NEW LED FIXTURE
EXISTING FLOURESCENT WALL WASHER FIXTURE. REMOVE AND REPLACE WITH NEW LED FIXTURE
NEW 2X4 SUSPENDED CEILING SYSTEM TO MATCH EXISTING
EXISTING METAL HALIDE HIGH BAY LIGHT FIXTURE. REMOVE AND REPLACE WITH NEW LED HIGH BAY
FIXTURE. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
EXISTING FLOURESCENT STRIP LIGHT TO REMAIN
EXISTING FLOURESCENT FIXTURE TO REMAIN.
1.REMOVE ALL UNUSED WIRES, HANGERS, STRAPS, CLIPS, SCREWS, CABLING, CONDUITS OR ELECTRICAL WIRES
AT EXPOSED CEILING CONDITIONS.
2.REMOVE INSULATION AT EXISTING DUCTWORK WHERE OCCURS. CLEAN EXTERIOR OF DUCTWORK AND PREP TO
RECEIVE PAINT, U.N.O.
3.COORDINATE EXISTING DRAFT STOPS AT EXPOSED CEILING CONDITIONS WITH ARCHITECT.
4.PROVIDE RIGID DUCTWORK WITH SIDE DUCT MOUNTED SUPPLY DIFFUSERS AT ALL EXPOSED CEILING
CONDITIONS, U.N.O. PROVIDE CUT SHEETS TO ARCHITECT FOR APPROVAL PRIOR TO ORDERING AND
INSTALLATION.
5.PROVIDE ALUMINUM STRAPS TO MATCH ALUMINUM DUCTWORK FOR COVERING ALL DUCT SEALANT LOCATIONS,
U.N.O.
6.ALL VISIBLE PIPING, DUCTS AND CONDUITS IN EXPOSED CEILING CONDITIONS SHALL HAVE 90 DEGREE ANGLES
INSTEAD OF SHORTEST DISTANCE PATH.
7.PAINT ALL EXPOSED DUCTWORK, CONDUIT, PIPES, DECKING, SUPPORT BEAMS, ETC., U..N.O. REFER TO FINISH
LEGEND FOR PAINT SPECIFICATION.
8.WHERE INSULATION IS REQUIRED BY CODE, PROVIDE BATT INSULATION WITH SCRIM AT UNDERSIDE OF DECK IN
ALL EXPOSED CEILING CONDITIONS AT UNDERSIDE OF ROOF. COLOR OF SCRIM SHALL BE SELECTED BY
ARCHITECT.
9.EXTEND EXISTING WALLS AND FURRING SURROUNDING EXPOSED CEILING FULL HEIGHT TO UNDERSIDE OF DECK
ABOVE AS REQUIRED FOR CONSISTENT APPEARANCE. EXPOSED KICKERS SHALL BE AVOIDED.
10.COORDINATE LIGHT FIXTURE AND EXIT SIGN LOCATIONS IN ALL EXPOSED CEILINGS PRIOR TO ROUGH-IN TO
CONFIRM LOCATIONS AND ANY POSSIBLE HEIGHT LIMITATIONS. NOTIFY ARCHITECT OF ANY CONFLICTS.
11.PROVIDE ALLOWANCE FOR MOUNTING LIGHT FIXTURES AND EXIT SIGNS UNDER UNI-STRUT AS NEEDED TO
MAINTAIN FIXTURE LOCATIONS AT OBSTRUCTIONS.
EXPOSED CEILING NOTES
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE
408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN
120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN 103
MECH
308
SHIPPING AND
RECEIVING
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
+12'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
EXP.
EXP.
EXP.
EXP.
P
2
EP
1P
2
WALK-IN
REFRIGERATOR BY
OTHERS
304A
MEN
304B
WOMEN
1
NORTH
HHENDY.COM
T (949) 851-3080
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Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 1 REFLECTED CEILING PLAN
IA-2.1
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1 PRESCREEN
CORRECTIONS
3/24/25
1
A
B
C
D
C.6
C.5
2 3 4 5 6
A
B
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
C
D
E
F
A
B
GGGG
G G G G
GG
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
3. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
4. CONTRACTOR SHALL VERIFY CONDITION OF SLAB AND PATCH/REPAIR TO SMOOTH AND LEVEL AS
REQUIRED TO RECEIVE FLOOR FINISHES. PATCH AND FILL ALL ABANDONED FLOOR CORES PRIOR TO
INSTALLATION OF FINISHES.
5. DEMOLISH PARTITIONS, DOOR ASSEMBLIES AND SIDELIGHTS AS SHOWN ON PLAN. PATCH AND REPAIR
ADJACENT CONSTRUCTION AS REQUIRED. EXISTING COLUMN FURRING TO REMAIN. TERMINATE
RELATED ELECTRICAL BACK TO POINT OF ORIGIN.
6. AT PARTITIONS BEING DEMOLISHED, ALL EXISTING POWER/TELE-DATA RECEPTACLES TO BE REMOVED.
DISCONNECT AND REMOVE ALL HOMERUN CONDUITS AND CONDUCTORS FROM RECEPTACLES BACK TO
POINT OF ORIGIN AS REQUIRED.
7. REMOVE ALL FLOORING, BASE, WALLCOVERING, WHITEBOARDS & TACKBOARDS, U.O.N. SCRAPE FLOOR
AND CLEAN/PREP FOR NEW FUTURE FLOOR FINISHES.
8. REMOVE EXISTING TENANT AND EGRESS SIGNAGE AND ANY MISC. SCREWS/NAILS IN WALLS. PATCH
WALL AND PREP FOR NEW FINISHES.
9. REMOVE/REPLACE ALL OUTLETS THAT DO NOT MEET CODE OR CURRENT BUILDING STANDARD
STYLE/FINISH. CONTRACTOR TO VERIFY IN FIELD AND PROVIDE COUNTS AND LOCATIONS.
10. REMOVE EXISTING POWER/TELE/DATA RECEPTACLES AND WALL FEEDS AS INDICATED BY "D", DO NOT
BLANK PLATE. REMOVE ALL UNUSED CABLING/CONDUITS IN WALLS, FLOORS, AND ABOVE CEILING IN
THEIR ENTIRETY. COORDINATE WITH POWER & SIGNAL PLANS TO REUSE/MODIFY EXISTING WHEN
AVAILABLE. REMOVE ALL BLANK PLATES AND ALL ASSOCIATED LOW VOLTAGE CABLING THROUGHOUT
WHERE INDICATED.
11. EXISTING WINDOW COVERINGS AT ALL PERIMETER WINDOWS TO REMAIN. CLEAN AND REPAIR FOR LIKE-
NEW APPEARANCE.
DEMOLITION NOTES
EXISTING PARTITION TO REMAIN, PROTECT IN PLACE
DEMOLISH EXISTING PARTITION
REMOVE EXISTING MILLWORK
REMOVE DOOR ASSEMBLY, SAVE FOR POTENTIAL REUSE
DEMOLISH SIDELIGHT OR GLAZING.
AREA NOT IN CONTRACT
LEGEND
REMOVE ALL UNUSED CABLING AND CONDUIT FROM PLENUM SPACE
CEILING DEMOLITOIN KEYNOTES
A
EXISTING SUSPENDED CEILING TO BE REMOVED. REMOVE LIGHT FIXTURES, HVAC, AND FIRE LIFE-SAFETY
APPRERATUS
B
EXISTING ACOUSTICAL CEILING TILES TO BE REMOVED AND REPLACED. PROTECT EXISTING GRID IN PLACE.
REPAIR OR REPLACE ALL DAMAGED GRID.
C
EXISTING LIGHT FIXTURES TO BE REMOVED AND REPLACED. SEE ELECTRICAL DRAWINGS FOR NEW LIGHT
FIXTURE INFORMATION
D
EXISTING TRAPEEZE STRUCTURE TO BE REMOVED THROUGHOUT.E
EXISTING DUCTWORK TO BE RELOCATED AWAY FROM PALLET RACK AREAF
EXISTING HIGH-BAY LIGHTING TO BE REMOVED AND REPLACED. SEE ELECTRICAL DRAWINGS FOR NEW LIGHT
FIXTURE INFORMATION.
G
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 1 DEMOLITION CEILING
PLAN
IA-2.1D
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFERENCE GENERAL NOTES ON IA-G1 AND IA-G-2 FOR ADDITIONAL INFORMATION
2. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
3. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
4. PROVIDE LEVEL-5 FINISH AT ALL GYP. BOARD CEILINGS/SOFFITS, U.O.N.
5.INSTALL R30 BATT INSULATION AND SCRIM AT UNDERSIDE OF EXISTING ROOF DECK. SCRIM COLOR: WHITE.
6.SEE DETAILS 2/ IA-7.1, 3/IA-7.1, AND 4/ IA-7.1 FOR SUSPENDED CEILING DETAILS
CEILING NOTES
2
EXISTING 2 X 4 SUSPENDED CEILING GRID TO REMAIN. REPLACE EXISTING ACCOUSTICAL TILES WITH
NEW TILES COMPATIBLE WITH EXISTING GRID. SEE NOTE 6.4 FOR ADDITIONAL INFORMATION
CEILING HEIGHT
EXPOSED CEILING
ILLUMINATED EXIT SIGNS, DIRECTIONAL ARROW WHERE INDICATED. TIED TO BUILDING LIFE
SAFETY OR BATTERY BACKUP.
FOR EMERGENCY LIGHTING, REFER TO ELECTRICAL ENGINEERING PLANS.
AREA NOT IN CONTRACT
LEGEND
X'-X"
EXP.
EXISTING 2 X 2 SUSPENDED CEILING GRID TO REMAIN. REPLACE EXISTING ACCOUSTICAL TILES WITH
NEW TILES COMPATIBLE WITH EXISTING GRID. SEE NOTE 6.4 FOR ADDITIONAL INFORMATION
EXISTING 2 X 4 FLOURESCENT FIXTURE. REMOVE AND REPLACE WITH NEW LED FIXTURE. SEE
ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
EXISTING 2 X 2 FLOURESCENT FIXTURE. REMOVE AND REPLACE WITH NEW LED FIXTURE. SEE
ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
NEW 2X4 LED FIXTURE. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
EXISTING FLOURESCENT CAN LIGHT. REMOVE AND REPLACE WITH NEW LED FIXTURE
EXISTING FLOURESCENT WALL WASHER FIXTURE. REMOVE AND REPLACE WITH NEW LED FIXTURE
NEW 2X4 SUSPENDED CEILING SYSTEM TO MATCH EXISTING
EXISTING METAL HALIDE HIGH BAY LIGHT FIXTURE. REMOVE AND REPLACE WITH NEW LED HIGH BAY
FIXTURE. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION
EXISTING FLOURESCENT STRIP LIGHT TO REMAIN
EXISTING FLOURESCENT FIXTURE TO REMAIN.
1.REMOVE ALL UNUSED WIRES, HANGERS, STRAPS, CLIPS, SCREWS, CABLING, CONDUITS OR ELECTRICAL WIRES
AT EXPOSED CEILING CONDITIONS.
2.REMOVE INSULATION AT EXISTING DUCTWORK WHERE OCCURS. CLEAN EXTERIOR OF DUCTWORK AND PREP TO
RECEIVE PAINT, U.N.O.
3.COORDINATE EXISTING DRAFT STOPS AT EXPOSED CEILING CONDITIONS WITH ARCHITECT.
4.PROVIDE RIGID DUCTWORK WITH SIDE DUCT MOUNTED SUPPLY DIFFUSERS AT ALL EXPOSED CEILING
CONDITIONS, U.N.O. PROVIDE CUT SHEETS TO ARCHITECT FOR APPROVAL PRIOR TO ORDERING AND
INSTALLATION.
5.PROVIDE ALUMINUM STRAPS TO MATCH ALUMINUM DUCTWORK FOR COVERING ALL DUCT SEALANT LOCATIONS,
U.N.O.
6.ALL VISIBLE PIPING, DUCTS AND CONDUITS IN EXPOSED CEILING CONDITIONS SHALL HAVE 90 DEGREE ANGLES
INSTEAD OF SHORTEST DISTANCE PATH.
7.PAINT ALL EXPOSED DUCTWORK, CONDUIT, PIPES, DECKING, SUPPORT BEAMS, ETC., U..N.O. REFER TO FINISH
LEGEND FOR PAINT SPECIFICATION.
8.WHERE INSULATION IS REQUIRED BY CODE, PROVIDE BATT INSULATION WITH SCRIM AT UNDERSIDE OF DECK IN
ALL EXPOSED CEILING CONDITIONS AT UNDERSIDE OF ROOF. COLOR OF SCRIM SHALL BE SELECTED BY
ARCHITECT.
9.EXTEND EXISTING WALLS AND FURRING SURROUNDING EXPOSED CEILING FULL HEIGHT TO UNDERSIDE OF DECK
ABOVE AS REQUIRED FOR CONSISTENT APPEARANCE. EXPOSED KICKERS SHALL BE AVOIDED.
10.COORDINATE LIGHT FIXTURE AND EXIT SIGN LOCATIONS IN ALL EXPOSED CEILINGS PRIOR TO ROUGH-IN TO
CONFIRM LOCATIONS AND ANY POSSIBLE HEIGHT LIMITATIONS. NOTIFY ARCHITECT OF ANY CONFLICTS.
11.PROVIDE ALLOWANCE FOR MOUNTING LIGHT FIXTURES AND EXIT SIGNS UNDER UNI-STRUT AS NEEDED TO
MAINTAIN FIXTURE LOCATIONS AT OBSTRUCTIONS.
EXPOSED CEILING NOTES
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN
210
JAN
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+8'-0"
+8'-0"
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 2 REFLECTED CEILING PLAN
IA-2.2
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
ALL NOTES ARE TYPICAL THROUGHOUT:
1. REFER TO GENERAL NOTES IA-G1 AND IA-G2 FOR ADDITIONAL INFORMATION.
2. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
3. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
4. CONTRACTOR SHALL VERIFY CONDITION OF SLAB AND PATCH/REPAIR TO SMOOTH AND LEVEL AS
REQUIRED TO RECEIVE FLOOR FINISHES. PATCH AND FILL ALL ABANDONED FLOOR CORES PRIOR TO
INSTALLATION OF FINISHES.
5. DEMOLISH PARTITIONS, DOOR ASSEMBLIES AND SIDELIGHTS AS SHOWN ON PLAN. PATCH AND REPAIR
ADJACENT CONSTRUCTION AS REQUIRED. EXISTING COLUMN FURRING TO REMAIN. TERMINATE
RELATED ELECTRICAL BACK TO POINT OF ORIGIN.
6. AT PARTITIONS BEING DEMOLISHED, ALL EXISTING POWER/TELE-DATA RECEPTACLES TO BE REMOVED.
DISCONNECT AND REMOVE ALL HOMERUN CONDUITS AND CONDUCTORS FROM RECEPTACLES BACK TO
POINT OF ORIGIN AS REQUIRED.
7. REMOVE ALL FLOORING, BASE, WALLCOVERING, WHITEBOARDS & TACKBOARDS, U.O.N. SCRAPE FLOOR
AND CLEAN/PREP FOR NEW FUTURE FLOOR FINISHES.
8. REMOVE EXISTING TENANT AND EGRESS SIGNAGE AND ANY MISC. SCREWS/NAILS IN WALLS. PATCH
WALL AND PREP FOR NEW FINISHES.
9. REMOVE/REPLACE ALL OUTLETS THAT DO NOT MEET CODE OR CURRENT BUILDING STANDARD
STYLE/FINISH. CONTRACTOR TO VERIFY IN FIELD AND PROVIDE COUNTS AND LOCATIONS.
10. REMOVE EXISTING POWER/TELE/DATA RECEPTACLES AND WALL FEEDS AS INDICATED BY "D", DO NOT
BLANK PLATE. REMOVE ALL UNUSED CABLING/CONDUITS IN WALLS, FLOORS, AND ABOVE CEILING IN
THEIR ENTIRETY. COORDINATE WITH POWER & SIGNAL PLANS TO REUSE/MODIFY EXISTING WHEN
AVAILABLE. REMOVE ALL BLANK PLATES AND ALL ASSOCIATED LOW VOLTAGE CABLING THROUGHOUT
WHERE INDICATED.
11. EXISTING WINDOW COVERINGS AT ALL PERIMETER WINDOWS TO REMAIN. CLEAN AND REPAIR FOR LIKE-
NEW APPEARANCE.
DEMOLITION NOTES
EXISTING PARTITION TO REMAIN, PROTECT IN PLACE
DEMOLISH EXISTING PARTITION
REMOVE EXISTING MILLWORK
REMOVE DOOR ASSEMBLY, SAVE FOR POTENTIAL REUSE
DEMOLISH SIDELIGHT OR GLAZING.
AREA NOT IN CONTRACT
LEGEND
1
A
B
C
D
C.6
C.5
2 3 4 5 6
C
D
C
D
C
D
C
D
C
D
C
D
4
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
5
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
REMOVE ALL UNUSED CABLING AND CONDUIT FROM PLENUM SPACE
CEILING DEMOLITOIN KEYNOTES
A
EXISTING SUSPENDED CEILING TO BE REMOVED. REMOVE LIGHT FIXTURES, HVAC, AND FIRE LIFE-SAFETY
APPRERATUS
B
EXISTING ACOUSTICAL CEILING TILES TO BE REMOVED AND REPLACED. PROTECT EXISTING GRID IN PLACE.
REPAIR OR REPLACE ALL DAMAGED GRID.
C
EXISTING LIGHT FIXTURES TO BE REMOVED AND REPLACED. SEE ELECTRICAL DRAWINGS FOR NEW LIGHT
FIXTURE INFORMATION
D
EXISTING TRAPEEZE STRUCTURE TO BE REMOVED THROUGHOUT.E
EXISTING DUCTWORK TO BE RELOCATED AWAY FROM PALLET RACK AREAF
EXISTING HIGH-BAY LIGHTING TO BE REMOVED AND REPLACED. SEE ELECTRICAL DRAWINGS FOR NEW LIGHT
FIXTURE INFORMATION.
G
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 2 DEMOLITION CEILING
PLAN
IA-2.2D
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
E NG I NE CENT ERL INE
FEC
FEC
FE
C
FE
C
FE
C
E sc F 1 F 2 F 3 F 4 F 5 F 6 F 7 F 8F 9 F 10 F 11 F 12
ºª\1!|"@·#$ &¬/% ( )=?¡¿
23 4 567 8 9' 0 Q WE€R T Y U I O P
A S D F G H J KLÑ
ZX C V B N M;,
:._-><
^[`*]+¨´Ç B loqm ay ús
C o n tr o l A lt A lt G rC o n tr o l
Im prPantP e t s isB loqD e sp lP au saIn te r
R eP ág
A vP ág
In ic io In s er t
S u pr F in
B loqN u m/-*
+
In tr o 1 2 3 45 6 78 9
F in A vP ág
In ic io R eP ág
In s0S u pr.
N u mL o ckC a ps S c r oll LockL o ck eth
CR
CR
CR
CR
CR
CA
CA CA
CA
CA
CA
CA
CA
CA
CACA
CA
CACA
CA
CA
CA
CA
CR
CR
L L
L L
L L
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
308
SHIPPING AND
RECEIVING
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
SC
1
SC
1
B
1
SC
1
B
B
SC
1
B
1
P
1
EP
1
P
1
SC
1
B
1
P
1
SC
1
B
1
P
1
EP
1
FT
1
WT
1
P
1
FT
1
WT
1
P
1
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
SC
1
B
1
EP
1
FUTURE SECURE
AREA
3
3 3
2
2
7.4
304A
MEN
304B
WOMEN
3
3
3
1
ALL NOTES ARE TYPICAL THROUGHOUT:
1. VERIFY EXISTING CONDITIONS AND NOTIFY H. HENDY ASSOCIATES OF ANY DISCREPANCIES.
2. WORK SHALL COMPLY FULLY WITH ALL APPLICABLE NATIONAL, STATE AND LOCAL CODES.
3. FLOOR FINISHES: ALL FLOORING SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
INSTALLATION INSTRUCTIONS. ADHESIVE MAY VARY DEPENDING ON SUBSTRATE MATERIAL OR SLAB ON
GRADE INSTALLATION. FLOORING CONTRACTOR SHALL VERIFY AND INSTALL USING MANUFACTURER'S
SPECIFIED ADHESIVES.
4. REFER TO CEILING PLAN FOR ALL FINISH SPECIFICATIONS AS IT REFERS TO EXPOSED CEILINGS, GYP.
BOARD CEILINGS AND SOFFITS.
FINISH NOTES
CHANGE OF MATERIAL. SEE DETAILS .
DIRECTION OF PATTERN
FINISH CALL-OUT. REFER TO FINISH SCHEDULE ON SHEET IA-8.1 FOR FINISH SPECIFICATIONS.
/----
AREA NOT IN CONTRACT
LEGEND
PROVIDE JOHNSONITE SLIM LINE SLT-XX-A TRANSITION AT ALL CARPET TO VINYL TRANSITIONS.
KEYNOTES
1
PAINT ALL CEILING SUPPORT BEAMS, DECKING, CONDUITS, ETC., WHERE VISIBLE AT EXPOSED CEILING AREAS
AND ABOVE FLOATING CEILINGS.
2
3 INCH WIDE TRAFFIC TAPE. COLOR: TBD3
WALL FINISHES
FLOOR FINISHES
BASE FINISHES
ITEM:HARD, NON-ABSORBENT FINISH
MFR:-
STYLE:TO BE DETERMINED BY CLIENT
COLOR:-
INSTALL:-
CONTACT:-
GROUT:-
ITEM:RUBBER BASE -FIELD
MFR:JOHNSONITE
STYLE:2 1/2" STRAIGHT @ CARPET, COVED @ HARD SURFACE FLOORING
COLOR:BURNT UMBER B -63
INSTALL:PER MFR SPECS, ZERO CUT ALL MATERIALS
TIGHT TO WALL SO NO GAPS OCCUR
CONTACT:
ITEM:GENERAL PAINT (WHITE)
MFR:TBD
STYLE:FLAT
COLOR:TBD
INSTALL:MIN. 2 COATS OVER PRIMER
CONTACT:TBD
ITEM:CEILING PAINT
MFR:TBD
STYLE:FLAT
COLOR:TBD
INSTALL:MIN. 2 COATS OVER PRIMER
CONTACT:TBD
FINISH SPECIFICATIONS SCHEDULE
P
1
P
2
FT
1
B
1
ITEM:EPOXY FLOOR
MFR:RUST-OELUM
STYLE:OVERKRETE EXTRA S
COLOR:TBD
INSTALL:PER MFR. SPEC. OVER RUST -OLEUM TVB WATER BASED VAPOR BARRIER
CONTACT:
EF
1
ITEM:EPOXY COVE BASE
MFR:RUST -OLEUM
STYLE:OVERKRETE CB
COLOR:TBD
INSTALL:PER MFR. SPEC
CONTACT:
EB
1
ITEM:EPOXY PAINT
MFR:SHERWIN WILLIAMS
STYLE:ENDURACAT SEMI-GLOSS PRO
INDUSTRIAL WB CATALIZED EPOXY
COLOR:TBD
INSTALL:MIN. 2 COATS OVER PRIMER
CONTACT:TBD
EP
1
ITEM:HARD, NON-ABSORBENT FINISH
MFR:-
STYLE:TO BE DETERMINED BY CLIENT
COLOR:-
INSTALL:-
CONTACT:-
GROUT:-
WT
1
ITEM:SEALED CONCRETE
MFR:WR MEADOWS
STYLE:INDUROSHINE
COLOR:TBD
INSTALL:GRIND PER MFR. SPEC. W/ LIQUI-HARD ULTRA DENSIFIER AND BELLATRIX CONCRETE
ENHANCER
CONTACT:
SC
1
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 1 FINISH PLAN
IA-4.1
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1 PRESCREEN
CORRECTIONS
3/24/25
FEC
#DESCRIPTION MANUFACTURER MODEL #NOTES
BOBRICK B-6806-36"WALL MOUNTED GRAB BAR - 36"
BOBRICK B-6806-42"WALL MOUNTED GRAB BAR - 42"
RESTROOM ACCESSORIES SCHEDULE
1
2
PARTITION MOUNTED TOILET
TISSUE DISPENSER, AND TOILET
SEAT COVER DISPENSER -
SERVES (1) COMPARTMENT
BOBRICK B-34793
RECESSED COMBINATION TOILET
TISSUE DISPENSER, TOILET SEAT
COVER DISPENSER AND SANITARY
NAPKIN DISPOSAL - LEFT-HAND
SIDE
BOBRICK B-3091
4
BOBRICK B-3944RECESSED PAPER TOWEL
DISPENSER WITH WASTE RECEPT
COUNTERTOP MOUNTED MOTION-
SENSOR SOAP DISPENSER
ZURN
INDUSTRIES
SERIO SERIES Z6950-SD HARDWIRED
MIRROR: 48" H X 24" W X 1/4"
CLEAR TEMPERED GLASS W/ 1/2
BEVELED EDGE
- -
5
6
7
SEMI-RECESSED SANITARY
NAPKIN/TAMPON VENDOR BOBRICK B-3706348
FLOOR SINK JUST
MANUFACTURING B33213-J -9
SCULLERY SINK JUST
MANUFACTURING SB130-J -10
EYEWASH SHOWER HAWS AXION MSR
8300-8309 -11
DRINKING FOUNTAIN/ BOTTLE
FILLER HAWS 1011HSA.8 CHILLED AND FILTERED WATER12
NOT USED
NOT USED
A
2
9' - 1"4' - 5"3' - 4"8' - 2"
1
2
2
4
4
5
5
6
7
10
FD
48"
30
"
2
A
B
C
D
1
11
6
7
48"
30
"
ø 5' - 0"
1
A
B
C
D
16
'
-
6
"
9"
A1
A1
D2
A2
D1
E1
IA-5.1‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
IA-5.1‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
9
12
8'
-
1
"
7'
-
6
"
C2
A1
A1
E1
304A
MEN
304B
WOMEN
303
MAINTENANCE
2ø 5' - 0"
4
2
1
WT
1
4'
-
0
"
M
I
N
.
2'-0" MIN.
1
2
7
6
5
WT
1
4'
-
0
"
M
I
N
.
7
6
5
WT
1
4'
-
0
"
M
I
N
.
2'-0" MIN.
P
1
4
2
1
WT
1
4'
-
0
"
M
I
N
.
2'-0" MIN.
1
2
7
6
5
WT
1
4'
-
0
"
M
I
N
.
7
6
5
WT
1
4'
-
0
"
M
I
N
.
2'-0" MIN.
P
1
WALL FINISHES
FLOOR FINISHES
BASE FINISHES
ITEM:HARD, NON-ABSORBENT FINISH
MFR:-
STYLE:TO BE DETERMINED BY CLIENT
COLOR:-
INSTALL:-
CONTACT:-
GROUT:-
ITEM:RUBBER BASE -FIELD
MFR:JOHNSONITE
STYLE:2 1/2" STRAIGHT @ CARPET, COVED @ HARD SURFACE FLOORING
COLOR:BURNT UMBER B -63
INSTALL:PER MFR SPECS, ZERO CUT ALL MATERIALS
TIGHT TO WALL SO NO GAPS OCCUR
CONTACT:
ITEM:GENERAL PAINT (WHITE)
MFR:TBD
STYLE:FLAT
COLOR:TBD
INSTALL:MIN. 2 COATS OVER PRIMER
CONTACT:TBD
ITEM:CEILING PAINT
MFR:TBD
STYLE:FLAT
COLOR:TBD
INSTALL:MIN. 2 COATS OVER PRIMER
CONTACT:TBD
FINISH SPECIFICATIONS SCHEDULE
P
1
P
2
FT
1
B
1
ITEM:EPOXY FLOOR
MFR:RUST-OELUM
STYLE:OVERKRETE EXTRA S
COLOR:TBD
INSTALL:PER MFR. SPEC. OVER RUST -OLEUM TVB WATER BASED VAPOR BARRIER
CONTACT:
EF
1
ITEM:EPOXY COVE BASE
MFR:RUST -OLEUM
STYLE:OVERKRETE CB
COLOR:TBD
INSTALL:PER MFR. SPEC
CONTACT:
EB
1
ITEM:EPOXY PAINT
MFR:SHERWIN WILLIAMS
STYLE:ENDURACAT SEMI-GLOSS PRO
INDUSTRIAL WB CATALIZED EPOXY
COLOR:TBD
INSTALL:MIN. 2 COATS OVER PRIMER
CONTACT:TBD
EP
1
ITEM:HARD, NON-ABSORBENT FINISH
MFR:-
STYLE:TO BE DETERMINED BY CLIENT
COLOR:-
INSTALL:-
CONTACT:-
GROUT:-
WT
1
ITEM:SEALED CONCRETE
MFR:WR MEADOWS
STYLE:INDUROSHINE
COLOR:TBD
INSTALL:GRIND PER MFR. SPEC. W/ LIQUI-HARD ULTRA DENSIFIER AND BELLATRIX CONCRETE
ENHANCER
CONTACT:
SC
1
FINISH NOTES
1. EXTENTS OF HARD, NON-ABSORBENT FINISHES SHOWN TO CODE MINIMUM. ACTUAL MATERIALS AND EXTENTS
OF MATERIALS TO BE DETERMINED BY CLIENT.
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ENLARGED RESTROOM PLAN(S) &
ELEVATIONS
IA-5.1
MCGUFF
AB/CD
SCALE
3/8" = 1'-0"3ENLARGED RESTROOM PLAN
ABCD
ABCD
SCALE
3/8" = 1'-0"2MEN'S RESTROOM -ELEVATION A
SCALE
3/8" = 1'-0"1WOMEN'S RESTROOM -ELEVATION A
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
8'
-
2
"
5'
-
0
"
8'
-
2
"
5'
-
0
"
5'
-
0
"
8'
-
2
"
8'
-
2
"
5'
-
0
"
8'
-
0
"
5'
-
0
"
T
8'
-
2
"
5'
-
0
"
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
3/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ELEVATIONS
IA-5.2
MCGUFF
AB/CD
SCALE
3/8" = 1'-0"1WAREHOUSE OFFICE ELEVATIONSCALE
3/8" = 1'-0"2WAREHOUSE OFFICE ELEVATIONSCALE
3/8" = 1'-0"3WAREHOUSE OFFICE ELEVATION
SCALE
3/8" = 1'-0"4STORAGE ROOM ELEVATION
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
SCALE
3/8" = 1'-0"5OFFICE ENTRY ELEVATION
SCALE
3/8" = 1'-0"6WAREHOUSE WINDOW ELEVATIONS
CE
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CONT. ACCOUSTICAL SEALANT BEAD
BASE PER PLAN
(1) LAYER 5/8" GYP. BD. EA. SIDE. 1/2" GLASS MAT WATER
RESISTANT BACKER PANELS WHERE TILE OCCURS)
METAL TRACK W/ POWDER DRIVEN ANCHORS -
SET IN CONT. SEALANT BED. SEE STRUCTURAL
DRAWINGS FOR ADDITIONAL INFORMATION.
BATT INSULATION
6 MIL VISQUEEN. LAP SEAMS 3" AND CONT. TAPE.
5/8" GYP. BD.
6 MIL VISQUEEN. LAP SEAMS 3" AND CONT. TAPE.
CLG. JOISTS PER STRUCTURAL DRAWINGS
MTL. STUD FRAMING (ESR #3064P) SEE
STRUCTURAL DRAWINGS FOR ADDITIONAL
INFORMATION
TYPE STUD
SIZE
STUD
GAUGE
STUD
SPACING
GWB
LAYERS
STC
RATING
FIRE
RATING FIRE RATING TEST NO.NOM.
DIM
A1 3-5/8"**(1) LAYER GWB. EA SIDE ---4-7/8"
A2 6"**(1) LAYER GWB. EA SIDE ---7-1/4"
* SEE STRUCTURAL DRAWINGS FOR GUAGE, SPACING, AND
ADDITIONAL INFORMATION
CLG. JOISTS PER STRUCTURAL DRAWINGS
CONT. ACCOUSTICAL SEALANT BEAD
BASE PER PLAN
(1) LAYER 5/8" GYP. BD. EA. SIDE
METAL TRACK W/ POWDER DRIVEN ANCHORS -
SEE STRUCTURAL DRAWINGS
BATT INSULATION
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TYPE STUD
SIZE
STUD
GAUGE
STUD
SPACING
GWB
LAYERS
STC
RATING
FIRE
RATING FIRE RATING TEST NO.NOM.
DIM
B1 3-5/8"**(1) LAYER GWB. EA SIDE ---4-7/8"
* SEE STRUCTURAL DRAWINGS FOR GUAGE, SPACING, AND
ADDITIONAL INFORMATION
METAL STUD FRAMING (ESR #3064P)
SEE STRUCTURAL DRAWINGS FOR
ADDITIONAL INFORMATION
TYPE STUD
SIZE
STUD
GAUGE
STUD
SPACING
GWB
LAYERS
STC
RATING
FIRE
RATING FIRE RATING TEST NO.NOM.
DIM
C1 3-5/8"**(1) LAYER GWB. EA SIDE ---4-7/8"
* SEE STRUCTURAL DRAWINGS FOR GUAGE, SPACING, AND
ADDITIONAL INFORMATION
CLG. JOISTS PER STRUCTURAL
DRAWINGS
SLOTTED TOP TRACK W/ #10
S.M.S. EA. FLANGE EA. STUD
#10 X 1" S.M.S. @ EA. HORIZ. JOIST
METAL STUD FRAMING (ESR #
3064P) SEE STRUCTURAL
DRAWINGS FOR ADDITIONAL
INFORMATION
(1) LAYER 5/8" GYP. BD. EA. SIDE
METAL TRACK W/ POWDER
DRIVEN ANCHORS -SEE
STRUCTURAL DRAWINGS
BASE PER PLAN
CONT. ACCOUSTICAL SEALANT BEAD
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C2 6"**(1) LAYER GWB. EA SIDE ---7-1/4"
CLG. JOISTS PER STRUCTURAL
DRAWINGS
METAL TRACK W/ POWDER DRIVEN
ANCHORS -SEE STRUCTURAL
DRAWINGS
BATT INSULATION
TYPE STUD
SIZE
STUD
GAUGE
STUD
SPACING
GWB
LAYERS
STC
RATING
FIRE
RATING FIRE RATING TEST NO.NOM.
DIM
E1 3-5/8"**(1) LAYER GWB. EA SIDE ---4-7/8"
* SEE STRUCTURAL DRAWINGS FOR GUAGE, SPACING, AND
ADDITIONAL INFORMATION
(1) LAYER 5/8" GYP. BD. EA. SIDE
METAL. STUD FRAMING (ESR #
3064P) SEE STRUCTURAL
DRAWINGS FOR ADDITIONAL
INFORMATION
6 MIL VISQUEEN. LAP SEAMS 3"
AND CONT. TAPE.
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TYPE STUD
SIZE
STUD
GAUGE
STUD
SPACING
GWB
LAYERS
STC
RATING
FIRE
RATING FIRE RATING TEST NO.NOM.
DIM
D1 3-5/8"**(1) LAYER GWB. ---4-1/4"
* SEE STRUCTURAL DRAWINGS FOR GUAGE, SPACING, AND
ADDITIONAL INFORMATION
CLG. JOIST PER
STRUCTURAL DRAWINGS
5/8" GYP. BD.
SLOTTED TOP TRACK W/ #10 S.M.S.
EA. FLANGE EA. STUD
#10 X 1" S.M.S. @ EA. HORIZ. JOIST
3-5/8" MTL. STUD BRACING @ 4'-0"
(VERT).
POWDER DRIVEN FASTENER
(4) #10 X 1" S.M.S.
(1) LAYER 5/8" GYP. BD.
BATT INSULATION
METAL TRACK W/ POWDER DRIVEN
ANCHORS -SEE STRUCTURAL
DRAWINGS
BASE PER PLAN
CONT. ACCOUSTICAL SEALANT BEAD
METAL STUD FRAMING (ESR #3064P)
SEE STRUCTURAL DRAWINGS FOR
ADDITIONAL INFORMATION
6 MIL VISQUEEN. LAP SEAMS 3" AND
CONT. TAPE AT WALL TYPE D1 ONLY
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D2 3-5/8"**(1) LAYER GWB. ---4-1/4"
16 GA. MTL. STUD -WHERE BACKING
PLATE OCCURS (STUD WIDTH PER
PLANS)
6" X 16 GA. MTL. STUD -NOTCH AT EA.
VERT. STUD AS SHOWN
6" X 16 GA. SHEET METAL STRAP
(3) #10 FLAT HEAD SHEET
MTL. SCREWS TO EA.
STUD (TYP.)
EXTEND BACKING PLATE TYPE 1 ACROSS
MIN. THREE (3) STUDS. EXTEND ALL
BACKING PLATES TO LAST STUD BEYOND
ITEM. DO NOT CUT WALL STUD FLANGES
TYPE 1 -USE AT:
WALL CABINETS AND BASE CABINETS,
HANDRAILS AND GRAB BARS
TYPE 2 -USE AT:
WALL MOUNTED DOOR STOPS,
MARKER AND TACK BOARDS, TOILET
ACCESSORIES, MIRRORS
SCHEDULED PARTITION
ALUMINUM WINDOW FRAME
TO MATCH ADJACENT DOOR
FRAMES
NOTE:
NO EXPOSED FASTENERS, TYP.
1
1
/
2
"
T
Y
P
EQ EQ
RATINGTYPE
F1 -
FIRE RATING TEST NO.FIRE
-9 1/4"
RATING
STC
STC 54(1) LAYER GWB BOTH SIDES8"
SIZE
STUD
GAUGE
*
STUD
*
SPACING
STUD
LAYERS
GWB
TOP OF SLAB
BASE: SEE FINISH SCHEDULE
HEAD
PLAN
SILL
METAL TRACK W/ POWDER DRIVEN
ANCHORS: HILTI X-U UNIVERSAL KNURLED
SHANK FASTENER, AT 24"o.c. W/ 1" EMBED
(ICC/ESR #2269)
CONTINUOUS ACOUSTICAL SEALANT
CEILING PER FINISH SCHEDULE
SLIP TRACK, 16 GA. TOP TRACK, W/
#10 S.M.S. EA. FLANGE EA. STUD
SOUND ATTENUATION BATT INSULATION
METAL STUDS (ESR #3064P) WITH 5/8"
TYPE. "x" GYP. BD. BOTH SIDES (# OF
LAYERS PER BELOW), 1/2" GLASS MAT
WATER-RESISTANT BACKER PANELS
WHERE TILE OCCURS)
CL
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NOM.
DIM
(2) #10 WOOD SCREWS X 2" LONG @ 24" O.C.
EXISTING ROOF FRAMING
(2) 16d END NAILS
2X BLOCKING @ 24" O.C.
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
WALL SECTIONS & DETAILS
IA-6.1
MCGUFF
AB/CD
SCALE
3" = 1'-0"3WALL TYPE ASCALE
3" = 1'-0"7WALL TYPE BSCALE
3" = 1'-0"11WALL TYPE CSCALE
3" = 1'-0"19WALL TYPE E SCALE
3" = 1'-0"15WALL TYPE D
SCALE
1 1/2" = 1'-0"2WALL BACKINGSCALE
3" = 1'-0"6WINDOW JAMB -HEAD, SILL SIM.
SCALE
3" = 1'-0"9PARTITION TYPE F
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
8" MAX.
PERIMETER SEISMIC CLIP
ANGLE MOLDING EDGE TRIM
SCREWED TO EACH STUDCROSS TEE
<10'-0" : TWO 1-5/8" (25GA) METAL STUD
<15'-0" : TWO 2-1/2" (25GA) METAL STUD
<20'-0" : TWO 3-5/8" (25GA) METAL STUD
STUD
ORIENTATION
Specifications:
Ceiling grid
classification: Heavy-Duty
Manufacturer's
catalog number
Main runner:
Cross runner:
Runner splice:
Armstrong
Prelude XL15__
16
"
7301
7340
Armstrong
Suprafine XL 9__
16
"
7501
7540
USG DONN
DX/DXT 15__
16
"
ZXLA26
ZXLA424
TFS-1
USG DONN
DX/DXT 9__
16
"
DXT26
DXT424
TFS-1
SUSPENDED CEILING NOTES (INSTALLATION REQUIREMENTS): COMPLY WITH CBC 2501A.5 AND ASCE 7
Fixture Attachment: Attach all light fixtures and
ceiling mounetd air terminals to the ceiling grid
runnders to resist a horizontal force equal to the
weight of the fixtures. Screws or approved fasteners
are requried.
Flush or recessed light fixtures and air terminals
weighing less than 56 lbs. may be supported directly
on the runners of a heavy duty grid system, but in
addition, must have a minimum of (2) #12 ga. slack
safety wires attached to the fixture at diagonal
corners and anchored to the structure above. All 4'x4'
fixtures must have slack safety sires at each corner.
All flush or recessed light fixtures and air terminals
weighing 56 lbs. or more must be independently
supported by not less than (4) taut #12 ga. wires,
each attached to the fixture and to the structure
above regardless of the type of grid system used.
Surface Mounted Light Fixtures: Support surface
mounted light fixtures by at least two positive devices
which surround the ceiling runner and which are
each supported from the structure ababove by a #12
ga. wire. Spring clips or clamps that connect only to
the runner are not acceptable. Provide additional
supports when light fixtures are 8 feet or longer.
Pendant Mounted Light Fixtures: Support pendant
mounted light fixtures directly from the structure
wabove with hanger wires or cables passing through
each pendant hanger and capable of supporting (4)
times the weight of the fixture. A bracing assembly is
required where the pendant hanger penetrates the
ceiling.
Free Wall: at the perimeter of the ceiling area where main or
cross runners are not connected to the adjacent wall, provide
interconnection between the runners at the free end to prevent
lateral spreading. A metal strut or a #16 ga. wire with a
mechanical connection to the runner may be used. Where the
perpendicular distance fromt he wall to the first parallel runner
is 12" or less, this interlock is not requried.
Seismic Bracing: Provide bracing assemblies consisting of a
compression strut and (4) #12 ga. splayed bracing wires
oriented 90 degress from each other at 12' x 12' on center, 6'
maximum from each perimeter wall and at the edge of vertical
ceiling offsets. Ceiling areas of 144 SF. or less, surrounded by
walls which connect directly to the structure above, do not
require bracing assemblies when attached to two adjacent
walls.
Fastening: Fasten hanger wires with not less than (3) tight
turns. Fasten bracing wires with (4) tight turns. Make all tight
turns within a distance of 1 1/2". Hanger or bracing wire
anchors to the structure should be installed i nsuch a manner
that the direction of the anchor aligns as closely as possible
with the direction of the wire.
Separation: Separate all ceilign hanger and bracing wires at
least 6: from all unbraced ducts, pipes, conduit, etc.,
Field Tests: Whe drilled-in concrete anchors or shot-in
anchors are used in reinforced concrete for hanger wires, 1
out of 10 must be field tested for 200 lbs. in tension. When
drilled-in anchors are used for bracing wires, 1 out of 2 must
be field tested for 400 lbs. in tension. Shot-in anchors for
concrete are not permited for bracing wires.
Hanger Wires: #12 ga. wires may be used for up to and including 4 ft. by 4 ft.
grid spacing and shall be attached to main runners.
Perimeter: Provide #12 ga. hanger wires at the ends of all main and cross
runners within 8" of the support or within 1/4 th of the length of the end tee,
whichever is least, for the perimeter of the ceiling area.
Obstructions: Provide trapeze or other supplementary support members at
ovstructions to gypical hanger spacing. Provide additional hangers, or braces as
requried at all ceiling breakes, soffits or discontinuous areas. Hanger wires that
are more than 1 in 6 out of plumb are to have counter-sloping wires.
Wall Attachment: Ceiling grid members may be attached to not more than 2
adjacent walls. Ceiling grid members shall be at least 1/2" clear of other walls. If
walls run diagonally to ceiling grid system runenrs, one end of main and cross
members should be free, and a minimum of 1/2" clear of wall.
WHERE THE DISTANCE BETWEEN THE CEILING GRID
AND THE SLAB ABOVE IS LESS THAN 8'-0": PROVIDE
3-5/8" (25 GA.) METAL STUD. ATTACH TO MAIN
RUNNERS WITH 2" OF FROSS RUNNER WITH (2) #12
SELF-DRILLING, SELF-TAPPING SCREWS AND TO
CONCRETE/ STEEL STRUCTURE WITH 3/16" DIA.
ANCHOR.
IF DISTANCE BETWEEN CEILNIG GRID AND SLAB
ABOVE IS 8'-0" OR GREATER: USE THE SCHEDULE
BELOW FOR STUD SIZES:
METAL STUDS ORIENTED AS SHOWN, CONNECTED EVERY
12" ALONG THEIR LENGTH
COMPRESSION STRUT AT 12' O.C. BOTH
DIRECTIONS
12" GA. HANGER WIRES AT 48" O.C. ALONG MAIN
TEE RUNNERS
(4) 12 GA. SPLAYED SEISMIC BRACING
WIRES AT 12' O.C. BOTH DIRECTIONS
.
45 DEGREE MAX.
MAIN TEE RUNNER
2" MAX.
CROSS TEE RUNNER
AT STEEL BEAM
VERTICAL
HANGER
AT CONCRETE
SPLAYED SEISMIC
BRACING
AT CONCRETE
STEEL BEAM
(SEE TYPICAL NOTES)
#9 VERTICAL HANGER
WIRE (200# TEST) w/ (3)
TIGHT TURNS MIN.
WOOD JOIST/BEAM
CEILING CLIP, 13GA. x 3/4"
MIN. - HILTI CC-27
(ESR-2184) OR EQUAL
1/4"" DIA. THREADED WOOD
SCREW w/ 1 1/4" MIN.
EMBEDMENT
45°#12 SPLAYED SEISMIC
WIRE (440# TEST) w/ (4)
TIGHT TURNS MIN.
STEEL STRAP, 1" WIDE x
2" LONG x 12GA. MIN.
WOOD JOIST/ BEAM
1/4" DIA. THREADED WOOD
SCREW w/ 1 1/4" MIN.
EMBEDMENT
5/8" MAX.
5/8" MAX.
B CARPET TO CERAMIC TILE
CARPET TO RESILIENTA
CARPET
ALUM. TRANSITION STRIP
VCT OR SHEET VINYL
CONCRETE FLOOR
SLAB W/ CLEAR SEALER
D VCT TO CONCRETE
VCT TO CERAMIC TILEC
1/
4
"
1/
2
"
M
A
X
.
VCT
THREASHOLD
CERAMIC TILE
CONCRETE FLOOR
SLAB W/ CLEAR
SEALER
CARPET CLEAR ANODIZED ALUMINUM
STRIP, SECURE TO SLAB
CERAMIC TILE
CLEAVAGE
MEMBRANE OVER
CONC. SLAB
EPOXY GROUT, TAPER
UP TO MEET CERAMIC
TILE FINISH (IF
REQUIRED)
1/
2
"
M
A
X
.
1/
2
"
M
A
X
.
THRESHOLD VCT
CONC. FLOOR
SLAB W/ CLEAR
SEALER
METAL STUD FRAMING.
SEE PARTITION PLAN
5/8" TYPE 'X' GYP. BOARD
SEMI-RECESSED FIRE EXTINGUISHER CABINET-
SEE PARTITION PLAN LEGEND FOR SPEC. SEE
PARTITION PLAN FOR LOCATIONS. CABINET
FINISH TO BE PAINTED TO MATCH ADJACENT
SURFACE, UNO.
FACE OF WALL BEYOND
5/8" TYPE 'X' GYP. BOARDA.
F
.
F
.
T
O
K
N
O
B
.
40
"
M
A
X
.
8"
M
I
N
.
EXISTING CONC. WALL PANEL
CONT. SEALANT BEAD
TWO PIECE GALV. MTL. REGLET
CAP SHEET
FLASHING SHEETS
CANT
BUILT-UP ROOFING
1/4" DENS DECK PROTECTION BOARD
6" POLYISOCYANURATE RIGID
INSULATION BOARDS (R-30 MIN.)
EXISTING ROOF SUBSTRATE
1. ASPHALT AND MBR UTILITY CEMENT NOT SHOWN FOR CLARITY
2. LEAD FLASHING SHALL BE 2.5 LBS. PER SQUARE FOOT MINIMUM.
3. IT IS ACCEPTABLE TO RUN FIELD MEMBRANE PLY THROUGH DRAIN CENTER AND OMIT
TARGET SHEET IF DRAIN SUMP IS SHALLOW ENOUGH TO ALLOW INSTALLATION WITHOUT
WRINKLES OR FISHMOUTHS. STEEP SUMPS WILL REQUIRE THE INSTALLATION OF A TARGET
PATCH WITHIN DRAINSUMP.
4. USE ASPHALT PRIMER ON LEAD FLANGES WHEN USING MBR UTILITY CEMENT. USE
PERMAFLASH PRIMER ON LEAD FLANGES WHEN USING MBR FLASHING CEMENT.
5. EXTEND ALL PLIES TO EDGE OF DRAIN BOWL. NO SEAMS ARE ALLOWED THROUGH THE DRAIN.
SHEET LEAD, MIN. 30" x 30" PRIME
LEAD WITH PRIMER ON BOTH
SIDES, (SEE NOTES) ROLL LEAD
DOWN BOWL. (SET IN MBR UTILITY
CEMENT OR MBR FLASHING
CEMENT)
CLAMPING RING
DRAIN STRAINER
SUMP CORNER
CAP SHEET UNDER
CLAMPING RING
BACKER PLY
4" MIN.
4" MIN.
SMOOTH
SURFACE PLY
BELOW CAP
SHEET
INSULATION TAPERED
TO DRAIN
UNDERDECK DRAIN
CLAMP (AS REQUIRED)
LEAD SHEET
RIGID INSULATIONNOTES:
6. ANY CARPENTRY, METAL WORK, OR MASONRY CONSTRUCTION SHOULD BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH LOCAL CODE REQUIREMENTS AND/OR PROJECT
SPECIFICATIONS. THESE COMPONENTS SHOULD BE REVIEWED AND APPROVED BY A LICENSED
DESIGN PROFESSIONAL.
7. PLEASE SEE BITUMINOUS FLASHING SPECIFICATIONS FOR A FULL DESCRIPTION OF
INSTALLATION INSTRUCTIONS AND REQUIREMENTS WHICH ARE CONSIDERED A PART OF THIS
DETAIL.
CAP SHEET
ROOF ASSEMBLY
SEALANT
SURFACED FLASHING PLY (SEE NOTE 5.)
DRAWBAND
FLASHING COLLAR (8" TALL MIN.)
STORM COLLAR (INJECT POLYURETHANE
SEALANT BETWEEN COLLAR AND PIPE. TIGHTEN
DRAWBAND AND TOOL SEALANT BLEEDOUT
AROUND PIPE.)
FLASHING PLIES (INSTALL MIN. TWO (2)
FLASHING PLIES, AND FEATHER EACH
PLY 3" MIN.)
BITUMINOUS ROOF CEMENT OR
POLYUREHANE SEALANT (INSTALL
AT BASE OF PENETRATION.)
FLASHING COLLAR FLANGE (PRIME BOTH
SIDES OF HORIZONTAL FLANGES AND SET
IN BED OF BITUMOUS ROOF CEMENT ON
FINISHED FIELD PLIES. IF REQUIRED, NAIL
TO DECK APPROX 3" O.C. STAGGERED.)
MULTIPLE-PLY POLYMER MODIFIED
BITUMEN ROOFING FIELD PLIES
BASE SHEET (MECHANICALLY
ATTACH AS REQUIRED.)
PIPE PENETRATION
SECURED TO
STRUCTURAL FRAMING
FIRE SAFING INSULATION
REQUIRED AT HOT
STACK CONDITION
1. DIMENSIONS SHOWN ARE MINIMUMS AND ARE INTENDED TO BE APPROXIMATE TO ALLOW FOR RESONABLE
TOLERANCES DUE TO FIELD CONDITIONS.
2. THIS DETAIL IS SUITABLE FOR FLASHING ROUND PIPES USED TO SUPPORT EQUIPMENT, ELECTRICAL CONDUIT,
WATER AND GASE LINES, SHEET METAL FLUES, AND OTHER SIMILAR PENETRATIONS.
3. THE HORIZONTAL FLASHING FLANGES TO BE A MINIMUM OF 4" WIDE.
4. SET METAL FLASHING FLANGES ON FINISHED FIELD PLIES AND STRIP-IN BEFORE SURFACING.
5. SURFACED FLASHING PLY IS RECOMMENDED TO HAVE WHITE OR OTHER LIGHT REFLECTING SURFACE TO
MINIMIZE HEAT GAIN AND THERMAL MOVEMENT. FOR AGGREGATE-SURFACE MEMBRANES, EXTEND AGGREGATE
COVERAGE TO OUTSIDE OF COLLAR.
ROOF ASSEMBLY
COUNTERFLASHING
SKIRT (SEE NOTE 2.)
3" MIN.
3" MIN.
SURFACED
FLASHING PLY
(SEE NOTE 3.)
SHEET METAL
COUNTERFLASHING
GASKETED SCREW
FASTENERS
BASE FLASHING MEMBRANE
(EXTEND TO TOP OF CURB AND
FASTEN 6" O.C. EXTEND ONTO
ROOF SURFACE BEYOND TOE
OF CANT.)
MULTIPLE-PLY POLYMER MODIFIED
BITUMEN ROOFING (OPTION: FIELD
PLIES MAY BE EXTENDED OR
FEATHERED ABOVE HEAD OF CANT.)
BASE SHEET
(MECHANICALLY ATTACH
AS REQUIRED.)
FIBER CANT STRIP (SET FIBER
CANT IN HOT ASPHALT OR
BITUMOUS ROOF CEMENT
OVER BASE SHEET.)
PRE-FABRICATED 18 GA. GALV.
EQUIPMENT CURB 8" HIGH MIN.
W/ FACTORY WOOD NAILER AT
TOP, PRESERVATIVE TREATED,
AND RIGID INSULATION
NOTES:
1. DIMENSIONS SHOWN ARE MINIMUMS AND ARE INTENDED TO BE
APPROXIMATE AND TO ALLOW FOR REASONABLE TOLERANCES DUE TO
FIELD CONDITIONS.
2. COUNTERFLASHING SKIRT IS RECOMMENDED WHEN PRE-
MANUFACTGURED FLASHING FLANGE EXTENDS LESS THAN 2" OVER
MEMBRANE BASE FLASHING, OR WHEN BASE FLASHING FASTENERS ARE
EXPOSED.
3. SURFACED FLASHING PLY IS RECOMMENDED TO HAVE WHITE OR OTHER
LIGHT REFLECTING SURFACE TO MINIMIZE HEAT GAIN AND THERMAL
MOVEMENT.
DETAIL VIEW
Approx.
6" O.C.
ROOF DECK
SHEET METAL CAP
3" MIN.3" MIN.
SURFACED FLASHING PLY
(SEE NOTE 4.)
MEMBRANE BASE
FLASHING (FASTEN TO
TOP OF CURB AT
APPROX. 6" O.C. EXTEND
ONTO FIELD OF ROOF
BEYOND TOE OF CANT.)
MULTIPLE-PLY POLYMER MODIFIED BITUMEN
ROOFING (OPTION: FIELD PLIES MAY BE
EXTENDED OR FEATHERED ABOVE HEAD OF
CANT.)
