HomeMy WebLinkAbout30 S First Ave - 2025 - Medical TIFOOTHILL CARDIOLOGY - ARCADIA
SYMBOLS LEGEND
FINISH BUBBLE
NUMBER OF ELEVATION SET
INTERIOR ELEVATION GROUPS
SHEET ON WHICH
SHEET ON WHICH ELEVATION IS SHOWN
DETAIL NUMBER
SECTION REF. SYMBOL
ELEVATION REF. SYMBOL
DETAIL NUMBER
SHEET ON WHICH DETAIL IS SHOWN
DETAIL LETTER
DETAIL REF. SYMBOL
1
A-541
A
A-611
2
A-601
X
X
XA-611
10
DETAIL IS SHOWN
2
A-601
2
A-501
DETAIL IS SHOWN
SHEET ON WHICH
DETAIL NUMBER
BASE MATERIAL CODE
XXX
DOOR REF. SYMBOL
DOOR NUMBER
REVISION I.D.
2
SHEET ON WHICH
ELEVATIONS ARE SHOWN
WD-01
TARGET OR ELEVATION REF.
FINISH REF. NUMBER
DIAMETER or ROUND
CENTER LINELC
&
@
#NUMBER or POUND
AND
AT
TYPICAL
NEW
EXISTING
TYP
(N)
(E)
COORDINATE (TION)COORD
TOP OFT.O.
BOTTOM OFB.O.
SIM SIMILAR
APPROVEDAPPR
SPECIFICATION(S)
EQUALEQ
PLY PLYWOOD
BD BOARD
GYP GYPSUM
C.O.CENTER OF
VERIFY IN FIELDVIF
REQUIREDREQD
N.I.C.NOT IN CONTRACT
REFERENCE OR REFER TOREF
ID IDENTIFICATION
ROOMRM
W/WITH
OPPOSITEOPP
MAX MAXIMUM
MINIMUMMIN THK THICK
ELV(S)ELEVATION(S)
WD WOOD
OFI OWNER FURNISHED ITEM
UNLESS OTHERWISE NOTEDUON
INTERIORINT
EXT EXTERIOR
GENERAL CONTRACTORGC
MEP MECHANICAL ELECTRICAL
PLUMBING
RAD RADIUS
MIDDLE (OF)MID
ABBREVIATIONS
PANEL JOINTPJ
OFCI OWNER FURNISHED
CONTRACTOR INSATALLED
LOCATION UNITS (3): 261, 343, 437
UNIT TYPE NUMBER ABBREVIATION:
TOTAL
FLOOR LEVEL
UNIT NUMBER
SHEET INDEX
ID-2.02 POWER & DATA PLAN
ID-2.03 REFLECTED CEILING PLAN
ID-5.01 INTERIOR ELEVATIONS
T-01 TITLE SHEET
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-5.02 INTERIOR ELEVATIONS
ID-5.03 INTERIOR ELEVATIONS
ID-5.04 INTERIOR ELEVATIONS
ID-5.05 INTERIOR ELEVATIONS
ID-5.06 INTERIOR ELEVATIONS
ID-5.07 INTERIOR ELEVATIONS
ID-2.04 FLOOR FINISH PLAN
ID-2.01 FLOOR PLAN
ID-5.00 MATERIAL SCHEDULE
ID-9.01 CASEWORK
ID-9.02 CASEWORK
ID-9.03 CASEWORK
ID-9.04 CASEWORK
ID-9.05 CASEWORK
ID-9.06 CASEWORK
ID-9.07 CASEWORK
ID-6.02 LIGHTING SCHEDULE
T-01
TITLE SHEET
-
--
--
--
COVERED PARKING
ST
A
I
R
UP
C
C
STORAGE
RA
M
P
U
P
EX
I
T
O
N
L
Y
EX
I
T
O
N
L
Y
SC
A
L
E
SCALE
EXAM 11 EXAM 12 EXAM 13 EXAM 15
OFFICE
MANAGER
SURGERY
SCHEDULER
MEN'S
RESTROOM
WOMEN'S
RESTROOM
CONTROL
ROOM
PET SCANNER
ROOM
DEVICE
CHECK
STOR. / COPY /
FAX ROOM
NUC
CAMERA 1
ME
D
S
A
M
P
L
E
S
RN / NP
ECHO 1
ECHO 2
ECHO 3
EXAM 1
EXAM 10EXAM 9
TO EXAM
ROOMS
WAITING FOR 34 + 2 ADA
RECEPTION
WORK / PRINT STATION
CHECK
OUT
CHECK
OUT
WAITING
MEDICAL ASSISTANTS
ENTER
LABS
FAX /
PRINTER
FA
X
/
PR
I
N
T
E
R
FAX /
PRINTER
EXAM 4
SINK
SI
N
K
EXIT
EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
MED 8
MED 3MED 2
SINK
EXAM 16 EXAM 17
EXAM 18
EXAM 14
MED 1
EX
I
T
EXIT EXIT
EXIT
RR 2
STORAGE
EX
I
T
RR 1
TREADMILL 2
TREADMILL 1
EXIT
MED 7
MED 6
MED 5
FA
X
/
PR
I
N
T
E
R
LOCKED SHELVING OPEN
SHELVING
FA
X
/
PR
I
N
T
E
R
1
FA
X
/
PR
I
N
T
E
R
2
5'-6"
34" H
CAB
SINK
SIN
K
TECH
ROOM
ST
O
R
A
G
E
C
A
B
HOT LAB WAITING ROOM DRAW
NUC CAM
66x85
NUC CAM
66x85NUC
CAMERA 2
ELECTRICAL / TELF ROOM IT ROOM
JANITOR
CLOSET
REF.
REF.
STAFF ROOM [28 SEATS]
VENDING VENDING
H20
CAB
18
'
-
2
"
4'-
1
0
"
13'-4"7'-7"
8'
-
9
"
11
'
-
5
"
12
'
-
5
"
19'-11"
7'
-
1
0
"
11
'
-
1
1
"
23'-2"
12'-9"
5'
-
3
"
18
'
-
2
"
15
'
-
6
"
9'-0"
11'-6"11'-6"
11
'
-
3
"
9'-
1
"
3'
-
8
"
3'-
0
"
11
'
-
1
"
8'
-
6
"
6'
-
0
"
11
'
-
0
"
17'-7"
8'-7"11'-7"
3'-0"
8'-
1
1
"
10'-5"
15'-2"
11
'
-
6
"
8'-0"
11
'
-
5
"
10'-0"
5'
-
3
"
15'-1"
12
'
-
1
1
"
5'-10"
7'-7"
19
'
-
8
"
5'-
0
"
8'-11"
25
'
-
3
"
5'-6"8'-2"
5'
-
0
"
12
'
-
3
"
7'-11"
11
'
-
0
"
5'
-
0
"
5'-0"
8'
-
6
"
5'-0"
8'-11"
6'-0"
DOORS
EQ.
4'-0"
8'
-
0
"
9'
-
0
"
6'
-
6
"
7'-7"
2'
-
0
"
8'-0"8'-0"8'-0"8'-0"
10
'
-
1
1
"
8'-2"8'-2"
9'-
0
"
14'-8"
6'-3"
8'-3"
8'-4"
8'-4"4'-5"
3'-3"
2'-
2
"
6'
-
7
"
7'-3"9'-8"
4'-
6
"
9'
-
3
"
9'-
3
"
9'-
3
"
13
'
-
9
"
14'-0"
7'-6"
39
'
-
1
1
"
9'-
9
"
11
'
-
5
"
8'
-
9
"
8'-
1
"
8'-
0
"
5'-0"
5'-2"
7'-
4
"
8'-3"8'-3"8'-3"8'-3"8'-3"8'-3"8'-3"8'-3"8'-3"
6'
-
6
"
17'-7"
3'-
0
"
3'
-
0
"
7'-
0
"
5'
-
0
"
12'-2"12'-2"
10
'
-
0
"
3'-
7
"
2'-
1
0
"
3'-0"
25'-7"
7'-
1
"
9'-
0
"
9'-7"28'-5"
5'-5"8'-7"2'-5"17'-7"
3'-
8
"
2'-0"
24
'
-
1
1
"
16
'
-
9
"
MED 4
7'-
5
"
14
'
-
4
"
13'-7"
8'-0"
8'-
5
"
15
'
-
9
"
26'-10"13'-7"
EQ.
2'-4"
1'-
2
"
1'
-
2
"
8"
WATER
DISP.
H20
CAB
WATER
DISP.
6'
-
0
"
4'
-
6
"
7'
-
5
"
7'-
7
"
2'-
0
"
5'-5"
5'-0"
5'-0"
5'-0"
2'-6"
5'-0"
5'-0"5'-0"
5'-0"
5'-0"
5'-0"
5'-0"
5'-0"5'-0"5'-0"5'-0"5'-0"5'-0"5'-0"5'-0"5'-0"
5'-0"
5'-0"5'-0"5'-0"5'-0"
5'-0"
5'-0"5'-0"
5'-0"
5'-0"
5'-0"
5'-0"
5'-0"
3'-6"
2'
-
6
"
2'
-
6
"
4'-10"
2'
-
8
"
2'
-
6
"
2'-
6
"
2'-
6
"
1'-7"
5'-0"
4'-0"1'-4"3'-6"
3'-0"9"3'-0"
1'-0"
2'-0"
3'-0"
2'-
0
"
4'-
0
"
4'-0"
4'-0"
4'
-
0
"
4'-
0
"
2'-0"
1
A
B
C
D
1 BD
2
A
B
C
D 3
A
B
C
D
4
A
B
C
D
5
A
B
C
D
1
A
B
C
D
2
A
B
C
D
6
A
B
C
D
3
A
B
C
D
9
A
B
C
4
A
B
C
D
5
A
B
C
D
7
A
B
C
D
1
A
B
C
D 2
A
B
C
D
1
A
C
D 1
A
C
1
A
B
C 4
A
B
1
A
B
C
D
2
A
B
C
D3
A
B
C
D
4
A
B
C
D
5
A
B
C
D
2 BC
2 BC
7
A
B
C
D
1
A
B
C
D
1
A
B
C
D
2
A
B
C
D
3
A
B
C
D
4 AB
5
A
B
5
A
B
1D
2
A
B
C
D
3
A
B
C
D
4
A
B
C
D
6
A
B
C
D
5 AB
6
A
B
C
D
SIM.
4
A
B
C
D
5
A
B
C
D
6
A
B
C
D
SIM.6
A
B
C
D
SIM.6
A
B
C
D
SIM.
7
A
B
C
D 7
A
B
C
D 7
A
B
C
D8
A
B
C
D 8
A
B
C
D 8
A
B
C
D
8
A
B
C
D
9
A
B
C
D
1
E 1 BD
3
A
B
C
D
SIM.SIM.SIM.SIM.SIM.
SIM.
2
A
BC
1
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
7
A
B
C
D
8
A
B
C
D
2
A
B
C
D
SIM.
8
A
B
C
D
SIM.8
A
B
C
D
SIM.
5
A
B
C
D
3
A
B
C
D
6
A
B
C
D
SIM.
+34"+34"+34"+34"
+34"+34"+34"
+34"
+34"+34"+34"+34"+34"+34"
+34"
+34"
+34"+34"
6
ID-5.03
6
ID-5.06
6
ID-5.06
6
ID-5.03
6
ID-5.06
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-2.01
FLOOR PLAN
REV
-
--
--
--
FLOOR PLAN SCALE:3/16"=1'-0"1
SS MESH WATER FEATURE
LOCATION. CONTRACTOR
TO PROVIDE 2" PVC PIPE IN
WALL FOR RECIRCULATION.
NOTES:
1. ALL WINDOWS MARKED "MS" TO RECIEVE MANUAL MECHO SHADE INTERIOR
WINDOW TREATEMENT. TBS
2. ALL WINDOWS MARKED "WF" TO RECIEVE TRANSLUCENT PRIVACY WINDOW FILM. TBS
MS
MS
WF (ABOVE)
MS
MS
MS
MS
MS MS MS MS
MS
WF
MSMSMS
MSMS
MS
MS
MS
MS
MS
MS
MS
1
1
PROVIDE DRAPE, CEILING MOUNTED ON
WHITE HOSPITAL TRACK WITH RIPPLEFOLD
HEADER AND DROP TO 12" AFF
1
1
4
4
4444
4 4
4
4
4 4 4 4 4 4 4 4 4
4
4
4
4
4
44
4
4
4
4
4
4
4
4
5
5
5
5
5
5
5
5
5
5
5
5
ST
A
I
R
UP
C
C
STORAGE
RA
M
P
U
P
EX
I
T
O
N
L
Y
EX
I
T
O
N
L
Y
SC
A
L
E
SCALE
EXAM 11 EXAM 12 EXAM 13 EXAM 15
OFFICE
MANAGER
SURGERY
SCHEDULER
MEN'S
RESTROOM
WOMEN'S
RESTROOM
CONTROL
ROOM
PET SCANNER
ROOM
DEVICE
CHECK
STOR. / COPY /
FAX ROOM
NUC
CAMERA 1
ME
D
S
A
M
P
L
E
S
RN / NP
ECHO 1
ECHO 2
ECHO 3
EXAM 1
EXAM 10EXAM 9
TO EXAM
ROOMS
WAITING FOR 34 + 2 ADA
RECEPTION
WORK / PRINT STATION
CHECK
OUT
CHECK
OUT
WAITING
MEDICAL ASSISTANTS
ENTER
LABS
FAX /
PRINTER
FA
X
/
PR
I
N
T
E
R
FAX /
PRINTER
EXAM 4
SINK
SI
N
K
EXIT
EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
MED 8
MED 3MED 2
SINK
EXAM 16 EXAM 17
EXAM 18
EXAM 14
MED 1
EX
I
T
EXIT EXIT
EXIT
RR 2
STORAGE
EX
I
T
RR 1
TREADMILL 2
TREADMILL 1
EXIT
MED 7
MED 6
MED 5
FA
X
/
PR
I
N
T
E
R
LOCKED SHELVING OPEN
SHELVING
FA
X
/
PR
I
N
T
E
R
1
FA
X
/
PR
I
N
T
E
R
2
34" H
CAB
SINK
SIN
K
TECH
ROOM
ST
O
R
A
G
E
C
A
B
HOT LAB WAITING ROOM DRAW
NUC CAM
66x85
NUC CAM
66x85NUC
CAMERA 2
ELECTRICAL / TELF ROOM IT ROOM
JANITOR
CLOSET
REF.
REF.
STAFF ROOM [28 SEATS]
VENDING VENDING
H20
CAB
MED 4
WATER
DISP.
H20
CAB
WATER
DISP.
1
A
B
C
D
1 BD
2
A
B
C
D 3
A
B
C
D
4
A
B
C
D
5
A
B
C
D
1
A
B
C
D
2
A
B
C
D
6
A
B
C
D
3
A
B
C
D
9
A
B
C
4
A
B
C
D
5
A
B
C
D
7
A
B
C
D
1
A
B
C
D
1
A
C
D 1
A
C
1
A
B
C 4
A
B
1
A
B
C
D
2
A
B
C
D3
A
B
C
D
4
A
B
C
D
5
A
B
C
D
2 BC
2 BC
7
A
B
C
D
1
A
B
C
D
1
A
B
C
D
2
A
B
C
D
3
A
B
C
D
4 AB
5
A
B
5
A
B
1D
2
A
B
C
D
3
A
B
C
D
4
A
B
C
D
6
A
B
C
D
5 AB
6
A
B
C
D
SIM.
4
A
B
C
D
5
A
B
C
D
6
A
B
C
D
SIM.6
A
B
C
D
SIM.6
A
B
C
D
SIM.
7
A
B
C
D 7
A
B
C
D 7
A
B
C
D8
A
B
C
D 8
A
B
C
D 8
A
B
C
D 8
A
B
C
D
9
A
B
C
D
1
E 1 BD
SIM.SIM.SIM.SIM.SIM.SIM.
2
A
BC
1
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
7
A
B
C
D
8
A
B
C
D
2
A
B
C
D
SIM.
8
A
B
C
D
SIM.8
A
B
C
D
SIM.
5
A
B
C
D
3
A
B
C
D
6
A
B
C
D
2
A
B
C
D
3
A
B
C
D
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
1044 S. Fair Oaks Avenue.
, CA xxxxx
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
08-31-25 MK/JC/JFS
AS NOTED JFS
-
1
-
--
--
--
--
ID-2.02
POWER & DATA PLAN
-
REV
--
--
--
--
POWER & DATA PLAN SCALE:3/16"=1'-0"1
ELECTRICAL SYMBOL LEGEND
DATA
DATA/FAX
DUPLEX RECEPTACLE OUTLET
QUADRUPLEX RECEPTACLE +18" (UON) W/ DATA
QUADRUPLEX RECEPTACLE +18" (UON) W/ DATA & FAX
DEDICATED OUTLET FOR APPLIANCES / EQUIPMENT
ABOVE FINISHED FLOOR.
BELOW FINISHED FLOOR.
EXPLOSION PROOF.
TYPICAL
UNLESS OTHERWISE NOTED.
WEATHER PROOF.
DUCK SMOKE DETECTOR.
HAND - OFF - AUTO
INDICATES MOUNTING HEIGHT ABOVE FINISHED
FLOOR OR ABOVE GRADE TO CENTER OF DEVICE.
AFF
BFC
EX
TYP.
UON
WP
DSD
HOA
+18".
NOTE
1. OUTLETS THROUGHOUT CORRIDORS
AND PUBLIC SPACES TO BE PLACED PER
CODE BY MEP.
2. FOR ALL MEP / POWER / DATA
INFORMATION IN CONTROL ROOM, PET
SCAN ROOM REFER TO ELECTRICAL
DRAWINGS.
3. FOR ALL SHIELDING INFORMATION IN
ALL PERTINENT AREAS REFER TO ARCH
DRAWINGS
1
1
1
1
1
1
1
1
1
1
4
4 20250731
1
ST
A
I
R
UP
C
C
STORAGE
RA
M
P
U
P
EX
I
T
O
N
L
Y
EX
I
T
O
N
L
Y
CLG. HT. 12'-0"AFF
CLG. HT. 12'-0"AFF
CLG. HT. 9'-6"AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
B.O. FLOATING
SOFFIT 8'-9" AFF
B.O. SOFFIT 9'-0" AFF
B.O. SOFFIT 8'-0" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
B.O. SOFFIT 8'-0" AFF
B.O. SOFFIT
8'-0" AFF
CLG. HT.
9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT.
9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6"
AFF
CLG. HT.
9'-6" AFF
CLG. HT.
8'-6" AFF
CLG. HT. 8'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 9'-6" AFF
CLG. HT. 11'-0" AFF
CLG. HT. 9'-6" AFF
OFFICE
MANAGER
MEN'S
RESTROOM
WOMEN'S
RESTROOM
STAFF ROOM
CONTROL
PET SCANNER
ROOM
DRAW
WAITING
DEVICE CHECK
STOR. / COPY / FAX ROOM
RN / NP
EXAM 9
TO EXAM
ROOMS
WAITING FOR 35 + 2 ADA
RECEPTION
CHECK
OUT
CHECK OUT
WAITING
MEDICAL ASSISTANTS
ENTER LABS
EXAM 4
VASCULAR / PROCEDURE
MED 1
RR 2
RR 1
TREADMILL 2
MED 5
F9
F12
ACT-01
CLG. HT. 9'-6" AFF
SURGERY
SCHEDULER
CLG. HT. 14'-6"AFF
PT-01
PT-01
F8
F8
F8
B.O. SOFFIT 10'-3" AFF
PT-01
F5F5
F5
F5
F5
F5
F5
B.O. FLOATING
SOFFIT 8'-9" AFF
F3
PT-01
ACT-01
F1
ACT-01
F5
F3
F5
F3 F3 F3
F5 F3 F3
F3
F3
PT-01
PT-01
ACT-01
F3
F3
F3
ACT-01
F9
ACT-01
F5
F5
B.O. SOFFIT
8'-0" AFF
ACT-01
F3 F3
ACT-01
CLG. HT. 9'-6" AFF
EXAM 6
ACT-01
CLG. HT. 9'-6" AFF
EXAM 7
ACT-01
CLG. HT. 9'-6" AFF
EXAM 8
ACT-014
5
°
F5
F3
F3
4'-
1
"
F5
F5
F5
ACT-01
2'-7"
F5F5F5F5F5
F12
ACT-01
CLG. HT. 9'-6" AFF
EXAM 1
ACT-01
CLG. HT. 9'-6" AFF
EXAM 2
F3
ACT-01
PT-01A
F10
B.O. SOFFIT
9'-0" AFF
B.O. SOFFIT
8'-0" AFF
PT-01
F5 F5 F3 F5 F3
F5
F5
F5F5
F5
F5
F5F5
F5
PT-01A
F5F5
F5F5
F5
F5 F5
F5
F5
F5 F5
F5
F5 F5
PT-01A
CLG. HT.
9'-6" AFF
NOTE: RCP LAYOUT IN THESE AREAS
FORTHCOMING FROM CT SCANNER
VENDOR / CONSULTANT.
F12
F5
CLG. HT. 9'-6" AFF
PT-01A
F4
ACT-01
ACT-01
STUCCO
(E) CLG. HT.
F10
PT-01A
ACT-01
CLG. HT. 9'-6" AFF
ECHO 2
ACT-01
CLG. HT. 9'-6" AFF
ECHO 3
ACT-01
F8
F6
F6
F6
F6
F6
F6
F6 F6
F6
F6
F6
F8F8F8
F5F5F5
F5F5F5
F5
F5
F8
F8
F8
F13F13
F3F3
F5
F9
F5
SOFFIT HT.
9'-0" AFF
IT ROOM
JANITOR CLOSET
ELECTRICAL / TELF ROOM
F9
F1
CLG. HT. 9'-6" AFF
EXAM 10
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 11
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 12
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 13
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 14
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 15
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 16
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 17
ACT-01
F1
CLG. HT. 9'-6" AFF
EXAM 18
ACT-01
F1
F1
CLG. HT. 9'-6" AFF
EXAM 5
F1 F1 F1
F1 F1
F1
CLG. HT. 9'-6" AFF
MED 2
ACT-01
F1
CLG. HT. 9'-6" AFF
MED 3
ACT-01
F1 CLG. HT. 8'-6" AFF
MED 4
ACT-01
F1
F5
F10 CLG. HT.
9'-6" AFF
PT-01
STORAGE
F1
CLG. HT. 8'-6" AFF
MED 6
ACT-01
F1
CLG. HT. 8'-6" AFF
MED 7
ACT-01
F1
CLG. HT. 8'-6" AFF
MED 8
ACT-01
F1
F4
CLG. HT. 9'-6" AFF
TREADMILL 1
ACT-01
F3
F1
CLG. HT. 9'-6" AFF
NUC CAMERA 1
ACT-01
F1
CLG. HT. 9'-6" AFF
NUC CAMERA 2
ACT-01
F1
ACT-01
CLG. HT. 9'-6" AFF
EXAM 3
F1
ACT-01
TECH ROOM
CLG. HT. 9'-6" AFF
ACT-01
F10
CLG. HT. 9'-6" AFF
PT-01
F10 F10F10
CLG. HT.
9'-6" AFF
PT-01
F2
F1
F2
F5
F1 F1
F1 F1
CLG. HT. 9'-6" AFF
ECHO 1
ACT-01
F1 F1
F1 F1CLG. HT.
9'-6" AFF
F11F11F11
ACT-01
F12
F12
F12
F12
F12
F1
CLG. HT. 9'-6" AFF
HOT LAB
ACT-01
F12
F3
F5
F3
F12
F3
F3F3F3F3F3F3F3
F5
F5
F3
F3
F3
F3
F3
CLG. HT. 9'-6" AFF
F3 F3 F3 F3
F3 F3 F3 F5
CLG. HT. 9'-6" AFF
ACT-01
F3
F3
F3
F3
F3 F3 F3 F3
F3
F3
F3
PT-01
NOTE: F12 BELOW U/ SHELF/CAB
F8F8F8 F8 F8 F8
B.O. SOFFIT 9'-0" AFF
F5
F12
F5
F5 MOTION ACTIVATED
CLG. HT. 8'-10" AFF
CLG. HT. 14'-0"AFF
WC-02
FACE OF SOFFIT
WC-02
F.O. SOFFIT
PT-01PT-01
TYP.
TYP.
PT-01
PT-01
TYP.
TYP.
PT-01
TYP.
TYP.
TYP.
ACT-01 TYP.
ACT-01 TYP.
TYP.
TYP.
CLG. HT. 14'-6" AFF
ALL SIDES OF SOFFIT
PT-01
F.O. SOFFIT
PT-01 TYP.
PT-01 TYP.
ACT-01 TYP.
ACT-01 TYP.
ACT-01 TYP.
ACT-01 TYP.
CLG. HT. 9'-6" AFF
ACT-01 TYP.
F.A. SOFFIT 8'-0" AFF
PT-01
NOTE: WALL HEIGHT TO
MATCH WINDOW SILL
PT-01
PT-01
PT-01
B.O. SOFFIT
8'-0" AFF
F5 F5
F12.1
F12.1
F12 F12
F12 F12
F12
F12
F12
F12
F12 F12
F12
F12
2D
A-6.1
2D
A-6.1
2H
A-6.1
2F
A-6.1
2F
A-6.1
2H
A-6.1
2D
A-6.1
2A
A-6.1
2A
A-6.1
2F
A-6.1
2E
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2C
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2F
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2A
A-6.1
2H
A-6.1
2H1
A-6.1 2H
A-6.1
2H
A-6.1
2H1
A-6.1
2A
A-6.1
F13 OCCURS ABOVE
FLOATING SOFFIT LID
M1
ID-2.03
DESK BELOW
M
ID-2.03
2H
A-6.1
2
1
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-2.03
REFLECTED
CEILING PLAN
-
REV
--
--
--
--
REFLECTED CEILING PLAN SCALE:3/16"=1'-0"1
REFLECTED CEILING NOTES
1.LIGHT FIXTURES, CEILING FIXTURES, MECHANICAL REGISTER
LOCATIONS SHOWN ON THE INTERIOR DRAWINGS SHALL TAKE
PRECEDENT OVER THOSE SHOWN ON MECHANICAL OR ELECTRICAL
DRAWINGS. ANY CONFLICTS TO BE BROUGHT TO THE DESIGNER'S
ATTENTION FOR RESOLUTION.
2.GENERAL CONTRACTOR TO COORDINATE MECHANICAL, FIRE
SPRINKLER, ELECTRICAL AND STRUCTURAL SHOP DRAWINGS AND
SUBMIT FOR REVIEW NOTING ANY CONFLICTS TO INSURE
COORDINATION PRIOR TO FIELD WORK.
3.EXACT LOCATIONS AND MOUNTING HEIGHTS OF ALL LIGHT FIXTURES
TO BE DETERMINED IN THE FIELD.
4.LOCATIONS OF ALL ACCESS PANELS NOT PREVIOUSLY EXISTING TO
BE CONFIRMED WITH THE DESIGNER PRIOR TO INSTALLATION.
ACCESS PANELS TO BE PAINTED TO MATCH THE ADJACENT CEILING
FINISH.
5.PROVIDE A SMOOTH, NON-ABSORBANT SURFACE IN THE
RESTROOMS AS REQUIRED BY THE HEALTH DEPARTMENT.
6.COMPLETE LIGHT FIXTURE SUBMITTAL TO BE SUBMITTED TO DESIGNER
INCLUDING TRIMS, SWITCHPLATE AND OUTLET COVERS.
7.IN PAINTED AND FINISHED CEILINGS, ALL LIGHT TRIMS, SPEAKERS,
PANELS OR OTHER TO BE PAINTED TO MATCH THE ADJACENT
SURFACE.
8.BUGEYE TYPE EMERGENCY LIGHT FIXTURES ARE NOT ACCEPTABLE IN
THE PUBLIC AREAS. FULLY RECESSED EMERGENCY FIXTURE BY ISOLITE
OR SIMILAR TO BE USED.
9.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE UNLESS
SPECIFICALLY SUBMITTED AN APPROVED BY DESIGNER IN ADVANCE
OF THE WORK.
10.ALL VISIBLE WALLS AND CEILING TO RECEIVE A FINISH.
CONTRACTOR TO NOTIFY DESIGNER OF ANY CONFLICT OR AREA
WHERE THE FINISH MATERIAL CALL OUT IS UNCLEAR.
2'X2' SUSPENDED CEILING GRID SYSTEM WITH 2"X2" LAY-IN
ACOUSTICAL CEILING TILES
TYP. 9'-6" CLG HEIGHT U.N.O.
REFLECTED CEILING HATCH LIGHTING LEGEND
SEE LIGHTING SCHEDULE ID-6.02 FOR FIXTURE DETAILS.
1
1
1
4
202507314
4
5
PT-01
SCALE: 1/2"=1'-0"SOFFIT - DETAILS
PT-01
B.
O
.
S
O
F
F
I
T
@
8
'
-
9
"
B.
O
.
S
O
F
F
I
T
@
8
'
-
9
"
PT-01
PT-01
LIGHT FIXTURE LIGHT FIXTURE
MM1
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
DETAIL 1 DETAIL 2
5
5
ST
A
I
R
UP
C
C
STORAGE
EXAM 11 EXAM 12 EXAM 13 EXAM 15
OFFICE
MANAGER
SURGERY
SCHEDULER
MEN'S
RESTROOM
WOMEN'S
RESTROOM
CONTROL
ROOM
PET SCANNER
ROOM
DEVICE
CHECK
STOR. / COPY /
FAX ROOM
NUC
CAMERA 1
RN / NP
ECHO 1
ECHO 2
ECHO 3
EXAM 1
EXAM 10EXAM 9
TO EXAM
ROOMS
WAITING FOR 34 + 2 ADA
RECEPTION
CHECK
OUT
CHECK
OUT
WAITING
MEDICAL ASSISTANTS
ENTER
LABS
EXAM 4 EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
MED 8
MED 3MED 2
EXAM 16 EXAM 17
EXAM 18
EXAM 14
MED 1
RR 2
STORAGE
RR 1
TREADMILL 2
TREADMILL 1
MED 7
MED 6
MED 5
TECH
ROOM
HOT LAB WAITING ROOM DRAW
NUC
CAMERA 2
ELECTRICAL / TELF ROOM IT ROOM
JANITOR
CLOSET
STAFF ROOM [28 SEATS]
MED 4
LVT-01
CT-01 CT-01
LVT-01
LVT-01
LVT-01
SV-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01LVT-01 LVT-01LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
LVT-01
C-01
VCT-01
VCT-01
LVT-02
LVT-01
ST-01
SV-01
SV-01 SV-01 SV-01 SV-01 SV-01 SV-01 SV-01 SV-01 SV-01 SV-01
SV-01 SV-01
VCT-01
SV-01 SV-01 SV-01 SV-01
SV-01
SV-01 SV-01
SV-01
SV-01SV-01
SV-01
VCT-01
SV-01
SV-01
LVT-01
SV-01
SV-01
CT-01
CT-01
SV-01
SV-01
SV-01
FLOOR STRUCTURE
SCHLUTER VINPRO S 30
[COLOR TBS]
ADHESIVE BY LVT MFGR SPEC
LVT LVT
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-2.04
FLOOR
FINISH PLAN
-
REV #4
--
--
--
--
FLOOR FINISH PLAN SCALE:3/16"=1'-0"1
FLOORING NOTES
1.CONFIRM LOCATIONS AND EXTENT OF ALL MATERIALS AND FINISHES
WITH THE INTERIOR DESIGNER PRIOR TO FABRICATION AND
INSTALLATION.
2.FIELD MEASURE FOR ALL FINISHES AND MILLWORK AND NOTIFY
DESIGNER OF ANY DISCREPANCIES PRIOR TO FABRICATION.
3.SUBMIT SAMPLES OF ALL TILES TO BE USED WITH TRIM PIECES. SUPPLY
10% OVERAGE FOR ATTIC STOCK.
4.ALL STONE WORK FROM APPROVED MATERIAL SAMPLES ONLY.
5.ALL FLOORING MATERIALS TO ACHIEVE A SLIP COEFFICIENT OF 0.06
AND CONFORM WITH ACTM C 1028-96 AND ANSI A137.1 SECTION
9.6.1 WET DYNAMIC COEFFICIENT OF FRICTION (DCOF). THE TILE MUST
HAVE A THRESHOLD DCOF OF .42 OR GREATER.
6.ALL STONE, TILE AND GROUT TO BE SEALED - 2 COATS WITH
MANUFACTURER APPROVED SEALER.
7.ALL FLOORING TO MEET IN A SMOOTH AND LEVEL FINISH WITH NO
DIFFERENCE GREATER THAN 1/4".
8.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE UNLESS SPECIFICALLY
SUBMITTED AND APPROVED BY DESIGNER IN ADVANCE OF THE WORK.
9.ALL GUEST ACCESSIBLE AREAS TO RECEIVE A FINISH. CONTRACTOR TO
NOTIFY DESIGNER OF ANY CONFLICT OR AREA WHERE THE FINISH
MATERIAL CALL OUT IS UNCLEAR.
10.REDUCER STRIPS TO BE PROVIDED AT THRESHOLD AND TRANSITIONS
AS NEEDED. METAL SCHLUTER TYPE TO BE USED.
FLOOR FINISH REFERENCE
FLOORING LEGEND
XX-XX
LVT-01
VCT-01
SV-01
L-04
CT-01
LVT-02
C-01
INSTALLATION DIRECTION- SEATING AREA
INSTALLATION DIRECTION- TYPICAL
ST-01
A
-
SCALE: NTSAFLOOR TRANSITIONAL DETAIL: LVT TO LVT
NOTES FOR VINYL FLOOR INSTALLATION:
[ ALWAYS ADHERE TO MANUFACTURER'S STRICT SPECIFICATIONS]
1.BEGIN WITH A CLEAN CONCRETE SURFACE, FREE FROM DEBRIS AND EXISTING FLOORING
MATERIALS.
2.REMOVE ANY ADHESIVES OR CONTAMINANTS THAT MAY INTERFERE WITH INSTALLATION.
3.CHECK MOISTURE LEVELS IN THE CONCRETE USING A MOISTURE METER TO PREVENT DAMAGE TO
LVT.
4.IF MOISTURE LEVELS ARE TOO HIGH, APPLY A MOISTURE BARRIER PRIOR TO INSTALLATION.
5.REPAIR ANY CRACKS OR IMPERFECTIONS IN THE CONCRETE USING A SUITABLE PATCHING
COMPOUND.
6.ALLOW THE PATCHING COMPOUND TO CURE PROPERLY FOR A SMOOTH INSTALLATION SURFACE.
7.CONSIDER USING AN UNDERLAYMENT FOR ADDED SOUND ABSORPTION AND CUSHIONING.
1
1
1
1
1
1
1
4
4 20250731
5
5
5
5
A B DC
TO EXAM
HALLWAY
A B C D
TO MED
HALLWAY
NORTH
A B C D
TO MED
SAMPLES
HALLWAY
A B C D
HDRTO MED
HALLWAY
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.0
MATERIAL
SCHEDULE
-
-
--
--
--
--
EXAM ROOMS- TYPICAL FINISHES
SCALE: 1/4"=1'-0"B
9'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
2'
-
1
0
"
9'
-
0
"
3'
-
6
"
9'
-
6
"
SCALE: 1/4"=1'-0"A
1'
-
6
"
TY
P
.
2'
-
1
0
"
4'
-
0
"
3'
-
5
"
MEDICAL OFFICES- TYPICAL FINISHES
SCALE: 1/4"=1'-0"C ECHO ROOMS- TYPICAL FINISHES
SCALE: 1/4"=1'-0"D SMALL RESTROOMS- TYPICAL FINISHES
8'
-
0
"
TY
P
.
9'
-
6
"
1'
-
6
"
TY
P
.
3'
-
6
"
9'
-
0
"
2'
-
5
"
9'
-
6
"
2'
-
5
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
1'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
PT-03
WB-01 TYP.
PT-03PT-03 PT-06
SS-01 COUNTER
& BACKSPLASH
PT-02
WB-01 TYP.
PT-07PT-02PT-02
PT-06 ECHO 2
ECHO 1,3
2'
-
1
1
"
PT-02
WB-01 TYP.
2'
-
1
1
"
PT-02PT-02 PT-06
WB-01 TYP.
PT-02PT-02 PT-02 PT-07
PT-06 EXAM ROOMS # 1,3,5,7,9,11,13,15,17
EXAM ROOMS # 2,4,6,8,10,12,14,16,18
1'
-
6
"
TY
P
.
A
CHECK-IN
WAITING AREA
TV
MAIN ENTRY DOORS
B
OPEN
CHECK-IN
WAITING AREA
CHECK-OUT
WAITING AREA
TV
TO EXAM ROOMS
H20
CAB
WATER
DISP.
C
E
OPEN
D
OPEN
CHECK-IN
WAITING AREA
OPEN
OFFICE MGR.
E
TO HALLWAY FAX /
PRINTERCHECK-OUT
WAITING AREA
CHECK-OUT
OPEN
C
OPEN
D
A B C D
OPEN TO RR
VESTIBULE
OPEN
B
TO MEN'S
RESTROOM TO LABS
C D
OPEN
TO WOMEN'S
RESTROOM
OFFICE
MANAGER
SURGERY
SCHEDULER
TO EXAM
ROOMS
WAITING FOR 34 + 2 ADA
RECEPTION
WORK / PRINT STATION
CHECK
OUT
CHECK
OUT
WAITING
FAX /PRINTER
FA
X
/
PR
I
N
T
E
R
FAX /
PRINTER
EXAM 4
EXIT
EX
I
T
34" H
CAB
H20
CAB
WATER
DISP.
1
A
B
C
D
1 BD
1
E 1 BD
1
A
B
C
D
1 BD
1
A
B
C
D
2
A
BD
1
E 1 BD
1D1
MEN'S
RESTROOM
WOMEN'S
RESTROOM
ENTER
LABS
EXIT
LOCKED SHELVING OPEN
ELECTRICAL / TELF ROOM IT ROOM
REF.
REF.
H20CAB
WATER
DISP.
2
A
B
C
D 3
A
B
C
D
4
A
B
C
D
5
A
B
C
D 5
A
B
C
D
2
A
B
C
D 3
A
B
C
D
4
A
B
C
D
5
A
B
C
D 5
A
B
C
D
A B
TO EXAM
ROOM
HALLWAY (N)
C D
D1
B
TO RR
VESTIBULE
A
INTERIOR ELEVATIONS SCALE: AS NOTED
ELEVATIONS - RECEPTION, WAITING AREA, CHECK-IN/CHECK-OUT
SCALE: 1/4"=1'-0"1
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE
WORK OF ALL OF THE TRADES AND NOTIFY THE
DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED
PRIOR TO BEGINNING THE WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY,
MILLWORK AND FINISHES TO BE FROM APPROVED
SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE
DESIGNER PRIOR TO INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE
CONFIRMED WITH DESIGNER PRIOR TO
INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO
RECEIVE A FINISH. CONTRACTOR TO NOTIFY
DESIGNER OF ANY CONFLICT OR AREA WHERE THE
FINISH MATERIAL CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE
UNLESS SPECIFICALLY SUBMITTED AND APPROVED
BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH
TO RECEIVE WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY
MANNER. DESIGNER FEES FOR RE-SELECTIONS, DUE
TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
3'
-
6
"
ELEVATIONS - WOMEN'S RESTROOM
SCALE: 1/4"=1'-0"2
ELEVATIONS - MEN'S RESTROOM
SCALE: 1/4"=1'-0"3
ELEVATIONS - HALL & RESTROOM VESTIBULE
SCALE: 1/4"=1'-0"4
9'
-
6
"
12
'
-
0
"
9'
-
6
"
9'
-
0
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
3'
-
6
"
ID-5.01
INTERIOR
ELEVATIONS
11-10-24
-
--
--
9'
-
0
"
8'
-
0
"
3'
-
6
"
9'
-
0
"
8'
-
0
"
9'
-
6
"
8'
-
0
"
12
'
-
0
"
8'
-
9
"
9'
-
0
"
8'
-
0
"
6'
-
6
"
9'
-
6
"
2'
-
5
"
3'
-
6
"
9'
-
0
"
12
'
-
0
"
8'
-
4
"
8'
-
0
"
TY
P
.
RECEPTION/WAITING AREA -KEYPLANS
SCALE: NTS
12
'
-
0
"
8'
-
9
"
FL
O
A
T
I
N
G
S
O
F
F
I
T
10
'
-
3
"
SO
F
F
I
T
3'
-
6
"
8'
-
9
"
FL
O
A
T
I
N
G
S
O
F
F
I
T
12
'
-
0
"
RESTROOM /
HALLWAY / IT ROOM
- KEYPLANS
1'
-
6
"
TY
P
.
6'
-
8
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
14
'
-
6
"
14
'
-
6
"
10
'
-
3
"
SO
F
F
I
T
8'
-
0
"
6'
-
6
"
14
'
-
6
"
8'
-
0
"
ELEVATIONS - IT ROOM
SCALE: 1/4"=1'-0"5
8'
-
0
"
9'
-
6
"
8'
-
0
"
TY
P
.
WB-01 TYP.
WC-01
PT-01
TACKABLE PANEL- FAB-01
WC-01WC-01WC-01 WC-01
WC-01
WC-01
WC-01
WB-01 TYP.WB-01 TYP.
WC-01
WB-01 TYP.
WC-01
WB-01 TYP.
PT-01
WB-01 TYP.
WC-01
WC-01WC-01WB-01 TYP.
PT-01 WC-01WC-01
PT-02
WB-01 TYP.
WC-01 WC-01
WB-01 TYP.WB-01 TYP.WB-01 TYP.WB-01 TYP.
PT-02 PT-02 PT-02
MR-01
CT-06 BASE TILE, TYP.
PT-01A ALL WALLS, TYP.
CT-05
SURFACEBULLNOSE
CT-03
TYPICAL WALLFIELD TILE CT-04
ACCENT
TILE
PT-01ACT-05SURFACEBULLNOSE
CT-03
TYPICAL WALLFIELD TILE
CT-04
ACCENT TILE
MR-01
4'
-
9
"
WC-01WC-01 WC-01
ALL WALLS, TYP.
CT-06 BASE TILE, TYP.