BASE SHEET (MECHANICALLY
ATTACH AS REQUIRED.)
FIBER CANT, SET CANT OVER
BASE SHEET IN HOT ASPHALT
OR BITUMOUS ROOF CEMENT
WOOD CURB (EXTEND 8"
MIN. ABOVE FINISHED ROOF
SURFACE. PRESERVATIVE
TREATMENT OPTIONAL.)
Notes:
1. DIMENSIONS SHOWN ARE MINIMUMS AND ARE INTENDED TO BE APPROXIMATE TO
ALLOW FOR REASONABLE TOLERANCES DUE TO FIELD CONDITIONS.
2. ATTACH TOP OF MEMBRANE BASE FLASHING APPROXIMATELY 6" O.C.
3. SURFACE FLASHING PLY IS RECOMMENDED TO HAVE WHITE OR OTHER LIGHT
REFLECTING SURFACE TO MINIMIZE HEAT GAIN AND THERMAL MOVEMENT.
HIGH-DOMED CAPPED, GASKETED SELF-
TAPPING SCREW (FASTEN AT
APPROXIMATELY 18" O.C.)MEMBRANE BASE
FLASHING (LAP AT TOP
FOR DOUBLE LAYER.)
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
DETAILS
IA-7.1
MCGUFF
AB/CD
SCALE
3" = 1'-0"2PERIMETER TRIM
SCALE
12" = 1'-0"3ACCOUSTICAL CEILING SUSPENSION SYSTEM
SCALE
3" = 1'-0"4SUSPENDED CEILING ATTACHMENT POINTS
SCALE
6" = 1'-0"9FLOORING TRANSITIONS
SCALE
1 1/2" = 1'-0"10FIRE EXTINGUISHER CABINET
SCALE
1 1/2" = 1'-0"16ROOF AT PARAPET
SCALE
1 1/2" = 1'-0"14ROOF AT DRAIN
SCALE
3" = 1'-0"13B.U.R. PIPE PENETRATION
SCALE
3" = 1'-0"19CURB FLASHING
SCALE
1 1/2" = 1'-0"17SLEEPER FLASHING
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
DOOR TYPE ELEVATIONS
A B C
-
11
-
15
-
11
-
15
NOT USED
NOT USED
3'
-
0
"
-
17
-
17
D
GROUP H1 (CARD READER ENTRY, SINGLE DOOR)
ELECTRIC LOCKSET:BY TENANT VENDOR
ELECTRIC HINGE:BY TENANT VENDOR
BALL BEARING HINGE:HAGER BB 4-1/2" X 4-1/2"
CLOSER: NORTON 1600 SERIES
DOOR STOP:QUALITY 331
GROUP H2 (KEYED ENTRY, SINGLE DOOR)
ENTRY LOCKSET:BUILDING STANDARD
BALL BEARING HINGE:HAGER BB 4-1/2" X 4-1/2"
CLOSER: NORTON 1600 SERIES
DOOR STOP:QUALITY 331
GROUP H3 (OFFICE)
OFFICE LOCKSET SCHLAGE L SERIES, LEVER
STANDARD HINGE:HAGER 4-1/2" X 4-1/2"
DOOR STOP:QUALITY 331
GROUP H4 (PASSAGE)
PASSAGE LATCHSET:SCHLAGE L SERIES, LEVER
BALL BEARING HINGE:HAGER BB 4-1/2" X 4-1/2"
CLOSER: NORTON 1600 SERIES
DOOR STOP:QUALITY 331
GROUP H5 (STORAGE)
STOREROOM LOCKSET:SCHLAGE L SERIES, LEVER
BALL BEARING HINGE:HAGER BB 4-1/2" X 4-1/2"
CLOSER:NORTON 1600 SERIES
DOOR STOP:QUALITY 331
HARDWARE SCHEDULE
GROUP H6 (PRIVACY)
PRIVACY LOCKSET:SCHLAGE L SERIES, LEVER
BALL BEARING HINGE:HAGER BB 4-1/2" X 4-1/2"
CLOSER:NORTON 1600 SERIES
DOOR STOP:QUALITY 331
WALL TYPE PER PLAN
METAL TRACK
DOUBLE METAL STUD HEADER
CONTINUOUS SEALANT -BOTH SIDES
HOLLOW METAL DOOR FRAME
DOOR -REFER TO DOOR SCHEDULE
HEAD
FRAME ANCHOR -3 PER JAMB
DOOR -REFER TO DOOR SCHEDULE
HOLLOW METAL DOOR FRAME
CONTINUOUS SEALANT -BOTH SIDES
WALL TYPE PER PLAN
DOUBLE STUDS AT JAMB
VA
R
I
E
S
P
E
R
W
A
L
L
T
Y
P
E
JAMB
STEEL STUD ANCHORSBASE CLIPS
2"
VERIFY
VE
R
I
F
Y
2"
RETAINER CLIP
DOOR -REFER TO SCHEDULE
VA
R
I
E
S
P
E
R
W
A
L
L
T
Y
P
E
VE
R
I
F
Y
STEEL KNOCK-DOWN FRAME
DOUBLE STUDS AT JAMB
WALL TYPE PER PLAN
VERIFY
DOOR -REFER TO SCHEDULE
STEEL KNOCK-DOWN FRAME
DOUBLE METAL STUD HEADER
METAL TRACK
WALL TYPE PER PLAN
HEAD
JAMB
39
"
>1/2 W
W
>1/2 W
39
"
W
>1/2W
NOTES:
1. 15 LBS
2. LENGTH OF PUSH PAD SHALL BE GREATER THAN HALF OF
THE WIDTH OF THE ACTIVE DOOR LEAF
3/4" CONDUIT STUBBED
INTO ACCESSIBLE CEILING SPACE
SINGLE
CARD READER ON J-BOX
ELECTRIFIED MORTISE LOCK
3/4" C.
DOOR CONTACTS
WIRE PATHWAY IN DOOR
TERMINATE CONDUIT IN
DOOR FRAME ADJACENT
TO ELECTRIC HINGE
REQUEST TO EXIT INFRARED
SENSOR MOUNTED ON J-BOX
(ON OPPOSITE FACE OF WALL)
1/2" C.
1/2" C.
TERMINATE CONDUIT IN
DOOR FRAME
ADJACENT
TO ELECTRIC HINGE
WIRE PATHWAY IN DOOR
PAIR
CARD READER ON J-BOX
ELECTRIFIED MORTISE
LOCK
REQUEST TO EXIT INFRARED
SENSOR MOUNTED ON J-BOX
(ON OPPOSITE FACE OF
WALL)
3/4" CONDUIT STUBBED
INTO ACCESSIBLE CEILING
SPACE
1/2" C.
1/2
"
C.
3/4" C.
DOOR CONTACTS
A
B
AT THIN-SET TILE
AT MORTAR BED TILE
2
11/
4
"
1/
4
"
2
1
1/
4
"
1/
4
"
ADJACENT FLOOR
ADJACENT FLOOR
MARBLE THRESHOLD W/ POLISHED
FINISH -FULL DEPTH OF DOOR
FRAME. NOTCH AT JAMB
DOOR PER SCHEDULE (DOOR
BOTTOM WHERE OCCURS)
1/4" WIDE CONT. SEALANT BEAD -
BOTH SIDES
CERAMIC FLOOR TILE
CONC. SLAB
MARBLE THRESHOLD W/ POLISHED
FINISH -FULL DEPTH OF DOOR
FRAME. NOTCH AT JAMB
DOOR PER SCHEDULE (DOOR
BOTTOM WHERE OCCURS)
1/4" WIDE CONT. SEALANT BEAD -
BOTH SIDES
CERAMIC FLOOR TILE
MORTAR BED
SECTION
ASTRAGALGUIDE
SEAL
ROLLING DOOR
CHAIN KEEPER PADLOCK
BY G.C MAX. 1/4"∅SHANK
MID-HOOD SUPPORT;
WHEN REQUIRED; SOLID
WALL CONSTRUCTION
REQ'D.SPRING
ADJUSTOR
HOOD
AUXILIARY
HAND CHAIN
HOOD
BAFFLE
PLAN OF OPENING
STEEL BRACKET PLATE ABOVE
WEATHER STRIPPING
GUIDE TRACK PER MFR.
ELEVATION
OP
E
N
I
N
G
H
E
I
G
H
T
OV
E
R
A
L
L
H
E
I
G
H
T
2"15"
20
"
+
/
-
2"
5"
8"8"
OPENING WIDTH
1/2" CLEAR TEMPERED GLASS
BOTTOM CORNER PATCH
FINISHED CONCRETE FLOOR
TOP PIVOT HARDWARE WITH
CORNER PATCH WITH RECESSED,
CONCEALED CLOSER
EXISTING FLOOR STRUCTURE ABOVE
SLOTTED HEAD TRACK (ICC-ESR-3064P)
ATTACHED TO STRUCTURE WITH
FASTENERS @ 24" O.C. AND 2" FROM
EACH END (HILTI-ICC-ESR-2269) -
REFER TO DETAIL
25 GAUGE METAL STUDS GANGED
TO FORM TOP HEADER
5/8" TYPE 'X' GYP. BD. OVER METAL
STUD FRAMING
SEISMIC BRACING @ 48" O.C., EACH
DIRECTION AS REQUIRED
BOTTOM PIVOT ASSEMBLY
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
DOOR SCHEDULE & DETAILS
IA-8.1
MCGUFF
AB/CD
DOOR
NUMBER
FIRE RATING
(MIN)
DOOR FRAME HARDWARE
COMMENTS
TY
P
E
WI
D
T
H
HE
I
G
H
T
MA
T
E
R
I
A
L
FI
N
I
S
H
MA
T
E
R
I
A
L
FI
N
I
S
H
GR
O
U
P
PA
N
I
C
AC
C
E
S
S
C
O
N
T
R
O
L
101 - - 6' - 0" 9' - 0" - Y EXISTING DOOR -RETROFIT WITH CARD READER
102 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
103 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
104 - - 3' - 0" 7' - 0" Y EXISTING DOOR -RETROFIT WITH CARD READER
105 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
106 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
107 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
108 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
109 - - 6' - 0" 9' - 0" - EXISTING TO REMAIN
109A - - 6' - 0" 7' - 0" - EXISTING TO REMAIN
111 - - 3' - 0" 9' - 0" Y EXISTING DOOR -RETROFIT WITH CARD READER
111A - C 12' - 0" 14' - 0" MTL MFR MFR MFR MFR - - COOKSON THERMISER MAX MODEL ESD30
112 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
113 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
114 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
114A - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
115 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
116 - A 3' - 0" 8' - 0" WD PT KD PT H4 - - -
118 - - 3' - 0" 8' - 0" - EXISTING DOOR -RETROFIT WITH CARD READER
118A - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
119 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
120 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
120A - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
120A1 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
120A2 - - 3' - 0" 9' - 0" Y EXISTING DOOR -RETROFIT WITH CARD READER
121 - - 3' - 0" 9' - 0" Y EXISTING DOOR -RETROFIT WITH CARD READER
122 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
123 - A 3' - 0" 8' - 0" WD PT KD PT H5 - - -
124 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
124A - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
125 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
126 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
127 - - 3' - 0" 9' - 0" Y EXISTING DOOR -RETROFIT WITH CARD READER
127A - C 12' - 0" 14' - 0" MTL MFR MFR MFR MFR - - COOKSON THERMISER MAX MODEL ESD30
200 - - 3' - 0" 8' - 0" Y EXISTING DOOR -RETROFIT WITH CARD READER
200A - - 3' - 0" 8' - 0" Y -
201 - D 6' - 0" 8' - 0" GLASS TEMPER MFR MFR MFR HERCULITE DOOR AND FRAME
202 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
203 - - 3' - 0" 8' - 0" - -
204 - A 3' - 0" 8' - 0" WD PT KD PT H5 - - EXISTING TO REMAIN
204A - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
205 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
206 - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
206A - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
207 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
208 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
209 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
210 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
303 - A 4' - 0" 8' - 0" WD PT KD PT H4 - - -
304A - A 3' - 0" 8' - 0" WD PT KD PT H6 - - -
304B - A 3' - 0" 8' - 0" WD PT KD PT H6 - - -
307 - - 3' - 0" 9' - 0" Y COOKSON THERMISER MAX MODEL ESD30
307 - - 3' - 0" 7' - 0" - EXISTING DOOR -RETROFIT WITH CARD READER
308 - A 3' - 0" 8' - 0" WD PT KD PT H4 - - -
311 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
311A - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
401 - - 3' - 0" 9' - 0" - EXISTING TO REMAIN
401A - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
401B - - 3' - 0" 7' - 0" - EXISTING TO REMAIN
402 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
403 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
404 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
405 - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
405A - - 3' - 0" 8' - 0" - EXISTING TO REMAIN
DOOR SCHEDULE
ABBREVIATIONS:
AL ALUMINUM
ANO ANODIZED
FF FACTORY FINISH
HM HOLLOW METAL
KD KNOCK DOWN
MIN MINUTE
P PAINT; REFER TO FINISH SCHEDULE FOR COLOR
STL STEEL
WD WOOD
Y YES
SCALE
3" = 1'-0"11HOLLOW METAL DOOR FRAMESCALE
3" = 1'-0"15KNOCK DOWN FRAME
SCALE
1/2" = 1'-0"9PANIC HARDWARE
SCALE
1/2" = 1'-0"10TYPICAL CARD READER CONNECTION
SCALE
6" = 1'-0"13MARBLE THRESHOLDSCALE
1/2" = 1'-0"17COILING DOOR
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
NOTE:
REFINISH STAIN GRADE DOORS IF DAMAGEDSCALE
3" = 1'-0"19HERCULITE DOOR
19
-
INSPECTIONS
1. OCFA FINAL INSPECTION REQUIRED. PLEASE SCHEDULE ALL FIELD INSPECTIONS AT LEAST 72 HOURS IN
ADVANCE. INSPECTIONS CANCELED AFTER 1 P.M. ON THE DAY BEFORE THE SCHEDULED DATE WILL BE
SUBJECT TO A REINSPECTION FEE. PHASING OF INSPECTIONS MAY REQUIRE ADDITIONAL FEES, ALSO.
CALL OCFA INSPECTION SCHEDULING AT (714) 573-6150.
2. BUILDINGS UNDER CONSTRUCTION OR DEMOLITION SHALL CONFORM TO CFC CHAPTER 33. NO
SMOKING OR COOKING IS ALLOWED IN STRUCTURES WHERE COMBUSTIBLE MATERIALS ARE EXPOSED
OR WITHIN 25' OF COMBUSTIBLE MATERIALS STORAGE AREAS. CUTTING, WELDING, OR OTHER HOT
WORK SHALL BE IN CONFORMANCE WITH CFC CHAPTER 35.
3. IN BUILDINGS FOUR OR MORE STORIES IN HEIGHT, STANDPIPES SHALL BE PROVIDED DURING
CONSTRUCTION WHEN THE HEIGHT REACHES 40 FEET ABOVE THE LOWEST POINT OF FIRE DEPARTMENT
ACCESS. A FIRE DEPARTMENT CONNECTION SHALL BE NO MORE THAN 100 FEET FROM AVAILABLE FIRE
DEPARTMENT VEHICLE ACCESS ROADWAYS. A HYDRANT SHALL BE LOCATED ALONG THE ACCESS
ROADWAY WITHIN 150 FEET OF THE LOCATION(S) THAT THE FDC CAN BE ACCESSED FROM. FC 3310, 3313
4. ADDRESS NUMBERS SHALL BE PROVIDED FOR ALL NEW AND EXISTING BUILDINGS, BE A MINIMUM OF
FOUR INCHES HIGH FOR INDIVIDUAL DWELLING UNITS AND SIX INCHES HIGH FOR ALL OTHER
INSTALLATIONS AND STRUCTURES, CONTRAST WITH THEIR BACKGROUND, AND BE PLAINLY VISIBLE
FROM THE ROADWAY THE BUILDING IS ADDRESSED ON. TEMPORARY ADDRESS NUMBERS SHALL BE
PROVIDED ON CONSTRUCTION FENCING OR THE BUILDING UNTIL PERMANENT NUMBERS CAN BE
PROVIDED. CBC 501.2, CFC 505.1
5. LOCATIONS AND CLASSIFICATIONS OF EXTINGUISHERS SHALL BE IN ACCORDANCE WITH CFC 906 AND
CCR TITLE 19. AT LEAST ONE EXTINGUISHER SHALL BE PROVIDED DURING CONSTRUCTION ON EACH
FLOOR AT EACH STAIRWAY, IN EACH STORAGE AND CONSTRUCTION SHED, IN LOCATIONS WHERE
FLAMMABLE OR COMBUSTIBLE LIQUIDS ARE STORED OR USED, OR WHERE SIMILAR HAZARDS ARE
PRESENT PER CFC 3315.1. BEFORE FINAL OCCUPANCY, AT LEAST ONE 2A:10B:C EXTINGUISHER SHALL
BE PROVIDED SO THAT NO POINT IS MORE THAN 75' TRAVEL DISTANCE FROM THE EXTINGUISHER.
EXTINGUISHERS SHALL BE LOCATED ALONG THE PATH OF EGRESS TRAVEL AND IN A READILY VISIBLE
AND ACCESSIBLE LOCATION, WITH THE BOTTOM OF THE EXTINGUISHER AT LEAST 4”ABOVE THE FLOOR.
ADDITIONAL EXTINGUISHERS MAY BE REQUIRED BY OCFA INSPECTORS DEPENDING ON PROJECT OR
SITE CONDITIONS AND FINAL PLACEMENT IS SUBJECT TO THEIR APPROVAL.
6. WALL, FLOOR AND CEILING FINISHES AND MATERIALS SHALL NOT EXCEED THE FLAME SPREAD
CLASSIFICATIONS IN CBC TABLE 803.11. DECORATIVE MATERIALS SHALL BE PROPERLY TREATED BY A
PRODUCT OR PROCESS APPROVED BY THE STATE FIRE MARSHAL WITH APPROPRIATE DOCUMENTATION
PROVIDED TO THE OCFA. SUCH ITEMS SHALL BE APPROVED AND INSPECTED BY THE OCFA PRIOR TO
INSTALLATION.
7. KNOX BOXES/KEY CABINETS SHALL BE PROVIDED FOR ALL HIGH-RISE BUILDINGS, POOL ENCLOSURES,
GATES IN THE PATH OF FIREFIGHTER TRAVEL TO STRUCTURES, SECURED PARKING LEVELS, DOORS
GIVING ACCESS TO ALARM PANELS AND/OR ANNUNCIATORS, AND ANY OTHER STRUCTURES OR AREAS
WHERE IMMEDIATE ACCESS IS REQUIRED OR IS UNDULY DIFFICULT. AN OCFA INSPECTOR CAN ASSIST
WITH LOCKING GATE KEYS IN KNOX BOXES, CONTACT YOUR LOCAL FIRE STATION TO ARRANGE AN
APPOINTMENT TO SECURE MASTER BUILDING KEYS IN THE KNOX BOX.
8. APPROVAL OF THESE PLANS SHALL NOT PERMIT THE VIOLATION OF ANY CODE OR LAW. REQUIREMENTS
OR FEATURES NOT IDENTIFIED ON THE PLAN MAY APPLY AND OCFA INSPECTORS MAY REQUIRE
ADDITIONAL INFORMATION OR ITEMS FROM THOSE SHOWN ON THE PLAN DEPENDING ON ACTUAL OR
ANTICIPATED FIELD CONDITIONS. SUCH CHANGES MAY NECESSITATE SUBMITTAL OF REVISED OR AS-
BUILT PLANS TO THE OCFA AND THE CITY/COUNTY WHERE THE PROJECT IS LOCATED.
GENERAL REQUIREMENTS
1. THE PROJECT SHALL COMPLY WITH CALIFORNIA BUILDING CODE, CALIFORNIA FIRE CODE, AND OTHER
CURRENTLY ADOPTED CODES, STANDARDS, REGULATIONS AND REQUIREMENTS AS ENFORCED BY
THE ORANGE COUNTY FIRE AUTHORITY.
2. DUMPSTERS AND TRASH CONTAINERS EXCEEDING 1.5 CUBIC YARDS SHALL NOT BE STORED IN
BUILDINGS OR PLACED WITHIN 5 FEET OF COMBUSTIBLE WALLS, OPENINGS OR COMBUSTIBLE ROOF
EAVE LINES UNLESS PROTECTED BY AN APPROVED SPRINKLER SYSTEM OR LOCATED IN A TYPE I OR IIA
STRUCTURE SEPARATED BY 10 FEET FROM OTHER STRUCTURES. CONTAINERS LARGER THAN 1 CUBIC
YARD SHALL BE OF NON-OR LIMITED-COMBUSTIBLE MATERIALS OR SIMILARLY PROTECTED OR
SEPARATED. CFC 304.3.
3. EXITS, EXIT SIGNS, FIRE ALARM PANELS, HOSE CABINETS, FIRE EXTINGUISHER LOCATIONS, AND
STANDPIPE CONNECTIONS SHALL NOT BE CONCEALED BY CURTAINS, MIRRORS, OR OTHER
DECORATIVE MATERIAL.
4. THE EGRESS PATH SHALL REMAIN FREE AND CLEAR OF ALL OBSTRUCTIONS AT ALL TIMES. NO
STORAGE IS PERMITTED IN AISLES.
5. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL
KNOWLEDGE OR EFFORT. DOORS SHALL NOT BE PROVIDED WITH THUMB-TURN LOCKS OR
DEADBOLTS THAT DO NOT UNLATCH IN TANDEM WITH THE NORMAL OPERATING LEVER. THE OPENING
FORCE FOR INTERIOR DOORS WITHOUT CLOSERS SHALL NOT EXCEED 5 POUNDS. THE UNLATCHING
AND OPENING FORCE FOR OTHER DOORS, INCLUDING FIRE DOORS, SHALL NOT EXCEED 15 POUNDS.
CBC 1010
6. THE EXIT PATH SHALL BE CLEARLY IDENTIFIED WITH EXIT SIGNS CONFORMING TO CBC 1013.
ILLUMINATED EXIT SIGNS MUST HAVE 90-MINUTE EMERGENCY POWER BACK-UP.
7. TACTILE SIGNS SHALL BE PROVIDED IN COMMERCIAL BUILDINGS, PUBLIC
BUILDINGS/ACCOMMODATIONS, AND PUBLICLY FUNDED HOUSING SUBJECT TO CBC CHAPTERS 11A
AND B AND CONFORM TO 1143A OR 11B-703.1, -703.2, -703.3, AND 703.5, BE MOUNTED WITH THE BOTTOM
OF THE LOWEST LINE OF BRAILLE CHARACTERS AT LEAST 4 FEET ABOVE THE FLOOR BUT THE BOTTOM
OF THE HIGHEST LINE OF RAISED TEXT CHARACTERS NO MORE THAN 5 FEET ABOVE THE FLOOR AND,
WHENEVER POSSIBLE, ON THE STRIKE SIDE OF THE DOOR. LETTERING SHALL BE BETWEEN 5/8”AND 2”
HIGH. CBC 1013.4
8. STAIRS SERVING 4+ STORIES SHALL HAVE STAIRWELL SIGNS CONFORMING TO CBC 1023.9 AND OCFA
GUIDELINE E_02.
9. THE EXIT PATH SHALL BE ILLUMINATED AT ALL TIMES IN ACCORDANCE WITH CBC 1006. EMERGENCY
LIGHTING SHALL BE PROVIDED WITH 90-MINUTE BACK-UP.
10. RATED ASSEMBLIES SHALL CONFORM TO APPROVED METHODS AND MATERIALS OF CONSTRUCTION.
PENETRATIONS THROUGH RATED WALLS, CEILINGS, OR FLOORS SHALL BE PROTECTED IN AN
APPROVED MANNER COMPLYING WITH CBC/CFC CHAPTER 7.
11. RATED DOORS SHALL BE SELF-CLOSING AND LATCHING; SUCH DOORS SHALL NOT BE EQUIPPED WITH
DOOR STOPS OR OTHERWISE PROPPED OPEN. RATED DOORS SHALL BE EQUIPPED WITH RATED
HARDWARE. CFC 703
PROJECT-SPECIFIC REQUIREMENTS
ALARM AND MONITORING SYSTEMS
1. A FIRE ALARM SYSTEM SHALL BE PROVIDED IN COMPLIANCE WITH CBC/CFC 907 AND NFPA 72. A
SEPARATE PLAN SUBMITTAL IS REQUIRED FOR APPROVAL PRIOR TO INSTALLATION OR MODIFICATION.
2. AUTOMATIC FIRE SPRINKLER SYSTEM(S) AND ALL CONTROL VALVES, WITH THE EXCEPTION OF THOSE
LISTED IN CFC 903.4, SHALL BE MONITORED BY A UL LISTED CENTRAL ALARM STATION.
EXTINGUISHING SYSTEMS
3. AN AUTOMATIC FIRE SPRINKLER SYSTEM SHALL BE PROVIDED THROUGHOUT THE BUILDING IN
COMPLIANCE WITH CFC 903 AND THE APPLICABLE NFPA SPRINKLER STANDARD. REVIEW AND
APPROVAL OF A SPRINKLER PLAN IS REQUIRED PRIOR TO INSTALLATION OR MODIFICATION.
HAZARDOUS MATERIALS, EQUIPMENT, AND PROCESSES
4. STORAGE, DISPENSING, OR USE OF ANY HAZARDOUS MATERIALS SHALL COMPLY WITH CBC 414 AND
415 AND CFC REGULATIONS. THE STORAGE AND USE OF HAZARDOUS MATERIALS SHALL BE
REVIEWED AND APPROVED BY THE OCFA PRIOR TO SUCH MATERIALS BEING BROUGHT ON SITE.
APPROPRIATE HAZARDOUS MATERIALS WARNING SIGNS SHALL BE PROMINENTLY PLACED IN THE
VICINITY/ENTRANCES TO AREAS WHERE HAZARDOUS MATERIALS ARE STORED IN QUANTITIES
SUFFICIENT TO REQUIRE A CFC PERMIT.
1. ENSURE OUTDOOR SMOKING AREAS ARE A MINIMUM OF 25'-0" FROM BUILDING ENTRIES, OUTDOOR AIR
INTAKES AND OPERABLE WINDOWS AS REQUIRED BY CALGREEN SECTION 5.504.7.
2. RECYCLE OR SALVAGE FOR REUSE A MINIMUM OF 65% OF THE NON-HAZARDOUS CONSTRUCTION AND
DEMOLITION WASTE PER CALGREEN SECTION 5.408.1 OR COMPLY WITH THE LOCAL ORDINANCE,
WHICHEVER IS MORE STRINGENT. GC SHALL PROVIDE DOCUMENTATION OF CONSTRUCTION WASTE
MANAGEMENT PLANS AS REQUIRED TO ENFORCING AGENCIES.
3. 3.PROVIDE VERIFICATION THAT UNIVERSAL WASTE ITEMS SUCH AS FLORESCENT 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.
4. ALL WALL AND FLOOR ASSEMBLIES SEPARATING TENANTS OR SEPARATING TENANTS FROM PUBLIC
SPACES SHALL HAVE A MINIMUM STC RATING OF 40 AS PER CALGREEN SECTION 5.507.4.3.
5. ALL PLUMBING FIXTURES IN AREA OF WORK SHALL COMPLY WITH CALGREEN SECTION 5.303.3.
6. 6PER CA CIVIL CODE 1101 TO 1105, ALL NON-COMPLIANT PLUMBING FIXTURES WITHIN THE AREA OF
WORK SHALL BE REPLACED WITH WATER CONSERVING PLUMBING FIXTURES. BUILDINGS FINALED ON OR
AFTER 01/01/1994 ARE EXEMPT.
7. PROVIDE HVAC, REFRIGERATION AND FIRE SUPPRESSION SYSTEMS AND EQUIPMENT THAT DO NOT
UTILIZE CFC OR HALONS AS PER CALGREEN SECTION 5.508.1.
8. PER CALGREEN SECTION 5.410.4.2, A WRITTEN PLAN OF PROCEDURES FOR TESTING AND ADJUSTMENT
FOR NEW SYSTEMS SERVING THE AREA OF WORK IS REQUIRED TO BE DEVELOPED FOR THE
FOLLOWING SYSTEMS:
A.HVAC SYSTEMS AND CONTROLS
B.INDOOR LIGHTING AND CONTROLS
C.WATER HEATING SYSTEMS
9. PERFORM TESTING AND ADJUSTMENT OF REQUIRED SYSTEMS, INCLUDING HVAC BALANCING, AND
PROVIDE REPORTS TO BUILDING OWNER AND ENFORCING AGENCIES AS PER CALGREEN SECTION
5.410.4.3 AND 5.410.4.4.
10. DURING CONSTRUCTION, MINIMIZE USE OF PERMANENT HVAC SYSTEMS. IF SYSTEM IS USED DURING
CONSTRUCTION, PROTECT RETURN AIR TRUNK WITH AIR FILTERS WITH AN MINIMUM MERV RATING OF 8.
REPLACE ALL FILTERS AT COMPLETION OF CONSTRUCTION.
11. ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE COVERED WITH
TAPE, PLASTIC, SHEET METAL OR OTHER METHODS TO REDUCE THE AMOUNT OF DUST, WATER AND
DEBRIS ENTERING THE SYSTEM FROM THE TIME OF ROUGH INSTALLATION AND DURING STORAGE ON
THE CONSTRUCTION SITE UNTIL FINAL START UP.
12. ALL FINISH MATERIALS SHALL COMPLY WITH THE VOC LIMITS LISTED IN CALGREEN SECTIONS 5.504.4.1
TO 5.504.4.4. VERIFICATION OF COMPLIANCE SHALL BE PROVIDED TO ENFORCING AGENCIES AS
REQUIRED OR REQUESTED.
13. ALL COMPOSITE WOOD PRODUCTS SHALL COMPLY WITH THE FORMALDEHYDE LIMITS LISTED IN
CALGREEN SECTION 5.504.4.5. VERIFICATION OF COMPLIANCE SHALL BE PROVIDED TO ENFORCING
AGENCIES AS REQUIRED OR REQUESTED.
14. RESILIENT FLOORING SHALL COMPLY WITH THE REQUIREMENTS OF CALGREEN SECTION 5.504.4.6.
VERIFICATION OF COMPLIANCE SHALL BE PROVIDED TO ENFORCING AGENCIES AS REQUIRED OR
REQUESTED.
15. PROVIDE THE BUILDING OWNER AN OPERATING AND MAINTENANCE (O&M) MANUAL WITH DETAIL
OPERATING AND MAINTENANCE INSTRUCTION AND COPIES OF ALL GUARANTEES AND WARRANTIES FOR
EACH INSTALLED SYSTEM. THE O&M INSTRUCTIONS SHALL BE CONSISTENT WITH OSHA REQUIREMENTS
IN CR, TITLE 8 SECTION 5142 AND OTHER RELATED REGULATIONS. INCLUDE COPIES OF ALL INSPECTIONS
AND REPORTS FROM THE TESTING AND ADJUSTMENT PROCEDURES IN THE O&M MANUAL.
1. ALL WORK SHALL BE IN ACCORDANCE WITH CURRENT APPLICABLE NATIONAL, STATE, AND LOCAL
CODES, LAWS AND ORDINANCES, INCLUDING ACCESS REQUIREMENTS.
2. "ARCHITECT" AS USED IN THESE DOCUMENTS REFER TO HENDY, (949) 851-3080.
3. GENERAL CONTRACTOR FOR THE PROJECT SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED
BUILDING PERMITS.
4. EXAMINE ALL CONTRACT DOCUMENTS AND FIELD CONDITIONS AND CONFIRM THAT WORK IS BUILDABLE
AS SHOWN. IF THERE ARE QUESTIONS OR DISCREPANCIES, THE CONTRACTOR SHALL BE RESPONSIBLE
FOR OBTAINING CLARIFICATION FROM HENDY BEFORE PROCEEDING WITH WORK IN QUESTION.
5. VERIFY ALL DIMENSIONS ON JOB SITE BEFORE START OF ANY CONSTRUCTION. DO NOT SCALE
DRAWINGS. DIMENSIONS SHALL GOVERN.
6. LARGE SCALE DRAWINGS TAKE PRECEDENCE OVER SMALL SCALE DRAWINGS. DETAILS GOVERN OVER
PLANS. NOTIFY HENDY OF ANY DISCREPANCIES.
7. "TYPICAL" AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION IS THE SAME OR
REPRESENTATIVE FOR ALL SIMILAR CONDITIONS THROUGHOUT, U.N.O.
8. "SIMILAR" MEANS COMPARABLE CHARACTERISTICS FOR THE CONDITIONS NOTED. VERIFY DIMENSIONS
AND ORIENTATIONS ON PLANS AND ELEVATIONS.
9. DETAILS NOTED "TYPICAL" ARE KEYED ONLY ONCE AND ARE REPRESENTATIVE OF SIMILAR CONDITIONS
THROUGHOUT, U.N.O.
10. "ALIGN" AS USED IN THESE DOCUMENTS SHALL MEAN TO ACCURATELY LOCATE FINISH FACES IN THE
SAME PLANE.
11. WHERE NOTED "V.I.F." OR "VERIFY IN FIELD”THE DIMENSIONS SHALL BE CONFIRMED IN THE FIELD BY THE
GENERAL CONTRACTOR. NOTIFY HENDY OF DISCREPANCIES GREATER THAN 2 INCHES.
12. ALL VERTICAL DIMENSIONS ARE SHOWN FROM FINISH FLOOR, U.N.O.
13. MAKE VERTICAL WORK PLUMB AND MAKE HORIZONTAL WORK LEVEL AND WITH ALIGNMENT AS
INDICATED.
14. MAINTAIN MINIMUM HEADROOM CLEARANCE OF 90 INCHES IN ALL OCCUPIED SPACES AND 84 INCHES IN
RESTROOMS.
15. ALL WORK NOTED "N.I.C.," "NOT IN CONTRACT," OR BY OTHERS SHALL BE ACCOMPLISHED BY A
CONTRACTOR OTHER THAN THE GENERAL CONTRACTOR AND ARE NOT PART OF THE CONSTRUCTION
AGREEMENT. THE GENERAL CONTRACTOR SHALL COORDINATE WITH OWNER OR TENANT'S VENDORS
AND CONTRACTORS AS REQUIRED BY OWNER, TENANT OR BOTH.
16. BEFORE PROCEEDING WITH EACH COMPONENT OF WORK, EXAMINE SUBSTRATES, AREAS AND
CONDITIONS, WITH THE INSTALLER OR APPLICATOR PRESENT FOR COMPLIANCE REQUIREMENTS FOR
INSTALLATION TOLERANCES AND OTHER CONDITIONS AFFECTING PERFORMANCE.
A.EXAMINE ROUGH IN FOR MECHANICAL AND ELECTRICAL SYSTEMS TO VERIFY ACTUAL
LOCATIONS OF CONNECTIONS BEFORE EQUIPMENT AND FIXTURE INSTALLATION.
B.EXAMINE WALLS, FLOORS, AND CEILINGS FOR SUITABLE CONDITIONS WHERE PRODUCTS AND
SYSTEMS ARE TO BE INSTALLED.
C.VERIFY COMPATIBILITY WITH AND SUITABILITY OF SUBSTRATES, INCLUDING COMPATIBILITY
WITH EXISTING FINISHES OR PRIMERS.
D.PROCEED WITH INSTALLATION ONLY AFTER UNSATISFACTORY CONDITIONS HAVE BEEN
CORRECTED. PROCEEDING WITH THE WORK INDICATES ACCEPTANCE OF SURFACES AND
CONDITIONS.
17. GENERAL CONTRACTOR SHALL PROVIDE RECORD DOCUMENTS TO BUILDING OWNER/TENANT AND
HENDY UPON COMPLETION OF TENANT CONSTRUCTION.
18. WHERE EXISTING CEMENTITIOUS FIREPROOFING IS MISSING OR REMOVED DUE TO CONSTRUCTION,
PROVIDE SPRAY APPLIED CEMENTITIOUS FIREPROOFING FOR CONTINUOUS AND CONSISTENT
PROTECTION.
19. DELIVER, STORE AND HANDLE PRODUCTS USING MEANS AND METHODS THAT WILL PREVENT DAMAGE,
DETERIORATION, AND LOSS, INCLUDING THEFT AND VANDALISM. COMPLY WITH MANUFACTURERS'
WRITTEN INSTRUCTIONS.
20. PROVIDE PRODUCTS THAT COMPLY WITH THE CONTRACT DOCUMENTS, ARE UNDAMAGED, AND UNLESS
OTHERWISE INDICATED, ARE NEW AT THE TIME OF INSTALLATION.
21. INSTALL ALL MANUFACTURED ITEMS, MATERIALS AND EQUIPMENT IN STRICT ACCORDANCE WITH THE
MANUFACTURER'S SPECIFICATIONS AND WRITTEN INSTRUCTIONS, INCLUDING INSTRUCTIONS FOR
TEMPERATURE, HUMIDITY, VENTILATION, AND WEATHER-PROTECTION.
22. VERIFY ALL APPLIANCE AND EQUIPMENT REQUIREMENTS WITH MANUFACTURERS. PROVIDE ALL WALL
BACKING, ELECTRICAL AND PLUMBING SUPPLIES, FITTINGS AND CONNECTORS TO SUPPORT OR
COMPLETE INSTALLATION. SUPPLY CUT-SHEETS FOR APPROVAL.
23. COORDINATE BACKING WITH MILLWORKER FOR WALL HUNG UNITS AND FEATURES.
24. PROVIDE FINAL PROTECTION AND MAINTAIN CONDITIONS THAT ENSURE INSTALLED WORK IS WITHOUT
DAMAGE OR DETERIORATION AT THE TIME OF SUBSTANTIAL COMPLETION. COMPLY WITH
MANUFACTURER'S WRITTEN INSTRUCTIONS FOR TEMPERATURE AND RELATIVE HUMIDITY.
25. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE GENERAL CLEANING OF A JOB AFTER
COMPLETION. CLEANING SHALL INCLUDE INTERIOR OF THE BUILDING AND PATH OF TRAVEL TO THE JOB
SITE, THE PARKING LOT, ELEVATORS, STAIRS, LOBBIES & CORRIDORS.
26. DIVERT NON-HAZARDOUS CONSTRUCTION, DEMOLITION, AND PACKAGING DEBRIS FROM LANDFILL
DISPOSAL. REDIRECT RECYCLABLE, SALVAGEABLE, OR REUSABLE MATERIALS TO APPROPRIATE SITES
OR CHARITABLE ORGANIZATIONS, INCLUDING: CARDBOARD, METAL, BRICK, CONCRETE, GLASS, PLASTIC,
CLEAN WOOD, GYPSUM WALLBOARD, CARPET, AND INSULATION.
1. DURING BID PROCESS IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO SITE VERIFY ALL
CLEARANCES, INCLUDING IN PLENUM AREA. ADVISE IF MECHANICAL EQUIPMENT, MAIN SPRINKLER LINES,
OR OTHER EXISTING ITEMS REQUIRE RELOCATION.
2. ANY REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN WRITING WITH CUT-
SHEETS ATTACHED. IT WILL BE CONSIDERED ONLY IF IT HAS A MORE ADVANTAGEOUS DELIVERY DATE, A
LOWER PRICE (WITH CREDIT TO THE TENANT) AND WILL BE PROVIDED WITHOUT SACRIFICING QUALITY,
APPEARANCE AND FUNCTION.
1. REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN WRITING WITH CUT-
SHEETS ATTACHED. CONSIDERATION WILL ONLY BE GIVEN WITH AN ADVANTAGEOUS DELIVERY DATE, A
LOWER PRICE (WITH CREDIT TO THE TENANT) AND WILL BE PROVIDED WITHOUT SACRIFICING QUALITY,
APPEARANCE AND FUNCTION.
2. THE GENERAL CONTRACTOR SHALL SUBMIT CONFIRMATION OF DELIVERY DATES FOR ORDERS OF
MATERIALS AND EQUIPMENT HAVING LONG LEAD TIMES TO HENDY AT START OF PROJECT
CONSTRUCTION.
3. SUBMIT (3) SAMPLES OF ALL MATERIALS TO HENDY FOR APPROVAL PRIOR TO ORDERING OR
INSTALLATION. THE CONTRACTOR SHALL BE WHOLLY LIABLE BY FAILING TO DO SO WHETHER ITEMS ARE
SPECIFIED CORRECTLY OR INCORRECTLY IN THE CONTRACT DOCUMENTS. SUBMITTALS ITEMS SHALL
INCLUDE, BUT ARE NOT LIMITED TO:
A.STONEWORK, MILLWORK, METALWORK, DOORS, DOOR HARDWARE, APPLIANCES &
EQUIPMENT, FINISH MATERIALS, ACOUSTICAL CEILING TILES, SUSPENSION SYSTEMS,
FIXTURES, MECHANICAL DEVICES, AND THE LIKE.
B.SUBMITTALS SHALL INCLUDE SHOP DRAWINGS, PRODUCT DATA, SAMPLES AND OTHER
ITEMS.
C.SHOP DRAWINGS SHALL INCLUDE DETAILED FABRICATION AND INSTALLATION, SETTING
DRAWINGS, DIAGRAMMATIC DRAWINGS AND MATERIAL SCHEDULES. LOCATION AND
ORIENTATION OF ALL ITEMS SHALL BE CLEARLY INDICATED. BEGIN FABRICATION ONLY
AFTER RECEIVING HENDY APPROVAL OF SHOP DRAWINGS.
1. REMOVE AND DISPOSE OF ALL ITEMS SHOWN ON PLANS IN A LEGAL MANNER. RECYCLE AS REQUIRED
BY LOCAL MUNICIPALITY.
2. EXAMINE THE SITE AND ALL CONDITIONS AND LIMITATIONS WHETHER OR NOT THEY ARE
SPECIFICALLY SHOWN OR MENTIONED IN ANY OF THE CONTRACT DOCUMENTS AND INCLUDE
WHATEVER IS NEEDED TO COMPLETE THE WORK IN EVERY PART SHOWN OR DESCRIBED BY THE
CONTRACT.
3. CHECK DRAWINGS CAREFULLY AND THOROUGHLY INVESTIGATE EXISTING CONSTRUCTION. FURNISH
AND INSTALL SHORING AND BRACING NECESSARY TO POSITIVELY PROTECT THE STRUCTURAL
ELEMENTS OF THE BUILDING. REMOVE ALL SHORING AND BRACING WHEN CONSTRUCTION IS SAFELY
IN PLACE.
4. ALL CORRIDORS, STAIRWAYS AND RATED LOBBIES THAT ARE PART OF THE PATH OF EGRESS SHALL
REMAIN OPERATIONAL AND FREE OF DEBRIS. ALL WORK IN THESE AREAS SHALL BE PERFORMED
AFTER REGULAR BUSINESS HOURS.
5. REMOVED MATERIALS NOT DESIGNATED FOR REUSE AND ALL DEBRIS FROM CONSTRUCTION
BECOMES THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE IN A
TIMELY MANNER.
6. DO NOT ALLOW MATERIALS AND DEBRIS GENERATED BY DEMOLITION ACTIVITIES TO ACCUMULATE.
REMOVE DAILY AND DISPOSE OFF SITE IN A LEGAL MANNER.
7. REMOVE ALL DOOR ASSEMBLIES SHOWN DASHED. STOCKPILE UNUSED DOOR ASSEMBLIES FOR
REUSE WITHIN THE BUILDING AT THE DISCRETION OF BUILDING MANAGEMENT. IDENTIFY ANY DOOR
ASSEMBLIES TO BE REUSED, PROVIDE PROTECTION AND STORE AS DIRECTED.
8. REMOVE ALL WALLS SHOWN DASHED AND ITEMS LOCATED ON WALLS, INCLUDING BUT NOT LIMITED
TO ELEC/TELE/DATA OUTLETS, SWITCHES, TIMERS, ETC.
9. ALL EXISTING ELECTRICAL, MECHANICAL AND PLUMBING SYSTEMS NOT REQUIRED FOR PROPOSED
CONFIGURATION SHALL BE REMOVED TO THE FURTHEST TERMINATION POINT. ELIMINATE ALL
UNUSED WIRING, PLUMBING, DUCTWORK, ETC. COMPLETELY FROM CEILING SPACES OR WALLS. THIS
SHALL BE DONE TO THE SATISFACTION OF THE BUILDING INSPECTORS (UNLESS NOTED OTHERWISE).
10. A 24-HOUR FIRE WATCH SHALL BE MAINTAINED DURING ANY WORK THAT COMPROMISES THE RATING
AND/OR OBSTRUCTS THE EXITING OF ANY AND ALL CORRIDORS, STAIRWAYS OR RATED LOBBIES.
11. ABANDONED CABLING SHALL BE REMOVED. COORDINATE WITH TENANT REQUIREMENTS FOR
PROPOSED WORK AND PROTECT EXISTING CABLING TO REMAIN IN PLACE.
12. EXERCISE THE GREATEST POSSIBLE CARE WHEN REMOVING ITEMS SCHEDULED FOR REUSE. USE
ONLY CONTRACTORS SKILLED IN THE APPROPRIATE TRADES. PROVIDE PROTECTION AND STORE AS
DIRECTED IN CONTRACT DOCUMENTS.
13. EXISTING ITEMS NOTED TO REMAIN, BUT WHICH REQUIRE REMOVAL TO COMPLETE THE WORK, SHALL
BE PROTECTED, CAREFULLY REMOVED AND REPLACED UPON COMPLETION. THE REPLACED WORK
SHALL MATCH ITS CONDITION AT THE START OF THE WORK.
14. LEAVE ALL SPACES BROOM CLEAN WITH ALL LEDGES AND CORNERS PROPERLY CLEANED.
15. WHERE CUT OPENINGS ARE OVERSIZED OR AT IMPROPER LOCATION, MATERIAL SHALL BE REPLACED
AT NO EXTRA COST TO THE OWNER/TENANT.
16. PROVIDE TEMPORARY SUPPORT OF WORK TO BE CUT. PROTECT IN PLACE CONSTRUCTION DURING
CUTTING AND REMOVAL TO PREVENT DAMAGE TO ADJACENT SURFACES.
17. CUT OR DRILL FROM THE EXPOSED OR FINISHED SIDE OF MATERIALS TO REMAIN.
18. DO NOT CUT STRUCTURAL ELEMENTS IN A MANNER THAT COULD CHANGE THEIR LOAD-CARRYING
CAPACITY OR LOAD-DEFLECTION RATIO.
19. DO NOT CUT OPERATING ELEMENTS TO REMAIN OR THEIR RELATED COMPONENTS IN A MANNER THAT
RESULTS IN REDUCING THEIR CAPACITY TO PERFORM AS INTENDED OR THAT RESULTS IN INCREASED
MAINTENANCE OR DECREASED OPERATIONAL LIFE OR SAFETY.
1. IN AREAS WHERE DEMOLITION (REMOVAL OF TILE, CARPETING, PARTITIONS, ETC) CAUSES DIVOTS OR
UNEVENNESS IN SLAB, THE CONTRACTOR SHALL PATCH TO LEVEL THE SLAB TO RECEIVE FINISHES.
2. WHERE REQUIRED FOR FLOOR LEVELING, PROVIDE CEMENT-BASED, POLYMER-MODIFIED, SELF-LEVELING
PRODUCT THAT CAN BE APPLIED IN UNIFORM THICKNESS FROM 1/8" AND THAT CAN BE FEATHERED AT
EDGES TO MATCH ADJACENT FLOOR ELEVATIONS. COMPRESSIVE STRENGTH SHALL NOT BE LESS THAN
4100 PSI AT 29 DAYS.
3. DO NOT PATCH CONSTRUCTION IN A MANNER THAT RESULTS IN VISUAL EVIDENCE OF CUTTING AND
PATCHING. REMOVE AND REPLACE CONSTRUCTION THAT HAS BEEN CUT AND PATCHED IN A VISUALLY
UNSATISFACTORY MANNER, OR THAT, IN THE ARCHITECT'S OPINION, REDUCES THE BUILDING'S AESTHETIC
QUALITIES.
1. COLUMN CENTERLINES (ALSO REFERRED TO AS GRID LINES) ARE SHOWN FOR REFERENCE.
2. DIMENSIONS ARE TO FINISH FACE OF WALL, U.N.O.
3. DOOR OPENINGS WHICH ARE NOT DIMENSIONED SHALL BE LOCATED WITHIN 4 INCHES OF ADJOINING
PARTITIONS.
4. HENDY SHALL REVIEW AND APPROVE ALL CHALK LINES PRIOR TO INSTALLATION OF TRACK. HENDY
WILL BE NOTIFIED OF ANY DEVIATIONS FROM CONSTRUCTION DIMENSIONS OR CLEARANCE IDENTIFIED
ON PLAN OR ANY CONSTRUCTION CONFLICTS.
5. USE 5/8”MOISTURE RESISTANT "GREEN BOARD" GYPSUM BOARD ON ALL WET WALLS.
6. PROVIDE AND INSTALL 16 GAUGE GALVANIZED METAL WALL BACKING AT ALL BUILT-IN MILLWORK
LOCATIONS, HANGING WALL EQUIPMENT, ETC. COORDINATE EXACT LOCATIONS.
7. ALL INTERIOR WALLS AND PARTITIONS SHALL BE CONSTRUCTED TO RESIST ALL LOADS TO WHICH THEY
ARE SUBJECTED BUT NOT LESS THAN A FORCE OF FIVE POUNDS PER SQUARE FOOT APPLIED
PERPENDICULAR TO THE WALLS.
8. ALL INTERIOR PARTITIONS SHALL MEET THE "AWCI RECOMMENDED LEVELS" FOR A LEVEL 4 FINISH,
U.N.O. WHERE DEEP TONE PAINT IS SCHEDULED, SKIM COAT FULL SURFACE OF SUBSTRATE TO LEVEL 5
FINISH.
9. PROVIDE A "LEVEL-5" FINISH AT GYP. BD. CEILINGS AND SOFFITS.
10. PROVIDE MINIMUM FURRING AT ALL UNFURRED INTERIOR COLUMNS & RATED WALLS TO 6 INCHES
ABOVE CEILING, OR TO STRUCTURE ABOVE AT EXPOSED CEILINGS, U.N.O.
11. PROVIDE GYP. BD. FURRING AT ALL EXPOSED PERIMETER BULKHEAD CONDITIONS AND ABOVE ALL
EXPOSED PERIMETER WINDOW HEAD CONDITIONS TO 6 INCHES ABOVE SUSPENDED CEILING, OR TO
STRUCTURE AT EXPOSED CEILINGS, U.N.O.
12. PREPARE EXISTING SURFACES FOR FINISHES. ALL SURFACES SHALL BE PROPERLY PREPARED FREE
FROM ADHESIVE, BUMPS, CRACKS, ETC.
13. ALL PENETRATIONS AT ONE OR TWO HOUR PARTITIONS AND FLOORS SHALL BE PROTECTED BY FIRE
RATED ASSEMBLIES TO MAINTAIN RATING
14. AT STC-RATED ASSEMBLES, SEAL CONSTRUCTION AT PERIMETERS, BEHIND CONTROL JOINTS, AND AT
OPENINGS AND PENETRATIONS WITH A CONTINUOUS BEAD OF ACOUSTICAL SEALANT. INSTALL
ACOUSTICAL SEALANT AT BOTH FACES OF PARTITIONS AND PERIMETERS AND THROUGH
PENETRATIONS. COMPLY WITH ASTM C 919 AND WITH MANUFACTURER'S WRITTEN RECOMMENDATIONS
FOR LOCATING EDGE TRIM AND CLOSING OFF SOUND FLANKING PATHS AROUND OR THROUGH
ASSEMBLIES INCLUDING SEALING PARTITIONS ABOVE ACOUSTICAL CEILINGS.
15. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL FIRE EXTINGUISHERS. FINAL LOCATION OF FIRE
EXTINGUISHERS SHALL BE REVIEWED BY HENDY PRIOR TO INSTALLATION.
16. USE 3-5/8" MINIMUM METAL STUDS AT ALL PLUMBING WALLS.
17. PENETRATIONS OF FIRE-RESISTIVE WALLS AND FLOORS/CEILINGS SHALL BE PROTECTED AS REQUIRED
IN CBC 710, 711, 712 AND 713.
18. NOTIFY HENDY WHEN ACCESS PANELS ARE REQUIRED FOR MECHANICAL, ELECTRICAL, OR PLUMBING
INSTALLATIONS PER BUILDING CODES. THE STYLE AND LOCATIONS OF REQUIRED ACCESS PANELS
SHALL BE COORDINATED WITH ARCHITECT PRIOR TO INSTALLATION.
1. FOR INTERIOR FRAMES, COORDINATE WITH DOOR HARDWARE AND GLAZING
2. AT FIRE RATED ASSEMBLIES PROVIDE FRAME ASSEMBLIES COMPLYING WITH NFPA 80 AND LISTED AND
LABELED BY A QUALIFIED TESTING AGENCY ACCEPTABLE TO AUTHORITIES HAVING JURISDICTION FOR
FIRE PROTECTION RATINGS AND TEMPERATURE-RISE LIMITS INDICATED.
3. WHERE HOLLOW METAL FRAMES ARE FABRICATED IN SECTIONS BECAUSE OF SHIPPING OR HANDLING
LIMITATIONS, FIELD SPLICE AT APPROVED LOCATIONS BY WELDING FACE JOINT CONTINUOUSLY, GRIND,
FILL, DRESS, AND MAKE SPLICE SMOOTH, FLUSH AND INVISIBLE ON EXPOSED FACES.
4. CHECK PLUMB, SQUARE, AND TWIST OF FRAMES AS WALLS ARE CONSTRUCTED. SHIM AS NECESSARY
TO COMPLY WITH INSTALLATION TOLERANCES.
5. CLEAN EXPOSED FRAME SURFACES PROMPTLY AFTER INSTALLATION, USING CLEANING METHODS
RECOMMENDED BY FRAME MANUFACTURER AND ACCORDING TO AAMA 609 AND 610. TOUCH UP
MARRED FRAME SURFACES SO TOUCH UP IS NOT VISIBLE FROM A DISTANCE OF 48 INCHES. REMOVE
AND REPLACE ALUMINUM FRAMES WITH DAMAGED FINISH THAT CANNOT BE SATISFACTORILY
REPAIRED.
1. ALL GLAZING SHALL BE INSTALLED PER CBC CHAPTER 24
2. FIELD MEASURE FOR ALL GLAZING AND MILLWORK CONDITIONS PRIOR TO MANUFACTURING.
3. GLAZING AREAS LARGER THAN A SINGLE PANE OF GLASS SHALL HAVE EQUAL SIZED PANES OF GLASS
AS LARGE AS POSSIBLE WITH A MAXIMUM WIDTH OF 5 FEET EACH, U.N.O.
4. UNLESS NOTED OTHERWISE, PROVIDE MINIMUM GLAZING THICKNESS AS FOLLOWS:
A.1/4" AT ALL FRAMED SIDELIGHTS AND GLAZING LESS THAN 5' X 9' SUPPORTED ON 3
SIDES OR AS REVIEWED BY STRUCTURAL ENGINEER
B.3/8" AT TOP AND BOTTOM FRAMED, BUTT-JOINED CORNERS
C.1/2" AT SIDELIGHTS AND GLAZING WITH SEISMIC CLIPS W HERE UNSUPPORTED ON TWO
OR MORE SIDES
D.5/8" AT SIDELIGHTS AND GLAZING WHERE UNSUPPORTED ON TWO OR MORE SIDES
E.5/8" AT FRAMELESS DOOR AND SIDELIGHT CONDITIONS AND WHERE UNSUPPORTED ON
TWO OR MORE SIDES WITHOUT SEISMIC CLIPS
5.COORDINATE GLAZING CHANNEL DIMENSIONS TO PROVIDE NECESSARY BITE ON GLASS, MINIMUM
EDGE AND FACE CLEARANCES AND ADEQUATE SEALANT THICKNESS, WITH REASONABLE TOLERANCES.
6.CLEAN GLAZING CHANNELS AND OTHER FRAMING MEMBERS RECEIVING GLASS IMMEDIATELY BEFORE
GLAZING. REMOVE COATINGS NOT FIRMLY BONDED TO SUBSTRATES. EXAMINE GLAZING UNITS TO
LOCATE INTERIOR AND EXTERIOR SURFACES. LABEL OR MARK UNITS AS NEEDED SO THAT EXTERIOR
AND INTERIOR SURFACES ARE READILY IDENTIFIABLE. DO NOT USE MATERIALS THAT LEAVE VISIBLE
MARKS ON THE COMPLETED WORK.
7.PROVIDE EDGE BLOCKING WHERE INDICATED OR NEEDED TO PREVENT GLASS LITES FROM MOVING
SIDEWAYS IN GLAZING CHANNEL, AS RECOMMENDED IN WRITING BY GLASS MANUFACTURER AND
ACCORDING TO REQUIREMENTS IN REFERENCE GLAZING PUBLICATIONS.
1. THE CONTRACTOR SHALL FURNISH AND INSTALL REQUIRED DOOR AND FRAME ASSEMBLIES AS
SPECIFIED IN THE DRAWINGS, U.N.O.
2. PROVIDE DOORS MADE WITH ADHESIVES AND COMPOSITE WOOD PRODUCTS THAT DO NOT
CONTAIN UREA-FORMALDEHYDE RESINS.
3. FINISH DOORS AT FACTORY THAT ARE INDICATED TO RECEIVE TRANSPARENT FINISH.
4. ALL HOLLOW METAL DOOR FRAMES SHALL BE STEEL FRAMES WHETHER OR NOT THEY ARE SHOWN
ON APPROVED SET OF DRAWINGS.
5. DOOR SHALL BE INSTALLED IN FRAME WITH 1/8" MAX. TOLERANCE AT HEAD HINGES, AND STRIKE
JAMB.
6. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE THICKNESS OF FLOOR FINISH WITH
UNDERCUT DIMENSION AT DOOR.
7. EXISTING DOORS, CLOSET DOORS, RESTROOM DOORS, ETC. IN A ONE-HOUR CORRIDOR SHALL BE
20 MINUTE RATED DOORS.
8. A SINGLE LEAF OF A SWINGING DOOR SHALL NOT EXCEED FOUR FEET IN WIDTH. THE MINIMUM
CLEAR WIDTH SHALL BE 32 INCHES (CBC 1010.1.1.)
9. EXIT DOORS SHALL SWING IN THE DIRECTION OF EXIT TRAVEL WHEN SERVING ANY HAZARDOUS
AREA OR WHEN SERVING AN AREA HAVING AN OCCUPANT LOAD OF 50 OR MORE. (CBC 1010.1.2.1)
10. THE FORCE FOR PUSHING OR PULLING OPEN INTERIOR SWINGING EGRESS DOORS, OTHER THAN
FIRE DOORS, SHALL NOT EXCEED 5 POUNDS. FORCES SHALL BE APPLIED TO THE LATCH SIDE OF
THE DOOR. (CBC 1010.1.3)
11. ALL DOORS SHALL BE ACCESSIBLE BY DISABLED PERSONS, COMPLYING WITH CBC 1010.1, 1010.2
AND 11B-404. INCLUDING LEVER TYPE HARDWARE.
12. EXIT DOORS SHALL BE OPENABLE FROM INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL
KNOWLEDGE OR EFFORT. (CBC 1010.2)
13. MAIN EXTERIOR EXIT DOORS WHICH OBVIOUSLY AND CLEARLY ARE IDENTIFIABLE AS EXITS NEED
NOT BE SIGNED WHEN APPROVED BY THE BUILDING OFFICIAL. (CBC 1013.1)
14. DOORWAYS SHALL BE LEVEL: 60 INCHES DEEP LEVEL AREA SHALL BE PROVIDED IN THE DIRECTION
OF DOOR SWING. 44 INCHES DEEP LEVEL AREA WHEN DOOR SWINGS AWAY FROM APPROACH. (CBC
11B-404.2.4) THE WIDTH OF THE LEVEL AREA SHALL EXTEND 24 INCHES PAST THE STRIKE EDGE ON
THE SIDE TO SWINGS ON EXTERIOR DOORS AND 18 INCHES PAST THE STRIKE EDGE ON INTERIOR
DOORS. (CBC TABLE 11B-404.2.4.1)
15. THE BOTTOM 10 INCHES OF ALL DOORS EXCEPT AUTOMATIC AND SLIDING SHALL HAVE A SMOOTH
UNINTERRUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST
WITHOUT CREATING A TRAP OR HAZARDOUS CONDITION. WHERE NARROW FRAME DOORS ARE
USED, A 10 INCHES HIGH SMOOTH PANEL SHALL BE INSTALLED ON THE PUSH SIDE OF THE DOOR,
WHICH WILL ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOT-REST WITHOUT CREATING
A TRAP OR HAZARDOUS CONDITION. (CBC 11B-404.2.10)
16. DOOR ASSEMBLIES OFTEN PROVIDE ACCESSIBILITY, LIFE SAFETY AND SECURITY FUNCTIONS WHICH
CAN INCREASE THEIR COMPLEXITY DRAMATICALLY. DOOR INSTALLERS SHALL LOOK AT THE
CRITERIA FOR INSPECTING. SEE SECTION 5.2.4 OF NFPA 80. NFPA 80 DOES NOT REQUIRE THE
INSPECTIONS TO BE PERFORMED BY THIRD-PARTY INSPECTION, NOR DOES IT REQUIRE
PROFESSIONAL CERTIFICATION FOR THE INSPECTORS, ONLY THAT THE INSPECTORS ARE
KNOWLEDGEABLE ABOUT THE TYPES OF OPENINGS BEING INSPECTED.
1. ALL LOCKSETS SHALL BE CODED AND/OR KEYED IN ACCORDANCE WITH OWNER'S REQUIREMENTS. CODES
AND/OR KEYS SHALL BE DELIVERED TO OWNER PROPERLY TESTED AND/OR TAGGED. THE NUMBER OF
MASTER AND PASS KEYS SHALL BE COORDINATED WITH OWNER.
2. HARDWARE SUPPLIER SHALL PROVIDE GRANDMASTER KEY, MASTER KEY, KEY-ALIKE AND/OR KEY-
DIFFERENT ALL LOCKS IN ACCORDANCE WITH KEYING SCHEDULE AS PROVIDE BY OWNER.
3. THE ATTACHED HARDWARE SCHEDULE IS INTENDED TO COVER ALL DOORS IN THE PROJECT AND
ESTABLISH A TYPE AND STANDARD OF QUALITY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO
FURNISH AND INSTALL A COMPLETE AND OPERATIONAL SYSTEM OF DOOR FINISH HARDWARE ITEMS
ENCOMPASSING ALL OPENINGS WITHIN THE PROJECT AREA.
4. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL HARDWARE AS REQUIRED TO MEET CODE AND
FUNCTIONAL REQUIREMENTS. THE OUTLINE HARDWARE SPECIFICATION IS PROVIDED AS A BASIS FOR A
COMPLETE SUBMITTAL BY THE DETAILED HARDWARE LIST WHICH INDICATES THE QUANTITY, TYPE,
CATALOG NUMBER, MANUFACTURER, AND AND LOCATION OF EACH ARTICLE OF HARDWARE REQUIRED.
HARDWARE LIST SHALL BE SUBMITTED NO LATER THAN 30 DAYS BEFORE THE ORDER DATE NECESSARY TO
MEET THE PROJECT SCHEDULE. HENDY REVIEW OF THE HARDWARE LIST SHALL NOT REPRESENT
CERTIFICATION THAT THE LIST IS COMPLETE AND DOES NOT RELIEVE THE CONTRACTOR FROM PROVIDING
A COMPLETE PROJECT.
5. ALL HARDWARE SHALL BE OF LEVER TYPE TO COMPLY WITH ACCESSIBILITY REQUIREMENTS. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO REPLACE ALL DOOR HARDWARE ITEMS NOT IN COMPLIANCE
WITH APPLICABLE ACCESSIBILITY REQUIREMENTS TO THE SATISFACTION OF THE BUILDING AUTHORITY.
6. 6EACH ARTICLE OF HARDWARE SHALL BE INDIVIDUALLY PACKAGED IN ITS ORIGINAL MANUFACTURER'S
CONTAINER AND PROPERLY MARKED OR LABELED IN CONFORMANCE WITH THE APPROVED HARDWARE
LIST.
7. ALL FASTENERS SHALL MATCH THE HARDWARE MATERIAL AND FINISH.
8. ALL HARDWARE APPLIED TO METAL DOORS OR JAMBS SHALL BE MADE TO TEMPLATE AND SECURED BY
MACHINE SCREWS. FURNISH (3) BUTT HINGES FOR DOORS UP TO 7'-0" HIGH AND (1) HINGE FOR EACH
ADDITIONAL 2'-6".
9. PROVIDE STANDARD STRIKE PLATE WITH EXTENDED LIP WHERE REQUIRED TO PROTECT TRIM FROM BEING
MARRED OR DAMAGED BY THE LATCH BOLT.
10. PROVIDE DUST COVERS AT ALL STRIKE PLATES.
11. LATCHING & LOCKING DOORS THAT ARE HAND ACTIVATED AND WHICH ARE IN A PATH OF TRAVEL SHALL BE
OPERABLE WITH A SINGLE EFFORT BY LEVER TYPE HARDWARE, PANIC BARS, PUSH-PULL ACTIVATING BARS,
OR OTHER HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT REQUIRING THE ABILITY TO GRASP THE
OPENING HARDWARE. HARDWARE SHALL BE CENTERED BETWEEN 34 INCHES AND 44 INCHES MAX. ABOVE
THE FLOOR (CBC 11B-404)
12. MAIN EXTERIOR DOORS IN A GROUP B OCCUPANCY ARE PERMITTED TO BE EQUIPPED WITH KEY-OPERATED
LOCKING DEVICE PROVIDED. THERE IS A VISIBLE, DURABLE SIGN ON OR ADJACENT TO THE DOOR STATING
"THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." THE LETTERS SHALL NOT BE LESS THAN
1 INCH ON A CONTRASTING BACKGROUND. THE LOCKING DEVICE MUST BE A TYPE THAT WILL BE READILY
DISTINGUISHABLE AS LOCKED. (CBC 1010.2.4(3))
13. WHERE EGRESS DOORS ARE USED IN PAIRS, APPROVED AUTOMATIC FLUSH BOLTS SHALL BE PERMITTED
TO BE USED, PROVIDED THAT THE DOOR LEAF HAVING THE AUTOMATIC FLUSH BOLTS HAS NO DOOR KNOBS
OR SURFACE-MOUNTED HARDWARE. (CBC 1010.2.4(4))
14. MANUALLY OPERATED FLUSH BOLTS OR SURFACE BOLTS ARE PERMITTED WHERE A PAIR OF DOORS
SERVES AN OCCUPANT LOAD OF LESS THAN 50 PERSONS IN A GROUP B, F OR S OCCUPANCY. MANUALLY
OPERATED EDGE-OR SURFACE-MOUNTED BOLTS ARE PERMITTED THE INACTIVE LEAF. THE INACTIVE LEAF
SHALL CONTAIN NO DOOR KNOBS, PANIC BARS OR SIMILAR OPERATING HARDWARE. (CBC 1010.2.4(4))
15. PANIC & FIRE HARDWARE, WHEN INSTALLED, SHALL COMPLY WITH THE REQUIREMENTS OF CBC 1010.2.9
AS FOLLOWING:
A.THE ACTUATING PORTION OF THE RELEASING DEVICE SHALL EXTEND AT LEAST ONE HALF OF THE
LEAF WIDTH.
B.THE MAXIMUM UNLATCHING FORCE SHALL NOT EXCEED 15 POUNDS (67N)
16. EXIT DOOR HARDWARE SHALL BE OF AN APPROVED TYPE AND TESTED IN ACCORDANCE WITH
PROCEDURES ESTABLISHED IN CBC SECTION 715 AND CBC CHAPTER 11B.
17. THRESHOLD HEIGHT AT DOOR WAYS SHALL BE 1/2" HIGH MAXIMUM (CBC 11B-404.2.5). CHANGES IN LEVEL AT
DOORWAYS BETWEEN 1/4" AND 1/2" SHALL BE BEVELED WITH SLOPE NO STEEPER THAN 1:2. (CBC 11B-303.3).
1. THE USE OF A CARD READER WILL NOT DELAY EGRESS OF OCCUPANTS LEAVING THE BUILDING. ACCESS-
CONTROLLED EGRESS DOORS SHALL FULLY COMPLY WITH CBC 1010.2.11.
2. THE CONTRACTOR SHALL VERIFY AND COORDINATE ELECTRICAL AND SECURITY REQUIREMENTS AT
CARD READERS. TENANT'S SECURITY VENDOR SHALL PROVIDE ALL CARD READER EQUIPMENT AND
WIRING. CONDUITS AND BOXES SHALL BE PROVIDED BY GENERAL CONTRACTOR. THIS WORK SHALL BE
COORDINATED BETWEEN CONTRACTOR AND TENANT'S SECURITY VENDOR.
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
GENERAL NOTES
IA-G1
MCGUFF
AB/CD
ORANGE COUNTY FIRE AUTHORITY CAL GREEN NOTES
GENERAL NOTES
BIDDING
SUBMITTALS
DEMOLITION
PATCHING & PREPPING
FRAMING & DRYWALL
DOOR & WINDOW FRAMES
GLASS & GLAZING SYSTEMS
DOORS
DOOR HARDWARE
ACCESS CONTROL
NONE
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1. IF ANY OUTLETS CANNOT BE INSTALLED AS NOTED OR AS SHOWN ON PLANS DUE TO CONFLICTS WITH
STRUCTURAL, MECHANICAL OR ELECTRICAL CONDITIONS, CLARIFY WITH HENDY BEFORE PROCEEDING
WITH OUTLETS IN QUESTION OR RELATED OUTLETS IN AREA.
2. ARCHITECTURAL DRAWINGS GOVERN OUTLET LOCATIONS. VERIFY ANY DISCREPANCIES WITH HENDY.
3. CONTRACTOR TO REFER TO ELECTRICAL ENGINEERING DRAWINGS FOR CONDUIT SIZE & DEVICE
SPECIFICATIONS, NO DEVICE OR CONDUIT SUBSTITUTIONS OR SIZE REDUCTIONS ARE ACCEPTABLE.
4. FOR CIRCUITING INFORMATION AND PULL BOX LOCATIONS, REFER TO ELECTRICAL ENGINEERING
DRAWINGS.
5. ALL NEW CIRCUITS SHALL BE LABELED ON THE PROPER BUILDING ELECTRICAL PANEL DIRECTORIES.
6. PROVIDE ELECTRICAL REQUIREMENTS AS NEEDED FOR MECHANICAL AND PLUMBING EQUIPMENT SEE
ENGINEERING DRAWINGS.
7. NON-DIMENSIONED OUTLETS SHALL BE LOCATED AT THE NEAREST STUD. ALL OUTLET DIMENSIONS SHALL
BE CENTERLINE U.N.O. ALL OUTLET HEIGHTS NOTED ARE TO THE CENTERLINE OF THE RECEPTACLE,
U.N.O. (SEE TYPICAL POWER AND COMMUNICATION LOCATIONS DIAGRAM).
8. WHERE OUTLETS ARE GROUPED TOGETHER, THEY SHALL BE NO MORE THAN 2 INCHES APART. GANG
WITH COMMON MOUNTING BRACKET AND/OR FACEPLATE WHENEVER POSSIBLE.
9. PROVIDE CODE REQUIRED PROTECTION AT ALL OUTLETS AND SWITCHES LOCATED IN RATED PARTITIONS.
10. ALL WALL OUTLETS LOCATED IN PRIVATE OFFICES & CONFERENCE ROOMS SHALL HAVE SOUND PADS,
SEE TYPICAL WALL OUTLET SPACING DIAGRAM.
11. MARK LOCATIONS OF ALL FLOOR MOUNTED RECEPTACLES AND REVIEW WITH HENDY PRIOR TO
PROCEEDING WITH CORING/TRENCHING.
12. SCHEDULE THE CORING OF ANY FLOOR OUTLETS WITH LANDLORD TO PREVENT DISTURBANCE OR
DAMAGE TO OTHER TENANT SPACES.
13. CONTRACTOR TO VERIFY WITH LANDLORD IF X-RAY IS REQUIRED PRIOR TO CORE DRILLING.
14. ALL CONDUITS INSTALLED FROM A FLOOR POKE THROUGH FOR VOICE/DATA CABLING SHALL BE RUN TO 6"
ABOVE THE SUSPENDED CEILING AT THE NEAREST WALL/COLUMN IN THE DIRECTION OF THE
APPROPRIATE MDF/IDF ROOM EXCEPT AS WHERE IMPOSSIBLE DUE TO CEILING
RESTRICTIONS/BLOCKAGES.
15. PROVIDE CONDUITS OVER HARD LID CEILING & THRU-RATED WALLS FOR TENANT CABLING, LOCATIONS &
SIZES SHALL BE VERIFIED WITH ELECTRICAL ENGINEERING DRAWINGS & TENANT CABLING INSTALLER.
16. CONDUIT ABOVE CEILING SHALL BE SELF-SUPPORTED AND HELD TIGHT TO STRUCTURE A MINIMUM OF 6"
ABOVE GRID, COORDINATE WITH LIGHT FIXTURE AND EQUIPMENT REQUIRED CLEARANCES.
17. GENERAL CONTRACTOR SHALL COORDINATE WORK WITH TENANT'S CABLING CONTRACTORS.
18. CABLING SHALL BE PLENUM RATED AND SUPPORTED INDEPENDENT OF THE SUSPENDED CEILING. ALL
CABLING SHALL BE PROVIDED AND INSTALLED BY TENANT'S VENDOR.
19. WHERE ELECTRICAL WORK IS SPECIFIED IN CONJUNCTION W ITH MILLWORK, ALL OUTLETS, CONDUITS ND
FIXTURES SHALL BE PROVIDED BY GENERAL CONTRACTOR. CUT OUTS FOR SWITCHES, OUTLETS, ETC.
SHALL BE PROVIDED BY THE MILLWORK CONTRACTOR AND SHALL BE COORDINATED WITH THE
ELECTRICAL CONTRACTOR, U.N.O.
20. FURNITURE SYSTEMS SHALL BE SUPPLIED AND INSTALLED BY TENANT'S VENDOR. ELECTRICAL
CONTRACTOR SHALL MAKE FINAL HARDWIRE CONNECTION AND IS RESPONSIBLE FOR ALL REQUIRED
PERMITS/INSPECTIONS.
21. ISOLATED GROUND RECEPTACLE SHALL BE ORANGE WITH BUILDING STANDARD COVER PLATES.
22. TELEPHONE DATA CONTRACTOR SHALL COORDINATE DEVICE LOCATION WITH HENDY PRIOR TO
INSTALLATION.
1. REFER TO IA-9.1 SHEET FOR RESTROOM PLUMBING REQUIREMENTS.
2. REFER TO MILLWORK ELEVATIONS FOR EXACT PLUMBING LOCATIONS.
3. KITCHEN SINKS SHALL HAVE A LEVER, PUSH TYPE OR ELECTRONICALLY OPERATED FAUCETS, WITH A 5
LBS. MAXIMUM OPENING FORCE. SELF CLOSING FAUCETS SHALL REMAIN OPEN 10 SECONDS MINIMUM.
1. ALL EQUIPMENT IN PLENUM SHALL BE LOCATED AWAY FROM GYP. BD. CEILINGS WHENEVER
POSSIBLE. NO ACCESS HATCHES IN GYP. BD. CEILING WITHOUT PRIOR APPROVAL BY ARCHITECT.
ACCESS HATCHES SHALL BE A TRIMLESS TYPE. SUBMIT CUT SHEET FOR APPROVAL.
2. PROVIDE AND INSTALL CONDUITS OVER GYP. BD. CEILINGS, THROUGH FULL HEIGHT WALLS AND
THROUGH RATED CORRIDORS TO NEAREST ACCESSIBLE CEILING FOR TENANT'S CABLING. CONDUIT
SIZE AND LOCATION SHALL BE VERIFIED PRIOR TO INSTALLATION.
3. EXCEPT WHERE RIGID BRACES ARE USED TO LIMIT LATERAL DEFLECTIONS, SPRINKLER HEADS AND
OTHER PENETRATIONS SHALL HAVE A 2 INCH OVERSIZE RING SLEEVE OR ADAPTER THROUGH THE
CEILING TILE TO ALLOW FOR FREE MOVEMENT OF AT LEAST 1 INCH IN ALL HORIZONTAL DIRECTIONS.
ALTERNATIVELY, A SWING JOINT THAT CAN ACCOMMODATE 1 INCH OF CEILING MOVEMENT IN ALL
HORIZONTAL DIRECTIONS IS PERMITTED SHALL BE PROVIDED AT THE TOP OF THE SPRINKLER HEAD
EXTENSION.
4. INSTALL SUSPENDED CEILING SYSTEMS IN ACCORDANCE WITH CBC CHAPTERS 8 AND 25.
5. SUSPENDED CEILING FRAMING SYSTEMS SHALL BE DESIGNED TO RESIST A LATERAL FORCE OF 20%
OF THE WEIGHT OF THE CEILING ASSEMBLY AND ANY LOADS TRIBUTARY TO THE SYSTEM. FOR THE
PURPOSES OF DETERMINING THE LATERAL FORCE, A MINIMUM CEILING WEIGHT OF 5 LBS PER
SQUARE FOOT SHALL BE USED. WHERE THE CEILING LOADS DO NOT EXCEED 5 LBS PER SQUARE
FOOT AND WHERE PARTITIONS ARE NOT CONNECTED TO THE CEILING SYSTEM, THE FOLLOWING
BRACING METHOD MAY BE EMPLOYED:
a.LATERAL SUPPORT MAY BE PROVIDED BY FOUR WIRES OF MINIMUM NO. 8 GAUGE SPLAYED IN
FOUR DIRECTIONS 90 DEGREES APART, AND CONNECTED TO THE MAIN RUNNER WITHIN 2'' OF
THE CROSS RUNNER AND TO THE STRUCTURE ABOVE AT AN ANGLE NOT EXCEEDING 45
DEGREES FROM THE PLANE OF THE CEILING. THESE LATERAL SUPPORT POINTS SHALL BE
PLACED 12 FT. O.C. IN EACH DIRECTION WITH THE FIRST POINT WITHIN 6 FT. FROM EACH
WALL.
b.ALLOWANCE SHALL BE MADE FOR LATERAL MOVEMENT OF THE SYSTEM WITH CLEARANCE
BETWEEN THE WALL AND THE RUNNERS MAINTAINED AT THE OTHER TWO WALLS.
c.VERTICAL SUPPORT SHALL BE PROVIDED AS REQUIRED IN CBC CHAPTER 8 WITH THE ADDED
REQUIREMENT THAT DISCONTINUOUS ENDS OF CROSS RUNNERS AND MAIN RUNNERS BE
VERTICALLY SUPPORTED WITHIN 8'' OF SUCH DISCONTINUITIES AS MAY OCCUR WHERE THE
CEILING IS DISRUPTED BY A WALL.
d.A STRUT FASTENED TO THE MAIN RUNNER SHALL EXTEND TO AND FASTENED TO THE
STRUCTURAL MEMBERS SUPPORTING THE ROOF OR FLOOR ABOVE AT 12'-0”O.C. IN BOTH
DIRECTIONS AND WITHIN 6'-0”FROM WALLS.
6. SUSPENDED ACOUSTICAL CEILING SYSTEM PERIMETER SUPPORTING CLOSURE ANGLE SHALL BE NOT
LESS THAN 2 INCHES IN EACH ORTHOGONAL HORIZONTAL DIRECTION. ONE END OF THE CEILING GRID
SHALL BE ATTACHED TO THE CLOSURE ANGLE. THE OTHER END IN EACH HORIZONTAL DIRECTION
SHALL HAVE A 3/4 INCH CLEARANCE FROM THE WALL AND SHALL REST UPON AND BE FREE TO SLIDE
ON A CLOSURE ANGLE.
7. REMOVE AND REPLACE EXISTING CEILING GRID AND TILES AS REQUIRED FOR INSTALLATION OF VAV
BOXES, MECHANICAL DUCTS, AND/OR AC UNITS.
1. SPRINKLER HEADS LOCATED IN GYP. BD. CEILINGS SHALL BE FULLY RECESSED AND FACTORY
PAINTED TO MATCH CEILING. DISTRIBUTION OF HEADS MUST MEET GOVERNING CODES.
2. SPRINKLER HEADS LOCATED IN SUSPENDED ACOUSTICAL CEILING SYSTEMS SHALL BE SEMI-
RECESSED ADJUSTABLE HEADS. DISTRIBUTION OF HEADS MUST MEET GOVERNING CODES.
HEADS SHALL BE LOCATED IN CENTER OF CEILING TILE, U.N.O. (EXCEPT AS CODE REQUIRED NEAR
SOFFIT). CONFIRM EXISTING SPRINKLER HEAD LOCATIONS.
1. LOCATE RECESSED DOWNLIGHTS, WALL WASHERS, PENDANTS, AND ACCENT LIGHTS IN THE CENTER OF
CEILING TILES, U.N.O.
2. LIGHT SENSOR AND LIGHT SWITCH LOCATIONS SHALL BE APPROVED BY ARCHITECT PRIOR TO INSTALLATION.
3. ALL STROBES SHALL BE LOCATED IN CEILING WHERE ALLOWABLE BY CODE. COLOR SHALL BE APPROVED BY
ARCHITECT.
4. THE COLOR AND DESIGN OF LETTERING, ARROWS AND OTHER SYMBOLS ON THE EXIT SIGN SHALL BE IN HIGH
CONTRAST WITH THEIR BACKGROUND. WORDS ON THE SIGN SHALL BE IN BLOCK LETTERS 6 INCHES IN
HEIGHT WITH A STROKE OF NOT LESS THAN 3/4" INCH. MATCH BUILDING STANDARD, UNLESS NOTED
OTHERWISE.
5. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT-CANDLE AT THE WALKING
SURFACE LEVEL.
6. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION NOT LESS THAN 90 MINUTES
AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR. THE
INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE IN ACCORDANCE WITH CBC 2702 AND
ILLUMINATE THE FOLLOWING AREAS:
A.AISLES AND UNENCLOSED EGRESS STAIRWAYS IN ROOMS AND SPACES THAT REQUIRE TWO OR
MORE MEANS OF EGRESS.
B.CORRIDORS, EXIT ENCLOSURES AND EXIT PASSAGEWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR
MORE EXITS.
C.EXTERIOR EGRESS COMPONENTS AT ALL LEVELS OTHER THAN THE LEVEL OF EXIT DISCHARGE UNTIL
EXIT DISCHARGE IS ACCOMPLISHED FOR BUILDINGS REQUIRED TO HAVE TWO OR MORE EXITS.
D.INTERIOR EXIT DISCHARGE ELEMENTS, AS REQUIRED BY CBC SECTION 1028.1, IN BUILDINGS
REQUIRED TO HAVE TWO OR MORE EXITS.
E.EXTERIOR LANDINGS FOR EXIT DISCHARGE DOORWAYS IN BUILDINGS REQUIRED TO HAVE TWO OR
MORE EXITS.
7. LIGHTING FIXTURES SHALL BE SUPPORTED DIRECTLY BY WIRES TO THE STRUCTURE ABOVE. RECESSED
LIGHTING FIXTURES NOT OVER 56 LBS IN WEIGHT AND PENDANT HUNG FIXTURES NOT OVER 20 LBS IN
WEIGHT MAY BE SUPPORTED AND ATTACHED DIRECTLY TO THE CEILING SYSTEM RUNNERS BY A POSITIVE
ATTACHMENT SUCH AS SCREWS OR BOLTS. THESE REQUIREMENTS ARE BASED ON CURRENT CALIFORNIA
BUILDING CODES. OTHER METHODS MAY BE USED PROVIDED THEY ARE SUBSTANTIATED BY DESIGN
CALCULATIONS USING THE LOADS SPECIFIED IN CBC CHAPTER 25.
1. ELEVATORS SHALL COMPLY WITH ALL CURRENT CALIFORNIA BUILDING CODE SECTIONS.
2. ELEVATOR SHALL OPERATE AUTOMATICALLY.
3. CAB SHALL BE SELF-LEVELING TO A TOLERANCE OF 1/2" VERTICAL WITH A MAXIMUM GAP BETWEEN
PLATFORM SILL AND EDGE OF HOISTWAY OF 1-1/4" HORIZONTAL BETWEEN CAR AND LANDING.
4. CALL BUTTONS SHALL BE CENTERED AT 42 INCHES A.F.F. WITH BUTTONS A MINIMUM OF 3/4" DIA. AND
RAISED 1/8".
5. VISUAL INDICATOR TO SHOW EACH CALL REGISTERED AND ANSWERED.
6. VISUAL SIGNALS AT EACH HOISTWAY ENTRANCE SHOWING CAR ARRIVAL AND DIRECTION SHALL BE 2-1/2"
AND CENTERLINE AT 6'-0”MINIMUM ABOVE FLOOR AND VISIBLE FROM PROXIMITY OF CALL BUTTON.
7. AUDIBLE INDICATORS ANNOUNCING CAR ARRIVAL AND TRAVEL DIRECTION SHALL SOUND ONCE FOR UP
AND TWICE FOR DOWN.
8. BOTH HOISTWAY JAMBS AT EACH FLOOR SHALL HAVE SIGNAGE AT 5'-0" A.F.F. INDICATING FLOOR NUMBER IN
RAISED CHARACTERS THAT ARE MINIMUM 2 INCHES HIGH ON CONTRASTING BACKGROUND. PROVIDE 2
INCHES DIA. FIVE POINT STAR TO LEFT OF CHARACTER ON MAIN ENTRY LEVEL. BRAILLE SHALL BE PLACED
BELOW CORRESPONDING CHARACTERS.
9. AUTOMATIC DOORS SHALL BE MINIMUM 36" WIDE.
10. CAR SIZE SHALL BE A MINIMUM OF 80”X 54”FOR CENTER OPENING DOORS AND 68”X 54”FOR SIDE-SLIDE
OPENING DOORS.
11. CAR CONTROL BUTTONS SHALL BE 48 INCHES A.F.F. FOR FRONT APPROACH OR 54 INCHES A.F.F. FOR SIDE
APPROACH WITH EMERGENCY CONTROLS NO LOWER THAN 35" A.F.F. AND ADJACENT TO OR IN BOTTOM OF
BUTTON PANEL.
12. EMERGENCY TWO-WAY COMMUNICATION SYSTEM SHALL BE NO MORE THAN 48 INCHES A.F.F. WITH THE
HANDSET CORD A MINIMUM OF 29" IN LENGTH. EMERGENCY INTERCOMMUNICATION SHALL NOT REQUIRE
VOICE COMMUNICATION.
13. HANDRAIL SHALL BE LOCATED ON ONE WALL, PREFERABLY REAR MOUNTED, AT 32”A.F.F. AND 1-1/2”FROM
WALL.
14. DOOR REOPENING DEVICE SHALL BE ACTIVATED WHEN OBSTRUCTION IS SENSED BETWEEN 5"-29" ABOVE
THE FLOOR WITHOUT CONTACT AND REMAIN EFFECTIVE FOR A MINIMUM OF 20 SECONDS.
15. DOOR DELAY TIME SHALL BE NOT LESS THAN CALCULATED BY T=D/(1.5 FT/S) WHERE “T”IS TIME IN SECONDS
AND “D”IS THE DISTANCE FROM A POINT IN THE LOBBY OR LANDING AREA 60 INCHES DIRECTLY IN FRONT OF
THE FARTHEST CALL BUTTON CONTROLLING THE CAR TO CENTERLINE OF ITS HOISTWAY DOOR.
16. MINIMUM ACCEPTABLE TIME FOR THE DOORS TO REMAIN FULL OPEN IS NOT LESS THAN FIVE SECONDS.
17. MINIMUM ILLUMINATION REQUIRED AT CAR CONTROLS THRESHOLD AND LANDING WHEN CAR AND LANDING
DOORS ARE OPEN IS 5 FOOTCANDLES.
18. PASSENGER ELEVATOR CAR CONTROL BUTTON SHALL BE ILLUMINATED, HAVE SQUARE SHOULDERS, BE
MINIMUM 3/4" IN DIMENSION AND RAISED 1/8".
19. CONTROL BUTTONS SHALL BE DESIGNATED BY 5/8" MINIMUM RAISED CHARACTERS AND STANDARD SYMBOL
IMMEDIATELY TO THE LEFT OF THE CONTROL BUTTON. GRADE 2 BRAILLE SHALL BE LOCATED IMMEDIATELY
BELOW THE CHARACTER OR SYMBOL.
1. PROVIDE HVAC DISTRIBUTION TO ACCOMMODATE PROPOSED LAYOUT, PEOPLE & EQUIPMENT LOADS AS REQUIRED.
2. VERIFY ALL THERMOSTAT LOCATIONS PRIOR TO INSTALLATION, LOCATIONS SHALL NOT CONFLICT WITH TENANT'S
FURNITURE.
3. PROVIDE SEPARATE ZONES WITH THERMOSTATS IN ALL CONFERENCE ROOMS SEATING MORE THAN 6 PEOPLE AND ALL
ROOMS WITH EXTERIOR GLAZING ON TWO SIDES.
4. PROVIDE A DEDICATED 24/7 HVAC UNIT IN IDF ROOM. REFER TO MECHANICAL ENGINEERING PLANS FOR MORE
INFORMATION. HVAC UNIT SHALL BE OUTSIDE OF ROOM & DUCTED IN.
5. PROVIDE FIRE DAMPERS AT PENETRATIONS TO ALL FIRE RATED PARTITIONS.
6. PROVIDE SOUND BOOTS ON ALL RETURN AIR DUCTS IN FULL HEIGHT WALLS.
7. ALL SUPPLY & RETURN AIR DIFFUSERS SHALL MATCH BUILDING STANDARD.
8. PROVIDE LINEAR DIFFUSERS IN GYPSUM BOARD LOCATIONS. ALL LINEAR DIFFUSERS SHALL BE TRIMLESS TYPE.
PROVIDE CUT SHEET FOR REVIEW.
9. WHERE EXPOSED CEILINGS OCCUR, EXISTING VAV BOXES SHALL BE RELOCATED TO NEAREST SUSPENDED
ACOUSTICAL CEILING AREA.
1. ADHESIVES, GENERAL: DO NOT USE ADHESIVES THAT CONTAIN UREA FORMALDEHYDE.
2. WOOD GLUE: PROVIDE ALIPHATIC-RESIN, POLYURETHANE, OR RESORCINOL WOOD GLUE RECOMMENDED BY
MANUFACTURER FOR GENERAL CARPENTRY USE. VOC CONTENT SHALL NOT EXCEED 30 G/L WHEN
CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA METHOD 24).
3. MULTIPURPOSE CONSTRUCTION ADHESIVE: PROVIDE FORMULATION COMPLYING WITH ASTM D3498 THAT IS
RECOMMENDED FOR INDICATED USE BY ADHESIVE MANUFACTURER. VOC CONTENT SHALL NOT EXCEED 70 G/L
WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA METHOD 24).
4. CONTACT ADHESIVE: PROVIDE PRODUCT RECOMMENDED FOR INDICATED USE BY MANUFACTURER. VOC
CONTENT SHALL NOT EXCEED 250 G/L WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA
METHOD 24).
5. VOC CONTENT OF INTERIOR SEALANTS; PROVIDE SEALANTS AND SEALANT PRIMERS FOR USE INSIDE THE
WEATHERPROOFING SYSTEM THAT COMPLY WITH THE FOLLOWING LIMITS FOR VOC CONTENT WHEN
CALCULATED ACCORDING TO CFR 40 59, SUBPART D (EPA METHOD 24):
A. ARCHITECTURAL SEALANTS: VOC LIMIT NOT MORE THAN 250 G/L.
B. SEALANT PRIMERS FOR NON-POROUS SUBSTRATES: NOT MORE 250 G/L.
C. SEALANT PRIMERS FOR POROUS SUBSTRATES: NOT MORE THAN 775 G/L.
1. NO FINISH SUBSTITUTIONS MAY BE MADE WITHOUT PRIOR W RITTEN AUTHORIZATION BY HENDY.
2. ALL FINISHES SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS,
UNLESS NOTED OTHERWISE, AND SHALL CONFORM TO CHAPTER 8 OF THE CALIFORNIA BUILDING CODE.
3. APPLICATION OF CONTROLLED INTERIOR FINISHES SHALL BE IN ACCORDANCE WITH SECTIONS 803 AND
804 OF THE CALIFORNIA BUILDING CODE.
4. MAXIMUM FLAME SPREAD CLASSIFICATION OF FINISH MATERIALS USED ON INTERIOR WALLS AND
CEILINGS SHALL NOT EXCEED THAT SET FORTH IN TABLE 803.9 OF THE CALIFORNIA BUILDING CODE.
5. SMOKE DENSITY OF MATERIALS SHALL BE NO GREATER THAN 450 WHEN TESTED IN ACCORDANCE WITH
SECTION 803 OF THE CALIFORNIA BUILDING CODE.
1. FIELD VERIFY EXISTING CONDITION OF FLOORS RECEIVING FINISHES. ALL FLOORS SHALL BE CLEAN,
DRY, FREE OF DUST, GREASE, WAX, CURING AGENTS, EXCESSIVE ALKALINITY, PAINT, OLD ADHESIVE
AND ANY FOREIGN SUBSTANCE THAT WOULD PROHIBIT PROPER BONDING OF ANY FLOOR COVERING
MATERIAL. CONTRACTOR SHALL INCLUDE ALL REQUIRED FLOOR PREPARATION IN BID. PROVIDE PRICE
TO FLOAT FLOOR WHERE NECESSARY TO ACHIEVE TOLERANCE OF 1/4'' MAX. IN 10'-0'' SPAN.
2. PREPARE ALL FLOORS TO RECEIVE FINISHES. PROVIDE CALCIUM CHLORIDE TESTING IN SEVERAL AREAS
OF TENANT FLOOR AREA AND PROVIDE TEST RESULTS TO HENDY.
3. ALL CONCRETE SUBFLOORS SHALL BE TREATED FOR MOISTURE PRIOR TO INSTALLATION OF ANY
FLOOR COVERING. RATINGS SHALL BE IN ACCORDANCE WITH THOSE AS CONSIDERED ACCEPTABLE BY
THE MANUFACTURER FOR THE SPECIFIED PRODUCTS. PROVIDE CORRECTIVE MEASURES AT
SUBFLOORS EXCEEDING THESE MOISTURE RATINGS.
4. SUBMIT SEAMING DIAGRAM WITH FLOORING SUBMITTAL.
5. FLOORING SHALL EXTEND TO BACK WALL WHERE ACCESSIBLE SINK CABINETS OCCUR.
6. FLOORING SHALL MEET ALL CURRENT NON-SLIP STANDARDS AND APPLICABLE CODES AND/OR
AUTHORITY'S REQUIREMENTS. PROVIDE NON-SLIP COATINGS AS NECESSARY TO MEET THESE
REQUIREMENTS.
7. AFTER CLEANING, THE FLOORING CONTRACTOR SHALL PROVIDE (2) APPLICATIONS OF AN APPROVED
NON-SLIP WAX TO ALL RESILIENT TILE FLOOR, WHICH SHALL BE THOROUGHLY MACHINE-BUFFED AND IN
CONDITION ACCEPTABLE TO HENDY.
8. ALL VINYL COMPOSITION TILES SHALL BE INSTALLED WITH FULL TILE FROM TRANSITION AT DOOR AND
FULL TILE FROM WALL PERPENDICULAR TO DOOR, U.N.O.
9. PROVIDE CORK RUBBER FLOOR TILE MADE WITH ADHESIVES AND BINDERS THAT DO NOT CONTAIN
UREA-FORMALDEHYDE RESINS.
10. PROVIDE CORK RUBBER FLOOR TILE WATER-RESISTANT ADHESIVE AS RECOMMENDED BY
MANUFACTURER TO SUIT CORK RUBBER FLOORING AND SUBSTRATE CONDITIONS INDICATED. USE
ADHESIVES THAT HAVE A VOC CONTENT OF NOT MORE THAN 50 G/L WHEN CALCULATED ACCORDING TO
40 CFR 59, SUBPART D (EPA 24).
11. PROVIDE SHEET VINYL FLOOR COVERING WATER RESISTANT ADHESIVE RECOMMENDED BY
MANUFACTURER TO SUIT SUCH MATERIALS AND SUBSTRATE CONDITIONS. USE ADHESIVES THAT HAVE
A VOC CONTENT OF NOT MORE THAN 50 G/L WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D
(EPA 24).
12. PROVIDE STATIC-CONTROL ADHESIVE PRODUCT THAT PRODUCES CONDUCTIVE CONTINUITY OF VCT
AND ASPHALT TILE FLOOR COVERING SYSTEM WITH VOC CONTENT OF NOT MORE THAN 50 G/L WHEN
CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA 24).
13. FLOAT FLOOR AT TILE TO CARPET TRANSITIONS, RAMP IN DIRECTION OF CARPET.
14. THE MAXIMUM PILE HEIGHT OF CARPET SHALL BE 1/4 INCH. EXPOSED EDGES OF CARPET SHALL BE
FASTENED TO FLOOR SURFACES AND HAVE TRIM ALONG THE ENTIRE LENGTH OF THE EXPOSED EDGE.
15. CARPET SHALL BE INSTALLED IN ACCORDANCE WITH GUIDELINES SET FORTH BY THE CARPET AND RUG
INSTITUTE'S CURRENT STANDARD FOR INSTALLATION OF COMMERCIAL TEXTILE FLOOR COVERING
MATERIALS. ALL SEAMS MUST BE PROPERLY SEALED USING A CONTINUOUS BEAD OF SEAM ADHESIVE
LARGE ENOUGH TO COVER THE PRIMARY BACKING, YARN BUNDLES AND SECONDARY BACKING.
16. PROVIDE CARPET TILE AND CUSHION PRODUCTS PER SPECIFICATION THAT COMPLY WITH TESTING AND
PRODUCT REQUIREMENTS OF CARPET AND RUG INSTITUTE'S “GREEN LABEL PLUS”PROGRAM.
17. PROVIDE CARPET ADHESIVES THAT ARE WATER RESISTANT, MILDEW RESISTANT, NON-STAINING, TYPE
THAT SUIT PRODUCTS AND SUBFLOOR CONDITIONS INDICATED, THAT COMPLIES WITH FLAMMABILITY
REQUIREMENTS FOR INSTALLED CARPET AND THAT IS RECOMMENDED BY THE MANUFACTURER. USE
CARPET ADHESIVE WITH VOC CONTENT OF NOT MORE THAN 50 G/L L WHEN CALCULATED ACCORDING
TO 40 CFR 59, SUBPART D (EPA 24).
18. ALL CARPET INSTALLATION SHALL BE ACCOMPLISHED BY A FLOOR COVERING FIRM OR INSTALLER
CERTIFIED BY THE FCIB, FCICA OR CFI; AND SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S INSTALLATION INSTRUCTIONS.
19. PROVIDE TRANSITION STRIPS AS SPECIFIED AT ALL FLOORING TRANSITIONS. SUBMIT TRANSITION
SAMPLE TO HENDY FOR REVIEW AND COLOR SELECTION.
20. ALL TRANSITIONS AT DOORS TO OCCUR UNDER CENTERLINE OF DOOR IN CLOSED POSITION, U.N.O.
TRANSITIONS AT CASED OPENINGS SHALL BE VERIFIED WITH HENDY.
21. INSTALL WALL FINISH FOR THE FULL HEIGHT OF THE PARTITION WITHOUT BASE. THERE SHALL BE NO
UNFINISHED GAPS OF GYP. BD. AT THE BASE.
22. PROVIDE MINIMUM 2" WIDE X LENGTH OF STEP WARNING STRIPE IN CONTRASTING COLOR OF
COORDINATING FLOORING AT FIRST AND LAST STAIR TREADS AS REQUIRED BY CODE.
1. PAINT AND WALLCOVERING SUBCONTRACTORS SHALL EXAMINE WALLS PRIOR TO FINISH
APPLICATION. BEGINNING WORK IMPLIES ACCEPTANCE OF THEIR CONDITION.
2. ALL EXISTING WALLS SHALL BE PAINTED, U.N.O.
3. PAINT AND PRIMERS SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S
SPECIFICATION FOR THAT PARTICULAR SURFACE.
4. PROVIDE INTERIOR PAINT PRODUCTS THAT COMPLY WITH THE FOLLOWING LIMITS FOR VOC
CONTENT WHEN CALCULATED ACCORDING TO 40 CFR 59M SUBPART D (EPA METHOD 24):
A.FLAT PAINTS, COATINGS, TOPCOATS, AND PRIMERS: VOC CONTENT < 50 G/L.
B.NON-FLAT PAINTS, COATINGS, AND PRIMERS: VOC CONTENT < 150 G/L.
C.FLOOR COATINGS: VOC CONTENT < 100 G/L.
5.RESTRICTED COMPONENTS: PAINTS AND COATINGS SHALL NOT CONTAIN ANY OF THE FOLLOWING:
ACROLEIN, ACRYLONITRILE, ANTIMONY, BENZENE, BUTYL BENZYL PHTHALATE, CADMIUM, DI (2-
ETHYLHEXYL PHTHALATE, DI-N-BUTYL PHTHALATE, DI-N-OCTYL PHTHALATE, 1,2-
DICHLOROBENZENE, DIETHYL PHTHALATE, DIMENTHYL PHTHALATE, ETHYLBENZENE,
FORMALDEHYDE, HEXAVALENT CHROMIUM, ISOPHORONE, LEAD, MERCURY. METHYL ETHYL
KETONE, METHYL ISOBUTYL KETONE, METHYLENE CHLORIDE, NAPHTHALENE, TOLUENE
(METHYLBENZENE), 1,1,1-TRICLOROETHANE, VINYL CHLORIDE.
6.ALL PAINTED WALLS SHALL RECEIVE ONE (1) PRIMER COAT AND TWO (2) COATS OF PAINT, U.N.O.
PAINT FINISH SHALL HAVE CONSISTENT COVERAGE, FREE OF ROLLER OR BRUSH MARKS.
7.WHERE PAINT COLORS CHANGE, CORNERS SHALL BE CUT-IN AND FREE OF OVERLAP.
8.ALL GYP. BD. CEILINGS AND SOFFITS SHALL HAVE A LEVEL 5 FINISH AND RECEIVE TWO (2) COATS
FLAT PAINT OVER (1) COAT PRIMER, U.N.O.
9.PAINT FINISH ON METAL SURFACES INCLUDING DOOR FRAMES, HANDRAILS, ELEVATOR DOORS, ETC.
SHALL BE SEMI-GLOSS, U.N.O.
10.ALL METAL ACCESS DOORS SHALL BE PAINTED TO MATCH ADJACENT WALL OR CEILING FINISH.
11.SUBMIT SEAMING MOCK-UP SAMPLES ON GYP. BD. OF ALL SPECIFIED WALLCOVERINGS TO HENDY
FOR APPROVAL PRIOR TO PLACEMENT OF ORDER.
12.ALL SURFACES RECEIVING WALLCOVERING SHALL BE PROPERLY PREPARED PER MANUFACTURER'S
SPECIFICATIONS. PRIMER AND ADHESIVE SHALL BE FROM SAME MANUFACTURER OR OTHER
APPROVED/ COMPATIBLE PRODUCTS.
13.PROVIDE WALLCOVERING ADHESIVE THAT IS MILDEW RESISTANT AND NON-STAINING FOR USE WITH
SPECIFIC WALLCOVERING AND SUBSTRATE APPLICATION, AS RECOMMENDED IN WRITING BY
WALLCOVERING MANUFACTURER. USE WALLCOVERING ADHESIVE WITH VOC CONTENT OF NOT
MORE THAN 50 G/L WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA 24).
14.COORDINATE WALLCOVERING INSTALLATION IN OR ON MILLWORK WITH SUB-CONTRACTORS.
15.WALLCOVERING SHALL BE HUNG IN SEQUENCE AND FROM SAME DYE LOT.
16.POLYOLEFIN WALLCOVERING SHALL RECEIVE SCOTCH GUARD APPLICATION IF NOT FACTORY
APPLIED.
17.INSTALL WALLCOVERING PER MANUFACTURER'S SPECIFICATIONS. WALLCOVERING SHALL BE
INSTALLED SMOOTH, WITHOUT WRINKLES, BUBBLES OR LOOSE EDGES. ALL PASTE AND BRUSH
MARKS SHALL BE REMOVED. WALL COVERING TERMINATIONS SHALL BE CUT STRAIGHT AND
SQUARE. WALLCOVERING AT ALL REVEALS SHALL RETURN INTO REVEAL, U.N.O.
18.INSTALL BASE LENGTHS AS LONG AS POSSIBLE. WRAP BASE AROUND CORNER AND CONTINUE A
MIN. OF 6 INCHES BEYOND BEFORE SEAMING OR USE PRE-FORMED CORNER PIECES.
19.COORDINATE THE INSTALLATION OF WALL BASE WITH MILLWORK. OMIT BASE WHERE BUILT-IN
CABINETS ARE INDICATED. PROVIDE BASE AT BACK WALL INSIDE ACCESSIBLE SINK CABINET.
1. COMPLY WITH TCNA'S "HANDBOOK FOR CERAMIC, GLASS, AND STONE TILE INSTALLATION" METHODS
AND WITH PARTS OF ANSI A108 SERIES" SPECIFICATIONS FOR INSTALLATION OF CERAMIC TILE" THAT
RE REFERENCE IN TCNA INSTALLATION METHODS. APPLY TO TYPES OF SETTING AND GROUTING
MATERIALS USED.
2. EXAMINE TILE SUBSTRATES, AREAS, AND CONDITIONS FOR COMPLIANCE WITH INSTALLATION
TOLERANCES AND OTHER CONDITIONS AFFECTING THE WORK. PROCEED WITH INSTALLATION ONLY
AFTER UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED. FILL CRACKS, HOLES, AND
DEPRESSIONS IN CONCRETE SUBSTRATES WITH TROWELABLE LEVELING AND PATCHING COMPOUND
SPECIFICALLY RECOMMENDED BY TILE MANUFACTURER. SEE ALSO "PATCHING AND PREPPING"
NOTES / IA-G1.
3. WHERE TILE FLOOR SLOPES TO DRAIN, PROVIDE WATERPROOFING OVER REINFORCED MORTAR
BED, SLOPE 1/4" PER FOOT MAX TOWARD DRAIN.
4. AT WET WALLS AND AREAS SUCH AS SHOWERS, PROVIDE WATERPROOF MEMBRANE COMPLIANT
WITH ANSI A118.10 AND AS RECOMMENDED BY THE MANUFACTURER FOR THE APPLICATION
INDICATED. INCLUDE REINFORCEMENT AND ACCESSORIES RECOMMENDED BY THE MANUFACTURER.
5. PROVIDE EXPANSION JOINTS AND OTHER SEALANT-FILLED JOINTS, INCLUDING CONTROL JOINT,
CONTRACTION, AND ISOLATION JOINTS. CONFIRM JOINT LOCATIONS WITH HENDY PRIOR TO
INSTALLATION. DO NOT SAW-CUT JOINTS AFTER INSTALLING TILES.
6. GROUT JOINTS AT TILES SHALL BE 1/8" MAX., U.N.O. GROUT SHALL BE SEALED WITH AQUAMIX
"SEALER'S CHOICE" PER MANUFACTURER'S WRITTEN SPECIFICATIONS.
7. PROVIDE CERAMIC TILE ADHESIVE CONTAINING VOC CONTENT OF NOT MORE THAN 50 G/L WHEN
CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA 24).
8. PROVIDE CERAMIC TILE SETTING GROUTING MATERIALS THAT ARE CHEMICAL RESISTANT, WATER-
CLEANABLE, TILE-SETTING AND GROUTING EPOXY COMPLIANT WITH ANSI A118.3, WITH A VOC
CONTENT OF NOT MORE THAN 65 G/L WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D
(EPA 24).
9. ON COMPLETION OF PLACEMENT AND GROUTING, CLEAN ALL CERAMIC TILE SURFACES SO THEY ARE
FREE OF FOREIGN MATTER.
1. FABRICATE CABINETS AND COUNTERTOPS WITH WOOD AND WOOD-BASED PRODUCTS PRODUCED
FROM NOT LESS THAN 70% OF WOOD OBTAINED FROM FORESTS CERTIFIED BY AN FSC-ACCREDITED
CERTIFICATION BODY TO COMPLY WITH FSC STD-01-001, FSC PRINCIPLES AND CRITERIA FOR FOREST
STEWARDSHIP.
2. REVIEW OF SHOP DRAWINGS SHALL BE GENERAL AND/OR FOR AESTHETIC INTERPRETATION, AND
EXCEPT WHERE OTHERWISE INDICATED, SHALL NOT BE CONSTRUED AS PERMITTING ANY DEPARTURE
FROM CONTRACT OR LEASE REQUIREMENT, RELIEVING THE CONTRACTOR OF RESPONSIBILITY FOR
ANY ERROR IN DETAILS OR INSTRUCTIONS PREVIOUSLY FURNISHED BY HENDY. THE CONTRACTOR
SHALL CORRECT ERRORS IN AND OMISSIONS FROM THE WORK WITHOUT ADDITIONAL COST TO THE
TENANT WHETHER OR NOT WORK WAS INSTALLED AS PER REVIEWED SHOP DRAWINGS.
3. WOOD VENEER CABINETS SHALL CONFORM TO AWI/WIC STANDARDS FOR PREMIUM GRADE MILLWORK.
ALL PLASTIC LAMINATE CABINETS SHALL BE CUSTOM GRADE MILLWORK.
4. PROVIDE WOOD STAIN PRODUCTS THAT COMPLY WITH THE FOLLOWING LIMITS FOR VOC CONTENT
WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA METHOD 24):
A. CLEAR WOOD FINISHES, VARNISHES: VOC CONTENT NOT MORE THAN 350 G/L.
B. CLEAR WOOD FINISHES, LACQUERS: VOC CONTENT NOT MORE THAN 550 G/L.
C. STAINS: VOC CONTENT NOT MORE THAN 250 G/L.
5. PROVIDE MANUFACTURED WOOD CASEWORK, INCLUDING COUNTERTOPS, MADE WITH ADHESIVES AND
COMPOSITE WOOD PRODUCTS THAT DO NOT CONTAIN UREA FORMALDEHYDE.