PT-01
PT-04
WC-01
3'
-
1
0
"
3'
-
2
"
2'
-
0
"
9'
-
0
"
WALL MOUNTED SS
MESH WATER FEATURE,
BY OTHERWC-01
4'
-
9
"
SS-02 COUNTERTOP
AND BACKSPLASH
SS-02COUNTERTOP
AND BACKSPLASH
2'
-
1
0
"
2'
-
5
"
40
"
M
A
X
48
"
M
A
X
2'
-
1
0
"
2'
-
5
"
40
"
M
A
X
48
"
M
A
X
DRF-01 3-FORM- EDGE MODULAR
PARTITION #200.37 IN DIMENSIONS AS
SHOWN- 96" TALL
FAB-01
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
5
9'
-
6
"
5
PT-01
FLOATING SOFFIT
1'
-
1
"
WC-01
1'
-
1
"
5
TYPICAL ADA SINK CLEARANCE
5
A B C D
TO CHECK
OUT AREAFAX/PRINTER
A
TO CHECK
OUT AREA
B C D
FAX/PRINTER
A B C D
TO EXAM
HALLWAY
A B
TO EXAM
HALLWAY
C D
A B C D
TO EXAM
HALLWAY
A B C D
TO EXAM
HALLWAY
A B DC
TO EXAM
HALLWAY
A B C D
TO EXAM
HALLWAY
A B
TO STOR./
COPY/ FAX
ROOM
C
FAX /
PRINTER
OPEN
SCALE
OFFICE
MANAGER
SURGERY
SCHEDULER
DEVICE
CHECK
EXAM 10EXAM 9
TO EXAM
ROOMS
CHECK
OUT
FAX /
PRINTER
FA
X
/
PR
I
N
T
E
R
PRINTER
EXAM 4
EXIT
34" H
CAB
1
A
B
C
D
2
A
B
C
D
3
A
B
C
D
7
A
B
C
D 8
A
B
C
D
1 BD
1
A
B
C
D
2
A
B
C
D
6
A
B
C
D
3
A
B
C
D
7
A
B
C
D
1
A
C
D
D
8
A
B
C
D
STOR. / COPY /
FAX ROOM
EXAM 1
WAITING
MEDICAL ASSISTANTS
SINK
SIN
K
EXAM 5 EXAM 6
EXAM 2 EXAM 3
FA
X
/
PR
I
N
T
E
R
LOCKED SHELVING OPEN
SHELVING
FA
X
/
PR
I
N
T
E
R
1
FA
X
/
PR
I
N
T
E
R
2
9
A
B
C
5
A
B
C
D
C
6
A
B
C
D
SIM.
4
A
B
C
D
5
A
B
C
D
6
A
B
C
D
SIM.
C
9
A
B
C
4
A
B
C
D
5
A
B
C
D
C
2 BC
6
A
B
C
D
SIM.
4
A
B
C
D
5
A
B
C
D
6
A
B
C
D
SIM.
2
A
BC
C
6
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.02
INTERIOR
ELEVATIONS
--
--
--
--
INTERIOR ELEVATIONS SCALE: AS NOTED
ELEVATIONS - SURGERY SCHEDULER
SCALE: 1/4"=1'-0"1
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE WORK OF ALL OF THE
TRADES AND NOTIFY THE DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED PRIOR TO BEGINNING THE
WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY, MILLWORK AND FINISHES TO BE
FROM APPROVED SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE DESIGNER PRIOR TO
INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE CONFIRMED WITH DESIGNER
PRIOR TO INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE WITH THE GOVERNING
BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO RECEIVE A FINISH. CONTRACTOR
TO NOTIFY DESIGNER OF ANY CONFLICT OR AREA WHERE THE FINISH MATERIAL
CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE UNLESS SPECIFICALLY
SUBMITTED AND APPROVED BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH TO RECEIVE
WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY MANNER. DESIGNER FEES
FOR RE-SELECTIONS, DUE TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
ELEVATIONS - EXAM ROOM #2-3
SCALE: 1/4"=1'-0"5
8'
-
0
"
4'
-
6
"
9'
-
6
"
3'
-
6
"
9'
-
0
"
9'
-
6
"
8'
-
0
"
ELEVATIONS - OFFICE MANAGER
SCALE: 1/4"=1'-0"2
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
ELEVATIONS - EXAM ROOM #1
SCALE: 1/4"=1'-0"4ELEVATIONS - DEVICE CHECK
SCALE: 1/4"=1'-0"3
ELEVATIONS - EXAM ROOMS #4-8 (TYPICAL)
SCALE: 1/4"=1'-0"6
8'
-
0
"
3'
-
6
"
9'
-
0
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
3'
-
6
"
9'
-
0
"
9'
-
6
"
8'
-
0
"
TY
P
.
4'
-
6
"
3'
-
6
"
9'
-
6
"
8'
-
0
"
8'
-
0
"
TY
P
.
2'
-
1
0
"
2'
-
0
"
3'
-
2
"
8'
-
0
"
4'
-
6
"
3'
-
6
"
9'
-
6
"
2'
-
1
0
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
2'
-
1
0
"
2'
-
1
0
"
9'
-
6
"
9'
-
6
"
2'
-
1
0
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
ELEVATIONS - EXAM ROOMS #9, 11, 13, 15 (TYPICAL)
SCALE: 1/4"=1'-0"7 ELEVATIONS - EXAM ROOMS #10, 12, 14, 16-18 (TYPICAL)
SCALE: 1/4"=1'-0"8
9'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
2'
-
1
0
"
9'
-
0
"
3'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
2'
-
1
0
"
9'
-
0
"
3'
-
6
"
9'
-
6
"
8'
-
0
"
S
O
F
F
I
T
2'
-
5
"
9'
-
6
"
8'
-
0
"
S
O
F
F
I
T
9'
-
6
"
8'
-
0
"
2'
-
5
"
8'
-
0
"
S
O
F
F
I
T
ELEVATIONS - MEDICAL ASSISTANTS STATION INT.
SCALE: 1/4"=1'-0"9
9'
-
6
"
2'
-
0
"
3'
-
6
"
8'
-
0
"
TY
P
.
3'
-
6
"
2'
-
5
"
2'
-
5
"
2'
-
0
"
3'
-
6
"
2'
-
0
"
3'
-
6
"
1'
-
6
"
SCALE: NTS
SURGERY SCHEDULER/OFFICE MANAGER/
DEVICE CHECK/EXAM ROOMS- KEYPLANS
SCALE: NTS
EXAM ROOMS & MEDICAL
ASSISTANTS STATION-
KEYPLANS
4'
-
0
"
3'
-
5
"
1'
-
6
"
TY
P
.
2'
-
1
0
"
3'
-
5
"
1'
-
6
"
TY
P
.
2'
-
1
0
"
4'
-
0
"
3'
-
5
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
2'
-
1
0
"
4'
-
0
"
3'
-
5
"
2'
-
1
0
"
4'
-
0
"
3'
-
5
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
1'
-
6
"
3'
-
6
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
3'
-
0
"
4'
-
0
"
IN
C
A
B
1'
-
6
"
TY
P
.
2'
-
1
1
"
PT-03 TYP.
WB-01 TYP.
PT-03 TYP.
PT-02
WB-01 TYP.
PT-06PT-02 PT-02PT-06 PT-02
WB-01 TYP.
PT-02PT-02 PT-07 PT-02
WB-01 TYP.
PT-06PT-02 PT-02 PT-02
FOR FINISHES- SEE SHEET ID-5.0
FOR FINISHES- SEE SHEET ID-5.0 FOR FINISHES- SEE SHEET ID-5.0
FOR FINISHES- SEE SHEET ID-5.0
FOR FINISHES- SEE SHEET ID-5.0
TACKABLE PANEL-
FAB-01
PT-03PT-03
2'
-
1
1
"
2'
-
1
1
"
FAB-01 FAB-01
9'
-
6
"
OPEN OPEN
A
TO EXAM 4 TO CHECK
OUT AREA
TO EXAM 5 TO EXAM 6 TO EXAM 8TO EXAM 7
MEDICAL ASSISTANTS STATION
A B
COPY / FAX
(IN FRONT)COPY / FAX COPY / FAX
TO ELEC.
TELEF.
ROOM
C
TO EXAM 15 TO EXAM 14 TO EXAM 13 TO EXAM 12 TO EXAM 11 TO EXAM 10 TO EXAM 9TO EXAM 16TO EXAM 17TO EXAM 18
SCALE
A
OPEN
TO EXAM 3TO EXAM 2
B
OPENOPEN
TO JANITOR
CLOSET
TO CT
SCANNER
HALLWAY
SCALE
C
OPEN OPEN
MEDICAL
ASSISTANTS
TO
RESTROOM
HALLWAY
TO EXAM 1 TO IT ROOM
SC
A
L
E
SCALE
STOR. / COPY /
FAX ROOM
NUC
CAMERA 1
EXAM 1
TO EXAM
ROOMS
RECEPTION
CHECK
OUT
CHECK
OUT
WAITING
MEDICAL ASSISTANTS
ENTER
LABS
EXAM 4
SINK
SIN
K
EXIT
EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
SINK
EX
I
T
EXIT EXIT
FA
X
/
PR
I
N
T
E
R
LOCKED SHELVING OPENSHELVING
FA
X
/
PR
I
N
T
E
R
1
FA
X
/
PR
I
N
T
E
R
2
TECH
ROOM
HOT LAB WAITING ROOM DRAW
NUC CAM66x85 NUC CAM66x85NUC
CAMERA 2
ELECTRICAL / TELF ROOM IT ROOM
JANITOR
CLOSET
H20CAB
WATER
DISP.
5
A
B
C
D
4
A
B
C
D
1
A
C
D 1
A
C
1
A
B
C
2 BC
2 BC
1D
2
A
BC
3
A
B
C
D
1
A
B
C
D
1 BD
4
A
B
C
D
5
A
B
C
D
2
A
B
C
6
A
B
C
D
9
A
B
C
4
A
B
C
D
5
A
B
C
D
1
A
C
D 1
A
C
1
A
B
C
1
A
B
C
D
2
A
B
C
D3
A
B
C
D
4
A
B
C
D
5
A
B
C
D
2 BC
2 BC
5
A
B
1D
6
A
B
C
D
SIM.
4
A
B
C
D
5
A
B
C
D
6
A
B
C
D
SIM.6
A
B
C
D
SIM.6
A
B
C
D
SIM.
9
A
B
C
D
1
E 1 BD
2
A
BC
5
A
B
C
D
3
A
B
C
D
6
6
6
A B C
TO STOR./
COPY/ FAX
ROOM
D
A B C D
TO EXAM
ROOM
HALLWAY (N)
C
TO NURSE'S
STATION
COPY / FAX
(IN FRONT)
D
D
OPEN
TO DEVICE
CHECK
B
TO MED
HALLWAY
SOUTH
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.03
INTERIOR
ELEVATIONS
-
-
--
--
--
--
INTERIOR ELEVATIONS SCALE: AS NOTED
1
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE
WORK OF ALL OF THE TRADES AND NOTIFY THE
DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED
PRIOR TO BEGINNING THE WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY,
MILLWORK AND FINISHES TO BE FROM APPROVED
SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE
DESIGNER PRIOR TO INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE
CONFIRMED WITH DESIGNER PRIOR TO INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO
RECEIVE A FINISH. CONTRACTOR TO NOTIFY
DESIGNER OF ANY CONFLICT OR AREA WHERE THE
FINISH MATERIAL CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE
UNLESS SPECIFICALLY SUBMITTED AND APPROVED
BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH
TO RECEIVE WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY
MANNER. DESIGNER FEES FOR RE-SELECTIONS, DUE
TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
ELEVATIONS - EXAM ROOM HALLWAY SOUTH
SCALE: 1/4"=1'-0"4 ELEVATIONS - STOR / COPY / FAX ROOM
SCALE: 1/4"=1'-0"
9'
-
6
"
8'
-
0
"
TY
P
.
3'
-
6
"
2'
-
6
"
8'
-
0
"
SO
F
F
I
T
2'
-
1
0
"
8'
-
0
"
TY
P
.
2'
-
1
0
"
8'
-
0
"
SO
F
F
I
T
9'
-
6
"
1 ELEVATIONS - EXAM ROOM HALLWAY SOUTH (CONT.)
SCALE: 1/4"=1'-0"
8'
-
0
"
SO
F
F
I
T
2'
-
1
0
"
8'
-
0
"
TY
P
.
9'
-
6
"
8'
-
0
"
9'
-
6
"
2 ELEVATIONS - EXAM ROOM HALLWAY NORTH
SCALE: 1/4"=1'-0"
2 ELEVATIONS - EXAM ROOM HALLWAY NORTH (CONT.)
SCALE: 1/4"=1'-0"
SCALE: NTS
EXAM ROOM HALLWAY NORTH & SOUTH - KEYPLAN
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
9'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
8'
-
0
"
TY
P
.
2'
-
1
0
"
8'
-
0
"
SO
F
F
I
T
3'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
2'
-
1
0
"
2'
-
6
"
2'
-
8
"
8'
-
0
"
9'
-
6
"
8'
-
0
"
TY
P
.
3'
-
4
"
2'
-
1
0
"
1'
-
8
"
3'
-
6
"
3'
-
4
"
1'
-
4
"
TY
P
.
9'
-
6
"
9'
-
6
"
8'
-
0
"
ELEVATIONS - ELECTRICAL/TELF ROOM
SCALE: 1/4"=1'-0"5
3 ELEVATIONS - JANITOR CLOSET
SCALE: 1/4"=1'-0"
9'
-
6
"
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
1'
-
3
"
TY
P
.
PT-03WC-01
WB-01 TYP.
PT-03PT-03
WB-01 TYP.
PT-03
WB-01 TYP.
PT-03
WB-01 TYP.
WC-01PT-06
WB-01 TYP.
PT-06
PT-03
WB-01 TYP.
PT-02
WB-01 TYP.
WB-01 TYP.WB-01 TYP.
WC-01
WC-01
PT-03PT-03
PT-02PT-02PT-02PT-03
WB-01 TYP.
PT-03WC-01
PT-02
WB-01 TYP.
PT-02PT-02PT-02 PT-02 PT-02
WB-01 TYP.
PT-02 PT-02 PT-02
55
5
5
ADA KNEE CLEARANCE @ SINK
SCALE: NTS6
A
TO STORAGE
OPENOPEN
B
TO MED 4 TO MED 3 TO MED 2 TO MED 1
A B C D
TO MED
HALLWAY
SOUTH
B D
TO EXAM
HALLWAY
NORTH
A C
A B
TO MED 8 TO MED 7 TO MED 6 TO MED 5
TO RR2
TO EXT.
OPEN
A B C D
TO MED
HALLWAY
SOUTH
A B C D
TO MED
HALLWAY
NORTH
NUC
CAMERA 1
ME
D
S
A
M
P
L
E
S
ECHO 1
ECHO 2
ECHO 3
EXAM 7 EXAM 8
VASCULAR /
PROCEDURE
MED 8
MED 3MED 2
SINK
EXAM 18
MED 1
EXIT
EXIT
RR 2
STORAGE
EX
I
T
MED 7
MED 6
MED 5
SIN
K
TECH
ROOM
66x85NUC
CAMERA 2
MED 4
1
A
B
C
D
4
A
B
6
A
B
C
D
5 AB
9
A
B
C
D
1
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
7
A
B
C
D
8
A
B
C
D
1
A
B
C
D
1
A
B
C 4
A
B
1
A
B
C
D
2 B
C
DB
2
A
B
C
D
3
A
B
C
D
4 AB
6
A
B
C
D
5 AB
6
A
B
C
D
SIM.6
A
B
C
D
SIM.
8
A
B
C
D
9
A
B
C
D
3
A
B
C
D
SIM.
1
A
B
C
D
SIM.
2
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
6
A
B
C
D
SIM.
7
A
B
C
D
8
A
B
C
D
2
A
B
C
D
SIM.
6
6
A B C D
TO MED
HALLWAY
SOUTH
A B C D
HDRTO MED
HALLWAY
A B C D
TO MED
HALLWAY
SOUTH
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.04
INTERIOR
ELEVATIONS
-
-
--
--
--
--
INTERIOR ELEVATIONS SCALE: AS NOTED
1
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE
WORK OF ALL OF THE TRADES AND NOTIFY THE
DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED
PRIOR TO BEGINNING THE WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY,
MILLWORK AND FINISHES TO BE FROM APPROVED
SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE
DESIGNER PRIOR TO INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE
CONFIRMED WITH DESIGNER PRIOR TO
INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO
RECEIVE A FINISH. CONTRACTOR TO NOTIFY
DESIGNER OF ANY CONFLICT OR AREA WHERE THE
FINISH MATERIAL CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE
UNLESS SPECIFICALLY SUBMITTED AND APPROVED
BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH
TO RECEIVE WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY
MANNER. DESIGNER FEES FOR RE-SELECTIONS, DUE
TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
ELEVATIONS - MED OFFICES HALLWAY NORTH
SCALE: 1/4"=1'-0"5
2
3
SCALE: 1/4"=1'-0"8 ELEVATIONS - RESTROOM 2
SCALE: 1/4"=1'-0"
ELEVATIONS - MED OFFICES #1-2 (TYP.)
SCALE: 1/4"=1'-0"
ELEVATIONS - MED OFFICE #3
SCALE: 1/4"=1'-0"
9'
-
6
"
ELEVATIONS - MED OFFICES #5-8 (TYP.)
SCALE: 1/4"=1'-0"6
8'
-
0
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
2'
-
5
"
1'
-
6
"
TY
P
.
2'
-
1
1
"
TY
P
.
9'
-
6
"
9'
-
6
"
2'
-
5
"
SCALE: NTS
MED OFFICES & HALLWAY +
VASCULAR / PROCEDURE - KEYPLANS
9'
-
6
"
8'
-
0
"
TY
P
.
ELEVATIONS - MED OFFICES HALLWAY SOUTH
SCALE: 1/4"=1'-0"4
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
9'
-
6
"
2'
-
5
"
2'
-
1
1
"
3'
-
6
"
2'
-
5
"
2'
-
5
"
ELEVATIONS - STORAGE
SCALE: 1/4"=1'-0"7
SCALE: 1/4"=1'-0"9 ELEVATIONS - VASCULAR / PROCEDURE
8'
-
0
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
1'
-
6
"
TY
P
.
3'
-
6
"
9'
-
0
"
2'
-
5
"
9'
-
6
"
1'
-
6
"
2'
-
5
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
7'
-
6
"
TY
P
.
9'
-
6
"
9'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
7'
-
0
"
TY
P
.
4'
-
5
"
3'
-
6
"
1'
-
6
"
2'
-
1
1
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
2'
-
5
"
2'
-
0
"
3'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
9'
-
0
"
PT-02
WB-01 TYP.
WB-01 TYP.
PT-03
WB-01 TYP.
PT-03
WB-01 TYP.
PT-03
WB-01 TYP.
PT-07
PT-02
WB-01 TYP.
PT-02PT-02PT-02
PT-02 PT-02PT-06
FOR FINISHES- SEE SHEET ID-5.0
FOR FINISHES- SEE SHEET ID-5.0
FOR FINISHES- SEE SHEET ID-5.0FOR FINISHES- SEE SHEET ID-5.0
PT-03PT-03 PT-03
2'
-
1
1
"
1'
-
6
"
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
1
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
2'
-
5
"
2'
-
1
1
"
3'
-
6
"
ELEVATIONS - MED OFFICE #4
FOR FINISHES- SEE SHEET ID-5.0
2'
-
1
1
"
9'
-
6
"
8'
-
0
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
2'
-
1
1
"
9'
-
0
"
1
1
1
A
OPEN
TO CT
SCANNER
HALLWAY
WAITING AREA DRAW AREA
B
OPEN
TO MED
SAMPLES
HALLWAY
C
TO NUC
CAMERA 2
TO NUC
CAMERA 1
D
TO HOT LAB
A B C D
TO CT
SCANNER
HALLWAY
BEFORE
A
TO WAITING
ROOM
B C D
AA
K-8761ESSEXFAUCETSBRASS
VENDING VENDING
DW
OPEN OPEN OPENOPENOPEN
A B C D
TO PET
SCANNER
ROOM
TO PET
SCANNER
HALLWAY
SC
A
L
E
CONTROL
ROOM
PET SCANNER
ROOM
NUC
CAMERA 1
EXAM 2 EXAM 3 TECH
ROOM
ST
O
R
A
G
E
C
A
B
HOT LAB WAITING ROOM DRAW
NUC CAM66x85 NUC CAM66x85NUC
CAMERA 2IT ROOM
JANITOR
CLOSET
REF.
REF.
STAFF ROOM [28 SEATS]
VENDING VENDING
H20
CAB
WATERDISP.
1
A
B
C
D
2
A
B
C
D3
A
B
C
D
4
A
B
C
D
6
A
B
C
D
7
A
B
C
D
5
A
B
C
D
5
A
BD
1
A
B
C
D
2
A
B
C
D3
A
B
C
D
4
A
B
C
D
B
6
A
B
C
D
2 BC
7
A
B
C
D
1
A
C
D
4 AB
5
A
B
4
A
B
5
A
BD
5
A
B
C
D
3
A
B
C
D
A B
TO WAITING
ROOM
C D
BRASSFAUCETSESSEXK-8761
A
TO WAITING
ROOM
B C D
B
BOTTLE
STORAGE
TO CT
SCANNER
HALLWAY
DC
TV
PLACEMENT
OPEN OPEN
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.05
INTERIOR
ELEVATIONS
-
-
--
--
--
INTERIOR ELEVATIONS SCALE: AS NOTED
1
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE
WORK OF ALL OF THE TRADES AND NOTIFY THE
DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED
PRIOR TO BEGINNING THE WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY,
MILLWORK AND FINISHES TO BE FROM APPROVED
SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE
DESIGNER PRIOR TO INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE
CONFIRMED WITH DESIGNER PRIOR TO
INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO
RECEIVE A FINISH. CONTRACTOR TO NOTIFY
DESIGNER OF ANY CONFLICT OR AREA WHERE THE
FINISH MATERIAL CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE
UNLESS SPECIFICALLY SUBMITTED AND APPROVED
BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH
TO RECEIVE WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY
MANNER. DESIGNER FEES FOR RE-SELECTIONS, DUE
TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
ELEVATIONS - WAITING ROOM
SCALE: 1/4"=1'-0"5
SCALE: 1/4"=1'-0"
ELEVATIONS - TECH ROOM
ELEVATIONS - CONTROL ROOM
SCALE: 1/4"=1'-0"7
9'
-
6
"
2 SCALE: 1/4"=1'-0"
ELEVATIONS - NUC CAMERA 2
8'
-
0
"
TY
P
.
9'
-
6
"
6 SCALE: 1/4"=1'-0"
ELEVATIONS - STAFF ROOM
7'
-
2
"
9'
-
6
"
9'
-
6
"
9'
-
0
"
SO
F
F
I
T
SCALE: NTS
ID 5.05 - KEYPLANS
8'
-
0
"
TY
P
.
1'
-
6
"
TY
P
.
4'
-
5
"
3'
-
6
"
4'
-
5
"
3'
-
6
"
1'
-
7
"
9'
-
6
"
4'
-
5
"
3'
-
6
"
1'
-
6
"
TY
P
.
9'
-
6
"
8'
-
0
"
2'
-
1
1
"
9'
-
6
"
4 SCALE: 1/4"=1'-0"
ELEVATIONS - HOT LAB
8'
-
0
"
9'
-
6
"
2'
-
1
0
"
8'
-
0
"
9'
-
6
"
2'
-
1
0
"
1'
-
8
"
3'
-
6
"
3 SCALE: 1/4"=1'-0"
ELEVATIONS - NUC CAMERA 1
8'
-
0
"
TY
P
.
9'
-
6
"
1'
-
6
"
TY
P
.
3'
-
4
"
TY
P
.
9'
-
6
"
7'
-
1
1
"
2'
-
1
1
"
3'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
1'
-
6
"
TY
P
.
2'
-
1
0
"
2'
-
0
"
11
'
-
0
"
1'
-
6
"
TY
P
.
1'
-
5
"
TY
P
.
8'
-
0
"
TY
P
.
14
'
-
6
"
2'
-
1
0
"
3'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
8'
-
0
"
1'
-
6
"
8'
-
0
"
TY
P
.
9'
-
0
"
SO
F
F
I
T
14
'
-
6
"
2'
-
0
"
9'
-
0
"
SO
F
F
I
T
6'
-
6
"
EQUAL EQUAL
4'
-
5
"
3'
-
6
"
WB-01 TYP.
PT-02PT-02 PT-02 PT-02
WB-01 TYP.
PT-02 PT-02 PT-02
PT-02
PT-02
WB-01 TYP.
PT-03 PT-03 PT-03 PT-03
WB-01 TYP.
PT-02 PT-02 PT-02 PT-06
WB-01 TYP.
PT-02PT-02 PT-02 PT-02 PT-02
WB-01 TYP.
PT-07PT-02 PT-02 PT-02
WB-01 TYP.
PT-02 PT-02PT-02PT-02
3'
-
6
"
4'
-
0
"
3'
-
6
"
3'
-
4
"
2'
-
1
1
"
WF
5
5
NOTE:
1.FOR ALL MEP / POWER / DATA INFORMATION IN
CONTROL ROOM, PET SCAN ROOM REFER TO
ELECTRICAL DRAWINGS.
2.FOR ALL SHIELDING INFORMATION IN ALL PERTINENT
AREAS REFER TO ARCH DRAWINGS.
5
A B C D
OPEN
TO RN/NP
A
TO STAFF
LOUNGE
TO CT
SCANNER
CONTROL
ROOM
TO
TREADMILL 1
TO CT
SCANNER
ROOM
A B C D
TO MED
SAMPLES
HALLWAY
A B C DABCD
TO MED
SAMPLES
HALLWAY
A
OPEN OPENOPEN
TO ECHO 1TO RN/NP TO ECHO 2 TO ECHO 3
B
OPEN
MED SAMPLES
TO TECH
ROOMTO EXAM
ROOM
HALLWAY
OPEN
TO DRAW
AREA
STORAGE CAB
SC
A
L
E
NUC
CAMERA 1
ME
D
S
A
M
P
L
E
S
RN / NP
ECHO 1
ECHO 2
ECHO 3
SIN
K
EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
SINK
EXIT
EXIT
RR 2
STORAGE
EX
I
T
TREADMILL 2
EXIT
SINK
SIN
K
TECH
ROOM
ST
O
R
A
G
E
C
A
B
HOT LAB WAITING ROOM DRAW
NUC CAM66x85 NUC CAM66x85NUC
CAMERA 2IT ROOM
JANITOR
CLOSET
1
A
B
C
D
2
A
B
C
D
3
A
B
C
D
4 AB
5
A
B
5
A
B
2
A
B
C
D
SIM.
5
A
B
C
D
1
A
B
C 4
A
B
1
A
B
C
D
2
A
B
C
D3
A
B
C
D
4
A
B
C
D
B
2 BC
2 BC
C
D
1
A
B
C
D
2
A
B
C
D
3
A
B
C
D
4 AB
5
A
B
5
A
B
4
A
C
D
D
5 AB
6
A
B
C
D
SIM.
4
A
B
C
5
A
B
C
D
6
A
B
C
D
SIM.6
A
B
C
D
SIM.6
A
B
C
D
SIM.
A A A A
9
A
B
C
D
SIM.SIM.SIM.SIM.
2
A
BC
D
D
D
7
A
B
C
D
8
A
B
C
D
2
A
B
C
D
SIM.
5
A
B
C
D
3
A
B
C
D
6
6
6
6
B
OPEN OPENTO
TREADMILL 2
OPEN
TO DRAW
AREA
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.06
INTERIOR
ELEVATIONS
--
--
--
--
INTERIOR ELEVATIONS SCALE: AS NOTED
1
4
2
SCALE: 1/4"=1'-0"
ELEVATIONS - RN / NP STATIONS
SCALE: 1/4"=1'-0"
ELEVATIONS - ECHO #1-2 (TYPICAL)
ELEVATIONS - PET SCANNER ROOM HALLWAY
SCALE: 1/4"=1'-0"5
3 SCALE: 1/4"=1'-0"
ELEVATIONS - ECHO #3
9'
-
6
"
9'
-
6
"
8'
-
0
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
9'
-
6
"
SCALE: 1/4"=1'-0"
ELEVATIONS - MED SAMPLES HALLWAY
9'
-
6
"
8'
-
0
"
9'
-
6
"
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE
WORK OF ALL OF THE TRADES AND NOTIFY THE
DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED
PRIOR TO BEGINNING THE WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY,
MILLWORK AND FINISHES TO BE FROM APPROVED
SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE
DESIGNER PRIOR TO INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE
CONFIRMED WITH DESIGNER PRIOR TO
INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO
RECEIVE A FINISH. CONTRACTOR TO NOTIFY
DESIGNER OF ANY CONFLICT OR AREA WHERE THE
FINISH MATERIAL CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE
UNLESS SPECIFICALLY SUBMITTED AND APPROVED
BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH
TO RECEIVE WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY
MANNER. DESIGNER FEES FOR RE-SELECTIONS, DUE
TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
8'
-
0
"
TY
P
.
SCALE: NTS
ID 5.06 - KEYPLANS
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
1'
-
6
"
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
2'
-
1
1
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
2'
-
1
1
"
8'
-
0
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
1'
-
6
"
8'
-
0
"
TY
P
.
9'
-
6
"
8'
-
6
"
SO
F
F
I
T
8'
-
0
"
TY
P
.
1'
-
6
"
TY
P
.
8'
-
0
"
ELEVATIONS - PET SCANNERS ROOM HALLWAY CONT.
SCALE: 1/4"=1'-0"5
9'
-
6
"
8'
-
0
"
TY
P
.
1'
-
6
"
TY
P
.
9'
-
6
"
2'
-
1
0
"
8'
-
0
"
8'
-
0
"
TY
P
.
8'
-
6
"
SO
F
F
I
T
2'
-
1
0
"
8'
-
0
"
SO
F
F
I
T
8'
-
0
"
SO
F
F
I
T
1'
-
6
"
TY
P
.
PT-03
WB-01 TYP.
FOR FINISHES- SEE SHEET ID-5.0
PT-03 PT-03 PT-03PT-03 WC-01
WB-01 TYP.
PT-03
PT-07
WB-01 TYP.
PT-07PT-07
PT-03WC-01
WB-01 TYP.
PT-03 PT-03 WC-01
PT-02
WB-01 TYP.
PT-02PT-02PT-02PT-02 PT-02
FOR FINISHES- SEE SHEET ID-5.0
5
5
ADA KNEE CLEARANCE @ SINK
SCALE: NTS6
A B C
TO CT
SCANNER
HALLWAY
D
PET SCANNER
ROOM
RN / NP
RR 1
TREADMILL 2
TREADMILL 1
EXIT
SINK
ST
O
R
A
G
E
C
A
B
DRAW
NUC CAM
66x85
1
A
B
C
D
2
A
B
C
D
3
A
B
C
D
4
A
B
C
D
B
1
A
B
C
D
1
A
B
C
D
5
A
B
2
A
B
C
D
3
A
B
C
D
4
A
B
C
D
A
6
A B C
HDR
TO CT
SCANNER
HALLWAY
D
A B C D
PET SCANNER
TO PET
SCANNER
CONTROL
ROOM
CABINET, 14" DEEP
TO HALLWAY
A B C D
TO CT
SCANNER
HALLWAY
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
09-30-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20250930REV #5
--
--
--
5
ID-5.07
INTERIOR
ELEVATIONS
-
-
--
--
--
--
INTERIOR ELEVATIONS SCALE: AS NOTED
ELEVATION NOTES
1.CONTRACTOR RESPONSIBLE TO COORDINATE THE
WORK OF ALL OF THE TRADES AND NOTIFY THE
DESIGNER OF ANY CONFLICTS DUE TO THE FIELD
CONDITIONS. ANY DISCREPANCIES TO BE RESOLVED
PRIOR TO BEGINNING THE WORK.
2.INSTALLATION OF ALL MATERIALS, CABINETRY,
MILLWORK AND FINISHES TO BE FROM APPROVED
SUBMITTALS ONLY.
3.CONFIRM ALL FINISHES IN THE FIELD WITH THE
DESIGNER PRIOR TO INSTALLATION.
4.EXACT HEIGHT OF MIRRORS AND ARTWORK TO BE
CONFIRMED WITH DESIGNER PRIOR TO
INSTALLATION.
5.ALL WORK TO BE CONSTRUCTED IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES.
6.ALL VISIBLE WALLS, FLOORS AND CEILINGS TO
RECEIVE A FINISH. CONTRACTOR TO NOTIFY
DESIGNER OF ANY CONFLICT OR AREA WHERE THE
FINISH MATERIAL CALL OUT IS UNCLEAR.
7.MATERIAL SUBSTITUTIONS ARE NOT ACCEPTABLE
UNLESS SPECIFICALLY SUBMITTED AND APPROVED
BY DESIGNER IN ADVANCE OF THE WORK.
8.ALL INTERIOR WALLS TO BE SMOOTH, LEVEL 4 FINISH
TO RECEIVE WALLCOVERING OR PAINT AS SPECIFIED.
9.LONG LEADTIME ITEMS TO BE ORDERED IN A TIMELY
MANNER. DESIGNER FEES FOR RE-SELECTIONS, DUE
TO DELAYED ORDERING, TO BE COVERED BY GC.
10.ALL FURNITURE SHOWN BY OWNER
2 ELEVATIONS - TREADMILL ROOM 1
SCALE: 1/4"=1'-0"
SCALE: NTS
ID 5.07 - KEYPLANS
3 ELEVATIONS - RESTROOM 1
SCALE: 1/4"=1'-0"
4 ELEVATIONS - TREADMILL ROOM 2
SCALE: 1/4"=1'-0"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
8'
-
0
"
TY
P
.
SCALE: 1/4"=1'-0"1 ELEVATIONS - PET SCANNER ROOM
3'
-
0
"
7'
-
2
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
3'
-
6
"
9'
-
0
"
9'
-
6
"
1'
-
6
"
TY
P
.
5'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
1'
-
6
"
1'
-
6
"
TY
P
.
1'
-
6
"
TY
P
.
9'
-
6
"
9'
-
6
"
1'
-
6
"
3'
-
6
"
5'
-
6
"
9'
-
0
"
3'
-
0
"
1'
-
6
"
TY
P
.
8'
-
0
"
TY
P
.
9'
-
6
"
8'
-
0
"
TY
P
.
FOR FINISHES- SEE SHEET ID-5.0
PT-02
WB-01 TYP.
PT-02PT-02PT-02
WB-01 TYP.
PT-02PT-02 PT-02 PT-07
WB-01 TYP.
PT-02 PT-02 PT-06 PT-02
3'
-
0
"
4
20250731
5
NOTE:
1.FOR ALL MEP / POWER / DATA INFORMATION IN
CONTROL ROOM, PET SCAN ROOM REFER TO
ELECTRICAL DRAWINGS.
2.FOR ALL SHIELDING INFORMATION IN ALL PERTINENT
AREAS REFER TO ARCH DRAWINGS.
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-6.02
LIGHTING
SCHEDULE
-
-
--
--
--
--
LIGHTING SCHEDULE SCALE:NTS 1
FAX /
PRINTER
FAX /
PRINTER34" H
CAB
OPENOPEN
FAX /
PRINTER
FAX /
PRINTER
CHECK-OUT
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.01
CASEWORK
AS NOTED JFS
-
-
--
--
--
--
RECEPTION CHECK-IN AND CHECK-OUT - PLAN
WORK/PRINT STATION - ELEV.
RECEPTION CHECK-IN AND CHECK-OUT - ELEV.
RECEPTION CHECK-IN AND CHECK-OUT - ELEV.
1A
-
1D
-
1B
-
1C
-
1J
-
1E
-
RECEPTION CHECK-IN AND CHECK-OUT - ELEV.
1I
-
RECEPTION - SECTION
4'
-
0
"
6"
4'
-
0
"
6"
4'
-
0
"
1F
-
1G
-
1H
-
RECEPTION - SECTION
1K
-
WORK/PRINT STATION - SECTION
10
"
7'
-
1
1
"
2'
-
0
"
1'
-
4
"
3'
-
6
"
19'-11"4'-1"
4'
-
3
"
7'
-
0
"
10
"
12
'
-
1
1
"
10
"
3'-2"4'-0"6'-8"
1'-3"10"
12
'
-
0
"
3'
-
6
"
2'
-
5
"
2'
-
1
0
"
3'
-
1
1
"
3'-3"1'-8"
3'-3"1'-8"
2'
-
0
"
1'-0"18'-11"3'-5"
2'-7"1'-8"6'-9"3"
3'
-
6
"
2'
-
5
"
1'-4"3'-4"1'-4"3'-4"1'-4"6'-8"1'-4"
1'
-
0
"
2"
FILLERFILLER
3'
-
2
"
4"
3'
-
6
"
2'
-
5
"
2'
-
5
"
2'-0"4"1'-9"
2'-0"4"2'-0"11"10"
2'
-
5
"
2'-0"
1'-6"
3'
-
6
"
5"
8"
4'-1"
2'
-
3
"
CL
E
A
R
MI
N
.
2'
-
5
"
2'
-
3
"
CL
E
A
R
MI
N
.
8"
4"
3'
-
6
"
8"
27
"
CL
E
A
R
MI
N
.
27
"
CL
E
A
R
MI
N
.
+44"
+29"
+29"
2'-0"
2'-0"1'-8"
+44"
+29"
1'
-
0
"
O/
H
A
N
G
8"
O
/
H
A
N
G
8" O/HANG
2'
-
7
"
2'
-
3
"
CL
E
A
R
MI
N
.
UNDERSIDE OF TOP
TO BE SS
CONT. LED STRIP LIGHT
CONCEALED CANTILEVER
BRACE
UNDERSIDE OF TOP
TO BE SS
CONCEALED CANTILEVER
BRACE
CONT. LED STRIP LIGHT
DESK BEYOND
CONT. LED
STRIP LIGHT
2'
-
1
0
"
2'
-
0
"
3'
-
6
"
2'-4"
RECEPTION - SECTIONRECEPTION - SECTION
2'
-
5
"
5'-8"1'-4"
SS-02 SS-02 PL-02SS-02
PL-02
PL-01
SS-02 PL-02PL-01
SS-02
PL-01
SS-02
SS-02
SS-02
SS-02 PL-02
PL-01SS-02
SS-02
SS-02 SS-02
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
27
"
C
L
R
.
MI
N
.
5 27
"
C
L
R
.
MI
N
.
5
SURGERY
SCHEDULER
FAX /
PRINTER OFFICE
MANAGER
FA
X
/
PR
I
N
T
E
R
FAX/PRINTER
B
C
D
FAX/PRINTER
DEVICE
CHECK
D
A
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.02
CASEWORK
-
-
--
--
--
--
SURGERY SCHEDULER ROOM - ELEV.
OFFICE MANAGER ROOM - PLANDEVICE CHECK ROOM - PLANSURGERY SCHEDULER ROOM - PLAN
1A
-
1B
-
OFFICE MANAGER ROOM - ELEV.
1B
-
1C
-
1D
-
OFFICE MANAGER ROOM - ELEV.
3'
-
6
"
1'-9"
2'
-
0
"
2'
-
5
"
3'-3"3'-3"1'-9"
1'-5"3'-4"2'-8"2'-8"
3'
-
6
"
2'
-
0
"
2'
-
5
"
1'-0"
2'
-
5
"
2'-6"2'-6"1'-4"2'-1"
DEVICE CHECK ROOM - ELEV.
DEVICE CHECK ROOM - SECTION
3'
-
7
"
2'
-
0
"
2'
-
5
"
1'-5"5'-2"
3'-4"3'-4"6'-0"
12
'
-
7
"
2'-0"
2A
-
2B
-
8'
-
0
"
3'
-
7
"
2'
-
0
"
2'
-
5
"
1'-2"
11
'
-
5
"
8'-4"4'-11"2'-0"
6'
-
4
"
5'
-
2
"
2'
-
0
"
10'-0"
2'
-
5
"
3'-2"3'-2"
2'
-
5
"
2'-0"1'-1"
1'-10"3'-6"3'-0"
OFFICE MANAGER ROOM - ELEV.
SURGERY SCHEDULER ROOM - SECTION
2'
-
5
"
1A
-
OFFICE MANAGER ROOM - ELEV.
3" FILLER
WIRE TRAY
MODESTY
PANEL
2'-6"
2'-0"
2'-0"
5'-4"
2'
-
0
"
1'-10"
2'
-
5
"
1'-4"3'-10"
2'-0"
2'
-
5
"
FILLER 2"
1E
-
SUPPORT
LOCKABLE
LATERAL FILES
LOCKABLE
LATERAL FILES
PL-02 PL-02
PL-02
PL-02
PL-02
PL-01
PL-01 TYP.
PL-02PL-01 TYP.
27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
527
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5 27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5
MEDICAL ASSISTANTS
SINK
SI
N
K
FA
X
/
PR
I
N
T
E
R
C
C
TO STOR./
COPY/ FAX
ROOM
OPEN
B
OPEN
C
FAX /
PRINTER
AA
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.03
CASEWORK
-
-
-
--
--
MEDICAL ASSISTANT - PLAN
1A
-
1E
-
1C
-
1H
-
1D
-
1B
-
STATION DESK - ELEV.
M.A. STATION DESK - SECTION AND ELEV.
M.A. STATION DESK - ELEV.
M.A. STATION DESK - ELEV.M.A. STATION DESK - SECTION
1G
-
1I
-
3'
-
6
"
2'-10"
2'
-
0
"
2'-10"
4'-5"1'-4"4'-5"1'-4"4'-0"
2'-10"2'-10"FILLER
1F
-
M.A. STATION DESK - ELEV.
2'
-
5
"
M.A. STATION DESK - SECTION
18'-7"
3'
-
8
"
4'
-
1
1
"
2'
-
0
"
7'
-
7
"
2'
-
4
"
1'
-
5
"
2'
-
9
"
3'
-
1
0
"
11
'
-
7
"
1'-6"
4'-0"1'-0"
3'
-
6
"
2'-10"
2'
-
0
"
2'
-
5
"
3'-3"
1'-5"2'-10"1'-5"2'-10"2'-10"
FILLER
4'-0"
2'
-
5
"
1'-4"4'-2"1'-4"4'-2"1'-4"4'-2"1'-4"5"
FILLER3'
-
6
"
3'
-
6
"
2'
-
0
"
2'
-
5
"
1'-3"
1'-4"3'-3"1'-4"3'-3"1'-4"3'-3"1'-4"
1'-5"1'-5"1'-5"
SUPPORT
3'
-
6
"
1'-0"1'-0"
3'
-
6
"
2'
-
5
"
3'
-
6
"
2'
-
0
"
2'
-
5
"
1'-3"
LED STRIP LIGHT
LED STRIP LIGHT
2'
-
3
"
CL
E
A
R
M
I
N
.
2'
-
3
"
CL
E
A
R
M
I
N
.
M.A. STATION DESK - ELEV.M.A. STATION DESK - SECTION
3'
-
6
"
ANGLES 4'-0"
5"
1'-0"
1'-6"
2'-4"
2'
-
5
"
2'
-
3
"
CL
E
A
R
M
I
N
.
3'
-
6
"
5"
1'-0"
1'-6"
2'
-
5
"
2'-9"
1'-0"
O/HANG
5"
1'
-
0
"
O/
H
A
N
G
5"
1'-7"
3'
-
6
"
1J
-
3"
WALL BELOW
3'
-
6
"
3"
1'-6"
ANGLES
1'-0"
3"
WALL
PL-01 PL-03TYP.
SS-02 PL-01
SS-02 PL-01
PL-01 PL-03TYP.PL-01TYP.TYP.
TYP.
27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5
3'
-
0
"
2'-0"
5
EXAM 1
C
TO NURSE'S
STATION
COPY / FAX
(IN FRONT)
A
COPY / FAX
(IN FRONT)
TO ELEC.
TELEF.
ROOM
STOR. / COPY /
FAX ROOM
LOCKED SHELVING OPEN
SHELVING
FA
X
/
PR
I
N
T
E
R
1
FA
X
/
PR
I
N
T
E
R
2
B
COPY / FAX COPY / FAX
STORAGESI
N
K
B
A
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.04
CASEWORK
-
-
--
--
--
--
STORAGE / COPY/ FAX ROOM - PLAN
STORAGE / COPY/ FAX ROOM - SECTION
STORAGE / COPY/ FAX ROOM - ELEV.
1B
-
1A
-
STORAGE / COPY/ FAX ROOM - ELEV.
1C
-
TYPICAL EXAM ROOM - PLAN
TYPICAL EXAM ROOM - SECTION AND ELEV.
2'-11"2'-11"2'-11"
DOOR LOCKS
3'-9"
12'-8"
4"
3'
-
6
"
2'-8"2'-8"
1'
-
8
"
2'
-
1
0
"
3'-0"3'-0"
11'-7"
2'-5"
2'-5"3'-0"3'-0"3'-0"
3'-8"9'-0"
11'-7"
2'
-
0
"
1'
-
8
"
2'
-
1
0
"
4"
2'
-
1
0
"
4"
1'-8"4'-8"
4'
-
8
"
1'-8"
3A
-
3B
-
3'
-
5
"
1'
-
8
"
2'
-
1
0
"
1'-2"
2'-0"
FILLER
STORAGE - PLAN
STORAGE - SECTION AND ELEV.
2A
-
2B
-
2C
-
STORAGE - ELEV.
STORAGE - ELEV.
STORAGE - PLAN
3'
-
7
"
7'-8"
6'
-
7
"
1'
-
6
"
1'-6"
8'
-
1
"
8'
-
1
"
8'
-
1
"
3'-4"
1'-6"
1'-6"
1'-6"2'-0"
8'
-
0
"
7'
-
7
"
1'-6"
KNAPE AND VOGT 16" HEAVY
DUTY SHELF BRACKET
WHITE MELAMINE SHELVING
KNAPE AND VOGT 1" HEAVY
DUTY WALL STANDARD
PL-01SS-01 TYP.
PL-01 TYP.
PL-01
SS-01
3'
-
0
"
2'-0"
5
1'-8"
AA
NUC
CAMERA 1
NUC CAM
66x85
NUC CAM
66x85NUC
CAMERA 2
C
TECH
ROOM
SC
A
L
E
HOT LAB
C
A
D
BRASSFAUCETSESSEXK-8761
ME
D
S
A
M
P
L
E
S
VASCULAR /
PROCEDURE
MED SAMPLES
C
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.05
CASEWORK
-
-
--
--
--
--
HOT LAB ROOM - PLAN
NUC CAMERA ROOMS - ELEVATIONS
TECH ROOM - ELEV.
TECH ROOM - PLAN
NUC CAMERA ROOMS - PLAN
HOT LAB ROOM - SECTION AND ELEV.
2A
-
2B
-
1A
-
3'
-
4
"
2'
-
0
"
2'
-
5
"
14'-8"
2'
-
0
"
5'-11"
1'
-
1
0
"
2'
-
0
"
2'
-
0
"
5'-11"
5A
-
5B
-
5C
-
3'
-
6
"
1'
-
8
"
2'
-
1
0
"
4"
2'-1"2'-1"
1'-2"1'-10"4"
3'
-
2
"
4"
3'
-
2
"
1'-5"2'-8"1'-2"1'-2"
3'
-
6
"
1'
-
8
"
2'
-
1
0
"
4"
2'-0"
2'-0"
1'-0"2'-0"2'-7"
3'
-
6
"
1'
-
8
"
2'
-
1
0
"
1'-10"
3'-2"2'-9"
4'-5"
1'-0"
1'-0"
3'
-
6
"
1'
-
8
"
2'
-
1
0
"
4"
2'-8"2'-8"
2'-10"2'-10"
4"
3'
-
2
"
2'-0"
1'-0"1'-4"
HOT LAB ROOM - SECTION AND ELEV.
HOT LAB ROOM - SECTION AND ELEV.
6'-6"
2'
-
0
"
6'-6"
2'
-
0
"
3'
-
6
"
2'
-
5
"
3'-1"
2'
-
0
"
1'-4"3'-8"1'-4"
3'-1"
6'-4"
3'
-
6
"
2'
-
5
"
3'-1"
2'
-
0
"
1'-4"3'-5"1'-4"
3'-1"
6'-4"
4"4"
11"3'-0"1'-6"3'-0"1'-6"3'-0"1'-6"
4'-7"
4"
1'-4"3'-0"1'-4"3'-0"1'-4"
U/ CAB LIGHTING TYP.
TYPICAL DESK / CABINET DETAIL
3'
-
6
"
1'-3"
2'
-
5
"
2'
-
0
"
2'-0"
4"
1'-4"
2'
-
5
"
1"
1"
4"
U/ CAB LIGHTING TYP.
FILLER FILLER
ADJ. SHELV ES TYP.
U/ CAB LIGHTING TYP.
ADJ. SHELV ES TYP.
27
"
CL
E
A
R
M
I
N
.
VASCULAR / PROCEDURE ROOM - PLAN
VASC. / PROCEDURE RM. - ELEV.
4'-0"1'-4"
4'-0"6'-9"3'-11"
2'
-
0
"
3'
-
6
"
2'
-
0
"
2'
-
5
"
1'-4"
2'-4"FILLER2'-4"
4
-
3A
-
3B
-
8'
-
0
"
1'-9"3'-6"3'-6"
9'-0"
4
-
4
-
MED SAMPLES - ELEV.
SS-01
PL-01TYP.
PL-03TYP.
SS-01
PL-01TYP.
PL-03TYP.
SS-01
PL-01TYP.
PL-03TYP.
SS-01 PL-01 TYP.
PL-03 TYP.PL-01
SS-01 PL-01 TYP.
PL-03 TYP.
1'-6"
3'-3"5
5
27
"
C
L
R
.
MI
N
.
5 27
"
C
L
R
.
MI
N
.
5
27
"
C
L
R
.
MI
N
.
5 27
"
C
L
R
.
MI
N
.
5
AA
K-8761ESSEXFAUCETSBRASS
VENDING VENDING
DW
OPEN OPEN OPENOPENOPEN
OPEN
A
CABINET, 14" DEEP
PET SCANNER
ROOM
REF.
REF.
STAFF ROOM [28 SEATS]
VENDING VENDING
H20
CAB
WATER
DISP.
PET SCANNER
TO HALLWAY
REF.
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.06
CASEWORK
-
-
--
--
--
--
STAFF ROOM - ELEV.
STAFF ROOM - PLAN
STAFF ROOM - ELEV AND SECTION
1A
-
1B
-
1C
-
2B
-
PET SCANNER ROOM - ELEV
2'-3"
5'-3"2'-9"2'-2"1'-6"1'-6"1'-6"1'-6"
2'
-
0
"
4'-0"
3'
-
8
"
4'
-
2
"
3'-10"3'-10"3'-5"
16'-3"
16'-3"
2'
-
1
0
"
4"
2'
-
9
"
2'-7"
2'-10"
1'-1"
2'-10"6'-7"
16'-3"
1D
-
1'-1"
3'-8"
1'
-
2
"
5'-6"
1'
-
2
"
5'-6"
2A
-
PET SCANNER ROOM - PLAN
PET SCANNER ROOM - ELEV
1'-9"
7'
-
0
"
3'-6"
1'-9"
7'
-
0
"
3'-6"
7'
-
0
"
1'-2"
2'-4"5'-9"
10'-4"
2'-0"
5'
-
9
"
4'
-
7
"
1'-10"3'-5"1'-1"
1'
-
2
"
2'
-
6
"
1'
-
2
"
2'-3"
1'-6"
1'-1"
1'
-
1
"
6'
-
0
"
3'
-
0
"
1'-5"
3'
-
4
"
2'
-
1
0
"
2'
-
9
"
4"
2'
-
0
"
4'
-
2
"
2'
-
1
0
"
2'
-
9
"
4"
2'
-
1
0
"
2'
-
4
"
2'-0"
WATER DISP. - SECTION
SS-01PL-01TYP.
PL-03TYP.
SS-01
PL-01
PL-03TYP.
PL-01
PL-01
STAFF ROOM - ELEV.
1E
-
5
RN / NP
SINK
ST
O
R
A
G
E
C
A
B
A
C
B
ECHO 1
A
TREADMILL 1
C
TO CT
SCANNER
HALLWAY
STORAGE CAB
DOCTOR OFFICES 5 & 8DOCTOR OFFICES 6 & 7
B C
MED 2
AB
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
12-26-25 MK/JC/JFS
AS NOTED JFS
20250516BID RFI #2
1
4
-
20250731REV #4
20251226REV #5
--
--
--
5
ID-9.07
CASEWORK
-
-
--
--
--
--
RN / NP ROOM - ELEV.
RN / NP ROOM - PLAN
1B
-
1A
-
1C
-
RN / NP ROOM - ELEV.
TYP. ECHO ROOM - PLAN
3A
-
TYP. ECHO ROOM - PLAN
TYP. TREADMILL RM - PLAN
TYP. TREADMILL RM - ELEV.
1'-5"
4'-8"
14'-0"
9'
-
9
"
2'
-
0
"
2'
-
0
"
2'-0"15'-7"5'-0"
5'-0"
2'
-
0
"
2'
-
5
"
1'-4"3'-7"
2'
-
5
"
1'-4"3'-4"1'-4"3'-6"2'-0"2'-0"
1'-4"3'-1"3'-1"1'-4"3'-0"1'-4"2'-5"2'-0"
2'-11"
5'-6"
2'-11"1'-5"
2'-11"
3'-0"
2'
-
5
"
2'-11"
3'-0"
1'-4"
2'
-
5
"
2'
-
5
"
3'-0"1'-4"3'-0"3'-0"1'-4"
2'
-
0
"
3'
-
6
"
FILLER
2'
-
5
"
2'
-
0
"
3'
-
6
"
2'
-
5
"
2'
-
0
"
3'
-
6
"
2'
-
0
"
2'
-
5
"
1'-4"3'-7"
1D
-
8'
-
0
"
3'-7"
RN / NP ROOM - ELEV.
STORAGE CAB - ELEV.
5" FILLER
DOCTOR OFFICES - PLAN
2'
-
0
"
5'-0"
1'
-
6
"
2'-10"
2'
-
0
"
5'-0"
1'
-
6
"
2'-10"
2'
-
0
"
2C
-
2A
-2A
-
2B
-
DOCTOR OFFICES - ELEV.
2'-10"2'-10"
1'-3" FILLER
3A
-
1'-4"
2'
-
5
"
2'
-
5
"
2'
-
5
"
2'
-
5
"
2'-0"
1'-4"
2'
-
5
"
2'
-
5
"
5B
-
5A
-
5'
-
0
"
6'-4"2'-0"
2'
-
0
"
2'-6"
TYP. MEDICAL ROOM
TYP. MEDICAL ROOM
1'-6"
LAT. FILE
2'-8"
VARIES
STEPPED WALL
BEYOND. VERIFY
DEPTH
STEPPED WALL
BEYOND. VERIFY
DEPTH
NOTE: VERIFY SPACE CONDITIONS BEFORE
COMMENCING ANY WORK
NOTE: VERIFY SPACE CONDITIONS BEFORE
COMMENCING ANY WORK
NOTE: VERIFY SPACE CONDITIONS BEFORE
COMMENCING ANY WORK
PL-01
PL-02
PL-01
PL-02
PL-01
PL-02
SS-01
PL-01 TYP.
PL-03 TYP.
SS-01
PL-01 TYP.
PL-03 TYP.
PL-01
1
27
"
C
L
R
.
MI
N
.
27
"
C
L
R
.
MI
N
.
27
"
C
L
R
.
MI
N
.
27
"
C
L
R
.
MI
N
.
27
"
C
L
R
.
MI
N
.
27
"
C
L
R
.
MI
N
.
27
"
C
L
R
.
MI
N
.
5 5
5
5
55
5
S1
GENERAL NOTES
JFA
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
ALL WORKMANSHIP, MATERIAL, AND TESTING SHALL CONFORM TO THE REQUIREMENTS OF THE
2022 CALIFORNIA BUILDING CODE.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, TO VERIFY
CONDITIONS AT THE JOB SITE AND TO CROSSCHECK DETAILS AND DIMENSIONS ON THE
STRUCTURAL DRAWINGS WITH RELATED REQUIREMENTS ON ALL OTHER PERTINENT DRAWINGS
BEFORE PROCEEDING WITH CONSTRUCTION.
ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS
SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH
CONSTRUCTION. WHERE CONFLICTS OCCUR BETWEEN VARIOUS ELEMENTS OF THE WORKING
DRAWINGS, THE MORE STRINGENT REQUIREMENTS SHALL APPLY.
DETAILS MARKED TYPICAL SHALL APPLY IN ALL CASES, UNLESS SPECIFICALLY DETAILED
OTHERWISE. WHERE NO DETAIL IS SHOWN, CONSTRUCTION SHALL BE AS SHOWN FOR OTHER
SIMILAR WORK.
THE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL SUPERVISE AND
DIRECT THE WORK, AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS,
TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BRACING, SHORING, AND LAYDOWN OF
CONSTRUCTION MATERIALS, ETC. UNLESS SPECIFICALLY INDICATED OTHERWISE, THE DESIGN
AND INSTALLATION OF TEMPORARY SHORING AND BRACING SHALL BE THE RESPONSIBILITY OF
THE CONTRACTOR.
UNLESS OTHERWISE STATED IN WRITING, SITE VISITS BY REPRESENTATIVES OF THE
STRUCTURAL ENGINEER:
A.DO NOT INCLUDE INSPECTION OF PROTECTIVE OR TEMPORARY CONSTRUCTION.
B.ARE GENERAL IN NATURE AND ARE NOT CONTINUOUS OR DETAILED.
C.DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE.
D SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION.
DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.
PRIOR TO DRILLING FOR NEW ANCHORS OR CORING FOR NEW OPENINGS, CONTRACTOR SHALL
SCAN THE EXISTING STRUCTURE TO LOCATE REBAR TO AVOID DAMAGING THE EXISTING REBAR.
ALL CONDUIT, DUCTWORK, CEILING AND OTHER MISCELLANEOUS ITEMS AND THEIR SUPPORTING
CONNECTIONS SHALL BE RELOCATED OR REMOVED AND RECONNECTED IN KIND AS REQUIRED TO
PERFORM THE STRUCTURAL WORK.
1.
2.
3.
4.
5.
6.
7.
8.
9.
GENERAL
RISK CATEGORY = II
IMPORTANCE FACTOR I = 1.00
MAPPED ACCELERATION PARAMETERS:
SS = 1.948
S1 = 0.707
SITE CLASS = D
DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:
SDS = 1.299
SD1 = 0.801
SEISMIC DESIGN CATEGORY = D
1.
2.
3.
4.
5.
6.
SEISMIC DESIGN DATA
BASIC WIND SPEED (3 SECOND GUST) = 110 MPH
RISK CATEGORY = II
WIND EXPOSURE = B
1.
2.
3.
WIND DESIGN DATA
ALL FOUNDATION AND SOIL WORK SHALL CONFORM TO THE GEOTECHNICAL REPORT BY BYER
GEOTECHNICAL, INC. (REPORT # BG23866, DATED APRIL 17, 2024)
ALL FOOTINGS SHALL BE ESTABLISHED IN ACCORDANCE WITH THE SOILS REPORT.
FOUNDATION DEPTHS INDICATED ON THESE DRAWINGS REPRESENT MINIMUM STRUCTURAL
REQUIREMENTS. DEEPER FOUNDATIONS MAY BE REQUIRED BY THE SOILS ENGINEER. REFER TO
THE SOILS REPORT.
ALL FOUNDATION BEARING AND FILL MATERIALS SHALL BE INSPECTED BY THE INSPECTOR AND
CONTINUOUSLY INSPECTED AND APPROVED BY THE SOILS ENGINEER PRIOR TO PLACING
CONCRETE.
ALLOWABLE SOIL BEARING PRESSURE:
A.ISOLATED FOOTINGS = 2,000 PSF.
B.CONTINUOUS FOOTINGS = 2,000 PSF.
C.CONTINUOUS FOOTING SHALL BE MINIMUM OF 12" IN WIDTH AND PAD FOOTINGS SHOULD
BE A MINIMUM OF 24" SQUARE.
D.THE ALLOWABLE BEARING MAY BE INCREASED BY 400 PSF FOR EACH ADDITIONAL 12" OF
WIDTH OR DEPTH BEYOND THE MINIMUM UP TO MAXIMUM OF 4,000 PSF
E.ONE-THIRD INCREASE IN ABOVE BEARING VALUES MAY BE USED WHEN CONSIDERING
WIND OR SEISMIC LOADS.
LATERAL SOIL RESISTANCE:
A.COEFFICIENT OF FRICTION = 0.38.
B.PASSIVE RESISTANCE = 200 PCF
C.PASSIVE RESISTANCE MAY BE COMBINED WITH FRICTIONAL RESISTANCE WITH A 13
REDUCTION.
AT NEW SLAB ON GRADES, CONCRETE PADS ON GRADE OR FOUNDATIONS, THE SUBGRADE SHALL
BE PREPARED IN ACCORDANCE WITH RECOMMENDATIONS IN THE SOIL REPORT.
AT INTERIOR SLABS ON GRADE PROVIDE 2" SAND LAYER OVER NEW 10 MIL MINIMUM VAPOR
RETARDER OVER 2" SAND LAYER UNLESS NOTED OTHERWISE IN SOIL REPORT. PROVIDE MINIMUM
12" LAP BETWEEN VAPOR RETARDER JOINTS UNLESS NOTED OTHERWISE BY MANUFACTURER
RECOMMENDATIONS.
1.
2.
3.
4.
5.
6.
7.
8.
FOUNDATIONS
CONCRETE SHALL BE AS FOLLOWS:
ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE CONFORMING TO ASTM C-33.
CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 AND SHALL BE TESTED.
ALL REINFORCING BARS, DOWELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN
POSITION PRIOR TO PLACING OF CONCRETE.
CONTINUOUS INSPECTION IS REQUIRED DURING PLACING OF CONCRETE.
ALL EXISTING CONCRETE SURFACES TO RECEIVE NEW CONCRETE SHALL BE ROUGHENED TO
14" AMPLITUDE AND CLEANED PRIOR TO POURING NEW CONCRETE.
PROVIDE 34" CHAMFER AT ALL EXPOSED CORNERS U.N.O.
LOCATION
MIN. COMPRESSIVE
STRENGTH, f'c
@ 28 DAYS (PSI)
CEMENT
TYPE
AGGREGATE
TYPE
MAXIMUM SIZE
AGGREGATE (IN.)
MAXIMUM
SLUMP
(IN.)
MAXIMUM
WATER/CEMENT
RATIO (w/c)
FOUNDATIONS
SLABS ON
GRADE 1"
4"OTHER
3,000 II/V HARDROCK
0.45
0.50
4"
5"
3,000
3,000
II/V
II/V
HARDROCK
HARDROCK 1"
112"
0.50
1.
2.
3.
4.
5.
6.
7.
CONCRETE
ALL REINFORCING SHALL BE PLACED AND SUPPORTED IN CONFORMANCE WITH "THE MANUAL OF
STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION" LATEST EDITION, PUBLISHED
BY C.R.S.I.
ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615 GRADE 60.
TIE WIRE SHALL BE 16 GAGE, FULLY ANNEALED, CONFORMING TO ASTM A-1064.
ALL REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVERAGE, UNLESS
NOTED OTHERWISE:
A.CONCRETE PLACED AGAINST EARTH =3"
B.CONCRETE WITH FORMED SURFACES IN CONTACT WITH EARTH =2"
C.CONCRETE EXPOSED TO WEATHER, #5 BAR AND SMALLER =112"
1.
2.
3.
4.
REINFORCING STEEL
DRYPACK MIX SHALL BE ONE PART CEMENT AND 112 PARTS FINE AGGREGATE WITH A MINIMUM OF
WATER.
SIKAGROUT 212 NON-SHRINK CEMENTITIOUS GROUT SHALL BE USED WHERE "GROUT" IS
SPECIFIED ON DRAWINGS.
COMPLY WITH ALL PERTINENT RECOMMENDATIONS BY SIKA CORP. FOR THE USE OF SIKAGROUT
212.
CONTINUOUS INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR ALL
GROUTING PROCEDURES.
1.
2.
3.
4.
GROUT PRODUCTS
ALL CONCRETE BLOCK AND CLAY BRICK MASONRY SHALL BE REINFORCED AND OPEN CELL UNITS
THAT ARE GROUTED SOLID AND CONSIST OF MATERIALS AND CONSTRUCTION AS DEFINED IN
THE CALIFORNIA BUILDING CODE.
CONCRETE BLOCK MASONRY SHALL BE MEDIUM WEIGHT UNITS CONFORMING TO ASTM C90 WITH
MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI. CLAY BRICK MASONRY SHALL BE
ATLAS STRUCTURAL BRICK OR APPROVED EQUAL CONFORMING TO ASTM C652 WITH MINIMUM
NET AREA COMPRESSIVE STRENGTH OF 2,000 PSI.
ALL MASONRY SHALL HAVE A RUNNING BOND PATTERN.
OPEN END BLOCKS ARE REQUIRED THROUGHOUT.
AGGREGATE SHALL CONFORM TO ASTM C144 FOR MORTAR AND ASTM C404 FOR GROUT.
MORTAR SHALL BE TYPE S IN ACCORDANCE WITH WITH TABLE SC-1, TYPE M OF THE TMS 602-16
AND ACHIEVE A COMPRESSIVE STRENGTH OF 1,800 PSI. USE CALIBRATED MEASURING DEVICES.
FINE GROUT AND COARSE GROUT SHALL BE IN ACCORDANCE WITH SECTION 2103A.12 OF THE CBC
AND ACHIEVE A COMPRESSIVE STRENGTH OF 2,000 PSI. USE SIKA CHEMICAL CORPORATION
"GROUT AID".
GROUTING METHOD SHALL BE IN ACCORDANCE WITH THE CALIFORNIA CODE OF REGULATIONS
AND AS FOLLOWS:
A.8" BLOCK WALLS SHALL BE CONSTRUCTED USING THE "LOW-LIFT"METHOD (4'-0"
MAXIMUM LIFTS, NO EXCEPTIONS).
B.12" BLOCK WALLS MAY BE CONSTRUCTED USING THE "HIGH-LIFT" METHOD.
PROVIDE MECHANICAL VIBRATION FOR ALL GROUT.
CONTINUOUS INSPECTION BY A MASONRY INSPECTOR APPROVED BY THE BUILDING DEPARTMENT
IS REQUIRED.
USE FULL HEIGHT VERTICAL REINFORCING BARS WITHOUT SPLICES, UNLESS NOTED OTHERWISE.
BRACE BARS PER CBC REQUIREMENTS BEFORE GROUTING.
ALL BOLTS EMBEDDED IN MASONRY SHALL BE GROUTED IN PLACE WITH NOT LESS THAN 1" OF
GROUT BETWEEN THE BOLT AND THE MASONRY UNIT.
THE FOLLOWING HOT WEATHER REQUIREMENTS SHALL BE FOLLOWED:
A.PREPARATION (PRIOR TO CONDUCTING MASONRY WORK)
1.IF AMBIENT TEMPERATURE EXCEEDS 100°F OR EXCEEDS 90°F WITH A WIND VELOCITY
GREATER THAN 8 MPH,
a.MAINTAIN SAND PILES IN A DAMP, COOL, LOOSE CONDITION. PROVIDE
NECESSARY CONDITIONS AND EQUIPMENT TO PRODUCE MORTAR HAVING A
TEMPERATURE BELOW 90°F.
B.DURING CONSTRUCTION (WHILE MASONRY WORK IS IN PROGRESS)
1.IF AMBIENT TEMPERATURE EXCEEDS 100°F OR EXCEEDS 90°F WITH A WIND VELOCITY
GREATER THAN 8 MPH,
a.MAINTAIN TEMPERATURE OF MORTAR AND GROUT BELOW 90°F.
b.FLUSH MIXER, MORTAR TRANSPORT CONTAINER, AND MORTAR BOARDS WITH
COOL WATER BEFORE THEY COME INTO CONTACT WITH MORTAR INGREDIENTS
OR MORTAR.
c.MAINTAIN MORTAR CONSISTENCY BY RETEMPERING WITH COOL WATER.d.
USE MORTAR WITHIN 2 HOURS OF INITIAL MIXING.
2.IF AMBIENT TEMPERATURE EXCEEDS 115°F OR EXCEEDS 105°F WITH A WIND VELOCITY
GREATER THAN 8 MPH. IN ADDITION TO THE REQUIREMENTS ABOVE, PROVIDE THE
FOLLOWING:
a.USE COOL MIXING WATER FOR MORTAR AND GROUT. ICE IS PERMITTED IN
MIXING WATER PRIOR TO USE. DO NOT PERMIT ICE IN MIXING WATER WHEN
ADDED TO OTHER MORTAR AND GROUT.b.
SHADE PUMP HOSES.
C.PROTECTION (WHILE MASONRY WORK IS CURING)
1.IF AMBIENT TEMPERATURE EXCEEDS 100°F OR EXCEEDS 90°F WITH WIND VELOCITY
GREATER THAN 8 MPH; THEN FOG SPRAY ALL NEW COMPLETED MASONRY WORK UNTIL
DAMP AT LEAST THREE (3) TIMES A DAY UNTIL MASONRY WORK IS THREE (3) DAYS
OLD.
VERIFY MASONRY STRENGTH BY PRISM TEST METHOD.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
MASONRY
STEEL STUDS SHALL BE IN ACCORDANCE WITH THE STEEL STUD MANUFACTURERS ASSOCIATION
(SSMA) SPECIFICATIONS AND ICC ESR-3064P, CONFORMING TO ASTM A653SS OR A1011SS,
MINIMUM YIELD = 33.0 KSI U.N.O., AND GALVANIZED CONFORMING TO ASTM A525, G90, HAVING
THE MINIMUM VALUES IN ACCORDANCE WITH THE CHART BELOW.
REFER TO ARCHITECTURAL DRAWINGS FOR STUDS AND DETAILS NOT SHOWN.
REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR STUD SIZES, OTHER THAN THOSE
INDICATED.
STUD TRACKS SHALL BE SAME GAGE AS STUDS WITH 112" FLANGES, U.N.O.
STUD TO TRACK CONNECTION SHALL BE 1-#8 SCREW AT EACH FLANGE U.N.O.
SCREW PENETRATION THROUGH JOINED MATERIAL SHALL NOT BE LESS THAN THREE EXPOSED
THREADS.
SCREWS FOR COLD-FORMED METAL FRAMING SHALL BE GALVANIZED THREAD-FORMING OR
THREAD-CUTTING PAN HEAD SCREWS, WITH A SELF DRILLING POINT. SCREWS SHALL BE
INSTALLED AND TIGHTENED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
SIZE DESIGNATION GAGE AREA (IN )2 Ix (IN )4 Sx (IN )3 REMARKS
4"
6"
400S162-54
600S162-54
16
16
0.443
0.556
1.098
2.860
0.549
0.953
1.
2.
3.
4.
5.
6.
7.
COLD-FORMED METAL FRAMING
STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE
A.I.S.C. "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING ASTM
SPECIFICATIONS.
A.WIDE FLANGES: A992
B.PLATES: A36
C.STEEL TUBES: A500, GRADE C
D.STEEL PIPES: A53, GRADE B
E.CHANNELS AND ANGLES: A36
TYP. BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE.
SHOP DRAWINGS FOR STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE REVIEWED PRIOR TO
FABRICATION.
ALL WELDING SHALL CONFORM TO A.W.S. A5.1, A.W.S. D1.1 AND A.W.S. D1.8 OF THE STRUCTURAL
WELDING CODE.
ALL WELDING SHALL BE DONE BY AWS CERTIFIED OPERATORS QUALIFIED BY AN INSPECTOR
APPROVED BY THE BUILDING DEPARTMENT FOR THE TYPE OF OPERATION INVOLVED.
E-70XX ELECTRODES SHALL BE USED.
SPECIAL INSPECTION IS REQUIRED FOR ALL SHOP AND FIELD WELDING BY A SPECIAL WELDING
INSPECTOR APPROVED BY THE BUILDING DEPARTMENT.
TYPE OF WELD (SHOP OR FIELD) SHALL BE DETERMINED BY CONTRACTOR.
MINIMUM SIZE OF FILLET WELDS SHALL BE IN ACCORDANCE WITH AISC WHERE SMALLER WELDS
ARE INDICATED OR WHERE NO SIZE IS INDICATED.
ALL EXTERIOR OR EXPOSED STEEL SHALL CONFORM TO AISC "ARCHITECTURALLY EXPOSED
STRUCTURAL STEEL" (AESS) STANDARDS AND BE HOT-DIPPED GALVANIZED U.N.O.
ALL STEEL FASTENERS THAT ARE EXTERIOR OR EXPOSED OR AT EXTERIOR WALLS SHALL BE
GALVANIZED OR STAINLESS STEEL U.N.O.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
STRUCTURAL STEEL
LUMBER SHALL BE DOUGLAS FIR-LARCH GRADED IN ACCORDANCE WITH THE LATEST WEST COAST
LUMBERMANS INSPECTION BOARD GRADING RULES. MAXIMUM MOISTURE CONTENT = 19% ALL
LUMBER SHALL BE S4S AND GRADE STAMPED AS FOLLOWS, UNLESS NOTED OTHERWISE:
A.JOISTS, BEAMS, POSTS, ETC.: NO.1
B.PLATES, BLOCKING, STUDS: NO.1
ALL PLYWOOD DESIGNATED ON THE STRUCTURAL DRAWINGS SHALL BE DOUGLAS FIR,
CONFORMING TO THE LATEST NATIONAL BUREAU OF STANDARDS "U.S. PRODUCT STANDARD
PS-1". PLYWOOD SHALL BE 5-LAYER, 5-PLY, GRADE STAMPED "STRUCTURAL I" WITH EXTERIOR GLUE
AND PANEL INDEX 32/16 FOR 12" PLYWOOD UNLESS NOTED OTHERWISE.
ALL WOOD CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY. UNLESS
OTHERWISE SHOWN, ALL NAIL HOLES IN WOOD CONNECTORS SHALL BE FILLED WITH A NAIL OF
THE LARGEST SIZE RECOMMENDED BY THE MANUFACTURER.
ALL WOOD IN CONTACT WITH CONCRETE WITHIN 4'-0" OF GRADE SHALL BE PRESSURE TREATED
PER AWPA - U1 AND M4.
NO WOOD MEMBER SHALL BE CUT, NOTCHED OR BORED, EXCEPT AS DETAILED. PLATES HAVING
HOLES OR NOTCHES LARGER THAN 114" IN 2x4 OR 134" IN 2x6 AND 2x8 SHALL BE REINFORCED ON
EACH SIDE WITH A 112"x18" STEEL STRAP NAILED WITH 4-16d NAILS EACH SIDE OF HOLE OR
NOTCH. DOUBLE TOP PLATES IN SHEAR WALLS SHALL NOT HAVE HOLES OR NOTCHES LARGER
THAN 11 4" AND SHALL BE LOCATED ON CENTERLINE PLATE.
BOLT HOLES IN WOOD SHALL BE 132" TO 116" LARGER THAN THE BOLT. USE STANDARD CUT
WASHERS UNDER HEAD AND NUT OF BOLTS.
LAG SCREWS AND WOOD SCREWS SHALL BE SCREWED INTO PLACE (NOT DRIVEN). LEAD HOLES
SHALL BE PREBORED AS FOLLOWS:
A.THE LEAD HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK AND THE
SAME DEPTH AS THE LENGTH OF THE UNTHREADED SHANK.
B.THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40% TO
70% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE
THREADED PORTION.THE LARGER FIGURE IN EACH RANGE SHALL APPLY TO LAG SCREWS OF
GREATER DIAMETERS.
ALL NAILS SHALL BE COMMON WIRE NAILS. SPECIAL NAILS OF THE SAME DIAMETER AND
PENETRATING INTO THE SUPPORT 12 OF THE LENGTH OF THE NAIL CALLED FOR MAY BE USED FOR
"SIMPSON" METAL ACCESSORIES. WHERE NOT INDICATED, NAILING SHALL MEET THE MINIMUM
NAILING REQUIREMENTS IN THE "TYPICAL NAILING SCHEDULE." WHERE NAILS CANNOT BE
DRIVEN WITHOUT DANGER OF SPLITTING, SUB-DRILL NAIL HOLES HAVING A DIAMETER EQUAL
TO 50% TO 75% OF THE NAIL DIAMETER. PLYWOOD EDGE NAILS SHALL HAVE A 38" MINIMUM EDGE
DISTANCE. PLYWOOD NAILS SHALL BE NAILED SO THAT THE NAIL HEADS ARE FLUSH WITH THE
FACE OF PLYWOOD; SINKING NAIL HEADS IS PROHIBITED.
ALL STEEL ELEMENTS IN CONTACT WITH TREATED LUMBER SHALL BE GALVANIZED (G185) 1.85 OZ.
OF ZINC PER SQUARE FOOT OF SURFACE AREA, OR STAINLESS STEEL.
ALL STEEL FASTENERS THAT ARE EXTERIOR OR EXPOSED SHALL BE GALVANIZED OR STAINLESS
STEEL U.N.O.
FASTENERS USED IN EXTERIOR WALLS SHALL BE HOT-DIPPED ZINC-COATED STEEL, STAINLESS
STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR HOT-DIPPED ZINC-COATED
FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153. THE COATING WEIGHTS FOR
MECHANICALLY DEPOSITED ZINC COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM
B695, CLASS 55 MINIMUM.
ALL EXPOSED OR EXTERIOR WOOD FRAMING SHALL BE PAINTED, NATURALLY DURABLE OR
PRESSURE TREATED U.N.O.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
WOOD
USE THE FOLLOWING NAILING SCHEDULE, UNLESS DETAILED OTHERWISE:
CONNECTION NAILING
JOIST OR RAFTERS TO SIDES OF STUDS
8-INCH JOIST OR LESS
FOR EACH ADDITIONAL 4 INCHES IN DEPTH OF JOIST
1.
16d AT 16"o.c.
2-16d PER 16"
BRIDGING TO JOIST, TOENAIL EACH END
a.BLOCKING BETWEEN JOISTS OR RAFTERS -
TO JOIST OR RAFTERS - TOENAILS EACH SIDE, EACH END
b.BLOCKING BETWEEN STUDS, EACH END
2.3-8d
3-10d
2-10d TOENAILS OR 2-16d
SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL
SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS
3.
3-16d AT 2x8 STUDS
2-16d AT 2x6 STUDS
4.TOP PLATE TO STUD, END NAIL
4-8d, TOENAIL OR 3-16d, END NAIL AT 2x8 STUDS
4-8d, TOENAIL OR 2-16d, END NAIL AT 2x6 STUDS
5.STUD TO SOLE PLATE
16d AT 24"o.c.6.DOUBLE STUDS, FACE NAIL
16d AT 8"o.c.DOUBLE TOP PLATES, TYPICAL FACE NAIL U.N.O7.
3-8d8.BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL
8d AT 6"o.c.9.RIM JOIST TO TOP PLATE, TOENAIL
2-16d10.TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL
16d AT 16"o.c. ALONG EACH EDGE11.CONTINUOUS HEADER, TWO PIECES
12.CEILING JOISTS TO PLATE, TOENAIL
13.CONTINUOUS HEADER TO STUD, TOENAIL
14.CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
15.CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
16.JOIST OR RAFTERS AT ALL BEARINGS - TOENAILS, EACH SIDE
17.1" BRACE TO EACH STUD AND PLATE, FACE NAIL
18.BUILT-UP CORNER STUDS
3-8d
4-8d
3-16d
3-16d
2-10d
2-8d
16d AT 16"o.c.
3-16d
1-16d
TYPICAL NAILING SCHEDULE
ALL EXPANSION ANCHORS SHALL BE KB-TZ2 CONCRETE ANCHORS MANUFACTURED BY HILTI, INC.
ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC ESR-4266.
COMPLY WITH ALL MANUFACTURER'S RECOMMENDATIONS.
CONTINUOUS INSPECTION IS REQUIRED FOR ANCHOR INSTALLATION.
ALL ANCHOR EMBEDMENTS SHOWN ON THE STRUCTURAL DRAWINGS ARE NOMINAL
EMBEDMENTS U.N.O.
ANCHORS SHALL BE STAINLESS STEEL AT EXTERIOR OR EXPOSED FASTENERS OR AT
EXTERIOR WALL.
DO NOT CUT OR DAMAGE EXISTING REBAR FOR ANCHOR INSTALLATION. REBAR SHOULD BE
LOCATED PRIOR TO ANCHOR INSTALLATION BY NONDESTRUCTIVE METHODS.
1.
2.
3.
4.
5.
6.
7.
EXPANSION ANCHORS IN CONCRETE
ALL ADHESIVE ANCHORS SHALL CONSIST OF SET-3G ADHESIVE MANUFACTURED BY SIMPSON
STRONG-TIE, INC
ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC ESR-4057.
COMPLY WITH ALL MANUFACTURER'S RECOMMENDATIONS.
CONTINUOUS INSPECTION IS REQUIRED FOR ANCHOR INSTALLATION.
ANCHORS SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED AT EXTERIOR OR EXPOSED
ANCHORS OR AT EXTERIOR WALLS.
DO NOT CUT OR DAMAGE EXISTING REBAR FOR ANCHOR INSTALLATION. REBAR SHOULD BE
LOCATED PRIOR TO ANCHOR INSTALLATION BY NONDESTRUCTIVE METHODS.
1.
2.
3.
4.
5.
6.
ADHESIVE ANCHORS IN CONCRETE
GENERAL NOTES
ALL ADHESIVE ANCHORS SHALL CONSIST OF HIT-HY 200 V3 ADHESIVE MANUFACTURED BY HILTI,
INC.
ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC ESR-4378.
COMPLY WITH ALL MANUFACTURER'S RECOMMENDATIONS.
CONTINUOUS INSPECTION IS REQUIRED FOR ANCHOR INSTALLATION.
ANCHORS SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED AT EXTERIOR OR EXPOSED
ANCHORS OR AT EXTERIOR WALLS.
DO NOT CUT OR DAMAGE EXISTING REBAR FOR ANCHOR INSTALLATION. REBAR SHOULD BE
LOCATED PRIOR TO ANCHOR INSTALLATION BY NONDESTRUCTIVE METHODS.TAINLESS STEEL
ANCHORS AT EXPOSED AREAS.
1.
2.
3.
4.
5.
6.
ADHESIVE ANCHORS IN MASONRY
MED 8
MED 3MED 2
EXIT
EX
I
T
MED 7
MED 6
MED 5
MED 4
EXAM 11 EXAM 12 EXAM 13 EXAM 15
OFFICE
MANAGER
SURGERY
SCHEDULER
MEN'S
RESTROOM
WOMEN'S
RESTROOM
CONTROL
ROOM PET SCANNER
ROOM
DEVICE
CHECK
STOR. / COPY /
FAX ROOM
NUC
CAMERA 1
RN / NP
ECHO 1
ECHO 2
ECHO 3
EXAM 1
EXAM 10EXAM 9
TO EXAM
ROOMS
WAITING FOR 34 + 2 ADA
RECEPTION
CHECK
OUT
CHECK
OUT
WAITING
MEDICAL ASSISTANTS
ENTER
LABS
EXAM 4 EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
MED 2
EXAM 16 EXAM 17 EXAM 18EXAM 14
MED 1
RR 2
STORAGE
RR 1
TREADMILL 2
TREADMILL 1
MED 6
TECH
ROOM
HOT LAB WAITING ROOM DRAW
NUC
CAMERA 2
ELECTRICAL / TELF ROOM IT ROOM
JANITOR
CLOSET
STAFF ROOM [30 SEATS]
MED 4
(GARAGE) GROUND LEVEL COVERED PARKING
RA
M
P
U
P
1 9
B
A
B
A
1 9
10
S419
S4
18
S4
14
S4
15
S4
10
S419
S4
TYP.
14
S4
TYP.
17E
S4
TYP. AT
RESTROOM
WALLS
17E
S4
TYP. AT
RESTROOM
WALLS
17E
S4
TYP. AT
RESTROOM
WALLS
25
S4
CONCRETE INFILL
OF (E) WINDOW
OPENING, SEE 22
S4
CONCRETE INFILL
OF (E) WINDOW
OPENING, SEE 22
S4
CONCRETE INFILL
OF (E) WINDOW
OPENING, SEE 22
S4
25
S4
7'
-
1
12"
HS
S
4
x
4
x
5 16
HS
S
4
x
4
x
5 16
13
S4 TYP.
TYP.
13
S4
TYP.
PROVIDE NEW
DEPRESSED SLAB
ON GRADE AT
RESTROOMS PER 17
S4
NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
NEW HSS COLUMNS SHALL BE AT CENTERLINE WALL TYP. U.N.O.
INDICATES NEW 6"x16 GAGE STEEL STUDS @ 16"o.c. PARTITION WALL TYP. U.N.O. FOR TOP OF WALL CONNECTION, SEE OR .
FOR HEADER AND JAMB STUD AT INTERIOR STEEL STUD PARTITION WALL OPENINGS, SEE .
SEE ARCHITECTURAL DRAWINGS AND TYPICAL DETAILS FOR INFORMATION NOT SHOWN.
DEMOLISH EXISTING FOUNDATIONS AS REQUIRED FOR INSTALLATION OF NEW FOUNDATIONS U.N.O.
DIMENSIONS SHOWN SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION.
REPLACEMENT OF EXISTING ROOF SHEATHING AND OUT-OF-PLANE ANCHORAGE AT TOP OF WALL OF BUILDING IS A VOLUNTARY SEISMIC
RETROFIT. NEW CMU SHEAR WALLS AT PARKING GARAGE IS A VOLUNTARY SEISMIC RETROFIT.