6. PROVIDE PARTICLE BOARD COMPLIANT WITH ANSI A208.1, GRADE M-2, MADE WITH BINDER CONTAINING
NO UREA-FORMALDEHYDE RESIN.
7. PROVIDE MEDIUM-DENSITY FIBERBOARD: PROVIDE PRODUCTS COMPLIANT WITH ANSI A208.2, GRADE
130, MADE WITH BINDER CONTAINING NO UREA FORMALDEHYDE.
8. PLASTIC LAMINATE ADHESIVE AND SEALANT: PROVIDE SINGLE-COMPONENT, MILDEW RESISTANT,
NEUTRAL CURING SILICONE/LATEX SEALANT RECOMMENDED BY PLASTIC PANELING MANUFACTURER
AND COMPLIANT WITH REQUIREMENTS DIVISION 07 SECTION “JOINT SEALANTS”. VOC CONTENT SHALL
NOT EXCEED 250 G/L WHEN CALCULATED ACCORDING TO 40 CFR 59, SUBPART D (EPA METHOD 24).
9. PROVIDE VENEER-FACED PANEL PRODUCTS (HARDWOOD PLYWOOD) THAT ARE COMPLIANT WITH
HPVA-HP-1, MADE WITH ADHESIVE CONTAINING NO UREA FORMALDEHYDE.
10. MILLWORKER SHALL VERIFY SITE CONDITIONS FOR DELIVERY ACCESS PRIOR TO INSTALLATION.
11. MILLWORKER SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON JOB SITE. ALL DISCREPANCIES
BETWEEN HENDY'S DRAWINGS AND EXISTING CONDITIONS SHALL IMMEDIATELY BE BROUGHT TO THE
ATTENTION OF HENDY FOR CLARIFICATION PRIOR TO THE COMMENCEMENT OF WORK.
12. ALL BUILT-IN PLUMBING FIXTURES, ELECTRICAL AND APPLIANCES SHALL BE SUPPLIED AND INSTALLED
BY GENERAL CONTRACTOR. CUT-OUTS SHALL BE PERFORMED BY MILLWORKER. GENERAL
CONTRACTOR SHALL SUPPLY INFORMATION AND COORDINATE CLEARANCES AND CUTOUTS WITH
MILLWORKER.
13. ALL CABINETS SHALL BE CHECKED FOR PROPER MECHANICAL OPERATION.
14. ALL CABINETRY SHALL BE ATTACHED TO WALLS OR STRUCTURE AS REQUIRED FOR STABLE
INSTALLATION AND USE. MILLWORKER SHALL COORDINATE BACKING LOCATIONS WITH GENERAL
CONTRACTOR AS REQUIRED TO SUPPORT WALL HUNG CABINETS.
15. ALL PAINTED WOOD SURFACES SHALL BE PROPERLY SEALED, SANDED AND PRIMED TO RECEIVE FINAL
FINISH COAT.
16. ALL PLASTIC LAMINATE SHEETS SHALL BE PROPERLY BACKED TO PREVENT WARPAGE OF THE
SUBSTRATE.
17. ALL MILLWORK SHALL BE FABRICATED OF MINIMUM 3/4" STOCK MATERIAL.
18. ALL MILLWORK SHALL BE SCRIBED TO WALLS, FLOORS AND/OR CEILING WHERE OCCURS.
19. COUNTERTOP AND BASE CABINET SHALL ALIGN TO OUTSIDE END OF CABINET WHERE NO WALL
OCCURS, U.N.O.. ALL EXPOSED FACES OF CABINETRY SHALL BE FINISHED.
20. PROVIDE (3) HINGES ON CABINET DOORS EXCEEDING 14 INCHES IN WIDTH.
21. SUBMIT MIN. (3) THREE EACH WOOD, PAINT AND/OR STAIN SAMPLES AND FINISHES FOR APPROVAL BY
HENDY PRIOR TO FABRICATION ON 8" X 8" MINIMUM SAMPLES.
22. ALL WOOD VENEER AND PLASTIC LAMINATE DOOR PANELS SHALL BE VERTICAL GRAINED, UNLESS
NOTED OTHERWISE.
23. DOOR AND DRAWER EDGES SHALL BE PLASTIC LAMINATE TO MATCH PLASTIC LAMINATE DOOR OR
DRAWER FACE. SELF EDGES ON PLASTIC LAMINATE COUNTERTOPS SHALL MATCH COUNTERTOP.
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
GENERAL NOTES
IA-G2
MCGUFF
AB/CD
POWER & COMMUNICATIONS
PLUMBING
CEILING
FIRE SPRINKLERS
LIGHT FIXTURES
EXISTING ELEVATORS
MECHANICAL DEVICES & DISTRIBUTION
SEALANTS & ADHESIVES
FINISHES
FLOOR FINISHES & TRANSITIONS
PAINT & WALL FINISHES
TILE FINISHES
MILLWORK
NONE
1.SIGNAGE IDENTIFYING ROOMS OR BUILDING AREAS SHALL BE LOCATED ON THE WALL NEXT TO THE
LATCH SIDE OF THE DOOR MAXIMUM 60 INCHES A.F.F. AND MINIMUM 48”A.F.F.
2.POST INTERNATIONAL SYMBOL OF ACCESSIBILITY ON OR ADJACENT TO ALL DISABLED ACCESSIBLE
BUILDING ENTRANCES.
SIGNAGE
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
ENG INE CENTERLINE
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TENANT:
MCGUFF MEDICAL PRODUCTS
3080 HARBOR BLVD
SANTA ANA, CA 92704
PHONE NUMBER
CONTACT:
INTERIOR ARCHITECT:
H. HENDY ASSOCIATES
4770 CAMPUS DRIVE, SUITE 100
NEWPORT BEACH, CA 92660
(949) 851-3080
CONTACT: CAROLINA WEIDLER/ DAVID KATAOKA
ELECTRICAL ENGINEER:
SALAS O'BRIEN
8825 RESEARCH DRIVE
IRVINE, CA 92618
(949) 753-1553
CONTACT: VICTOR BECCERRA
MECHANICAL ENGINEER:
KMA CONSULTING
151 KALMUS DRIVE. STE. C
COSTA MESA, CA 92626
(714) 66207366
CONTACT: KEITH MATOI
STRUCTURAL ENGINEER:
BRANDOW AND JOHNSTON
3300 IRVINE AVENUE, STE. 105
NEWPORT BEACH, CA 92660
(949) 862-8510
CONTACT: RYAN BISHOFF
GENERAL CONTRACTOR:
KPRS CONSTRUCTION
2850 SATURN STREET
BREA, CA 92821
(714) 672-0800
CONTACT: TIM LINDEN
PLUMBING ENGINEER:
KMA CONSULTING
151 KALMUS DRIVE. STE. C
COSTA MESA, CA 92626
(714) 66207366
CONTACT: KEITH MATOI
PROJECT SHALL CONFORM TO
GOVERNING BUILDING CODE: 2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA ENERGY CODE
CITY OF SANTA ANA ORDINANCES & AMENDMENTS.
CONSTRUCTION TYPE: TYPE VB
NUMBER OF STORIES: 2
SPRINKLERS: FULLY SPRINKLERED, FIRE ALARM SYSTEM
OCCUPANCY: B, S-1
PROJECT ADDRESS: 3080 HARBOR BLVD
SANTA ANA, CA
BUILDING AREA:
FIRST FLOOR 23,041 SF
SECOND FLOOR 7,301 SF
AREA OF CONSTRUCTION:
FIRST FLOOR 20,865 SF
SECOND FLOOR 7,301 SF
TOTAL 28,155 SF
PROJECT DESCRIPTION:
RENOVATION OF FIRST AND SECOND FLOORS OF EXISTING WAREHOUSE/ OFFICE BUILDING. RENOVATION INCLUDES:
CONSTRUCTION OF NEW SINGLE OCCUPANT RESTROOMS; CONSTRUCTION OF NEW GENERATOR ENCLOSURE;
CONSTRUCTION OF NEW INTERIOR WALLS, DOORS, AND WINDOWS; INSTALLATION OF NEW ELECTRICAL, PLUMBING AND
HVAC SYSTEMS; AND UPGRADE OF EXISTING LIGHTING.
NOT TO SCALE
GRIDLINE
DETAIL NUMBER
SHEET NUMBER
SECTION NUMBER
SHEET NUMBER
ELEVATION NUMBER
SHEET NUMBER
DOOR NUMBER
KEYNOTE
REVISION LETTER/NUMBER
ROOM NAME
ROOM NUMBER
INSIDE CLEAR DIMENSION
CENTER TO CENTER DIMENSION
ALIGNMENT SYMBOL
ELEVATION DATUM POINT
1
4' - 0"
4' - 0"
℄℄
IA-X.X
X
IA-X.X
X
IA-X.X
X
101
1
1
OFFICE
858
@ AT
ADJ.ADJUSTABLE
A.F.F.ABOVE FINISH FLOOR
BLDG BUILDING
BLDG. STD.BUILDING STANDARD
CENTER LINE
CLG CEILING
CLR CLEAR
CPT CARPET
COL COLUMN
D.F.DRINKING FOUNTAIN
DN DOWN
DTL DETAIL
DW DISHWASHER
EA.EACH
ELEC ELECTRICAL
EQ.EQUAL
EXIST EXISTING
F.F.FINISH FLOOR
F. CLG FINISH CEILING
F.D.FLOOR DRAIN
F.E.FIRE EXTINGUISHER
FEC FIRE EXTINGUISHER CABINET
F.S.FIRE SPRINKLER
G.D.GARBAGE DISPOSAL
GYP. BD.GYPSUM BOARD
HR HOUR
HT HEIGHT
MECH MECHANICAL
MICRO MICROWAVE
MTL METAL
N.I.C.NOT IN CONTRACT
N.T.S.NOT TO SCALE
O.C.ON CENTER
OPP OPPOSITE
REF REFRIGERATOR
REV REVERSED
RM ROOM
SIM SIMILAR
TYP TYPICAL
W/WITH
WC WALLCOVERING
WH WATER HEATER
U.N.O.UNLESS NOTED OTHERWISE
VCT VINYL COMPOSITION TILE
CL
+/-APPROXIMATE DIMENSION
TOTAL OFFICE (B OCCUPANCY): 17,160 SF
TOTAL WAREHOUSE (S-1 OCCUPANCY): 13, 182 SF
PARKING RATIOS:
WAREHOUSE: 1 PER 1,000 SF WITH 30% GROSS AREA AS OFFICE
OFFICE: 3 PER 1,000
WAREHOUSE
13,182 SF/ 1000 = 14 STALLS REQUIRED
30% OF 13,182 = 3,955 SF
3,955 SF /1000 = 4 STALLS REQUIRED
OFFICE
17160 SF - 3,955 SF = 13,195 SF
13.195 X 3 = 40 STALLS REQUIRED
14 + 4 + 40 = 58 STALLS REQUIRED
62 STALLS PROVIDED
ACCESSIBLE STALLS
REQUIRED:
ACCESSIBLE: 3
VAN ACCESIBLE: 1
PROVIDED:
ACCESSIBLE: 3
VAN ACCESSIBLE: 1
TOTAL OFFICE (B OCCUPANCY): 17,160 SF
TOTAL WAREHOUSE (S-1 OCCUPANCY): 13, 182 SF
OCCUPANT LOAD FACTORS
OFFICE (B OCCUPANCY): 150
WAREHOUSE (S-1 OCCUPANCY)
STORAGE: 4000
DISTRIBUTION: 500
OFFICE (B OCCUPANCY)
17,160 SF /150 = 115 OCCUPANTS
WAREHOUSE (S-1 OCCUPANCY)
STORAGE: 11,009 SF/ 4000 = 3 OCCUPANTS
DISTRIBUTION: 2,173 SF/ 500 = 5 OCCUPANTS
TOTAL WAREHOUSE OCCUPANTS: 8
OFFICE (B OCCUPANCY) 115 OCCUPANTS 58 MALE 58 FEMALE
MALE FEMALE
WATER CLOSETS URINALS LAVATORIES WATER CLOSETS LAVATORIES DRINKING FOUNTAINS
2 1 1 4 2 1
WAREHOUSE (S-1 OCCUPANCY) 8 OCCUPANTS 4 MALE 4 FEMALE
MALE FEMALE
WATER CLOSETS URINALS LAVATORIES WATER CLOSETS LAVATORIES DRINKING FOUNTAINS
1 - 1 1 1 1
PROVIDED FIXTURES
MALE FEMALE
WATER CLOSETS URINALS LAVATORIES WATER CLOSETS LAVATORIES DRINKING FOUNTAINS
4 - 4 5 5 2
AREA OF WORK
ARCHITECTURAL
IA-T TITLE SHEET
T-1 LEVEL 1 EXITING PLAN
T-2 LEVEL 2 EXITING PLAN
T-3 ACCESSIBILITY DETAILS
CGN CALIFORNIA GREEN NOTES
IA-G1 GENERAL NOTES
IA-G2 GENERAL NOTES
ST-1D SITE DEMOLITION PLAN
ST-1 SITE PLAN
ST-2 ENLARGED SITE PLANS AND DETAILS
ST-3 ENLARGED PLANS, ELEVATIONS, DETAILS
ST-4 ENCLOSURE ELEVATIONS
IA-1.1D LEVEL 1 DEMOLITION PLAN
IA-1.1 LEVEL 1 PARTITION PLAN
IA-1.2D LEVEL 2 DEMOLITION PLAN
IA-1.2 LEVEL 2 PARTITION PLAN
IA-1.3D ROOF DEMOLITION PLAN
IA-1.3 ROOF PLAN
IA-2.1D LEVEL 1 DEMOLITION CEILING PLAN
IA-2.1 LEVEL 1 REFLECTED CEILING PLAN
IA-2.2D LEVEL 2 DEMOLITION CEILING PLAN
IA-2.2 LEVEL 2 REFLECTED CEILING PLAN
IA-4.1 LEVEL 1 FINISH PLAN
IA-5.1 ENLARGED RESTROOM PLAN(S) & ELEVATIONS
IA-5.2 ELEVATIONS
IA-6.1 WALL SECTIONS & DETAILS
IA-7.1 DETAILS
IA-8.1 DOOR SCHEDULE & DETAILS
ELECTRICAL
IE-0.01 ELECTRICAL COVER SHEET
IE-0.02 TITLE 24 CALCULATIONS
IE-0.03 ELECTRICAL SPECIFICATIONS
IE-0.04 ELECTRICAL SPECIFICATIONS
IE-0.05 LIGHTING FIXTURE SCHEDULE
IE-0.06 MECHANICAL AND PLUMBING EQUIPMENT
CONNECTIONS
IE-0.07 ELECTRICAL DETAILS
IE-0.10 SINGLE LINE DIAGRAM
IE-0.11 SHORT CIRCUIT CALCULATION
IE-0.20 PANEL SCHEDULES
IE-0.21 PANEL SCHEDULES
IE-0.22 PANEL SCHEDULES
IE-0.30 LIGHTING CONTROLS
IE-1.0 ELECTRICAL SITE PLAN
IED-1.1 OVERALL FIRST FLOOR POWER AND SIGNAL
DEMOLITION PLAN
IED-1.2 OVERALL SECOND FLOOR POWER AND SIGNAL
DEMOLITION PLAN
IED-2.1 OVERALL FIRST FLOOR LIGHTING DEMOLITION PLAN
IED-2.2 OVERALL SECOND FLOOR LIGHTING DEMOLITION PLAN
IE1.1 OVERALL FIRST FLOOR POWER AND SIGNAL PLAN
IE1.2 OVERALL SECOND FLOOR POWER AND SIGNAL PLAN
IE1.3 ROOF ELECTRICAL PLAN
IE-2.1 OVERALL FIRST FLOOR LIGHTING PLAN
IE-2.2 OVERALL SECOND FLOOR LIGHTING PLAN
MECHANICAL
M-0.1 MECHANICAL LEGEND, NOTES, SCHEDULES AND SHEET
INDEX
M-0.2 MECHANICAL EQUIPMENT SCHEDULES
M-2.1 LEVEL 1 -PARTITION FLOOR MECHANICAL PLAN
M-3.1 PARTITION MECHANICAL ROOF PLAN
M-5.1 MECHANICAL DETAILS
M-5.2 TITLE 24
M-5.3 TITLE 24
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
TITLE SHEET
IA-T
MCGUFF
AB/CD
PROJECT TEAM
BUILDING SUMMARY
VICINITY MAPSYMBOLS
ABBREVIATIONS
DRAWING INDEX PARKING CALUCULATION
RESTROOM FIXTURE CALUCULATION
KEY PLANS
LEVEL 1
LEVEL 2
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
PLUMBING
P-0.1 PLUMBING LEAD SHEET
P-0.2 PLUMBING SCHEDULES
P-0.3 PLUMBING SPECIFICATIONS
P-2.1 LEVEL 1 -PARTITION FLOOR PLUMBING PLAN
P-2.2 LEVEL 2 -PARTITION FLOOR PLUMBING PLAN
P-3.1 PARTITION MECHANICAL ROOF PLAN
P-4.1 LEVEL 1 -PARTITION FLOOR PLUMBING PLAN
P-5.1 PLUMBING SCHEDULES
P-5.2 TITLE 24
STRUCTURAL
S-1 STRUCTURAL
DEFERRED SUBMITTALS
1. FIRE SPRINKLERS
2. RACKING
FEC
FEC
FE
C
FE
C
FE
C
Esc F1 F2 F3 F4 F5 F6 F7 F8F9 F10 F11 F12
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CR
CR
CR
CR
CR
CA
CACA
CA
CA CA
CA
CA
CA
CACA
CA
CACA
CA
CA
CA
CA
CR CR
L L
L L
L L
GARRY AVENUE
HA
R
B
O
R
B
L
V
D
.
1
ST-2
..
5
56
.6
.6
6
2
S
T
A
L
L
S
@
8
'
-
6
"
E
A
.
=
1
7
'
-
0
"
5
6'
-
3
"
.
1
1
3
4
1
3
ST-2
3
ST-2
41010
10 10
2
2
4
2
3
7
4
ST-2
TYP.
4
ST-2
TYP.
23' - 4"
20
'
-
0
"
20' - 0"
40' - 0"
20' - 0"
20' - 0"
40' - 0"
20
'
-
0
"
20
'
-
0
"
20' - 0"
40' - 0"
20' - 0"
8
8
8
8
8
8
8
9
9
10
10
5
2
NEW CONCRETE CURB TO MATCH EXISTING
KEYNOTES
1
NEW CONCRETE PAVING TO MATCH EXISTING2
NEW LANDSCAPING: 55.36 SF3
NEW PAINTED STRIPING5
EXISTING PAINTED STRIPING TO REMAIN6
NEW DETECTABLE WARNINGS4
NEW EXTERIOR ENCLOSURE FOR FUTURE GENERATOR7
1
EXISTING RED PAINTED CURBS WITH "FIRE LANE NO PARKING" TEXT TO REMAIN8
NEW RED PAINTED CURBS WITH "FIRE LANE NO PARKING" TEXT TO MATCH EXISTING9
NEW "NO PARKING FIRE LANE" SIGNAGE PER DETAIL 1/-10
SITE LEGEND
EXISTING FIRE LANE TO REMAIN
EXISTING FIRE HYDRANT TO REMAIN
TOTAL OFFICE (B OCCUPANCY): 17,160 SF
TOTAL WAREHOUSE (S-1 OCCUPANCY): 13, 182 SF
PARKING RATIOS:
WAREHOUSE: 1 PER 1,000 SF WITH 30% GROSS AREA AS OFFICE
OFFICE: 3 PER 1,000
WAREHOUSE
13,182 SF/ 1000 = 14 STALLS REQUIRED
30% OF 13,182 = 3,955 SF
3,955 SF /1000 = 4 STALLS REQUIRED
OFFICE
17160 SF - 3,955 SF = 13,195 SF
13.195 X 3 = 40 STALLS REQUIRED
14 + 4 + 40 = 58 STALLS REQUIRED
64 STALLS PROVIDED
ACCESSIBLE STALLS
REQUIRED:
ACCESSIBLE: 3
VAN ACCESIBLE: 1
PROVIDED:
ACCESSIBLE: 3
VAN ACCESSIBLE: 1
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
SITE PLAN
ST-1
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1 PRESCREEN
CORRECTIONS
3/24/25
2 PLAN CHECK
CORRECTIONS
6/11/25
1
1
1
SCALE
1 1/2" = 1'-0"1NO PARKING SIGNAGE
PARKING CALUCULATION
2
2
2
L L
L L
L L
GARRY AVENUE
HA
R
B
O
R
B
L
V
D
.
5
4
4
3
3
2
1
4
55
6
6
4
1
EXISTING CONCRETE CURB TO BE SAWCUT AND REMOVED
KEYNOTES
1
EXISTING PAVING TO BE SAWCUT AND REMOVED2
EXISTING LANDSCAPING TO REMAIN. PROTECT IN PLACE3
EXISTING PAINTED STRIPING TO BE REMOVED4
EXISTING ACCESSIBLE PARKING SYMBOL TO BE REMOVED5
EXISTING ACCESSIBLE PARKING SIGNAGE TO BE REMOVED6
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
SITE DEMOLITION PLAN
ST-1D
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
CA
CA
9'
-
0
"
5'
-
0
"
9'
-
0
"
8'
-
0
"
9'
-
0
"
18' - 0"
EQ
EQ
EQ
EQ
EQ
EQ
6' - 5"
6'
-
0
"
3' - 5"3' - 0"
SL
O
P
E
D
N
1
:
1
2
M
A
X
.
NO
PA
R
K
I
N
G
NO
PA
R
K
I
N
G
NEW 6" CONCRETE CURB
POLE MOUNTED ACCESIBLE
STALL SIGNAGE
POLE MOUNTED ACCESIBLE
STALL SIGNAGE
POLE MOUNTED ACCESIBLE
STALL SIGNAGE
6d
6d
6d
C
C
C
D
D
D
DETECTABLE WARNING
TOWED VEHICLES MAY BE
RECLAIMED AT
OR BY TELEPHONING
SECTION 22507.8 CVC
UNAUTHORIZED
VEHICLES
PARKED IN DESIGNATED
SPACES NOT
DISPLAYING
DISTINGUISHING
PLACARDS
OR LICENSE PLATES
ISSUED FOR PERSONS
WITH DISABILITIES MAY
BE
TOWED AWAY AT
OWNERS
EXPENSE.
6a
5
4
3
2
1
6d
2
4
3
5
1
6a
6a
6b
6c
6b
6c
6d
6"
MIN
3'
-0"
3'-0"
6'
-8"
M
I
N
I
M
U
M
1'-0" DIA.
2"
7"
10
"
R = 1"
6'
-8"
M
I
N
I
M
U
M
1'-0" DIA.
2"
PLAN
17"
22
"
R = 1"
PLAN
4"
3'
-0"
18
'
-0"
M
I
N
.
1'-0"
2'
-0"
2'
-0"
9'-0"9'-0"
3'-0"
5'-0"
Location: Accessible parking spaces serving a particular building shall be located on the shortest accessible route of travel
from adjacent parking to an accessible entrance. In buildings with multiple accessible entrances with adjacent parking,
accessible parking spaces shall be dispersed and located closest to the accessible entrances.
Parking Space Size: 18' minimum length, 9' minimum width, 5' minimum width access aisle (8' at van spaces) with 12"
high NO PARKING white letters
Van Spaces: 1:8 minimum ratio, 8'-0" minimum wide access aisle located on the passenger side
Arrangement: In each parking area, a bumper or curb shall be provided and located to prevent encroachment of cars over
the required width of walkways. Accessible parking spaces shall be so located that persons with disabilities are not
compelled to wheel or walk behind parked cars other than their own. Ramps shall not encroach into any accessible parking
space or the adjacent access aisle.
Slope: 2% maximum in any direction within spaces and access aisles
Signage:
a. At Parking Spaces: 70 square inch minimum reflectorized sign permanently posted immediately adjacent to and visible
from each stall or space, consisting of a profile view of a wheelchair with occupant in white on dark blue background.
b. Van Spaces: an additional sign stating "Van-Accessible" mounted below the symbol of accessibility. Maintain 80" height.
c. Entrance Sign: 17" x 22" minimum sign at each entrance to off-street parking facilities, or immediately adjacent to and
visible from each stall or space. Lettering not less than 1" in height, which clearly and conspicuously states the following:
"Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates
issued for persons with disabilities may be towed away at Owner's expense. Towed vehicles may be reclaimed at
___________________________ or by telephoning _____________________."
d. Pavement Symbol: 36" square symbol outlining a profile view depicting a wheelchair with occupant in white on
blue background. The profile view shall be located so that it is visible to a traffic enforcement officer when a
vehicle is properly parked in the space
AB
O
V
E
P
A
V
E
M
E
N
T
O
R
GR
A
D
E
MI
N
.
AB
O
V
E
P
A
V
E
M
E
N
T
OR
G
R
A
D
E
MI
N
.
12" HIGH "NO PARKING" TRAFFIC PAINT -WHITE
POLE MOUNTED ACCESSIBLE STALL SIGNAGE
ACCESSIBLE PAVEMENT SYMBOL
PRECAST CONC. WHEELSTOP
4" WIDE TRAFFIC LINE PAINT -BLUE (TYP.)
HEIGHT: 98" MINIMUM VERTICAL CLEARANCE IS
PROVIDED AT THE PARKING SPACE AND ALONG AT
LEAST ONE VEHICLE ACCESS ROUTE TO SUCH
SPACES FROM SITE ENTRANCE(S) AND EXIT(S)
ACCESSIBLE
RESERVED
VAN
LINE UP BOTTOM OF SYMBOL WITH END OF PARKING
STRIPING
TRAFFIC PAINT: BLUE (EQUAL TO COLOR NO.
15090 PER FED. STD. 595B) BACKGROUND W/
WHITE INTERNATIONAL SYMBOL OF
ACCESSIBILITY AND 2" WIDE BORDER
CENTER LINE OF ACCESSIBLE PARKING SPACE AND
SYMBOL
(2) 3/4" DIA. x 24" LONG REINFORCING BARS
EMBEDDED 18" INTO SUBGRADE W/ TOP FLUSH
PAVEMENT
4'-0" LONG PRECAST CONCRETE WHEEL
STOP w/ 7/8" DIA. HOLES FOR REINFORCING
BARS
PAVEMENT SYMBOLB
PRECAST WHEELSTOPC
B
C
D
VAN ACCESSIBLE SIGN AT VAN STALL(S) ONLY
WHITE SYMBOL AND 3/4" HIGH BLOCK
LETTERS ON BLUE BACKGROUND
SLOPE 1/4" TO DRAIN
PAVEMENT OR GRADE AS PER SITE PLAN
2" DIA. GALVANIZED STEEL POST EMBED IN
CONCRETE FOOTING
REFLECTORIZED PORCELAIN SIGN ON STEEL,
BEADED TEXT OR EQUAL. 6a CENTERED AT
INTERIOR END OF ACCESSIBLE PARKING
STALL,6C INSTALLED IN CONSPICUOUS
LOCATIONADJACENT TO ACCESSIBLE PARKING
ENTRANCE
WHITE LETTERS ON BLUE BACKGROUND EQUAL TO
COLOR NO. 15090, FEDERAL STD. 595B, MINIMUM 1"
HIGH
SECURE SIGN TO POST WITH 3/8" DIA.
GALVANIZED MACHINE BOLTS AND STRAPS AT
TOP & BOTTOM
STALL SIGND ENTRY SIGNE
LOCATION PER
SITE PLAN
MIN.MIN.
8'-0" MIN. AT VAN
ACCESSIBLE SPACES
MIN.
PARKING
NO
TOWING COMPANY AND PHONE NUMBER SHALL BE
INCLUDED DURING FABRICATION OF THE SIGN -
OBTAIN INFORMATION FROM OWNER
7
6
5
4
3
2
1
8
53
7
Width:4' minimum, 5' minimum at 1A
Ramp Slope:1:12 maximum
Landings: transitions from ramps to walks, gutters, road surface shall be flush and free of abrupt changes. 1:20
maximum slope within 4' of the top and bottom of the curb ramp.
Flared Sides:1:10 maximum slope
Level Landing:full width x 4' minimum deep at top
Ramp Finish:surfaces of curb ramps and its flared sides shall be stable, firm, and slip-resistant and shall
be of a contrasting finish from the adjacent sidewalk -heavy broom finish w/ 1/4" amplitude
Detectable Warnings:required at curb ramps which adjoin a vehicular way
a. Location: full width of the curb ramp x 36" deep in the direction of travel located so that the edge nearest
the curb line is 6" to 8" from the curb line
b. Pattern: raised truncated domes with a diameter of nominal 0.9" at the base tapering to 0.45" at the top, a
height of nominal 0.2", and a center-to-center spacing of nominal 2.35" aligned on a square grid. Only
approved prefabricated surface treatment detectable warning products shall be installed.
c. Contrast: 70% minimum contrast in light reflectance between the detectable warning and an adjoining surface,
or the detectable warning shall be "safety yellow" (Color No. 33538 per Fed. Std. 595B). The material used to
provide visual contrast shall be an integral part of the detectable warning surface.
Diagonal Curb Ramps:If diagonal (corner type) curb ramps have returned curbs or other well-defined edges, such
edges shall be parallel to the direction of pedestrian flow. The bottom of diagonal curb ramps shall have 48
inches minimum clear space. If diagonal curb ramps are provided at marked crossings, the 48" clear space shall
be within the markings. If diagonal curb ramps have flared sides, they shall also have at least a 24" long
segment of straight curb located on each side of the curb ramp and within the marked crossing.
6O
6"
PAVING AND BASE
C DIAGONAL
D
SECTIOND
4
7
2
3
8
1
4
4
2
6
5 3
4' - 0"
3' - 0"4' - 0"
7
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ENLARGED SITE PLANS AND
DETAILS
ST-2
MCGUFF
AB/CD
SCALE
1/4" = 1'-0"1ENLARGED ACCESSIBLE PARKING PLAN
SCALE
1/8" = 1'-0"2ACCESSIBLE PARKING STALL
SCALE
1/4" = 1'-0"3ACCESSIBLE CURB RAMPS
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.2
MCGUFF
AB/CD
TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
8
ST-3
12
ST-3
12
ST-3
11
ST-3
11
ST-3
7
ST-3
7
ST-3
14
ST-3
EQ EQ
8
ST-3
12
ST-3 HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
3/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ENCLOSURE ELEVATIONS
ST-4
MCGUFF
AB/CD
SCALE
3/8" = 1'-0"4ENCLOSURE ELEVATION -SOUTHSCALE
3/8" = 1'-0"12ENCLOSURE ELEVATION -WESTSCALE
3/8" = 1'-0"16ENCLOSURE ELEVATION -NORTH
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3 4 5 6
300' - 0"
5'
-
6
"
3'
-
1
1
"
1 2 3ST-5
4
5'
-
6
"
300' - 2"
3'
-
7
"
ST-5
3
C DC.6C.5
5'
-
6
"
300' - 0"
2'
-
6
"
A B
5'
-
6
"
2'
-
6
"
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/16" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
SIGHT LINES
ST-5
MCGUFF
AB/CD
SCALE
1/16" = 1'-0"1SIGHT LINE 1 -FROM HARBOR BLVD.
NO. DESCRIPTION DATE
2 PLAN CHECK
CORRECTIONS
6/11/25
SCALE
1/16" = 1'-0"2SIGHT LINE 1A -TOWARDS HARBOR BLVD.
SCALE
1/16" = 1'-0"3SIGHT LINE 2 -FROM GARRY AVE.
SCALE
1/16" = 1'-0"4SIGHT LINE 2A -TOWARDS GARRY AVE.
2
E NG I NE CENT ERL INE
FEC
FEC
FE
C
FE
C
FE
C
E sc F 1 F 2 F 3 F 4 F 5 F 6 F 7 F 8F 9 F 10 F 11 F 12
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-><
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A vP ág
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In s0S u pr.
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CR
CR
CR
CR
CR
CR
CR
L L
L L
L L
FEC
CR
1
A
B
C
D
C.6
C.5
2 3 4 5 6
317 SF
22
101
LOBBY
15
236 SF
16
101A
RECEPTION
15
218 SF
2
102
OFFICE
150
44 SF
1
106
JAN
300
154 SF
2
402
OFFICE
150
144 SF
1
403
OFFICE
150
151 SF
2
404
OFFICE
150
436 SF
3
405
OFFICE
150
295 SF
2
408
OFFICE
150
189 SF
2
107
OFFICE
150
216 SF
2
108
OFFICE
150
1223 SF
9
109
OFFICE
150
247 SF
2
112
OFFICE
150
234 SF
2
113
IT
150
243 SF
2
114
OFFICE
150
229 SF
2
115
OFFICE
150
673 SF
45
118
BREAK ROOM
15 350 SF
24
121
LOBBY
15
218 SF
2
122
OFFICE
150
361 SF
3
124
OFFICE
150
488 SF
33
125
CONF.
15
158 SF
1
307
ELECTRICAL
300
464 SF
1
311
PACKAGING
500 42 SF
1
103
MECH
300
256 SF
2
308
WAREHOUSE
OFFICE
150
1576 SF
4
111
RECEIVING
500
45 SF
1
116
DIGITAL PHOTO
100
49 SF
1
123
STORAGE
500
5672 SF
12
127
SHIPPING
500
178 SF
1
303
MAINTENANCE
300
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
4451 SF
9
304C
WAREHOUSE
500
ELEVATOR
1
1
2 2
2
15
33
11
2
2
3
2
2
45
3
212
1
9
6
6
75
1
12
12
95
1
1
2
300 SF
1
304D
FRIDGE
300
1
28
6
12 X .15 = 1.8" REQUIRED
32" PROVIDED
96 X .15 = 14.4" REQUIRED
72" PROVIDED
75 X .15 = 11.25" REQUIRED
32" PROVIDED
6 X .15 = .9" REQUIRED
32" PROVIDED
28 X .15 = 4.2" REQUIRED
32" PROVIDED
A
A
A
A
B
A
A
84
'
-
6
"
P
A
T
H
O
F
T
R
A
V
E
L
2
COMMON PATH OF TRAVEL =
93'-0"
MA
X
I
M
U
M
P
A
T
H
O
F
T
R
A
V
E
L
=
1
4
3
'
-
2
"
M
A
X
I
M
U
M
P
A
T
H
O
F
T
R
A
VE
L
=
1
9
0
'
-
6
"
PH
PH
PH
PH
1.IN SPRINKLERED BUILDINGS, MAXIMUM COMMON PATH OF EGRESS TRAVEL SHALL NOT EXCEED (CBC
TABLE 1006.2.1):
A-3 = 75'-0"
B = 100'-0"
S-1 = 100'-0"
2.IN SPRINKLERED BUILDINGS, MAXIMUM EXIT ACCESS TRAVEL DISTANCE ALLOWED (CBC TABLE 1017.2):
A-3 = 250'-0"
B = 300'-0"
S-1 = 400'-0"
CODE ANALYSIS NOTES
MAXIMUM EXIT ACCESS TRAVEL DISTANCE
MAXIMUM COMMON PATH OF EGRESS TRAVEL
DOOR WITH PANIC HARDWARE
ILLUMINATED EXIT SIGN, DIRECTIONAL WHERE INDICATED. TIED TO BUILDING LIFE
SAFETY OR BATTERY BACKUP.
FOR EMERGENCY LIGHTING, REFER TO ELECTRICAL ENGINEERING LIGHTING PLAN.
-(E) INDICATES EXISTING
AREA NOT IN CONTRACT
FIRE EXTINGUISHER CABINET WITH FIRE EXTINGUISHER
CARD READER
NUMBER OF OCCUPANTS EXITING IN DIRECTION INDICATED
LEGEND
SQUARE FOOTAGE
OCCUPANT LOAD
LOAD FACTOR
PH
AREA
101
Name
LF OL
X
AREA
PROVIDE CODE COMPLIANT TACTILE "EXIT" SIGNAGE. SEE DETAIL S-3
PROVIDE CODE COMPLIANT TACTILE "EXIT ROUTE" SIGNAGE. SEE DETAIL SEE DETAIL S-5
KEYNOTES
A
B
/1 T-3
/1 T-3
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 1 EXITING PLAN
T-1
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
FEC
CR
FE
C
(E
)
FEC
(E)
CR
CR
CR
1.IN SPRINKLERED BUILDINGS, MAXIMUM COMMON PATH OF EGRESS TRAVEL SHALL NOT EXCEED (CBC
TABLE 1006.2.1):
A-3 = 75'-0"
B = 100'-0"
S-1 = 100'-0"
2.IN SPRINKLERED BUILDINGS, MAXIMUM EXIT ACCESS TRAVEL DISTANCE ALLOWED (CBC TABLE 1017.2):
A-3 = 250'-0"
B = 300'-0"
S-1 = 400'-0"
CODE ANALYSIS NOTES
MAXIMUM EXIT ACCESS TRAVEL DISTANCE
MAXIMUM COMMON PATH OF EGRESS TRAVEL
DOOR WITH PANIC HARDWARE
ILLUMINATED EXIT SIGN, DIRECTIONAL WHERE INDICATED. TIED TO BUILDING LIFE
SAFETY OR BATTERY BACKUP.
FOR EMERGENCY LIGHTING, REFER TO ELECTRICAL ENGINEERING LIGHTING PLAN.
-(E) INDICATES EXISTING
AREA NOT IN CONTRACT
FIRE EXTINGUISHER CABINET WITH FIRE EXTINGUISHER
CARD READER
NUMBER OF OCCUPANTS EXITING IN DIRECTION INDICATED
LEGEND
SQUARE FOOTAGE
OCCUPANT LOAD
LOAD FACTOR
PH
AREA
101
Name
LF OL
X
AREA
PROVIDE CODE COMPLIANT TACTILE "EXIT" SIGNAGE. SEE DETAIL S-3
PROVIDE CODE COMPLIANT TACTILE "EXIT ROUTE" SIGNAGE. SEE DETAIL SEE DETAIL S-5
KEYNOTES
A
B
/1 T-3
/1 T-3
1
A
B
C
D
C.6
C.5
2 3 4 5 6
379 SF
3
201
OFFICE
150
590 SF
4
200
EXECUTIVE
OFFICE
150
647 SF
44
202
LOUNGE
15
223 SF
1
204
STORAGE
300
28 SF
1
205
STOR
300
4440 SF
30
206
OPEN OFFICE
150
212 SF
2
207
OFFICE
150
38 SF
210
JAN
26 SF
1
204A
STOR
300
OPEN TO BELOW
OPEN TO BELOW
3
23
24
1
1
1
1
2
29
29
2958
58 X .2 = 11.6" REQUIRED
49" PROVIDED
29" X .2 = 5.8" REQUIRED
37" PROVIDED
29 X .15 = 4.2" REQUIRED
32" PROVIDED
29 X .15 = 4.35" REQUIRED
32" PROVIDED
4
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
5
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
LEVEL 2 EXITING PLAN
T-2
MCGUFF
AB/CD
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
S-1
60
"
A
.
F
.
F
.
EXIT
60
"
T
O
FI
N
I
S
H
E
D
FL
O
O
R
60
"
T
O
FI
N
I
S
H
E
D
FL
O
O
R
60
"
T
O
FI
N
I
S
H
E
D
FL
O
O
R
1
1'-0"
1'
-
0
"
681
6"
8"
5'
-0"
A.
F
.
F
.
PORTABLE
ASSISTIVE
LISTENING
DEVICES
AVAILABLE
TTY
AVAILABLE
HERE
OCCUPANCY
MAXIMUM
1 THROUGH 5
NO ROOF ACCESS
STAIR 1
CONFERENCE ROOM
102
ENTRANCE
PROVIDE AT EACH
GRADE-LEVEL EXTERIOR
EXIT DOOR
EXIT
PROVIDE AT EACH EXIT DOOR
THAT LEADS DIRECTLY TO A
GRADE-LEVEL EXTERIOR EXIT BY
MEANS OF A STAIR OR RAMP
WALL MOUNTED SIGN W/
5/8" HIGH WORDING AND
CORRESPONDING GRADE 2
BRAILLE TO BE LOCATED
ON LATCH SIDE OF DOOR
CLEAR OF DOOR SWING
STAIR DOWN
EXIT TO EXIT
PROVIDE AT EACH EXIT DOOR
THROUGH A HORIZONTAL
EXIT
EXIT
ROUTE
PROVIDE AT EACH EXIT DOOR
LEADING TO AN EXIT ENCLOSURE
OR EXIT PASSAGEWAY OR
WHERE A VISUAL EXIT SIGN IS
REQUIRED
TYPICAL MOUNTING LOCATION
5-INCH SIZE BLOCK STYLE
LETTERING WITH 3/4-INCH STROKE
w/ CORRESPONDING GRADE 2
BRAILLE. CONTRACTOR SHALL
OBTAIN ACTUAL NUMBER FROM
"MEANS OF EGRESS" PLANS.
1-INCH SIZE BLOCK STYLE
LETTERING WITH 1/4-INCH STROKE
w/ CORRESPONDING GRADE 2
BRAILLE
1-INCH SIZE BLOCK STYLE LETTERING
WITH 1/4-INCH STROKE w/
CORRESPONDING GRADE 2 BRAILLE
5-INCH SIZE BLOCK STYLE LETTERING
WITH 3/4-INCH STROKE w/
CORRESPONDING GRADE 2 BRAILLE
1-INCH SIZE BLOCK STYLE
LETTERING WITH 1/4-INCH STROKE w/
CORRESPONDING GRADE 2 BRAILLE
RESTROOM
WALL MOUNTED SIGN
MEN
DOOR MOUNTED SIGN
MEN WOMEN
General Requirements: Signs identifying, directing, or giving information about permanent rooms or spaces, or accessible
elements and features of a building or site shall comply with the following:
Finish and Contrast: characters, symbols and their background shall have an eggshell, matte, or other non-glare finish.
Characters and symbols shall contrast with their background, either light characters on a dark background or dark characters
on a light background.
Proportions: characters on signs shall have a width-to-height ratio of 3:5 and 1:1 and a strok width-to height-ration of between
1:5 and 1:10.
Character Height: characters and numerals on signs shall be sided accodring to the viewing distance from which they are to
be read. The minimum height is measured using an uppercase X. Lowercase characters are permitted. For signs suspended
or projected above the finish floor, the minimum character height shall be 3".
Raised Characters and Pictorial Symbol Signs: when raised characters are required or when pictorial symbols are used on
such signs, they shall conform to the following requirement:
• Character Type: raised 1/32" minimum, sans serif uppercase accompanied by Contracted Grade 2 Braille
• Character Size: 5/8" minimum to 2" maximum high
• Pictorial Symbols: pictorial symbol signs shall be accompanied by the verbal description placed directly below the
pictorial. The outside dimension of the pictorial field shall be a minimum of 6" in height.
• Character Placement: characters and Braille shall be in a horizontal format. Braille shall be placed a minimum of
3/8" and a maximum of 1/2" directly below the tactile characters; flush or centered. When tactile text is multi-lined,
all Braille shall be placed together below all lines of tactile text.
Braille: Contracted Grade 2 Braille shall accompany all wall-mounted signage. Dots shall be 1/10" on centers in each cell with
a 2/10" space between cells. Dots shall be raised a minimum of 1/40" above the background. Braille dots shall be domed or
rounded.
Mounting:
• Location: signs shall be installed on the wall adjacent to the latch outside of the door. Where there is no wall
space on the latch side, including at double leaf doors, signs shall be placed on the nearest wall, preferablly on the
right. Mounting location shall be determined so that a person may approach within 3: of signage without
encountering protruding objects or standing within the swing of the door.
• Height: 60" above the finish floor to the centerline of the sign.
Symbols of Accessibility: shall be the International Symbol of Accessibility, the color of the symbol shall consist of a white
figure on a blue background. The blue shall be equal to Color No. 15090 in Federal Standard 595B.
Entrance Signs: all building entraces that are accessible to and usable by persons with disabilities shall be identified with a
minimum of on International Symbol of Accessibility
Accessible Route Signs: additional directional signs, utilizing the symbol, at junctions where the accessible route of travel
diverges from the regular circulation path, to be visible to persons along approaching pedestrians ways. Signs shall indicate
the direction to accessible building entrances and facilities.
Text Telephones: where text telephones are provided, the identification symbol shall be the International TTY symbol
Volume Control Telephones: where telephones with volume controls are provided, the identification symbol shall be a
telephone hand set with radiating sound waves.
Assistive Listening Systems: where assistive listening systems are provided, a sign shall be posted in a prominent place
indicating the availability of assistive-listening devices. The sign shall include the International Symbol of Access for Hearing
Loss and wording that states "Assistive-Listening System Available".
Tactile Floor Level Stairway Signs: shall be located at each floor level landing in all enclosed stairways in buildings two or
more stories in height to identify the floor level. At exit discharge level, the sign shall include a raised five pointed star located
to the left of the identifying floor level. The ouside diameter of the star shall be the same as the height of the raised characters.
Interior Sign Mounting:
Drywall: adhesively applied, no visible fasteners
Glass: adhesively applied with additional blank plastic backing the same size/ color as the sign adhesively applied to the
back side of the glass, no visible fasteners.
9".
5'
-0"
A
.
F
.
F
.
6"
6"
S-2 DIRECTIONAL
6"
3"
S-3 EXIT
6"
3"
S-4 EXIT
EXIT STAIR DOWN
6"
3"
S-5 EXIT
ROUTE
6"
3"
S-6 TO EXIT
1' - 0"
1'
-
0
"
S-7 STAIR S-8 MAXIMUM
CAPACITY
1' - 0"
1'
-
0
"
1'
-
0
"
S-9 RESTROOM -DOOR MOUNTED
9".EQ EQ
S-10 RESTROOM -WALL MOUNTED
8"
1"
.
1' - 0"
6"
S-11 ASSISTIVE -LISTENING
8"
8"6"
S-12 VOLUME CONTROL
10"
8"
6"
.
1"
.
S-13 TEXT TELEPHONE
9"
8"
1" RAD. TYP.
S-14 ROOM ID
1
2
3
4
5
6
6
5
3
2
BOTTOM OF LIGHT
LINE OF CEILING
TOP OF LIGHT
TE
L
E
/
D
A
T
A
O
U
T
L
E
T
S
EL
E
C
T
R
I
C
A
L
O
U
T
L
E
T
S
W
A
L
L
S
W
I
T
C
H
E
S
TH
E
R
M
O
S
T
A
T
S
MA
N
U
A
L
F
I
R
E
AL
A
R
M
P
U
L
L
5
L
B
M
A
X
.
F
O
R
C
E
FI
R
E
FI
R
E
A
L
A
R
M
BE
L
L
H
O
R
N
EX
T
I
N
G
U
I
S
H
E
R
S
MARKERBOARDSCA
R
D
R
E
A
D
E
R
S
CLEAR FLOOR SPACE:30" X 48" FOR FORWARD OR PARALLEL
APPROACH
MAXIMUM HEIGHT:48" (FORWARD) OR 54" (PARALLEL) TO HIGHEST OPERABLE PART OF ALL CONTROLS, DISPENSERS,
RECEPTACLES, AND OTHER OPERABLE EQUIPMENT
MINIMUM HEIGHT:15" (FORWARD AND PARALLEL) TO LOWEST OPERABLE PART. ELECTRICAL AND COMMUNICATION
SYSTEM ERCEPTACLES ON WALLS SHALL BE MOUNTED NO LESS THAN 15" ABOVE THE FLOOR.
OPERATION:CONTROLS AND OPERATING MECHANISMS SHALL BE OPENABLE WITH ONE HAND AND SHALL NOT
REQUIRE TIGHT GRASPING, PNCHING OR TWISTING OF THE WRIST. THE FORCE REQUIRED TO ACTIVATE CONTROLS
SHALL BE NO GREATER THAN 5 LBS.
ELECTRICAL SWITCHES:THE TOP OF THE GRIP OF THE OPERATING HANDLE OF CONTROLS OR SWITCHES,
APPLIANCES OR COOLING, HEATING AND VENTILATING EQUIPMENT SHALL BE 48" ABOVE THE FLOOR.
ELECTRICAL RECEPTABLE OUTLETS:THE TOP OF ELECTRICAL RECEPTACLE OUTLETS SHALL BE INSTALLED NOT MORE
THAN 48" NOR LESS THAN 15" ABOVE THE FLOOR.
6"
15
"
M
I
N
.
CL
48
"
M
A
X
.
6".
48
"
M
A
X
.
48
"
M
A
X
.
80
"
M
I
N
.
6"
.
48
"
M
A
X
.
36
"
M
A
X
.
60" MIN.
MIN. CLEAR WIDTH FOR
TWO WHEELCHAIRS
32" MIN.
24
"
M
A
X
.
36" MIN.
WALL (TYP.)
MIN. CLEAR WIDTH FOR SINGLE
WHEELCHAIR
WALL (TYP.)60
"
M
I
N
.
60" MIN.
MIN. 60" TURNING DIA.
FOR WHEELCHAIR
12" MIN.36" MIN.12" MIN.
60
"
M
I
N
.
36
"
M
I
N
.
WALL (TYP.)
WALL (TYP.)T-SHAPED SPACE FOR 180-
DEGREE TURNS
30" X 48"
CLEAR FLOOR SPACE
(FRONT APPROACH)
SECTION
PLAN
ELEVATION
TO
E
C
L
E
A
R
A
N
C
E
ACCESSIBLE
FOUNTAIN
STANDARD
FOUNTAIN
Minimum Number: in new construction, where only one drinking fountain area is provided on a floor, there shall be a
drinking fountain that is accessible to individuals who use wheelchairs and one accessible to those who have difficulty
bending or stooping. This can be accomodated by the use of 'hi-low' fountains.
Clearances (Forward approach only):
a. Fixture Depth: 17" minimum to 19" maximum
b. Knee Space: 27" minimum height, 30" minimum width and 8" minimum depth from the front edge
c. Toe Clearance: 9" minimum height and 17" minimum depth from the front edge
Alcoves:
a. Width: 32" minimum
b. Depth: 18" minimum to 24" maximum
Controls:
a. Force: 5 lb. maximum force
b. Location: front mounted or side mounted 6" maximum from front edge
Spout:
a. Location: 3" maximum from front edge to outlet orifice
b. Height: 36" maximum to outlet orifice
c. Flow: substantially parallel to the front edge of the drinking fountain, 4" minimum high so as to allow
the insertion of a cup or glass under the flow of water
1
2
3
4
5
5
4
3
1
2
9"
MAX.
6".
MIN.
8".
18" MIN.
3"
ST
A
N
D
A
R
D
H
T
.
F
O
U
N
T
A
I
N
39
"
T
O
4
0
"
T
O
B
U
B
B
L
E
R
AC
C
E
S
S
I
B
L
E
F
O
U
N
T
A
I
N
36
"
M
A
X
.
T
O
B
U
B
B
L
E
R
KN
E
E
C
L
E
A
R
A
N
C
E
27
"
M
I
N
.
4'-0" MIN.
18
"
M
I
N
.
18" MIN.14-1/8".
SOAP
DISPENSERSS.C., ND &
TOILET PAPER
DISPENSER
ROBE
HOOKS
WATER
CLOSET URINAL
LAVATORY DRINKING FOUNTAIN
TOILET PAPER
HOLDERS
PAPER TOWEL / TRASH
RECEPT./ ETC.
PAPER TOWEL
DISPENSER
GRAB
BARS MIRRORS
SANITARY NAPKIN
DISPOSAL
SANITARY NAPKIN
DISPENSER
SEAT COVER
DISPENSER
FOLDING
UTILITY SHELF
HAND
DRYER
URINAL
SCREEN
SHOWER STALL
MI
N
.
1'
-
7
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
2'
-
9
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
2'
-
1
0
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
MA
X
.
3'
-
4
"
+4
0
"
M
A
X
.
2' - 0"
.
+3
3
"
MAX.
.12"
19
"
M
A
X
.
17
"
M
I
N
.
VALVE AT WIDE
SIDE (TYP.)
3'
-
8
"
M
A
X
.
MA
X
.
1'
-
5
"
2'
-
0
"
1'
-
6
"
3'
-
6
"
MI
N
.
2'
-
7
"
MA
X
.
2'
-
1
0
"
8" MIN.
+9
"
M
I
N
.
MIN.
1' - 6"
MI
N
.
2'
-
3
"
TO
B
U
B
B
L
E
R
3'
-
0
"
M
A
X
.
MI
N
.
2'
-
3
"
TO
B
U
B
B
L
E
R
3'
-
4
"
1'
-
6
"
6'
-
0
"
2'
-
9
"
1
2
1
22
LOBBY
OVERHANGING OBSTRUCTIONS:80" MINIMUM CLEAR ABOVE THE WALKING SURFACE
PROTRUDING OBJECTS:OBJECTS PROJECTING FROM WALLS WITH THEIR LEADING EDGES BETWEEN 27" AND 80"
ABOVE THE FINISHED FLOOR SHALL PROTRUDE NO MORE THAN 4" INTO WALKS, HALLS, CORRIDORS, PASSAGEWAYS,
OR AISLES. FREE-STANDING OBJECTS MOUNTED ON POSTS OR PYLONS MAY OVERHANG 12" MAXIMUM FROM 27" TO
80" ABOVE THE GROUND OR FINISHED FLOOR. PROTRUDING OBJECTS SHALL NOT REDUCE THE CLEAR WIDTH OF AN
ACCESSIBLE ROUTE OR MANEUVERING SPACE.
80
"
M
I
N
I
M
U
M
4" MAX.
27
"
AB
O
V
E
UP
T
O
8
0
"
ANY AMMOUNT
27
"
.
OR
B
E
L
O
W
CA
N
E
D
E
T
E
C
T
I
O
N
A
R
E
A
FORWARD REACH SIDE REACH
SIDE REACH OVER
AN OBSTRUCTION
FORWARD REACH OVER AN
OBSTRUCTION
CLEAR FLOOR AREA
WHEELCHAIR
TURNING RADIUS
60" MIN.
60
"
M
I
N
.
48
"
M
I
N
.
30" MIN.
1
2
3
2
4 4
1 3
5
5
6
7
8
6
7
8
9
9
9
8
PA
T
H
O
F
TR
A
V
E
L
CROSS SLOPE EXTERIOR
INTERIOR
CONTINUOUS GRADIENTS/ PASSING SPACES:60" X 60" MIN. LEVEL AREA AT 200' MAX.
LEVEL AREAS:42" MIN. PLUS DOOR WIDTH AT A DOOR OR GATE THAT SWINGS TOWARD THE WALK, 48" DEEP AND 12"
STRIKE CLEARANCE MIN. AT A DOOR OR GATE THAT SWINGS AWAY FROM THE WALK.
CHANGES IN LEVEL:1/4" MAX. MAY BE VERTICAL, 1/2" MAX. BEVELED WITH A SLOP NO GREATER THAN 1:2
MAXIMUM SLOPE:1 VERTICAL TO 20 HORIZONTAL (5%) MAX. IN THE DIRECTION OF TRAVEL
GRATINGS:1/2" MAX. OPENING IN THE PREDOMINANT DIRECTION OF TRAVEL
CROSS SLOPE:1/4" PER FOOR (2%) MAX.