FOR CONDUITS UNDER FOUNDATION, PROVIDE CONCRETE ENCASEMENT PER FOR WALL CONDUIT PENETRATIONS SEE .
1P
S5
1B
S5
1G
S5 TYP. U.N.O.
1Q
S5
5'
-
0
"
5'
-
0
"
HSS4x4x
3
8
HSS4x4x
1
4
HSS4x4x
3
8
19
S4
15A
S4 TYP.
3'
-
0
"
TYP.
HSS6x4x
3
8
HSS6x4x
3
8
HSS6x4x
3
8
HSS6x4x
3
8
HS
S
6
x
4
x
3 8
HS
S
6
x
4
x
3 8
HS
S
6
x
4
x
3 8
HS
S
4
x
4
x
3 8
(8) HSS ALONG
THIS LINE,
SEE 22
S6
2'-10"4'-0"4'-0"4'-0"
1'-4"
4'-0"4'-0"4'-0"
8
S4
TYP.
U.N.O.
HS
S
4
x
4
x
1 4
HS
S
4
x
4
x
1 4
HS
S
4
x
4
x
1 4
HS
S
4
x
4
x
1 4
1'-0"
HSS4x4x
1
4
H
S
S
4
x
4
x
1
4
HSS4x4x
1
4
3'-0"6'-0"2'-0"12'-8"6'-0"
1'-112"1'-4"2'-0"
2'-4"2'-4"
HS
S
4
x
4
x
3 8
HSS8x4x
3
8
HS
S
6
x
4
x
3 8
HS
S
4
x
4
x
3 8
HSS8x4x
3
8
HS
S
4
x
4
x
3 8
HS
S
6
x
4
x
3 8
HS
S
6
x
4
x
3 8
HSS4x4x
3
8
(11) HSS
ALONG THIS
LINE, SEE 22
S6
10
S4
3'
-
0
"
19
S4
TYP.
10
S4
HS
S
4
x
4
x
3 8
4'
-
0
"
31
'
-
9
"
19
S4
TYP.15A
S4 TYP.10
S4
8A
S4
8A
S4
4'
-
0
"
15A
S4 TYP.
19
S4 TYP.
HSS8x4x
3
8
HS
S
8
x
4
x
3 8
2'-1012"
HS
S
4
x
4
x
3 8HSS
4
x
4
x
3 8
22
S6
10
S4
3'-0"
22
S7
22
S7
HS
S
4
x
4
x
1 4
3'-0"
22
S7
3'-0"22
S7
H
S
S
4
x
4
x
1
4
3'-0"
22
S7
3-
0
"
HSS8x4x
3
8
23
S4
HSS
6
x
4
x
3 8
HS
S
8
x
4
x
3 8
HSS
6
x
4
x
3 8
4'
-
0
"
3'
-
0
"
7'
-
0
"
22
S6
22
S6
22
S6
5'
-
0
"
19
S4
TYP.
10A
S4 23
S7
TYP.
23
S7
5'
-
0
"
10
S4 TYP.
13
S4 TYP.15
S4
18
S4
19
S4
TYP.
TYP.
TY
P
.
TYP.
(E) BRICK WALL OPENING SEE ARCH.
DWGS. 4" DIA. CORE AT EACH CORNER,
SAWCUT CORNER TO CORNER AND DO
NOT OVERCUT, CHIP AWAY REMAINDER
3
S4
(E) FOOTING TYP.
ELECTRICAL EQUIPMENT (MAX.
WEIGHT 1619#) SEE
FOR FLOOR MOUNTED
OR FOR WALL MOUNTED
1
S9
3
S9
2
S4
CABINET,
SEE 25
S9
POWER
DISTRIBUTION
UNIT, SEE 25
S9
CT GANTRY,
SEE 25
S9
PATIENT
TABLE EQUIP.,
SEE 25
S9
25
S4
25
S4
25
S4
25
S4
7'-0"
S2
FLOOR AND
FOUNDATION PLAN
GS
FLOOR AND FOUNDATION PLAN 11/8" = 1'-0"
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
EQUIP ROOM ROOF
1 9
B
A
B
A
1 9
(E
)
B
O
W
E
D
W
O
O
D
T
R
U
S
S
(E
)
B
O
W
E
D
W
O
O
D
T
R
U
S
S
(E
)
B
O
W
E
D
W
O
O
D
T
R
U
S
S
(E
)
B
O
W
E
D
W
O
O
D
T
R
U
S
S
(E
)
B
O
W
E
D
W
O
O
D
T
R
U
S
S
(E) 2x8 @ 16"o.c.
(E) 2x6 @ 16"o.c.
(E) 2x6 @ 16"o.c.
(E) 2x12 @ 16"o.c.
21
S4
21
S4
NOTES:
1.
2.
3.
INDICATES REPLACE EXISTING STRAIGHT SHEATHING WITH 12" PLYWOOD WITH 10d @ 2"o.c. EDGES AND 12"o.c. FIELD.
PROVIDE 2x4 FLAT BLOCKING AT ALL UNSUPPORTED PANEL EDGES. SISTER ALL (E) 2x MEMBERS AT PLYWOOD PANEL JOINTS PER .
FOR PANEL LAYOUT SEE .
CONTRACTOR TO SHORE EXISTING STRUCTURE AS REQUIRED FOR INSTALLATION OF NEW FRAMING. DO NOT REMOVE SHORING UNTIL NEW
BEAMS, COLUMNS AND FOUNDATIONS HAVE BEEN INSTALLED.
REPLACEMENT OF EXISTING ROOF SHEATHING AND OUT-OF-PLANE ANCHORAGE AT TOP OF WALL OF BUILDING IS A VOLUNTARY SEISMIC
RETROFIT. NEW CMU SHEAR WALLS AT PARKING GARAGE IS A VOLUNTARY SEISMIC RETROFIT.
18
S8
10
S6
10
S6
10
S6
19
S6
5
S6
17
S6
17
S6
TYP.
4
S4
12
S7
11
S7
4
S4
W18x35
W1
4
x
2
2
W1
4
x
2
2
W1
4
x
2
2
W1
4
x
2
2
W1
4
x
2
2
W1
4
x
2
2
W1
4
x
2
2
HSS7x5x14
(E) 10WF21 (ABOVE)
(E
)
1
0
W
F
2
1
(A
B
O
V
E
)
(E
)
1
0
W
F
2
1
(
A
B
O
V
E
)
(E
)
1
0
W
F
2
1
(
A
B
O
V
E
)
(E
)
1
0
W
F
2
1
(
A
B
O
V
E
)
(E
)
1
0
W
F
2
1
(
A
B
O
V
E
)
W14x22 (BELOW)
W1
4
x
2
2
(B
E
L
O
W
)
W1
4
x
2
2
(
B
E
L
O
W
)
W1
4
x
2
2
(
B
E
L
O
W
)
W1
4
x
2
2
(
B
E
L
O
W
)
W1
4
x
2
2
(
B
E
L
O
W
)
W8x10
18
S7
18
S7
23
S6
16
S7TYP.
21
S6
W14x22
20
S6
4
S4
21
S6
15
S6
21
S6
21
S6
31
'
-
9
"
10
S6 10
S6
4
S4
TYP.
15
S7TYP.
W8x10
12
S8
14
S8
19
S7
19
S7
12
S8
AT LOW ROOF
AT HIGH ROOF
20
S7
BOTH SIDES
WALL
20
S7
14
S8
AT LOW ROOF
AT HIGH ROOF
20
S7
17
S8
12
S8
1'
-
0
"
TY
P
.
21
S7
TYP.
HSS7x5x14
5
S4
19
S8
24
S7
20
S8
17
S7
TYP.
1
1
1
1
1
1
1
1
1
1
1
1
MECH. EQPT. ( MAX.
WT. = 1274#) SEE 25
S6
EXHAUST FAN
( MAX. WT. = 41#)
SEE 25
S7
ROOF ACCESS,
SEE 24
S4
HEAT PUMP
(MAX. WT. =
72#) SEE 25
S7
MECH. EQPT. ( MAX.
WT. = 1274#) SEE 25
S6
MECH. EQPT. ( MAX.
WT. = 1264#)
SEE 25
S6
(E) MECH. EQPT. ( MAX.
WT. = 893#) REINSTALL
SEE 25
S6
(E)MECH. EQPT.
( MAX. WT. = 455#)
REINSTALL SEE 25
S6
(E) MECH. EQPT.
( MAX. WT. = 455#)
REINSTALL
SEE 25
S6
SOLAR PANELS BY
OTHERS TYP.
(MAX. WEIGHT = 3PSF)
1
MECH. EQPT.
( MAX. WT. = 493#)
SEE 25
S6
13
S7 TYP.14
S7 TYP.
(E) CONCRETE SLAB OPENING, SEE ARCH. DWGS.
CORE DRILL 1" DIA. HOLE AT CORNERS PRIOR TO
SAWCUTTING. SAWCUT CORNER TO CORNER. DO
NOT OVERCUT. CHIP AWAY REMAINDER REMOVE
(E) CONCRETE SLAB AFTER INSTALLING NEW
BRICK WALL BELOW
S3
ROOF FRAMING PLAN
GS
ROOF FRAMING PLAN 11/8" = 1'-0"
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
L4x4x14x0'-4" EACH SIDE
HSS TYP. WITH 12" DIA. x6"
EMBED. EPOXY ANCHORS @
24"o.c. AND 6" FROM ENDS
HSS PER PLAN WITH SHORT SIDE
AGAINST WALL. HSS TO REST ON
SLAB ON GRADE AND TOP OF HSS TO
BE AT UNDERSIDE OF (E) LEDGER,
(E) ROOF SHEATHING OR NEW
STEEL BEAM
(E) BRICK WALL PLAN
TYP.2-48
14
SIMPSON
U HGRS.
TYPICAL
(N) 2x FULL
DEPTH JOIST
(N) 2-2x FULL
DEPTH JOIST
OPENING
SISTER (N) 2x FULL DEPTH JOIST
ONE SIDE EXTENDING FULL LENGTH
OF (E) JOIST TYP. WITH 2 ROWS OF
#12x3" WOOD SCREWS
@ 12"o.c. STAGGERED (ROWS 2"
FROM TOP AND BOTTOM OF JOIST)
4'
-
0
"
MA
X
.
10d @ 2"o.c. AROUND
OPENING TYP. (3) 8d EACH
BOARD @ (E) DIAGONAL
SHEATHING TYP.
4'-0" MAX.SIMPSON
ST12 EA.
CORNER
2'
-
0
"
MA
X
.
2'
-
0
"
MA
X
.
SISTER (N) 2x FULL DEPTH JOIST
ONE SIDE EXTENDING FULL LENGTH
OF (E) JOIST TYP. 2 ROWS OF
#12x3" WOOD SCREWS
@ 12"o.c. STAGGERED (ROWS 2"
FROM TOP AND BOTTOM OF JOIST)
(E) JOIST
TYP.
(E) JOIST
TYP.
(E) JOIST
TYP.
12
"
TYP.516
TYP.
BOTTOM OF (E) LOWER
ROOF OR (E) LEDGER
NEW OPENING SEE
ARCH. DWGS.
4" DIA. CORE
AT EACH
CORNER,
SAWCUT
CORNER TO
CORNER AND
DO NOT
OVERCUT, CHIP
AWAY
REMAINDER
NE
W
O
P
E
N
I
N
G
SE
E
A
R
C
H
.
D
W
G
S
.
HSS PER PLAN BEHIND
WALL WITH SHORT
SIDE AGAINST WALL
WITH 12" DIA. x6"
EMBED. WITH EPOXY
ADHESIVE @ 24"o.c.
AND 6" FROM ENDS.
LOCATE HSS AT
WALL, SEE PLAN
HSS 4" WIDE, DEPTH
AND THICKNESS TO
MATCH VERTICAL
STUDS BEHIND WALL
WITH 12" DIA. x6"
EMBED. WITH EPOXY
ADHESIVE @ 24"o.c.
AND 6" FROM ENDS
c
HSS PER PLAN BEHIND
WALL WITH SHORT
SIDE AGAINST WALL
WITH 12" DIA. x6"
EMBED. WITH EPOXY
ADHESIVE @ 24"o.c.
AND 6" FROM ENDS.
LOCATE HSS AT
WALL, SEE PLAN
8" CMU WITH #4V @ 16"o.c. AT
WALL AND #4H @ 16"o.c.
WITH 180° HOOK AT ENDS OF
WALL
c#4x2'-8" WITH 8"
EMBEDMENT WITH EPOXY
ADHESIVE @ 8"o.c. EACH FACE
(E) CONCRETE SLAB
2"CLR.
TYP.
"H
"
#4x LESSER OF "W"
OR 2'-6" WITH 15"
EMBED. WITH EPOXY
ADHESIVE @ 6"o.c.
"W"(E) BRICK WALL
CONCRETE INFILL
WITH THICKNESS
EQUAL TO EXISTING
WALL THICKNESS
AND #4 @ 6"o.c. EACH
WAY @ CENTERLINE
OF WALL
#4x LESSER OF "H" OR
2'-6" WITH 15" EMBED.
WITH EPOXY
ADHESIVE @ 6"o.c.
ELEVATION
2'-0"#4x2'-6" WITH 12"
EMBED. WITH EPOXY
ADHESIVE @ 12"o.c.
(N)
FOOTING
#4x3'-0" WITH 12"
EMBED. WITH EPOXY
ADHESIVE @ 12"o.c.
(E)
FOOTING
(E) SLAB
ON GRADE
2'-0"
(E)
FOOTING
(E) BRICK
WALL
(E) SLAB
ON GRADE
#4x2'-6" WITH 12"
EMBED. WITH EPOXY
ADHESIVE @ 12"o.c.
NEW
FOOTING
#4x3'-0" WITH 12"
EMBED. WITH EPOXY
ADHESIVE @ 12"o.c.
8" CMU OR BRICK WITH #4V @
16"o.c. AT WALL AND #4H @
16"o.c. WITH 180° HOOK AT
ENDS OF WALL
c
5'
-
0
"
(E) SLAB ON
GRADE
#7 @ 8"o.c. WITH 18"
EMBED. WITH EPOXY
(E)
CONCRETE
FOOTING
3"
C
L
R
.
24
"
SEE PLAN
8" CMU OR BRICK WITH
#4H @ 16"o.c. WITH 180°
HOOK AT ENDS OF WALL
3'
-
0
"
#4x2'-6" @ 8"o.c. WITH 12" EMBED.
WITH EPOXY TYP. AROUND
PERIMETER OF FOOTING
#5 @ 8"o.c.
(E) SLAB ON
GRADE
CONCRETE
FOOTING WITH
CONT. #4 @ 12" o.c.
TOP & BOTTOM
#4V @ 16"o.c. @ DETAIL 10
#4V @ 8"o.c. @ DETAIL 10A
PLAN
#6x3'-4" @ 8"o.c. WITH
6" EMBEDMENT WITH
EPOXY
(E) BRICK WALL
(2) #4 REBAR WITH
(2) #4x4'-6" DOWEL
AT BOTTOM OF WALL
WITH 18" EMBEDMENT
WITH EPOXY AT DETAIL 15
AND 8" EMBED. WITH
EPOXY AT DETAIL 15A
8" CMU OR BRICK WALL
8" CMU WALL WITH #4V
@ 16"o.c. AT WALL AND
#4H @ 16"o.c. WITH 180°
HOOK AT ENDS OF WALL
c
PLAN
#6x3'-4" @ 8"o.c. WITH
6" EMBEDMENT WITH
EPOXY
(E) CONCRETE COLUMN
(2) #4 REBAR WITH
(2) #4x4'-6" DOWEL
AT BOTTOM OF WALL
WITH 18" EMBEDMENT
WITH EPOXY
JOISTS-SEE PLAN FOR
SIZE AND SPACING
PLYWOOD SHEATHING TYP.
10d @ 12"o.c.
AT INTERIOR OF PANEL
CONTINUOUS PANEL EDGE
10d @ 2"o.c.
STAGGER PLYWOOD EDGES
AS SHOWN
PLYWOOD PANEL SHALL
BE CONT. OVER TWO
SPANS AND HAVE A 4'-0"
MIN. LENGTH AND A MIN.
WIDTH OF 1'-4".
NOTE:
AT EDGES OF PANEL
PROVIDE 2x4 FLAT BLOCKING AT ALL
UNSUPPORTED PLYWOOD PANEL EDGES
D
PREFORMED PLASTIC JOINT
STRIP OR SAWCUT AT
NON-EXPOSED INTERIOR
SLABS ON GRADE
REBAR SHALL
RUN THRU
JOINT & HAVE A
2'-0" LAP
FIRST POUR SECOND POURD/418"FOR SIZE, LOCATION
AND EXTENT OF CURBS
AND DEPRESSIONS SEE
ARCH'L. DWGS.#3 @ 8" o.c.
1'
-
6
"
MI
N
.
1'-0"
#4 CONT.
10"10"2-#4
ACONTROL JOINT BCONSTRUCTION JOINT CEDGE OF SLAB DCURBS & DEPRESSIONS
(E) SLAB
ON GRADE
CONT. TRACK AND
ANCHORAGE, PER
TYP. METAL STUD
DETAILS
LEVEL SLOPES
2'-0"
#4x2'-4" WITH 4"EMBED.
WITH SIMPSON SET 3G
EPOXY @ 16"o.c.
SLAB ON GRADE
SLOPES WHERE
OCCURS
FINISH FLOOR
#4
CONT.
(E) SLAB
ON GRADE
SLAB ON GRADE.
SLOPES WHERE OCCURS,
#4x2'-4" WITH 4"
EMBED. WITH SIMPSON
SET 3G EPOXY @ 16"o.c.
(N) 5" CONCRETE
SLAB ON GRADE
WITH #4 @ 16"o.c.
LONG WAY
(2 BARS MIN.)
JOIN FLUSH
WITH (E) SLAB
(E) SLAB
W
SAWCUT
(E) SLAB
(N) #4x(W-1")
@ 16"o.c. WITH
4"EMBED. WITH
SIMPSON SET
3G EPOXY
(E) SLAB ON
GRADE
CONT. TRACK WITH
GALVANIZED 12"DIA. A36
THREADED ROD WITH 234"
EMBED. WITH SIMPSON
SET 3G EPOXY @ 16"o.c.
STEEL STUDS
@ 16"o.c.
(N) CONCRETE
CURB
#4 CONT.
6"
FINISH FLOOR
WHERE OCCURS
CONSTRUCTION OR CONTROL JOINTS AT 20'-0"o.c. MAXIMUM.
SLAB ON GRADE SHALL BE 5" THICK WITH #4 @ 16"o.c. EACH WAY AT SLAB U.N.O.
ROUGHEN EXISTING CONCRETE SURFACES TO RECEIVE NEW CONCRETE TO
14" AMPLITUDE AND CLEAN PRIOR TO POURING NEW CONCRETE.
1.
2.
3.
NOTES:
c
6"
(N) CONCRETE
CURB
(E) SLAB
ON GRADE
SAWCUT
LEVEL SLOPES
8"
2'-0"
#4
CONT.
2'-0"
SLAB ON GRADE SLOPES
WHERE OCCURS
FINISH FLOOR WHERE OCCURS
(E) CONCRETE WALL OR
STEM WALL
FINISH FLOOR
ENEW DEPRESSED SLAB
TO EXISTING SLAB GTRENCH REPAIR DETAILFNEW SLAB TO EXISTING SLAB
HNEW CURB AT (E) SLAB
#4x2'-4" WITH 4"EMBED.
WITH SIMPSON SET 3G
EPOXY @ 16"o.c.
SLAB ON GRADE
SLOPES WHERE
OCCURS
JNEW DEPRESSED SLAB
TO EXISTING SLAB
KNEW DEPRESSED SLAB
TO EXISTING SLAB
#4x2'-4" WITH 4"EMBED.
WITH SIMPSON SET 3G
EPOXY @ 16"o.c.
4"
C
L
R
.
516
112"
TYP.
1"x12"SQ. BASE PLATE WITH
(4) 1"DIA. A. BOLTS TYP.
112"GROUT
#3 WITH LENGTH EQUAL TO
FOOTING WIDTH -1" @ 16"o.c.
AROUND PERIMETER WITH
4" EMBEDMENT WITH
EPOXY ADHESIVE HEAVY SANDBLAST AT
CONTACT SURFACE
TYP. (E) SLAB
4" COVER
TYP.
3"
C
L
R
.
1'
-
0
"
STEEL TUBE SEE PLAN
#3 @ 16"o.c. EACH WAY
18
"
@
D
E
T
A
I
L
1
8
24
"
@
D
E
T
A
I
L
1
8
A
4'-0" SQUARE AT DETAIL 8
6'-0" SQUARE AT DETAIL 8A
CONCRETE
FOOTING WITH
#4 @ 12"o.c.
EACH WAY
(N) 2x JOIST WITH DEPTH
TO MATCH (E) JOIST
EXTENDING FULL LENGTH
OF (E) JOIST TYP.
1"
1"
(E) 2x JOIST
#12x3" WOOD SCREW
STAGGERED @ 12"o.c. TYP.
AND 6"o.c. WITHIN 24" OF
END OF (N) 2x JOIST
TYP. CONDITION TYP. END CONDITION
14" STIFF. PLATE
EACH SIDE TYP.
112"
TYP.
3"3"3"
STEEL COLUMN
12" PLATE WITH
(4)-58"DIA. BOLTS
316
516 516
12" PLATE WITH
(2)-58"DIA. BOLTS
NOTES:
1.
2.
3.
4.
WHERE INTERSECTING BEAM OCCURS REPLACE STIFF. PLATE WITH FULL DEPTH
CONN. PLATE. SEE BEAM CONN. DETAILS FOR CONN. PLATE REQUIREMENTS.
SKEW COLUMN PLATE TO ALIGN WITH BEAM WHERE SKEWED BEAM OCCURS.
SLOPE COLUMN PLATE TO MATCH BEAM WHERE SLOPED BEAM OCCURS.
COLUMN CAP PLATE SHALL BE COLUMN WIDTH PLUS 34" (BEAM FLANGE WIDTH
MINIMUM).
TYP.
CONC. FILL
PLACE CONCRETE FILL AROUND SLEEVES BEFORE POURING FOOTING PAD. FILL
SHALL BE SAME WIDTH AS FOOTING AND FULL WIDTH OF PIPE TRENCH.
1.
NOTES:
2
1
NO EXCAVATION
BELOW THIS LINE
1'-6"
MIN.
2"
MI
N
.
6"
M
I
N
.
FOOTING
POUR
JOINT
9"
1'-6"
MIN.
PROVIDE METAL
SLEEVE 2" GREATER
THAN THE O.D. OF
THE PIPE
REFERENCE: TITLE 24, 1809A.142.
NO PIPE SHALL PASS THROUGH THE FOOTING PAD.3.
LOCATE PIPE TRENCH SO THAT FOOTING WILL NOT BE UNDERMINED.4.
4"
M
I
N
.
BACKFILL EXCAVATION PER GENERAL NOTES .5.
PLAN OR ELEVATION
CORE DRILLED HOLE
OR SLEEVE TYP.
14" DIAMETER
MAXIMUM TYP.
L
L
NOTES:
1.L = 3 TIMES THE DIAMETER OF THE LARGEST
ADJACENT HOLE OR SLEEVE, 3 INCHES MINIMUM.
2.LOCATE REBAR PRIOR TO CORE DRILLING OPENING.
REBAR MAY NOT BE CUT OR INTERRUPTED.
6db
45°6db
3"M
I
N
.
3"
M
I
N
.
BEAM STIRRUP COLUMN TIE
db
T
Y
P
.
D
1
6
BAR LAP OFFSET
COLUMN TIE
db TYP.
6db
3"MIN
.
6"MIN.
OVERLAP
30db CONCRETE (2'-0"MIN.)
UNLESS NOTED OTHERWISE
D=6db FOR #8
OR SMALLER
BARS
D=8db FOR #9 OR
LARGER BARS
ALTERNATE:PLACE BARS
IN CONTACT AND WIRE
TOGETHER.
112 db
CLR.12
d
b
O
R
90° HOOK AT ALL BENT BARS
TYP. U.N.O.
S4
SHEET DESCIPTION
JFA
1 2 3 4 5
8 9 SECTION 10
SECTION 13 PLAN DETAIL 14 PLAN DETAIL 15
17 DETAIL 18 19
SECTION 21 ELEVATION 22 23 24 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
TYP. REBAR DETAIL TYP. CORING DETAIL FOR CONCRETE OR MASONRY WALLS TYP. PIPE TRENCH/DUCT BANK AT FTG.TYP. DETAIL
DETAILTYP. DETAIL
TYP. CONCRETE SLAB DETAILS
TYP. PLYWOOD SHEATHING PANEL LAYOUT
DETAIL
15A
ELEVATION
8A
TYP. LARGE ROOFING OPENING
10A
PLAN DETAIL
A C D E F
SECTION ELEVATION
NOTES:
INSTALL BRIDGING @ 48"o.c. WHERE WALL FINISH
DOES NOT OCCUR OR IS DISCONTINUOUS ON ONE
OR BOTH SIDES OF WALL.
1.
112"x16 GAGE COLD-ROLLED
CHANNEL BRIDGING THRU
PRE-ALIGNED STUD
PUNCHOUTS
L112"x112"x16 GAGE
x (STUD DEPTH - 12") WITH
2-#10 SCREWS @ EACH STUD
2-#10 SCREWS
EACH ANGLE 2-#10 SCREWS @
12"o.c.
DOUBLE STUDS
AND TRACK L2x2x14 GAGE x STUD
SIZE MINUS 12" WITH
2-#10 SCREWS EACH
LEG
TRACK TYP.
1"
1"
NOTES:
TYPICAL BACKING FOR ANY ARCHITECTURAL ITEM
ATTACHED TO WALL.
1.
STEEL STUDS TYP.
6"x14 GAGE TRACK WITH 112"
FLANGES CUT AND BENT AT
STUDS AS SHOWN
4-#10 SCREWS
EACH STUD TYP.
SCREWS
80% ICC
ALLOW.
TENSION
80% ICC
ALLOW.
SHEAR
4-#10 438#1184#
STEEL STUDS
TYP.
#10 SCREW
@ 24"o.c. TYP.
STEEL STUDS TYP.
#10 SCREW
@ 24"o.c. TYP.
NOTES:
WHERE OPENINGS ARE SPACED 4'-0" OR LESS FROM
EACH OTHER, PROVIDE STRAPPING PER .
1.
B
#10 SCREW @ 16"o.c. TYP.
6 PLACES AS SHOWN
CONT. STEEL STUDS SAME
SIZE AS WALL STUDS, COPE
FLANGES AT ENDS AND LAP
WEBS WITH JAMB STUDS AND
FASTEN WITH 2-#10 SCREWS
EACH STUD
CONCRETE SLAB
38"DIA. HILTI KH-EZ
WITH 212" EMBEDMENT
(ICC ESR 3027)
6"
B1
B1
DOUBLE STUDS AT
OPENINGS LESS THAN
8'-0" WIDE. TRIPLE
STUDS AT OPENINGS
8'-0" WIDE AND GREATER
CONT. TRACK
L2x2x14 GAGE x STUD SIZE
MINUS 12" WITH 2-#10
SCREWS EACH LEG
TRACK AT NESTED STUD
#10 SCREW
EACH LEG @ 12"o.c.
#10 SCREW @ 12"o.c.
TRIPLE JAMB STUD
WHERE OCCURS
H
NOTES:
1.WHERE TRACK IS SPLICED PROVIDE
AN ANCHOR WITHIN 6" OF END OF
EACH TRACK.
CONT. TRACK WITH
0.157" DIA. HILTI
X-U SHOTPINS @ 16"o.c.
(1" EMBEDMENT)
(E) SLAB ON GRADE
6"x16 GAGE 600S162-54
STEEL STUDS @ 16"o.c. WITH
MAXIMUM HEIGHT OF 29'-0"
G
NOTES:
PROVIDE STRAPS EACH FACE OF WALL.1.
STUDS TYP.SILL TYP.
HEADER TYP.
PROVIDE PLYWOOD OR DRYWALL EDGE
SCREWS TO EACH STRAP BETWEEN OPENINGS
CS20 WITH (8)-#10 SCREWS
EACH END TO HEADER OR SILL
JAMB STUDS
TYP.
OPENING TYP.
H
J
L2x2x14 GAGE x STUD SIZE MINUS 12" WITH 2-#10
SCREWS TO CEILING JOIST AND (2) #10 SCREWS
TO TRACK OR 12" DIA. x318" EMBED. EPOXY ANCHOR
@ 48"o.c. AT BRICK WALLS OR (3) 14x212" SDS WOOD
SCREWS TO BOTTOM CHORD OF EXISTING TRUSS
NOTES:
TRACK SAME GAGE AS JOIST.1.
CONT. TRACK WITH 2-#10 SCREWS EACH WALL
STUD @ STEEL STUDS, 12" DIA. x318" EMBED.
EPOXY ANCHOR @ 48"o.c. AT BRICK WALLS
CEILING JOISTS, SEE SCHEDULE FOR
SIZE, AND BRACE PER
CEILING JOIST SPAN TABLE
JOIST SPACING MAX SPAN
400S162-54 16"o.c.10'-0"
600S162-54 16"o.c.16'-0"
K
K
JOISTCONT. 18 GAGE
BLOCKING
CONT. 6"x18 GAGE
TRACK AT MID-SPAN
WITH 2-#8 SCREWS
EACH JOIST AND BLOCK
WALL STUD WITH
12"DIA. x318" EMBED.
EPOXY ANCHOR @
48"o.c.WALL STUD
PER PLAN
(E) BRICK
WALL
PLAN
L
2'-8" MAX.
#10 @ 4"o.c.
AROUND
PERIMETER
OF OPENING
400T150-43 FLAT
TRACK BLOCKING
(TYP. OF 2)
#10 @ 4"o.c.
AROUND
PERIMETER
OF OPENING
DOUBLE BACK TO
BACK JOIST BOTH
SIDES OF OPENING
WITH 2 ROWS #10
SCREWS @ 16"o.c.
WITH L2x2x0'-6"x14
GAGE WITH 2-#10
SCREWS EACH LEG
AT EA. END
L2x2x0'-6"x14 GAGE
WITH 2-#10 SCREWS
EACH LEG TYP.
400T150-43
FLAT TRACK
BLOCKING
(TYP. OF 4)
REQ'D. UNDER
STRAP
DOUBLE BACK TO
BACK JOIST BOTH
SIDE OF OPENING
WITH 2 ROWS #10
SCREWS @ 16"o.c.
SIMPSON S/MST27
FULLY SCREWED AT
EACH CORNER OF
OPENING GREATER
THAN 1'-6" SQUARE
(4 TOTAL PER
OPENING)
O P E NO P E N
SMALL OPENINGLARGE OPENING
M
16 GAGE
CONT. TRACK
STEEL STUDS
1
1 MAX.
4-#10 SHEET
METAL SCREWS (E) ROOF
JOIST
4-#10x3"
WOOD SCREWS
4x4 BLOCKING (3 BAYS)
WITH A34 EACH SIDE
EACH END
6"x18 GAGE
ALTERNATING STEEL STUD
BRACING @ 4'-0"o.c.
BRACING IS NOT REQUIRED
TO ALTERNATE DIRECTIONS
WHERE BRACE LENGTH IS
LESS THAN 6'-0"
6"x18 GAGE x8"
TRACK WITH 3-#10
SCREWS TO TRACK
4-#10x112"
WOOD SCREWS
BRACE PARALLEL TO (E) JOISTSBRACE PERPENDICULAR TO (E) JOISTS
6"x18 GAGE
ALTERNATING STEEL STUD
BRACING @ 4'-0"o.c.
BRACING IS NOT REQUIRED
TO ALTERNATE DIRECTIONS
WHERE BRACE LENGTH IS
LESS THAN 6'-0"
N
6"
CEILING. (E)
CEILING @
+16'-0" V.I.F.
MI
N
.
6"
(E) ROOF
JOIST
(E) ROOF JOISTS TYP.
18 GAGE SLIPTRACK
(E) ROOF
4x BLOCKING @ 48"o.c.
(3 BAYS AS SHOWN)
WITH 4-8d TOENAILS
EACH END
1"
C
L
R
.
#10x3" WOOD
SCREWS AT EACH
4x BLOCKING
P
NOTES:
1.AS AN ALTERNATE TO THIS DETAIL,
PROVIDE KICKER BRACES PER DETAIL , ORN
#10x3" WOOD
SCREWS AT EACH
(E) ROOF JOISTS
(E) ROOF
(E) ROOF JOISTS
18 GAGE SLIPTRACK
1"
C
L
R
.
Q
NOTES:
R S
1.AS AN ALTERNATE TO THIS DETAIL,
PROVIDE KICKER BRACES PER DETAIL , ORNR S
#10x3" WOOD
SCREWS AT EACH
(E) ROOF JOISTS
(E) CEILING JOISTS
18 GAGE SLIPTRACK
STEEL STUDS
1"
C
L
R
.
R
NOTES:
1.FOR BRACE TO ROOF CONNECTION SEE .N
1
1 MAX.
4-#10x112" WOOD SCREWS
6"x18 GAGE ALTERNATING STEEL
STUD BRACING @ 4"-0"o.c. BRACING
IS NOT REQUIRED TO ALTERNATE
DIRECTIONS WHERE BRACE LENGTH
IS LESS THAN 6'-0"
4-#10x3" WOOD
SCREWS AT EACH
BLOCKING
(E) CEILING JOISTS
18 GAGE SLIPTRACK
STEEL STUDS
1"
C
L
R
.
S
NOTES:
1.FOR BRACE TO ROOF CONNECTION SEE .N
1
1 MAX.
4-#10x3" WOOD SCREWS
6"x18 GAGE ALTERNATING STEEL
STUD BRACING @ 4"-0"o.c. BRACING
IS NOT REQUIRED TO ALTERNATE
DIRECTIONS WHERE BRACE LENGTH
IS LESS THAN 6'-0"
4x FULL-DEPTH BLOCKING
@ EACH BRACE
(E) CEILING JOISTS
WITH NEW SISTERED
JOIST PER SIM.
6"x18 GAGE MIN. STEEL STUD
HANGER @ EACH (E) CEILING
JOIST OR 6"x18 GAGE STEELS
STUD BRACE @ 48"o.c. MAX.
T
NOTES:
1.FOR BRACE TO ROOF CONNECTION SEE .N
1
1 MAX.
4-#10x112" WOOD SCREWS
6"x18 GAGE ALTERNATING STEEL
STUD BRACING @ 4"-0"o.c. BRACING
IS NOT REQUIRED TO ALTERNATE
DIRECTIONS WHERE BRACE LENGTH
IS LESS THAN 6'-0"
6"x18 GAGE MIN. STEEL STUD
HANGER @ 16"o.c. OR 6"x18
GAGE STEELS STUD BRACE
@ 48"o.c. MAX.
U
NOTES:
1.FOR BRACE TO ROOF CONNECTION SEE .N
1
1 MAX.
4-#10x3" WOOD SCREWS
6"x18 GAGE ALTERNATING STEEL
STUD BRACING @ 4"-0"o.c. BRACING
IS NOT REQUIRED TO ALTERNATE
DIRECTIONS WHERE BRACE LENGTH
IS LESS THAN 6'-0"
4x FULL-DEPTH BLOCKING
WITH SIMPSON A35
EACH SIDE EACH FACE @
EACH BRACE
4-#10x112"
WOOD SCREWS
4-#10x112"
WOOD SCREWS
13
'
-
1
"
M
A
X
.
FI
E
L
D
V
E
R
I
F
Y
6"x16 GAGE 600S162-54
STEEL STUDS @ 16"o.c. WITH
MAXIMUM HEIGHT OF 29'-0"
6"x16 GAGE 600S162-54
STEEL STUDS @ 16"o.c. WITH
MAXIMUM HEIGHT OF 29'-0"
+16'-0"
FIELD VERIFY
13
'
-
1
"
M
A
X
.
T
O
R
O
O
F
S
H
E
A
T
H
I
N
G
FI
E
L
D
V
E
R
I
F
Y
+16'-0"
FIELD VERIFY
13
'
-
1
"
M
A
X
.
T
O
R
O
O
F
S
H
E
A
T
H
I
N
G
FI
E
L
D
V
E
R
I
F
Y
18
S8
(E) CEILING JOISTS
WITH NEW SISTERED
JOIST PER SIM.18
S8
S5
SHEET DESCIPTION
JFA
1
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
TYP. INTERIOR STUD DETAIL
SISTER JOIST
PER EACH (E)
JOIST SUPPORTING
MECH. EQUIPMENT
1"
1"
(N) 4x6 BLOCKING WITH
A34 EACH SIDE EACH END
(E) 2x ROOF JOIST TYP.
#12x3" WOOD SCREWS @ 12"o.c.
TYP. AND 6"o.c. WITHIN 24"
OF END OF (N) 2x JOIST
8"
M
I
N
.
ROOF
SHEATHING
ROOFING
LEVEL
MECH. EQUIPMENT
(WT . = 1274# MAX.)
SIMPSON ST12 STRAP
AT EACH CORNER TYP.
4x CURB WITH
COUNTERSUNK 12"DIA.
LAG BOLTS (3 MIN. PER
SIDE, 8 MIN. TOTAL)
38"DIA .x4" LAG BOLTS (3 MIN.
PER SIDE, 8 MIN. TOTAL)
SIMPSON A35 AT
EACH CORNER TYP.
4"
T
Y
P
.
4"
M
I
N
.
SISTER JOIST TYP. WHERE EXISTING ROOF JOIST IS
REQUIRED TO BE CUT TO MAKE A NEW ROOF OPENING PER 24
S4
TY
P
.
NOTES:
1.
2.
LAG SCREWS SHALL HAVE MINIMUM 2" EDGE DISTANCE AT END OF 4x.
LAG SCREWS FROM EQUIPMENT SHALL HAVE MINIMUM SPACING OF 4" BETWEEN
LAG BOLTS IN 4x.
9
S4
SECTION
USE SAME SECTION AT SIDES AND BOTTOM OF OPENING.
SIDE BARS SHALL EXTEND TO FOUNDATION AT ALL FIRST FLOOR WALLS AND
SHALL BE LAPPED ACCORDING TO GENERAL NOTES SHEET S1 IN CONCRETE AND
(48db IN MASONRY, 2'-0"MIN.) WITH DOWELS TO FOUNDATION AT ALL FIRST
FLOOR WALL OPENINGS, U.N.O.
NOTES:
1.
2.
ELEVATION
8" MASONRY
90° HOOK IF EMBEDMENT
NOT POSSIBLE TYP.
2-#5 TYP. U.N.O.
180° HOOK
IN GROUT
SPACE
3"
C
L
R
.
2'
-
0
"
M
I
N
.
48
d
b
I
N
M
A
S
O
N
R
Y
T
Y
P
.
SIMPSON MSTA49
STRAP @ 48"o.c.
CENTERED ON (E)
BOWED TRUSS 10d @ 2"o.c.
CONT. 4x8
BLOCKING WITH
SIMPSON A34 EACH
SIDE @ 16"o.c.
(E) BOWED TRUSS
(E) ROOF JOISTS. SISTER
WITH 2x8 FULL LENGTH @
48"o.c. WITH #10x3" WOOD
SCREWS @ 24"o.c. TOP AND
BOTTOM
12 PLYWOOD
(E) 10WF21W14x22
2-4814
14 2-48
(E) ROOF JOISTS. SISTER
WITH 2x8 FULL LENGTH
WITH #10x3" WOOD
SCREWS @ 24"o.c. TOP AND
BOTTOM
3x FULL DEPTH BLOCKING
WITH #10x5" WOOD SCREW
@ 3"o.c. EACH SIDE
SIMPSON MSTA49 STRAP
@ 48"o.c. CENTERED ON
(E) ROOF JOISTS
10d @ 2"o.c.
(E) BLOCKING
L4x4x1 4x0'-4" EACH SIDE
HSS TYP. WITH 12" DIA. 6"
EMBED. EPOXY ANCHORS @
24"o.c. AND 6" FROM ENDS
HSS PER PLAN WITH LONG SIDE
AGAINST WALL. HSS TO REST ON
SLAB ON GRADE AND TOP OF HSS TO
BE AT UNDERSIDE OF (E) LEDGER,
(E) ROOF SHEATHING OR NEW
STEEL BEAM
(E) BRICK WALL PLAN
TYP.2-48
2-48
(E) ROOF
JOIST
4"
4x FULL DEPTH
BLOCKING (5 BAYS)
EACH SIDE @ 48"o.c.
8" CMU WITH #4V @
16"o.c. AT WALL AND
#4H @ 16"o.c. WITH 180°
HOOK AT ENDS OF WALL
c
4x6 FULL LENGTH OF (E)
2x6 JOISTS WITH 12"
DIA. x6" EMBED. EPOXY
ANCHOR @ 6"o.c.
12" PLYWOOD
10d @ 2"o.c. TO 4x BLOCKING TYP.
(2) CONT. #4
SIMPSON CS14 @ 48"o.c. FOR
LENGTH OF NEW 4x BLOCKING
WITH 10d NAILS IN ALL NAIL
HOLES IN STRAP
10d @ 2"o.c. TO
LEDGER STAGGERED
10d @ 2"o.c. TO
LEDGER STAGGERED
112"
112"
3"
3"
2"
3"2"12"
(E) BRICK WALL
STEEL BEAM
12" PLATE WITH (3)
1"DIA. A307 BOLTS
11
"
112"
112"
6"112"112"
14"x9"x12" PLATE WITH (4)
34" DIA. THRU-BOLTS
WITH 4"SQ. x38" THICK
PLATE WASHERS TYP.
8"x8"x1 4" BENT
PLATE WITH 58"
DIA. THRU-BOLTS
@ 48"o.c.
W14x22
14 2-48
2-48
234"
(E) BRICKWALL
(E) LEDGER
12" PLYWOOD
4x FULL DEPTH BLOCKING
( 5 BAYS) @ 48"o.c.
(E) ROOF JOISTS
SIMPSON CS14 @ 48"o.c.
FOR LENGTH OF NEW 4x
BLOCKING WITH 10d
NAILS IN ALL NAIL
HOLES IN STRAP
SIMPSON HDU5 @ 48"o.c.
WITH (14) 14"DIA.x212"
SIMPSON SDS SCREWS
10d @ 2"o.c.
(E) 3x BLOCKING
(E) 2x BLOCKING
WITH #10x3" WOOD
SCREW @ 6"o.c.
4x6 NAILER WITH
COUNTERSUNK
12"DIA. WELDED STUD
NAILER @ 48"o.c.
(E) ROOF JOISTS.
SISTER WITH 2x8 FULL
LENGTH WITH #10x3"
WOOD SCREWS @ 24"o.c.