SURFACE TEXTURES:SURFACES SHALL BE STABLE, FIRM, AND SLIP RESISTANT AS FOLLOWS:
A. SLOPES LESS THAN 6%: SHALL BE A MEDIUM SALTED FINISH OR SIMILAR, 0.6 MIN. COEFFICEINT OF FRICTION
MINIMUM WIDTH:48"
CONTINUOUS SURFACE:A CONTINUOUS COMMON SURFACE NOT INTERRUPTED BY STEPS OR BY ABRUPT
CHANGES IN LEVEL EXCEEDING 1/2" AT 2:1 SLOPE OR 1/4" VERTICAL
SURFACE
36" MIN.
POLE OR OBSTRUCTION WHERE
OCCURS (MIN. 80" VERT. CLEAR)
FA
C
E
O
F
C
U
R
B
W
H
E
R
E
OC
C
U
R
S
4'-0" MIN.
DIM PER PLAN
4'
-
0
"
M
I
N
.
DO
O
R
O
R
G
A
T
E
MIN.
1' - 0"
24" MIN.
LANDINGS:SLOPE
SHALL NOT EXCEED 2"
IN ANY DIRECTION
3'
-
6
"
M
I
N
.
60" MIN.
2
4
3
1
2
3
2
4
MINIMUM NUMBER:5% BUT NEVER LESS THAN ONE
MUST BE ACCESSIBLE
CLEAR FLOOR SPACE:30" X 48" MINIMUM
KNEE CLEARANCE:
A. HEIGHT: 27" MINIMUM
B. WIDTH: 30" MINIMUM
C. DEPTH: 19" MINIMUM
WORK SURFACES:
A. HEIGHT: 28" TO 34"
B. LENGTH: 36" MINIMUM LENGTH, WHERE A SINGLE COUNTER
CONTAINS MORE THAN ONE TRANSATION STATION, AT LEAST
5%, BUT NEVER LESS THAN ONE, OF EACH TYPE OF STATION
SHALL BE LOCATED AT A SECTION OF THE COUNTER.
C. LENGTH: 60" MINIMUM LENGTH AT DINING AND BAR
COUNTERS
8
7
6
4
5
2
3
1
4
5
2
45
8
1 3 76APLAN
SECTIONB
C ELEVATION
Location: on one side and the back of the accessible toilet
Height: 33" above and parallel to the floor except where a tank-type toilet
is used which obstructs placement at 33", the grab bar may be as high as
36".
Length:
a. Side: 42" minimum long, 24" in front of the water closet and 12"
maximum from the rear wall
b. Back 36" minimum long, 6" maximum from the side wall
Grip Size: 1 1/4" to 1 1/2" diameter or equivalent shape
Wall Clearance: 1 1/2"
Structural Strength: shall meet bending stress, shear stress, shear force,
and tensil force of 250 lbs. point load.
Stability: grab bars shall not rotate within their fittings.
Adjacent Surface: shall be free of any sharp or abrasive elements. Edges shall
have a minimum radius of 1/8"
MINIMUM 18 GA. STUD AT 16" O.C. ON
EACH END OF STEEL PLATE
FASTEN GRAB BAR TO BACKING PLACE
WITH 1/4" X 2 1/2" COUNTER-SUNK SELF
TAPPING S.M.S AND 1/2" DIA. GALV.
SLEEVE SPACERS, TYP. ANCHOR INTO
STEEL BACKING PLACE (3 EA.) -SNAP
FLANGE COVER FOR CONCEALED
MOUNTING
.
1 1/4" MIN. TO 1 1/2" MAX. DIAMETER
6" X 16 GA. STEEL BACKING PLATE -ATTACH
TO 2 STUDS W/ (2) 1/4" DIA X 1" SELF
TAPPING S.M.S. AT EA. STUD (MIN.)
WALL FINISH PER SCHEDULE/ ELEVATION
PROVIDE BACK TO BACK STUDS
WHERE BLOCKING IS CONTINUOUS
CLR.
1 1/2"
33
"
A
.
F
.
F
.
1 1/2" TANGENTIAL CLEAR ZONE
AROUND GRAB BAR, 3" MAXIMUM
HORIZONTAL PROJECTION ZONE
DIRECTLY BELOW GRAB BAR AND 18"
VERTICAL CLEAR ZONE DIRECTLY
ABOVE GRAB BAR
1 1/2"1 1/2"
(2) #12 S.M.S. AT EA. STUD
METAL STUD (TYP.)
6" X 16 GA. MTL. BACKING PLATE
.
EQ
EQ
6"
1/4" DIA. X 2 1/2" COUNTER-SUNK SELF TAPPING
S.M.S. AND 1/2" DIA. GALV. SLEEVE SPAVERS,
(TYP.). ANCHOR INTO STEEL BACKING PLATE (3
EA.)
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
As indicated
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
ACCESSIBILITY DETAILS
T-3
MCGUFF
AB/CD
SCALE
1" = 1'-0"1ACCESSIBLE SIGNAGE -GENERAL
SCALE
3/16" = 1'-0"3CONTROLS AND MECHANISMSSCALE
1/4" = 1'-0"19WHEELCHAIR CLEARANCES
SCALE
1/2" = 1'-0"4ACCESSIBLE HI-LOW DRINKING FOUNTAIN
SCALE
1/4" = 1'-0"9MOUNTING HEIGHT SCHEDULE
SCALE
1/4" = 1'-0"18OVERHANGING OBJECTS
SCALE
1/4" = 1'-0"7SPACE AND REACH RANGE
SCALE
1/4" = 1'-0"12ACCESSIBLE WALKS AND SIDEWALKS
SCALE
1/2" = 1'-0"17FIXED SEATING/ COUNTERS
SCALE
3" = 1'-0"11GRAB BAR MOUNTING
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
SLAB-ON-GRADE
WHERE OCCURS
1/2" NEOPRENE FILLER
EXP JOINT ALL AROUND
AT INT CONDITION
SLAB OR FINISH
GRADE WHERE
OCCURS
#5 BARS@12" OC
EACH WAY T&B
FUTURE GENERATOR
(7200# MAX OPERATING WEIGHT)
6
"
1'-0"
FUTURE ANCHORAGE FOR
FUTURE GENERATOR
PER PLAN
METAL STUD
PER PLAN
TYP
2" MIN
EDGE DISTANCE
CONC CURB
(WHERE OCCURS)
CONC SLAB-ON-GRADE
REINF NOT SHOWN
FOR CLARITY
(6" MIN)
SEE ARCH
CONT 362T150-54
W/ #10 SMS EA FLANGE
EA STUD
3/8" DIA HILTI KWIK
HUS-EZ @ 32" OC MAX
W/ 2 1/8" NOMINAL EMBED
(STAGGERED)
MIN
2"
CL
MITRE JOINT DETAILa
CJP
CL
HSS
PER PLAN
CL
BUTT JOINT DETAILb
AT EQUAL
HSS SIZES
CL
HSS
PER PLAN
MIN
1/4"
CAP PL 1/8
W/ SEAM WELD
ALL AROUND
1/4
1/4 AT UNEQUAL
HSS SIZES
1/4
TYP
HSS
PER PLAN
CJP
CL
CJP
(ALTERNATE)
HSS SPLICE DETAIL
(OTHER THAN COLUMN)c
HSS
PER PLAN
NOTE:
CONTRACTOR SHALL OBTAIN
WRITTEN APPROVAL FROM SEOR
PRIOR TO FABRICATION WHERE
SPLICE LOCATIONS ARE NOT
INDICATED ON PLANS/SECTION.
8"
1' - 0"
TYP
1 1/2"
TYP
1 1/2"
1/4"
1/4
(4) 5/8" DIA ASTM F1554
GR. 36 ANCHORS W/ 8" MIN
EMBED
3/4" THK
CL COL & FTG
COLUMN
PER PLAN
3/4" DIA x 0'-3" WELDED
STUDS EACH FACE 3"
FROM END OF POST
TIES PER
SCHEDULE
PROVIDE 1 1/2 EXTRA
TURNS AT TOP &
BOTTOM
PER SCHEDULE
VERT BARS PER
SCHEDULE
NOTES:
1. VIBRATE CONCRETE FULL DEPTH
2. NOTIFY STRUCTURAL ENGINEER OF
RECORD IF GROUND WATER IS
ENCOUNTERED.
PER SCHEDULE
UNO
12" MIN
TYPE DIA DEPTH VERT
BARS
TIES
PF1
6" MIN
12" MAX
SECTION A-A
A A
24"4'-0"(6) #6 #4@6"OC
1' - 8"
NEW CONCRETE SLAB ON
GRADE PER PLAN
4" MIN
CURB BEYOND WHERE OCCURS
PER SEE ARCH (OMIT CURB @
COL LEAVE 1/2" GAP BETWEEN
COL & CURB, FILL GAP
W/BACKER ROD & SEALANT)
(4)#4 SLAB DOWEL TOTAL EACH
POLE FTG (24" MIN HORIZ LEG)
DIA PER SCHED
3" CLR TYP
24".
#4 TIES OR #4 SPIRAL
TIES @ REQUIRED
SPACING
3" CLR.
(1)#5 CONT
(2)#5 SLAB EDGE
BARS PER .
(2)@5 CORNER BARS
TYP
SPLICE LENGTH
AT CORNER POST AT SIDE POST
NOTE: FOR ADDITIONAL INFORMATION SEE
6
S1.1.3
12
S1.1.2
HSS PER PLAN
WALL STUDS PER PLAN
HSS PER
PLAN
BOTTOM TRACK PER
STOP BOTTOM TRACK
AT POST. ADD TRACK
ACNHOR WITHIN 4" OF
HSS
11'-0" MAX
CURB WHERE
OCCURS(SEE ARCH)
OVER SLAB PER PLAN
TOP OF SLAB BEYOND
BOTTOM OF SLAB
BEYOND
SLAB TURNDOWN
6
S1.1.3 POST FOOTING
13
S1.1.3 14
S1.1.3
2
S1.1.3
(E)SLAB
(E) CONT WALL FTG
SLAB PER PLAN
(E) CONC WALL
(2) CONT #4 BARS
#4 DOWEL PER 4
S1.1.2
2 '- 6" MIN
2" SEPARATION
(E)SLAB
(E) CONT WALL FTG
METAL STUD WALL PER PLAN
SLAB TURNDOWN
PER PLAN
SLAB PER PLAN
POST PER PLAN
3
S1.1.3
(2) CONT #4 BARS
#4 DOWEL PER
4
S1.1.2
BOTTOM OF
SLAB BEYOND
2 '- 6" MIN
12
S1.1.2
A
WEIGHT #400 MAX
P1000 BRACE W/
P2815 ADJUSTABLE
BRACE FITTING EA
END
AELEVATION
B
TRANSFORMER PER ELEC
PROVIDE MIN (4) 1/2" THRU
BOLTS TO SUPPORT
FRAME PER MFR LAYOUT
1
1
BPLAN
P1000 BEAM W/ 1/2" BOLT EA
END TYP, ADDITIONAL P1000
AS REQUIRED
3' - 0" MAX
(2) P1000 W/ 1/2" HILTI
KB-TZ2 W/ 3 1/4" EMBED
@1'-0"OC (3) MIN
P1000 W/ 1/2" HILTI KB-TZ2
W/ 3 1/4" EMBED @1'-0"OC
(3) MIN
UNISTRUT P1727
FITTING W/ 1/2" BOLTS
EXTEND AS REQUIRED
FOR FITTING
(E) CONC WALL
(E) CONC WALL
3' - 0" MAX
WEIGHT #400 MAX
16 GA STUDS
(3) STUDS MIN
AT EA EQUIP
WALL PER
PLAN
P1000 BRACE W/
P2815 ADJUSTABLE
BRACE FITTING EA
END
AELEVATION
B
TRANSFORMER PER ELEC
PROVIDE MIN (4) 1/2" THRU
BOLTS TO SUPPORT
FRAME PER MFR LAYOUT
1
1
BPLAN
P1000 BEAM W/ 1/2" BOLT EA
END TYP, ADDITIONAL P1000
AS REQUIRED
3' - 0" MAX
(2) P1000 W/ #12 SMS
@6"OC (6) MIN SMS
P1000 W/ #12 SMS
@6"OC (6) MIN SMS
TYPICAL TRACK
WALL BACKING T&B,
PROVIDE MIN 6"
DEEP TRACK AT TOP
TYPICAL TRACK WALL
BACKING, EXTEND
BLOCKING AT LEAST
ONE BAY EA SIDE OF
ATTACHMENT
3' - 0" MAX
UNISTRUT P1727
FITTING W/ 1/2" BOLTS
EXTEND AS REQUIRED
FOR FITTING
FINISH PER ARCH
POST PER PLAN
(2)#10 SMS @12" OCSTUDS
PER PLAN
362S150-54 CONT
NESTED STUD
#10 SMS @8" OC
STAGGERED
HSS PER PLAN
#10 SMS EACH
FLAGE EACH STUD
METAL STUD WALL
PER PLAN
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
As
indicated
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
DETAILS
S1.1.3
MCGUFF
01/02/25
SCALE: 1" = 1'-0"S1.1.3
TYPICAL ISOLATED EQUIPMENT PAD 1
DETAIL ID: CON-PDCB-01
SCALE: 1" = 1'-0"S1.1.3
BOTTOM TRACK AT SLAB-ON-GRADE 2
DETAIL ID: MST-EXTS-01m
SCALE: 1 1/2" = 1'-0"S1.1.3
TYPICAL HSS-TO-HSS CONNECTION DETAIL 4
DETAIL ID: STL-BEAM-12
SCALE: 1 1/2" = 1'-0"S1.1.3
BASEPLATE DETAIL 3
SCALE: 1" = 1'-0"S1.1.3
TYPICAL POLE FOOTING 6
DETAIL ID: CON-POLE-01a
SCALE: 1" = 1'-0"S1.1.3
SLAB TO POLE FOOTING DETAIL 10
SCALE: 3/4" = 1'-0"S1.1.3
SLAB TO POLE FOOTING DETAIL 9
SCALE: 1" = 1'-0"S1.1.3
SLAB @ (E) WALL 7
SCALE: 1" = 1'-0"S1.1.3
ENCLOSURE FOOTING @ (E) WALL 8
DETAIL ID: ECON-FTNG-01
SCALE: 1" = 1'-0"S1.1.3
TRANFORMER SUPPORT AT (E) CONC WALL 16
SCALE: 1" = 1'-0"S1.1.3
TRANFORMER SUPPORT AT METAL STUD WALL 12
SCALE: 1 1/2" = 1'-0"S1.1.3
POST TO STUD CONNECTION 13
DETAIL ID: MST-MISC-07
SCALE: 3" = 1'-0"S1.1.3
TOP TRACK SECTION DETAIL 14
DETAIL ID: MST-MISC-08
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, PROJECT BOUNDARIES AND EXISTING CONDITIONS AT THE SITE
PRIOR TO COMMENCEMENT OF WORK AND IMMEDIATELY NOTIFY STRUCTURAL ENGINEER OF RECORD (SEOR) AND
ARCHITECT OF RECORD (AOR) OF ANY DISCREPANCY. THE CONTRACTOR SHALL CHECK DETAILS AND
DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RE LATED REQUIREMENTS ON OTHER CONTRACT
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 NOT SHOWN OR DIFFERENT THAN THOSE SHOWN ON CONTRACT DOCUMENT PRIOR TO
COMMENCEMENT OF WORK. THE CONTRACTOR SHALL NOT ORDER MATERIAL, FABRICATE ELEMENTS, OR
CONSTRUCT ANY PORTION OF STRUCTURE THAT IS IN CONFLICT UNTIL RESOLUTION IS MADE. IN THE EVENT OF
CONFLICTS, INCONSISTENCIES AND DISCREPANCIES BETWEEN OR AMONG THE CONTRACT DOCUMENTS THE
AOR/SEOR DECIDE WHICH OF THE CONFLICTING REQUIREMENTS WILL GOVERN BASED UPON THE MOST
STRINGENT OF THE REQUIREMENTS. THE CONTRACTOR SHALL PERFORM THE WORK CONSISTENT WITH THE
AOR/SEOR'S DECISION WITHOUT ADJUSTMENT OF THE CONTRACT SUM OR CONTRACT TIME.
3. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED BY CONTRACTOR AGAINST ARCHITECTURAL
DIMENSIONS. WHERE DIMENSIONS ARE UNCLEAR OR OMITTED, REQUEST CLARIFICATION FROM THE STRUCTURAL
ENGINEER OF RECORD (SEOR) AND ARCHITECT OF RECORD (AOR). 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.
ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO
START OF WORK.
4. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS IN STRUCTURAL
WALLS; SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS AND SLAB EDGES; SIZE AND LOCATION OF NON-
BEARING WALLS AND OPENINGS; SIZE AND LOCATION OF CONCRETE CURBS, SLOPES, DEPRESSIONS, DRAINS,
NON-STRUCTURAL PARTITIONS, CHANGES IN LEVEL, CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS;
EXTERIOR WALL FINISHES; STAIR SIZE, LOCATION, FRAMING AND DETAILS, UNLESS DETAILED ON STRUCTURAL
DRAWINGS; DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
5. PROJECT SPECIFICATIONS SHALL BE A PART OF THE CONTRACT DOCUMENTS. WHERE DISCREPANCIES OCCUR
BETWEEN GENERAL NOTES, PLANS, DETAILS AND SPECIFICATIONS, THE MOST STRINGENT REQUIREMENTS SHALL
GOVERN. SPECIFIC NOTES AND DETAILS ON DRAWINGS GOVERN OVER GENERAL NOTES AND TYPICAL DETAILS.
NOTIFY THE ARCHITECT OF RECORD (AOR) AND STRUCTURAL ENGINEER OF RECORD (SEOR) IMMEDIATELY WHERE
CONFLICT OCCURS BETWEEN DRAWINGS AND SPECIFICATIONS. AOR/SEOR DECIDE WHICH OF THE CONFLICTING
REQUIREMENTS WILL GOVERN BASED UPON THE MOST STRINGENT OF THE REQUIREMENTS.
6. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL CONS TRUCTION DETAILS. TYPICAL DETAILS APPLY TO ALL
CONSTRUCTION DOCUMENTS AND MAY NOT BE SPECIFICALLY REFERENCED THEREIN. UNLESS SPECIFICALLY
NOTED OR SHOWN OTHERWISE, CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING THESE TYPICAL DETAILS PRIOR
TO COMMENCEMENT OF WORK. WHERE CONDITIONS REQUIRE M ODIFICATIONS OF A TYPICAL DETAIL, THE
CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD
(SEOR) PRIOR TO FABRICATION AND INSTALLATION. DETAIL OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME
NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION.
7. SCHEDULE CONSTRUCTION OPERATIONS IN SEQUENCE REQUIRED TO OBTAIN THE BEST RESULTS, WHERE
INSTALLATION OF ONE PART OF THE WORK DEPENDS ON INSTALLATION OF OTHER COMPONENTS, BEFORE OR
AFTER ITS OWN INSTALLATION. COORDINATE INSTALLATION OF DIFFERENT COMPONENTS TO ENSURE MAXIMUM
PERFORMANCE AND ACCESSIBILITY FOR REQUIRED MAINTENANCE, SERVICE, AND REPAIR.
8. THESE DOCUMENTS SHALL NOT BE CONSTRUED AS STAND-ALONE DOCUMENTS. CONTRACTOR SHALL
COORDINATE WITH ALL OTHER CONSULTANTS' WORK.
9. MODIFICATIONS AND SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON STRUCTURAL DRAWINGS MUST BE
ACCEPTED IN WRITING BY STRUCTURAL ENGINEER OF RECORD (SEOR) PRIOR TO COMMENCEMENT OF WORK.
CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL
ENGINEER DEMONSTRATING ADEQUACY OF THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO
BE SUBSTITUTED. ARCHITECT OF RECORD (AOR) AND STRUCTURAL ENGINEER OF RECORD (SEOR), AT THEIR
DISCRETION, MAKE DETERMINATION AS TO WHETHER OR NOT THE PROPOSED CONTRACTOR'S MODIFICATIONS
AND/OR SUBSTITUTIONS IS ACCEPTABLE.
10. CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE MEANS AND
METHODS 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 DUE TO CONSTRUCTION EQUIPMENT, MACHINERY AND
MATERIALS, AND PROTECTION OF ADJACENT PROPERTIES. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE
WORK AND SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS, TECHNIQUES, SEQUENCES
AND PROCEDURES. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OF RECORD (SEOR) AND ARCHITECT OF
RECORD (AOR) SHALL NOT CONSTITUTE ACCEPTANCE OF CONSTRUCTION MEANS AND METHODS AND DO NOT IN
ANY WAY RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITIES FOR THE ABOVE. 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 LOADING CONDITION. CONSTRUCTION LOADS ON ELEVATED
SLABS SHALL NOT RESULT IN EXCESSIVE SHORT-TERM OR LONG-TERM DEFLECTIONS.
11. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OF THE LATEST EDITION
OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA, AND ALL OCCUPATIONAL
SAFETY AND HEALTH ADMINISTRATION (OSHA) REQUIREMENTS AS THEY APPLY TO THE PROJECT. THE
STRUCTURAL ENGINEER OF RECORD (SEOR) AND THE OWNER SHALL NOT BE HELD RESPONSIBLE FOR THE
CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.
12. ALL STRUCTURAL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING, AS REQUIRED,
SHALL BE INSTALLED AND LEFT IN PLACE UNTIL ADEQUATE PORTION OF THE STRUCTURE IS CONSTRUCTED FOR
STABILITY.
13. 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 STRUCTURAL
ENGINEER OF RECORD (SEOR). UNLESS SPECIFICALLY STATED, THE STRUCTURE IS NOT DESIGNED TO SUPPORT
TRAFFIC FROM FORK LIFTS, CRANES OR OTHER HEAVY CONSTRUCTION VEHICLES. ADEQUACY OF THE
STRUCTURE TO SUPPORT TEMPORARY LOADS DURING CONSTRUCTION SHALL BE VERIFIED BY A LICENSED
SHORING ENGINEER RETAINED BY CONTRACTOR. SHORING SYSTEM SHALL BE DESIGNED AS A COMPLETE SYSTEM
THAT INCLUDES BUT NOT LIMITED TO GRAVITY LOADS AND LATERAL LOADS.
14. THESE DRAWINGS SHALL NOT BE USED FOR CONSTRUCTION IF THE STRUCTURAL ENGINEER'S SEAL AND
SIGNATURE IS NOT AFFIXED TO THESE DRAWINGS.
15. CONTRACTOR SHALL ESTABLISH AND VERIFY SIZE AND LOCATION OF ALL OPENINGS AND INSERTS BY ALL TRADES
PRIOR TO SUBMITTAL OF SHOP DRAWINGS AND CONSTRUCTION. PENETRATION THROUGH SLABS AND WALLS
SHALL BE IDENTIFIED BY CONTRACTOR AND SUBMITTED TO STRUCTURAL ENGINEER OF RECORD (SEOR) FOR
REVIEW AND APPROVAL PRIOR TO PLACEMENT OF CONCRETE OR CMU. CORE DRILLING SHALL ONLY BE
PERMITTED WHERE AUTHORIZED IN WRITING BY SEOR PRIOR TO PROCEEDING WITH THE WORK. CORE DRILLS
SHALL NOT CUT ANY REINFORCING, UNLESS PERMITTED BY SEOR IN WRITING. INSPECTOR OF RECORD (IOR)
SHALL BE PRESENT DURING CORE DRILLING FOR VERIFICATION. THE IOR IS TO DOCUMENT CORES EXAMINED
INDICATING AN ABSENCE OF REINFORCING.
16. STRUCTURAL DRAWINGS INDICATE THE APPROXIMATE LOCATION OF EQUIPMENTS AND THEIR SECONDARY
FRAMING SUPPORTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WORK BETWEEN
SUBCONTRACTORS. IN ORDER TO PROVIDE NECESSARY DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES
INVOLVED. SECONDARY FRAMING SUPPORTING EQUIPMENTS SHALL BE PER TYPICAL DETAILS UNLESS
SPECIFICALLY NOTED OTHERWISE ON PLANS.
17. SEE MECHANICAL, ELECTRICAL, AND PLUMBING (MEP) DRAWINGS FOR SIZE AND LOCATION OF EQUIPMENT PADS,
EQUIPMENT ANCHORAGE TO STRUCTURE, AND EQUIPMENT WEIGHTS; ANCHORAGE AND SEISMIC BRACING OF
DUCTWORK, PIPING, ELECTRICAL CONDUITS TO STRUCTURE; ELECTRICAL CONDUIT RUNS, OUTLETS AND BOXES IN
CONCRETE SLABS AND WALLS; PIPE SLEEVES, TRENCHES, OPENINGS THROUGH WALLS AND SLABS FOR
DUCTWORK, PIPE RUNS, AND ELECTRICAL CONDUIT RUNS.
18. MAKE ALLOWANCE FOR SHIM SPACE AT HEADERS AND JAMBS TO ALLOW FOR SETTLEMENT, DEFELCTION, AND
MOVEMENT OF FRAMING. INSTALL WINDOWS, DOORS AND OTHER INSET ITEMS IN WALLS AFTER BUILDING LOADS
ARE FULLY APPLIED.
19. STRUCTURAL JOINT DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS (EXPANSION, SEISMIC, SEPARATION, ETC)
INDICATE THE MINIMUM CLEAR DISTANCE REQUIRED STRUCTURALLY. REFER TO ARCHITECTURAL DRAWINGS FOR
ADDITIONAL REQUIREMENTS AND INFORMATION. ALL PIPES, DUCTS, CONDUIT, ETC., CROSSING SUCH JOINTS
SHALL HAVE FLEXIBLE LINES WITH ADEQUATE RANGE OF MOTION.
20. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS AND SUBMITTALS. SHOP
DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) PRIOR TO FABRICATION.
ALLOW FOR A REVIEW DURATION OF MINIMUM 10 BUSINESS DAYS. SUBMITTALS SHALL CONSIST OF EITHER
ELECTRONIC FILES OR TWO HARD COPIES (ONE SET TO BE KEPT BY THE STRUCTURAL ENGINEER OF RECORD AND
ONE REPRODUCIBLE SET TO BE RETURNED TO CONTRACTOR).
1. GOVERNING CODE:
ALL WORK SHALL BE IN CONFORMANCE WITH THE 2022 CALIFORNIA BUILDING CODE (CBC 2022), INCLUDING ALL
AMENDMENTS AND SUPPLEMENTS BY GOVERNING CODE AUTHORITY, AND OTHER CODES AND STANDARDS
REFERENCED IN THE CONTRACT DOCUMENTS. ALL CODES AND STANDARDS REFERENCED IN CONTRACT
DOCUMENTS SHALL BE THE LATEST EDITION AS NOTED BY CBC 2022, CHAPTER 35, UNO.
2. GOVERNING CODE AUTHORITY:
CITY OF SANTA ANA -BUILDING AND SAFETY DIVISION.
3. GRAVITY DESIGN LOADS:
ROOF LIVE LOAD.................................................................................................................................................................20 PSF
4. WIND DESIGN DATA:
BASIC DESIGN WIND SPEED...........................................................................................................................................95 MPH
WIND EXPOSURE.........................................................................................................................................................................C
RISK CATEGORY..........................................................................................................................................................................II
BUILDING ENCLOSURE.........................................................................................................................PARTIALLY ENCLOSED
INTERNAL PRESSURE COEFFICIENT.................................................................................................................................+0.18
5. EARTHQUAKE DESIGN DATA:
SITE LATITUDE...........................................................................................................................................................33.706123 N
SITE LONGITUDE...................................................................................................................................................-117.920384 W
RISK CATEGORY...........................................................................................................................................................................II
SEISMIC IMPORTANCE FACTOR, Ie.......................................................................................................................................1.00
SITE CLASS...................................................................................................................................................................................D
SHORT-PERIOD SITE COEFFICIENT, Fa.................................................................................................................................1.2
LONG-PERIOD SITE COEFFICIENT, Fv................................................................................................................................1.833
SITE-SPECIFIC SPECTRAL RESPONSE ACCELERATION, Ss......................................................................................1.315 g
SITE-SPECIFIC SPECTRAL RESPONSE ACCELERATION, S1.......................................................................................0.472 g
DESIGN SPECTRAL RESPONSE ACCELERATION, SDS.................................................................................................1.052 g
DESIGN SPECTRAL RESPONSE ACCELERATION, SD1.................................................................................................0.577 g
SEISMIC DESIGN CATEGORY....................................................................................................................................................D
SEISMIC BASE......................................................................................................................GROUND LEVEL (DATUM EL 41.2)
6. SEISMIC FORCE-RESISTING SYSTEM (SFRS):
NON-STRUCTURAL ELEMENTS
21.REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE ARCHITECT OF RECORD (AOR) AND STRUCTURAL
ENGINEER OF RECORD (SEOR) IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS AND DOES NOT
CONSTITUTE AUTHORIZATION TO DEVIATE FROM TERMS AND CONDITIONS OF THE CONTRACT. THE CONTRACTOR
WILL REMAIN RESPONSIBLE FOR ALL ERRORS IN DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL
STRUCTURAL MEMBERS, INCLUDING COORDINATION WITH OTHER TRADES.
22. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE
STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE
ARCHITECT AND SEOR FOR APPROVAL.
23. PREPARE TO-SCALE PROJECT-SPECIFIC SHOP DRAWINGS. SHOP DRAWINGS SHALL BE INDEPENDENTLY
PRODUCED BY THE CONTRACTOR AND SHALL NOT BE A COPY OR REPRODUCTION OF THE CONTRACT
DOCUMENTS.
24. ALL WORK IS NEW UNLESS INDICATED AS EXISTING (E).
25. IN AN EXISTING STRUCTURE WHERE MODIFICATIONS TO AN EXISTING LOAD-BEARING WALL IS REQUIRED,
PROVIDE TEMPORARY BRACING/SHORING UNTIL NEW LOAD-BEARING WALL CONSTRUCTION IS COMPLETED AND
LOAD PATH IS RESTORED.
GENERAL REQUIREMENTS GENERAL REQUIREMENTS (CONTINUED)
STRUCTURAL DESIGN CRITERIA
1. REVIEW OF SHOP DRAWINGS AND SUBMITTALS BY THE AOR AND SEOR IS FOR GENERAL COMPLIANCE WITH THE
CONTRACT DOCUMENTS.
2. SHOP DRAWINGS SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. THE CONTRACTOR
WILL REMAIN RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION, AND FOR CORRECT FITTING OF ALL
STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER TRADES.
3. SHOP DRAWINGS SHALL BE SUBMITTED TO THE SEOR (ALLOW FOR A REVIEW DURATION OF 10 BUSINESS DAYS),
AND SHALL CONSIST OF EITHER ELECTRONIC FILES OR ONLY ONE SET FOR OUR RECORDS AND ONE
REPRODUCIBLE SET.
4. SEOR WILL RETURN THE ELECTRONIC FILES OR REPRODUCIBLE SET CLEARLY MARKED WITH COMMENTS. ANY
REQUIRED RECORD SET COPIES SHALL BE MADE FROM THIS RETURNED SET.
5. REPRODUCTION OF STRUCTURAL PLANS & DETAILS FOR SHOP DRAWINGS IS PROHIBITED.
SUBCONTRACTOR/FABRICATOR IS TO PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE
STRUCTURAL PLANS AND DETAILS.
6. SHOP DRAWINGS AND SUBMITTALS DO NOT CONSTITUTE CHANGE ORDERS. ANY PROPOSED CHANGES TO THE
STRUCTURAL DOCUMENTS MUST BE SUBMITTED IN WRITING AS A REQUEST FOR SUBSTITUTION TO THE
ARCHITECT AND SEOR FOR APPROVAL.
7. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE-RESISTING
SYSTEM, 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.
8. 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.
THE FOLLOWING LIST SUMMARIZES IMPORTANT STRUCTURAL SUBMITTALS FOR THIS PROJECT.
REFER TO THE SPECIFICATIONS FOR A COMPLETE LIST AND ADDITIONAL REQUIREMENTS.
GENERAL
•QUALIFICATION DATA FOR APPROVED INSTALLERS AND FABRICATORS
•CERTIFICATES OF CONFORMANCE FOR PREFABRICATED MEMBERS
CONCRETE FORMWORK
•MANUFACTURER'S PRODUCT DATA AND INSTALLATION INSTRUCTIONS FOR PROPRIETARY MATERIALS
INCLUDING FORM COATINGS, MANUFACTURED FORM SYSTEMS, TIES AND ACCESSORIES
•SHOP DRAWINGS FOR FABRICATION AND ERECTION OF FORMWORK AND SHORING
CONCRETE REINFORCEMENT
•MANUFACTURER'S PRODUCT DATA, SPECIFICATIONS AND INSTALLATION PROCEDURES FOR PROPRIETARY
MATERIALS AND REINFORCEMENT
•STEEL PRODUCER'S CERTIFICATES OF MILL ANALYSIS, TENSILE AND BEND TESTS
•SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT
CAST-IN-PLACE CONCRETE
•DESIGN MIX FOR EACH CONCRETE MIX
•MATERIAL TEST REPORTS
•MATERIAL CERTIFICATES FOR CEMENT, AGGREGATES AND ADMIXTURES
•MANUFACTURER'S PRODUCT DATA FOR WATERSTOPS, BONDING AGENTS, VAPOR RETARDERS, JOINT FILLER,
CURING MATERIALS AND FLOOR TREATMENTS
•SHOP DRAWINGS FOR PROPOSED LOCATIONS OF ADDITIONAL CONSTRUCTION OR CONTROL JOINTS NOT
SHOWN
ON THE STRUCTURAL PLANS
•MINUTES FROM PREINSTALLATION CONFERENCE
STRUCTURAL STEEL
•MANUFACTURER'S MILL CERTIFICATES
•MILL TEST REPORTS
•SHOP DRAWINGS FOR FABRICATION AND ASSEMBLY OF MEMBERS
•ERECTION PLAN SEQUENCE AND PROCEDURES
•WELDING PROCEDURE SPECIFICATIONS (WPS)
•TEST REPORTS FOR SHOP AND FIELD WELDED AND BOLTED CONNECTIONS
COLD-FORMED METAL FRAMING
•SHOP DRAWINGS INDICATING LAYOUT AND DETAILS
•ENGINEERING CALCULATIONS
ROUGH CARPENTRY
•PRODUCT DATA FOR TREATMENTS AND PRESERVATIVES
•MATERIAL CERTIFICATES FOR DIMENSION LUMBER
PREFABRICATED WOOD PRODUCTS
•SHOP DRAWINGS INDICATING LAYOUT & DETAILS
•ENGINEERING CALCULATIONS
GLUE LAMINATED BEAMS
•SHOP DRAWINGS INDICATING LAYOUT
•CERTIFICATE OF CONFORMANCE
STRUCTURAL SUBMITTALS
1. SEE "AS-BUILT" DRAWINGS FOR EXISTING BUILDING ITEMS NOT SHOWN OR NOTED.
2. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING PRODUCTION AND FABRICATION OF
STRUCTURAL ELEMENTS.
3. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE SHOWN ON THESE DRAWINGS,
THE STRUCTURAL ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT
CONDITIONS.
4. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED, INCLUDING WHERE WELDING TO EXISTING STEEL FRAMING.
SHORING DESIGN BY OTHERS.
5. ALL EXISTING CONCRETE SURFACES TO BE IN CONTACT WITH NEW CONCRETE SHALL BE ROUGHENED TO 1/4"
MINIMUM AMPLITUDE. USE ICC APPROVED BONDING AGENT ON EXISTING CONCRETE PRIOR TO PLACING NEW
CONCRETE.
6. VERIFY LOCATION OF EXISTING REBAR BEFORE FABRICATION USING NON-DESTRUCTIVE TESTING. EXISTING
REINFORCING SHALL BE AVOIDED WHERE DRILLING FOR POST-INSTALLED ANCHORS OR CONCRETE DOWELS.
7. THE GENERAL CONTRACTOR SHALL COORDINATE THE WEIGHT AND SPECIFIC LOCATION OF ALL MECHANICAL
EQUIPMENT WITH THE STRUCTURAL FRAMING. IF THE EQUIPMENT DEVIATES IN WEIGHT OR LOCATION FROM
THOSE INDICATED IN THE DRAWINGS, THE STRUCTURAL ENGINEER'S APPROVAL MUST BE OBTAINED PRIOR TO
INSTALLATION OF THE UNITS.
8. ALL EXISTING WOOD FRAMING MEMBERS SUPPORTING NEW MECHANICAL UNITS SHALL BE INSPECTED FOR
DAMAGE AND DETERIORATION PRIOR TO INSTALLATION OF THE UNITS. NOTIFY THE STRUCTURAL ENGINEER IF
DAMAGE OR DETERIORATION IS DISCOVERED.
9. ALL EXISTING (E) WOOD ELEMENTS TO REMAIN SHALL BE FIELD INSPECTED DURING CONSTRUCTION AND
TREATED FOR DRYROT REMOVAL / CONTROL. WHERE EXISTING GLUE LAMINATED TIMBER BEAMS TO REMAIN ARE
FOUND TO HAVE EXTENSIVE DRYROT DEEPER THAN THE TOP TWO LAMINATIONS (3"), THE STRUCTURAL
ENGINEER SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT GLUE LAMINATED
TIMBER BEAMS .
10. ALL EXISTING CONNECTIONS AT ELEMENTS TO BE REPLACED SHALL BE REPLACED OR RE-ATTACHED TO MATCH
EXISTING CONDITIONS.
11. SEE PROJECT REPORTS AND ARCHITECTURAL DRAWINGS FOR HAZARDOUS MATERIALS (LEAD, ASBESTOS, ETC.)
ABATEMENT REQUIREMENTS.
12. DO NOT CUT OR DAMAGE EXISTING CONCRETE OR MASONRY REINFORCEMENT EXCEPT AS CLEARLY INDICATED
ON STRUCTURAL DRAWINGS. 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.
1. POST-INSTALLED ANCHORS INCLUDE EXPANSION ANCHORS, SCREW ANCHORS, EPOXY ANCHORS/DOWELS,
AND POWDER-ACTUATED FASTENERS.
2. INSTALL POST-INSTALLED ANCHORS PER MANUFACTURER'S RECOMMENDED SPECIFICATIONS.
3. WHEN INSTALLING POWER-INSTALLED ANCHORS IN EXISTING 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.
4. WHERE SPECIFIED ANCHOR EMBEDMENT DEPTH, SPACING OR EDGE DISTANCE CANNOT BE PROVIDED, NOTIFY
THE SEOR AND IOR PRIOR TO INSTALLATION.
5. 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.
6. TESTING OF POST-INSTALLED ANCHORS IS REQUIRED UNO. TEST ANCHORS IN ACCORDANCE WITH THE
PROVISIONS OF CBC 19010A.5 AND THE FOLLOWING:
a. TEST 100% OF ANCHORS AT ALL STRUCTURAL APPLICATIONS UNO.
b. TEST 50% OF ANCHORS AT ALL-NON-STRUCTURAL APPLICATIONS SUCH AS EQUIPMENT
ANCHORAGE, UNO.
c. IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE NOT PREVIOUSLY
TESTED UNTIL TWENTY (20) CONSECUTIVE ANCHORS PASS, THEN RESUME INITIAL TEST
FREQUENCY. IF THE ANCHORS ARE USED FOR THE SUPPORT AND BRACING OF NON-STRCTURAL
COMPONENTS (PIPE, DUCT, OR CONDUIT), THE TWENTY (20) SHALL BE ONLY THOSE ANCHORS
INSTALLED BY THE SAME TRADE.
d. ALL POST-INSTALLED ANCHORS ARE TO BE TENSION TESTED WITH THE EXCEPTION THAT
TORQUE TESTING IS ALLOWED IF THE ANCHORS ARE SPECIFICALLY DESIGNED AS TORQUE
CONTROLLED.
e. TENSION TESTS ACCEPTANCE: APPLY PROOF TEST LOADS TO ANCHORS WITHOUT REMOVING
NUT IS POSSIBLE. IF NOT, REMOVE NUT AND INSTALL A THREADED COUPLER TO THE SAME
TIGHTNESS OF THE ORIGINAL NUT USING A TORQUE WRENCH AND APPLY LOAD. ANCHORS
TESTED WITH A HYDRAULIC JACK OR SPRING LOADED DEVICES SHALL MAINTAIN THE TEST LOAD
FOR A MINIMUM OF 15 SECONDS AND SHALL EXHIBIT NO DISCERNIBLE MOVEMENT DURING THE
TENSION TEST, E.G. AS EVIDENCED BY LOOSENING OF THE WASHER UNDER THE NUT.
f. TORQUE TESTS ACCEPTANCE: ANCHORS TESTED WITH A CALIBRATED TORQUE WRENCH MUST
ATTAIN THE MANUFACTURER'S RECOMMENDED TORQUE WITHIN 1/2 TURN OF THE NUT.
g. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN
ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES.
h. FIELD TESTING SHALL BE DONE IN THE PRESENCE OF THE SPECIAL INSPECTOR OR INSPECTOR
OF RECORD.
i. TESTING SHOULD OCCUR 24 HOURS MINIMUM AFTER INSTALLATION OF THE SUBJECT ANCHORS.
j. INSPECTOR OF RECORDS SHALL REQUEST PROOF TEST VALUES FROM SEOR FOR EACH TYPE
OF POST-INSTALLED ANCHORS AT LEAST 48 HOURS PRIOR TO TESTING.
7. INSTALLERS PLACING HORIZONTALLY OR UPWARDLY INCLINED ADHESIVE ANCHORS SHALL BE CERTIFIED BY
ACI OR APPROVED EQUIVALENT.
8.RE-USE OF SCREW ANCHORS OR HOLES IS NOT PERMITTED.
POST-INSTALLED ANCHOR
POWDER ACTUATED FASTENERS (PAF)
EXISTING CONDITIONS
1. ALLOWABLE POWDER-ACTUATED FASTENERS (PAF) SHALL BE EITHER ONE OF THE FOLLOWING UNO: HILTI X-U
(ICC ESR-2269), SIMPSON POWER-DRIVEN FASTENERS (ICC ESR-2138), DEWALT CSI SPIRAL DRIVE PIN (ICC
ESR-2024)
2. INSTALL PER MANUFACTURER'S RECOMMENDED SPECIFICATIONS.
3. PROVIDE 0.08" THICK x 1.1" SQUARE OR 1.425" ROUND WASHERS FOR ALL POWDER-ACTUATED FASTENERS.
4. THE MINIMUM EMBEDMENT OF PAF INTO CONCRETE SHALL BE 1" UNO.
5. THE EMBEDMENT OF PAF INTO STEEL SHALL BE THAT REQUIRED BY PAF MANUFACTURER ICC ESR REPORT.
6. TESTING OF PAF IS NOT REQUIRED.
7. MAINTAIN ALL APPLICABLE EDGE DISTANCE AT CURBS AND SLAB EDGES PER MANUFACTURER'S ICC ESR
REPORT.
1. DEMOLITION WORK SHALL BE CONDUCTED IN SUCH A MANNER AS TO NOT DAMAGE EXISTING ELEMENTS THAT
ARE TO REMAIN IN THE FINISHED BUILDING.
2. VERIFY EXISTING BUILDING DIMENSIONS AND ELEVATIONS. NOTIFY AOR/SEOR OF ANY DISCREPANCIES BEFORE
PROCEEDING WITH WORK.
3. PROVIDE MEASURES NECESSARY TO PROTECT THE EXISTING STRUCTURE DURING DEMOLITION WORK.
PROTECTIVE MEASURES SHALL REMAIN IN PLACE UNTIL THE FINAL STRUCTURAL ELEMENTS ARE IN PLACE AND
ABLE TO SAFELY CARRY ALL IMPOSED EXISTING BUILDING LOADS. SUCH MEASURES INCLUDE, BUT NOT LIMITED
TO, BRACING AND SHORING.
4. EXISTING ELEMENTS OF THE STRUCTURE THAT ARE TO REMAIN IN THE FINISHED BUILDING SHALL BE PROTECTED
AS NECESSARY TO MINIMIZE DAMAGE DURING DEMOLITION WORK, ANY SUCH DAMAGE SHALL BE REPAIRED
AND/OR REPLACED AT NO ADDED COST.
5. ROUGHEN EXISTING CONCRETE SURFACES AGAINST WHICH FRESH CONCRETE IS TO BE PLACED TO A FULL
AMPLITUDE OF 1/4 INCH.
6. EXISTING CONCRETE ELEMENTS THAT ARE TO BE REMOVED BY CHIPPING SHALL BE STARTED WITH A 3/4 INCH
DEEP SAW CUT. CORNERS SHALL BE DRILLED TO PREVENT OVER-CUTTING. EXPOSED SAW CUT LINES SHALL BE
CLEAN, STRAIGHT AND SMOOTH.
7. EXISTING REINFORCING STEEL TO REMAIN SHALL BE CLEANED TO BARE METAL.
8. DEMOLISHED MATERIAL PLACED ON EXISTING FLOORS SHALL BE SPREAD OUT SUCH THAT IMPOSED LOADS DO
NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING WHERE OVERLOAD IS
ANTICIPATED.
DEMOLITION
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 SHALL BE DART SELF DRILLING SCREWS (ICC ESR-1408) OR ITW
BUILDEX TEKS
(ICC ESR-1976) AND SHALL 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".
7. WELDING OF LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) D1.3.
COLD-FORMED STEEL FRAMING
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
12" = 1'-0"
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
GENERAL NOTES
S1.0.1
MCGUFF
03/11/25
SHEET LIST - TI
Sheet Number Sheet Name
S1.0.1 GENERAL NOTES
S1.0.2 GENERAL NOTES
S1.0.3 GENERAL NOTES
S1.1.1 TYPICAL CONCRETE DETAILS
S1.1.2 DETAILS
S1.1.3 DETAILS
S1.1.4 METAL STUD DETAILS
S1.1.5 METAL STUD DETAILS
S1.1.6 DETAILS
S1.2.1 FIRST FLOOR PLAN
S1.2.2 ROOF FRAMING PLAN
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
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.
25675
22668
25469
SHOTPIN
25897
25741
25808
SCREW ANCHOR
TO CONCRETE
25964
26028
-
26035
25960
NA
ADHESIVE
ANCHOR TO
CONCRETE
NA
25831
25891
STRUCTURAL PRODUCT SCHEDULE
LARR
EXPANSION
ANCHOR TO
CONCRETE
ESR-2269
ESR-1799
ESR-2138
ESR-3027
ESR-2713
ESR-2526
ESR-3187
ESR-3814
ESR-4027
ESR-3298
ER-0263
ESR-4057
ESR-4266
ESR-2502
ESR-3037
HILTI LOW-VELOCITY X-U
ITW RAMSET POWER-DRIVEN
SIMPSON POWDER-ACTUATED
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
ICC / IAPMOPRODUCTTYPE
PRODUCT SPECIFICATION
25620
26050
FIBER-REINFORCED
POLYMER (FRP)
SYSTEMS
REINFORCEMENT
BAR TERMINATOR
25342
25347
24507
REINFORCEMENT
BAR COUPLER
02725
25860
WELDED STUD
25815
25893
ESR-2103
ESR-2606
ESR-2495
ESR-2746
ER-0129
ESR-2856
ESR-2907
ESR-2746
ER-0188
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
HRC 555/670 HEADED REINF. BARS
LENTON TERMINATOR
1. REINFORCING GRADES FOR CONCRETE OR MASONRY (UNO):
A. ALL BARS EXCEPT THOSE TO BE WELDED......................................................................................ASTM A615, GRADE 60
B. TIES AND STIRRUPS ............................................................................................................................ASTM A615, GRADE 60
C. WELDED WIRE FABRIC ..........................................................................................................................................ASTM A1064
D. ALL BARS TO BE WELDED ..................................................................................................................ASTM A706, GRADE 60
NOTE: ALL BARS SHALL BE DEFORMED.
2. MAINTAIN SPECIFIED CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF ALL REINFORCEMENT AS
FOLLOWS (UNO):
3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE LATEST EDITION OF CONCRETE REINFORCING
STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE". EACH REINFORCING BAR SHALL BE WIRED TO A
CROSS BAR AT A MAXIMUM SPACING OF 24"OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
REINFORCING IN POSITIONS SHOWN ON THE PLANS. DO NOT USE WOOD OR BRICK TO SUPPORT REINFORCING.
4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN WALLS, WALL FOOTINGS, ETC., SHALL HAVE A CLASS "B"
LAP (1'-6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5'-0" APART. VERTICAL WALL BARS
SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR
TOP REINFORCING OF BEAMS AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED WIRE
FABRIC SHALL BE LAPPED 12" MINIMUM. ADJACENT WELDED WIRE FABRIC (WWF) SHEET SHALL BE LAPPED 12
INCHES MINIMUM.
5. 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.
6. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR
TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED
ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
7. BEND REINFORCING BARS COLD.
8. REINFORCING BARS SHALL BE KEPT CLEAN AND FREE OF RUST.
9. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE
MAIN REINFORCING UNO.
10. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN PLACE INSPECTION IS
MADE.
11. CHAIRS OR SPACERS FOR REINFORCING SHALL BE PLASTIC WHEN RESTING ON EXPOSED SURFACES.
12. WHERE LONGITUDINAL REINFORCING BARS ARE PLACED IN 2 OR MORE LAYERS, BARS IN THE UPPER LAYERS
SHALL BE PLACED DIRECTLY ABOVE BARS IN THE BOTTOM LAYER.
13. ALL BENDS WITHIN STIRRUPS, HOOPS, AND CROSS-TIES SHALL ENGAGE A LONGITUDINAL BAR. PROVIDE #4
SPACER BAR WHERE A LONGITUDINAL BAR IS NOT SPECIFICALLY DETAILED.
14. WELDING OF REINFORCING BARS SHALL BE ASTM A706 AND BE PERFORMED PER AMERICAN WELDING SOCIETY
(AWS) D1.4 USING MATCHING FILLER MATERIALS PER AWS TABLE 7.1, MINIMUM E80XX ELECTRODES.
15. THE FOLLOWING REINFORCEMENT SHALL COMPLY WITH ASTM A706:
A. VERTICAL REINFORCEMENT AT INTERSECTIONS AND ENDS OF CONCRETE WALLS ENCLOSED IN TIES OR
STIRRUPS (BOUNDARY ELEMENTS).
B. LONGITUDINAL MOMENT FRAME BEAMS AND COLUMNS REINFORCING BARS.
C. WELDED REINFORCING.
SPECIFIED CONCRETE COVER FOR CAST-IN-PLACE
NON-PRESTRESSED CONCRETE MEMBERS
CONCRETE EXPOSURE MEMBER REINFORCEMENT
CAST AGAINST AND PERMANENTLY
IN CONTACT WITH GROUND ALL ALL
SPECIFIED
COVER (IN)
3
EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND ALL
NO. 6 THROUGH NO. 18 BARS 2
NO. 5 BAR, W31 OR D31 WIRE,
AND SMALLER 1 1/2
NOT EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND
SLABS, JOISTS,
AND WALLS
NO. 14 AND NO.18 BARS
NO. 11 BAR AND SMALLER
1 1/2
3/4
BEAMS, COLUMNS,
PEDESTALS,
AND TENSION TIES
PRIMARY REINFORCEMENT,
STIRRUPS, TIES,
SPIRALS, AND HOOPS
1 1/2
SPECIFIED CONCRETE COVER FOR CAST-IN-PLACE
PRESTRESSED CONCRETE MEMBERS
CONCRETE EXPOSURE MEMBER REINFORCEMENT
CAST AGAINST AND PERMANENTLY
IN CONTACT WITH GROUND ALL ALL
SPECIFIED
COVER (IN)
3
EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND
ALL 1
ALL 1 1/2
NOT EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND
SLABS, JOISTS,
AND WALLS ALL
PRIMARY REINFORCEMENT
3/4
1 1/2
BEAMS, COLUMNS,
PEDESTALS,
AND TENSION TIES STIRRUPS, TIES,
SPIRALS, AND HOOPS 1
SLABS, JOISTS,
AND WALLS
ALL OTHER
REINFORCING STEEL
CONCRETE
TYPE
MAX
AGGREGATE
SIZE
MIN COMPRESSIVE
STRENGTH AT
28 DAYS (f'c)
LOCATION MAX W/CM
RATIO
SLAB-ON-GRADE 4,000 PSI 1"0.45
CONCRETE CURB FOR
ROOF TOP AHU 5,000 PSI 3/4"N/A
ALL OTHER STRUCTURAL
CONCRETE (UNO)3,000 PSI 1"0.50
NORMAL-WEIGHT
LIGHT-WEIGHT
NORMAL-WEIGHT
GRADE BEAM 5,000 PSI
FOUNDATIONS (UNO)5,000 PSI NORMAL-WEIGHT 1 1/2"0.50
3/4"0.50NORMAL-WEIGHT
3. STRUCTURAL CONCRETE SHALL CONFORM TO PROJECT SPECIFICATIONS AND THE FOLLOWING REQUIREMENTS:
A. MAXIMUM DRY UNIT WEIGHT OF LIGHT-WEIGHT CONCRETE SHALL NOT EXCEED 110 ± 3 PCF (PER ASTM C138).
MAXIMUM DRY UNIT WEIGHT OF NORMAL-WEIGHT CONCRETE SHALL NOT EXCEED 150 ± 3 PCF.
B. WHEN PLASTICIZER OR WATER REDUCER IS USED, MAXIMUM SLUMP SHALL BE 4" PRIOR TO ADMIXTURE AND 8"
INCLUDING ADMIXTURE AT THE POINT OF DISCHARGE. IN THE ABSENCE OF PLASTICIZER AND WATER REDUCER,
SLUMP AT THE POINT OF DISCHARGE SHALL NOT EXCEED 4" IN FLATWORK AND 5" ELSEWHERE.
C. W/CM INDICATES WATER TO CEMENTITOUS MATERIALS RATIO BASED ON ALL CEMENTITIOUS AND
SUPPLEMENTARY CEMENTITIOUS MATERIALS IN THE CONCRETE MIXTURE. THE MAXIMUM WATER-CEMENTITOUS
MATERIAL RATIO (W/CM) FOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED FLOORING
FINISHES SENSITIVE TO MOISTURE SHALL NOT EXCEED 0.45, WATER-CEMENTITOUS MATERIAL RATIO (W/CM) FOR
CONCRETE ON METAL DECK WITH WITH VENTED FLUTES MAY BE 0.50, UNO.
D. SLABS ON GRADE, TOPPING SLABS, AND ELEVATED CONCRETE FLOORS (INCLUDING CONCRETE ON METAL
DECK) SHALL HAVE A MAXIMUM SHRINKAGE RATE OF 0.045% AT 28 DAYS PER ASTM C 157. SUBMIT SHRINKAGE
TEST RESULTS AS PART OF CONCRETE MIX DESIGN FOR REVIEW AND APPROVAL BY SEOR.
E. MAXIMUM AGGREGATE SIZE SHALL BE AS NOTED IN TABLE ABOVE, BUT NOT LARGER THAN THE LEAST OF ONE-
FIFTH THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS, ONE-THIRD THE DEPTH OF SLAB, AND THREE-
FOURTH THE MINIMUM SPECIFIED CLEAR SPACING BETWEEN INDIVIDUAL REINFORCING BARS OR TENDONS.
F. AGGREGATE GRADATION OF 3/8" MAXIMUM (PEA GRAVEL) SHALL NOT BE USED WHERE FINISHED CONCRETE
SURFACE IS EXPOSED TO VIEW.
G. FOR CONCRETE EXPOSURE CATEGORIES AND CLASSES REFER TO TABLE 19.3.1.1 OF ACI 318. CONCRETE
MIXTURES SHALL CONFORM TO THE MOST RESTRICTIVE REQUIREMENTS OF TABLE 19.3.2.1 OF ACI 318 BASE ON
EXPOSURE CLASSES ASSIGNED.
H. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE FINISHES SHALL BE COMPATIBLE WITH TILE AND
ADHESIVES OR GROUTS IN ACCORDANCE WITH MANUFACTURER'S DATA.
I. MAXIMUM W/CM LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE.
J. AIR CONTENT OF CONCRETE MIXTURE SHALL COMPLY WITH R EQUIREMENTS OF SECTION 19.3.3 OF ACI 318.
K. FOR EXPOSURE CLASS S1, S2 OR S3, MINERAL FILLERS DERIVED FROM CARBONATE AGGREGATE ARE
PROHIBITED.
4. CONCRETE MIX PROPORTIONING SHALL BE BASED ON FIELD DATA AND/OR LABORATORY TRIAL MIXES AS REQUIRED
BY CBC, ACI 318, ACI 214R AND ACI 301. THE CONCRETE SHALL BE WORKABLE AND MEET DURABILITY AND
STRENGTH REQUIREMENT OF THE CODE. SUBMIT CONCRETE MIX PROPORTIONING DATA INCLUDING HISTORICAL
STRENGTH RECORDS AND/OR LABORATORY TRIAL MIXES FOR EACH TYPE AND COMPRESSIVE STRENGTH
PREPARED, SIGNED AND SEALED BY A CALIFORNIA LICENSED CIVIL OR STRUCTURAL ENGINEER FOR REVIEW AND
APPROVAL BY AOR/SEOR AND DSA'S LABORATORY ACCEPTANCE PROGRAM (LEA) PRIOR TO CONCRETE
PLACEMENT.
5. AGGREGATES IN NORMAL-WEIGHT CONCRETE SHALL BE HARD ROCK AND CONFORM TO ASTM C33. AGGREGATES IN
LIGHT-WEIGHT CONCRETE SHALL BE EXPANDED SHALE AND CONFORM TO ASTM C330. FOR CONCRETE IDENTIFIED
AS BEING EXPOSED TO WATER IN SERVICE, EVIDENCE SHALL BE SUBMITTED THAT AGGREGATES IN THE CONCRETE
MIXTURE ARE NOT ALKALI-SILICA REACTIVE OR ALKALI-CARBONATE REACTIVE.
6. CEMENTITIOUS MATERIALS USED IN CONCRETE MIXTURE SHALL COMPLY WITH TABLE 26.4.1.1.1(a) AND TABLE
19.3.2.1 OF ACI 318. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE SUBMITTED. FLY ASH OR OTHER
POZZOLANS CONFORMING TO ASTM C618 CLASS F MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND
CEMENT BY WEIGHT IF THE MIX DESIGN IS PROPORTIONED BY FIELD EXPERIENCE OR TRIAL MIXTURES. WHERE
CONCRETE IS SUBJECT TO CYCLES OF FREEZING AND THAWING AND APPLICATION OF DEICING CHEMICALS,
SUPPLEMENTARY CEMENTITIOUS MATERIALS SHALL NOT EXCEED THE MAXIMUM PERCENTAGES ALLOWED IN TABLE
26.4.2.2(b) AND SECTION 26.4.2.2 OF ACI 318.
7. READY-MIXED CONCRETE SHALL BE BATCHED, MIXED AND DELIVERE D IN CONFORMANCE WITH ASTM C94.
8. ADMIXTURES SHALL CONFORM WITH THE FOLLOWING REQUIREMENTS: WATER REDUCER AND SETTING TIME
MODIFICATION IN CONFORMANCE WITH ASTM C494 (TYPE F OR G) SUPERPLASTICIZER IN CONFORMANCE WITH ASTM
C1017 (TYPE I OR II). AIR ENTRAINMENT IN CONFORMANCE WITH ASTM C260. INHIBITING CHLORIDE-INDUCED
CORROSION IN CONFORMANCE WITH ASTM C1582.
9. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL OR CAUSE SEGREGATION OF AGGREGATES. IN
SUCH CASES, HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF
VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT
NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT LEVEL AT ALL TIMES.
10. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE TO EXPOSE
CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX. SEE PLANS AND DETAILS FOR LOCATION AND
TYPE OF CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION JOINTS NOT SHOWN ON THESE PLANS
SHALL BE SUBMITTED TO SEOR FOR APPROVAL PRIOR TO CONCRETE PLACEMENT.
11. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE.
12. DRYPACK OR NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI, AND
CONSIST OF MASTERFLOW 713, EUCON NS GROUT, SIKA GROUT 212, OR APPROVED EQUAL. FOR THICK GROUT
LAYERS FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE
ADDITION OF PEA FINE AGGREGATES. FOR BASE PLATES LARGER THAN 6 SQUARE FEET, USE HI-FLOW GROUT OR
MASTERFLOW 928.
13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND
POTABLE.
14. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE MUST REACH AN UNCONFINED
COMPRESSION STRENGTH OF MINIMUM 75% f'c AS DETERMINED BY TESTING OR PREVIOUSLY DOCUMENTED DATA
FOR THE MIX DESIGN USED UNDER SIMILAR CONDITIONS, AND MUST BE ALLOWED TO CURE FOR A MINIMUM OF 3
DAYS.
15. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR A MINIMUM OF 7 DAYS
AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY SEOR.
16. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENING SIZES AND LOCATIONS, WALL OFFSETS, CHAMFERS, KERFS,
DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC.
17. PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON THESE
DRAWINGS. CORING IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE SEOR.
18. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4" CHAMFER OR 1/2"
RADIUS TOOLED EDGE, UNO.
19. SUBMIT SHOP DRAWINGS INDICATING LOCATIONS OF CONCRETE CONSTRUCTION JOINTS TO SEOR FOR REVIEW
AND APPROVAL PRIOR TO CONCRETE PLACEMENT. LOCATE CONSTRUCTION JOINTS TO MINIMIZE EFFECTS OF
SHRINKAGE AND AT POINTS OF LOW STRESS. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN BEAMS
AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED BY SEOR PRIOR TO CONCRETE
PLACEMENT.
20. PRIOR TO PLACING CONCRETE, REINFORCING BARS (INCLUDING WELDED WIRE REINFORCEMENT), EMBEDDED
PLATES, ANCHOR BOLTS, AND OTHER CONCRETE EMBEDMENTS SHALL BE WELL SECURED IN POSITION.
21. CONCRETE PLACEMENT SHALL CONFORM TO ACI 304 AND CONTRACT DOCUMENTS. INTENTIONALLY ROUGHEN ALL
PREVIOUSLY HARDENED CONCRETE SURFACES TO A FULL AMPLITUDE OF 1/4-INCH AGAINST WHICH FRESH
CONCRETE IS PLACED.
22. CURING COMPOUNDS, SEALERS, HARDENERS, ETC., USED ON CONCRETE THAT RECEIVES A FINISH SHALL BE
APPROVED BY THE ARCHITECT BEFORE USE.
1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH THE CURRENT CBC ADOPTED EDITION OF
ACI 318, ACI 301, AND PROJECT SPECIFICATIONS.
2. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA UNLESS NOTED OTHERWISE:
CAST-IN-PLACE CONCRETE
CONCRETE OVER METAL
DECK, CURBS & PADS 4,000 PSI 3/4"N/ALIGHT-WEIGHT
CONCRETE WALLS/
BASEMENT WALLS 4,000 PSI 3/4"0.50NORMAL-WEIGHT
CONCRETE PEDESTALS 4,000 PSI 3/4"0.50NORMAL-WEIGHT
EXPOSURE CATEGORIES
AND CLASSES
F0 S0 W2 C1
F0 S0 W0 C0
F0 S0 W1 C1
F0 S0 W0 C0
F0 S0 W1 C0
F0 S0 W0 C0
F0 S0 W0 C0
F0 S0 W0 C0
1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE CURRENT CBC ADOPTED
EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATION FOR STRUCTURAL STEEL
BUILDINGS" (ANSI/AISC 360) AND AISC "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" (ANSI/AISC 341).
2. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY
ASSURANCE PROVISIONS AS REQUIRED BY THE CALIFORNIA BUILDING CODE AND ANY APPLICABLE STANDARDS
(LATEST ADOPTED EDITION OF CURRENT CBC).
• ANSI/AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
• ANSI/AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"
• AWS D1.1 "STRUCTURAL WELDING CODE -STEEL"
• AWS D1.8 "STRUCTURAL WELDING CODE -SEISMIC SUPPLEMENT"
• RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS"
• ANSI/AISC 303 " CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES"
• ANSI/AISC 358 " PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR
SEISMIC APPLICATIONS"
CONFORMANCE TO SUPPLEMENTS TO THESE STANDARDS, IF PUBLISHED ON OR BEFORE THE DATE OF PERMIT
ISSUANCE, IS ALSO REQUIRED. ALTHOUGH THESE CONTRACT DOCUMENTS INCLUDE GENERAL REFERENCES TO
CODES AND STANDARDS, AND REFERENCES TO OR INCLUSIONS OF SPECIFIED PROVISIONS, OMISSIONS OF ANY
APPLICABLE CODE, STANDARD, OR PROVISION DOES NOT RELIEVE THE GENERAL CONTRACTOR FROM
COMPLIANCE TO THE APPLICABLE REQUIREMENTS. COORDINATION OF QUALITY CONTROL AND QUALITY
ASSURANCE IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.
3. STRUCTURAL STEEL MATERIAL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS, UNO:
WIDE FLANGE SECTIONS....................................................................................................................................................ASTM A992
PLATE, ANGLE, CHANNEL & TEES............................................................................................................................ASTM A36 (UNO)
PLATES USED IN SFRS..........................................................................................................................................ASTM A572 (50 KSI)
SQUARE OR RECTANGULAR HSS....................................................................................................ASTM A500, GRADE C (50 KSI)
ROUND HSS..........................................................................................................................................ASTM A500, GRADE C (46 KSI)
PIPES........................................................................................................................................................ASTM A53, GRADE B (35 KSI)
4. HEADED STUD ANCHORS (SHEAR CONNECTOR STUDS ) IN CONCRETE SHALL BE NELSON TYPE S3L (ICC ESR-2856)
OR AN APPROVED EQUAL, AND SHALL CONFORM TO ASTM A29-12, GRADES 1010 THROUGH 1020, COLD-DRAWN
STEEL, WITH A MINIMUM ULTIMATE TENSILE STRENGTH OF 65 KSI. HEADED STUDS WELDING TEST AND INSPECTION
SHALL CONFORM TO AWS D1.1, CHAPTER 7.
5. FABRICATOR SHALL BE LICENSED IN CONFORMANCE WITH THE BUILDIND CODE AND IN ACCORDANCE WITH THE
AUTHORITY HAVING JURISDICTION.
6. ALL STEEL NOT ENCASED IN CONCRETE, MASONRY, OR FIREPROOFING SHALL BE SHOP PRIMED AND PAINTED PER
SPECIFICATIONS, EXCEPT FOR TOP FLANGE OF BEAMS SUPPORTING METAL DECK. ANY ABRASIONS OR UNPAINTED
AREAS SHALL BE REPAIRED AFTER ERECTION.
7. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO WEATHER OR GROUND SHALL
BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A385 UNLESS A WEATHER PROOF
COATING IS SPECIFIED BY THE ARCHITECT, UNO. STAINLESS AND WEATHERING STEELS, WHERE SPECIFIED, ARE
EXEMPT FROM THIS REQUIREMENT. GALVANIZED SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND
SHALL BE REPAIRED AS NECESSARY. BOLTED CONNECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL USE
GALVANIZED HIGH-STRENGTH BOLTS ASTM F3125 GRADE A325 TYPE 1 OR GALVANIZED ASTM F3125 GRADE F1852
TYPE 1. WELDED CONNECTIONS PERMANENTLY EXPOSED TO WEATHER SHALL RECEIVE ZINC RICH TOUCH UP PAINT
(COORDINATE WITH AOR). STEEL IN CONTACT WITH TREADED WOOD SHALL BE HOT DIP GALVANIZED, UNO.
8. PROVIDE UPWARD CAMBER FOR ALL BEAMS SPECIFIED TO HAVE CAMBER. AMOUNT MEASURES IN THE FIELD PRIOR
TO ERECTION SHALL NOT DEVIATE MORE THAN ALLOWED BY AISC SPECIFICATIONS. BEAMS WITHOUT SPECIFIED
CAMBER SHALL BE FABRICATED SO THAT ANY MINOR CAMBER DUE TO ROLLING SHALL BE UPWARD AFTER
ERECTION.
9. COMPOSITE STRUCTURAL BEAMS AND GIRDERS ARE DESIGNED FOR UNSHORED CONSTRUCTION UNLESS NOTED
OTHERWISE.
10. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISC "CODE OF STANDARD
PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (ANSI/AISC 303), SECTION 10.
11. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOT SHOWN IN
STRUCTURAL DRAWINGS.
12. 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.
13. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT WRITTEN APPROVAL OF THE SEOR.
14. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CURE BEFORE APPLYING ANY
LOAD.
15. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED
AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
16. SUBMIT SHOP DRAWINGS TO AOR AND SEOR FOR REVIEW AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY.
INDICATE AN ERECTION SEQUENCE OF WELDING TO MINIMIZE LOCKED-UP STRESSES OR DISTORTION FOR MOMENT-
RESISTING STEEL FRAMES.
17. HOURLY FIRE RESISTIVE REQUIREMENTS FOR STRUCTURAL STEEL MEMBERS SHALL BE DETERMINED PER CBC
TABLE 601. REFER TO ARCHITECTURAL DRAWINGS FOR BUILDING TYPES OF CONSTRUCTION AND FIREPROOFING
MATERIALS.
18. MECHANICAL CONTRACTOR TO VERIFY ALL MECHANICAL UNIT LOCATIONS, SIZES AND OPENINGS.
NOTIFY SEOR OF ANY DISCREPANCY PRIOR TO START OF WORK.
19. STEEL FABRICATOR TO LOCATE ALL BEAMS BASED ON INFORMATION FROM MECHANICAL CONTRACTOR AND
SUBMIT STEEL BEAM LOCATION TO THE AOR AND SEOR FOR REVIEW AND APPROVAL.
20. REFER TO "HIGH-STRENGTH BOLT" , "WELDING" AND "STEEL IN SEISMIC FORCE RESISTING SYSTEM (SFRS)" FOR
RELATED SPECIFIC REQUIREMENTS AND NOTES FOR ADDITIONAL INFORMATION.
21. THE USE OF ROLLED STEEL SECTIONS AND/OR BOLTS MANUFACTURED OUTSIDE OF THE UNITED STATES WILL
REQUIRE VERIFICATION THAT THE PRODUCTS COMPLY WITH APPLICABLE ASTM STANDARDS. MILL CERTIFICATES
WILL BE REQUIRED FOR ALL STEEL. STEEL GRADES OTHER THAN ASTM A36 WILL REQUIRE TESTING BY AN
APPROVED LABORATORY. ALL FOREIGN BOLTS MUST BE APPROVED BY COUNTY OF LOS ANGELES BUILDING AND
SAFETY PRIOR TO THEIR USE.
STRUCTURAL STEEL
1. SEE "STRUCTURAL STEEL" NOTES FOR ADDITIONAL INFORMATION.
2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THE CURRENT CBC
ADOPTED EDITION OF THE "AISC (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH
BOLTS".
3. HIGH-STRENGTH BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE "SPECIFICATION FOR STRUCTURAL
JOINTS USING HIGH-STRENGTH BOLTS" PREPARED BY RCSC AND AS AMENDED BY CBC SECTION 2204.
PROVIDE STANDARD-SIZE HOLES UNLESS NOTED OTHERWISE.
4. ALL BOLTS SHALL BE HIGH-STRENGTH BOLTS, UNLESS NOTED OTHERWISE.
5. BOLTS WITH UPSET THREADS ARE NOT ALLOWED UNLESS NOTED OTHERWISE.
6. BOLTED CONNECTIONS SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS UNO:
MACHINE BOLTS (MB)..............................................................................................................................................ASTM A307
HIGH-STRENGTH BOLTS (TYP UNO ON DRAWINGS)......................................ASTM F3125 GRADE A325 (TYPE 1) UNO
HIGH-STRENGTH BOLTS (TWIST-OFF-TYPE TENSION-CONTROLLED)................ASTM F3125 GRADE F1852 (TYPE 1)
UNO THREADED RODS USED AS ANCHOR BOLTS...........................................................ASTM F1554, GRADE 36 (UNO)
THREADED RODS USED IN SFRS...................................ASTM F1554, GRADE 55 (WELDABLE WITH SUPPLEMENT S1)
7. 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.
8. ALL HIGH-STRENGTH BOLTS SHALL BE TIGHTENED TO SNUG-TIGHT CONDITION USING ASTM F3125 GRADE
A325 BEARING TYPE BOLTS WITH THREADS INCLUDED IN SHEAR PLANE UNLESS NOTED OTHERWISE.
9. PROVIDE SLIP-CRITICAL CONNECTIONS IN SEISMIC FORCE RESISTANCE SYSTEM (SFRS). SLIP-CRITICAL
BOLTS SHALL HAVE CLASS "A" FAYING SURFACES. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-
TENSIONED BY TURN-OF-NUT TIGHTENING, TENSION CONTROL CALIBRATED WRENCH TIGHTENING, TWIST-
OFF BOLTS CONFORMING TO ASTM F3125 GRADE F1852, OR BY DIRECT TENSION INDICATOR TIGHTENING
CONFORMING TO ASTM F959.
(a) HIGH-STRENGTH BOLTS:
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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FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
12" = 1'-0"
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
GENERAL NOTES
S1.0.2
MCGUFF
03/11/25
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
(a)WHERE APPLICABLE, SEE SECTION 1705A.13
(b)SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE
ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION
PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS
SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING
OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.
(c)INSTALLATION OF ALL ADHESIVE ANCHORS IN HORIZONTAL AND UPWARDLY INCLINED POSITIONS SHALL BE
PERFORMED BY AN ACI/CRSI CERTIFIED ADHESIVE ANCHOR INSTALLER, EXCEPT WHERE THE DESIGN TENSION ON
THE ANCHORS IS LESS THAN 100 LBS AND THOSE ANCHORS ARE CLEARLY NOTED ON THE APPROVED
CONSTRUCTION DOCUMENTS OR WHERE THE ANCHORS ARE SHEAR DOWELS ACROSS COLD JOINTS IN SLABS ON
GRADE WHERE THE SLAB IS NOT PART OF THE LATERAL FORCE-RESISTING SYSTEM.
TABLE 1705.3 OF CBC
REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
TYPE CONTINUOUS SPECIAL
INSPECTION
PERIODIC SPECIAL
INSPECTION
REFERENCED
STANDARD (a)
1. INSPECT AND TEST REINFORCEMENT, INCLUDING
PRESTRESSING TENDONS, AND VERIFY PLACEMENT.
X
ACI 318: CH. 20, 25.2,
25.3, 25.5.1,
26.6.1-26.6.3, 26.13.1,
26.13.3.2, 26.13.3.3
2. REINFORCING BAR WELDING:
AWS D1.4
ACI 318: 18.2.8, 25.5.7,
26.6.4,26.13.1.4,
26.13.3.2, 26.13.3.3
a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN
ASTM A706.─X
b. INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5/16”; NOT
DEFINED IN 2.d OR 2.e X
c. INSPECT ALL OTHER WELDS.X
3. INSPECT ANCHORS CAST IN CONCRETE.─X ACI 318: 17.8.2, 26.7.2,
26.8.2, 26.13.1, 26.13.3.3
4. INSPECT AND TEST ANCHORS POST-INSTALLED IN HARDENED
CONCRETE MEMBERS.(b)
ACI 318: 17.8.2.4, 26.7.2,
26.13.1, 26.13.3.2
a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR
UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED
TENSION LOADS.
X
b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT
DEFINED IN 4.a.X
5. VERIFY USE OF REQUIRED DESIGN MIX.ACI 318: CH.19, 26.4,
26.13.3.2
6. PRIOR TO AND DURING CONCRETE PLACEMENT, FABRICATE
SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR
CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE
CONCRETE.
X ─
ASTM C31
ASTM C172
ACI 318: 26.4, 26.5, 26.12
7. INSPECT CONCRETE AND SHOTCRETE FOR PROPER
APPLICATION TECHNIQUES.X ─ACI 318: 26.5,
26.13, ACI 506: 3.4
8. VERIFY MAINTENANCE OF SPECIFIC CURING TEMPERATURE
AND TECHNIQUES.─X ACI 318: 26.5.3–26.5.5,
26.13.3.3
9. INSPECT PRESTRESSED CONCRETE FOR:
ACI 318: 26.10.2,
26.13.1, 26.13.3.2
a. APPLICATION OF PRESTRESSING FORCES; AND X ─
b. GROUTING OF BONDED PRESTRESSING TENDONS.X ─
10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.─X ACI 318: 26.9, 26.13.1,
26.13.3.3
11. FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR
REINFORCEMENT AT JOINTS CLASSIFIED AS MODERATE OR HIGH
DEFORMABILITY ELEMENTS (MDE OR HDE) IN STRUCTURES
ASSIGNED TO SEISMIC DESIGN CATEGORY D, E OR F, INSPECT
SUCH CONNECTIONS AND REINFORCEMENT IN THE FIELD FOR:
─X ACI 318: 26.13.1.3
12. INSPECT INSTALLATION TOLERANCES OF PRECAST CONCRETE
DIAPHRAGM CONNECTIONS FOR COMPLIANCE WITH ACI 550.5 ─X ACI 318: 26.13.1.3
─
─
─
─
─X
a. REINFORCEMENT IN SPECIAL MOMENT FRAMES,
BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS
AND COUPLING BEAMS.
b. ALL OTHER REINFORCEMENT.
─
d. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES
IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND
BOUNDARY ELEMENTS AND COUPLING BEAMS OF SPECIAL
STRUCTURAL WALLS OF CONCRETE AND SHEAR
REINFORCEMENT.
X ─
e. SHEAR REINFORCEMENT.X ─
ACI 318: 17.8.2, 26.7.2,
26.13.1, 26.1 3.3.2
─X
a. INSTALLATION OF THE EMBEDDED PARTS X ─
b. COMPLETION OF THE CONTINUITY OF REINFORCEMENT
ACROSS JOINTS X ─
c. COMPLETION OF CONNECTIONS IN THE FIELD X ─
ACI 550.5
13. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF
TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO
REMOVAL OF SHORES AND FORMS FROM BEAMS AND
STRUCTURAL
─X ACI 318: 26.10.2,
26.11.2, 26.13.3.3
14. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS
OF THE CONCRETE MEMBER BEING FORMED ─X ACI 318: 26.11.1.2(b),
26.13.3.3
SPECIAL INSPECTION AND TESTING
1. ALL WORK SHALL BE IN CONFORMANCE WITH ANY AND ALL TESTING, INSPECTION, QUALIFICATION, AND QUALITY
ASSURANCE PROVISIONS AS REQUIRED BY THE CALIFORNIA BUILDING CODE AND ANY APPLICABLE STANDARDS
(LATEST ADOPTED EDITION OF CURRENT CBC).
2. AN APPROVED TESTING AND INSPECTION AGENCY, RETAINED BY OWNER AND SATISFACTORY TO AOR/SEOR AND
GOVERNING CODE AUTHORITY, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BY THIS CONTRACT
AND IN ACCORDANCE WITH APPLICABLE CODE'S REQUIREMENTS. LABORATORIES CONDUCTING ANY SPECIAL
INSPECTION, TESTING, OR OBTAINING, HANDLING, PREPARING, PROTECTING, TRANSPORTING OR STORING OF
SAMPLES MUST BE ACCEPTED BY THE DSA LABORATORY EVALUATION AND ACCEPTANCE (LEA) PROGRAM. THESE
SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS REQUIRED BY CBC SECTION 110. AN
APPROVED TESTING AND INSPECTION AGENCY IS A RECOGNIZED AGENCY REGULARLY ENGAGED IN CONDUCTING
TESTS AND/OR FURNISHING INSPECTION SERVICES, WHERE SUCH AGENCY HAS BEEN APPROVED BY THE
GOVERNING CODE AUTHORITY.
3. THE APPROVED TESTING AND INSPECTION AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND
TESTS AND SHALL FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY
AND THE AOR/SEOR. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTED WAS OR WAS NOT
COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT
TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF NOT CORRECTED, THE DISCREPANCIES
SHALL BE BROUGHT TO THE ATTENTION OF THE GOVERNING CODE AUTHORITY AND THE ARCHITECT (STRUCTURAL
ENGINEER) PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED
SPECIAL INSPECTIONS AND TESTS, AND CORRECTION OF DISCREPANCIES, SHALL BE SUBMITTED UPON
COMPLETION OF THAT PHASE OF WORK.
4. APPROVED TESTING AND INSPECTION AGENCY SHALL PERFORM SPECIAL INSPECTIONS AND TESTINGS IN
ACCORDANCE WITH CBC SECTION 1705 AND WITH THIS SECTION FOR THE FOLLOWING WORK. SEE PROJECT
SPECIFICATIONS FOR ADDITIONAL TESTING AND INSPECTION REQUIREMENTS.
A. STEEL CONSTRUCTION: PER TABLE 1705.2.1 OF CBC
B. CONCRETE CONSTRUCTION: PER ATTACHED TABLE 1705.3 OF CBC
5. STRUCTURAL STEEL:
(i)ALL WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS) STRUCTURAL
WELDING CODE FOR STEEL AWS D1.1.
(ii)WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE SUB MITTED TO THE ENGINEER FOR APPROVAL,
PRIOR TO THE BEGINNING OF WELDING OPERATIONS. THE WPS SHALL INCLUDE THE WELDING PARAMETERS
RECOMMENDED BY THE ELECTRODE MANUFACTURER.
SEE AWS D1.1 APPENDIX E, FORM E-1. JOINT DETAILS TO SUIT EXISTING CONDITIONS. THE WELDING
ELECTRODE MANUFACTURER'S SPECIFICATIONS SHALL BE ATTACHED TO THE WPS. ALL WELDERS AND
INSPECTORS SHALL BE INFORMED OF THE WPS AND SHALL RETAIN A COPY.
(iii)SEE AWS FOR PREQUALIFIED SMAW WPS'S.
(iv)SEE AWS FOR PREQUALIFIED FCAW WPS'S.
(v)WELDING TO BE DONE BY WELDERS CERTIFIED BY AWS.
(vi)ONLY SHIELDED METAL ARC WELDING (SMAW) WITH LOW HYDROGEN ELECTRODES OR FLUX CORE ARC
WELDING (FCAW), EITHER GAS SHIELDED OF SELF SHIELDED, SHALL BE USED. FOR SMAW, THE TYPICAL
REQUIREMENTS SHALL BE ACCORDING TO NOTE #3 ABOVE. WELDING PROCEDURES SHALL MEET THE
REQUIREMENTS OF AWS D1.1 4.6.2, OR SHALL BE QUALIFIED BY TEST. FOR FCAW, THE TYPICAL REQUIREMENTS
SHALL BE ACCORDING TO NOTE
#5 ABOVE. THE WELDING PROCEDURE SHALL MEET THE REQUIREMENTS OF AWS D1.1.
(vii)INDIVIDUAL WELDS SHALL BE CARRIED CONTINUOUSLY TO COMPLETION BEFORE THE JOINT IS ALLOWED TO
COOL BELOW THE MINIMUM SPECIFIED PREHEAT AND INTERPASS TEMPERATURE.
(viii) AT ALL COMPLETE PENETRATION WELDS, WELD BEADS SHALL BE PEENED AFTER EACH PASS, WITH THE
EXCEPTION OF THE ROOT PASS AND THE SURFACES PASSES, AS FOLLOWS:
TURN SLAG GUN 90 DEG. AND MAKE A MINIMUM OF 4 PASSES WITH DULL CHISEL.
(ix)PREHEATING IS REQUIRED ON ALL TACK WELDS NOT INCORPORATED INTO FINAL WELDS. SEE AWS D1.1.
(x)FOR BEAM FLANGE REINFORCEMENT PLATES, THE ROLLING DIRECTION OF GRAIN SHALL BE INDICATED ON
THE PLATE AND INSTALLED SO THAT THE GRAIN DIRECTION IS PARALLEL TO THE LONGITUDINAL AXIS OF THE
MEMBER.
(xi)FULL TIME VISUAL INSPECTION BY AN AWS QC-1 QUALIFIED INSPECTOR IS REQUIRED FOR ALL WELDING.
(xii)100% ULTRASONIC WELD TESTING BY THE INSPECTOR IS RE QUIRED FOR ALL COMPLETE-JOINT-PENETRATION
WELDS.
(xiii) AMPERAGE, VOLTAGE, POLARITY AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE
WITH THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS.
(xiv) REMOVE BACKUP BARS AND WELD TABS AT ALL FLANGE COMPLETE-JOINT-PENETRATION (CJP) WELDS AT
DUCTILE MOMENT FRAME CONNECTIONS. TYPICAL UNLESS NOTED OTHERWISE.
6.COLD-FORMED STEEL FRAMING:
PERIODIC SPECIAL INSPECTION IS REQUIRED DURING WELDING OPERATION OF ELEMENTS OF THE SLRS.
PERIODIC INSPECTION IS REQUIRED FOR SCREW ATTACHMENT, BOLTING, ANCHORING AND OTHER FASTENING OF
COMPONENTS WITHIN THE SFRS, INCLUDING STRUTS, BRACES, AND HOLD-DOWNS.
7.MECHANICAL AND ELECTRICAL COMPONENTS:
SPECIAL INSPECTION FOR MECHANICAL AND ELECTRICAL EQUIPMENT AS FOLLOWS:
(i) PERIODIC SPECIAL INSPECTION IN REQUIRED DURING THE ANCHORAGE OF ELECTRICAL EQUIPMENT FOR
EMERGENCY OR STANDBY POWER SYSTEMS.
(ii)PERIODIC SPECIAL INSPECTION IS REQUIRED DURING THE INSTALLATION OF VIBRATION ISOLATION SYSTEM
WHERE THE CONSTRUCTION DOCUMENTS REQUIRED A NOMINAL CLEARANCE OF 0.25 INCH OR LESS
BETWEEN THE EQUIPMENT AND THE SUPPORT FRAME AND RESTRAINT.
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
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
12" = 1'-0"
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
GENERAL NOTES
S1.0.3
MCGUFF
03/11/25
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. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
FOR STRAIGHT BAR
EMBEDMENT USE
DEVELOPMENT
LENGTH Ld FACE OF
CONCRETE
FACE OF CONC OR
CONSTRUCTION JOINT
TYPICAL EMBEDMENT DETAILS
(3" CLR AT BOT OF FTG)
2" CLR
(3" CLR AT BOT OF FTG)
2" CLR
1
6 MIN SLOPE
TYPICAL OFFSET BEND (UNO)
LAP SPLICE LENGTH
PER SCHEDULE
TYPICAL LAP SPLICE DETAIL
FACE OF
CONCRETE
OFFSET BEND
WHERE OCCURS/
REQUIRED
CONTACT LAP SPLICE
NON-CONTACT LAP SPLICE
db
db
Lst
1d
b
MI
N
Lst
/5
O
R
6
"
M
A
X
4db
(2 1/2" MIN)
12
d
b
db
db
REINF CLEAR COVER
AND CLEAR SPACING
SPACING
CLEARDIM "a"
DI
M
"
b
"
CLEAR COVER=
LEAST OF DIM "a"
& DIM "b"
MINIMUM INSIDE
BEND DIAMETER:
6db (3# THRU 8#)
8db (9# THRU 11#)
10db (14# THRU 18#)
PE
R
G
E
N
E
R
A
L
N
O
T
E
S
SP
E
C
I
F
I
E
D
C
L
E
A
R
C
O
V
E
R
(3" CLR AT BOT OF FTG)
2" CLR
Ld
Ldh
Ldt
STRAIGHT BAR DEVELOPMENT LENGTH (Ld) SCHEDULE (IN)
LONGITUDINAL
REINFORCEMENT
GRADE
LONGITUDINAL
REINFORCEMENT
CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c)
SIZE DIAMETER 3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
GRADE 60
(60 KSI)
#6 0.750
#7 0.875
#8 1.000
#9 1.128
#10 1.270
#11 1.410
DEVELOPMENT LENGTH SCHEDULE NOTES:
1. THIS SCHEDULE IS BASED ON DEVELOPMENT LENGTH FOR 1.0 x REINFORCEMENT YIELD STRENGTH
NOT CONSIDERING THE EFFECT OF CONFINING REINFORCEMENT.
2. FOR HOOKED BARS AND HEADED DEFORMED BARS, CONDITION NOTED IN TABLE FOR SIDE COVER
ALSO APPLIES TO HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE COVER NORMAL
TO PLANE OF HOOK ≥2.5 INCHES.
3. FOR HOOKED BARS AND HEADED DEFORMED BARS, WHERE SIDE COVER NORMAL TO PLANE OF
HOOK IS LESS THAN 6 db OR WHERE HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE
COVER NORMAL TO PLANE OF HOOK IS LESS THAN 2.5 INCHES, MULTIPLY THE TABULATED
DEVELOPMENT LENGTH BY 1.25.
4. HOOKED OR HEADED DEFORMED BAR MAY BE USED WHERE STRAIGHT DEVELOPMENT CAN NOT BE
ACHIEVED.
5. db IS NOMINAL DIAMETER OF REINFORCEMENT.
6. FOR LIGHT-WEIGHT CONCRETE, MULTIPLY TABULATED DEVELOPMENT LENGTH FOR STRAIGHT
DEVELOPMENT LENGTH AND STANDARD HOOKED LENGTH BY 1.33.
7. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT.
8. THESE TABLES DO NOT APPLY TO SPECIAL REINFORCED CONCRETE SHEAR WALLS.
9. TOP BARS AS NOTED IN THE SCHEDULE REFERS TO HORIZONTAL REINFORCING WITH MORE THAN
12" OF CONCRETE PLACED BELOW REINFORCING BAR.
10. HEADED DEFORMED BARS SHALL BE HRC 555 (ICC ESR-2935) OR APPROVED EQUIVALENT.
#5 0.625
STANDARD HOOK (90° OR 180°) DEVELOPMENT LENGTH (Ldh) SCHEDULES (IN)
LONGITUDINAL
REINFORCEMENT
GRADE
LONGITUDINAL
REINFORCEMENT
CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c)
SIZE DIAMETER 3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
GRADE 60
(60 KSI)
#6 0.750
#7 0.875
#8 1.000
#9 1.128
#10 1.270
#11 1.410
HEADED DEFORMED BAR DEVELOPMENT LENGTH (Ldt) SCHEDULE (IN)
LONGITUDINAL
REINFORCEMENT
GRADE
LONGITUDINAL
REINFORCEMENT
CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c)
SIZE DIAMETER 3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
GRADE 60
(60 KSI)
#6 0.750
#7 0.875
#8 1.000
#9 1.128
#10 1.270
#11 1.410
#5#5 0.625 0.625
REINFORCEMENT CLEAR SPACING ≥5db
AND
REINFORCEMENT CLEAR COVER ≥2.5db
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
TOP BARS OTHER BARS
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
CONCRETE STRENGTH (f'c)
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
TOP BARS TOP BARSOTHER BARS OTHER BARS
REINFORCEMENT CLEAR SPACING ≥3.0db
AND
REINFORCEMENT CLEAR COVER ≥1.4db
db ≤REINFORCEMENT CLEAR SPACING < 3.0db
OR
SPECIFIED CLEAR COVER ≤REINFORCEMENT CLEAR COVER < 1.4db
LAP SPLICE (Lst) SCHEDULE (IN)
LONGITUDINAL
REINFORCEMENT
GRADE
LONGITUDINAL
REINFORCEMENT
CONCRETE STRENGTH (f'c)CONCRETE STRENGTH (f'c)
SIZE DIAMETER 3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
GRADE 60
(60 KSI)
#6 0.750
#7 0.875
#8 1.000
#9 1.128
#10 1.270
#11 1.410
#5 0.625
REINFORCEMENT CLEAR SPACING ≥5db
AND
REINFORCEMENT CLEAR COVER ≥2.5db
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
TOP BARS OTHER BARS
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
CONCRETE STRENGTH (f'c)
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
3,000
PSI
4,000
PSI
5,000
PSI
6,000
PSI
7,000
PSI
8,000
PSI
TOP BARS TOP BARSOTHER BARS OTHER BARS
REINFORCEMENT CLEAR SPACING ≥2.5db
AND
REINFORCEMENT CLEAR COVER ≥1.25db
db ≤REINFORCEMENT CLEAR SPACING < 2.5db
OR
REINFORCEMENT CLEAR COVER < 1.25db
CENTER-TO-CENTER SPACING OF
HOOKED BAR < 6db ; AND,
SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db
(SEE NOTES 3 & 4)
CENTER-TO-CENTER SPACING OF
HOOKED BAR ≥6db ; AND,
SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db
(SEE NOTES 3 & 4)
CENTER-TO-CENTER SPACING OF
5db ≤HEADED DEFORMED BAR < 6db ; AND,
SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db
(SEE NOTES 3 & 4)
CENTER-TO-CENTER SPACING OF
HEADED DEFORMED BAR ≥6db ; AND,
SIDE COVER (NORMAL TO PLANE OF HOOK) ≥6db
(SEE NOTES 3 & 4)
LAP SPLICE SCHEDULE NOTES:
1. THIS SCHEDULE IS BASED ON LAP SPLICE FOR 1.0 x REINFORCEMENT YIELD STRENGTH NOT
CONSIDERING THE EFFECT OF CONFINING REINFORCEMENT.
2. REINFORCEMENT CLEAR COVER FOR STRAIGHT BAR DEVELOPM ENT IS BASED ON THE SMALLER
VALUE ON BOTH SIDES.
3. FOR HOOKED BARS AND HEADED DEFORMED BARS, CONDITION NOTED IN TABLE ABOVE FOR SIDE
COVER ALSO APPLIES TO HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE COVER
NORMAL TO PLANE OF HOOK ≥2.5 INCHES.
4. FOR HOOKED BARS AND HEADED DEFORMED BARS, WHERE SIDE COVER NORMAL TO PLANE OF
HOOK IS LESS THAN 6 db OR WHERE HOOKED BARS TERMINATING INSIDE COLUMN CORE WITH SIDE
COVER NORMAL TO PLANE OF HOOK IS LESS THAN 2.5 INCHES, MULTIPLY THE TABULATED
DEVELOPMENT LENGTH BY 1.25.
5. MECHANICAL SPLICE TYPE 2 MAY BE USED IN LIEU OF STRAIGHT LAP SPLICE BARS.
MECHANICAL SPLICES SHALL BE nVENT (IAMPO ER-0129) OR APPROVED EQUIVALENT
AND SHALL COMPLY WITH REQUIREMENTS OF ACI 318.
6. db IS NOMINAL DIAMETER OF REINFORCEMENT.
7. FOR LIGHT-WEIGHT CONCRETE, MULTIPLY TABULATED DEVELOPMENT LENGTH FOR STRAIGHT
DEVELOPMENT LENGTH AND STANDARD HOOKED LENGTH BY 1.33.
8. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT.
9. THESE TABLES DO NOT APPLY TO SPECIAL REINFORCED CON CRETE SHEAR WALLS.
10. TOP BARS AS NOTED IN THE SCHEDULE REFERS TO HORIZONTAL REINFORCING WITH MORE THAN 12"
OF CONCRETE PLACED BELOW REINFORCING BAR.
11. WHERE BARS OF DIFFERENT SIZES ARE LAP SPLICED, SPLICE LENGTH SHALL BE THE LARGER OF THE
DEVELOPMENT LENGTH OF THE LARGER BAR AND THE LAP SPLICE LENGTH OF THE SMALLER BAR.
12. LAP SPLICES SHALL NOT BE USED FOR BARS LARGER THAN #11.
13. LAP SPLICES OF BARS IN A BUNDLE SHALL BE BASED ON THE LAP SPLICE LENGTH REQUIRED FOR
INDIVIDUAL BARS WITHIN A BUNDLE. INCREASE 20 PERCENT FOR THREE-BAR BUNDLE, AND 33
PERCENT FOR FOUR-BAR BUNDLE. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP.
ENTIRE BUNDLES SHALL NOT BE LAP SPLICED.
#4
#4
#4 #4
0.500
22
26
38
43
49
55
18
61
19
23
33
37
42
47
15
53
17
20
29
34
38
43
14
47
16
19
27
31
35
39
13
43
14
17
25
28
32
36
12
40
14
16
23
27
30
34
12
37
17
20
29
33
38
42
14
47
15
18
25
29
33
37
12
41
16
23
26
29
33
36
14
21
24
27
30
33
14
19
22
25
28
31
14
18
21
23
26
29
31
37
54
62
69
78
25
87
27
32
47
53
60
68
22
75
24
29
42
48
54
61
19
67
22
26
38
44
49
55
18
61
20
24
35
40
46
51
16
57
19
23
33
38
43
48
15
53
24
29
42
47
53
60
19
67
21
25
36
41
46
52
17
58
19
22
32
37
42
47
15
52
17
20
30
34
38
43
14
47
16
19
27
31
35
40
13
44
15
18
26
29
33
37
12
41
54
65
94
107
121
136
43
151
47
56
81
93
105
118
37
131
42
50
73
83
94
106
34
117
38
46
67
76
86
96
31
107
35
42
62
70
79
89
28
99
33
40
58
66
74
84
27
93
33
42
50
72
83
93
116
36
43
63
72
81
91
29
101
32
39
56
64
72
81
26
90
30
35
51
59
66
74
24
82
27
33
48
54
61
69
22
76
26
31
45
51
57
64
21
71
12 12 12 12
13 12 12 12
105
0.500
28
34
49
56
63
71
23
79
25
29
43
49
55
62
20
68
22
26
38
44
49
55
18
61
20
24
35
40
45
50
16
56
19
22
32
37
42
47
16
52
18
21
30
35
39
44
16
48
22
26
38
43
49
55
18
61
19
23
33
37
42
47
16
53
20
29
34
38
43
47
19
27
31
35
39
43
17
25
28
32
36
40
16
23
27
30
34
37
40
48
70
80
90
101
32
112
35
42
61
69
78
88
28
97
31
37
54
62
70
79
25
87
29
34
50
57
64
72
23
80
26
32
46
52
59
66
21
74
25
30
43
49
55
62
20
69
31
37
54
62
69
78
25
87
27
32
47
53
60
68
22
75
24
29
42
48
54
61
19
67
22
26
38
44
49
55
18
61
20
24
35
40
46
51
16
57
19
23
33
38
43
48
16
53
70
84
122
139
157
177
56
196
61
73
106
121
136
153
49
170
54
65
95
108
122
137
44
152
50
59
86
99
111
125
40
139
46
55
80
91
103
116
37
129
43
52
75
86
96
108
35
120
43
54
65
94
107
121
151
47
56
81
93
105
118
37
131
42
50
73
83
94
106
34
117
38
46
67
76
86
96
31
107
35
42
62
70
79
89
28
99
33
40
58
66
74
84
27
93
16 16 16 16
17 16 16 16
136
0.500
13
17
21
26
31
37
10
43
12
16
20
24
29
35
9
41
12
15
19
24
28
33
9
39
12
15
19
23
27
33
8
38
11
14
18
21
25
30
8
35
10
13
16
20
24
28
7
33
8
11
14
16
20
23
6
27
8
10
13
15
18
22
6
26
10
12
15
18
21
25
10
12
15
17
21
24
9
11
14
16
19
22
8
10
13
15
18
21
6 6 6 6
8 7 7 7
0.500
10
13
16
19
23
27
7
32
9
12
15
18
22
26
7
30
9
11
14
17
21
25
6
29
9
11
14
17
20
24
6
28
8
10
13
16
19
22
6
26
8
10
12
15
18
21
6
24
8
10
12
14
17
20
8
9
11
14
16
19
7
9
11
13
16
18
7
9
11
13
15
18
7
8
10
12
14
17
6
8
9
11
13
15
6
6
6
6
6
6
6
6
6
6
6
6
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
As
indicated
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
TYPICAL CONCRETE DETAILS
S1.1.1
MCGUFF
01/02/25
SCALE: 1" = 1'-0"S1.1.1
TYPICAL REINFORCEMENT DEVELOPMENT LENGTH AND LAP SPLICE SCHEDULES 1
DETAIL ID: CON-RBAR-01
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
TYPICAL ANCHOR INSTALLATION DESIGN AND TEST VALUES
BOLT DIAMETER
MIN EFFECTIVE EMBEDMENT
MIN HOLE DEPTH
3/8"
2"
2 3/4"
MIN MEMBER THICKNESS 4"
INSTALLATION TORQUE
CARBON STEEL 30 FT-LBS
1/2"
2"
2 3/4"
4"
5/8"
3 1/4"
4 1/4"
5"
3/4"
3 3/4"
4 3/4"
6"
3 1/4"
4 1/4"
6"
4"
4 3/4"
6"
4 3/4"
5 3/4"
8"
50 FT-LBS 40 FT-LBS 110 FT-LBS
ANCHOR AT WALL OR SLAB
1" MIN HOLE DEPTH
USE STEEL
PIECE AS
TEMPLATE
ANCHOR RELOCATION DETAIL
RELOCATE HOLE
SLIGHTLY 1/4
1/4 OPPOSITE
EDGES
EDGE OF STEEL PLATE
3" SQx1/4" PLATE
NOTES:
RELOCATE BOLT IF REQ'D TO CLEAR
REINFORCING STEEL.
UNLESS NOTED/ REFERENCED ON THE
DETAILS/DRAWINGS, POST INSTALLED
ANCHORS SHALL BE USED TO REPLACE
CAST-IN-PLACE ANCHORS
CONC
NOTES:
1. ALLOWABLE EXPANSION ANCHOR TYPES: HILTI KB-TZ2 (ICC ESR-4266).
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
MINIMUM 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 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 EXPANSION TYPE ANCHOR BOLTS SHALL BE USED ONLY WHERE DETAILED OR FOR ATTACHMENT OF MECH,
ELECTRICAL, 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.
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. USE STAINLESS STEEL ANCHORS FOR CONDITIONS EXPOSED BUILDING EXTERIOR, MOISTURE, AND WHERE SPECIFIED.
INSTALLATION TORQUE
STAINLESS STEEL 30 FT-LBS 40 FT-LBS 60 FT-LBS 125 FT-LBS
EMBEDMENT
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
REINF BAR REINF BAR
BACK-UP
ANGLE
1/8"
60°
REINF BAR REINF BAR
BACK-UP
ANGLE
1" MIN
PER SCHED
WELD LENGTH 1" MIN
SECTION
REINF
BAR
MIN
1/16"
STRUCTURAL
STEEL
STL PL
NOTES:
1. WELDING OF REINFORCING STEEL:
FIELD WELDING OF REINFORCING SHALL BE PERFORMED BY WELDERS SPECIFICALLY CERTIFIED FOR
REINFORCING STEEL. PRIOR TO WELDING, THE CARBON EQUIVALENT (CE) OF STEEL SHALL BE
DETERMINED. A CERTIFIED MILL TEST REPORT WILL SATISFY THIS REQUIREMENT. REINFORCING STEEL
WHOSE CE CANNOT BE IDENTIFIED OR WHOSE CE EXCEEDS 0.75% SHALL NOT BE WELDED. REINFORCING
STEEL SHALL BE PREHEATED ACCORDING TO AWS REQUIREMENTS.
IN ADDITION, STEEL WITH CE BETWEEN 0.66% and 0.75% SHALL BE WELDED ONLY WHERE PRIOR
QUALIFICATION TESTS VERIFY ACCEPTABLE WELDABILITY. CARBON EQUIVALENCY DETERMINATION IS
WAIVED FOR REINFORCING STEEL CONFORMING TO ASTM A706.
2. WELDING OF REBAR PERMITTED WHERE SPECIFICALLY DETAILED PER DRAWINGS.
3. PRIOR APPROVAL BY SEOR REQUIRED WHERE REBAR WELDING IS REQUESTED BY GC.
4. VERIFY WITH THE GOVERNING AGENCY THAT WELDS ARE PREQUALIFIED BEFORE PROCEEDING WITH THE
WORK. GC IS RESPONSIBLE FOR REQUIRED TESTS NEEDED FOR QUALIFICATION.
5.#8 BAR & LARGER SHALL BE BUTT WELDED.
6.NO WELDING WITHIN 1" OF BEGINNING OF BAR BEND.
LAP WELD SCHEDULE
BAR SIZE WELD
DIAGRAM
WELD LENGTH
(EACH SIDE)
#3
#4
#5
#6
#7
2"
3 "
3 1/2"
4 1/2"
5"
BUTT WELD
SECTIONSECTION
REBAR TO REBAR
REBAR TO REBAR REBAR PARALLEL TO
STRUCTURAL STEEL
A1
C1
C1
D
WELD W/ LOW
HYDROGEN
ELECTRODES
SEE SCHED
BELOW (TYP)
REBAR PERPENDICULAR TO
STRUCTURAL STEEL
LOW
HYDROGEN
ELECTRODES
COMPLETE
PENETRATION
REINF BAR
MAX
1/8"
CHIP OR GRIND ROOT TO
SOUND METAL BEFORE
WELDING SECOND SIDE
HORIZ OR VERT BAR
1" MIN
PER SCHED
WELD LENGTH
1" MIN
REINF BAR
B1
B1
REBAR PARALLEL TO
STRUCTURAL STEELA B C
D
E
A1 B1
C1
A1
B1
A1
MIN
1/16"
MAX
1/8"
45°
#8
#9
#10
5 1/2"
6 1/2"
7"
B1
MIN
1" CLR
db/3
db/3db
db/3
db
BUTT WELD
6" MIN, STAGGER
OVERLAPS AT
ADJACENT TIES
CIRCULAR TIE COLUMN AND BEAM TIE ALTERNATE BEAM
STIRRUP
STANDARD
HOOK (TYP)
STAGGER 90º AND
135º HOOKS AT
ADJACENT TIES
90º BEND 180º BEND135º BEND
NOTES:
1. MINIMUM INSIDE BEND DIAMETER:
4db FOR #3 TO #5
6db FOR #6 TO #8
2. CONTINUOUS LONGITUDINAL BAR SHALL BE LOCATED AT INSIDE RADIUS OF ALL
HOOKS AND BARS.
db
db
4 db
(2 1/2" MIN)
MINIMUM INSIDE
BEND DIAMETER
6db(3"
M
I
N
)
6db OR 3" MIN (#3 TO #5)
12db (#6 TO #8)
MAX
45°
#4@12" OC
EDGE OF SLAB A
1
1
FIRST POUR
60'-0" MAX
SECOND POUR
60'-0" MAX
CONSTRUCTION JOINT B CONTROL JOINT
SAWCUT
CONTROL JOINT
NOTE:
SAWCUT SHALL BE PERFORMED AS SOON AS SLAB WILL ACCEPT CUT
WITHOUT RAVELING OR 12 HOURS AFTER POUR, WHICHEVER
OCCURS FIRST.
C
CURBS AND DEPRESSIONS D
CONC CURB
WHERE OCCURS
PER ARCH
SIZE, LOCATION AND
EXTENT OF CURBS, PER
ARCH DWGS
(WHERE OCCURS)
1'-0"
1' - 0"
2' - 6"1" COVER
PER PLANS
MIN
8"
1' - 0" 6"6" 1' - 0"
5" MAX
CLR
2"
CLR
3"
8"
EQEQ
(U
N
O
)
FINISH GRADE
PER CIVIL/ARCH
CONT #4
ADDED BAR
CONT SHEAR KEY
1 1/2" DEEP
(4" MIN)
SEE ARCH
MIN
1' - 0"
MIN
1' - 0"
EQ EQ
(8" MAX)
SEE ARCH
STANDARD HOOK
SEE FOR BALANCE
OF INFO NOT SHOWN
NOTE:
SIZE, LOCATION AND EXTENT OF CURBS AND
DEPRESSIONS PER ARCH DWGS.
EQ
EQ
d/4
d
8
S1.1.2
NOTES:
1.COORDINATE WIDTH, HEIGHT AND LOCATION OF
CURBS WITH ARCHITECTURAL DRAWINGS.
2. SLAB-ON-GRADE REINF NOT SHOWN FOR
CLARITY. REFER TO PLAN FOR REQUIRED
REINFORCING.
#4 @12"OC
(2)#4 CONT
PER PLAN
(8" MAX)
SEE ARCH
8"
UNO
4" MIN
EQ EQ
ADDED #4
ROUGHEN
SURFACE
CLR
3"
EQEQ
LAP
18" MIN
SAWCUT AND REMOVE EXISTING
SLAB AS REQUIRED FOR
INSTALLATION OF UTILITY LINES
(E)SOG
CONCRETE SLAB SEE NOTE 5
4" MIN
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.
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
As
indicated
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
DETAILS
S1.1.2
MCGUFF
11/22/24
RB
SCALE: 1" = 1'-0"S1.1.2
TYPICAL HILTI CONCRETE EXPANSION ANCHOR DETAIL 2
DETAIL ID: CON-HILTI-01
SCALE: 1" = 1'-0"S1.1.2
TYPICAL HILTI EPOXY DOWEL ANCHOR DETAIL 4
DETAIL ID: CON-HILTI-03
SCALE: 12" = 1'-0"S1.1.2
TYPICAL WELDED REINFORCING BARS DETAILS 6
DETAIL ID: CON-RBAR-02
SCALE: 1" = 1'-0"S1.1.2
TYPICAL REBAR STIRRUP, TIE AND HOOP BEND DETAILS 7
DETAIL ID: CON-RBAR-03
SCALE: 1" = 1'-0"S1.1.2
TYPICAL SLAB-ON-GRADE DETAILS 12
DETAIL ID: CON-SOGD-03
SCALE: 1" = 1'-0"S1.1.2
TYPICAL CURB-ON-GRADE DETAIL 8
DETAIL ID: CON-PDCB-02
SCALE: 1 1/2" = 1'-0"S1.1.2
TYPICAL TRENCH AT (E) SLAB ON GRADE 14
DETAIL ID: ECON-TRENCH-01
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
OPEN
SILL PER
SCHEDULE
LATERAL BRIDGING
WHERE REQUIRED
PER TYPICAL DETAIL
NOTES:
1. REFER TO S00 SERIES FOR GENERAL NOTES.
2. PROVIDE 16 GA STUDS MINIMUM WHERE EQUIPMENTS, CABINETS,
ELECTRICAL PANELS, ETC ARE ATTACHED TO STUDS.
REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL
DRAWINGS FOR LOCATIONS. PROVIDE BACKING PER TYPICAL DETAIL.
3. WHERE WALLS HAVE CABINETS / CASEWORK ON BOTH SIDES, USE
SPACING 12" OC WHERE 16" OC CALLED OUT.
4. TOP & BOTTOM TRACK SIZE TO MATCH WALL STUDS. TOP & BOTTOM TRACK
SHALL BE 1 GAUGE HEAVIER THAN 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 TRACK S.
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.