TOP AND BOTTOM
12" PLYWOOD
10d @ 2"o.c.
WF BEAM
SIMPSON A34
@ 24"o.c.
SIMPSON LTP4
@ 24"o.c.
SIMPSON MSTA49
STRAP @ 48"o.c.
CENTERED ON (E)
ROOF JOISTS
12" PLYWOOD
10d @ 2"o.c.
(E) MANSARD
FRAMING
10d @ 2"o.c.
PLYWOOD SHEATHING TO
END ON EACH SIDE OF (E)
MANSARD SILL PLATE
FRAMING TO ALLOW FOR
(E) MANSARD FRAMING
TO REMAIN IN PLACE.
4" SQUARE x38"
PLATE WASHER TYP.
SIMPSON HDU8 @ 48"o.c.
WITH (14) 14" DIA. x112"
SIMPSON SDS SCREWS AND
34" DIA. THROUGH-BOLT
SISTER (E) 2x8 RAFTER WITH NEW
2x8 FULL LENGTH @ 48"o.c. WITH
#10x3" WOOD SCREW @ 24"o.c. TOP
AND BOTTOM
CONT. 4x10 FLAT
BLOCKING
(E) BRICK WALL
(E) MANSARD FRAMING
REMOVE AND REINSTALL
FRAMING AS REQUIRED
TO INSTALL NEW WORK.
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES.
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES.
SIMPSON CMST12 @ 48"o.c. FOR LENGTH
OF NEW 4x BLOCKING WITH 10d NAILS
IN ALL NAIL HOLES IN STRAP
4x FULL DEPTH BLOCKING
( 7 BAYS) AT 48"o.c.
(E) MANSARD FRAMING
REMOVE AND REINSTALL
FRAMING AS REQUIRED
TO INSTALL NEW WORK.
(E) BRICK WALL
4" SQUARE x38"
PLATE WASHER TYP.
SIMPSON HDU8 @ 48"o.c. WITH
(14) 14" DIA. x212" SIMPSON
SDS SCREWS AND 34" DIA.
THROUGH-BOLT 12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES.
10d @ 2"o.c.
(E) ROOF JOISTS
10d @ 2"o.c.
(E) 1" HORIZONTAL
SHEATHING TO REMAIN AT
THIS PORTION TO ALLOW FOR
(E) MANSARD FRAMING TO
REMAIN IN PLACE
12" PLYWOOD WITH 10d @ 2"o.c. EDGES AND
12"o.c. FIELD. PROVIDE 2x4 FLAT BLOCKING
AT UNSUPPORTED PLYWOOD PANEL EDGES
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES.
S6
SHEET DESCIPTION
JFA
SECTION 5
SECTION 10
SECTION 15
SECTION 17 SECTION 19 SECTION 20
SECTION 21 PLAN DETAIL 22 SECTION 23 TYP. WALL OPENING 24 DETAIL 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
PLAN
#4x2'-6" @ 16"o.c. WITH
2" EMBEDMENT WITH
EPOXY
(E) BRICK WALL
(2) -#4 REBAR WITH 8"
EMBED. WITH ADHESIVE
EPOXY TO (E) CONCRETE
SLAB BELOW
4"FULLY GROUTED
HOLLOW CELL CLAY
BRICK BLOCK WALL
#4x2'-8" WITH 8"
EMBEDMENT WITH EPOXY
ADHESIVE @ 8"o.c.
(E) CONCRETE
SLAB
2"CLR.
TYP.
4" FULLY GROUTED HOLLOW CELL
CLAY BRICK BLOCK WALL WITH #4V
@ 16"o.c. @ WALL AND #4H @ 16"o.c.
WITH 180° HOOK AT ENDS OF WALL
c3'
-
6
"
MA
X
.
(N) 4" THICK CONCRETE
TO MATCH (E) CONCRETE
SLAB THICKNESS
#3 @ 12"o.c. WITH 180°
HOOK AROUND CONT. #4
WITH 12" EMBED. WITH
EPOXY ADHESIVE
2'
-
8
"
8" FULLY GROUTED HOLLOW CELL
CLAY BRICK BLOCK WALL WITH #4V
@ 16"o.c. @ WALL AND #4H @ 16"o.c.
WITH 180° HOOK AT ENDS OF WALL
c
NOTES:
1.ROUGHEN EXISTING CONCRETE
SURFACES TO RECEIVE NEW CONCRETE
TO 14" AMPLITUDE AND CLEAN PRIOR TO
POURING NEW CONCRETE.
SIMPSON ST12 STRAP
AT EACH CORNER TYP.
4x SHAPED CURB WITH
COUNTERSUNK 12"DIA.
LAG BOLTS (2 MIN. PER
SIDE, 4 SIDES)
SIMPSON A35 AT
EACH CORNER TYP.
4"
T
Y
P
.
4"
M
I
N
.
TY
P
.
MECH. EQUIPMENT
(WT. = 100# MAX.)
ROOF
SHEATHING
ROOFING
LEVEL
8"
M
I
N
.
14
"
M
A
X
.
(N) 4x6 BLOCKING WITH
A34 EACH SIDE EACH END
SISTER AS REQUIRED
WHERE OPENING PER
IS REQUIRED
12"DIA.x4" LAG BOLTS
(1 ANCHOR AT EACH
CORNER, 4 TOTAL)
24
S4
SISTER JOIST TYP.
WHERE EXISTING
ROOF JOIST IS
REQUIRED TO BE
CUT TO MAKE
A NEW ROOF
OPENING PER 9
S4
(E) 2x JOIST TYP.
NOTES:
1.
2.
LAG SCREWS SHALL HAVE MINIMUM 2" EDGE DISTANCE AT END OF 4x.
LAG SCREWS FROM EQUIPMENT SHALL HAVE MINIMUM SPACING OF 4" BETWEEN
LAG BOLTS IN 4x.
(E) ROOF
JOISTS
(E) 3x BLOCKING
(E) 2x BLOCKING
WITH #10x3" WOOD
SCREW @ 6"o.c.
4x6 NAILER WITH
COUNTERSUNK
12"DIA. WELDED STUD
NAILER @ 48"o.c.
(E) ROOF JOISTS
(E) DIAGONAL
SHEATHING
WF BEAM
SIMPSON A34
@ 24"o.c.
SIMPSON LTP4
@ 24"o.c.
(E) DIAGONAL
SHEATHING
8" CMU WITH #4V @ 8"o.c. AT
WALL AND #4H @ 16"o.c.
WITH 180° HOOK AT ENDS
OF WALL
c
#4x2'-6" @ 8"o.c.
WITH 16"EMBEDMENT
WITH EPOXY
(E) BRICK WALL1 12"2"
c
FOR BOLTS SEE
1
12"
3"
3"
4"12"MAX.
FOR PLATE SEE
4 SIDES 516
NOTES:
1.BENT CONNECTION PLATE WHERE BEAMS ARE SKEWED.
TY
P
.
TY
P
.
15
S7
15
S7
12
"
2"
C
L
R
.
3"
C
L
R
.
(E) ASPHALT
OR SIDE WALK
(E) FOOTING
(E) SLAB ON GRADE
WHERE OCCURS
(E) BRICK
MASONRY WALL
#4 @ 12"o.c. WITH
4" EMBED. WITH
SIMPSON SET-3G EPOXY
ICC-ESR-4057 TYP.
NOTES:
1.ROUGHEN EXISTING CONCRETE SURFACES TO RECEIVE NEW CONCRETE TO
14" AMPLITUDE AND CLEAN PRIOR TO POURING NEW CONCRETE.
1'-6"1'-6"
MI
N
.
TY
P
.
CONCRETE FOOTING EACH
SIDE EXISTING FOOTING
WITH OVERALL WIDTH
CENTERED ON POST AND (9)
CONT. #4 AS SHOWN
HSS POST TYP. WITH 14" CAP
PLATE SHAPED TO MATCH
HSS TOP AND BOTTOM
WITH BUTT WELD ALL
AROUND TYP.
(E) ROOF
JOISTS
(E) STUDS WITH A34
TO NAILER EACH STUD
4x6 NAILER WITH
COUNTERSUNK
12"DIA. WELDED STUD
NAILER @ 48"o.c.
WF BEAM
12" PLYWOOD
(E) STUDS10d @ 2"o.c.
(3) 8d EACH
BOARD
(E) DIAGONAL SHEATHING
4x6 WITH #10x6"
WOOD SCREW
STAGGERED
@ 16"o.c.
(E) ROOF
JOISTS
(E) STUDS
SIMPSON A35 @ 24"o.c. WITH
#6x12" SCREWS TO ROOF
SHEATHING AND #8 SHEET
METAL SCREWS TO HSS
4x6 WITH 34" STUD
BOLTS @ 24"o.c.
(E) DIAGONAL SHEATHING
14
HSS7x5x14
12" PLYWOOD
10d @ 2"o.c.
(3) 8d EACH
BOARD
(E) JOISTS
SIMPSON HDU5 AT EACH JOIST
WITH (14) 14" DIA. 112" SIMPSON
SDS SCREWS AND 58"DIA. x6"
EMBED. EPOXY ANCHOR
(E) BRICK WALL
12" PLYWOOD
10d @ 2"o.c.
EXTEND PLATE FULL DEPTH AS FOLLOWS:
1.
2.
3.
WHERE BEAM OCCURS ON ONE SIDE ONLY.
WHERE DBL. ROW OF BOLT OCCURS.
WHERE SHEAR PLATE IS SKEWED.
DOUBLE ROW
WHERE REQ'D.
BOLTS SEE
SCHEDULE
SEE SCHEDULE
WHERE SHEAR PLATE
IS SKEWED
c
3"3"
3"
3"
3"
1
12"
BEAM
516 516
516
516
2-1"DIA.
3-1"DIA.
4-1"DIA.
REMARKSBEAMPLATE
THICKNESS
FILLET
WELD
A307
BOLTS
W8-W10
W12-W14
W16 38
38
516 5-1"DIA.W18 38
PLATE
THICKNESS,
SEE SCHEDULE
(E) ROOF
JOISTS
(E) 3x BLOCKING
(E) 2x BLOCKING
WITH #10x3" WOOD
SCREW @ 6"o.c.
4x6 NAILER WITH
COUNTERSUNK
12"DIA. WELDED STUD
NAILER @ 48"o.c.
HSS7x5x14
12" PLYWOOD10d @ 2"o.c.
WF BEAM
SIMPSON A34
@ 24"o.c.
SIMPSON LTP4
@ 24"o.c.
L3x314x0'-3" EACH SIDE HSS7x5
BEAM WITH 34" DIA. THROUGH-BOLT
TO HSS AND 12" DIA. x3" LAG SCREW
TO (E) TOP PLATES
12" PLYWOOD
10d @ 2"o.c.
CONT. 4x8
BLOCKING WITH
SIMPSON A34 EACH
SIDE @ 16"o.c.
(E) BOWED TRUSS
(E) ROOF JOIST
L3x314x0'-3" EACH SIDE
HSS7x5 BEAM WITH 34" DIA.
THROUGH-BOLT TO HSS AND
12" DIA. x3" LAG SCREW TO (E)
BOWED TRUSS TOP CHORD
HSS7x5x14
1
1 TO 2
12" PLYWOOD
(3) 10d EACH
BLOCK
(E) ROOF
JOISTS
4x FULL BLOCKING
WITH A34 EACH
SIDE EACH END
W18x35
14" STIFFENER
PLATE EACH SIDE
WEB AT EACH L4x4
BRACE
L4x4x14 BRACE @ 4'-0"o.c.
AND AT EACH END OF
W18x35 WITH 1"DIA. A307
BOLT EACH END
6"SQ. x12" PLATE
516
14
TYP.
(E) BOWED
WOOD TRUSS
1112"x4"x34"x0'-8" BENT
PLATE EACH SIDE
WITH (2) 34"DIA.
THROUGH- BOLTS
14" STIFFINER PLATE
EACH SIDE WEB
WF BEAM
TYP.14
TYP.14
TYP.14
1
1 MAX.
c
F
G H
1 MAX.
1
1 MAX.
1
J
B C
D
E
ANGLE OR UNISTRUT
BRACE/HANGER
112"
12" BOLT
JOIST OR BEAM OR
4x FULL DEPTH BLOCKING
BETWEEN JOISTS WITH
A34 EACH SIDE EACH END
12" BOLT
THREADED ROD HANGER
WITH DOUBLE NUTS
L3x3x38"x0'-3" LLV
1"
12" BOLT 12 GA. x2"
BENT PLATE
CABLE BRACE
SEE
2x BLOCKING WITH
A35 ONE SIDE EACH
END (2 TOTAL)
CABLE BRACE
SEE
12 GA. x2"
BENT PLATE
14"x4" LAG BOLT
2x BLOCKING WITH
A35 EACH SIDE EACH
END (2 TOTAL)
4x BLOCKING WITH
A35 EACH SIDE EACH
END (4 TOTAL)
COPE ONE LEG AND BEND OTHER LEG
AT END FOR CONNECTION.
NOTES:
1.
2x BLOCKING WITH
A35 ONE SIDE EACH
END (2 TOTAL)
4x BLOCKING WITH
A35 EACH SIDE EACH
END (4 TOTAL)
UNISTRUT OR
ANGLE BRACE
UNISTRUT P1843
ADJUSTABLE HINGE
WITH 12" BOLT AND
12"x4" LAG BOLT
ANGLE BRACE WITH
14"x4 LAG BOLT
4x BLOCKING WITH
A35 EACH SIDE EACH
END (4 TOTAL)
THREADED ROD
EQUIPMENT
STRUT CHANNEL
VERTICAL LIMIT STOP
L
M
A
X
.
S
M
A
X
.
S
M
A
X
.
6
"
MA
X
.
6
"
MA
X
.
THIS DETAIL USED FOR ROD STIFFENER REQUIREMENTS
FOR EQUIPMENT CABLE BRACING.
SEE TABLE 1 FOR MAXIMUM LENGTH OF 38" THRU 78"
DIAMETER RODS WITHOUT ROD STIFFENER.
SEE TABLE 2 FOR MAXIMUM LENGTH OF 38" THRU 78"
DIAMETER RODS WITH ROD STIFFENER.
SEE TABLE 3 TO DETERMINE NUMBER OF ROD STIFFENER
CLIPS REQUIRED.
NOTES:
1.
2.
3.
4.
ROD DIA.
L MAX.
TABLE 1. (L MAX. WITHOUT ROD STIFFENER)
15"21"26"32"38"
38"12"58"34"78"
ROD DIA.
15"21"26"32"38"
38"12"58"34"78"
S MAX.
TABLE 3. (S MAX. WITH ROD STIFFENER)
TABLE 2. (L MAX. WITH ROD STIFFENER)
ROD
STIFFENER
L MAX.116"
12GA. x158"x158"
STRUT CHANNEL
STRUCTURE
112"
12" BOLT
SHEET STEEL STRAP
HANGER OR BRACE
1 MAX.
1
2x BLOCKING WITH
A35 ONE SIDE EACH
END (2 TOTAL)
4x BLOCKING WITH
A35 EACH SIDE EACH
END (4 TOTAL)
SHEET STEEL STRAP
BRACE WITH
14"x4 LAG BOLT
K
K
CABLE BRACE
SEE K
A
K
THIS DETAIL USED FOR END OF CABLE BRACES.
NOTES:
1.
2-WIRE ROPE CLIPS
SIZED AS REQUIRED
BY CABLE
CABLE LOOP WITH
THIMBLE SIZED
AS REQUIRED
CABLE BRACE
3"
c JOIST OR BEAM OR
4x FULL DEPTH BLOCKING
BETWEEN JOISTS WITH
A34 EACH SIDE EACH END
c JOIST OR BEAM OR
4x FULL DEPTH BLOCKING
BETWEEN JOISTS WITH
A34 EACH SIDE EACH END
c JOIST OR BEAM OR
4x FULL DEPTH BLOCKING
BETWEEN JOISTS WITH
A34 EACH SIDE EACH END
S7
SHEET DESCIPTION
JFA
10
SECTION 11 SECTION 12 SECTION 13 SECTION 14 TYP. DETAIL 15
DETAIL 16 SECTION 17 SECTION 18 SECTION 19 SECTION 20
21 DETAIL 22 23 SECTION 24 DETAIL 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
TYP. MECHANICAL CONNECTION DETAILS
TYP. DETAIL DETAIL
1
(N) 2x JOIST WITH DEPTH
TO MATCH (E) JOIST
EXTENDING FULL LENGTH
OF (E) JOIST TYP.
1"
1"
(E) 2x JOIST
#12x3" WOOD SCREW
STAGGERED @ 12"o.c. TYP.
AND 6"o.c. WITHIN 24" OF
END OF (N) 2x JOIST
10d @ 2"o.c.10d @ 2"o.c.
12" PLYWOOD JOINT
10d @ 2"o.c.
CONT. 4x8
BLOCKING WITH
SIMPSON A34 EACH
SIDE @ 16"o.c.
(E) BOWED TRUSS
(E) ROOF JOISTS. SISTER
WITH 2x8 FULL LENGTH
WITH #10x3" WOOD
SCREWS @ 24"o.c. TOP
AND BOTTOM
(E) DIAGONAL
SHEATHING12" PLYWOOD
(3) 8d EACH BOARD
12 PLYWOOD
(E) 10WF21
W14x22
2-4814
14 2-48
(E) ROOF
JOISTS
(E) ROOF JOISTS
3x FULL DEPTH BLOCKING
WITH #10x5" WOOD SCREW
@ 6"o.c.
10d @ 2"o.c.
(E) BLOCKING
(3) 8d EACH BOARD
(E) ROOF
SHEATHING
(E) STUDS
4x FULL DEPTH BLOCKING
( 5 BAYS) AT 24"o.c.
SIMPSON HDU5 @ 48"o.c. WITH
(14) 14" DIA. x212" SIMPSON
SDS SCREWS AND 58"DIA. x6"
EMBED. EPOXY ANCHOR
(E) ROOF JOISTS
(E) BRICK WALL
12" PLYWOOD
SIMPSON CS14 @ 48"o.c. FOR LENGTH
OF NEW 4x BLOCKING WITH 10d NAILS
IN ALL NAIL HOLES IN STRAP10d @ 2"o.c.
4x FULL DEPTH BLOCKING
( 8 BAYS) AT 16"o.c.
(E) MANSARD FRAMING
REMOVE AND REINSTALL
FRAMING AS REQUIRED
TO INSTALL NEW WORK.
SIMPSON HDU8 @ 16"o.c. WITH
(14) 14" DIA. x212" SIMPSON
SDS SCREWS AND 34"DIA.
THROUGH-BOLTS
(E) ROOF JOISTS
(E) BRICK WALL
SIMPSON CS14 @ 16"o.c. FOR LENGTH
OF NEW 4x BLOCKING WITH 10d NAILS
IN ALL NAIL HOLES IN STRAP
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES.
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES.
10d @ 2"o.c.
(E) 1" HORIZONTAL
SHEATHING TO REMAIN AT
THIS PORTION TO ALLOW FOR
(E) MANSARD FRAMING TO
REMAIN IN PLACE.
10d @ 2"o.c.
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES
(E) MANSARD
FRAMING
4" SQUARE x38"
PLATE WASHER TYP.
SIMPSON HDU8 @ 48"o.c.
WITH (14) 1 4" DIA. x112"
SIMPSON SDS SCREWS AND
34" DIA. THROUGH-BOLT
SISTER (E) 2x6 RAFTER WITH NEW
2x6 FULL LENGTH @ 48"o.c. WITH
#10x3" WOOD SCREW @ 24"o.c. TOP
AND BOTTOM
(E) MANSARD FRAMING
REMOVE AND REINSTALL
FRAMING AS REQUIRED
TO INSTALL NEW WORK.
(E) BRICK WALL
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES
10d @ 2"o.c.
PLYWOOD SHEATHING TO END
ON EACH SIDE OF (E) MANSARD
SILL PLATE FRAMING TO ALLOW
FOR (E) MANSARD FRAMING TO
REMAIN IN PLACE
12" PLYWOOD WITH 10d
@ 2"o.c. EDGES AND 12"o.c.
FIELD. PROVIDE 2x4 FLAT
BLOCKING AT UNSUPPORTED
PLYWOOD PANEL EDGES
10d @ 2"o.c.
CONT. 4x10 FLAT BLOCKING
S8
DETAILS AN SECTIONS
GS
5
10
SECTION 12 SECTION 14 15
SECTION 17 SECTION 18 SECTION 19 SECTION 20
21 22 23 24 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
ELECTRICAL EQUIPMENT
(MAX. WEIGHT = 1619#)
8" FULLY GROUTED
HOLLOW CELL CLAY
BRICK BLOCK WALL
12" DIA. THRU-BOLTS WITH 2"
SQ. x38" THICK PLATE WASHER
TYP. AT EACH MOUNTING HOLE,
4 BOLTS MIN.
30"
MAX.
A
C.G. OF CT
GANTRY
(Y = 39.96")
C.G. OF PET
GANTRY
(Y = 22.69")
ELEVATION
PLAN AT BASE
0.
5
2
"
C.G. WT. =
4,079 LBS
12
.
4
"
12
.
4
"
36.87"36.87"
PLAN AT BASE
12
.
7
"
12
.
7
"
15.67"14.33"
0.
2
"
16.81"
28.47"1.97"
6.
1
"
6.
1
"
C.G. WT. =
4,631 LBS
C.G. WT. = 2,304 LBS
(INCLUDES 500# PATIENT)
(Y = 21.3")
8.
5
"
8.
5
"
39.8"39.8"
PLAN AT BASE
ELEVATION
C.G. WT. = 2,304 LBS
(INCLUDES 500# PATIENT)
15.3"15.3"
19
.
4
"
41
.
8
"
C.G.
WT. = 800 LBS
5.6"8.6"
4.
9
"
FRONT ELEVATION SIDE ELEVATION
PLAN VIEW
CT/PET GANTRY
CONCRETE SLAB AND
ANCHORAGE, SEE 1
S9
BCT/PET GANTRY
CCT/PET GANTRY DPATIENT TABLE EUPS OR POWER DISTRIBUTION UNIT
CONCRETE SLAB AND
ANCHORAGE, SEE 1
S9
CONCRETE SLAB
AND ANCHORAGE,
SEE 2
S9
FRONT ELEVATION SIDE ELEVATION
C.G.
13
.
6
"
44.7"10"
1.7"
C.G. WT. =
547 LBS
SIDE ELEVATIONFRONT ELEVATION
H
19.5"
21
"
19.5"
C.G. WT. =
350 LBS
6"6"
C.G.
J
19.4"19.4"
27
.
6
6
"
C.G. WT. =
700 LBS
1.85"
DETAIL "A"
.2
5
"
4.
2
3
"
2" WIDE Z BRACKET
MOUNTING BRACKET
(SEE DETAIL "A")
SIDE ELEVATIONFRONT ELEVATION
4.67"4.67"
C.G.
SIDE ELEVATIONFRONT ELEVATION
TOP VIEW
L3x3x14 x 14" BRACKET
MOUNTED TO CABINET
FRAME WITH (4) #12 S.M.
SCREWS (EACH SIDE)
WALL
CLEARANCE
378"
1'-118"
2'-518"
11
78"2'
-
1
1
4"
1'-612"
1038"
11
78"2'
-
1
1
4"
2'
-
5
18"
1'-612"
1038"
1'
-
1
18"
FOPERATOR'S CONSOLE
CONCRETE SLAB AND
ANCHORAGE, SEE 2
S9
CONCRETE SLAB
AND ANCHORAGE,
SEE 2
S9
GTIO OPERATOR'S CONSOLE
CONCRETE SLAB
AND ANCHORAGE,
SEE 2
S9
STORAGE CABINET PARC EQUIPMENT
CONCRETE SLAB AND
ANCHORAGE, SEE 2
S9
6"
12"DIA. x2-12" EMBEDMENT
STAINLESS STEEL HILTI
KB-TZ2 ICC-ESR-4266 AT
EACH MOUNTING HOLE
#4x2'-4" WITH 4" EMBED.
WITH ADHESIVE @ 12"o.c.
TYP. ALL SIDES
MECH. EQPT.
(MAX. WEIGHT = 800#)
(E) SLAB ON
GRADE TYP.
#4 @ 12"o.c. E.W. T&B
6" MIN. TYP.
NOTES:
1.WHERE UNITS ARE ADJACENT TO EACH OTHER, ACCEPTABLE TO MERGE CONCRETE PADS.
2"
CL
R
.
3"
CL
R
.
12
"
12"DIA. x3-34" EMBEDMENT
STAINLESS STEEL HILTI
KB-TZ2 ICC-ESR-4266 AT
EACH MOUNTING HOLE
(MINIMUM 6 ANCHORS FOR
PET GANTRY, 4 ANCHORS
FOR ALL OTHERS)
#4x2'-4" WITH 4" EMBED.
WITH ADHESIVE @ 12"o.c.
TYP. ALL SIDES
MECH. EQPT.
(MAX. WEIGHT = 4,631#)
(E) SLAB ON
GRADE TYP.
#4 @ 12"o.c. E.W. T&B
12" MIN. TYP.
NOTES:
1.WHERE UNITS ARE ADJACENT TO EACH OTHER, ACCEPTABLE TO MERGE CONCRETE PADS.
S9
SHEET DESCIPTION
JFA
LARGE EQUIPMENT ANCHORAGE 1 2 SECTION 3 SECTION 4 SECTION 5
PET ROOM EQUIPMENT ANCHORAGE ROOM DETAILS 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
SMALL EQUIPMENT ANCHORAGE
EXAM 11 EXAM 12 EXAM 13 EXAM 15
OFFICE
MANAGER
SURGERY
SCHEDULER
MEN'S
RESTROOM
WOMEN'S
RESTROOM
CONTROL
ROOM
DEVICE
CHECK
STOR. / COPY /
FAX ROOM
NUC
CAMERA 1
RN / NP
ECHO 1
ECHO 2
ECHO 3
EXAM 1
EXAM 10EXAM 9
TO EXAM
ROOMS
WAITING FOR 34 + 2 ADA
RECEPTION
WORK / PRINT STATION
CHECK
OUT
CHECK
OUT
WAITING
MEDICAL ASSISTANTS
ENTER
LABS
EXAM 4 EXAM 5 EXAM 6 EXAM 7 EXAM 8
EXAM 2 EXAM 3
VASCULAR /
PROCEDURE
MED 8
MED 3MED 2
EXAM 16 EXAM 17 EXAM 18EXAM 14
MED 1
UNISEX #2
STORAGE
UNISEX #1
TREADMILL 2
TREADMILL 1
MED 7
MED 6
MED 5
TECH
ROOM
HOT LAB
WAITING ROOM DRAW
NUC
CAMERA 2
ELECTRICAL / TELF ROOM IT ROOM
JANITOR
CLOSET
STAFF ROOM
MED 4
VOID SPACE
C O R R I D O R # 7
C O R R I D O R # 7
C O R R I D O R # 6
C O R R I D O R # 1
C O R R I D O R # 3
C
O
R
R
I
D
O
R
#
2
C
O
R
R
I
D
O
R
#
4
C
O
R
R
I
D
O
R
#
5
C
O
R
R
I
D
O
R
#
2
C O R R I D O R # 2
PET/CT ROOM
98.587654321
98.587654321
B
A
A.1
B
A
6" CJ @ 16"o.c.
19
S12
6" CJ @ 16"o.c.
22
S11
25
S11
1J
S56" CJ @ 16"o.c.
21
S11
22
S11
20
S11
6" CJ @ 16"o.c.
18
S11
9
S12
22
S11
25
S11
18
S12
4" CJ @ 16"o.c.
17
S11
4"
C
J
@
1
6
"
o
.
c
.
4"
C
J
@
1
6
"
o
.
c
.
5
S12
6" CJ @ 16"o.c.
6" CJ @ 16"o.c.
9
S118
S11
10
S11
22
S11
19
S11
7
S11
16
S11
14'-0"
14'-6"
10'-3"
12'-0"
9'-6"
12'-0"
12'-0"
14'- 0"
9'-6"
9'-6"
11'-0"
14'-6"
9'-6"
8'-10"
14
'
-
0
"
12
'
-
0
"
12
'
-
0
"
9'
-
0
"
11
'
-
0
"
12
'
-
0
"
10
'
-
3
"
10
'
-
3
"
12
'
-
0
"
9'-6"
9'
-
6
"
12
'
-
0
"
9'
-
6
"
6" CJ @ 16"o.c.
21
S11
6" CJ @ 16"o.c.6" CJ @ 16"o.c.
21
S11
1J
S5
6" CJ @ 16"o.c.
6" CJ @ 16"o.c.
21
S11
21
S116" CJ @ 16"o.c.
1J
S5
10
S12
1J
S5
1J
S5
4" CJ @ 16"o.c.
1J
S5
4" CJ @ 16"o.c.
1J
S5
4"
C
J
@
1
6
"
o
.
c
.
6" CJ @ 16"o.c.
4" CJ @ 16"o.c.4" CJ @ 16"o.c.
4" CJ @ 16"o.c.
23
S11
1J
S5
1J
S5
4" CJ @ 16"o.c.
WITH 9'-0" AFF
CEILING
4"
C
J
@
1
6
"
o
.
c
.
1J
S5
1J
S5
4" CJ @ 16"o.c.
WITH 9'-0" AFF
CEILING
1J
S5
1J
S5 4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
9'-6"
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
9'
-
6
"
6
S11
1J
S5
1J
S5
4" CJ
@ 16"o.c.
1J
S5
TYP.
4" CJ
@ 16"o.c.
1J
S5
TYP.
DOUBLE BACK
TO BACK
6"x16GA.
JOISTS
DOUBLE BACK
TO BACK
6"x16GA.
JOISTS
1J
S5
1J
S51J
S5
1J
S5
6" CJ @ 16"o.c.
1J
S5
1J
S5
4"
C
J
@
1
6
"
o
.
c
.
1J
S5
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING 9'
-
6
"
6
S11
6
S11
9'
-
6
"
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
4" CJ @ 16"o.c.
7
S11
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
1J
S5
4"
C
J
@
1
6
"
o
.
c
.
1J
S5
1J
S5
1J
S5
4"
C
J
@
1
6
"
o
.
c
.
4"
C
J
@
1
6
"
o
.
c
.
1J
S5
1J
S5
6
S11
9'
-
6
"
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
1J
S5
1J
S5
4" CJ @ 16"o.c.
9'-6"
7
S11
4" CJ @ 16"o.c.
WITH 8'-0" AFF
CEILING
2E
A-6.2
NOTES:
1.
2.
3.
4.
5.
6.
INDICATES SPAN DIRECTION OF CEILING JOISTS.
INDICATES CEILING HEIGHT ABOVE FINISH FLOOR.
4" CJ INDICATES 4"x16 GA. CEILING JOISTS TYP. U.N.O.
6" CJ INDICATES 6"x16 GA. CEILING JOISTS TYP. U.N.O
INDICATES STEEL STUD HANGER & SISTER EXISTING
CEILING JOISTS PER OR TYP. U.N.O.
SEE ARCH. DWGS AND TYP. DETAILS FOR INFORMATION NOT SHOWN.
SEE FOR TYP. DETAIL FOR CEILING JOIST PARALLEL TO
WALL OR HANGER.
SEE FOR TYP. DETAIL FOR CEILING JOIST PERPENDICULAR
TO WALL OR HANGER.
X'-X"
1U
S5
1T
S5
4" CJ @ 16" o.c.
1J
S5
4" CJ @ 16" o.c.
21
S11
21
S11
1J
S5
1J
S5
1J
S5
1J
S5
1J
S5
10'-3"
12'-0"
1J
S5
1J
S5
4" CJ @ 16" o.c.
24
S11
1J
S5
4" CJ @
16"o.c.
S10
CELING JOIST PLAN
XX
CEILING JOIST PLAN 13/16" = 1'-0"
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
CEILING
JOISTS
CONT. TRACK
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING
6"
TY
P
.
1U
S51U
S5
(E) CEILING
JOISTS
CEILING
JOISTS 24
S11
24
S11
4"x18 GA. STEEL STUD
@ 48" o.c. WITH (4) #10
SCREWS TO HANGER STUD
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING STUD
AND BRACING PER TYP.1U
S5
OMIT BRACE WHERE HANGER
STUD BRACE AND DIAGONAL
BRACE OCCUR AT SAME LINE
OF BLOCKING
SIM.
(E) CEILING JOIST.
SISTER(E) CEILING
JOIST AT HANGING
STUD PER 1T
S5
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING
1T
S5
1T
S5
CONT. TRACK
CEILING
JOISTS
1J
S5
6"
TY
P
.
24
S11
CEILING
JOISTS
4"x18 GA. STEEL STUD @
48" o.c. WITH (4) #10
SCREWS TO HANGER STUD
SIM.
OMIT BRACE WHERE
HANGER STUD BRACE
AND DIAGONAL BRACE
OCCUR AT SAME (E)
CEILING JOISTS
(E) CEILING JOIST.
SISTER(E) CEILING
JOIST AT HANGING
STUD PER 1T
S5
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING
1T
S5
1T
S5
CONT. TRACK
CEILING
JOISTS
6"
TY
P
.
1J
S5
1J
S5
OMIT BRACE WHERE HANGER
STUD BRACE AND DIAGONAL
BRACE OCCUR AT SAME
(E) CEILING JOISTS
SIM.
4"x18 GA. STEEL STUD
@ 48" o.c. WITH (4)
#10 SCREWS TO
HANGER STUD
CEILING
JOISTS
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER 1T
S5
6"x18 GAGE STEEL
STUD HANGER
@ 16"o.c.
(E) CEILING
1T
S5
1T
S5
CONT. TRACK
CEILING
JOISTS
6"
TY
P
.
1J
S5
1J
S5
4"x18 GA. STEEL STUD @
48" o.c. WITH (4) #10
SCREWS TO HANGER STUD
CEILING JOISTS
SIM.
OMIT BRACE WHERE HANGER STUD
BRACE AND DIAGONAL BRACE OCCUR
AT SAME (E) CEILING JOISTS
CEILING
JOISTS
CEILING JOISTS WITH (2) #10
SCREWS EACH STUD @ STEEL
STUDS, 12" DIA. x318" EMBED.
EPOXY ANCHOR @ 48"o.c.
AT BRICK WALLS
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER TYP.1U
S5
SEE ARCH. DWGS.
CEILING
JOISTS
(E) CEILING
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
CONT. TRACK
CONT. TRACK
1U
S5
1U
S5
OMIT BRACE WHERE HANGER STUD
BRACE ON EACH SIDE OCCUR AT
SAME LINE OF BLOCKING
4"
TY
P
.
6"
TY
P
.
4"x18 GA. STEEL STUD @
48"o.c. WITH (4) #10
SCREWS EACH END
24
S11
24
S11
CEILING JOIST
24
S11
24
S11
CEILING JOIST
6" x 18 GA. STEEL
STUD HANGER
@ 16" o.c.
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER TYP.1U
S5
SEE ARCH. DWGS.
CEILING JOISTS
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
CONT. TRACK
CONT. TRACK
1J
S5CEILING
JOIST
CEILING JOIST
1J
S5
4"
TY
P
.
4"
TY
P
.
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING 1U
S5
1U
S5
OMIT BRACE WHERE
HANGER STUD BRACE ON
EACH SIDE OCCUR AT
SAME LINE OF BLOCKING
4"
TY
P
.
6"
TY
P
.
4"x18 GA. STEEL STUD @
48"o.c. WITH (4) #10
SCREWS EACH END
24
S11
(E) CEILING JOIST. SISTER (E)
CEILING JOIST AT HANGING STUD
AND BRACING PER TYP.1U
S5
6"x18 GAGE STEEL
STUD HANGER
@ 16" o.c.
(E) CEILING
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
1U
S5
CONT. TRACK
CEILING JOISTS
SEE ARCH. DWGS.
1U
S5
OMIT BRACE WHERE
HANGER STUD BRACE ON
EACH SIDE OCCUR AT SAME
LINE OF BLOCKING
1J
S5
1U
S5 SIM.
6"x18 GAGE STEEL STUD BRACE
@ 48" o.c. WITH (4) #10
SCREWS TO HANGING STUD
6"
TY
P
.
24
S11
(E) CEILING
(E) CEILING
JOIST
4"x16 GAGE CEILING
JOISTS WITH (2) #10
SCREWS EACH STUD TYP.
SEE ARCH.
DWGS.
1S
S5
CEILING JOISTS
STEEL
STUD WALL
6"x16 GAGE CEILING
JOISTS WITH (2) #10
SCREWS EACH STUD
SE
E
A
R
C
H
.
DW
G
S
.
4"x16 GAGE
CEILING JOISTS
6"x18 GAGE MIN. STEEL
STUD HANGER @ 16"o.c.
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER
STEEL
STUD WALL
CEILING
JOISTS
CONT. TRACK
SEE ARCH.
DWGS.
1R
S5
1T
S5
1J
S5
1J
S5
OMIT BRACE WHERE WALL
STUD BRACE AND HANGER STUD
BRACE OCCUR AT SAME (E)
CEILING JOISTS
1T
S5
(E) CEILING
CEILING
JOIST
1J
S5
SEE ARCH. DWGS.
CEILING
JOISTS
SUSPENDED T-BAR
CEILING, SEE ARCH. DWGS.
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
CONT. TRACK
CONT. TRACK
1J
S5
SUSPENDED T-BAR
CEILING, SEE
ARCH. DWGS.
OMIT BRACE WHERE HANGER STUD
BRACE ON EACH SIDE OCCUR AT
SAME (E) CEILING JOIST(E) CEILING JOIST.
SISTER(E) CEILING
JOIST AT HANGING
STUD PER 1T
S5
4"
TY
P
.
1T
S5
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING
1T
S5
4"
TY
P
.
4"
TY
P
.
6"
TY
P
.
4"x18 GA. STEEL STUD @
48"o.c. WITH (4) #10
SCREWS EACH END
(E) CEILING JOIST. SISTER (E)
CEILING JOIST AT HANGING
STUD PER TYP.1U
S5
SEE ARCH. DWGS.
CEILING
JOISTS
SUSPENDED T-BAR
CEILING, SEE ARCH. DWGS.
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
CONT. TRACKCONT. TRACK
1J
S5
CEILING
JOIST
OMIT BRACE WHERE HANGER STUD
BRACE ON EACH SIDE OCCUR AT
SAME LINE OF BLOCKING
4"
TY
P
.
4"
TY
P
.
4"
TY
P
.
6"
TY
P
.
4"x18 GA. STEEL STUD @
48"o.c. WITH (4) #10
SCREWS EACH END
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING 1U
S5
1U
S5
24
S11
6"x18 GAGE MIN. STEEL
STUD HANGER @ 16"o.c.
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER
STEEL
STUD WALL
CEILING
JOISTS
CONT. TRACK
SEE ARCH.
DWGS.
1R
S5
1T
S5
1J
S5
1J
S5
OMIT BRACE WHERE WALL
STUD BRACE AND HANGER STUD
BRACE OCCUR AT SAME (E)
CEILING JOISTS
1T
S5
(E) CEILING
SUSPENDED T-BAR
CEILING, SEE
ARCH. DWGS.
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER TYP.1U
S5
SEE ARCH. DWGS.
CEILING
JOISTS
SUSPENDED T-BAR
CEILING, SEE ARCH. DWGS.
6"x18 GAGE
STEEL STUD
HANGER @
16"o.c.
(E) CEILING
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
CONT. TRACK
CONT. TRACK
1J
S5
1U
S5
SUSPENDED T-BAR
CEILING, SEE
ARCH. DWGS.
1U
S5
OMIT BRACE WHERE HANGER STUD
BRACE ON EACH SIDE OCCUR AT
SAME LINE OF BLOCKING
4"
TY
P
.
4"
TY
P
.
4"
TY
P
.
6"
TY
P
.
4"x18 GA. STEEL STUD @
48"o.c. WITH (4) #10
SCREWS EACH END
6"x18 GAGE MIN. STEEL
STUD HANGER @ 16"o.c.
(E) CEILING
(E) CEILING
JOIST
STEEL
STUD WALL
CEILING
JOISTS
CONT. TRACK
SEE ARCH.
DWGS.
1S
S5
1U
S5
1J
S5
1J
S5
(E) CEILING JOIST. SISTER
(E) CEILING JOIST AT
HANGING STUD PER 1U
S5
OMIT BRACE WHERE WALL STUD
BRACE AND HANGER STUD BRACE
OCCUR AT SAME LINE OF BLOCKING
SUSPENDED T-BAR
CEILING, SEE ARCH. DWGS.
S11
SHEET DESCIPTION
JFA
SECTION 6 SECTION 7 SECTION 8 SECTION 9 SECTION 10
SECTION 16 SECTION 17 SECTION 18 SECTION 19 SECTION 20
SECTION 21 SECTION 22 SECTION 23 TYP. DETAIL 24 SECTION 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING
STUD PER TYP.1U
S5
SEE ARCH. DWGS.
CEILING
JOISTS
(E) CEILING
6"x18 GA. STEEL STUD
HANGER @ 16"o.c.
CONT. TRACK
CONT. TRACK
1U
S5
1U
S5
OMIT BRACE WHERE HANGER STUD
BRACE ON EACH SIDE OCCUR AT
SAME LINE OF BLOCKING
1J
S5
CEILING JOIST
24
S11
24
S11
CEILING JOIST
6" x 18 GA. STEEL
STUD HANGER
@ 16" o.c.
1J
S5
1"
W18x35
CEILING
JOISTS
CONT. TRACK
6"x18 GAGE
STEEL STUD
HANGER @ 16"o.c.
(E) CEILING
6"
TY
P
.
1U
S5
1U
S5
(E) CEILING
JOISTS
CEILING
JOISTS
24
S11
24
S11
4"x18 GA. STEEL STUD
@ 48" o.c. WITH (4) #10
SCREWS TO HANGER STUD
(E) CEILING JOIST.
SISTER (E) CEILING
JOIST AT HANGING STUD
AND BRACING PER TYP.1U
S5
OMIT BRACE WHERE HANGER
STUD BRACE AND DIAGONAL
BRACE OCCUR AT SAME LINE
OF BLOCKING
SIM.
6" x 18 GA.
BLOCKING @ 16"o.c.
STOREFRONT,
SEE ARCH. DWGS.
1J
S5
CEILING
JOISTS
BOXED HEADER WITH 8"x18
GA. STUDS AND JAMB
STUDS PER SIM.1B
S5
34" PLYWOOD WITH #10
SCREWS @ 6"o.c. EDGES
AND 12"o.c. FIELD
BACK-TO-BACK 6"x16 GA.
JOISTS WITH (2) #10
SCREWS @ 24"o.c.
CONT. TRACK NESTED
WITH BACK-TO-BACK
JOISTS WITH #10 SCREW
TOP & BOTTOM @ 24"o.c.
SIM.
(E) CEILING JOIST.
SISTER(E) CEILING
JOIST AT HANGING
STUD PER 1T
S5
6"x18 GAGE STEEL STUD
HANGER @ 16"o.c.
(E) CEILING 1T
S5
CONT. TRACK
SEE ARCH. DWGS.
SE
E
A
R
C
H
.
D
W
G
S
.
WALL BEYOND WITH CONT. TOP
TRACK WITH (2) #10 SCREWS TO
EACH CEILING JOIST ABOVE AND
#10 SCREW AT 16"o.c. TO BLOCKING
1T
S56"x18 GAGE
STEEL STUD
HANGER @
16"o.c.1J
S5CEILING JOISTS CEILING
JOISTS
1J
S5 CEILING JOISTS
CONT. TRACK1J
S5
1J
S5
6"x18 GA. CEILING
JOISTS @ 16"o.c. WITH
#10 SCREW EACH
CEILING JOIST BELOWCONT. TRACK WITH #10
SCREW EACH FLANGE TO
EACH CEILING JOIST
6"x16 GA. CEILING
JOISTS @ 16"o.c.
CONT. 6"x18 GA.
STUD BLOCKING
(E) CEILING
JOIST
1S
S5
(E) CEILING
JOIST
1S
S5
1S
S5
1S
S5
24
S11 CEILING JOISTS
24
S11
24
S11
24
S11CONT. 6"x18 GA.
STUD BLOCKING
6"x18 GA. CEILING JOISTS @
16" o.c. WITH #10 SCREW EACH
CEILING JOIST BELOW
STEEL STUD WALL
1J
S5
CONT. TRACK WITH (2)
#10 SCREWS TO EACH
CEILING JOIST ABOVE
AND #10 SCREW @
16"o.c. TO BLOCKING
6"x16 GA. CEILING
JOISTS @ 16"o.c.
STEEL STUD WALL
CONT. TRACK WITH (2)
#10 SCREWS TO EACH
CEILING JOIST ABOVE
AND #10 SCREW @16"o.c.
TO BLOCKING
1J
S5
STEEL STUD WALL
S12
SHEET DESCIPTION
JFA
SECTION 5
SECTION 9 SECTION 10
15
SECTION 18 SECTION 19 20
21 22 23 24 25
Foothill Cardiology Medical Group, Inc.
2910 West Broadway Los Angeles, California 90041 Telephone (323) 255-1008 30 SOUTH 1st AVENUE ARCADIA, CA 91006
BUILDING SHELL, TENANT & SITE IMPROVEMENT
24142
12-18-24
STRUCTURAL ENGINEERS
GLENDALE, CALIFORNIA 91203
529 HAHN AVENUE, SUITE #200
FAX (818) 507-1556 E-MAIL ENGINEERS@GROSSMANSPEER.COM
(818) 507-1020
GROSSMAN & SPEER ASSOCIATES, INC.
DM
#24142
07/11/2025
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
ELECTRICAL SCHEDULES,NOTES & DETAILS
NONE
ELECTRICAL SCHEDULES, NOTES & DETAILS
SCALE: NONE
E001
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
PANEL SCHEDULES & 1-LINE
NONE
PANEL SCHEDULES & 1-LINE
SCALE: NONE
E002
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
PANEL SCHEDULES
NONE
PANEL SCHEDULES
SCALE: NONE
E003
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
TITLE-24 LTS, PART 1
NONE
TITLE-24 LTS, PART 1
SCALE: NONE
E004
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
TITLE-24 LTS, PART 2
NONE
TITLE-24 LTS, PART 2
SCALE: NONE
E005
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
TITLE-24 LTS, OUTDOOR
NONE
TITLE-24 LTS, OUTDOOR
SCALE: NONE
E006
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
PET-CT SCANNER CUT SHEET-1
NONE
PET-CT SCANNER CUT SHEET-1
SCALE: NONE
E007
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
PET-CT SCANNER CUT SHEET-2
NONE
PET-CT SCANNER CUT SHEET-2
SCALE: NONE
E008
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
PET-CT SCANNER CUT SHEET-3
NONE
PET-CT SCANNER CUT SHEET-3
SCALE: NONE
E009
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
SWITCHBOARD SUBMITTAL
NONE
SWITCHBOARD SUBMITTAL
SCALE: NONE
E010
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
TRANSFORMER CUTSHEETS
NONE
TRANSFORMER CUTSHEETS
SCALE: NONE
E011
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
LIGHTING PLAN
1/8"=1'-0"
LIGHTING PLAN
SCALE: 1/8"=1'-0"
E101
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
LIGHTING PLAN - PART 1
1/4"=1'-0"
LIGHTING PLAN - PART 1
SCALE: 1/4"=1'-0"
E101-1
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
LIGHTING PLAN - PART 2
1/4"=1'-0"
LIGHTING PLAN - PART 2
SCALE: 1/4"=1'-0"
E101-2
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
LIGHTING PLAN - PART 3
1/4"=1'-0"
LIGHTING PLAN - PART 3
SCALE: 1/4"=1'-0"
E101-3
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
LIGHTING PLAN - PART 4
1/4"=1'-0"
LIGHTING PLAN - PART 4
SCALE: 1/4"=1'-0"
E101-4
A
B
91
A.1
8.5871
·
·
·
·
·
·
·
·
·
·
·
·
·
·
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
POWER PLAN
1/8"=1'-0"
POWER PLAN
SCALE: 1/8"=1'-0"
E102
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
POWER PLAN - PART 1
1/4"=1'-0"
POWER PLAN - PART 1
SCALE: 1/4"=1'-0"
E102-1
A
9
A.1
8.587
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
POWER PLAN - PART 2
1/4"=1'-0"
POWER PLAN - PART 2
SCALE: 1/4"=1'-0"
E102-2
B
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
POWER PLAN - PART 3
1/4"=1'-0"
POWER PLAN - PART 3
SCALE: 1/4"=1'-0"
E102-3
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
POWER PLAN - PART 4
1/4"=1'-0"
POWER PLAN - PART 4
SCALE: 1/4"=1'-0"
E102-4
A
B
91
A.1
8.5871
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
EQUIPMENT PLAN
1/8"=1'-0"
EQUIPMENT PLAN
SCALE: 1/8"=1'-0"
E103
“”
A.1
A
1 9
B
A
B
9
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
ELECTRICAL ROOF PLAN
1/8"=1'-0"
ELECTRICAL ROOF PLAN
SCALE: 1/8"=1'-0"
E104
·
·
·
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
01062026
03132026
UTILITY TRANSFORMERLOCATION
1/8"=1'-0"
UTILITY TRANSFORMER LOCATION
SCALE: 1/8"=1'-0"
E201
–
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
MECHANICAL SCHEDULES &NOTES
M001
SCALE: NONE
MECHANICAL SCHEDULES & NOTES
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
MECHANICAL DETAILS
M002
SCALE: NONE
MECHANICAL DETAILS
NONE
2
2
× × × ³
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
MECHANICAL FLOOR PLAN
M101
SCALE: 1/8"=1'-0"
MECHANICAL FLOOR PLAN
1/8"=1'-0"
A.1
A
1 9
B
A
B
9
2
2
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
MECHANICAL ROOF PLAN
M102
SCALE: 1/8"=1'-0"
MECHANICAL ROOF PLAN
1/8"=1'-0"
2
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
TITLE-24, MECH PART 1
MT01
SCALE: NONE
TITLE-24, MECH PART 1
NONE
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
TITLE-24, MECH PART 2
MT02
SCALE: NONE
TITLE-24, MECH PART 2
NONE
GW GW GW
2022 NON-RESIDENTIAL MANDATORY MEASURES
TABLE 5.303.2.3
FIXTURE FLOW RATE
FIXTURE TYPE MAXIMUM FLOW RATE AT 20 PERCENT REDUCTION
Shower heads 1.8 gpm @ 80 psi
Lavatory faucets-nonresidential 0.5 gpm @ 60 psi
Kitchen faucets 1.8 gpm @ 60 psi
Wash fountains 1.8 [rim space (in.)/20 gpm @ 60 psi]
Metering faucets 0.2 gallons/cycle
Metering faucets for wash fountains 0.20 [rim space (in.)/20 gpm @60 psi]
Gravity tank type water closets 1.28 gallons/flush ( See note 1)
Flushometer tank water closets 1.28 gallons/flush ( See note 1)
Flushometer valve water closets 1.28 gallons/flush ( See note 1)
Electromechanical lydraulic water closets 1.28 gallons/flush ( See note 1)
Wall Mounted Urinals .125 gallons/flush
Floor Mounted Urinals .5 gallons/flush
1. includes single and dual flush water closets with an effective flush of 1.28 gallons or less: Single Flush toilets-The
effective flush volume shall not exceed 1.25 gallons (4.8 liters). The effective flush volume is the average flush
volume when tested in accordance with ASME A 112.19.233.2. Dual flush toilets- the effective flush volume shall
not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of
two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME A 112.19.2 and ASME
A 112.19.14
·
·
·
·
·
·
ESOWESOW
EWEWEW
PLUMBING WASTE & VENT SIZE CHART
PIPE SIZING PER CPC 2022, 703.2
PIPE SIZE MAX. UNIT (WASTE)MAX. UNIT (VENT)
1 1/2"1 8
2"8 24
3"35 84
4"216 256
CLEANOUT SIZING PER CPC 2022, TABLE 707.1
PIPE SIZE SIZE OF CLEANOUT THREADS PER INCH
1 1/2"1 1/2"11 1/2"
2"1 1/2"11 1/2"
3"2 1/2"8
4" & LARGER 3 1/2"8
F
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
PLUMBING SCHEDULES &NOTES
P001
SCALE: NONE
PLUMBING SCHEDULES & NOTES
NONE
FINISHED FLOOR
TRAP PRIMER VALVE
PRECISION PLUMBING
PRODUCTS INC. MODEL P2-500.
WITH VACUUM BREAKER AND
CHECK VALVEWH-1
CW TO WATER HEATERS
HW TO FIXTURES
HWR FROM FURTHEST FIXTURE
TO WATER HEATER.
SET @110°F.
AQUASTAT
EXPANSION TANK
TEMPERING VALVE
D
AIR RELEASE VALVE
WITHIN 4" OF THE PUMP
P-1
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
PLUMBING DETAILS
P002
SCALE: NONE
PLUMBING DETAILS
NONE
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
PLUMBING DETAILS
P003
SCALE: NONE
PLUMBING DETAILS
NONE
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
WATER HEATER ENERGYCOMPLIANCE - PART 1
P004
SCALE: NONE
WATER HEATER ENERGY COMPLIANCE - PART 1
NONE
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
WATER HEATER ENERGYCOMPLIANCE - PART 2
P005
SCALE: NONE
WATER HEATER ENERGY COMPLIANCE - PART 2
NONE
1 2 3 4 5 6 978
B
A
B
91
AA
A.1
8.5
8.587
A
1
1
1
2
2
3
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
WASTE & VENT PLAN
P101
SCALE: 1/8"=1'-0"
WASTE & VENT PLAN
1/8"=1'-0"
1 2 3 4 5 6 978
B
A
B
91
AA
A.1
8.5
8.587
A
1
1
1
2
2
1
1 1
1
1
3
3
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
HW & CW PLAN
P102
SCALE: 1/8"=1'-0"
HW & CW PLAN
1/8"=1'-0"
A.1
A
1 9
B
A
B
9
1 2 3
B
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
GAS PLAN
P103
SCALE: 1/8"=1'-0"
GAS PLAN
1/8"=1'-0"
1
1
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
PLUMBING ROOF PLAN
P104
SCALE: 1/8"=1'-0"
PLUMBING ROOF PLAN
1/8"=1'-0"
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
WASTE & VENT ISOMETRIC
P201
SCALE: NONE
WASTE & VENT ISOMETRIC
NONE
1
1
SHEET TITLE:
REVISIONS
SHEET NO.:
DESCRIPTION:DATE:
30 South 1st Avenue
Arcadia, CA 91006
The Design Studio, Interior Design, Inc.
466 Foothill Blvd. Suite 403
La Cañada, CA 91011
tel: (818) 567-6444
www.thedesignstudio.biz
theTDS
contract & residential
interior design
Studio
Foothill Cardiology
06112025
09092025
09242025
10152025
11192025
12052025
HW & CW ISOMETRIC
P202
SCALE: NONE
HW & CW ISOMETRIC
NONE
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
24142
PROJECT:FOR:BY:DATE:
Foothill Cardiology Arcadia Tenant Improvement Nakaishi LR 12/15/2025
STRUCTURAL CALCULATIONS
TABLE OF CONTENTS
DESCRIPTION PAGE NO.
MAIN BUILDING
GRAVITY
Roof Beam Calculations MB1-MB15
Roof Beams Posts and Foundations MB16-MB45
Interior Wall Studs Headers, and Jamb Studs MB46-MB54
LATERAL
Seismic Load Coefficients MB55
(E) Shear Wall With New Openings In-Plane MB56-MB69
(N) CMU Shear Wallls- In-Plane MB70-MB90
Wall Out-of Plane MB91-MB103
Freestanding Wall, Grid A Wall Infill MB104
PARKING STRUCTURE
GRAVITY
(E) Concrete Slab Bending with New Solar Panel Loads P1-P12
(E) Columns Punching Shear P13
LATERAL
(N) CMU Shear Wallls- In-Plane, (Voluntary Retrofit)P14-P22
New Solar Panels Loads, 10% Seismic Mass Check P23
ADDED/REVISED CALCULATIONS
Roof Mechanical Equipment Anchorage PC1-PC7
Roof Mechanical Equipment Supporting Beams PC8-PC19
Ceiling Joists, Detail 1J/S5 PC20-PC23
Ladder Platform PC24-PC29
10% Seismic Mass and 5% Gravity Check PC30
Parking Structure 10% Shear Wall Strength Reduction PC31
Parking Structure Gravity Strength around new opening PC32-PC34
Parking Structure Electric Panel Anchorage PC35-PC42
Miscellaneous PC43-PC51
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Steel Beams Supporting Walls of Equipment Room
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.0150 ksf, Tributary Width = 12.0 ft, (equipment room wall weight)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 11.167 ft, (equipment room roof weight)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (roof weight and live load)
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.771: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
4.602 kMn / Omega : Allowable 21.870k-ft Vn/Omega : Allowable
W8x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
26.826 k
Section used for this span W8x10Ma : Applied
Maximum Shear Stress Ratio =0.172 : 1
14.667 ft
16.873k-ft Va : Applied
0 <360
240Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.292 in 601Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.735 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr Only
Span: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 14.67 ft 1 0.464 0.103 10.15 10.15 36.52 21.87 1.00 1.00 2.77 40.24 26.83+D+LrDsgn. L = 14.67 ft 1 0.771 0.172 16.87 16.87 36.52 21.87 1.00 1.00 4.60 40.24 26.83
+D+0.750LrDsgn. L = 14.67 ft 1 0.695 0.154 15.19 15.19 36.52 21.87 1.00 1.00 4.14 40.24 26.83+0.60D
Dsgn. L = 14.67 ft 1 0.278 0.062 6.09 6.09 36.52 21.87 1.00 1.00 1.66 40.24 26.83
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7348 7.375 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.602 4.602
Max Upward from Load Combinations 4.602 4.602
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Steel Beams Supporting Walls of Equipment Room
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Cases 2.768 2.768
D Only 2.768 2.768+D+Lr 4.602 4.602+D+0.750Lr 4.143 4.143+0.60D 1.661 1.661
Lr Only 1.833 1.833
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Steel Beams Supporting Walls of Equipment Room 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad for Span Number 1Varying Uniform Load : D= 0.0150->0.0150 ksf, Extent = 0.0 -->> 16.0 ft, Trib Width = 0.0->12.0 ft, (equipment room wallweight)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 11.167 ft, (equipment room roof weight)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (roof weight and live load)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.626: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
4.612 k
Mn / Omega : Allowable 27.944k-ft Vn/Omega : Allowable
HSS6x6x1/4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
44.376 k
Section used for this span HSS6x6x1/4Ma : Applied
Maximum Shear Stress Ratio =0.104 : 1
16.000 ft
17.502k-ft Va : Applied
0 <360197Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.446 in 430Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.976 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr OnlySpan: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 16.00 ft 1 0.340 0.059 9.51 9.51 46.67 27.94 1.00 1.00 2.61 74.11 44.38+D+Lr
Dsgn. L = 16.00 ft 1 0.626 0.104 17.50 17.50 46.67 27.94 1.00 1.00 4.61 74.11 44.38+D+0.750LrDsgn. L = 16.00 ft 1 0.555 0.093 15.50 15.50 46.67 27.94 1.00 1.00 4.11 74.11 44.38
+0.60D
Dsgn. L = 16.00 ft 1 0.204 0.035 5.71 5.71 46.67 27.94 1.00 1.00 1.57 74.11 44.38
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.9761 8.091 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.132 4.612 3.351 2.414 2.814 3.352 0.005 5.411 2.014
HSS7x5x1/4 also
acceptable
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Steel Beams Supporting Walls of Equipment Room 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Combinations 4.132 4.612 3.351 2.414 2.814 3.352 0.005 5.411 2.014
Max Upward from Load Cases 2.132 2.612 3.351 2.414 2.814 3.352 0.005 5.411 2.014Max Downward from all Load Conditions (Resis 3.351 2.414 2.814 3.352 0.005 5.411 2.014Max Downward from Load Combinations (Resis 3.351 2.414 2.814 3.352 0.005 5.411 2.014Max Downward from Load Cases (Resisting Up 3.351 2.414 2.814 3.352 0.005 5.411 2.014
D Only 2.132 2.612 3.351 2.414 2.814 3.352 0.005 5.411 2.014+D+Lr 4.132 4.612 3.351 2.414 2.814 3.352 0.005 5.411 2.014+D+0.750Lr 3.632 4.112 3.351 2.414 2.814 3.352 0.005 5.411 2.014
+0.60D 1.279 1.567 3.351 2.414 2.814 3.352 0.005 5.411 2.014Lr Only 2.000 2.000 3.351 2.414 2.814 3.352 0.005 5.411 2.014
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...Uniform Load on ALL spans : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 15.333 ft
Load(s) for Span Number 2Point Load : D = 3.450 k @ 0.50 ft, (wall weight (15 psf * 15 ft tall * 15.333 trib))
Load(s) for Span Number 3Point Load : D = 1.0 k @ 0.9167 ft, (mech equipment weight)
Load(s) for Span Number 4Point Load : D = 2.768, Lr = 1.833 k @ 0.3333 ft, (steel beam supporting equipment room 1 support 1)
Point Load : D = 2.612, Lr = 2.0 k @ 0.3333 ft, (steel beam supporting equipment room 2 support 2)
Load(s) for Span Number 5Point Load : D = 2.768, Lr = 1.833 k @ 5.417 ft, (steel beam supporting equipment room 1 support 1)
Point Load : D = 2.612, Lr = 2.0 k @ 5.417 ft, (steel beam supporting equipment room 2 support 2)
Load(s) for Span Number 7Point Load : D = 3.450 k @ 8.167 ft, (wall weight (15 psf * 15 ft tall * 15.333 trib))
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.277: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 7
13.472 kMn / Omega : Allowable 82.834k-ft Vn/Omega : Allowable
W14x22Section used for this span
Span # where maximum occursLocation of maximum on span Span # 3
Load Combination +D+Lr
63.020 k
Section used for this span W14x22
Ma : Applied
Maximum Shear Stress Ratio =0.214 : 1
11.450 ft
22.912k-ft Va : Applied
27,885 >=360
1280Ratio =5497 >=180
Maximum DeflectionMax Downward Transient Deflection 0.048 in 4,061Ratio = >=360Max Upward Transient Deflection -0.006 in Ratio =
Max Downward Total Deflection 0.153 in Ratio = >=180Max Upward Total Deflection -0.029 in
Span: 7 : Lr OnlySpan: 7 : Lr Only
Span: 7 : +D+LrSpan: 7 : +D+Lr
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 9.62 ft 1 0.037 0.072 1.59 -3.06 3.06 138.33 82.83 1.00 1.00 4.53 94.53 63.02
Dsgn. L = 9.27 ft 2 0.037 0.072 0.96 -3.06 3.06 138.33 82.83 1.00 1.00 4.53 94.53 63.02Dsgn. L = 11.45 ft 3 0.063 0.114 1.10 -5.26 5.26 138.33 82.83 1.00 1.00 7.21 94.53 63.02Dsgn. L = 17.25 ft 4 0.113 0.114 3.19 -9.37 9.37 138.33 82.83 1.00 1.00 7.21 94.53 63.02Dsgn. L = 10.62 ft 5 0.134 0.071 11.13 -9.37 11.13 138.33 82.83 1.00 1.00 4.48 94.53 63.02
Dsgn. L = 13.30 ft 6 0.145 0.072 -0.00 -12.05 12.05 138.33 82.83 1.00 1.00 4.52 94.53 63.02Dsgn. L = 16.33 ft 7 0.199 0.072 16.46 -12.05 16.46 138.33 82.83 1.00 1.00 4.52 94.53 63.02+D+Lr
Dsgn. L = 9.62 ft 1 0.073 0.096 3.79 -6.04 6.04 138.33 82.83 1.00 1.00 6.08 94.53 63.02Dsgn. L = 9.27 ft 2 0.073 0.096 1.86 -6.04 6.04 138.33 82.83 1.00 1.00 6.08 94.53 63.02Dsgn. L = 11.45 ft 3 0.142 0.214 2.25 -11.80 11.80 138.33 82.83 1.00 1.00 13.47 94.53 63.02Dsgn. L = 17.25 ft 4 0.222 0.214 7.50 -18.38 18.38 138.33 82.83 1.00 1.00 13.47 94.53 63.02
Dsgn. L = 10.62 ft 5 0.225 0.133 18.62 -18.38 18.62 138.33 82.83 1.00 1.00 8.36 94.53 63.02Dsgn. L = 13.30 ft 6 0.237 0.119 -0.00 -19.61 19.61 138.33 82.83 1.00 1.00 7.49 94.53 63.02Dsgn. L = 16.33 ft 7 0.277 0.119 22.91 -19.61 22.91 138.33 82.83 1.00 1.00 7.49 94.53 63.02
+D+0.750LrDsgn. L = 9.62 ft 1 0.064 0.090 3.24 -5.30 5.30 138.33 82.83 1.00 1.00 5.69 94.53 63.02Dsgn. L = 9.27 ft 2 0.064 0.090 1.63 -5.30 5.30 138.33 82.83 1.00 1.00 5.69 94.53 63.02Dsgn. L = 11.45 ft 3 0.123 0.189 1.97 -10.17 10.17 138.33 82.83 1.00 1.00 11.91 94.53 63.02
Dsgn. L = 17.25 ft 4 0.195 0.189 6.42 -16.13 16.13 138.33 82.83 1.00 1.00 11.91 94.53 63.02Dsgn. L = 10.62 ft 5 0.202 0.117 16.74 -16.13 16.74 138.33 82.83 1.00 1.00 7.39 94.53 63.02Dsgn. L = 13.30 ft 6 0.214 0.107 -0.00 -17.72 17.72 138.33 82.83 1.00 1.00 6.75 94.53 63.02
Dsgn. L = 16.33 ft 7 0.257 0.107 21.30 -17.72 21.30 138.33 82.83 1.00 1.00 6.75 94.53 63.02+0.60DDsgn. L = 9.62 ft 1 0.022 0.043 0.95 -1.83 1.83 138.33 82.83 1.00 1.00 2.72 94.53 63.02Dsgn. L = 9.27 ft 2 0.022 0.043 0.58 -1.83 1.83 138.33 82.83 1.00 1.00 2.72 94.53 63.02
Dsgn. L = 11.45 ft 3 0.038 0.069 0.66 -3.15 3.15 138.33 82.83 1.00 1.00 4.33 94.53 63.02Dsgn. L = 17.25 ft 4 0.068 0.069 1.91 -5.62 5.62 138.33 82.83 1.00 1.00 4.33 94.53 63.02Dsgn. L = 10.62 ft 5 0.081 0.043 6.68 -5.62 6.68 138.33 82.83 1.00 1.00 2.69 94.53 63.02
Dsgn. L = 13.30 ft 6 0.087 0.043 -0.00 -7.23 7.23 138.33 82.83 1.00 1.00 2.71 94.53 63.02Dsgn. L = 16.33 ft 7 0.119 0.043 9.88 -7.23 9.88 138.33 82.83 1.00 1.00 2.71 94.53 63.02
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0086 4.169 0.0000 0.000Lr Only+D+Lr 2 0.0027 4.790 -0.0002 0.618
+D+Lr+D+Lr 3 0.0023 3.817 -0.0039 9.637D Only+D+Lr 4 0.0432 7.763 -0.0015 16.100+D+Lr 5 0.0390 5.664 0.0000 16.100+D+Lr6 0.0000 5.664 -0.0290 8.645
+D+Lr 7 0.1531 8.847 0.0000 8.645
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7 Support 8
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.059 9.393 5.985 17.435 13.739 9.705 11.998 5.087 2.051
Max Upward from Load Combinations 2.059 9.393 5.985 17.435 13.739 9.705 11.998 5.087 2.051Max Upward from Load Cases 1.164 6.055 3.355 9.002 6.992 5.052 6.799 3.045 2.051Max Downward from all Load Conditions (Resis 2.051
Max Downward from Load Combinations (Resis 2.051
Max Downward from Load Cases (Resisting Up 2.051D Only 0.895 6.055 3.355 9.002 6.992 4.652 6.799 3.045 2.051+D+Lr 2.059 9.393 5.985 17.435 13.739 9.705 11.998 5.087 2.051
+D+0.750Lr 1.768 8.558 5.327 15.327 12.052 8.442 10.699 4.576 2.051+0.60D 0.537 3.633 2.013 5.401 4.195 2.791 4.080 1.827 2.051Lr Only 1.164 3.338 2.630 8.433 6.747 5.052 5.199 2.042 2.051
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoads on all spans...Uniform Load on ALL spans : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 14.083 ft
Uniform Load on ALL spans : D = 0.0210 k/ft
Load(s) for Span Number 1Point Load : D = 3.169 k @ 10.830 ft, (wall weight (15 psf * 15 ft tall * 14.083 trib))
Load(s) for Span Number 2Point Load : D = 1.0 k @ 3.50 ft, (mech equipment)
Point Load : D = 1.0 k @ 2.333 ft, (mech equipment)
Point Load : D = 0.7605 k @ 4.167 ft, (wall weight (15 psf * 15 ft tall * 3.38 trib))
Uniform Load : D = 0.2250 k/ft, Extent = 4.167 -->> 7.20 ft, Tributary Width = 1.0 ft, (wall weight (15 psf * 15 ft tall ))
Load(s) for Span Number 3Point Load : D = 2.768, Lr = 1.833 k @ 8.833 ft, (steel beam supporting equipment room 1 support 1)
Point Load : D = 1.0 k @ 4.583 ft, (mech equipment)
Uniform Load : D = 0.2250 k/ft, Tributary Width = 1.0 ft, (wall weight (15 psf * 15 ft tall ))
Load for Span Number 4Uniform Load : D = 0.2250 k/ft, Tributary Width = 1.0 ft, (wall weight (15 psf * 15 ft tall ))
Load(s) for Span Number 5Point Load : D = 2.768, Lr = 1.833 k @ 1.50 ft, (steel beam supporting equipment room 1 support 1)
Uniform Load : D = 0.2250 k/ft, Tributary Width = 1.0 ft, (wall weight (15 psf * 15 ft tall))
Load(s) for Span Number 6Point Load : D = 2.424, Lr = 1.833 k @ 8.167 ft, (wall weight (15 psf * 15 ft tall * 10.773 trib))
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Point Load : D = 1.0 k @ 5.0 ft, (mech equipment)
Uniform Load : D = 0.2250 k/ft, Extent = 0.0 -->> 8.167 ft, Tributary Width = 1.0 ft, (wall weight (15 psf * 15 ft tall))
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.409: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 5
11.520 kMn / Omega : Allowable 82.834k-ft Vn/Omega : Allowable
W14x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 4
Load Combination +D+Lr
63.020 k
Section used for this span W14x22Ma : Applied
Maximum Shear Stress Ratio =0.183 : 1
19.750 ft
33.911k-ft Va : Applied
25,111 >=3601093Ratio =10131 >=180
Maximum DeflectionMax Downward Transient Deflection 0.081 in 2,544Ratio = >=360Max Upward Transient Deflection -0.003 in Ratio =Max Downward Total Deflection 0.188 in Ratio = >=180Max Upward Total Deflection -0.009 in
Span: 6 : Lr OnlySpan: 6 : Lr OnlySpan: 6 : +D+LrSpan: 6 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 15.43 ft 1 0.154 0.080 8.52 -12.72 12.72 138.33 82.83 1.00 1.00 5.01 94.53 63.02
Dsgn. L = 7.20 ft 2 0.154 0.066 0.02 -12.72 12.72 138.33 82.83 1.00 1.00 4.16 94.53 63.02Dsgn. L = 9.89 ft 3 0.158 0.103 2.94 -13.05 13.05 138.33 82.83 1.00 1.00 6.50 94.53 63.02Dsgn. L = 19.75 ft 4 0.206 0.114 8.35 -17.06 17.06 138.33 82.83 1.00 1.00 7.17 94.53 63.02Dsgn. L = 20.00 ft 5 0.251 0.114 7.29 -20.76 20.76 138.33 82.83 1.00 1.00 7.17 94.53 63.02
Dsgn. L = 17.12 ft 6 0.251 0.107 15.27 -20.76 20.76 138.33 82.83 1.00 1.00 6.76 94.53 63.02+D+LrDsgn. L = 15.43 ft 1 0.230 0.120 13.79 -19.05 19.05 138.33 82.83 1.00 1.00 7.59 94.53 63.02
Dsgn. L = 7.20 ft 2 0.230 0.096 -0.00 -19.05 19.05 138.33 82.83 1.00 1.00 6.08 94.53 63.02
Dsgn. L = 9.89 ft 3 0.249 0.164 4.13 -20.62 20.62 138.33 82.83 1.00 1.00 10.31 94.53 63.02Dsgn. L = 19.75 ft 4 0.326 0.183 13.35 -27.01 27.01 138.33 82.83 1.00 1.00 11.52 94.53 63.02Dsgn. L = 20.00 ft 5 0.409 0.183 11.34 -33.91 33.91 138.33 82.83 1.00 1.00 11.52 94.53 63.02
Dsgn. L = 17.12 ft 6 0.409 0.173 26.51 -33.91 33.91 138.33 82.83 1.00 1.00 10.90 94.53 63.02+D+0.750LrDsgn. L = 15.43 ft 1 0.211 0.110 12.45 -17.47 17.47 138.33 82.83 1.00 1.00 6.95 94.53 63.02
Dsgn. L = 7.20 ft 2 0.211 0.089 -0.00 -17.47 17.47 138.33 82.83 1.00 1.00 5.60 94.53 63.02
Dsgn. L = 9.89 ft 3 0.226 0.148 3.82 -18.73 18.73 138.33 82.83 1.00 1.00 9.36 94.53 63.02Dsgn. L = 19.75 ft 4 0.296 0.166 12.10 -24.53 24.53 138.33 82.83 1.00 1.00 10.43 94.53 63.02Dsgn. L = 20.00 ft 5 0.370 0.166 10.33 -30.62 30.62 138.33 82.83 1.00 1.00 10.43 94.53 63.02
Dsgn. L = 17.12 ft 6 0.370 0.157 23.70 -30.62 30.62 138.33 82.83 1.00 1.00 9.87 94.53 63.02+0.60DDsgn. L = 15.43 ft 1 0.092 0.048 5.11 -7.63 7.63 138.33 82.83 1.00 1.00 3.01 94.53 63.02
Dsgn. L = 7.20 ft 2 0.092 0.040 0.01 -7.63 7.63 138.33 82.83 1.00 1.00 2.50 94.53 63.02
Dsgn. L = 9.89 ft 3 0.095 0.062 1.77 -7.83 7.83 138.33 82.83 1.00 1.00 3.90 94.53 63.02Dsgn. L = 19.75 ft 4 0.124 0.068 5.01 -10.24 10.24 138.33 82.83 1.00 1.00 4.30 94.53 63.02Dsgn. L = 20.00 ft 5 0.150 0.068 4.37 -12.46 12.46 138.33 82.83 1.00 1.00 4.30 94.53 63.02
Dsgn. L = 17.12 ft 6 0.150 0.064 9.16 -12.46 12.46 138.33 82.83 1.00 1.00 4.06 94.53 63.02
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0925 7.329 0.0000 0.000+D+Lr2 0.0000 7.329 -0.0085 2.340+D+Lr+D+Lr 3 0.0051 3.379 -0.0034 8.489
+D+Lr 4 0.1045 9.546 0.0000 8.489+D+Lr+D+Lr 5 0.0716 9.000 -0.0077 18.667+D+Lr 6 0.1880 9.273 0.0000 18.667
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.845 13.674 4.035 17.502 19.358 19.201 5.368 2.042 2.051
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Support 7
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Combinations 3.845 13.674 4.035 17.502 19.358 19.201 5.368 2.042 2.051
Max Upward from Load Cases 2.082 9.169 3.126 11.026 12.103 11.949 2.850 2.042 2.051Max Downward from all Load Conditions (Resis 2.042 2.051Max Downward from Load Combinations (Resis 2.042 2.051Max Downward from Load Cases (Resisting Up 2.042 2.051
D Only 2.082 9.169 3.126 11.026 12.103 11.949 2.850 2.042 2.051+D+Lr 3.845 13.674 4.035 17.502 19.358 19.201 5.368 2.042 2.051+D+0.750Lr 3.404 12.548 3.808 15.883 17.544 17.388 4.738 2.042 2.051
+0.60D 1.249 5.501 1.876 6.616 7.262 7.169 1.710 2.042 2.051Lr Only 1.763 4.505 0.909 6.476 7.254 7.252 2.517 2.042 2.051
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Beam Supporting Existing Truss
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam bracing is defined as a set spacing over all spansAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Unbraced Lengths
First Brace starts at 4.0 ft from Left-Most supportRegular spacing of lateral supports on length of beam = 4.0 ft
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingLoad(s) for Span Number 1Point Load : D = 10.604, Lr = 11.366 k @ 7.090 ft, (long truss 1 support 2 reaction)
Point Load : D = 0.8050, Lr = 0.870 k @ 7.090 ft, (short truss 1 support 1 reaction)
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.720: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
17.002 k
Mn / Omega : Allowable 165.918k-ft Vn/Omega : Allowable
W18x35Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
106.20 k
Section used for this span W18x35Ma : Applied
Maximum Shear Stress Ratio =0.160 : 1
0.000 ft
119.423k-ft Va : Applied
0 <360448Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.320 in 889Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.636 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr OnlySpan: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 3.94 ft 1 0.198 0.079 32.86 32.86 277.08 165.92 1.67 1.00 8.42 159.30 106.20Dsgn. L = 4.00 ft 1 0.354 0.078 58.70 32.86 58.70 277.08 165.92 1.15 1.00 8.28 159.30 106.20
Dsgn. L = 4.00 ft 1 0.338 0.032 56.05 42.68 56.05 277.08 165.92 1.10 1.00 3.41 159.30 106.20Dsgn. L = 4.00 ft 1 0.257 0.033 42.68 28.76 42.68 277.08 165.92 1.15 1.00 3.55 159.30 106.20Dsgn. L = 4.00 ft 1 0.173 0.035 28.76 14.27 28.76 277.08 165.92 1.24 1.00 3.69 159.30 106.20
Dsgn. L = 3.80 ft 1 0.086 0.036 14.27 14.27 277.08 165.92 1.66 1.00 3.82 159.30 106.20+D+LrDsgn. L = 3.94 ft 1 0.402 0.160 66.64 66.64 277.08 165.92 1.68 1.00 17.00 159.30 106.20Dsgn. L = 4.00 ft 1 0.720 0.159 119.42 66.64 119.42 277.08 165.92 1.15 1.00 16.86 159.30 106.20
Dsgn. L = 4.00 ft 1 0.686 0.066 113.80 85.81 113.80 277.08 165.92 1.11 1.00 7.06 159.30 106.20Dsgn. L = 4.00 ft 1 0.517 0.068 85.81 57.26 85.81 277.08 165.92 1.15 1.00 7.20 159.30 106.20Dsgn. L = 4.00 ft 1 0.345 0.069 57.26 28.15 57.26 277.08 165.92 1.25 1.00 7.34 159.30 106.20
Dsgn. L = 3.80 ft 1 0.170 0.070 28.15 28.15 277.08 165.92 1.66 1.00 7.47 159.30 106.20+D+0.750Lr
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Beam Supporting Existing Truss
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
Dsgn. L = 3.94 ft 1 0.351 0.140 58.20 58.20 277.08 165.92 1.68 1.00 14.86 159.30 106.20Dsgn. L = 4.00 ft 1 0.628 0.139 104.24 58.20 104.24 277.08 165.92 1.15 1.00 14.72 159.30 106.20
Dsgn. L = 4.00 ft 1 0.599 0.058 99.36 75.03 99.36 277.08 165.92 1.11 1.00 6.15 159.30 106.20Dsgn. L = 4.00 ft 1 0.452 0.059 75.03 50.13 75.03 277.08 165.92 1.15 1.00 6.29 159.30 106.20Dsgn. L = 4.00 ft 1 0.302 0.061 50.13 24.68 50.13 277.08 165.92 1.25 1.00 6.43 159.30 106.20Dsgn. L = 3.80 ft 1 0.149 0.062 24.68 24.68 277.08 165.92 1.66 1.00 6.56 159.30 106.20
+0.60DDsgn. L = 3.94 ft 1 0.119 0.048 19.72 19.72 277.08 165.92 1.67 1.00 5.05 159.30 106.20Dsgn. L = 4.00 ft 1 0.212 0.047 35.22 19.72 35.22 277.08 165.92 1.15 1.00 4.97 159.30 106.20
Dsgn. L = 4.00 ft 1 0.203 0.019 33.63 25.61 33.63 277.08 165.92 1.10 1.00 2.04 159.30 106.20Dsgn. L = 4.00 ft 1 0.154 0.020 25.61 17.25 25.61 277.08 165.92 1.15 1.00 2.13 159.30 106.20Dsgn. L = 4.00 ft 1 0.104 0.021 17.25 8.56 17.25 277.08 165.92 1.24 1.00 2.21 159.30 106.20Dsgn. L = 3.80 ft 1 0.052 0.022 8.56 8.56 277.08 165.92 1.66 1.00 2.29 159.30 106.20
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6361 10.721 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 17.002 7.474 0.909 6.476 7.254 7.252 2.517 2.042 2.051
Max Upward from Load Combinations 17.002 7.474 0.909 6.476 7.254 7.252 2.517 2.042 2.051Max Upward from Load Cases 8.583 3.822 0.909 6.476 7.254 7.252 2.517 2.042 2.051Max Downward from all Load Conditions (Resis 0.909 6.476 7.254 7.252 2.517 2.042 2.051Max Downward from Load Combinations (Resis 0.909 6.476 7.254 7.252 2.517 2.042 2.051
Max Downward from Load Cases (Resisting Up 0.909 6.476 7.254 7.252 2.517 2.042 2.051D Only 8.419 3.822 0.909 6.476 7.254 7.252 2.517 2.042 2.051+D+Lr 17.002 7.474 0.909 6.476 7.254 7.252 2.517 2.042 2.051
+D+0.750Lr 14.856 6.561 0.909 6.476 7.254 7.252 2.517 2.042 2.051+0.60D 5.051 2.293 0.909 6.476 7.254 7.252 2.517 2.042 2.051Lr Only 8.583 3.653 0.909 6.476 7.254 7.252 2.517 2.042 2.051
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Beam Supporting Joists
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 14.0 ft, (roof dead and live load)
Point Load : D = 2.606 k @ 10.667 ft, (wall weight (15 psf * 15 ft tall * 11.583 trib))
Uniform Load : D = 0.2250 k/ft, Extent = 10.667 -->> 15.0 ft, Tributary Width = 1.0 ft, (wall weight (15 psf * 15 ft tall))
Design OKDESIGN SUMMARYMaximum Bending Stress Ratio =0.264: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
6.527 kMn / Omega : Allowable 82.834k-ft Vn/Omega : Allowable
W14x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
63.020 k
Section used for this span W14x22Ma : Applied
Maximum Shear Stress Ratio =0.104 : 1
15.000 ft
21.882k-ft Va : Applied
0 <360
1179Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.056 in 3,242Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.153 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr Only
Span: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 15.00 ft 1 0.180 0.070 14.89 14.89 138.33 82.83 1.00 1.00 4.43 94.53 63.02+D+LrDsgn. L = 15.00 ft 1 0.264 0.104 21.88 21.88 138.33 82.83 1.00 1.00 6.53 94.53 63.02
+D+0.750LrDsgn. L = 15.00 ft 1 0.242 0.095 20.04 20.04 138.33 82.83 1.00 1.00 6.00 94.53 63.02+0.60D
Dsgn. L = 15.00 ft 1 0.108 0.042 8.93 8.93 138.33 82.83 1.00 1.00 2.66 94.53 63.02
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1526 7.800 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.734 6.527 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
Max Upward from Load Combinations 4.734 6.527 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Beam Supporting Joists
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Cases 2.634 4.427 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
Max Downward from all Load Conditions (Resis 7.278 1.869 5.208 5.949 -0.836 5.638 2.005Max Downward from Load Combinations (Resis 7.278 1.869 5.208 5.949 -0.836 5.638 2.005Max Downward from Load Cases (Resisting Up 7.278 1.869 5.208 5.949 -0.836 5.638 2.005D Only 2.634 4.427 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
+D+Lr 4.734 6.527 7.278 1.869 5.208 5.949 -0.836 5.638 2.005+D+0.750Lr 4.209 6.002 7.278 1.869 5.208 5.949 -0.836 5.638 2.005+0.60D 1.580 2.656 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
Lr Only 2.100 2.100 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Beam Supporting Brick Wall
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : IBC 2021
Material Properties
Analysis Method :ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional bucklingAllowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing :E: Modulus : 29,000.0
Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loadingUniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (roof dead and live load)
Uniform Load : D = 0.90 k/ft, Tributary Width = 1.0 ft, (wall weight (120 pcf * 9" brick * 10 ft tall))
Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.307: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
7.023 k
Mn / Omega : Allowable 82.834k-ft Vn/Omega : Allowable
W14x22Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+Lr
63.020 k
Section used for this span W14x22Ma : Applied
Maximum Shear Stress Ratio =0.111 : 1
0.000 ft
25.457k-ft Va : Applied
0 <3601038Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.005 in 37,696Ratio = >=360
Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.168 in Ratio = >=180Max Upward Total Deflection 0.000 in
Span: 1 : Lr OnlySpan: 1 : +D+Lr
Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
MV Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D OnlyDsgn. L = 14.50 ft 1 0.299 0.108 24.76 24.76 138.33 82.83 1.00 1.00 6.83 94.53 63.02+D+Lr
Dsgn. L = 14.50 ft 1 0.307 0.111 25.46 25.46 138.33 82.83 1.00 1.00 7.02 94.53 63.02+D+0.750LrDsgn. L = 14.50 ft 1 0.305 0.111 25.28 25.28 138.33 82.83 1.00 1.00 6.97 94.53 63.02+0.60D
Dsgn. L = 14.50 ft 1 0.179 0.065 14.85 14.85 138.33 82.83 1.00 1.00 4.10 94.53 63.02
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1677 7.291 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.023 7.023 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
Max Upward from Load Combinations 7.023 7.023 7.278 1.869 5.208 5.949 -0.836 5.638 2.005Max Upward from Load Cases 6.829 6.829 7.278 1.869 5.208 5.949 -0.836 5.638 2.005Max Downward from all Load Conditions (Resis 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
Max Downward from Load Combinations (Resis 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
0%
Steel Beam
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Roof Beam Supporting Brick Wall
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Downward from Load Cases (Resisting Up 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
D Only 6.829 6.829 7.278 1.869 5.208 5.949 -0.836 5.638 2.005+D+Lr 7.023 7.023 7.278 1.869 5.208 5.949 -0.836 5.638 2.005+D+0.750Lr 6.974 6.974 7.278 1.869 5.208 5.949 -0.836 5.638 2.005+0.60D 4.098 4.098 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
Lr Only 0.193 0.193 7.278 1.869 5.208 5.949 -0.836 5.638 2.005
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam across roof 1 worst case reaction: Axial Load at 18.50 ft, D = 9.002, LR = 8.433 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.7437
Location of max.above base 0.0 ft
17.661 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.389 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.744 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.655 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.233 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 9.228+D+Lr 17.661+D+0.750Lr 15.553
+0.60D 5.537Lr Only 8.433
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 17.661Minimum" 5.537
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 9.228Minimum" 9.228MaximumReaction, Y-Y Axis Base 9.228
Minimum" 9.228MaximumReaction, X-X Axis Top 9.228Minimum" 9.228
MaximumReaction, Y-Y Axis Top 9.228
Minimum" 9.228MaximumMoment, X-X Axis Base 9.228Minimum" 9.228
MaximumMoment, Y-Y Axis Base 9.228Minimum" 9.228MaximumMoment, X-X Axis Top 9.228
Minimum" 9.228
MaximumMoment, Y-Y Axis Top 9.228Minimum" 9.228
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 17661 lbs
Foundation Area = 12.25 sq.ft (3'-6" both ways)
Soil Pressure = 1442 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam across roof 2 worst case reaction: Axial Load at 18.50 ft, D = 12.103, LR = 7.254 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.8247
Location of max.above base 0.0 ft
19.583 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.519 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.825 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.748 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.312 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 12.329+D+Lr 19.583+D+0.750Lr 17.769
+0.60D 7.397Lr Only 7.254
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 19.583Minimum" 7.254
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 12.329Minimum" 12.329MaximumReaction, Y-Y Axis Base 12.329
Minimum" 12.329MaximumReaction, X-X Axis Top 12.329Minimum" 12.329
MaximumReaction, Y-Y Axis Top 12.329
Minimum" 12.329MaximumMoment, X-X Axis Base 12.329Minimum" 12.329
MaximumMoment, Y-Y Axis Base 12.329Minimum" 12.329MaximumMoment, X-X Axis Top 12.329
Minimum" 12.329
MaximumMoment, Y-Y Axis Top 12.329Minimum" 12.329
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 19583 lbs
Foundation Area = 13.444 sq.ft (3'-8" both ways)
Soil Pressure = 1457 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Gridline A Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam across roof 1 gridline A reaction: Axial Load at 18.50 ft, D = 0.8950, LR = 1.164 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.09622
Location of max.above base 0.0 ft