8. INTERIOR STUD WALLS ARE DESIGNED TO LIMIT STUD DEFLECTION TO L/240,
WHERE L IS DEFINED AS THE STUD SPAN BETWEEN LATERALLY RESTRAINED
POINTS.
9. METAL STUD SIZES ARE IDENTIFIED AS NOTED BELOW:
DIAGRAMATIC INTERIOR METAL STUD WALL ELEVATION
INTERIOR METAL STUD
WALL SCHEDULE
STUD
DEPTH
STUD
DESIGNATION
3 5/8"362S162-33 @ 16" OC
8"800S162-43 @ 16" OC
600 S 162 -54
INDICATES SECTION THICKNESS
(54 = 16GA)
INDICATES FLANGE WIDTH
(162 / 100 = 1 5/8")
INDICATES MEMBER DEPTH
(600 / 100 = 6 INCHES)
INDICATES STUD (S) OR
TRACK (T) SECTION
NOTE: REFER TO ARCHITECTURAL DRAWINGS FOR
SPECIFIC INTERIOR WALL LAYOUT AND GEOMETRY.
STUD SIZE PER
PLAN AND SCHEDULE
OPEN
HEADER PER
SCHEDULE
BOTTOM TRACK
CONC CURB
WHERE OCCURS
PER ARCH DWG
(E)CONC OR
SLAB-ON-GRADE
UNDERSIDE OF SLAB
PER SCHEDULE
STUD HEIGHT 'H'
WALL MOUNTED MEP UNIT,
ARCH COMPONENT, ETC.
PER MECH/ARCH DWGS
SEE TYPICAL DETAILS FOR
REQUIRED WALL ASSEMBLY
AND WEIGHT LIMITATIONS
BACKING (T&B)
PER TYPICAL DETAIL
TYPICAL BOTTOM TRACK AND CONNECTION TO SLAB:
CONT XXXT150 BOTTOM TRACK
ONE GAUGE HEAVIER THAN VERT STUDS (16 GA MIN)
WITH #10 SMS EA FLANGE EA STUD
PROVIDE 0.157" DIA HILTI X-U PAF WITH 1" EMBED
@ 32" OC MAX STAGGERED (ICC ESR-2269) UNO
MAX HEIGHT
'H'
12'-0"
30'-0"
INTERIOR WALL OPENING SCHEDULE
MAX STUD
HEIGHT 'H'
7'-6"
MAXIMUM WALL
OPENING WIDTH JAMB SIZE HEADER SIZE SILL SIZE
4'-0"362S162-33 (2) 362T200-43
(1) 362S200-43 362T150-33
7'-6"6'-0"(2) 362S162-33 362T150-33
7'-6"12'-0"(3)800S162-43 800T150-54
PUNCHOUT NO CLOSER THAN DEPTH
OF HEADER TO CONNECTION (TYP)
JAMB PER
SCHEDULE
PROVIDE 0.157" DIA HILTI X-U PAF
WITH 1" EMBED @ 16" OC MAX
WHERE WALL MOUNTED UNIT FOR
ARCH COMPONENTS OCCURS
TOP TRACK PER
TYP
1g
S1.1.4
S1.1.4
1e
NOTE: COORDINATE WALL THICKNESS WITH ARCH. SIZES
SHOWN IN SCHEDULE ARE MIN REQUIREMENTS. IT IS
PERMITTED TO INCREASE DEPTH OF STUD PROVIDED
THAT STUD GAUGE AND SPACING MATCH REQUIREMENTS
SHOWN IN SCHEDULE
JAMB
TYPE
a1
a2
a4
(2) 362T200-54
(1) 362S200-54
(2) 800T150-54
(1) 800S162-54
HEADER
TYPE
c2
c2
c3
SILL
TYPE
b1
b1
b1
JAMB SECTION CONFIGURATIONa
SINGLE-STUD JAMB DOUBLE-STUD JAMB
(BACK-TO-BACK)
(T&B)
1" MAX
2-12
2-126" AT
BOTH ENDS
TYP
DOUBLE-STUD JAMB
(BOXED)
TRIPPLE-STUD JAMB
(BOXED)
(2) #10 SMS @ 12" OC
(FULL-HEIGHT) IN LIEU
OF WELDING CONN
1 2 3 4
SILL
PER SCHEDULE
SINGLE SILL
SILL-TO-JAMB CONNECTIONb
L2x2x14 GA (T&B) x
STUD DEPTH W/
(3)#10 SMS EA LEG
BACK-TO-BACK JAMB
STUDS PER DETAIL
BOXED SILL
(T+S SECTIONS)
SILL
PER SCHEDULE
WHERE BACK-TO-BACK JAMB OCCURS
CAP OPENING SIDE OF JAMB WITH A SECTION
OF TRACK (XXXT150-54)
EXTEND TRACK 12" PAST TOP AND BOTTOM
OF OPENING AND ATTACH TO JAMB W/ (1) #10 SMS
@ 6" OC MAX IN EACH LEGEQ
EQ
1/2"
1/2"
1"
BACK-TO-BACK JAMB
STUDS PER DETAIL
L2x2x14 GAx STUD
DEPTH W/ (3)#10 SMS
EA LEG
EQ
EQ
1/2"
1/2"
1"
1 2
SINGLE HEADER
HEADER-TO-JAMB CONNECTIONc
L2x2x14 GAx STUD
DEPTH W/ (3)#10 SMS
EA LEG
FULL-HEIGHT
JAMB STUD
HEADER
PER SCHEDULE
NESTED HEADER
IN-FILL STUDS
(1)#10 SMS
TYP EACH FLANGE
FULL-HEIGHT
JAMB STUD
HEADER
PER SCHEDULE
L2x2x14 GA (T&B) x
STUD DEPTH W/
(3)#10 SMS EA LEG
EQ
EQ
1/2"
1/2"
1"
WHERE BACK-TO-BACK JAMB OCCURS
CAP OPENING SIDE OF JAMB WITH A SECTION
OF TRACK (XXXT150-54)
EXTEND TRACK 12" PAST TOP AND BOTTOM
OF OPENING AND ATTACH TO JAMB W/ (1)#10 SMS
@ 6" OC MAX IN EACH LEG
IN-FILL STUDS
(1)#10 SMS
TYP EACH FLANGE
HEADER
PER SCHEDULE
(2)#10 SMS
@ 16" OC
WHERE BACK-TO-BACK JAMB OCCURS
CAP OPENING SIDE OF JAMB WITH A SECTION
OF TRACK (XXXT150-54)
EXTEND TRACK 12" PAST TOP AND BOTTOM
OF OPENING AND ATTACH TO JAMB W/ (1)#10 SMS
@ 6" OC MAX IN EACH LEG
L2x2x14 GA (T&B) x
STUD DEPTH W/
(3)#10 SMS EA LEG
EQ
EQ
1/2"
1/2"
1"
BOXED HEADER
(BUILD-UP SECTIONS)
(2)#10 SMS
@ 16" OC
1
2 3
JAMB TO BOTTOM TRACK CONNECTIONe
(3) 0.157" DIA HILTI X-U PAF
WITH 1" EMBED INTO CONC
(EA SIDE OF JAMB)
BENT PL 12GA x4"x4"
W/ (4)#10 SMS TO JAMB
(EA SIDE OF JAMB)
#10 SMS
EA FLANGE
EA STUD
EQ
EQ
CL
3/4"
3/4"
TRIPLE-STUD JAMB
(PLAN VIEW)
CL
DOUBLE-STUD JAMB
(PLAN VIEW)
EDGE OF SLAB
WHERE OCCURS
BENT PL 14GA x3"x3" W/
(2) 0.157" DIA HILTI X-U PAF
WITH 1" EMBED INTO CONC
AND (3)#10 SMS TO JAMB
CL
SINGLE-STUD JAMB
(PLAN VIEW)
BENT PL 14GA x3"x3" W/
(2) 0.157" DIA HILTI X-U PAF
WITH 1" EMBED INTO CONC
AND (3)#10 SMS TO JAMB
TYP
2"
TYP
2"
TYPICAL BOTTOM TRACK
ATTACHMENT PER TYPICAL
DIAGRAMMATIC INTERIOR
WALL ELEVATION
TYP
2"
TYP
2"
TYPICAL BOTTOM TRACK
ATTACHMENT PER TYPICAL
DIAGRAMMATIC INTERIOR
WALL ELEVATION
TYP
2"
TYP
2"
#10 SMS
EA FLANGE
EA STUD
NOTE:
BOXED JAMB
IS SIMILAR
#10 SMS
EA FLANGE
TYPICAL BOTTOM TRACK
ATTACHMENT PER TYPICAL
DIAGRAMMATIC INTERIOR
WALL ELEVATION
1 2 3
BLOCKING OR CONT
JOIST
INTERIOR METAL STUD
PER ARCH DWGS
(2) #10 SMS EACH BLKG OR
EACH JOIST
TOP TRACK CONNECTION
TO UNDERSIDE OF FRMGf
NOTE: WHERE (E) BLKG DOES NOT OCCUR
ADD 4x4 BLKG BETWEEN (E) JOISTS
EQ
EQ
1
1
/
2
"
CL
TYP
1/4"
2
1
/
2
"
2 1/2"
TYP CTS-W SLOTTED TRACK WITH
DRIFT SLOTS BY CEMCO (ICC ESR-2012)
ONE GAUGE HEAVIER THAN
VERT STUD (16 GA MIN)
CL
TYP
1/4"
2
1
/
2
"
LOCATION
OF SPLICE
EQ
EQ
1
1
/
2
"
CL
TYP
1/4"
1/
2
"
1"
1/
2
"
2
1
/
2
"
SLOTTED TOP TRACK
DRIFT / SLIP TOP TRACK
SPLICE CONDITION
NOTE:
WALL FINISH TO STOP 1" BELOW THE
BOTTOM OF SLOTTED TRACK TO ALLOW
FOR SLOTTED TRACK DEFLECTION.
CTS-300 SLOTTED TRACK BY CEMCO
(ICC ESR-2012)
ONE GAUGE HEAVIER THAN
VERT STUD (16 GA MIN)
TOP TRACK PROFILEg
2"TYP
3" MAX
EA SIDE
TYPICAL TOP TRACK ATTACHMENT
PER TYPICAL DETAIL f
JAMB WHERE
OCCURS
CENTERLINE OF
#10 SMS EA FLANGE
EA STUD
ONE ADDITIONAL ATTACHMENT
EA SIDE OF JAMB (WHERE OCCURS)
ATTACHMENT SIZE TO MATCH
TYPICAL TOP TRACK ATTACHMENT
PER TYPICAL DETAIL f
4"
TYP
NOTE:
WALL FINISH TO STOP 1" BELOW THE
BOTTOM OF SLOTTED TRACK TO ALLOW
FOR SLOTTED TRACK DEFLECTION.
JAMB WHERE
OCCURS
ONE ADDITIONAL ATTACHMENT
EA SIDE OF JAMB (WHERE OCCURS)
ATTACHMENT SIZE TO MATCH
TYPICAL TOP TRACK ATTACHMENT
PER TYPICAL DETAIL f
CENTERLINE OF
#10 SMS EA FLANGE
EA STUD
TYPICAL TOP TRACK ATTACHMENT
PER TYPICAL DETAIL f
CENTERLINE OF
#10 SMS EA FLANGE
EA STUD
(2) ADDED CONNECTION
TO UNDERSIDE OF DECK
(EA SIDE OF SPLICE)
ATTACHMENT SIZE TO MATCH
TYPICAL TOP TRACK ATTACHMENT
PER TYPICAL DETAIL
AD
D
E
D
VE
R
T
S
T
U
D
AD
D
E
D
VE
R
T
S
T
U
D
3" MAX
3" MAX
2"TYP
f
1
2
3
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
As
indicated
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
METAL STUD DETAILS
S1.1.4
MCGUFF
01/02/25
SCALE: 1/2" = 1'-0"S1.1.4
TYPICAL INTERIOR METAL STUD WALL CONSTRUCTION 1
DETAIL ID: EMST-INTS-01
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
PERPENDICULAR TO JOISTS
KICKER SIZE &
SPACING PER
SECTION
(4)#12 SMS
SCREWS
PARALLEL TO JOISTS
KICKER SIZE &
SPACING PER
SECTION
(4)#12 SMS
SCREWS
1
1 UNO
1
1 UNO
(E) SHEATHING
SIMPSON A35 EACH SIDE W/
#6x1/2" PAN HEAD SCREWS
TO PLYWOOD
4x BLKG W/ SIMPSON
FACEMOUNT HANGER
EACH END
(E) SHEATHING
(E) SUB PURLIN
(E) SUB PURLIN
NOTCHED TRACK BLOCKING
(2) #10 SMS
(LOW PROFILE HEAD)
INTERIOR STUD PER
SCHEDULE & ARCH DWGS
(16 GA MIN)
FLAT STRAP BLOCKING
CONT STRAP
4" x 16 GA
1"
TYP
1"
TYP
EQEQ
ATTACHMENT TO BACKING
PER MEP/ARCH DWGS
EXTEND BLOCKING AT LEAST ONE BAY
ON EACH SIDE OF THE ATTACHMENT POINT
NOTE:
FLAT STRAP BRACING FOR CONDITIONS
WHERE MAXIMUM DOWNWARD LOAD
AT THE POINT OF ATTACHMENT
DOES NOT EXCEED 20 LBS
(BETWEEN CONSEQUENT WALL STUDS).
ATTACHMENT TO BACKING
PER MEP/ARCH DWGS
EXTEND BLOCKING AT LEAST ONE BAY
ON EACH SIDE OF THE ATTACHMENT POINT
1"
TYP
1"
TYP
EQ EQ
NOTE:
SINGLE WALL STUDS FOR CONDITIONS
WHERE MAXIMUM DOWNWARD LOAD
AT THE POINT OF ATTACHMENT
DOES NOT EXCEED 100 LBS
(BETWEEN CONSEQUENT WALL STUDS).
(3)#10 SMS
(LOW PROFILE HEAD)
@ EACH STUD
INTERIOR STUD PER
SCHEDULE & ARCH DWGS
(16 GA MIN)
CONT BACKING
600T150-43
NOTCH T&B FLANGES
OVER WALL STUDS
NOTCHED TRACK BLOCKING
ATTACHMENT TO BACKING
PER MEP/ARCH DWGS
EXTEND BLOCKING AT LEAST ONE BAY
ON EACH SIDE OF THE ATTACHMENT POINT
1"
TYP
1"
TYP
EQ
NOTE:
DOUBLE WALL STUDS FOR CONDITIONS
WHERE MAXIMUM DOWNWARD LOAD
AT THE POINT OF ATTACHMENT
DOES NOT EXCEED 250 LBS
(BETWEEN CONSEQUENT WALL STUDS).
WHERE DEMANDS EXCEED 250 LBS SEE
PLAN FOR CASE SPECIFIC DETAIL
(3)#10 SMS
(LOW PROFILE HEAD)
@ EACH STUD
INTERIOR STUD (16 GA MIN)
PER SCHEDULE & ARCH DWGS
CONT BACKING
600T150-43
NOTCH T&B FLANGES
OVER WALL STUDS
A
B
C
MIN
6"
FINISH CEILING
PER ARCH DWG
1
1 TO 2
(3) #10 SMS
EA END
ALTERNATE KICKER
LOCATION
400S162-54 KICKER
@ 4'-0" OC MAX (TYP)
WHERE DIM 'a' EXCEEDS 6'-0"
PROVIDE (2) 400T150-54
(BACK-TO-BACK)
BENT PL 14 GAx4"x4"
CONT TRACK (ONE GAUGE
HEAVIER THAN WALL STUD)
PER TYPICAL INTERIOR
METAL STUD WALL DETAIL
(E) SHEATHING(E) SHEATHING
S1.1.5
10
S1.1.5
10
JOIST PER PLAN
FINISH PER ARCH
(E) CONCRETE WALL
CONT 16 GA LEDGER TRACK
W/ HILTI "X-U" FASTENERS
FROM CLIP ANGLE TO
CONCRETE WALL (EMBED 3/4"
MIN PER ESR-2269) & #10 SMS
@ EA FLANGE OF EA JOIST
NOTE: FOR X-STRAP CONNECTION AT (E) CONC WALL SEE
15
S1.1.5
3' - 6" MAX
JOIST PER PLAN
JOIST @ WALL W/ (3)
#10 SMS EA STUD
X-STRAP PER PLAN
SECURE ENDS OF STRAPS PER
CONT BLOCKING PER .
7
S1.1.5
WALL STUDS PER PLAN
(2) BAYS CONT BLOCKING @48"OC PER .7
S1.1.5
11
S1.1.5
X-STRAP PER PLAN
JOIST PER PLAN
SECURE ENDS OF STRAPS PER
CONT 16 GA TRACK @ ENDS
OF JOISTS W/#10 SMS AT
EACH FLANGE
CONT BLOCKING PER .7
S1.1.5
(3)#10 SMS EACH STUD
WALL STUDS PER PLAN
3' - 6" MAX
11
S1.1.5
METAL STUD WALL
PER PLAN
CONT BLOCKING
WP
16GA GUSSET PL
W/ (6) #10 SMS AT
EA CONT BLKG
(12) TOTAL
6" MIN
6" MIN
3/4" MIN EDGE DISTANCE TYP
1 1/2" MIN SPACING TYP
CONT BLOCKING
X-STRAP PER PLAN W/ (2) #10
SMS AT EA CEILING JOIST W/
(6) #10 SMS TO GUSSET
NOTE: FOR X-STRAP CONNECTION AT (E) CONCRTE WALL SEE 15
S1.1.5
METAL STUD WALL
PER PLAN
CONT BLOCKING
WP
16GA GUSSET PL W/ (6)
#10 SMS AT EA CONT
BLKG (12) TOTAL
6" MIN
12" MIN
X-STRAP PER PLAN W/ (2) #10
SMS AT EA CEILING JOIST W/
(6) #10 SMS TO GUSSET
1 1/2" MIN SPACING TYP
3/4" MIN EDGE DISTANCE TYP
CONT TRACK
(E) CONC WALL
16GA CLIP TO BE ATTACHED
W/ (2) #10 SMS TO "CRC"
& (2)#10 SMS TO STUD
(LENGTH SHALL BE 1/4"
SHORTER THAN STUD WIDTH
AT EA END)
WHERE BRACING TERMINATES
AT BUILT-UP JAMB OR POST,
EXTEND "CRC" INTO PUNCH-
OUT
ATTACH "CRC" TO JAMB OR
POST
LATERAL BRACING SPLICE
(WHERE OCCURS) PROVIDE:
(1)12" LONG "CRC" INVERTED
OVER CENTER OF SPLICE W/ (3)#
10 SMS
ON EACH SIDE OF SPLICE
NOTES:
1. SIMPSON SUBH/MSUBH BRIDGING CONNECTORS MAY BE
USED AS ALTERNATES TO 16GA CLIPS AT STUDS.
2. PROVIDE LATERAL BRIDGING WHERE RIGID WALL
SHEATHING DOES NOT OCCUR FULL-HEIGHT ON BOTH
SIDES (FLANGES) OF STUD WALL.
16GA "CRC"
(COLD ROLLED CHANNEL)
@4'-0" OC
TYPICAL JAMB
CORNER OR WALL
INTERSECTON
16 GA SOLID BLOCK -FIT
SNUG IN EACH STUD BAY
1 1/2"x 1 1/2"x 16 GA 50 ksi
SUPPORT CLIP. 5" LONG
WITH (2) SMS EACH LEG
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
As
indicated
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
METAL STUD DETAILS
S1.1.5
MCGUFF
01/02/25
SCALE: 1 1/2" = 1'-0"S1.1.5
TYPICAL METAL STUD KICKER TO (E) ROOF 10
DETAIL ID: MTS-MISC-01
SCALE: 1 1/2" = 1'-0"S1.1.5
TYPICAL WALL BACKING DETAIL 4
DETAIL ID: MTS-MISC-02
SCALE: 1" = 1'-0"S1.1.5
TYPICAL PARTIAL-HEIGHT INTERIOR STUD WALL DETAIL 1
DETAIL ID: MTS-MISC-04
SCALE: 1" = 1'-0"S1.1.5
JOIST TO CONCRETE WALL CONNECTION 8
SCALE: 1" = 1'-0"S1.1.5
JOIST PARALLEL TO WALL CONNECTION 12
SCALE: 1" = 1'-0"S1.1.5
JOIST PERPENDICULAR TO WALL CONNECTION 16
SCALE: 1 1/2" = 1'-0"S1.1.5
TYPICAL FLAT STRAP CONNECTION DETAIL 11
SCALE: 1 1/2" = 1'-0"S1.1.5
FLAT STRAP CONNECTION @ (E) CONC WALL DETAIL 15
SCALE: 1 1/2" = 1'-0"S1.1.5
TYPICAL STUD LATERAL BRIDGING DETAIL 6
DETAIL ID: MTS-MISC-06
SCALE: 1" = 1'-0"S1.1.5
CONTINUOUS WALL BRIDGING 7
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
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
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 BLK
24" 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
-PU
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
-PU
R
L
I
N
(2)2x4
NOTE:
FOR LARGER ROOF OPENING SEE &
CONDITION A
48" SQ
CONDITION B
24" SQ
CONDITION A
21 1/2" SQ
(E)2x
(E)2x
(E)2x
2x8
2x8
(E)2x
(E)2x
(E)2x
(E)JOIST
DETAIL
(E)2x
(E)2x
(N)2x
(N)2x
LARGE OPENING
(E)EN (TYP)
JOIST
(E)2x
(E)2x
SMALL OPENING
NOTES:
1. THIS DETAIL SHALL BE USED FOR EXISTING CONSTRUCTION GC.
TO COORDINATE DIMENSIONS AND LOCATIONS OF OPENINGS. TYP. U.N.O.
2. FOR OPENINGS AT NEW CONSTRUCTION SEE
3. FOR MECHANICAL EQUIPMENT CURB DETAIL SEE
4. USE OF THIS DETAIL IS SUBJECT TO ARCHITECTS/ENGINEERS APPROVAL
UNLESS OPENINGS ARE SHOWN ON PLANS, TYP.
(2) 2x TO MATCH (E)2x JOIST
x14'-0" MAX. SPAN W/ SIMPSON
HU JOIST HANGER EA END
EDGE NAIL SHEATHING TO
ALL MEMBERS FRAMING
EDGE OF OPENING (TYP)
SIMPSON U-JOIST HANGERS
(TYP)4x
T
O
M
A
T
C
H
(E
)
J
O
I
S
T
D
E
P
T
H
EDGE NAIL SHEATHING TO
ALL MEMBERS FRAMING
EDGE OF OPENING (TYP)
(E)FRAMING SPACING (16"± OC TYP
AT 32"OC MAX @ ROOF) FIELD VERIFY (TYP)
2x6 W/ SIMPSON
U-JOIST HANGER
EA END
ADDED 2x JOIST WHEN SPAN
IS LARGER THAN 14'-0" BUT LESS
THAN 18'-0"
2-16d
@12"OC
A
B
C
C4x
T
O
M
A
T
C
H
(E
)
J
O
I
S
T
D
E
P
T
H
(E) JOISTS OR RAFTERS FOR SIZE AND
SPACING, SEE FRAMING PLANS
4'-0" MAX
C
48" CLR MAX
36" CLR MAX
METAL CURB W/
1/2"DIAx4" LONG LAG
BOLTS PER MFR
LAYOUT (4 MIN TOTAL)
4x BEAM PER PLAN
W/ SIMPSON 'LUS'
HANGER EA END
SIMPSON BC40 HALF
BASE@ 2'-0"OC & WITHIN
6" EACH END (3 MIN EACH
SIDE) EACH
LONGITUNDINAL SIDE W/
SIMPSON SD10212
SCREWS. FILL ALL HOLES
2x6@12"OC PLATFORM JOIST
(PROVIDE 4x OR 4x BLOCK AT
UNIT ANCHOR
4x BEAM (RIPPED FOR
LEVELING AT EDGE OF
PLATFORM
3/4" APA SHEATHING W/
10d@6"OC EN & 10d@12"
OC FN
(E)PURLIN
SIMPSON A35
CLIP @24"OC
NOTE: WHERE (E) ROOFTOP PLATFORM IS BEING REUSED,
CONTRACTOR TO VERIFY CONSTRUCTION OF (E) PLATFORM
EXCEEDS OR MEETS REQUIREMENTS SHOWN ON THIS
DETAIL. REMOVE AND REPLACE (E) PLATFORM AS REQUIRED
VERIFY (E)EDGE NAILING
NEW SHEATHING TO MATCH
(E)1/2" MIN
(E) SUB PURLIN
10d@4"OC AROUND
PERIMETER
(E)SHEATHING
NEW 2x AROUND OPENING W/
3" SIMPSON SDWS STAGGERED
@12"OC & 6" FROM EACH END
NOTE:
1. MINIMUM SHEATHING SIZE TO BE 2'-0"x2'-0"
EF PER PLAN
ROOF FLASHING PER ARCH
ROOF CURB PER MECHANICAL W/
(4)-1/2" DIA x4" LONG LAG BOLTS PER
MFR LAYOUT (1 EACH CORNER MIN)
AIR SHAFT
(E) EXHAUST
(E)SHEATHING
MACHINE BOLT PER
MECHANICAL (4 MIN)
4x8 PER PLAN
METAL CURB W/
1/2"DIAx4" LONG LAG
BOLTS PER MFR
LAYOUT (4 MIN TOTAL)
CONT 4x BLKG
SIMPSON BC40 HALF
BASE@ 2'-0"OC & WITHIN
6" EACH END (3 MIN EACH
SIDE) EACH
LONGITUNDINAL SIDE W/
SIMPSON SD10212
SCREWS. FILL ALL HOLES
4x BEAM (RIPPED FOR
LEVELING AT EDGE OF
PLATFORM
3/4" APA SHEATHING W/
10d@6"OC EN & 10d@12" OC FN
(E) ROOF
SHEATHING
(E) JOIST
PER PLAN (E) GLB
PER PLAN
LVL PER PLAN W/
SIMPSON HUCQ412-
SDS HANGER EA END
(E) SUB PURLIN
SIMPSON A35
CLIP @24"OC
SIMPSON LTP5
CLIP @24"OC
2x6@12"OC PLATFORM
JOIST (PROVIDE 4x OR 4x
BLOCK AT UNIT ANCHOR)
(E) 6x6 STRUT
WHERE OCCURS
NOTCH AS
REQUIRED
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
As
indicated
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
DETAILS
S1.1.6
MCGUFF
01/02/25
SCALE: 1/2" = 1'-0"S1.1.6
TYPICAL EQUIPMENT SUPPORT FRAMING 2
DETAIL ID: EMUNIT-FRAME-01
SCALE: 1/2" = 1'-0"S1.1.6
TYPICAL PANAELIZED OPEN FOR MECHANICAL EQUIPMENT 7
DETAIL ID: EWOOD-OPEN-01
SCALE: 1/2" = 1'-0"S1.1.6
TYPICAL ROOF OPENING DETAIL 10
DETAIL ID: EWOOD-ROOF-01
SCALE: 1" = 1'-0"S1.1.6
MECHANICAL PLATFORM SUPPORT DETAIL 3
SCALE: 1" = 1'-0"S1.1.6
SKYLIGHT INFILL DETAIL 8
SCALE: 1" = 1'-0"S1.1.6
EXHAUST FAN ANCHORAGE 11
SCALE: 1" = 1'-0"S1.1.6
ALTERNATE MECHANICAL PLATFORM SUPPORT DETAIL 4
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
1 2 3 4 5 6
A
B
C
C.5
C.6
D
(E) TRASH ENCLOSURE (E) STAIRS
(E) WF MOMENT FRAME AT
(E) MEZZANINE EDGE
(E) PRECAST PANELS
(E) CONT FOOTING
600S162-43
@16"OC
600S162-43@16"OC
3"x16 GA FLAT STRAP
X-BRACE PER 11
S1.1.5
600S162-43@16"OC
600S162-43
@16"OC
3"x16 GA FLAT STRAP
X-BRACE PER 11
S1.1.5
15'-0"x5'-6" PAD FOOTING FOR
FUTURE EQUIPMENT PER
5" THICK CONCRETE SLAB ON GRADE
W/#5@16"OC EA WAY AT MID-DEPTH
HSS
4
x
4
x
1
/
2
TYP
PF1
6" CURB PER .8
S1.1.2
8
S1.1.3
7
S1.1.3
TYP AT (E)
WALL FTG
362S162-43@16"OC
1
S1.1.3
PLAN NOTES:
1. ALL EXISTING INFORMATION IS BASE ON RECORD DRAWINGS
CONTRACTOR SHALL NOTIFY SEOR IF CONDITIONS DISCOVERED
DURING CONSTRUCTION VARY SIGNFICATNLY ON PLANS
2. VERIFY IN FIELD ALL EXISTING MEMBERS SIZES
3. FOR TYPICAL METAL STUD DETAILS SEE SHEET S1.1.4 & S1.1.5
5. INDICATES METAL STUD WALL PER
SEE ARCH FOR ADDITIONAL INFO
6. FOR TYPICAL WALL MOUNTED TRANSFORMER SUPPORT SEE &
7. FOR FLOOR MOUNTED TRANSFORMERS ON GRADE PROVIDE MIN (4) 1/2" DIA
HILTI KB-TZ2 EXPANSION ANCHORS W/ 3 1/4" EMBED PER MFR LAYOUT.
TRANSFORMER OPERATING WEIGHT NOT TO EXCEED 1050 LBS
8.
1
S1.1.4
16
S1.1.3
12
S1.1.3
HSS
4
x
4
x
1
/
2
TYP
PF1 INDICATES POLE FOOTING
SIZE PER
INDICATES POST SIZE
6
S1.1.3
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
1/8" =
1'-0"
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
FIRST FLOOR PLAN
S1.2.1
MCGUFF
03/11/25
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
1 2 3 4 5 6
A
B
C
C.5
C.6
D
(E)30" SSI 446R
(E
)
6
.
7
5
x
2
8
.
5
G
L
B
(E
)
6
.
7
5
x
2
7
G
L
B
(E
)
6
.
7
5
x
2
5
.
5
G
L
B
(E
)
6
.
7
5
x
2
4
G
L
B
(
E
)
6
.
7
5
x
3
0
G
L
B
(E
)
6
.
7
5
x
3
1
.
5
G
L
B
(E
)
6
.
7
5
x
3
4
.
5
G
L
B
(E
)
6
.
7
5
x
3
6
G
L
B
(
E
)
6
.
7
5
x
2
8
.
5
G
L
B
(E
)
6
.
7
5
x
2
7
G
L
B
(E
)
6
.
7
5
x
2
5
.
5
G
L
B
(E
)
6
.
7
5
x
2
4
G
L
B
(E)26" SSI 446R (E)24" SSI 435R (E)24" SSI 435R
(E
)
3
x
4
@
2
4
"
O
C
TY
P
U
N
O
(E
)
3
x
4
@
2
4
"
O
C
TY
P
U
N
O
(E
)
6
x
6
(E
)
6
x
6
(E
)
6
x
6
(E
)
6
x
6
(E
)
6
x
6
(E) PANELIZED WOOD
ROOF FRAMING
(E) CONCRETE PANEL PARAPET
TY
P
A
L
O
N
G
TH
I
S
L
I
N
E
@8'-0"OC TYP THIS BAY
(E)30" SSI 446R
@8'-0"OC TYP THIS BAY
TY
P
A
L
O
N
G
TH
I
S
L
I
N
E
TY
P
A
L
O
N
G
TH
I
S
L
I
N
E
@8'-0"OC TYP THIS BAY @8'-0"OC TYP THIS BAY
TY
P
A
L
O
N
G
TH
I
S
L
I
N
E
@8'-0"OC TYP THIS BAY
TY
P
A
L
O
N
G
TH
I
S
L
I
N
E
HP
1
HP
3
HP
5
HP
6
HP
8
HP
10
HP
7
HP
9
CU
1
CU
2
(E) SKYLIGHT
INFILL (E) SKYLIGHT OPENEINGS PER 8
S1.1.6
NEW SKYLIGHT OPENINGS
PER 7
S1.1.6
PROVIDE NEW ROOFTOP
PLATFORM PER 2
S1.1.6
SEE NOTE 3 TYP
1300#
1300#
1300#
1300#
150#150#
1300#
4
S1.1.6
EF
1 75#
SEE NOTE 3 TYP
750#
PROVIDE EF
ANCHORAGE PER 11
S1.1.6
PROVIDE NEW ROOFTOP
PLATFORM PER 2
S1.1.6
750#
750#
TYP AT
NEW LVLS
4
S1.1.6
TYP AT
NEW LVLS
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
3 1/2x18 LVL 2.0E
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4
x
8
4x
8
4x
8
4x
8
HSS4x4x1/4
HDR LOW
HSS4x4x1/4
TYP LOW
ROOF PLAN NOTES:
1. ALL EXISTING INFORMATION IS BASED ON RECORD DRAWINGS.
CONTRACTOR SHALL NOTIFY SEOR IF CONDITIONS DISCOVERED
DURING CONSTRUCTION VARY SIGNIFICANTLY ON PLANS.
2. VERIFY IN FIELD ALL EXISTING MEMBER SIZES.
3, INDICATES REMOVING AND REPLACING (E) RTU
CONTRACTOR TO VERIFY THAT THE NEW UNIT
OPERATING WEIGHT IS LESS THAN OR EQUAL TO
THE (E) RTU. CONTRACTOR SHALL NOTIFY SEOR
IF NEW UNIT IS HEAVIER THAN (E). SEE MECH PLAN
FOR ADDITIONAL INFORMATION. PROVIDE
ANCHORAGE FOR NEW UNITS PER 3
S1.1.6
STRUCTURAL+CIVIL ENGINEERS (B&J HBK, INC.)
3300 IRVINE AVE. SUITE 245
NEWPORT BEACH, CALIFORNIA 92660
T:(949)862-8500 WWW.BJSCE.COM
JOB#:
No. 6250
FFOHSIB
RYANW.
REGISTEREDPROFESSIONALENGINEER
STRUCTURALSTATEOFCALIFORNIA
DATE:
FOR BRANDOW & JOHNSTON
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
240254
1/8" =
1'-0"
04463.0000.24
3080 S HARBOR BLVD
SANTA ANA, CA 92704
ROOF FRAMING PLAN
S1.2.2
MCGUFF
03/11/25
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
3/17/2025
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
ELECTRICAL COVER SHEET
IE-0.01
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
TITLE 24 CALCULATIONS
IE-0.02
PART 1 - GENERAL CONDITIONS
1.01 SUMMARY
A.Work Included: All labor, materials, appliances, tools, equipment, facilities, transportation and
services necessary for and incidental to performing all operations in connection with furnishing,
delivery and installation of the work of this Division, complete, as shown on the drawings and/or
specified herein. The work includes, but is not limited to:
1.Examine all divisions for related work required to be included as work under this Division.
2.General provisions and requirements for electrical work.
1.02 REFERENCES
A.Drawings and general provisions of the Contract, including General and Supplementary Conditions
and Division 01, apply to these Specifications.
B.In addition, the products covered in this Specification, except as noted, shall be designed,
manufactured, and tested in accordance with the latest revisions of the applicable standards of:
1.ANS - American National Standards Institute
2.ASTM - American Society for Testing and Materials
3.IEEE - Institute of Electrical and Electronics Engineers
4.NEC - National Electrical Code (NFPA 70)
5.NECA - National Electrical Contractors Association: "Standard of Installation"
6.NEMA - National Electrical Manufacturers Association
7.NFPA - National Fire Protection Association
8.UL - Underwriters Laboratories, Inc.
1.03 SUBMITTALS (ADDITIONAL REQUIREMENTS)
A.General: Submit the following in accordance with the Conditions of the Contract and Division 01
Specification Sections, and these Specifications.
B.Product Data: Submit product data for each type of product specified.
C.Shop Drawings: Submit shop drawings for the following:
1.Switchboards.
2.Transformers.
3.Panelboards.
4.Lighting fixtures, supports, and controls.
1.04 QUALITY ASSURANCE
A.Qualifications of Manufacturer: Company specializing in manufacturing products specified in these
Specifications with minimum five years documented experience.
B.Electrical Component Standard: Components and installation shall comply with NFPA 70, "National
Electrical Code."
C.NEMA and UL Compliance: Products shall comply with applicable requirements of NEMA and UL
standards. Provide products and components listed and labeled by UL.
D.NECA Installation Standards: Perform work in accordance with NECA "Standard of Installation."
E.Source Quality Control: Quality control testing shall meet applicable Underwriters' Laboratories Inc.
Standards.
F.Electrical contractor shall perform all work in strict accordance with all local, state, and national
governing codes.
1.05 DELIVERY, STORAGE AND HANDLING
A.General: Deliver, store, protect, and handle products to the site in accordance with the General and
Supplementary Conditions, Division 01 Specification Sections, and these Specifications.
B.Store and protect product in accordance with manufacturer's instructions, and in a manner to prevent
damage from the elements, personnel, equipment, and moisture.
1.06 PROJECT CONDITIONS OR SITE CONDITIONS
A.Verify that field measurements are as shown prior to commencing the work.
PART 2 - PRODUCTS
2.01 MATERIALS AND EQUIPMENT
A.Materials, equipment, and devices shall, as a minimum, meet requirements of UL, where UL
standards are established for those items, and requirements of NFPA 70.
2.02 RACEWAYS
A.Metal Conduit and Tubing:
1.Rigid Metal Conduit: Steel, hot-dipped galvanized including the threads, with an outer coating of
zinc bichromate, complete with one coupling and one end thread protector, manufactured in
accordance with ANSI C80.1 and UL 6. Fittings: threaded, hot-dipped galvanized, manufactured
in accordance with ANSI C80.4.
a.Where indicated, provide galvanized rigid steel conduit and fittings with polyvinyl chloride
(PVC) coating of nominal .020 inch (20 mil ) thickness conforming to NEMA RN-1, Type A,
Robroy Industries, or equal.
2.Intermediate Metal Conduit: Hot-dipped galvanized steel including the threads, manufactured in
accordance with UL 1242.
3.Electrical Metallic Tubing: Welded, electro-galvanized thin wall steel tubing, manufactured in
accordance with ANSI C80.3 and UL 797. Maximum size: 2". Fittings: compression type
(indenter or setscrew type not allowed); gland compression type, zinc plated steel body,
cadmium plated malleable iron nut, O-Z/Gedney.
4.Flexible Metal Conduit: Hot-dipped galvanized steel interlocking, single strip type manufactured
in accordance with UL1. Connectors: squeeze type, malleable iron, cadmium plated, straight and
angle connectors for all sizes and twist-in connectors for 1/2" and 3/4" flexible metal conduit.
5.Liquidtight Flexible Conduit: Hot-dipped galvanized steel strip core with extruded liquid-tight
polyvinyl jacket. Use O-Z/Gedney Type UAG, or equal. Liquid-tight fittings. ANSI/NEMA FB 1.
Connectors: Cadmium plated malleable iron body and nut, cadmium plated steel ferrule,
insulated throat, integral cast external ground lug, O-Z/Gedney.
B.Nonmetallic Conduits:
1.Rigid Nonmetallic Conduit: NEMA TC 2 and UL 651, Schedule 40. Polyvinyl chloride (PVC)
heavy-wall conduit, with tapered sleeve couplings, rated and labeled for use with 90°C rated
conductors, manufactured in accordance with ANSI C33.91. Fittings: NEMA TC-3, cemented
type, from the same manufacturer as the conduit.
2.PVC and ABS Plastic Fittings: NEMA TC 9-1. Match to conduit type and material.
3.Conduit, Tubing, and Duct Accessories: Types, sizes, and materials complying with
manufacturer's published product information. Mate and match accessories with raceway.
C.Conduit Bodies: Provide types, shapes, and sizes as required to suit individual applications and NEC
requirements. Provide matching gasketed covers secured with corrosion resistant screws. For
metallic conduit and tubing, use metallic conduit bodies. Use bodies with threaded hubs for threaded
raceways.
D.Wireways and Auxiliary Gutters: Provided electrical wireways and gutters shall be of types, sizes, and
number of channels as indicated. Fittings and accessories including but not limited to couplings,
offsets, elbows, expansion joints, adapters, hold-down straps, and end caps shall match and mate
with wireway or gutter as required for complete system. Where specifications are not indicated, select
to fulfill wiring requirements compling with applicable provisions of NEC. Use sheet steel wireways
with screw-on covers and corrosion resistant hardware. For dry locations coat with rust inhibitor and
finish with gray baked enamel. For wet locations use hot-dipped galvanized material finished with
gray baked enamel, provide gaskets for covers.
E.Surface Raceway:
1.Provide sizes and channels as indicated. Provide fittings that match and mate with raceway.
2.Surface metal raceway: Construct of galvanized steel with snap-on covers, with 1/8" mounting
screw knockouts in base approximately 8" O.C.. Finish with manufacturer's standard prime
coating suitable for painting. Provide raceways of types suitable for each application required.
Provided by Hoffman Engineering Co., the Wiremold Co., or approved equal.
3.Surface Nonmetallic Raceway: Two-piece construction, manufactured of rigid PVC compound
with matte texture and manufacturer's standard color. Raceway and system components shall
meet UL 94 requirements for nonflammable, self-extinguishing characteristics. Provided by
Hubbell, Inc., Panduit Corp., The Wiremold Co., or approved equal.
F.Accessories:
1.General: Reducers, bushings, washers, etc., shall be cadmium plated malleable iron of the
shape and dimension best suited for the application.
2.Seals for Walls and Floor Penetrations: Malleable iron body, oversize sleeve, sealing ring,
pressure clamp and rings and sealing grommet, hex head cap screws, O-Z/Gedney Type FSK,
or equal.
3.Fire Seals: Heat activated intumescent material, elastomeric sealing ring, socket head cap
screws, steel pressure discs and flange, O-Z/Gedney Type CFSF, Nelson Flame Seal, or equal.
4.End bells: Hot-dipped galvanized, threaded malleable iron, O-Z/Gedney Type THS, or equal.
5.Bushings 1-1/4" and smaller: High-impact thermo-setting phenolic, 150°C, O-Z/Gedney Type
"A", or equal. Bushings 1-1/2" and larger: Hot-dipped galvanized with thermosetting phenolic
insulation, 150°C, O-Z/Gedney Type "B", or equal.
6.Locknuts 1-1/2" and smaller: Zinc plated heavy stock steel, O-Z/Gedney, or equal. Locknuts 2"
and larger: Cadmium plated malleable iron, O-Z/Gedney, or equal.
7.Hubs: Cadmium plated malleable iron, tapered threads, neoprene "O" ring, insulated throat,
O-Z/Gedney, or equal.
8.Expansion Fittings: Hot-dipped galvanized malleable iron with bonding jumpers. Linear:
O-Z/Gedney Type AX and TX, or equal. Linear, with deflection: O-Z/Gedney Type AXDX, or
equal.
9.Escutcheons: Chrome plated sectional floor and ceiling plates, Crane No. 10, or equal.
2.03 WIRE AND CABLE
A.Provide wire and cable suitable for the temperature, conditions, and location where installed, except
as otherwise indicated.
1.Conductor: Copper. Provide solid conductor for #10 AWG and smaller. Provide stranded
conductors for sizes #8 AWG and larger.
a.Use stranded conductors at motors and other applications where subject to vibration, and for
control circuits.
2.Minimum Size Conductor: #12 AWG, except as otherwise indicated.
a.Control circuits: #14 AWG.
3.Insulation voltage rating: 600 volts.
B.Building wire and cable: Single conductor insulated wire. Insulation: ANSI/NFPA 70, Type
THHN/THWN, rated 75°C or Type XHHW, rated 90°C.
C.Connectors: Provide UL Listed factory fabricated, solderless metal connectors of sizes, ampacity
ratings, materials, types and classes for applications and for services indicated. Use connectors with
temperature ratings equal to or greater than those of the wires upon which used.
D.Pull Cord: 1/8" polypropylene or nylon.
2.04 BOXES AND FITTINGS
A.Provide indicated types, sizes, and NEMA enclosure classes. Where not indicated, provide units of
types, sizes, and classes appropriate for the use and location. Provide all items complete with covers
and accessories required for the intended use. Provide gaskets for units in damp or wet locations.
1.Materials and Finishes:
a.Sheet steel: Flat rolled, code gauge, galvanized steel.
b.Fasteners for general use: Corrosion resistant screws and hardware, including cadmium and
zinc plated items.
c.Fasteners for wet or damp locations: Stainless steel screws and hardware.
d.Cast metal for boxes, enclosures and covers: Copper-free aluminum except as otherwise
indicated.
e.Exterior finish: Gray-baked enamel for items exposed in finished locations except as
otherwise indicated.
f.Painted interior finish: Where indicated, white baked enamel.
g.Fittings for boxes, cabinets, and enclosures: Conform to UL 514B. Malleable iron or
zinc-plated steel for conduit hubs, bushings and box connectors.
B.Metal outlet, device, and small wiring boxes:
1.General: Conform to UL 514A and UL 514B. Boxes shall be of type, shape, size, and depth to
suit each location and application.
2.Steel Boxes: NEMA OS 1. Boxes shall be sheet steel with stamped knockouts, threaded screw
holes and accessories suitable for each location including mounting brackets and straps, cable
clamps, exterior rings and fixture studs.
3.Cast Aluminum Boxes: Copper-free aluminum with gasketed covers, threaded raceway entries,
and features and accessories suitable for each location including mounting ears, threaded screw
holes for devices and closure plugs.
C.Pull and junction boxes:
1.General: Conform to UL 50, for boxes over 100 cubic inches in volume. Boxes shall have
bolted-on covers of material same as box, and shall be of the size and shape to suit the
application.
2.Steel Boxes: Sheet steel with welded seams. Where necessary to provide a rigid assembly,
construct with internal structural steel bracing.
3.Hot-Dip Galvanized Steel Boxes: Sheet steel with welded seams. Where necessary to provide a
rigid assembly, construct with internal structural steel bracing. Hot-dip galvanize after fabrication.
Cover shall be gasketed.
2.05 WIRING DEVICES
A.General: Provide wiring devices, in types, characteristics, grades, colors, and electrical ratings for
applications indicated which are UL listed and which comply with NEMA WD 1 and other applicable
UL and NEMA standards. Coordinate color selection, prior to ordering materials, with
Architect/Engineer.
B.Receptacles: UL 498 and NEMA WD 6. Straight blade, two-pole, three-wire grounding type, as
indicated below:
1.Duplex: 20Amps, 125V, NEMA 5-20R, Heavy Duty - Hubbell #5362
2.Duplex, GFCI [1]: 20Amps, 125V, NEMA 5-20R, Heavy Duty - Hubbell #GF5362
3.Simplex: 20Amps, 125V, NEMA 5-20R, Heavy Duty - Hubbell #5361
4.Simplex: 20Amps, 250V, NEMA 6-20R, Heavy Duty - Hubbell #5461
5.Simplex, Locking [2]: 20Amps, 125V, NEMA L5-20R, Heavy Duty - Hubbell #2310
Notes:
1.GFCI receptacles shall protect downstream receptacles on same circuit.
2.Provide locking receptacle with black nylon face, except as indicated otherwise.
C.Switches: UL20 and NEMA WD 1. Quiet toggle type AC switch. Rating and type as indicated below:
1.Single Pole: 20Amps, 120/277V, Heavy Duty - Hubbell #HBL-1221
2.Double Pole: 20Amps, 120/277V, Heavy Duty - Hubbell #HBL-1222
3.Three Way: 20Amps, 120/277V, Heavy Duty - Hubbell #HBL-1223
4.Single Pole w/Pilot Light [1]: 20Amps, 120/277V, Heavy Duty - Hubbell #HBL-1221-PL7
5.Single Pole w/Keyed Switch: 20Amps, 120/277V, Heavy Duty - Hubbell #HBL-1221-L
6.Momentary Contact [2]: 20Amps, 120/277V, Heavy Duty - Hubbell #HBL-1557
Notes:
1.For switch with pilot light, the light is "ON" when the load is "ON".
2.For momentary contact type switch, operation is three position - two circuit momentary contact
and center off.
D.Wall Plates: Single and combination, of types, sizes, and with ganging and cutouts as indicated.
Provide plates which mate and match with wiring devices to which they are attached, and are from
the same manufacturer. Provide metal screws for securing plates to devices with screw heads
colored to match finish of plates. Provide wall plate color to match wiring devices except as otherwise
indicated. Provide wall plates with engraved legend where indicated. Conform to requirements for
electrical identification.
1.Interior Areas: Smooth, high-impact resistant plastic, of the same manufacturer as the device.
a.Voice, data, or video communications system outlets: Same as for wiring devices except with
3/8" or 1" rubber grommets as required.
b.Surface mounted outlet boxes: Zinc coated sheet steel rounded edges, same size as outlet
box.
c.Kitchen and food preparation areas: Polished stainless steel type, 0.04 inches thick.
2.Exterior areas: Weatherproof, corrosion-resistant type, die cast aluminum with self-closing
gasketed cover. For duplex receptacles, use Hubbell 5206-WO or equal; for wall switches, use
Hubbell 7420 or equal; for GFI receptacles, use manufacturer's listed plate.
2.06 GROUNDING AND BONDING
A.Materials: All materials shall be copper. Provide types indicated and sizes and ratings required to
comply with NEC. Where types, sizes, ratings, and quantities indicated are in excess of NEC
requirements, the more stringent requirements and the greater size, rating, and quantity indications
govern.
B.Wire and cable conductors shall be as follows, except as otherwise indicated:
1.Equipment grounding conductor: Green insulated copper.
2.Grounding electrode conductor: Stranded copper cable.
3.Bare copper conductors: Shall conform to the following:
a.Solid Conductors: ASTM B 3.
b.Assembly of Stranded Conductors: ASTM B 8.
c.Tinned Conductors: ASTM B 33.
C.Connector products:
1.General: Listed and labeled as grounding connectors for the materials used.
2.Pressure Connectors: High-conductivity plated units.
3.Bolted Clamps: Heavy-duty units listed for the application.
4.Exothermic Welded Connections: Provided in kit form and selected for the specific types, sizes,
and combinations of conductors and other items to be connected.
D.Grounding electrodes:
1.Ground Rods: Copper-clad steel with high-strength steel core and electrolytic-grade copper
outer sheath, molten-welded to core. Size: 3/4" diameter by 10 feet long.
2.Plate Electrodes: Copper plates, minimum 0.10 inch thick, size as indicated.
E.Test (ground) wells: Precast concrete, 12" round x 18" deep open bottom valve box, with cast iron
grate cover plate marked "GROUND".
2.07 SUPPORTING DEVICES
A.Supports: Individual conduits shall be rigidly supported and clamped with one hole malleable iron
conduit clamps, conduit beam clamps, conduit hangers, or wall brackets, as necessary for the type of
construction and as indicated. The use of perforated flat steel straps or wire for supporting conduits
will not be permitted.
B.Support Attachments: Kwik-bolt, sleeve anchors, wedge anchors, toggle bolts, and hollow all
anchors, as manufactured by Hilti or Red Head.
C.Light steel framing: Light steel framing members for conduit hangers and other supports shall be
formed from 12 gauge (minimum) steel, unless otherwise indicated.
1.Finish: Hot-dipped galvanized steel for light steel framing members and fittings and all hardware,
such as hanger rods, couplings, bolts, nuts, etc., shall be electro-galvanized, unless otherwise
indicated.
2.Acceptable manufacturers: B-Line, Superstrut, Unistrut, or equal.
2.08 ELECTRICAL IDENTIFICATION
A.Manufacturers: Brady, Ideal Industries, Markal, Panduit, Thomas & Betts.
B.Electrical identification products:
1.Adhesive Marking Labels for Raceway and Metal-clad Cable: Pre-printed, flexible, self-adhesive
labels with legend indicating voltage and service (Emergency, Power, Lighting, Air Conditioning,
Voice and Data Communications, Control, Fire Alarm and Detection, Public Address (Paging),
Electronic Security).
2.Label Size, as follows:
a.Raceways 1" and Smaller: 1-1/8" high by 4" long.
b.Raceways Larger than 1": 1-1/8" high by 8" long.
3.Color: Black legend on orange background.
4.Colored Adhesive Marking Tape for Raceways, Wires, and Cables: Self-adhesive vinyl tape not
less than 3 mils thick by 1" to 2" in width.
5.Pretensioned Flexible Wraparound Colored Plastic Sleeves for Raceway and Cable
Identification: Flexible acrylic bands sized to suit the raceway diameter and arranged to stay in
place by pre- tensioned gripping action when coiled around the raceway or cable.
6.Underground line marking tape: Permanent, bright-colored, continuous printed, plastic tape
compounded for direct burial service not less than 6" wide by 4 mils thick. Printed legend
indicative of general type of underground line below.
7.Wire/cable designation tape markers: Vinyl or vinyl-cloth, self-adhesive, wraparound,
cable/conductor markers with preprinted numbers and letters
8.Aluminum, wraparound, cable marker bands: Bands cut from 0.014" thick, aluminum sheet, fitted
with slots or ears for securing permanently around wire or cable jacket or around groups of
conductors. Provide for legend application with stamped letters or numbers.
9.Plasticized card stock tags: Vinyl cloth with preprinted and field printed legends to suit the
application. Orange background, except as otherwise indicated, with eyelet for fastener.
10.Aluminum-faced card stock tags: Weather-resistant, 18-point minimum card stock faced on both
sides with embossable aluminum sheet, 0.002" thick, and laminated with moisture-resistant
acrylic adhesive. Pre-print legend to suit the application, and punch for tie fastener.
11.Brass or aluminum tags: Metal tags with tamped legend, punched for fastener. Dimensions: 2"
by 2" by 19 gauge.
12.Engraved, plastic-laminated labels, signs, and instruction plates: Engraving stock melamine
plastic laminate, 1/16" minimum thick for signs up to 20 square inches, or 8" in length; 1/8" thick
for larger sizes. Engraved legend in white letter on black face and punched for mechanical
fasteners.
13.Warning and caution signs for indoor use: Shall be minimum 18 gauge steel, white porcelain
enamel finish, with red lettering, punched for fasteners, with colors, legend, and size appropriate
to the location. Lettering to read, "Danger - High Voltage", unless otherwise indicated.
14.Exterior metal-backed butyrate warning and caution signs: Weather-resistant, nonfading,
preprinted cellulose acetate butyrate signs with 20-gauge, galvanized steel backing, with colors,
legend, and size appropriate to the location. Provide 1/4" grommets in corners for mounting.
15.Fasteners for plastic-laminated and metal signs: Self-tapping stainless steel screws or #10-32
stainless steel machine screws with nuts and flat lock washers.
16.Cable ties: Fungus-inert, self-extinguishing, one-piece, self-locking nylon cable ties, 0.18"
minimum width, 50 lb minimum tensile strength, and suitable for a temperature range from minus
50°f to 350°f. Provide ties in specified colors when used for color coding.
2.09 SWITCHBOARDS
A.Manufacturers: Eaton, General Electric, Siemens or Square D.
B.Materials:
1.Main Switchboard: Provide a totally enclosed, dead front, safety type switchboard designed for
voltage and service ampacity as indicated on drawings and mounted on 2-1/2" thick concrete
pad.