2.285 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.047 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.096 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.084 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.028 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 1.121+D+Lr 2.285+D+0.750Lr 1.994
+0.60D 0.673Lr Only 1.164
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 2.285Minimum" 0.673
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Gridline A Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 1.121Minimum" 1.121MaximumReaction, Y-Y Axis Base 1.121
Minimum" 1.121MaximumReaction, X-X Axis Top 1.121Minimum" 1.121
MaximumReaction, Y-Y Axis Top 1.121
Minimum" 1.121MaximumMoment, X-X Axis Base 1.121Minimum" 1.121
MaximumMoment, Y-Y Axis Base 1.121Minimum" 1.121MaximumMoment, X-X Axis Top 1.121
Minimum" 1.121
MaximumMoment, Y-Y Axis Top 1.121Minimum" 1.121
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Gridline A Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 2285 lbsBrick Wall Load = 120 pcf * 9in/(12in/ft) * 18.5 ft tall * 12 ft wide = 19980 lbs
Total Load = 22265 lbs
Foundation Area = 15 sq.ft (1'-3" wide x 12' long)
Soil Pressure = 1484 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Gridline B Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam across roof 1 gridline B: Axial Load at 18.50 ft, D = 3.045, LR = 2.042 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.2237
Location of max.above base 0.0 ft
5.313 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.138 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.224 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.202 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.083 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 3.271+D+Lr 5.313+D+0.750Lr 4.802
+0.60D 1.963Lr Only 2.042
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 5.313Minimum" 1.963
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Gridline B Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 3.271Minimum" 3.271MaximumReaction, Y-Y Axis Base 3.271
Minimum" 3.271MaximumReaction, X-X Axis Top 3.271Minimum" 3.271
MaximumReaction, Y-Y Axis Top 3.271
Minimum" 3.271MaximumMoment, X-X Axis Base 3.271Minimum" 3.271
MaximumMoment, Y-Y Axis Base 3.271Minimum" 3.271MaximumMoment, X-X Axis Top 3.271
Minimum" 3.271
MaximumMoment, Y-Y Axis Top 3.271Minimum" 3.271
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 1 Gridline B Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 5313 lbs
Brick Wall Load = 120 pcf * 9in/(12in/ft) * 18.5 ft tall * 3 ft wide = 4995 lbs
Total Load = 30288 lbs
Foundation Area = 9 sq.ft (3' both ways)
Soil Pressure = 1145 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Gridline A Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam across roof 2 gridline A reaction: Axial Load at 18.50 ft, D = 2.082, LR = 1.763 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.1714
Location of max.above base 0.0 ft
4.071 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.097 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.171 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.153 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.058 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 2.308+D+Lr 4.071+D+0.750Lr 3.630
+0.60D 1.385Lr Only 1.763
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 4.071Minimum" 1.385
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Gridline A Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 2.308Minimum" 2.308MaximumReaction, Y-Y Axis Base 2.308
Minimum" 2.308MaximumReaction, X-X Axis Top 2.308Minimum" 2.308
MaximumReaction, Y-Y Axis Top 2.308
Minimum" 2.308MaximumMoment, X-X Axis Base 2.308Minimum" 2.308
MaximumMoment, Y-Y Axis Base 2.308Minimum" 2.308MaximumMoment, X-X Axis Top 2.308
Minimum" 2.308
MaximumMoment, Y-Y Axis Top 2.308Minimum" 2.308
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Gridline A Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 4071 lbs
Brick Wall Load = 120 pcf * 9in/(12in/ft) * 18.5 ft tall * 3 ft wide = 4995 lbs
Total Load = 22265 lbs
Foundation Area = 9 sq.ft (3' both ways)Soil Pressure = 1007 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Gridline B Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam across roof 2 gridline B reactions: Axial Load at 18.50 ft, D = 2.850, LR = 2.517 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.2355
Location of max.above base 0.0 ft
5.593 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.130 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.236 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.209 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.078 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 3.076+D+Lr 5.593+D+0.750Lr 4.964
+0.60D 1.846Lr Only 2.517
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 5.593Minimum" 1.846
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Gridline B Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 3.076Minimum" 3.076MaximumReaction, Y-Y Axis Base 3.076
Minimum" 3.076MaximumReaction, X-X Axis Top 3.076Minimum" 3.076
MaximumReaction, Y-Y Axis Top 3.076
Minimum" 3.076MaximumMoment, X-X Axis Base 3.076Minimum" 3.076
MaximumMoment, Y-Y Axis Base 3.076Minimum" 3.076MaximumMoment, X-X Axis Top 3.076
Minimum" 3.076
MaximumMoment, Y-Y Axis Top 3.076Minimum" 3.076
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beams Across Roof 2 Gridline B Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 5593 lbs
Brick Wall Load = 120 pcf * 9in/(12in/ft) * 18.5 ft tall * 3 ft wide = 4995 lbs
Total Load = 22265 lbs
Foundation Area = 9 sq.ft (3' both ways)
Soil Pressure = 1176 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Truss Post 1
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam supporting existing truss reaction 1: Axial Load at 18.50 ft, D = 8.419, LR = 8.583 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.7255
Location of max.above base 0.0 ft
17.228 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.364 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.726 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.635 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.218 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 8.645+D+Lr 17.228+D+0.750Lr 15.082
+0.60D 5.187Lr Only 8.583
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 17.228Minimum" 5.187
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Truss Post 1
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 8.645Minimum" 8.645MaximumReaction, Y-Y Axis Base 8.645
Minimum" 8.645MaximumReaction, X-X Axis Top 8.645Minimum" 8.645
MaximumReaction, Y-Y Axis Top 8.645
Minimum" 8.645MaximumMoment, X-X Axis Base 8.645Minimum" 8.645
MaximumMoment, Y-Y Axis Base 8.645Minimum" 8.645MaximumMoment, X-X Axis Top 8.645
Minimum" 8.645
MaximumMoment, Y-Y Axis Top 8.645Minimum" 8.645
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Truss Post 1
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 17228 lbs
Foundation Area = 12.25 sq.ft
Soil Pressure = 1406 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Truss Post 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS5x5x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 288.970 lbs * Dead Load FactorAXIAL LOADS . . .steel beam supporting existing truss reaction 2: Axial Load at 18.50 ft, D = 3.822, LR = 3.653 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.1589
Location of max.above base 0.0 ft
7.764 k
48.849 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
18.987 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
18.987 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.084 1.00 1.00 115.03 115.03+D+Lr PASS PASS0.00 0.000 0.00 ftft0.159 1.00 1.00 115.03 115.03+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.140 1.00 1.00 115.03 115.03
+0.60D PASS PASS0.00 0.000 0.00 ftft0.050 1.00 1.00 115.03 115.03
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 4.111+D+Lr 7.764+D+0.750Lr 6.851
+0.60D 2.467Lr Only 3.653
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 7.764Minimum" 2.467
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Truss Post 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 4.111Minimum" 4.111MaximumReaction, Y-Y Axis Base 4.111
Minimum" 4.111MaximumReaction, X-X Axis Top 4.111Minimum" 4.111
MaximumReaction, Y-Y Axis Top 4.111
Minimum" 4.111MaximumMoment, X-X Axis Base 4.111Minimum" 4.111
MaximumMoment, Y-Y Axis Base 4.111Minimum" 4.111MaximumMoment, X-X Axis Top 4.111
Minimum" 4.111
MaximumMoment, Y-Y Axis Top 4.111Minimum" 4.111
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS5x5x1/4
R xx =
1.930
in
Depth = 5.000 in
R yy =
1.930
in
J = 25.800 in^4
Width = 5.000 in
Wall Thick
=
0.250 in Zx = 7.610 in^3
Area
=
4.300 in^2
Weight = 15.620 plf
I xx = 16.00 in^4
S xx = 6.41 in^3Design Thick = 0.233 in
I yy = 16.000 in^4 C = 10.500 in^3
S yy = 6.410 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Truss Post 2
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 7764 lbs
Foundation Area = 9 sq.ftSoil Pressure = 863 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Joists Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam supporting existing joists reaction: Axial Load at 18.50 ft, D = 4.427, LR = 2.10 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.2844
Location of max.above base 0.0 ft
6.753 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.196 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.284 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.262 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.118 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 4.653+D+Lr 6.753+D+0.750Lr 6.228
+0.60D 2.792Lr Only 2.100
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 6.753Minimum" 2.100
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Joists Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 4.653Minimum" 4.653MaximumReaction, Y-Y Axis Base 4.653
Minimum" 4.653MaximumReaction, X-X Axis Top 4.653Minimum" 4.653
MaximumReaction, Y-Y Axis Top 4.653
Minimum" 4.653MaximumMoment, X-X Axis Base 4.653Minimum" 4.653
MaximumMoment, Y-Y Axis Base 4.653Minimum" 4.653MaximumMoment, X-X Axis Top 4.653
Minimum" 4.653
MaximumMoment, Y-Y Axis Top 4.653Minimum" 4.653
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Existing Joists Worst Case Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 6753 lbs
Brick Wall Load = 120 pcf * 9in/(12in/ft) * 18.5 ft tall * 3 ft wide = 4995 lbs
Total Load = 11748 lbs
Foundation Area = 9 sq.ft (3' both ways)
Soil Pressure = 1305.33 psf < 1500 psf OK!
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Brick Wall Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Stress Grade
Top & Bottom PinnedAnalysis Method :18.50Overall Column HeightTop & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS4x4x1/4
50.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 18.50 ft, K = 1.0
Unbraced Length for buckling ABOUT X-X Axis = 18.50 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 225.885 lbs * Dead Load FactorAXIAL LOADS . . .steel beam supporting brick wall reaction: Axial Load at 18.50 ft, D = 6.829, LR = 0.1930 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.3052
Location of max.above base 0.0 ft
7.248 k
23.746 k
0.0 k-ft
Load Combination +D+Lr
Load Combination 0.0
11.702 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio
0.0 k
0.0 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
11.702 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 kBottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above base
for load combination :
Along X-X 0.0 in at 0.0ft above base
for load combination :
0.0
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Ry KyLy/Rx
D Only PASS PASS0.00 0.000 0.00 ftft0.297 1.00 1.00 146.05 146.05+D+Lr PASS PASS0.00 0.000 0.00 ftft0.305 1.00 1.00 146.05 146.05+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.303 1.00 1.00 146.05 146.05
+0.60D PASS PASS0.00 0.000 0.00 ftft0.178 1.00 1.00 146.05 146.05
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 7.055+D+Lr 7.248+D+0.750Lr 7.200
+0.60D 4.233Lr Only 0.193
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 7.248Minimum" 0.193
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Brick Wall Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumReaction, X-X Axis Base 7.055Minimum" 7.055MaximumReaction, Y-Y Axis Base 7.055
Minimum" 7.055MaximumReaction, X-X Axis Top 7.055Minimum" 7.055
MaximumReaction, Y-Y Axis Top 7.055
Minimum" 7.055MaximumMoment, X-X Axis Base 7.055Minimum" 7.055
MaximumMoment, Y-Y Axis Base 7.055Minimum" 7.055MaximumMoment, X-X Axis Top 7.055
Minimum" 7.055
MaximumMoment, Y-Y Axis Top 7.055Minimum" 7.055
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+Lr 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr 0.0000 0.000 0.000 ftft inin 0.000+0.60D 0.0000 0.000 0.000 ftft inin 0.000
Lr Only 0.0000 0.000 0.000 ftft inin 0.000
Steel Section Properties :HSS4x4x1/4
R xx =
1.520
in
Depth = 4.000 in
R yy =
1.520
in
J = 12.800 in^4
Width = 4.000 in
Wall Thick
=
0.250 in Zx = 4.690 in^3
Area
=
3.370 in^2
Weight = 12.210 plf
I xx = 7.80 in^4
S xx = 3.90 in^3Design Thick = 0.233 in
I yy = 7.800 in^4 C = 6.560 in^3
S yy = 3.900 in^3
Ycg = 0.000 in
0%
Steel Column
LIC# : KW-06015294, Build:20.22.12.28 GROSSMAN & SPEER ASSOCIATES, INC. (c) ENERCALC INC 1983-2022
DESCRIPTION:Steel Beam Supporting Brick Wall Post
Project File: 24142 roof beams and posts.ec6
Project Title:Engineer:Project ID:Project Descr:
Sketches
Foundation Check:
Post Load = 7248 lbs
Brick Wall Load = 120 pcf * 9in/(12in/ft) * 18.5 ft tall * 3 ft wide = 4995 lbs
Total Load = 12243 lbs
Foundation Area = 9 sq.ft (3' both ways)
Soil Pressure = 1360 psf < 1500 psf OK!
0%
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GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
Seismic Load Coefficient
Special Reinforced Masonry Shear Walls SDS = 1.299 R = 5 Ω = 2.5 Cd = 3.5 Ie = 1
CS = SDS / (R / Ie) = 0.26Wp
Diaphragm Coefficient
Fpx = 0.2SDSIeWp = 0.26Wp
24142
Seismic Load Coefficient
0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
24142
Seismic Load (E) Shear Wall With New Openings
0%
new openings
(E) Shear Wall With New Openings Comp. Model 0%
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
Masonry Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Self Weight [lb/ft³]f'm [ksi]Flex Steel [ksi]Shear Steel [ksi]
1 Clay Matl 1050 420 0.25 0.6 Custom 1.5 40 40
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing
1 WP1 N1 N15 N26 N13 Masonry Clay Matl 8 Typical 24
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 8"Fully Grouted Yes NCMA
Basic Load Cases
BLC Description Category X Gravity Y Gravity Distributed
1 DL DL -1 2
2 EL EL 0.26 1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor
1 ASCE Strength 6 (a)Yes Y DL 1.2 Sds*DL 0.2 EL 1
2 ASCE Strength 6 (b)Yes Y DL 1.2 Sds*DL 0.2 EL -1
3 ASCE Strength 7 (a)Yes Y DL 0.9 Sds*DL -0.2 EL 1
4 ASCE Strength 7 (b)Yes Y DL 0.9 Sds*DL -0.2 EL -1
Wall Panel Distributed Loads (BLC 1 : DL)
Wall Label Direction Start Magnitude [lb/ft, F]End Magnitude [lb/ft, F]Start Location [(ft, %)]End Location [(ft, %)]
1 WP1(0ft)Y -312 -312 0 75
2 WP1(18.5ft)Y -280 -280 0 75
Wall Panel Distributed Loads (BLC 2 : EL)
Wall Label Direction Start Magnitude [lb/ft, F]End Magnitude [lb/ft, F]Start Location [(ft, %)]End Location [(ft, %)]
1 WP1(18.5ft)X 1051 1051 0 %100
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 Not Reqd.#4@24" oc (ctr)1-#4
2 R2 Not Reqd.#4@24" oc (ctr)1-#4
3 R3 Not Reqd.#4@24" oc (ctr)1-#4
4 R4 Not Reqd.#4@24" oc (ctr)1-#4
5 R5 Not Reqd.#4@24" oc (ctr)1-#4
6 R6 Not Reqd.#4@24" oc (ctr)1-#4
7 R7 Not Reqd.#4@24" oc (ctr)1-#4
8 R8 Not Reqd.#4@24" oc (ctr)1-#4
9 R9 Not Reqd.#4@24" oc (ctr)1-#4
10 R10 Not Reqd.#4@24" oc (ctr)1-#4
11 R11 Not Reqd.#4@24" oc (ctr)1-#4
(E) Shear Wall With New Openings Comp. Model 0%
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 2
TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)
Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[k]Mn*phi[k-ft]Vn*phi[k]
1 WP1 R1 Typical 0.1749 2 0.4763 3 0.1339 3 133.1491 23.7288 22.3516
2 R2 Typical 0.0246 2 0.1444 3 0.1213 3 202.1935 21.6082 32.717
3 R3 Typical 0.0974 2 0.9514 3 0.1997 4 445.0986 118.651 110.2737
4 R4 Typical 0.0164 2 0.1804 4 0.2046 4 202.1935 22.6426 34.7183
5 R5 Typical 0.0805 1 0.6773 4 0.2171 4 798.8949 362.0152 218.1694
6 R6 Typical 0.0166 2 0.2251 4 0.1664 2 303.2902 34.781 52.6096
7 R7 Typical 0.1042 2 0.6114 3 0.2189 3 155.9747 39.6369 28.6921
8 R8 Typical 0.0161 1 0.2494 3 0.1672 1 334.883 38.6252 58.3562
9 R9 Typical 0.0966 1 0.9119 4 0.2288 1 437.49 141.6298 112.3407
10 R10 Typical 0.0242 1 0.1598 4 0.1324 4 202.1935 21.6082 32.6992
11 R11 Typical 0.178 1 0.5247 4 0.1404 1 133.1491 23.7288 27.0659
Envelope Wall Panel Forces
Wall LabelElevation [ft]Axial [k]LC x Shear [k]LC z Shear [k]LC x-x Moment [k-ft]LC z-z Moment [k-ft]LC
1 WP1 0 max 172.9408 2 104.1783 1 0 4 0 4 1763.3114 2
2 0 min 75.8437 3 -104.1781 2 0 1 0 1 -1684.9485 3
(E) Shear Wall With New Openings Comp. Model 0%
Detail Report: WP1
Masonry Wall
R1
R2
R3
R4
R5
R6
R7
R8
R9
R10
R11L1 L2 L3 L4 L5
N1 N13
N15 N26
18
.
5
f
t
75 ft
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Design Rule:Typical
Seismic Design Rule:None
Wall Area:NCMA
Transfer In?:No
Transfer Out?:No
K:1
Use Cracked?:Yes
In Icr Factor:0.5
Out Icr Factor:0.5
Custom Regions:No
MATERIALS
Material Type:Masonry
Material Set:Clay Matl
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Mortar Type:Type M or S
Cement Type:Portland, Lime/Mortar
GEOMETRY
Total Height (ft):18.5
Total Length (ft):75
Total Lintel Depth (in):16
Block Nom Width:8"
Block Grouting:Fully Grouted
1.5 Shear Factor:No
REGION RESULTS
Region UC Max In Plane LC UC Shear In Plane LC UC Max Out Plane LC UC Shear Out Plane LC
R1 0.4763 3 0.1339 3 0.1576 2 NC NC
R2 0.1444 3 0.1213 3 0.0222 2 NC NC
R3 0.9514 3 0.1997 4 0.0878 2 NC NC
R4 0.1804 4 0.2046 4 0.0148 2 NC NC
R5 0.6773 4 0.2171 4 0.0725 1 NC NC
R6 0.2251 4 0.1664 2 0.0149 2 NC NC
R7 0.6114 3 0.2189 3 0.0939 2 NC NC
R8 0.2494 3 0.1672 1 0.0145 1 NC NC
R9 0.9119 4 0.2288 1 0.0871 1 NC NC
R10 0.1598 4 0.1324 4 0.0218 1 NC NC
R11 0.5247 4 0.1404 1 0.1604 1 NC NC
REINFORCEMENT RESULTS
Region Vertical Reinforcement Horizontal Reinforcement Boundary Reinforcement
R1 #4@24" oc ctr Not Reqd.1-#4 ctr
R2 #4@24" oc ctr Not Reqd.1-#4 ctr
R3 #4@24" oc ctr Not Reqd.1-#4 ctr
R4 #4@24" oc ctr Not Reqd.1-#4 ctr
R5 #4@24" oc ctr Not Reqd.1-#4 ctr
R6 #4@24" oc ctr Not Reqd.1-#4 ctr
R7 #4@24" oc ctr Not Reqd.1-#4 ctr
R8 #4@24" oc ctr Not Reqd.1-#4 ctr
R9 #4@24" oc ctr Not Reqd.1-#4 ctr
R10 #4@24" oc ctr Not Reqd.1-#4 ctr
R11 #4@24" oc ctr Not Reqd.1-#4 ctr
LINTEL REINFORCEMENT RESULTS
Lintel Flexural Reinforcement Shear Reinforcement
L1 1-#4 Not Reqd.
L2 1-#4 Not Reqd.
L3 1-#4 Not Reqd.
L4 1-#4 Not Reqd.
L5 1-#4 Not Reqd.
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1Masonry Wall R1R2R3R4R5R6R7R8R9R10R11L1L2L3L4L5N1 N13 N15 N26 18.5 ft 75 ftCRITERIACode:TMS 402-16: StrengthSpecial Insp:NoDesign Rule:TypicalSeismic Design Rule:NoneWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:No MATERIALSMaterial Type:MasonryMaterial Set:Clay MatlMasonry f'm (ksi):1.5Masonry Em (ksi):1050Steel fy (ksi):40Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (ft):18.5Total Length (ft):75Total Lintel Depth (in):16Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegionUC Max In Plane LC UC Shear In Plane LC UC Max Out Plane LC UC Shear Out Plane LCR10.4763 3 0.1339 3 0.1576 2 NC NCR20.1444 3 0.1213 3 0.0222 2 NC NCR30.9514 3 0.1997 4 0.0878 2 NC NCR40.1804 4 0.2046 4 0.0148 2 NC NCR50.6773 4 0.2171 4 0.0725 1 NC NCR60.2251 4 0.1664 2 0.0149 2 NC NCR70.6114 3 0.2189 3 0.0939 2 NC NCR80.2494 3 0.1672 1 0.0145 1 NC NCR90.9119 4 0.2288 1 0.0871 1 NC NCR100.1598 4 0.1324 4 0.0218 1 NC NCR110.5247 4 0.1404 1 0.1604 1 NC NCREINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary Reinforcement
R1 #4@24" oc ctr Not Reqd.1-#4 ctr
R2 #4@24" oc ctr Not Reqd.1-#4 ctr
R3 #4@24" oc ctr Not Reqd.1-#4 ctr
R4 #4@24" oc ctr Not Reqd.1-#4 ctr
R5 #4@24" oc ctr Not Reqd.1-#4 ctr
R6 #4@24" oc ctr Not Reqd.1-#4 ctr
R7 #4@24" oc ctr Not Reqd.1-#4 ctr
R8 #4@24" oc ctr Not Reqd.1-#4 ctr
R9 #4@24" oc ctr Not Reqd.1-#4 ctr
R10 #4@24" oc ctr Not Reqd.1-#4 ctr
R11 #4@24" oc ctr Not Reqd.1-#4 ctr
LINTEL REINFORCEMENT RESULTS
Lintel Flexural Reinforcement Shear Reinforcement
L1 1-#4 Not Reqd.
L2 1-#4 Not Reqd.
L3 1-#4 Not Reqd.
L4 1-#4 Not Reqd.
L5 1-#4 Not Reqd.
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 2
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):42
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18.5
Total Length (ft):3.5
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 23.2848 at 0 ft
Min: -8.0381 at 6.475 ft
P
k
Max: 2.9934 at 18.5 ft
Min: -3.4792 at 0 ft
V
k
Max: 14.1873 at 0 ft
Min: -11.3017 at 0 ft
M
k-ft
WARNINGProgram does not design masonry wall for axial tension.
AXIAL DETAILS
P/(Pn*Φ):0.175
P (k):23.285
Pn (k):147.943
Φ:0.9
Location (ft):0
Load Comb:2
Rad gyration r (in):2.2
h'/r:100.909
Red Factor R:0.481
BENDING SUMMARY
Mu/(Mn*Φ):0.476
Mu (k-ft):11.302
Mn (k-ft):26.365
Φ:0.9
Location (ft):0
Load Comb:3
a (in):1.717
c (in):2.146
d (in):42
SHEAR SUMMARY
Vu/(Vn*Φ):0.134
Vu (k):2.993
Vn (k):27.94
Φ:0.8
Location (ft):18.5
Load Comb:3
Corresponding M (k-
ft):
14.187
Corresponding P (k):0.129
M / (V*d):1
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
0Q $V
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Detail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No. Tens Bars:1Effective Depth (in):42 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1050Steel fy (ksi):40Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):18.5Total Length (ft):3.5Block Grouting:Fully GroutedGrout Spacing:24"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 23.2848 at 0 ftMin: -8.0381 at 6.475 ftPk Max: 2.9934 at 18.5 ftMin: -3.4792 at 0 ftVk Max: 14.1873 at 0 ftMin: -11.3017 at 0 ftMk-ftWARNINGProgram does not design masonry wall for axial tension.AXIAL DETAILSP/(Pn*Φ):0.175P (k):23.285Pn (k):147.943 Φ:0.9Location (ft):0Load Comb:2 Rad gyration r (in):2.2h'/r:100.909Red Factor R:0.481BENDING SUMMARYMu/(Mn*Φ):0.476
Mu (k-ft):11.302
Mn (k-ft):26.365
Φ:0.9
Location (ft):0
Load Comb:3
a (in):1.717
c (in):2.146
d (in):42
SHEAR SUMMARY
Vu/(Vn*Φ):0.134
Vu (k):2.993
Vn (k):27.94
Φ:0.8
Location (ft):18.5
Load Comb:3
Corresponding M (k-
ft):
14.187
Corresponding P (k):0.129
M / (V*d):1
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 2
(E) Shear Wall With New Openings Comp. Results 0%
9Q
0X 9
G
$QY
VTUW I
P
3X
VTUW
Detail Report: WP1 (In-Plane, Region R3)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):140.4
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18.5
Total Length (ft):11.7
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 43.3695 at 0 ft
Min: 4.8162 at 18.5 ft
P
k
Max: 21.1152 at 0 ft
Min: -22.6012 at 0 ft
V
k
Max: 123.5712 at 0 ft
Min: -112.881 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.097
P (k):43.369
Pn (k):494.554
Φ:0.9
Location (ft):0
Load Comb:2
Rad gyration r (in):2.2
h'/r:100.909
Red Factor R:0.481
BENDING SUMMARY
Mu/(Mn*Φ):0.951
Mu (k-ft):112.881
Mn (k-ft):131.834
Φ:0.9
Location (ft):0
Load Comb:3
a (in):2.281
c (in):2.852
d (in):140.4
SHEAR SUMMARY
Vu/(Vn*Φ):0.2
Vu (k):22.021
Vn (k):137.842
Φ:0.8
Location (ft):0
Load Comb:4
Corresponding M (k-
ft):
123.571
Corresponding P (k):23.601
M / (V*d):0.467
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1 (In-Plane, Region R5)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):252
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18.5
Total Length (ft):21
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 64.2741 at 0 ft
Min: 8.6297 at 18.5 ft
P
k
Max: 46.2524 at 0 ft
Min: -48.0673 at 0 ft
V
k
Max: 245.2051 at 0 ft
Min: -262.1564 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.08
P (k):64.274
Pn (k):887.661
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:100.909
Red Factor R:0.481
BENDING SUMMARY
Mu/(Mn*Φ):0.677
Mu (k-ft):245.205
Mn (k-ft):402.239
Φ:0.9
Location (ft):0
Load Comb:4
a (in):3.338
c (in):4.172
d (in):252
SHEAR SUMMARY
Vu/(Vn*Φ):0.217
Vu (k):47.357
Vn (k):272.712
Φ:0.8
Location (ft):0
Load Comb:4
Corresponding M (k-
ft):
238.612
Corresponding P (k):23.279
M / (V*d):0.236
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1 (In-Plane, Region R7)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):49.2
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18.5
Total Length (ft):4.1
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 16.2544 at 0 ft
Min: 1.6731 at 18.5 ft
P
k
Max: 6.3216 at 0 ft
Min: -6.214 at 0 ft
V
k
Max: 23.8453 at 0 ft
Min: -24.4811 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.104
P (k):16.254
Pn (k):173.305
Φ:0.9
Location (ft):0
Load Comb:2
Rad gyration r (in):2.2
h'/r:100.909
Red Factor R:0.481
BENDING SUMMARY
Mu/(Mn*Φ):0.611
Mu (k-ft):24.232
Mn (k-ft):44.041
Φ:0.9
Location (ft):0
Load Comb:3
a (in):2.268
c (in):2.836
d (in):49.2
SHEAR SUMMARY
Vu/(Vn*Φ):0.219
Vu (k):6.279
Vn (k):35.865
Φ:0.8
Location (ft):0
Load Comb:3
Corresponding M (k-
ft):
24.481
Corresponding P (k):7.055
M / (V*d):0.945
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1 (In-Plane, Region R9)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):138
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18.5
Total Length (ft):11.5
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 42.2808 at 0 ft
Min: 4.7755 at 18.5 ft
P
k
Max: 25.7036 at 0 ft
Min: -22.6044 at 0 ft
V
k
Max: 129.157 at 0 ft
Min: -137.4301 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.097
P (k):42.281
Pn (k):486.1
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:100.909
Red Factor R:0.481
BENDING SUMMARY
Mu/(Mn*Φ):0.912
Mu (k-ft):129.157
Mn (k-ft):157.366
Φ:0.9
Location (ft):0
Load Comb:4
a (in):2.582
c (in):3.227
d (in):138
SHEAR SUMMARY
Vu/(Vn*Φ):0.229
Vu (k):25.704
Vn (k):140.426
Φ:0.8
Location (ft):0
Load Comb:1
Corresponding M (k-
ft):
137.43
Corresponding P (k):42.281
M / (V*d):0.465
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1 (In-Plane, Region R11)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):42
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1050
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18.5
Total Length (ft):3.5
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 23.7005 at 0 ft
Min: -8.5818 at 6.475 ft
P
k
Max: 3.7989 at 0 ft
Min: -3.0031 at 18.5 ft
V
k
Max: 12.4508 at 0 ft
Min: -15.6207 at 0 ft
M
k-ft
WARNINGProgram does not design masonry wall for axial tension.
AXIAL DETAILS
P/(Pn*Φ):0.178
P (k):23.701
Pn (k):147.943
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:100.909
Red Factor R:0.481
BENDING SUMMARY
Mu/(Mn*Φ):0.525
Mu (k-ft):12.451
Mn (k-ft):26.365
Φ:0.9
Location (ft):0
Load Comb:4
a (in):1.717
c (in):2.146
d (in):42
SHEAR SUMMARY
Vu/(Vn*Φ):0.14
Vu (k):3.799
Vn (k):33.832
Φ:0.8
Location (ft):0
Load Comb:1
Corresponding M (k-
ft):
15.621
Corresponding P (k):23.701
M / (V*d):1
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 1
(E) Shear Wall With New Openings Comp. Results 0%
Detail Report: WP1 (In-Plane, Region R11)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No. Tens Bars:1Effective Depth (in):42 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1050Steel fy (ksi):40Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):18.5Total Length (ft):3.5Block Grouting:Fully GroutedGrout Spacing:24"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 23.7005 at 0 ftMin: -8.5818 at 6.475 ftPk Max: 3.7989 at 0 ftMin: -3.0031 at 18.5 ftVk Max: 12.4508 at 0 ftMin: -15.6207 at 0 ftMk-ftWARNINGProgram does not design masonry wall for axial tension.AXIAL DETAILSP/(Pn*Φ):0.178P (k):23.701Pn (k):147.943 Φ:0.9Location (ft):0Load Comb:1 Rad gyration r (in):2.2h'/r:100.909Red Factor R:0.481BENDING SUMMARYMu/(Mn*Φ):0.525
Mu (k-ft):12.451
Mn (k-ft):26.365
Φ:0.9
Location (ft):0
Load Comb:4
a (in):1.717
c (in):2.146
d (in):42
SHEAR SUMMARY
Vu/(Vn*Φ):0.14
Vu (k):3.799
Vn (k):33.832
Φ:0.8
Location (ft):0
Load Comb:1
Corresponding M (k-
ft):
15.621
Corresponding P (k):23.701
M / (V*d):1
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(5).r3d ]Page 2
(E) Shear Wall With New Openings Comp. Results 0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
24142
(N) CMU Shear Wall Loads and diaphragm (High Roof)
0%
(N) CMU Shear Wall Comp. Model (High Roof)0%
RISA-3D Version 22 [ 24142 in-plane(11).r3d ]Page 1
Masonry Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Self Weight [lb/ft³]f'm [ksi]Flex Steel [ksi]Shear Steel [ksi]
1 Concrete Matl 1350 540 0.25 0.6 Custom 2 60 60
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing
1 WP1 N1 N15 N26 N13 Masonry Concrete Matl 8 Typical 16
2 WP2 N31 N20 N1 N21 Concrete Conc3000NW 48 Typical N/A
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 8"Fully Grouted Yes NCMA
Basic Load Cases
BLC Description Category X Gravity Y Gravity Distributed
1 DL DL -1
2 EL EL 0.26 1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor
1 ASCE Strength 6 (a)Yes Y DL 1.2 Sds*DL 0.2 EL 1
2 ASCE Strength 6 (b)Yes Y DL 1.2 Sds*DL 0.2 EL -1
3 ASCE Strength 7 (a)Y DL 0.9 Sds*DL -0.2 EL 1
4 ASCE Strength 7 (b)Y DL 0.9 Sds*DL -0.2 EL -1
Wall Panel Distributed Loads (BLC 2 : EL)
Wall Label Direction Start Magnitude [lb/ft, F]End Magnitude [lb/ft, F]Start Location [(ft, %)]End Location [(ft, %)]
1 WP1(18ft)X 688 688 0 8.58
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 Not Reqd.#4@16" oc (ctr)1-#4
TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)
Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[k]Mn*phi[k-ft]Vn*phi[k]
1 WP1 R1 Typical 0.0383 1 0.8792 2 0.1355 1 459.5984 152.9836 66.714
Envelope Wall Panel Forces
Wall LabelElevation [ft]Axial [k]LC x Shear [k]LC z Shear [k]LC x-x Moment [k-ft]LC z-z Moment [k-ft]LC
1 WP1 0 max 17.5852 2 9.0377 1 0 2 0 2 134.4998 2
2 0 min 17.5852 1 -9.0385 2 0 1 0 1 -134.4853 1
(N) CMU Shear Wall Comp. Model (High Roof)0%
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):102.96
MATERIALS
Masonry f'm (ksi):2
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):18
Total Length (ft):8.58
Block Grouting:Fully Grouted
Grout Spacing:16"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 17.5852 at 0 ft
Min: 0 at 18 ft
P
k
Max: 9.0377 at 0 ft
Min: -9.0385 at 0 ft
V
k
Max: 134.4998 at 0 ft
Min: -134.4853 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.038
P (k):17.585
Pn (k):510.665
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:98.182
Red Factor R:0.508
BENDING SUMMARY
Mu/(Mn*Φ):0.879
Mu (k-ft):134.5
Mn (k-ft):169.982
Φ:0.9
Location (ft):0
Load Comb:2
a (in):2.649
c (in):3.311
d (in):102.96
SHEAR SUMMARY
Vu/(Vn*Φ):0.135
Vu (k):9.038
Vn (k):83.392
Φ:0.8
Location (ft):0
Load Comb:1
Corresponding M (k-
ft):
134.5
Corresponding P (k):17.585
M / (V*d):1
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(11).r3d ]Page 1
(N) CMU Shear Wall Comp. Results (High Roof)0%
Detail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No. Tens Bars:1Effective Depth (in):102.96 MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):18Total Length (ft):8.58Block Grouting:Fully GroutedGrout Spacing:16"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 17.5852 at 0 ftMin: 0 at 18 ft Pk Max: 9.0377 at 0 ftMin: -9.0385 at 0 ftVk Max: 134.4998 at 0 ftMin: -134.4853 at 0 ftMk-ftAXIAL DETAILSP/(Pn*Φ):0.038P (k):17.585Pn (k):510.665 Φ:0.9Location (ft):0Load Comb:1 Rad gyration r (in):2.2h'/r:98.182Red Factor R:0.508BENDING SUMMARYMu/(Mn*Φ):0.879Mu (k-ft):134.5Mn (k-ft):169.982 Φ:0.9Location (ft):0Load Comb:2 a (in):2.649c (in):3.311d (in):102.96SHEAR SUMMARYVu/(Vn*Φ):0.135Vu (k):9.038
Vn (k):83.392
Φ:0.8
Location (ft):0Load Comb:1
Corresponding M (k-
ft):
134.5
Corresponding P (k):17.585
M / (V*d):1Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(11).r3d ]Page 2
(N) CMU Shear Wall Comp. Results (High Roof)0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
24142
(N) CMU Shear Wall Loads and diaphragm (Low Roof, Short Wall)
0%
(N) CMU Shear Wall Comp. Model (Low Roof, Short Wall)0%
RISA-3D Version 22 [ 24142 in-plane(9).r3d ]Page 1
Masonry Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Self Weight [lb/ft³]f'm [ksi]Flex Steel [ksi]Shear Steel [ksi]
1 Concrete Matl 1350 540 0.25 0.6 Custom 2 60 60
2 Clay Matl 1050 420 0.25 0.6 Custom 2 60 60
3 Gen Masonry 1050 420 0.25 0.6 79.999 2 60 60
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing
1 WP1 N1 N15 N26 N13 Masonry Clay Matl 8 Typical 24
2 WP2 N31 N20 N1 N21 Concrete Conc3000NW 36 Typical N/A
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 8"Fully Grouted Yes NCMA
Basic Load Cases
BLC Description Category X Gravity Y Gravity Distributed
1 DL DL -1
2 EL EL 0.26 1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor
1 ASCE Strength 6 (a)Yes Y DL 1.2 Sds*DL 0.2 EL 1
2 ASCE Strength 6 (b)Yes Y DL 1.2 Sds*DL 0.2 EL -1
3 ASCE Strength 7 (a)Y DL 0.9 Sds*DL -0.2 EL 1
4 ASCE Strength 7 (b)Y DL 0.9 Sds*DL -0.2 EL -1
Wall Panel Distributed Loads (BLC 2 : EL)
Wall Label Direction Start Magnitude [lb/ft, F]End Magnitude [lb/ft, F]Start Location [(ft, %)]End Location [(ft, %)]
1 WP1(10ft)X 630 630 0 8.83
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 Not Reqd.#4@24" oc (ctr)1-#4
TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)
Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[k]Mn*phi[k-ft]Vn*phi[k]
1 WP1 R1 Typical 0.0127 1 0.4991 1 0.1092 1 789.4679 129.4114 67.3239
Envelope Wall Panel Forces
Wall LabelElevation [ft]Axial [k]LC x Shear [k]LC z Shear [k]LC x-x Moment [k-ft]LC z-z Moment [k-ft]LC
1 WP1 0 max 10.0542 2 7.3543 1 0 2 0 2 64.5866 2
2 0 min 10.0542 1 -7.3544 2 0 1 0 1 -64.5854 1
(N) CMU Shear Wall Comp. Model (Low Roof, Short Wall)0%
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):105.96
MATERIALS
Masonry f'm (ksi):2
Masonry Em (ksi):1050
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):10
Total Length (ft):8.83
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 10.0542 at 0 ft
Min: 0 at 10 ft
P
k
Max: 7.3543 at 0 ft
Min: -7.3544 at 0 ft
V
k
Max: 64.5866 at 0 ft
Min: -64.5854 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.013
P (k):10.054
Pn (k):877.187
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:54.545
Red Factor R:0.848
BENDING SUMMARY
Mu/(Mn*Φ):0.499
Mu (k-ft):64.585
Mn (k-ft):143.79
Φ:0.9
Location (ft):0
Load Comb:1
a (in):2.269
c (in):2.835
d (in):105.96
SHEAR SUMMARY
Vu/(Vn*Φ):0.109
Vu (k):7.354
Vn (k):84.155
Φ:0.8
Location (ft):0
Load Comb:1
Corresponding M (k-
ft):
64.587
Corresponding P (k):10.054
M / (V*d):0.995
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(9).r3d ]Page 1
(N) CMU Shear Wall Comp. Results (Low Roof, Short Wall)0%
Detail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No. Tens Bars:1Effective Depth (in):105.96 MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1050Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):10Total Length (ft):8.83Block Grouting:Fully GroutedGrout Spacing:24"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 10.0542 at 0 ftMin: 0 at 10 ft Pk Max: 7.3543 at 0 ftMin: -7.3544 at 0 ftVk Max: 64.5866 at 0 ftMin: -64.5854 at 0 ftMk-ftAXIAL DETAILSP/(Pn*Φ):0.013P (k):10.054Pn (k):877.187 Φ:0.9Location (ft):0Load Comb:1 Rad gyration r (in):2.2h'/r:54.545Red Factor R:0.848BENDING SUMMARYMu/(Mn*Φ):0.499Mu (k-ft):64.585Mn (k-ft):143.79 Φ:0.9Location (ft):0Load Comb:1 a (in):2.269c (in):2.835d (in):105.96SHEAR SUMMARYVu/(Vn*Φ):0.109Vu (k):7.354
Vn (k):84.155
Φ:0.8
Location (ft):0Load Comb:1
Corresponding M (k-
ft):
64.587
Corresponding P (k):10.054
M / (V*d):0.995Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(9).r3d ]Page 2
(N) CMU Shear Wall Comp. Results (Low Roof, Short Wall)0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
24142
(N) CMU Shear Wall Loads and diaphragm (Low Roof, Long Wall)
0%
(N) CMU Shear Wall Comp. Model (Low Roof, Long Wall)0%
RISA-3D Version 22 [ 24142 in-plane(8).r3d ]Page 1
Masonry Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Self Weight [lb/ft³]f'm [ksi]Flex Steel [ksi]Shear Steel [ksi]
1 Concrete Matl 1350 540 0.25 0.6 Custom 2 60 60
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing
1 WP1 N1 N15 N26 N13 Masonry Concrete Matl 8 Typical 16
2 WP2 N27 N29 N33 N31 Masonry Concrete Matl 8 Typical 16
3 WP3 N28 N30 N34 N32 Masonry Concrete Matl 8 Typical 16
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 8"Fully Grouted Yes NCMA
Basic Load Cases
BLC Description Category X Gravity Y Gravity Distributed
1 DL DL -1 1
2 EL EL 0.26 1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor
1 ASCE Strength 6 (a)Yes Y DL 1.2 Sds*DL 0.2 EL 1
2 ASCE Strength 6 (b)Yes Y DL 1.2 Sds*DL 0.2 EL -1
3 ASCE Strength 7 (a)Yes Y DL 0.9 Sds*DL -0.2 EL 1
4 ASCE Strength 7 (b)Yes Y DL 0.9 Sds*DL -0.2 EL -1
Wall Panel Distributed Loads (BLC 1 : DL)
Wall Label Direction Start Magnitude [lb/ft, F]End Magnitude [lb/ft, F]Start Location [(ft, %)]End Location [(ft, %)]
1 WP1(0ft)Y -900 -900 0 13.83
Wall Panel Distributed Loads (BLC 2 : EL)
Wall Label Direction Start Magnitude [lb/ft, F]End Magnitude [lb/ft, F]Start Location [(ft, %)]End Location [(ft, %)]
1 WP1(10ft)X 889 889 0 %100
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 Not Reqd.#4@16" oc (ctr)1-#4
TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)
Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[k]Mn*phi[k-ft]Vn*phi[k]
1 WP1 R1 Typical 0.0115 2 0.2827 3 0.1005 3 1236.5052 144.708 169.9627
Envelope Wall Panel Forces
Wall LabelElevation [ft]Axial [k]LC x Shear [k]LC z Shear [k]LC x-x Moment [k-ft]LC z-z Moment [k-ft]LC
1 WP1 0 max 14.2369 2 16.8338 1 0 3 0 3 40.7241 4
2 0 min -0.8089 3 -16.8379 2 0 2 0 1 -40.904 3
(N) CMU Shear Wall Comp. Model (Low Roof, Long Wall)0%
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:1
Effective Depth (in):165.96
MATERIALS
Masonry f'm (ksi):2
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):10
Total Length (ft):13.83
Block Grouting:Fully Grouted
Grout Spacing:16"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 14.2369 at 0 ft
Min: -1.0071 at 1.5 ft
P
k
Max: 17.2762 at 1 ft
Min: -17.2548 at 1 ft
V
k
Max: 40.7241 at 0 ft
Min: -40.904 at 0 ft
M
k-ft
WARNINGProgram does not design masonry wall for axial tension.