2.Provide a switchboard consisting of the required number of vertical sections bolted together to
form one metal enclosed, rigid switchboard with the following features:
a.The sides, top and rear covered with removable screw-on code gauge steel plates.
b.Include all protective devices and equipment as listed on drawings with necessary
interconnections.
c.Bus bars mounted on supports of high impact nontracking insulation material braced to
withstand mechanical forces exerted during 100,000 AMPS RMS symmetrical short circuit
conditions, or as required by serving utility.
3.Chemically clean steel surfaces and treat to aid bonding between paint and metal surfaces.
Provide high tensile strength hardware on conductors and suitable protective finish.
4.Provide full length copper ground bus. Secure a ground bus to each vertical section of structures
and extend it the entire length of the switchboard.
5.Provide switchboard with adequate lifting means, capable of being rolled or moved into
installation position and bolted directly to the floor without the use of floor sills.
6.Use A-B-C type bus arrangement, left-to-right, top-to-bottom and front-to-rear throughout.
Switchboard shall be entirely accessible from the front, including cable and bus connections,
unless specifically noted otherwise.
7.Provide group mounted, quick-break protective devices with bar connection straps, with device
line and load connections accessible from the front. Where "spaces" are scheduled furnish
entire bus except device connecting straps. Provide full height wiring gutter covers for quick
access to wiring terminals.
8.The switchboard frame work shall be made of formed steel angles securely bolted or riveted
together. Adjacent to each switch unit provide a lamacoid plastic name plate engraved with
proper circuit designation, screw-on type only.
9.At top of switchboard and supported on the frame, there shall be provided a pull box for
termination of the conduits to the board. It shall not be less than 12" in height and shall be built
as an integral part of the switchboard. The front of the pull box shall be removable. The entire
exterior of the switchboard and pull box enclosures shall be light gray per ANS -61 .
10.Switches shall be quick-make, quick-break of capacity and number of poles indicated.
11.Main busses shall be silver or tin plated copper sized on the basis of a current density to hold
temperature rise to 50°c above 40°c ambient. The bus structure shall be braced to withstand the
mechanical forces exerted during a fault as shown on the drawings.
12.The switchboard shall bear the label of approval of the underwriter's laboratories and shall be
built to NEMA and IEEE standards. Shop drawings of the proposed board shall be furnished to
comply with these specifications.
13.Circuit Breakers:
a.Resettable, quick-make, quick-break, bolt-in place type, trip-free, with separate trip position
from on and off positions.
b.Multiple pole breakers with common trip and one operation handle.
c.Wire with sequence phasing.
14.Furnish record drawings providing the following information;
a.Complete rating.
b.Short circuit withstand-ability of bus and lowest rated device.
c.Overall outline dimensions including space available for conduits.
d.Circuit schedule showing circuit number.
e.Device description.
f.Feeder circuit identification.
g.Conductor ratings and one-line diagram with each circuit device numbered.
15.Provide switchboards meeting U.L. Standard #UL891 and NEMA Standard PB-2. The U.L. label
shall appear on all switchboard sections which contain U.L. listed devices.
16.Provide ground fault protection on each main devices, rated 480/277 ground wye, 1000 amps or
larger, as follows:
a.U.L. listed ground sensor relay system equal to General Electric GSR. Provide ground break
components for each system with coordinated ground sensor (CR) and integral test winding.
Provide with solid state relay to operate shunt trip circuit on the switch and monitor panel.
b.Use time relay with the following features:
1)Continuously adjustable current pick-up settings of 100 to 1200 amperes.
2)Continuously adjustable time delay setting from instantaneous (.03 seconds) to one
second.
3)Memory function to recognize and initiate tripping on intermittent ground faults.
c.Install panel which:
1)Indicates relay operation.
2)Provides means for testing the system with or without interruption of electrical service.
3)Does not permit the ground fault system to be inadvertently left in an inactive or "off" state.
d.Use ground sensor for zero sequence arrangement on the main service entrance devices.
17.Provisions for padlocking the circuit breakers or disconnect in the "on" and "off" positions.
18.Provide full rated bussing (no cascading).
2.10 DISCONNECT (SAFETY) SWITCHES
A.Disconnect switches shall be rated 600 volts A.C., NEMA Type HD heavy duty, horsepower-rated,
quick-make/quick-break, non-fusible or fusible, Class "R", with the number of poles and ampere
rating as shown. Enclosure shall be NEMA Type 1, lockable. Maximum voltage, current and
horsepower rating shall be clearly marked on the switch enclosure. Switches equipped with
dual-element time-delay fuses shall be permanently labeled with fuse type and rating.
1.For outdoor locations, or shown as "WP" (weatherproof), the enclosure shall be NEMA Type 3R,
unless otherwise indicated.
2.11 TRANSFORMERS
A.Manufacturers: Eaton, General Electric, International Transformer Company, Siemens or Square D.
B.Material and Construction:
1.Dry type, rated as shown. Provide transformer cooled by natural convection of air with:
a.Steel enclosure.
b.Class H insulation.
c.Transformers 25 kVA or Smaller: Insulation temperature rise over 40°C ambient not to
exceed 115°C at full load for 185°C insulation system.
d.Transformers 30 kVA or Larger: Insulation temperature rise above 40°C ambient not to
exceed 150°C at full load for 220°C insulation system.
e.Suitable for indoor or outdoor installation as required or indicated on the drawings.
f.Compartment located where primary and secondary connections can be made.
g.Secure cover plates secured with captive type hardware.
h.Transformer coils shall be of the continuous wound construction and shall be impregnated
with non-hygroscopic, thermosetting varnish.
i.The entire transformer enclosure shall be degreased, cleaned, phosphatized, primed, and
finished with a GRAY, baked enamel.
j.The maximum temperature of the top of the enclosure shall not exceed 50°C rise above a
40°C ambient.
k.The core of the transformer shall be visibly grounded to the enclosure by means of a flexible
grounding conductor sized in accordance with applicable NEMA, IEEE, and ANSI standards.
l.Provide transformer rated 30 kVA and less with two 5 percent full capacity taps below rated
voltage in primary.
m.Provide transformers rated greater than 30 kVA with four 2-1/2 percent full capacity taps
below and two 2-1/2 percent above rated voltage in primary.
2.The average audible sound level shall not exceed 45 DB for transformers rated at 75 kVA and
below, nor 55 DB for transformers rated above 75 kVA, when measured in accordance with
NEMA Standard TRI-2.068.
2.12 PANELBOARDS
A.Manufacturers: Eaton, Siemens, General Electric, or Square D.
B.Materials:
1.Branch circuit panelboards:
a.Provide factory assembled, enclosed panelboards in dead front cabinets, with doors,
surfaced mounted or recessed as indicated, not less than 20" wide and 5-3/4" deep. Height
will depend on the number of breakers and spaces.
b.Where a control compartment is indicated, provide an integral compartment with a separate
hinged lockable door held with captive screws.
c.Provide feeder terminal lugs for both main lugs only and main breakers rated for use with
copper or aluminum conductors.
d.Provide three phase, 4 wire, solid neutral design with sequence bussing, full capacity neutral
and full length copper bussing including areas indicated as space only. Bussing shall be
braced for maximum available fault.
e.Provide copper neutral bus where neutral bus is indicated. Neutral bus shall be sized for
minimum twice the current carrying capacity of line bus.
f.Key all door locks alike. Provide a type written directory of circuit index card holder mounted
behind the door in framed card slot with plastic see through window.
g.Provide full size copper equipment ground bus.
h.All breakers shall be bolt-on type molded case. No tie handle is accepted for multi-pole
breaker.
i.Provide pad lock off devices on all breakers serving appliances, motor operated equipment,
HVAC equipment and other circuit as indicated on panel schedules.
j.120/208V, 3 Phase, 4 Wire Panelboards: General Electric Co. type NLAB, Square D Co. type
NQOB, or Cutler-Hammer type POW-R-LINE1.
k.277/480V, 3 Phase, 4 Wire Panelboards: General Electric Co. type NHB, Square D Co. type
NEHB, ITE, Inc. type NHB, Sylvania Co. type NH1B or Cutler-Hammer type POW-R-LINE2.
l.All equipment shall be listed to meet or exceed the available fault current indicated on
drawings.
m.Provide main lugs only unless scheduled otherwise.
n.Construct in accordance with U.L. and NEMA Standards.
2.Distribution Panelboards:
a.Provide circuit breaker type distribution panelboards with fully rated copper bus, lockable
molded case breakers for mains and feeders. Provide nameplates for all circuit breakers.
b.Busing shall be braced to withstand maximum available fault current indicated on drawings.
c.Provide copper neutral bus where indicated. Neutral bus shall be sized for minimum twice the
current carrying capacity of line bus.
d.Provide full size copper ground bus adequate for number of grounded circuits.
e.General Electric Co. type NCP and type CCB, or Square D Co. types HCN and HCM, or
Cutler-Hammer type POW-R-LINE3 and POW-R-LINE4B.
3.Circuit breakers:
a.Resettable, quick-make, quick-break, bolt-in place type, trip-free, with separate trip position
from on and off positions.
b.Multiple pole breakers with common trip and one operation handle.
c.If handle ties are required, install only handle ties provided by circuit breaker Manufacturer.
d.Wire with sequence phasing.
e.Circuit breakers shall be rated to meet or exceed the available fault current indicated on
drawings.
2.13 OVERCURRENT PROTECTIVE DEVICES
A.Manufacturers:
1.Circuit Breakers:
a.General Electric
b.Square D
c.Siemens
d.Eaton
2.Fuses: Bussmann only.
B.Materials and fabrication:
1.Circuit Breakers: Molded case, quick-make, quick-break, thermal-magnetic, trip-free with
individual inverse time tripping mechanism on each pole. Terminal lugs rated for copper and
aluminum conductors. Minimum 10,000 amperes interrupting capacity, RMS symmetrical short
circuit rating shall be as required. All breakers shall meet or exceed the maximum available fault
current as indicated on single line diagram.
a.Use magnetic-only circuit breakers for motor applications.
b.Provide Class A (5ma sensitivity) breakers where GFI type breakers are required.
c.Provide "HACR" type circuit breakers for HVAC loads. Ratings shall be as indicated on the
drawings.
d.No tie handle on multi-pole circuit breaker is accepted.
e.Provide ambient compensated type breaker where the breaker is installed in the ambient in
excess of 40°C (104°F).
2.13 OVERCURRENT PROTECTIVE DEVICES
1.Fuses, as follows, unless otherwise indicated:
a.Class RK1:
1)250V; LPN-RK, Lowpeak
2)600V; LPS-RK
b.Class L: KRP-C, Hi-Cap
2.14 MOTOR CONTROLLERS
A.Manual motor controllers: NEMA ICS 6. AC general purpose Class A manually operated, full voltage
controller with thermal overload element. Also provide red pilot light, auxiliary contacts: 2 N.O. and 2
N.C., and push button operator. Enclosure: NEMA ICS 6, Type 1 except as otherwise shown.
B.Magnetic motor controllers: Provide full voltage, non-reversing, across the line, magnetic controller,
except where another type is indicated.
1.Control Circuit: Control circuit shall be 120 volts, except as otherwise indicated. Provide control
power transformer integral with controller where no other supply of 120 volt control power is
indicated. Provide control power transformer with adequate capacity to operate connected pilot,
indicating and control devices, plus 100 percent spare capacity.
2.Combination Controller:
a.Circuit Breaker Type: NEMA AB 1. Motor circuit protector; molded-case circuit breaker type
with magnetic only trip element calibrated to coordinate with the actual locked rotor current of
the connected motor and the controller overload relays. Provide breakers that are factory
assembled with the controller, interlocked with unit cover or door, and arranged to disconnect
the controller. Provide motor circuit protectors with field adjustable trip elements as specified
in "Overcurrent Protective Devices."
b.Fuse Type: NEMA KS 1. Enclosed knife switch with externally operable handle. Fuse
interrupting rating: 200,000 rms amperes. Fused or non-fused as indicated; quick-make,
quick-break switch; factory assembled with controller and arranged to disconnect it. For
fused switches, provide rejection-type fuse clips and fuses rated as indicated. Interlock switch
with unit cover or door.
A.Multispeed motor controllers: Match controller to motor type, application, and to number of speeds.
Conform to the requirements for magnetic motor controllers. Provide auxiliary devices as indicated.
Provide auxiliary switches, 2 N.O. and 2 N.O., except as otherwise indicated. Provide all required
relays factory installed in controller enclosure.
2.15 LIGHTING
A.Manufacturers: As indicated herein, and as shown on the Lighting Fixture Schedule.
B.Lighting Fixtures, General:
1.Work covered includes manufacturing, equipping, wiring, and assembling of all lighting fixtures.
Provide lighting fixtures complete for each and every light outlet in the type, quality, and size of
fixture indicated in lighting fixture schedule.
2.The lighting fixtures shown on fixture schedule are marked with the corresponding type letter,
indicating thereby the particular type of fixture to be installed on the respective outlets.
3.Include a lighting fixture on every light outlet shown, unless otherwise indicated to be omitted. If
the type of lighting fixture is not specifically noted, provide without extra cost to the Owner, a
lighting fixture of the same type called for under a similar condition elsewhere on the Contract
Drawings.
4.Catalog number on the lighting fixture schedule are for the purpose of indicating the general
type, quality, and size of fixtures that will be required. The use of Catalog Numbers for a lighting
fixture does not necessarily include all accessories that may be required for a complete and
operational installation.
5.All luminaries and other lighting equipment delivered to the job complete, wired and including all
supporting means, such as plaster frames, supports, hangers, canopies, sockets, holds, all
current or voltage modifiers, such as ballasts, starters, all light control materials; specifically
diffusers, louvers, lenses, reflectors and refractors.
6.All lighting fixtures constructed and installed in accordance with local building codes and
directives by the NFPA and shall bear the label of approval of the U.L. All materials new and of
best grade of approved manufacturing standards. Workmanship of highest order to assure
trouble-free operation and durability of equipment. Lighting fixtures constructed by labor
agreeable with that employed on the project.
7.Lighting fixtures to be designed for highest relative efficiency and service. Maintenance to be
simple and re-lamping possible without use of special tools.
8.Provide all light-sources, lamps and other light-producing media called for and suitable for
specified equipment and functions.
C.Lighting fixtures:
1.Luminaries to use not less than #16 gauge SF-2 wire. No splice or tap located within a fixture
arm, stem or chain. Wire continuous from lamp socket, or from internally mounted ballast or
driver, to splice with building wire whether splice box is mounted on fixture or attached to
building.
2.Lighting fixture body parts, comprising the lighting fixture housing, reflectors, wire channels, end
plates, ballast housing, and similar body parts, to be made of extruded aluminum, galvanized
stampings, or bonderized steel, as indicated in the lighting fixture schedule. Wireways to have
adequate wiring space, accessible after fixture installation. Housing adequately ventilated where
required. All screws and nuts have rust-proof finish.
3.Where recessed lighting fixtures are installed in ceiling finished with acoustical tile or grid
system, the lighting fixture shall conform to the patterns indicated on the Architectural Reflected
Ceiling Plan.
4.The final installation must present a symmetrical appearance, with all lighting fixtures free of any
damage and thoroughly clean.
5.Provide all additional means necessary to support lighting fixtures that would put excessive
stress on the ceiling system.
6.Lighting fixtures mounted end-to-end and used as a raceway to be mechanically bonded
together to insure continuity of ground. Lighting fixtures used as "feed through" to have wireways
of adequate size.
7.All plastic lens of shielding for fluorescent lighting fixtures to be made from 100% virgin acrylic
unless otherwise specified.
D.Additional Fixture Related Requirements:
1.Recessed lighting fixtures in plaster or drywall ceilings to be furnished with plaster frames.
2.Lighting fixtures recessed in furred ceiling installed so that they can be removed from below the
ceiling without damage to the ceiling.
3.Recessed lighting fixtures to be installed with metal bar hangers for attaching to ceiling supports.
Lighting fixtures not supported directly from ceiling, provide galvanized steel wire as required for
supporting lighting fixture from structure. No wood or other combustible material to be used for
supporting fixtures.
4.Provide stems with swivel joints and canopies for all suspended lighting fixtures. Finish of all
exposed parts to match that of the associated fixture, unless otherwise noted. Design to conform
to Drawings. Wiring to pendant fixtures contained within stems. Wire entry by means of heavy
malleable iron hickeys.
5.A canopy to be furnished for each stem and all canopies to match for each fixture type, as
shown.
6.Ascertain type of ceiling construction for each fixture and provide suitable frames and fixture
accessories to suit. Furnish substantial mounting frames or plaster rings for all recessed and
semi-recessed lighting fixtures indicated or required. All frames made of galvanized steel with
extra cross members where required to insure maintenance or proper opening dimensions
during installation.
E.Accessories:
1.Provide manufacturer's standard mounting rings, trim flanges, hanger bars, spacers, supports,
plaster frames of nonferrous material or cadmium plated steel. Do not use painted steel plaster
frames.
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
ELECTRICAL
SPECIFICATIONS
IE-0.03
PART 3 - EXECUTION
3.01 INSTALLATION
A.General: The electrical installation shall conform to the requirements of NFPA 70, "National Electrical
Code," and to the requirements specified herein.
B.Wiring Method: The wiring method shall be as follows, except as otherwise noted.
1.Exterior:
a.Exposed: Rigid steel conduit.
b.Concealed: Rigid steel conduit.
1)In or under slab on grade: Nonmetallic conduit, Schedule 40 PVC. Conduit leaving the
slab (including exposed conduit riser) shall be rigid steel conduit.
2)Underground: Rigid nonmetallic conduit. Use Schedule 40 PVC. Provide concrete
encasement as indicated.
c.Connection to vibrating equipment, including transformers and hydraulic, pneumatic, or
electric solenoid or motor-driven equipment: Liquidtight flexible metal conduit, maximum
length 18".
2.Interior:
a.Exposed: Electrical metallic tubing.
1)Areas where exposed conduit may be subject to physical damage: Rigid metal conduit.
2)Damp or wet locations: Rigid metal conduit.
3)Classified locations: Rigid metal conduit.
b.Concealed: Electrical metallic tubing.
1)In or under slab on grade: Nonmetallic conduit, Schedule 40 PVC. Conduit leaving the
slab (including exposed conduit riser) shall be rigid steel conduit.
2)In slab, above grade: Rigid nonmetallic conduit Schedule 40 PVC. Maximum size conduit
in slab: 1".
c.Connection to vibrating equipment, including transformers and hydraulic, pneumatic, or
electric solenoid or motor-driven equipment: Flexible metal conduit, maximum length 18".
1)For moist or humid locations or corrosive atmosphere, or where subject to water spray or
dripping oil, grease, or water: Liquidtight flexible metal conduit.
d.Connection to lighting fixtures located in suspended acoustical or metal ceilings: Flexible
metal conduit, maximum length 72".
e.Final connections to lighting fixtures which have isolated junction boxes: Flexible metal
conduit.
1)Damp locations: Liquidtight flexible conduit.
C.Grounding and Bonding:
1.General: Grounding shall be provided in accordance with all applicable codes and regulations
and the local authorities having jurisdiction.
2.An equipment grounding conductor shall be provided in all raceway containing phase
conductors.
3.The maximum resistance to ground shall not exceed 5 ohms.
D.Raceway Installation:
1.General Requirements: Install electrical raceways in accordance with manufacturer's written
installation instructions, applicable requirements of NEC, and as follows.
a.Minimum size: 3/4" unless otherwise indicated.
b.Size conduits as indicated on the drawings and as required by the NEC for the number and
sizes of wires to be installed into the conduit.
c.Make conduit field cuts square with saw and ream out to full size. Shoulder conduits in
couplings. Remove burrs, and swab inside conduits before conductors are pulled in.
d.Make all conduit joints mechanically tight, electrically continuous, and watertight. Pitch
conduits in a manner to avoid creating moisture traps.
e.Install minimum 1/8" polypropylene pull cords from end-to-end in all empty raceways, tagged
with the identification of service intended and location of opposite end. Leave at least 24" of
pull cord at each end.
f.Restore wall, ceiling, and floor penetrations to the requirements of the Authority Having
Jurisdiction.
g.Communications/Signal System Raceways 2" Trade Size and Smaller: In addition to the
above requirements, install raceways 2" and smaller trade size in maximum lengths at 150'-0"
and with a maximum of two, 90° bends or equivalent. Install pull or junction boxes where
necessary to comply with these requirements.
h.Provide code sized green grounding conductor in all conduit.
2.Perform excavating, trenching, backfilling, and compacting as shown, and as specified in
Division 02 which prescribes excavation, backfilling and compacting for utilities. Minimum cover
for runs below finished grade outside buildings: 24" except where noted.
3.Complete installation of electrical raceways before starting installation of conductors within
raceways.
a.Protect inside of conduit from dirt and rubbish during construction by capping all openings
with plastic caps intended for the purpose. Cap or plug conduits with standard manufactured
accessories as soon as the conduits have been permanently installed in place.
4.Install all conduits at elevations and locations to avoid interference with grading or other work,
the structure, finished ceilings, walls. Avoid causing cutting of masonry structural members.
a.Do not place conduits in close proximity to equipment, systems, and service lines, such as
hot water supply and return lines, which could be detrimental to the conduit and its contents.
Maintain a minimum 3" separation, except in crossing, which shall be a minimum 1".
1)Minimum separation from uninsulated hot water pipes, steam pipes, heater flues or vents:
6". Avoid running conduit directly under water lines.
2)Elevation of Raceway: Where possible, install horizontal raceway runs above water and
steam piping.
5.Conceal conduit, unless indicated otherwise, within finished walls, ceilings, and floors. Keep
raceways at least six 6" away from parallel runs of flues and steam or hot water pipes. Install
raceway level and square and at proper evaluations.
a.To prevent displacement, securely support and hold in place all conduits installed in advance
of other work and to be concealed in the building structure. Carefully lay out conduits run
within the structure, such as floors, beams, walls, to avoid densities excessive for the
construction. Relocate those conduits when excessive densities occur.
b.Run conduits embedded in structural slabs in the middle of the slab below the top and above
the bottom reinforcing steel. Minimum cover for conduit in concrete floors, walls or roof: 1/3
thickness of slab, but in no case less than 1-1/2" cover except where penetration is made. Do
not install conduit larger than 1" in slabs. Tie raceways to reinforcing rods or otherwise
secure them to prevent sagging or shifting during concrete placement. Space raceways
laterally to prevent voids in the concrete. Where nonmetallic conduit is used, raceways must
be converted to Schedule 80 or rigid steel conduit before rising above the floor.
c.Where conduit installed in concrete or masonry extends across building construction joints,
provide expansion fittings as manufactured by O.Z.; Crouse-Hinds; Appleton; or equal, with
approved ground straps and clamps. Expansion fittings installed in concrete shall be water
tight, concrete tight, deflection/expansion type.
d.Run concealed raceways with a minimum of bends in the shortest practical distance
considering the type of building construction and obstructions except as otherwise indicated.
This does not apply to conduits in crawl spaces.
6.Install and neatly rack exposed conduits parallel with and perpendicular to building walls. Do not
install exposed diagonal conduit runs.
a.Run exposed, parallel, or banked raceways together. Make bends in parallel or banked runs
from the same center line so that the bends are parallel. Factory elbows may be used in
banked runs only where they can be installed parallel. This requires that there be a change in
the plane of the run such as from wall to ceiling and that the raceways be of the same size. In
other cases provide field bends for parallel raceways.
b.Use blockouts for concentrations of conduits in a confined area.
c.Route and suspend conduits crossing expansion joints to permit expansion, contraction, and
deflection utilizing approved fittings to prevent damage to the building, conduits, and
supporting devices.
d.Install exposed raceways parallel and perpendicular to nearby surfaces of structural
members and follow the surface contours as much as practical.
e.Provide conduit bodies for exposed conduit runs at junctions, bends or offsets where
required. Do not use elbows or bends around outside corners of beams, walls or equipment.
Make conduit body covers accessible.
7.Concrete Wall or Stab Penetrations: All core drilling, sleeves, blockouts or other penetrations
must be approved by the Structural Engineer prior to installation.
a.Space sleeves and core drills to insure a minimum dimension of 3 times the nominal trade
diameter of the largest adjacent conduit between sleeves or core drills.
b.Use blockouts for concentrations of conduits in a confined area.
8.Join raceways with fittings designed and approved for the purpose and make joints tight. Where
joints cannot be made tight, use bonding jumpers to provide electrical continuity of the raceway
system. Make raceway terminations tight. Where terminations are subject to vibration, use
bonding bushings or wedges to assure electrical continuity. Where subject to vibration or
dampness, use insulating bushings to protect conductors.
9.Make bends and offsets so the inside diameter is not effectively reduced. Unless otherwise
indicated, keep the legs of a bend in the same plane and the straight legs of offsets parallel.
f.Make no bends with a radius less than 12 times the diameter of the cable it contains nor
more than 90°. Make field bends with tools designed for conduit bending. Heating of metallic
conduit to facilitate bending is not permitted.
g.Bends and offsets in 1" and smaller conduits may be done with approved bending devices.
Do not install conduits which have had their walls crushed and deformed and their surface
finish damaged due to bending.
c Run conduits parallel to and at right angles to building lines.
d.Where space conditions prohibit the use of standard ells, elbows, and conduits, use cast
ferrous alloy fittings of such forms and dimensions as best required for application.
10.Surface Raceway:
a.Install a separate green ground conductor in raceway from the junction box supplying the
raceway to receptacle of fixture ground terminals.
b.Select each surface raceway outlet box to which a lighting fixture is attached to be of
sufficient diameter to provide a seat for the fixture canopy.
c.Where a surface raceway is used to supply a lighting fixture having central stem suspension
with a backplate and a canopy, with or without extension ring, the backplate and canopy will
serve as the outlet box and no separate outlet box need be provided.
d.Provide surface raceway outlet box, in addition to the backplate and canopy, at the feed-in
location of each lighting fixture having end stem suspension.
e.Where a surface raceway extension is made from an existing outlet box on which a lighting
fixture is installed, provide a backplate slightly smaller than the fixture canopy, and no
additional surface mounted outlet box need be installed.
f.Surface raceways shall be securely fastened to the mounting surface. Use expansion type
anchors in concrete.
11.Do not run conduits exposed on the roof unless approval is obtained from the Owner prior to
installation.
12.Other Requirements:
a.Connect motors, equipment containing motors, equipment mounted on an isolated
foundation, transformers, and other equipment and devices which are subject to vibration and
which require adjustment with liquidtight flexible metallic conduit from the device to the
conduit serving it. Size the flexible conduit length more than 12 diameters, but less than 18
diameters. Rigidly support the points of attachment on each side of the connection. Use
external bonding jumpers on sizes 1-1/2" and above.
b.Install escutcheons on all exposed conduits passing through interior floors, walls, or ceilings.
Install fire seals on all conduits passing through fire rated partitions. Install wall and floor fire
seals on all conduits passing through exterior walls and floors, or use standard galvanized
steel pipe sleeves; diameters 12" greater than the outside diameter of the sleeved conduit
and fill the annular space with mastic or caulk with lead.
c.Fire pump room: All wiring shall be installed in rigid metal, liquidtight flexible metal conduit.
d.Raceway for panelboards:
1)All homeruns shown shall be run to the panel indicated independently of all other
homeruns. Provide pull points so as not to exceed total bends of 270°.
2)Run a minimum of one 3/4" empty conduit for every three single pole spare circuit
breakers, spaces or fraction thereof and not less than two 3/4" conduits from every flush
mounted panel to an accessible space above the ceiling and below the floor.
e.Make conduit projections from covered areas to areas exposed to the weather watertight by
proper flashing. Extend flashing a minimum of 6" in all directions from conduit.
f.Cap conduits indicated to be stubbed-out underground using glued on PVC caps intended for
this purpose.
g.Install a coupling flush with the floor on all conduits stubbed-up through the floor slab.
h.Do not penetrate walls with flexible conduit where subject to physical damage. Use recessed
box with extension ring for transition from interior to exterior of wall.
i.Terminations:
1)Where raceways are terminated with locknuts and bushings, align the raceway to enter
squarely and install the locknuts with dished part against the box. Where terminations
cannot be made secure with one locknut, use two locknuts, one inside and one outside
the box.
2)Where terminating in threaded hubs, screw the raceway or fitting tight into the hub so the
end bears against the wire protection shoulder. Where chase nipples are used, align the
raceway so the coupling is square to the box, and tighten the chase nipple so no threads
are exposed.
3)At switchboards, manholes and floor standing distribution panelboards, provide insulated
throat bushings or bell ends on all non-metallic conduit entries and bushings on all
metallic conduit entries.
4)Install insulated throat threaded hubs on conduits entering enclosures without threaded
hubs.
5)Install end bells on conduits stubbed through slabs and foundations into electrical
enclosures.
j.Install raceway sealing fittings in accordance with the manufacturer's written instructions.
Locate fittings at suitable, approved, accessible locations and fill them with UL Listed sealing
compound. For concealed raceways, install each fitting in a flush steel box with a blank cover
plate having a finish similar to that of adjacent plates or surfaces. Install raceway sealing
fittings at the following points and elsewhere as indicated:
1)Where conduits enter or leave hazardous locations.
2)Where conduits pass from warm locations to cold locations, such as the boundaries of
refrigerated spaces and air conditioned spaces.
3)Where required by the NEC.
k.Stub-up Connections: Extend conduits through concrete floor for connection to freestanding
equipment with an adjustable top or coupling threaded inside for plugs and set flush with the
finished floor. Extend conductors to equipment with rigid steel conduit; flexible metal conduit
may be used 6" above the floor. Where equipment connections are not made under this
contract, install screwdriver operated threaded flush plugs flush with floor.
1)Protect stub-ups from damage where conduits rise from floor slabs. Arrange so that
curved portion of bends is not visible above the finished slab.
l.Flexible Connections: Use short length (maximum of 6'-0") of flexible conduit for recessed
and semi-recessed lighting fixtures, for equipment subject to vibration, noise transmission, or
movement; and for all motors. Use liquidtight flexible conduit in wet locations. Install separate
ground conductor across flexible connections.
m.PVC Coated Rigid Steel Conduit:
1)Do not store conduit in direct sunlight.
2)Use pipe straps, no pipe wrenches or channel wrenches, when tightening connections to
avoid damaging PVC coating.
3)Patch all gouges or cuts in the PVC coating after installing conduit. Use manufacturer's
recommended patching paste. Build up area to be patched to full mil thickness of coating
and feather out paste on sides of damaged area a minimum of 1/2" to provide a
completely bonded seal.
4)Field bend conduit with shoes for a mechanical bender sized for the next larger size
conduit.
5)Bends used in or below concrete slabs shall be, rigid steel type elbows, use for all
stub-ups with flush floor coupling at transitions.
n.Use raceway fittings that are of types compatible with the associated raceway and suitable
for the use and location. For intermediate steel conduit, use threaded rigid steel conduit
fittings except as otherwise indicated.
I.Underground Duct Banks:
1.Exercise care in excavating, trenching and working near existing utilities. Trenching and backfill:
a.Contractor shall trench underground duct path and manhole location with utmost care in
order to avoid existing underground facilities. Trench size shall be kept to a minimum. No
oversized trench shall be made unnecessarily.
b.All trench excavations by the Contractor shall be backfilled by same in accordance with this
specification.
c.All material excavated during underground electrical work is not pre-qualified for backfill.
d.All fill must be placed in layers not exceeding 8" in depth and hand tamped or machine
compacted to at least 95% of its maximum dry density as computed by the ASTM method of
performing a compaction test (D-1557-70).
G.Lighting:
1.Inspect Architectural drawings and specifications, including ceiling alternates, to determine
ceiling material to be installed.
2.Inspect Architectural reflected ceiling plans.
3.Inspect installed ceiling components for defects affecting the quality and execution of work.
4.Preparation:
b.Verify ceiling material and alignment.
c.Lay out exact locations of fixtures in accordance with reflected ceiling plans, fixtures' and
switches' outlet boxes and supports.
d.Provide outlet boxes and conduit.
e.Provide appropriate hardware and fixture accessories to support from ceiling system.
5.Installation:
a.Installation of all lighting fixtures done by experienced electrician. Lighting fixtures not
installed where finished coat of paint has been applied to ceiling and walls until paint is
thoroughly dry. Verify ceiling type with architectural plan and provide all necessary framing
and mounting hardware.
b.Contractor to be responsible for proper coordination of all lighting fixture locations. Provide
support for all lighting fixtures mounted on or recessed in hung ceiling. Confer with Ceiling
Contractor and other trades to coordinate lighting systems.
c.Lighting fixtures to be rigidly mounted to fixture stud in outlet boxes. Malleable iron hickeys or
extension pieces provided where required.
d.Provide suitable coverplate or canopy for each lighting fixture outlet box where the lighting
fixture does not provide a suitable cover.
e.Lighting fixtures located on exterior of building installed with cadmium plated brass screws
and gasketed.
f.Lighting fixture to be installed in suspended T-Bar ceiling shall be attached to the ceiling grid
with an attachment device with a capacity capable to resist a force equal to the weight of the
light fixture acting in any direction. Lighting fixtures shall be supported directly from the
structure above by hangers capable of supporting the weight of the fixture with #12
galvanized steel wire from all 4 corners.
g.Verify all ceiling heights and clearances if mounting height is not indicated on plans or in
lighting fixture schedule, or if lighting fixture is relocated because of a conflict with another
trade. A mounting height for the lighting fixture is to be submitted for review.
h.Each lighting fixture completely wired in an approved manner with #14 AWG copper stranded
wire, 600 volt, with type SF-2 insulation; recessed lay-in lighting fixtures furnished with 7'-0"
#14 SF wire and 6'-0" Greenfield, when installed in an air plenum.
i.Circuit wiring running through the lighting fixtures to be #12 AWG with type SF insulation. No
joints in the wires other than those absolutely required. Provide wires of sufficient length for
making approved connections at the light outlets and at the lampholders or ballasts.
j.Joints and splices within lighting fixtures to be either soldered and taped with plastic
electrician's tape or secured by wire nuts or indent type lug fasteners.
k.Protect the lighting fixtures from damage during their unloading or removal, storage or
installation, any broken fixtures, lenses, etc., must be replaced with new parts, without any
additional expense to the Owner, undue delay or inconvenience.
l.Upon completion of the installation of the lighting fixtures and lighting equipment, they must
be in first-class operating order and in perfect condition as to finish, etc. Check for proper
operation and appearance, alignment of fixtures and proper placement of lenses, louvers,
lamps and other light-controlling or modifying appurtenances.
m.Where special lighting effects, flood or spotlighting is involved, perform final adjustment
under the direct supervision of Architect.
n.Cleaning: Immediately prior to occupancy, damp clean all lenses, lighting fixture trims,
reflectors, clean lamps or install new lamps as directed, with lenses and fixtures free of
labels.
o.Use of Lighting Fixtures: As soon as any portion of lighting fixture work is ready for operation,
the Owner shall have the right to operate under the supervision of the Contractor. This shall
in no way be interpreted to mean the acceptance of such part of the installation or relieve the
Contractor of his responsibility for the complete work or any part thereof.
p.Color and type of finish of all lighting fixtures as approved by the Architect.
q.Install fixtures and accessories in accordance with manufacturer's recommendations and
industry standard practice.
r.Coordinate work of this section with that of other trades.
s.Provide lighting fixtures, lamps, switches, and control systems, and wiring.
t.If designation omitted on drawings, provide same type fixture employed in rooms of similar
usage (contact this engineer for final direction).
u.Provide spacers for fixtures mounted on low density ceiling material.
v.Provide plaster frames for recessed fixtures in plaster ceilings.
w.Install fixtures in fiber decking and formboard so outlet boxes and openings will not be sight
exposed.
x.Prepare fixtures and trim required to be painted.
y.Outlet boxes locations on drawings are diagrammatic only. Position outlet boxes to coincide
with suspension hangers and knock-outs.
z.Install in accordance with manufacturer's instructions, submittal data, and details on
drawings.
6.Adjustment and cleaning:
a.Adjust lamp positions for desired effects.
1)Align fixtures with building walls and tile joints.
b.Cleaning:
1)Remove dirt, grease, and foreign materials from fixtures.
2)Remove fingerprints, smudges, and dirt from fixtures' lenses and lamps.
3.02 FIELD QUALITY CONTROL
A.Examine surfaces to which conduits are to be secured for:
1.Defects which will adversely affect the execution and quality of work.
2.Deviations from allowable tolerances for the building material.
B.Do not start work until defects and deviations are corrected.
3.03 CLEANING
A.Upon completion of installations of raceways, inspect interiors of raceways; clear all blockages and
remove burrs, dirt, and construction debris.
3.04 PROTECTION OF FINISHED WORK
A.Protect inside of conduit from dirt and rubbish during construction by capping all openings with plastic
caps intended for the purpose.
B.Protect stub-ups from damage where conduits rise from floor slabs. Arrange so curved portion of
bends is not visible above the finished slab.
3.05 GROUNDING
A.Electrically ground metallic cabinets, boxes, and enclosures. Where wiring to item includes a
grounding conductor, provide a grounding terminal in the interior of the cabinet, box, or enclosure.
3.06 CLEANING AND FINISH REPAIR
A.Upon completion of installation, inspect components. Remove burrs, dirt, and construction debris and
repair damaged finish including chips, scratches, abrasions and weld marks. Clean surfaces to be
painted.
B.Galvanized finish: Repair damage using a zinc-rich paint recommended by the manufacturer.
C.Painted finish: Repair damage using matching corrosion-inhibiting touch-up coating.
e.All compacted fill will be under continuous inspection by the Inspector. Compaction tests will
be arranged for by the Inspector in cooperation with the Contractor.
i.Puddling or water-flooding for settling backfill will not be permitted except in landscaped
areas. The addition of water shall be limited to achieving optimum moisture content for tamp
procedures.
f.Where Contractor trenches crosses any finished road (paved or gravel), he shall be
responsible for restoring the road to its original condition. Repaving shall be with the same
surrounding material and to a quality equal or exceeding its surround.
g.Do not backfill for a period of at least 24 hours after pouring concrete. Upon receipt of the
Inspector's approval proceed with backfill. Backfill with 1 sack slump concrete and repair of
surface to be completed within 24 hours of approval. Provide wet sand backfill in landscape
areas.
h.Survey slope of trenches and ducts between terminations to provide drainage. No pockets
shall be permitted.
2.Underground Duct with Concrete Encasement:
a.Underground ductbanks lines shall be constructed of individual conduits encased in concrete.
Conduit shall be of PVC Schedule 40. The kind of conduit used shall not be mixed in any one
duct bank. PVC ducts shall not be smaller than 2" in diameter unless otherwise indicated.
The concrete encasement surrounding the bank shall be rectangular in cross-section and
shall provide at least 3" of concrete outer encasement for ducts. Conduit shall be separated
by a minimum concrete thickness of 2".
b.The top of the concrete envelope shall not be less than 30" below grade, except that under
roads and pavement it shall be not less than 36" below grade.
c.Ductbanks shall have a continuous slope downward toward manholes with a pitch of not less
than 1-1/2" in 100'-0". Except at conduit risers, changes in direction of runs exceeding a total
of 10°, either vertically or horizontally, shall be accomplished by long sweep bends having a
minimum radius of curvature of 25'-0". Sweep bends may be made of one or more curved or
straight sections or combinations thereof. Manufactured bends shall have a minimum radius
of 24" for use with conduits of less than 3" in diameter and a minimum radius of 48" for ducts
of 3" in diameter and larger.
d.PVC conduits shall terminate in end-bells where duct lines enter pullboxes or manholes.
Separators shall be of precast concrete, high-impact polystyrene, steel, or any combination
of these. The joints of the conduits shall be staggered by rows and layers so as to provide a
duct line having maximum strength.
e.During construction, partially completed duct lines shall be protected from the entrance of
debris such as mud, sand, concrete and dirt by means of suitable conduit. As each section of
a duct line is completed, a testing mandrel not less than 12" long with a diameter 1/4" less
than the size of the conduit shall be drawn through each conduit, after which a brush having
the diameter of the duct and having stiff bristles shall be drawn through the conduit until it is
clear of all particles of earth, sand, or gravel. Conduit plugs shall then be immediately
installed.
f.Locate spacers no greater than 5'-0" center to center, along entire length of ductbank.
g.Duct couplings may be placed side by side horizontally, but staggered at least 6" vertically.
h.Make conduit joints in accordance with manufacturer's recommendations. In the absence of
specific recommendations, make the joints as follows:
1)Brush a plastic solvent cement on the inside of the coupling and on the outside of the duct
ends.
2)Slip duct and fitting together with a quick one-quarter turn to set the joints.
i.Follow ductbank sections on the drawings for size, arrangement and spacing of ducts.
j Secure ducts and spacers to prevent movement during placement of concrete.
k.At connection to existing manhole, dowel the concrete encasement with one #4 reinforcing
bar 36" long per duct. (Minimum of two required.)
l.Provide a #2/0 soft bare copper ground conductor throughout the continuous length of
ductbanks containing conductors having more than 150 volts to ground.
m.Concrete; in accordance with the following:
1)Provide #4 rebar dowels at each concrete joint/pour transition. A minimum of 8'-0" long #4
rebar dowel, one per conduit in ductbank.
2)Provide rebar and tie-downs to prevent conduits from floating to top of concrete during
curing.
3)Make ductbank construction monolithic top to bottom and side to side.
4)Do not exceed the outside dimension of the completed ductbank by more than 1" in the
vertical or 4" in the horizontal from dimensions indicated.
5)Use plastic film to retain moisture for proper curing.
n.Ductbank concrete may be poured without forming, provided trench walls are firm and will not
cave in during installation. Unless noted otherwise, encase the raceway on all sides with a
minimum of 3" of concrete.
o.Where conduits are stubbed out for future connection, stop concrete 12" from end of conduit.
Provide a waterproof cap on the end of the conduit.
p.The top of the concrete ductbank shall be as shown on the drawings, or as otherwise
required by code and as required to coordinate with other underground obstructions.
3.Connections to Existing Ducts: Where connections to existing duct lines are indicated, excavate
the lines to the maximum depth necessary. Cut off the lines and remove loose concrete from the
conduits before installing new concrete encased ducts. Provide a reinforced concrete collar,
poured monolithically with the new duct line, to take the shear at the joint of the duct lines.
Remove existing cables which constitute interference with the work.
4.Connection to Existing Handholes and Manholes: For duct line connections to existing
structures, break the structure wall out to the dimensions required and preserve steel in the
structure wall. Cut steel and band out to tie into the reinforcing of the duct line encasement. Chip
out the structure wall to form a key for the duct line encasement.
5.Connections to Existing Concrete Pads: For duct line connections to concrete pads break an
opening in the pad out to the dimensions required and preserve steel in pad. Cut the steel and
bend out to tie into the reinforcing of the duct line encasement. Chip out the opening in the pad
to form a key for the duct line encasement.
6.Removal of Ducts: Where duct lines are removed from existing manholes, close openings and
waterproof manhole. Chip out the wall opening to provide a key for the new section of wall.
7.Precast pullboxes shall be of sizes required.
F.Installation of boxes and fittings:
1.Outlet boxes and Fittings: Install outlet and device boxes and associated covers and fittings of
materials and NEMA types suitable for each locations and in conformance with the following
requirements, except as otherwise indicated:
a.Interior dry locations: NEMA type 1, sheet steel.
1)In dry walls for single and two gang outlets provide 4S and 4D boxes, for 3 or more
outlets use masonry boxes.
2)In block and masonry walls provide masonry boxes of depths required for wall thickness.
3)In poured concrete and plastered walls provide 4S and 4D boxes for single gang outlets
and 2G and 3G-5075 boxes for multiple ganged outlets.
4)In concrete ceilings provide OCR rings. In other ceilings provide 40 and 40D boxes. Omit
covers if standard canopy and device plates entirely cover the ceiling opening.
b.Locations exposed to weather or dampness: Cast metal, NEMA type 3R.
c.Wet locations: NEMA type 4 enclosures.
1)In exposed work, exterior of buildings, in wet location, and flush in non-waterproofed walls
below grade provide FS and FD boxes.
d.Corrosive locations: NEMA type 4X enclosures.
e.Hazardous (Classified) locations: Cast metal, UL 886, NEMA type listed and labeled for the
location and class of hazard indicated.
2.Pull and Junction Boxes: Install pull and junction boxes of materials and NEMA types as follows,
except as otherwise indicated:
a.Interior dry locations: NEMA type 1, sheet steel.
b.Locations exposed to weather or dampness: NEMA type 3R, sheet steel.
c.Wet locations: NEMA type 4 enclosures.
d.Corrosive locations: NEMA type 4X enclosures.
e.Hazardous (Classified) locations: Cast metal, UL 886, NEMA type listed and labeled for the
location and class of hazard indicated.
3.Floor Boxes: In slabs on grade and wet locations: Use NEMA type 4 boxes. At other locations in
slabs, use concrete-tight NEMA 1 boxes.
a.Provide floor boxes with quantity of gangs as required for power, communication or control
as indicated. Use boxes with barriers where required. Provide carpet flanges in carpeted
areas.
4.Hinged Door Enclosures: NEMA type 12, except as indicated.
5.Hinged Door Enclosures Outdoors: NEMA type 3R, with drip hood, factory tailored to individual
units.
6.Hinged Door Enclosures in Corrosive Locations: NEMA type 4X metal enclosure.
7.Cabinets: Flush mounted, NEMA type 1, except as otherwise indicated.
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
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Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
ELECTRICAL
SPECIFICATIONS
IE-0.04
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
LIGHTING FIXTURE
SCHEDULE
IE-0.05
·
·
·
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
MECHANICAL AND PLUMBING
EQUIPMENT CONNECTIONS
IE-0.06
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
ELECTRICAL DETAILS
IE-0.07
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
§
§
§
SINGLE LINE DIAGRAM
IE-0.10
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
SHORT CIRCUIT CALCULATION
IE-0.11
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
PANEL SCHEDULES
IE-0.20
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
PANEL SCHEDULES
IE-0.21
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
PANEL SCHEDULES
IE-0.22
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
LIGHTING CONTROLS
IE-0.30
·
·
·
·
·
·
·
·
·
·
·
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B
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B
L
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.
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
ELECTRICAL SITE PLAN
IE-1.0
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1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
308
WAREHOUSE
OFFICE
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
304A
MEN
304B
WOMEN
NEW 8'-0" HIGH
OPENING
SERVER
EQUIPMENT RACK
(BY OTHERS)
113
IT
5
B
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL FIRST FLOOR
POWER AND SIGNAL PLAN
IE-1.1
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN210
JAN
204A
STOR
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN210
JAN
204A
STOR
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL SECOND FLOOR
POWER AND SIGNAL PLAN
IE-1.2
1
A
B
C
D
C.6
C.5
2 3 4 5 6
1
1
1
A
B
C
D
C.6
C.5
2 3 4 5 6
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
ROOF ELECTRICAL PLAN
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LL
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1
A
B
C
D
C.6
C.5
2 3 4 5 6
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
NEW 8'-0" HIGH
OPENING
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE
408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN
120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN 103
MECH
308
WAREHOUSE
OFFICE
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
+12'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
WALK-IN
REFRIGERATOR BY
OTHERS
304A
MEN
304B
WOMEN
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL FIRST FLOOR
LIGHTING PLAN
IE-2.1
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN
210
JAN
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+9'-0"
+8'-0"
+8'-0"
1
A
B
C
D
C.6
C.5
2 3 4 5 6
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL SECOND FLOOR
LIGHTING PLAN
IE-2.2
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
OFFICE
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL FIRST FLOOR POWER
AND SIGNAL DEMOLITION PLAN
IED-1.1
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN210
JAN
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL SECOND FLOOR POWER
AND SIGNAL DEMOLITION PLAN
IED-1.2
1
A
B
C
D
C.6
C.5
2 3 4 5 6
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL FIRST FLOOR LIGHTING
DEMOLITION PLAN
IED-2.1
1
A
B
C
D
C.6
C.5
2 3 4 5 6
4
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
5
IA-5.2‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒‒
DISCLAIMER
This plan is for illustrative purposes only and shall not be used for construction
or procurement of furniture. Existing conditions and access compliance have
not been field verified; Hendy is not responsible for any conditions that differ
from plan or that are out of compliance as a result. Furniture dealer shall
verify that the final layout of furniture meets clearances required for egress as
required by the authority having jurisdiction.
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
salasobrien.com
Project No.:
Irvine
8825 Research Drive
Irvine, CA 92618
949.753.1553
2491-60812-00
1/8" = 1'-0"
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
AB/CD
NO.DESCRIPTION DATE
PLAN CHECK SUBMITTAL 03/17/25
PLAN CHECK RE-SUBMITTAL 06/06/251
OVERALL SECOND FLOOR
LIGHTING DEMOLITION PLAN
IED-2.2
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
SCHEDULES AND SHEET INDEX
M-0.1
MCGUFF
AB/CD
MECHANICAL LEGEND, NOTES,
NORTH
HHENDY.COM
T (949) 851-3080
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Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
SCHEDULES
M-0.2
MCGUFF
AB/CD
MECHANICAL EQUIPMENT
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
Room
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
308
WAREHOUSE
OFFICE
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
304C
MEN
304D
WOMEN
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MECHANICAL PLAN
M-2.1
MCGUFF
AB/CD
LEVEL 1 - PARTITION FLOOR
NORTH
HHENDY.COM
T (949) 851-3080
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Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1
A
B
C
D
C.6
C.5
2 3 4 5 6
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MECHANICAL ROOF PLAN
M-3.1
MCGUFF
AB/CD
PARTITION
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.1
MCGUFF
AB/CD
MECHANICAL DETAILS
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.2
MCGUFF
AB/CD
TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.3
MCGUFF
AB/CD
TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
Keith Matoi
06-11-2025
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.4
MCGUFF
AB/CD
EXISTING OFFICE TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.5
MCGUFF
AB/CD
TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
Keith Matoi
06-11-2025
1
A
B
C
D
C.6
C.5
2 3 4 5 6
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MECHANICAL ROOF PLAN
M-3.1
MCGUFF
AB/CD
PARTITION
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
PLUMBING ROOF PLAN
P-3.1
NO. DESCRIPTION DATE
PLAN CHECK SUBMITTAL 3/17/25
1 PRESCREEN
CORRECTIONS
3/24/25
1
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-0.1
MCGUFF
AB/CD
PLUMBING LEAD SHEET
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-0.2
MCGUFF
AB/CD
PLUMBING SCHEDULES
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
PRIME AND WRAP ALL PIPE AND FITTINGS WITH 3M SCOTCHRAP 50 (10 MIL) PVC PIPE WRAP AND 3M PIPE PRIMER PER MANUFACTURER'S DIRECTIONS, OR
INSTALL IN 8 MIL POLYETHYLENE ENCASEMENT IN ACCORDANCE WITH ANSI/AWWA STANDARD C105/A215-82 . BED AND BACKFILL WITH CLEAN ALKALIZED
SAND .
ALL COMPRESSED AIR PIPING IN THE METREX LAB SHALL BE OIL-FREE MEDICAL GRADE PIPING.
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-0.3
MCGUFF
AB/CD
PLUMBING SPECIFICATIONS
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1
A
B
C
D
C.6
C.5
2 3 4 5 6
101
LOBBY
101A
RECEPTION
102
OFFICE
105
MEN
106
JAN
401
SOUTH STAIR
402
OFFICE
403
OFFICE
404
OFFICE
405
OFFICE 408
OFFICE
107
OFFICE
108
OFFICE
109
Room
112
OFFICE
113
IT
114
OFFICE
115
OFFICE
118
BREAK ROOM
121
LOBBY
119
MEN
120
WOMEN 120A
NORTH STAIR
126
HALLWAY
122
OFFICE
124
OFFICE
125
CONF.
307
ELECTRICAL
311
PACKAGING
104
WOMEN
103
MECH
308
WAREHOUSE
OFFICE
111
RECEIVING
116
DIGITAL PHOTO
123
STORAGE
127
SHIPPING
303
MAINTENANCE
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
3.9
3.9
304C
MEN
304D
WOMEN
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
PLUMBING PLAN
P-2.1
MCGUFF
AB/CD
LEVEL 1 - PARTITION FLOOR
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
DN
1
A
B
C
D
C.6
C.5
2 3 4 5 6
201
OFFICE
200
EXECUTIVE OFFICE
202
LOUNGE
203
RESTROOM
204
STORAGE
206A
VETIBULE
205
STOR
206
OPEN OFFICE
207
OFFICE
208
MEN
209
WOMEN210
JAN
204A
STOR
A
B
C
D
C.6
C.5
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
PLUMBING PLAN
P-2.2
MCGUFF
AB/CD
LEVEL 2 - PARTITION FLOOR
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1
A
B
C
D
C.6
C.5
2 3 4 5 6
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
PLUMBING ROOF PLAN
M-3.1
MCGUFF
AB/CD
PARTITION
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1
A
B
2 3
303
MAINTENANCE
WALK-IN
REFRIGERATOR BY
OTHERS
EXISTING TRASH
ENCLOSURE TO
REMAIN
FUTURE SECURE
AREA
3.9
304C
MEN
304D
WOMEN
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
RESTROOM PLAN
P-4.1
MCGUFF
AB/CD
PLUMBING ENLARGED
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-5.1
MCGUFF
AB/CD
PLUMBING DETAILS
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
2022 CALIFORNIA PLUMBING CODE - SECTION 906.0 - VENT TEMINATION
906.2
906.1
CLEARANCE - EACH VENT SHALL TERMINATE NOT LESS THAN 10 FEET FROM OR LESS THAN 3 FEET
ABOVE, ANY OPENABLE WINDOW, DOOR, OPENING, AIR INTAKE OR VENT SHAFT, OR NOT LESS THAN 3
FEET IN EVERY DIRECTION FROM A LOT LINE, ALLEY AND STREET EXCEPTED.
ROOF TERMINATION - EACH VENT PIPE OR STACK SHALL EXTEND THROUGH IT FLASHING AND SHALL
TERMINATE VERTICALLY NOT LESS THAN 6 INCHES ABOVE THE ROOF NOR LESS THAN 1 FOOT FROM A
VERTICAL SURFACE.
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-5.2
MCGUFF
AB/CD
PLUMBING TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
Keith Matoi
06-11-2025
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-6.1
MCGUFF
AB/CD
WASTE & VENT RISER DIAGRAM
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
P-6.1
MCGUFF
AB/CD
WASTE & VENT RISER DIAGRAM
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
1/8" = 1'-0"
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
M-5.2
MCGUFF
AB/CD
TITLE 24
NORTH
HHENDY.COM
T (949) 851-3080
4770 Campus Dr., Suite 100
Newport Beach, CA 92660
H ndy
ISSUES AND REVISIONS
JOB NUMBER
SCALE
PROJECT
TEAM
All specifications, drawings, concepts, designs, arrangements, intellectual and written material represented herein constitute
unique and unpublished work of H. Hendy Associates and may not be copied, used by or disclosed to others without written
consent of H. Hendy Associates.
2023 H.HendyAssociatesc
DATE
AS NOTED
04463.0000.24
3080 S. HARBOR BLVD.
SANTA ANA, CA 92704
MCGUFF
-
NO.DESCRIPTION DATE
ISSUE FOR CITY / BID 02/17/25
Consulting Mechanical Engineers
Costa Mesa, CA 92626 714.662.7355
KMA CONSULTING
M 023887
JAMES RAE
E.
09-30-2025
PLAN CHECK SUBMITTAL 03/17/25
P.C. CORRECTIONS 06/13/25
P.C. CORRECTIONS 07/31/25