AXIAL DETAILS
P/(Pn*Φ):0.012
P (k):14.237
Pn (k):1373.895
Φ:0.9
Location (ft):0
Load Comb:2
Rad gyration r (in):2.2
h'/r:54.545
Red Factor R:0.848
BENDING SUMMARY
Mu/(Mn*Φ):0.283
Mu (k-ft):40.904
Mn (k-ft):160.787
Φ:0.9
Location (ft):0
Load Comb:3
a (in):1.834
c (in):2.293
d (in):165.96
SHEAR SUMMARY
Vu/(Vn*Φ):0.101
Vu (k):17.088
Vn (k):212.453
Φ:0.8
Location (ft):1
Load Comb:3
Corresponding M (k-
ft):
33.573
Corresponding P (k):0
M / (V*d):0.141
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(8).r3d ]Page 1
(N) CMU Shear Wall Comp. Results (Low Roof, Long Wall)0%
Detail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: StrengthSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No. Tens Bars:1Effective Depth (in):165.96 MATERIALSMasonry f'm (ksi):2Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (ft):10Total Length (ft):13.83Block Grouting:Fully GroutedGrout Spacing:16"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 14.2369 at 0 ftMin: -1.0071 at 1.5 ftPk Max: 17.2762 at 1 ftMin: -17.2548 at 1 ftVk Max: 40.7241 at 0 ftMin: -40.904 at 0 ftMk-ftWARNINGProgram does not design masonry wall for axial tension.AXIAL DETAILSP/(Pn*Φ):0.012P (k):14.237Pn (k):1373.895 Φ:0.9Location (ft):0Load Comb:2 Rad gyration r (in):2.2h'/r:54.545Red Factor R:0.848BENDING SUMMARYMu/(Mn*Φ):0.283
Mu (k-ft):40.904
Mn (k-ft):160.787
Φ:0.9
Location (ft):0
Load Comb:3
a (in):1.834
c (in):2.293
d (in):165.96
SHEAR SUMMARY
Vu/(Vn*Φ):0.101
Vu (k):17.088
Vn (k):212.453
Φ:0.8
Location (ft):1
Load Comb:3
Corresponding M (k-
ft):
33.573
Corresponding P (k):0
M / (V*d):0.141
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(8).r3d ]Page 2
(N) CMU Shear Wall Comp. Results (Low Roof, Long Wall)0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Copy - Masonry - Feb 10, 2025
Page:
Specifier:
E-Mail:
Date:
1
2/10/2025
Specifier's comments:
1 Input data
Anchor type and diameter: HY 270 + HAS-R 304/316 SS 1/2
Item number: 2045004 HAS-R 316 SS 1/2"x8" (element) / 2194247
HIT-HY 270 (adhesive)
Specification text: Hilti Æ 1/2 HY 270 + HAS-R 304/316 SS with 6
in nominal embedment depth per ICC-ES
ESR-4143 , Hammer drilled installation per
MPII
Effective embedment depth: hef = 6.000 in.
Material: ASTM F 593
Evaluation Service Report: ESR-4143
Issued I Valid: 11/1/2023 | 1/1/2025
Proof: Design Method LRFD (AC58) Masonry + ACI 318-19
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.400 in.
Anchor plateR : lx x ly x t = 12.000 in. x 8.000 in. x 0.400 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 Grout-filled CMU, f=2000, f = 1,999 psi, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.;
Solid Head Joint: no; open ended unit: no
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.
Installation: Face installation, Drill hole: Hammer drilled, Installation condition: Dry
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
(N) CMU Shear Wall Diaphragm anchorage detail 21/S6 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Copy - Masonry - Feb 10, 2025
Page:
Specifier:
E-Mail:
Date:
2
2/10/2025
Geometry [in.]
(N) CMU Shear Wall Diaphragm anchorage detail 21/S6 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Copy - Masonry - Feb 10, 2025
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Specifier:
E-Mail:
Date:
3
2/10/2025
Geometry [in.] & Loading [lb, in.lb]
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 2,396; Vy = 0;
Mx = 0; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
yes 80
1 x
y
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 0 2,396 2,396 0
Max. concrete compressive strain: 0.00 [‰]
Max. concrete compressive stress: 0 [psi]
Resulting tension force in (x/y)=(-/-): 0 [lb]
Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
(N) CMU Shear Wall Diaphragm anchorage detail 21/S6 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Copy - Masonry - Feb 10, 2025
Page:
Specifier:
E-Mail:
Date:
4
2/10/2025
3 Shear load
Load [lb]Capacity [lb]Utilization bV [%]Status
Steel 2,396 3,576 67 OK
Pryout bond 2,396 3,445 70 OK
Masonry crushing strength 2,396 3,591 67 OK
Masonry breakout in direction x+2,396 3,010 80 OK
3.1 Steel strength
Vsa = ESR value refer to ICC-ES ESR-4143
f Vsa ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
Vsa,seismic [lb]f f seismic f Vsa [lb]Vua [lb]
5,960 0.600 1.000 3,576 2,396
3.2 Pryout strength (Bond strength controls)
Vmpg =min(kcp · Nmag, kcp · Nmbg)f Vmpg ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. 17.6.5.1(b)
ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √t uncr,m1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ec,Na = (1
1 + e'
NcNa
)£ 1.0 ACI 318-19 Eq. (17.6.5.3.1)
y ed,Na = 0.7 + 0.3 (ca,min
cac )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b)
Nba,m = l a · t cr,m · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)
Variables
kcp da [in.]hef [in.]ca,min [in.]t uncr,m [psi]t cr,m [psi]
2 0.500 6.000 3.813 435 300
asat atop aV,seis ec1,N [in.]ec2,N [in.]l a
1.000 1.000 0.870 0.000 0.000 1.000
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na y ec1,Na y ec2,Na
3.131 39.20 39.20 1.000 1.000 1.000
y cp,Na Nba,m [lb]
1.000 2,461
Results
Vmpg [lb]f f seismic f Vmpg [lb]Vua [lb]
4,921 0.700 1.000 3,445 2,396
LRFD overstrength diaph load : 671plf/0.7*2.5
(N) CMU Shear Wall Diaphragm anchorage detail 21/S6 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Copy - Masonry - Feb 10, 2025
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Specifier:
E-Mail:
Date:
5
2/10/2025
3.3 Masonry crushing strength
f Vmc ³ Vua AC58 Table 3.2
Vmc = 1750 · (f'
m · Ase,V)
14 AC58 Eq. 3-1
Variables
f'
m [psi]Ase,v [in.2]
1,999 0.14
Results
Vmc [lb]f f seismic f Vmc [lb]Vua [lb]
7,182 0.500 1.000 3,591 2,396
3.4 Masonry breakout strength x+
Vmb = (AVm
AVm0)y ed,V,m y m,V y h,V,m y parallel,V Vb,m ACI 318-19 Eq. (17.7.2.1a)
f Vmb ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
AVm see ACI 318-19 , Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVm0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ec,V,m = (1
1 + 2e'
v3ca1
)£ 1.0 ACI 318-19 Eq. (17.7.2.3.1)
y ed,V,m = 0.7 + 0.3(ca2
1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V,m = √1.5ca1ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb,m = (7 (le
da)0.2
√da)l a √f'
m c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
le [in.]da [in.]ca1 [in.]ca2 [in.]AVm [in.2]AVm0 [in.2]f'
m [psi]
4.000 0.500 12.187 4.000 169.89 668.41 1,999
Calculations
y ed,V,m y parallel,V ec,V [in.]y ec,V,m y m,V y h,V,m
0.766 1.000 0.000 1.000 1.000 1.548
Results
Vb,m [lb]f f seismic f Vmbg [lb]Vua [lb]
14,270 0.700 1.000 3,010 2,396
(N) CMU Shear Wall Diaphragm anchorage detail 21/S6 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Copy - Masonry - Feb 10, 2025
Page:
Specifier:
E-Mail:
Date:
6
2/10/2025
4 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.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU
walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG.
• Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS!
• Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces
and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While
installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar
joints.
• The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration.
• If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this
position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only
be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void.
• The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use
provided with the product have to be followed to ensure a proper installation.
• The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user.
• Drilling method (hammer, rotary) to be in accordance with the approval!
• Masonry needs to be built in a regular way in accordance with state-of the art guidelines!
Fastening meets the design criteria!
(N) CMU Shear Wall Diaphragm anchorage detail 21/S6 0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
5'-0"
w1
16'-6"
Wall out-of plane connection detail 17/S6 & 19/S6
R=0.57k
1'-6"
w1 20'-0"
R=0.47k
24142
0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
1'-0"
w1
10'-0"
Wall out-of plane connection detail 20/S7
8'-6"
R=0.47k
3'-3"
w1 10'-0"
R=0.36k
24142
0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
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PROJECT NUMBER:
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LRSubdiaphragm
24142
0%
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PROJECT NUMBER:
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LRWall out-of plane strongback
1'-3"
w1 19'-0"
R=0.44k
24142
0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
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LRWall out-of plane strongback
24142
0%
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LR
w1 18'-6"
R=0.38k
Wall out-of plane bending new CMU wall
w1 10'-0"
R=0.2k
Low roof High roof
R=0.2k R=0.38k
24142
0%
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
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LR
24142
Wall out-of plane (N) through-bolt and (E) Truss Connection
0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Masonry - Feb 8, 2024
Page:
Specifier:
E-Mail:
Date:
1
2/3/2025
Specifier's comments:
1 Input data
Anchor type and diameter: HY 200-A V3 + threaded rod 5.8 5/8
Item number: 385428 HAS 5.8 5/8"x8" (element) / 2334276 HIT-HY
200-R V3 (adhesive)
Specification text: Hilti Æ 5/8 HY 200-A V3 + threaded rod 5.8
with 5.645 in nominal embedment depth per
ICC-ES ESR-4878 , Hammer drilled installation
per MPII
Effective embedment depth: hef = 5.645 in.
Material: 5.8
Evaluation Service Report: ESR-4878
Issued I Valid: 11/1/2023 | 11/1/2024
Proof: Design Method LRFD (AC58) Masonry + ACI 318-19
Stand-off installation:
Profile:
Base material: cracked Grout-filled CMU, f=1500, f = 1,500 psi, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.;
Solid Head Joint: no; open ended unit: no
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.
Installation: Face installation, Drill hole: Hammer drilled, Installation condition: Dry
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
Wall out-of plane (N) Adhesive Anchor Detail 20/S7 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Masonry - Feb 8, 2024
Page:
Specifier:
E-Mail:
Date:
2
2/3/2025
Geometry [in.]
Wall out-of plane (N) Adhesive Anchor Detail 20/S7 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Masonry - Feb 8, 2024
Page:
Specifier:
E-Mail:
Date:
3
2/3/2025
Geometry [in.] & Loading [lb, in.lb]
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 2,800; Vx = 0; Vy = 0;
Mx = 0; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
yes 100
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 2,800 0 0 0
Wall out-of plane (N) Adhesive Anchor Detail 20/S7 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Masonry - Feb 8, 2024
Page:
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Date:
4
2/3/2025
3 Tension load
Load [lb]Capacity [lb]Utilization bN [%]Status
Steel 2,800 10,650 27 OK
Bond 2,800 3,101 91 OK
Masonry breakout 2,800 2,804 100 OK
3.1 Steel strength
Nsa = ESR value refer to ICC-ES ESR-4878
f Nsa ³ Nua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
Nsa,seismic [lb]f f seismic f Nsa [lb]Nua [lb]
16,384 0.650 1.000 10,650 2,800
3.2 Bond strength
Nma = (ANaANa0) · y ec1,Na · y ec2,Na · y ed,Na · Nba,m ACI 318-19 Eq. (17.6.5.1a)
f Nma ³ Nua AC58 Table 3.2 + ACI 318-19 Table D.4.1.1
ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)
ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √t uncr,m1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ed,Na = 0.7 + 0.3 (ca,min
cNa )£ 1.00 ACI 318-19 Eq. (17.6.5.4.1b)
Nba,m = l a · t cr,m · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)
Variables
da [in.]hef [in.]ca,min [in.]t uncr,m [psi]t cr,m [psi]asat atop
0.625 5.645 7.813 897 574 1.000 1.000
l a aN,seis
1.000 1.000
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na
5.618 126.27 126.27 1.000
Nba,m [lb]
6,362
Results
Nma [lb]f f seismic f Nma [lb]f Nua [lb]
6,362 0.650 0.750 3,101 2,800
Wall out-of plane (N) Adhesive Anchor Detail 20/S7 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Masonry - Feb 8, 2024
Page:
Specifier:
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Date:
5
2/3/2025
3.3 Masonry breakout strength
Nmb = ANm
ANm0
· y ed,N,m · y c,N,m · Nb,m ACI 318-19 Eq. (17.6.5.1a)
f Nmb ³ Nua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
ANm see ACI 318-19, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANm0 = 9 · h2
ef ACI 318-19 Eq. (17.6.2.2.1)
y ed,N = 0.7 + 0.3 ca,min
1.5 · hef £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
Nb,m = km · l a · √f'
m · h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N,m kc
5.645 7.813 1.000 12
l a f'
m [psi]
1.000 1,500
Calculations
ANm [in.2]ANm0 [in.2]y ed,N,m Nb,m [lb]
270.94 286.76 0.977 6,232
Results
Nmb [lb]f f seismic f Nmb [lb]Nua [lb]
5,752 0.650 0.750 2,804 2,800
Wall out-of plane (N) Adhesive Anchor Detail 20/S7 0%
www.hilti.com
Hilti PROFIS Engineering 3.1.10
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:
|
Masonry - Feb 8, 2024
Page:
Specifier:
E-Mail:
Date:
6
2/3/2025
4 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.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU
walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG.
• Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS!
• Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces
and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While
installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar
joints.
• The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration.
• If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this
position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only
be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void.
• The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use
provided with the product have to be followed to ensure a proper installation.
• The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user.
• Drilling method (hammer, rotary) to be in accordance with the approval!
• Masonry needs to be built in a regular way in accordance with state-of the art guidelines!
Fastening meets the design criteria!
Wall out-of plane (N) Adhesive Anchor Detail 20/S7 0%
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PROJECT NUMBER:
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Freestanding Wall, Grid A Wall Infill LR
Footing
Soil Values TW = 10.00
Allowable Soil Bearing =1500 psf/ft
Allowable Soil Bearing EQ =2000 psf/ft
Soil Density = 110 pcf
Footing/Soil Friction Ratio = 0.350 8.00 ft.
Seismic Force - Out of Plane
SDS = 1.299
Cs = 1.039 (ASCE 7 Ch. 15)
wEQ = 81.1 psf TG = 2.00
Weights
Weight of Wall = 624 lbs @ x=2.50 ft.0.00 ft.
Weight of Footing = 1502 lbs @ x=2.50 ft.TF = 2.00 h
Weight of Soil Over Left Side = 0 lbs @ x=1.09 ft.
Weight of Soil Over Right Side = 0 lbs @ x=3.92 ft.2.00 ft.
ASD Alternative Load Combination: 0.9D + E/1.4
2.17 ft.0.67 ft.2.17 ft.
MOT = 2779 lb-ft x
Mresist = 4790 lb-ft
x = 1.05 ft.
Resultant not within middle third of footing
p = 1214 psf OK
Sliding Force = 463 lbs
Sliding Resistance = 670 lbs OK
Bending in Footing (LRFD)
Mmax = 5756 lb-ft
f'c = 3000 psi
# 4 bot. bars @ 12'' o.c.
As = 0.20 sq. in
ϕMn = 18164 lb-ft OK
Mmax = 0 lb-ft
f'c = 3000 psi
# 4 top bars @ 12'' o.c.
As = 0.20 sq. in
ϕMn = 18164 lb-ft OK
Bending in Wall (LRFD)
Mmax = 2594 ft-lbs
f'm = 1500 psi
# 4 vert. bars @ 8'' o.c.
As = 0.29 sq. in
ϕMn = 4240 lb-ft OK
0%
Parking Slab With New Solar Panel Loads Gravity Comp. Model P1
RISA-3D Version 22 [ 24142 Parking(23) Gravity.r3d ]Page 1
Basic Load Cases
BLC Description Category Y Gravity Nodal Surface(Plate/Wall)
1 DL DL -1 240
2 LL LL 12349
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor
1 ASCE Strength 2 (a)Y DL 1.2 LL 1.6
General Materials Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [lb/ft³]Plate Methodology
1 gen_Conc3NW 3155 1372 0.15 0.6 214 Isotropic
2 gen_Conc4NW 3644 1584 0.15 0.6 145 Isotropic
3 gen_Conc3LW 2085 906 0.15 0.6 109.999 Isotropic
4 gen_Conc4LW 2408 1047 0.15 0.6 109.999 Isotropic
5 gen_Alum 10100 4077 0.3 1.29 173 Isotropic
6 gen_Steel 29000 11154 0.3 0.65 490 Isotropic
7 gen_Plywood 1800 38 0 0.3 35 Isotropic
8 RIGID 1e+6 0.3 0 0 Isotropic
9 gen_Ortho 0.65 490 Orthotropic
Plate Primary Data
Label A Node B Node C Node D Node Material Thickness [in]
1 P10000 N7920 N7919 N7924 N7922 gen_Conc3NW 7.7
2 P10001 N7907 N7917 N7915 N7908 gen_Conc3NW 7.7
3 P10002 N7927 N7926 N7951 N7952 gen_Conc3NW 7.7
4 P10003 N7931 N7930 N7943 N7942 gen_Conc3NW 7.7
5 P10004 N7880 N7934 N7938 N7937 gen_Conc3NW 7.7
6 P10005 N7936 N7932 N7889 N7903 gen_Conc3NW 7.7
7 P10006 N7881 N7884 N7848 N7862 gen_Conc3NW 7.7
8 P10007 N7930 N7940 N7945 N7943 gen_Conc3NW 7.7
9 P10008 N7942 N7941 N7899 N7898 gen_Conc3NW 7.7
10 P10009 N7931 N7886 N7889 N7932 gen_Conc3NW 7.7
11 P10010 N7948 N7947 N7953 N7954 gen_Conc3NW 7.7
Concrete Column Design Parameters
Label Shape Length [ft]y sway z sway Rebar Design Flexural Layout Rebar Design Shear Layout
1 M1 CRND12 8.5 Custom Column Layout Custom Shear Layout
2 M2 CRND12 8.5 Custom Column Layout Custom Shear Layout
3 M4 CRND12 8.5 Custom Column Layout Custom Shear Layout
4 M7 CRND12 8.5 Custom Column Layout Custom Shear Layout
5 M8 CRND12 8.5 Custom Column Layout Custom Shear Layout
6 M23 CRND12 8.5 Custom Column Layout Custom Shear Layout
7 M24 CRND12 8.5 Custom Column Layout Custom Shear Layout
8 M25 CRND12 8.5 Custom Column Layout Custom Shear Layout
9 M26 CRND12 8.5 Custom Column Layout Custom Shear Layout
10 M27 CRND12 8.5 Custom Column Layout Custom Shear Layout
11 M28 CRND12 8.5 Custom Column Layout Custom Shear Layout
12 M29 CRND12 8.5 Custom Column Layout Custom Shear Layout
13 M30 CRND12 8.5 Custom Column Layout Custom Shear Layout
14 M33 CRND12 8.5 Custom Column Layout Custom Shear Layout
15 M34 CRND12 8.5 Custom Column Layout Custom Shear Layout
16 M36 CRND12 8.5 Custom Column Layout Custom Shear Layout
17 M22 CRND12 8.5 Custom Column Layout Custom Shear Layout
7.7/12*214 =137psf = 11/12*150 = 137psf
Parking Slab With New Solar Panel Loads Gravity Comp. Model P2
RISA-3D Version 22 [ 24142 Parking(23) Gravity.r3d ]Page 2
Concrete Column Design Parameters (Continued)
Label Shape Length [ft]y sway z sway Rebar Design Flexural Layout Rebar Design Shear Layout
18 M37 CRND12 8.5 Custom Column Layout Custom Shear Layout
Node Loads and Enforced Displacements (BLC 1 : DL)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N3843 L Y -0.9
2 N3519 L Y -0.9
3 N3146 L Y -0.9
4 N3229 L Y -0.9
5 N5746 L Y -0.9
6 N186 L Y -0.9
7 N5927 L Y -0.9
8 N6000 L Y -0.9
9 N7581 L Y -0.9
10 N7430 L Y -0.9
11 N350 L Y -0.9
12 N7770 L Y -0.9
13 N9392 L Y -0.9
14 N9489 L Y -0.9
15 N13019 L Y -0.9
16 N12184 L Y -0.9
17 N12739 L Y -0.9
18 N12539 L Y -0.9
19 N37 L Y -0.9
20 N36 L Y -0.9
21 N38 L Y -0.9
22 N39 L Y -0.9
23 N5295 L Y -0.9
24 N13119 L Y -0.9
25 N7199 L Y -0.9
26 N7028 L Y -0.9
27 N8387 L Y -0.9
28 N8308 L Y -0.9
29 N8153 L Y -0.9
30 N8061 L Y -0.9
31 N10451 L Y -0.9
32 N9714 L Y -0.9
33 N10892 L Y -0.9
34 N11532 L Y -0.9
Plate Surface Loads (BLC 2 : LL)
Plate Label Direction Magnitude [psf, F]
1 P13306 Y -40
2 P13303 Y -40
3 P13300 Y -40
4 P13298 Y -40
5 P13296 Y -40
6 P13295 Y -40
7 P13294 Y -40
8 P13293 Y -40
9 P13292 Y -40
10 P13291 Y -40
11 P13290 Y -40
12 P13289 Y -40
13 P13288 Y -40
14 P13285 Y -40
15 P13283 Y -40
New solar panels columns 900#
Parking slab live load 40 psf
Parking Slab With New Solar Panel Loads Gravity Comp. Model P3
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P4
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P5
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PROJECT NUMBER:
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P6
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P7
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P8
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PROJECT NUMBER:
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P9
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
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PROJECT NUMBER:
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SUBJECT:BY:DATE:
LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P10
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PROJECT NUMBER:
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SUBJECT:BY:DATE:
LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P11
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LRParking Slab With New Solar Panel Loads, Conc. Slab Bending
24142
P12
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LRParking Slab With New Solar Panel Loads, (E) Columns Punching Shear
24142
P13
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LR
Seismic Load Coefficient
Special Reinforced Masonry Shear Walls SDS = 1.299 R = 5 Ω = 2.5 Cd = 3.5 Ie = 1
CS = SDS / (R / Ie) = 0.26Wp
Diaphragm Coefficient
Fpx = 0.2SDSIeWp = 0.26Wp
24142
Seismic Load Coefficient, (N) CMU Shear Walls (Voluntary Retrofit)
P14
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LR
24142
Seismic Load, (N) CMU Shear Wall East of Grid 1 (Voluntary Retrofit)
P15
(N) CMU Shear Wall East of Grid 1 (Voluntary Retrofit)P16
RISA-3D Version 23 [ 24142 in-plane(3) Parking.r3d ]Page 1
Masonry Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Self Weight [lb/ft³]f'm [ksi]Flex Steel [ksi]Shear Steel [ksi]
1 Concrete Matl 1350 540 0.25 0.6 Custom 2 60 60
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing
1 WP1 N1 N15 N26 N13 Masonry Concrete Matl 8 Typical 16
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 8"Fully Grouted Yes NCMA
Basic Load Cases
BLC Description Category X Gravity Y Gravity Nodal
1 DL DL -1
2 EL EL 0.26 1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor
1 ASCE Strength 6 (a)Yes Y DL 1.2 Sds*DL 0.2 EL 1
2 ASCE Strength 6 (b)Yes Y DL 1.2 Sds*DL 0.2 EL -1
3 ASCE Strength 7 (a)Yes Y DL 0.9 Sds*DL -0.2 EL 1
4 ASCE Strength 7 (b)Yes Y DL 0.9 Sds*DL -0.2 EL -1
Node Loads and Enforced Displacements (BLC 2 : EL)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N26 L X 101.9
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 Not Reqd.#4@16" oc (ctr)5-#4
TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)
Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[k]Mn*phi[k-ft]Vn*phi[k]
1 WP1 R1 Typical 0.01 2 1.048 3 0.669 3 1454.638 837.633 156.209
Envelope Wall Panel Forces
Wall LabelElevation [ft]Axial [k]LC x Shear [k]LC z Shear [k]LC x-x Moment [k-ft]LC z-z Moment [k-ft]LC
1 WP1 0 max 15.002 2 104.576 1 0 4 0 4 877.485 2
2 0 min 6.579 3 -104.576 2 0 1 0 1 -877.485 1
1 &086KHDU:DOO(DVWRI*ULG 9ROXQWDU\5HWURILW P17
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:5
Effective Depth (in):186
MATERIALS
Masonry f'm (ksi):2
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):8.5
Total Length (ft):15.5
Block Grouting:Fully Grouted
Grout Spacing:16"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 15.002 at 0 ft
Min: 0 at 8.5 ft
P
k
Max: 104.576 at 0 ft
Min: -104.576 at 0 ft
V
k
Max: 877.485 at 0 ft
Min: -877.485 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.01
P (k):15.002
Pn (k):1616.264
Φ:0.9
Location (ft):0
Load Comb:2
Rad gyration r (in):2.2
h'/r:46.364
Red Factor R:0.89
BENDING SUMMARY
Mu/(Mn*Φ):1.048
Mu (k-ft):877.467
Mn (k-ft):930.703
Φ:0.9
Location (ft):0
Load Comb:3
a (in):4.094
c (in):5.117
d (in):186
SHEAR SUMMARY
Vu/(Vn*Φ):0.669
Vu (k):104.574
Vn (k):195.262
Φ:0.8
Location (ft):0
Load Comb:3
Corresponding M (k-
ft):
877.485
Corresponding P (k):6.579
M / (V*d):0.541
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(5
)
T
o
t
40
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 23 [ 24142 in-plane(3) Parking.r3d ]Page 1
1 &086KHDU:DOO(DVWRI*ULG 9ROXQWDU\5HWURILW P18
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
24142
Seismic Load, (N) CMU Shear Wall On South Side (Voluntary Retrofit)
P19
(N) CMU Shear Walls South Side (Voluntary Retrofit)P20
RISA-3D Version 22 [ 24142 in-plane(2) Parking.r3d ]Page 1
Masonry Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Self Weight [lb/ft³]f'm [ksi]Flex Steel [ksi]Shear Steel [ksi]
1 Concrete Matl 1350 540 0.25 0.6 Custom 2 60 60
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing
1 WP1 N1 N15 N26 N13 Masonry Concrete Matl 8 Typical 16
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 8"Fully Grouted Yes NCMA
Basic Load Cases
BLC Description Category X Gravity Y Gravity Nodal
1 DL DL -1
2 EL EL 0.26 1
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor
1 ASCE Strength 6 (a)Yes Y DL 1.2 Sds*DL 0.2 EL 1
2 ASCE Strength 6 (b)Yes Y DL 1.2 Sds*DL 0.2 EL -1
3 ASCE Strength 7 (a)Yes Y DL 0.9 Sds*DL -0.2 EL 1
4 ASCE Strength 7 (b)Yes Y DL 0.9 Sds*DL -0.2 EL -1
Node Loads and Enforced Displacements (BLC 2 : EL)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N26 L X 98.5
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 Not Reqd.#4@16" oc (ctr)4-#4
TMS 402-16: STRENGTH Wall Panel Masonry Code Checks (In-Plane)
Wall Panel Region Design Rule Axial UC LC Bending UC LC Shear UC LC Pn*phi[k]Mn*phi[k-ft]Vn*phi[k]
1 WP1 R1 Typical 0.0249 2 0.8405 3 0.4692 1 1470.592 643.5581 205.0877
Envelope Wall Panel Forces
Wall LabelElevation [ft]Axial [k]LC x Shear [k]LC z Shear [k]LC x-x Moment [k-ft]LC z-z Moment [k-ft]LC
1 WP1 0 max 25.164 2 102.9851 1 0 4 0 4 856.2742 2
2 0 min 11.0358 3 -102.9851 2 0 1 0 1 -856.2742 1
(N) CMU Shear Walls South Side (Voluntary Retrofit)P21
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No. Tens Bars:4
Effective Depth (in):312
MATERIALS
Masonry f'm (ksi):2
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):8.5
Total Length (ft):26
Block Grouting:Fully Grouted
Grout Spacing:16"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 25.164 at 0 ft
Min: 0 at 8.5 ft
P
k
Max: 102.9851 at 0 ft
Min: -102.9851 at 0 ft
V
k
Max: 856.2742 at 0 ft
Min: -856.2742 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.01
P (k):25.164
Pn (k):2711.153
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:46.364
Red Factor R:0.89
BENDING SUMMARY
Mu/(Mn*Φ):0.709
Mu (k-ft):856.259
Mn (k-ft):1341.792
Φ:0.9
Location (ft):0
Load Comb:3
a (in):3.915
c (in):4.894
d (in):312
SHEAR SUMMARY
Vu/(Vn*Φ):0.349
Vu (k):102.983
Vn (k):368.787
Φ:0.8
Location (ft):0
Load Comb:3
Corresponding M (k-
ft):
856.274
Corresponding P (k):11.036
M / (V*d):0.32
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(4
)
T
o
t
32
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 22 [ 24142 in-plane(2) Parking.r3d ]Page 1
(N) CMU Shear Walls South Side (Voluntary Retrofit)P22
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
24142
Solar Panel Columns 10% Seismic Mass Increase
P23
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
RTU1 & RTU4 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 40.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 455 lbs
Fp,ASD = 211 lbs h = 44.0 in.
Fp,vert,ASD =84 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 2787 in-lbs
T = MOT / d = 70 lbs
V = Fp,ASD = 211 lbs d = 40.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.29 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
LR
24142
0DLQ%XLOGLQJ 3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
RTU2 & RTU3 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 50.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 893 lbs
Fp,ASD = 414 lbs h = 48.0 in.
Fp,vert,ASD =166 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 3936 in-lbs
T = MOT / d = 79 lbs
V = Fp,ASD = 414 lbs d = 50.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.53 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
LR
24142
0DLQ%XLOGLQJ 3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
RTU5 & RTU6 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 59.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 1274 lbs
Fp,ASD = 591 lbs h = 50.0 in.
Fp,vert,ASD =236 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 2702 in-lbs
T = MOT / d = 46 lbs
V = Fp,ASD = 591 lbs d = 59.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.73 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
0DLQ%XLOGLQJ
/5
3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
RTU7 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 59.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 1264 lbs
Fp,ASD = 586 lbs h = 50.0 in.
Fp,vert,ASD =235 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 2681 in-lbs
T = MOT / d = 45 lbs
V = Fp,ASD = 586 lbs d = 59.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.73 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
0DLQ%XLOGLQJ
/5
3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
RTU8 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 45.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 493 lbs
Fp,ASD = 229 lbs h = 60.0 in.
Fp,vert,ASD =91 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 5798 in-lbs
T = MOT / d = 129 lbs
V = Fp,ASD = 229 lbs d = 45.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.33 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
/5
0DLQ%XLOGLQJ 3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
HP1 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 11.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 71 lbs
Fp,ASD = 33 lbs h = 40.0 in.
Fp,vert,ASD =13 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 1044 in-lbs
T = MOT / d = 95 lbs
V = Fp,ASD = 33 lbs d = 11.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.08 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
LR
24142
0DLQ%XLOGLQJ 3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
EF3 Roof Mechanical Equipment Anchorage
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299 (Address: 30 South 1st Avenue, Arcadia Ca, 91006)
ap =2.5 (ASCE 7-16 Table 13.6-1)
Rp =6 (ASCE 7-16 Table 13.6-1)
Ip =1 (ASCE 7-16 Section 13.1.3)
z =20 (Floor height [ft.] where component is attached)
hbuilding =20 (Building height [ft.])
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.650 Wp Governs
Fp,max = 1.6*SDS*Ip*Wp =2.078 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.390 Wp
Fp =0.650 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
ASD Alternative Load Combination: (0.9 - Fp,vert)D + E/1.4
Fp,ASD = 0.650 /1.4 =0.464 Wp L = 17.0 in.
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 41 lbs
Fp,ASD = 19 lbs h = 22.0 in.
Fp,vert,ASD =8 lbs
MOT = Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 169 in-lbs
T = MOT / d = 10 lbs
V = Fp,ASD = 19 lbs d = 17.0 in.
Use 3/8'' Dia. x 4'' Lag Screws at each corner Short Side View
2 in tension 4 in shear
2 *Tallow = 2226 lbs OK
4 *Vallow = 832 lbs OK
(T / Tallow) + (V / Vallow) = 0.03 < 1.0 OK
Fp
Wp
Fp,vert
T C
Wp
Fp,vert
T C
LR
24142
0DLQ%XLOGLQJ 3&
Detail Report: M2
Load Combination:LC 1: DL + RLL + OL1 Code check:0.829 (axial/bending)
y
z
y
z
x
Input Data
Shape:3-2X8 (nominal)
Member Type:Beam
Length (ft):16
Material Type:Wood
Design Rule:Typical
Internal Sections:97
Design Code:AWC NDS-18 / AWC
SPDWS-21 ASD
I Node:N3
J Node:N4
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:DF
Type:Solid Sawn
Database:Visually Graded
Species:Douglas Fir-Larch
Grade:No.1
Cm:No
Ci:No
Emod:1
Nu:0.3
Alpha (1e F ):5o -1 0.3
Density (lb/ft ):3 35.001
Shape Properties
Fb (ksi):1
Ft (ksi):0.675
Fv (ksi):0.18
Fc (ksi):1.5
E (ksi):1700
Emod:1
COVE (Table F1):0.25
Emin (ksi):621.025
b (actual) (in):4.5
d (actual) (in):7.25
# of Plies (ksi):3
Kf (ksi):0.6
Design Properties
le2 (ft):1
le1 (ft):16
le-bend top:Lbyy
le-bend bot (ft):16
K :y-y 1
K :z-z 1
y sway:No
z sway:No
C :D 1.25
R :B 2.073
C :L 1
C :r 1
C :fu 1
C :P 0.336
K :f 0.6
Max Defl Ratio:L/283
Max Defl Location:8
Span:1
M2
N3 N4
-0.6776 at 8 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.7019 at 0 ft
-0.7019 at 16 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-4.0818 at 8 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.2425 at 8 ft
Bending Compression Stress (ksi)
-1.2425 at 8 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.661 ksi --
Axial Tension Analysis 0 ksi 1.013 ksi --
Flexural Analysis, Fb1'1.242 ksi 1.499 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.242 ksi 1.499 ksi --
Flexural Analysis, Fb2'0 ksi 1.5 ksi --
Bending & Axial Compression Analysis --0.829 PASS
Bending & Axial Tension Analysis --0.829 PASS
Shear Analysis 0.032 ksi 0.225 ksi 0.143 PASS
RISA-3D Version 22 [ 24142 Beams7.r3d ]Page 1
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M2Load Combination:LC 1: DL + RLL + OL1 Code check:0.829 (axial/bending)y z y zx Input DataShape:3-2X8 (nominal)Member Type:BeamLength (ft):16Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):7.25# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):16le-bend top:Lbyyle-bend bot (ft):16K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 2.073C:L 1C:r 1 C :fu 1C:P 0.336K:f 0.6Max Defl Ratio:L/283Max Defl Location:8Span:1M2N3 N4
-0.6776 at 8 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.7019 at 0 ft
-0.7019 at 16 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-4.0818 at 8 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.2425 at 8 ft
Bending Compression Stress (ksi)
-1.2425 at 8 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.661 ksi --
Axial Tension Analysis 0 ksi 1.013 ksi --
Flexural Analysis, Fb1'1.242 ksi 1.499 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite lumber (Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.242 ksi 1.499 ksi --
Flexural Analysis, Fb2'0 ksi 1.5 ksi --
Bending & Axial Compression Analysis --0.829 PASS
Bending & Axial Tension Analysis --0.829 PASS
Shear Analysis 0.032 ksi 0.225 ksi 0.143 PASS
RISA-3D Version 22 [ 24142 Beams7.r3d ]Page 2
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M2Load Combination:LC 1: DL + RLL + OL1 Code check:0.829 (axial/bending)y z y zx Input DataShape:3-2X8 (nominal)Member Type:BeamLength (ft):16Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):7.25# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):16le-bend top:Lbyyle-bend bot (ft):16K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 2.073C:L 1C:r 1 C :fu 1C:P 0.336K:f 0.6Max Defl Ratio:L/283Max Defl Location:8Span:1M2N3 N4-0.6776 at 8 fty Deflection (in)Diagrams:z Deflection (in)Axial Force (k)0.7019 at 0 ft -0.7019 at 16 fty Shear Force (k)z Shear Force (k)Torsion (k-ft)y-y Moment (k-ft)-4.0818 at 8 ftz-z Moment (k-ft)Axial Stress (ksi)1.2425 at 8 ftBending Compression Stress (ksi)-1.2425 at 8 ftBending Tension Stress (ksi)AWC NDS-18 / AWC SPDWS-21 ASD Code CheckLimit State Required Available Unity Check ResultApplied Loading -Bending/Axial ----Applied Loading -Shear + Torsion ----Axial Compression Analysis 0 ksi 0.661 ksi --Axial Tension Analysis 0 ksi 1.013 ksi --Flexural Analysis, Fb1'1.242 ksi 1.499 ksi --Actual Bending Stress due to Bending Moment (Strong Axis)(Eq. 3.3-2)Strong Axis Bending Capacity Span Length of Bending MemberDepth (width) of bending memberBreadth (thickness) of rectangular bending memberNumber of PliesReference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)Load duration factor (Table 2.3.2)Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.242 ksi 1.499 ksi --
Flexural Analysis, Fb2'0 ksi 1.5 ksi --
Bending & Axial Compression Analysis --0.829 PASS
Bending & Axial Tension Analysis --0.829 PASS
Shear Analysis 0.032 ksi 0.225 ksi 0.143 PASS
RISA-3D Version 22 [ 24142 Beams7.r3d ]Page 3
(T
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M2
Load Combination:LC 1: DL + RLL + OL1 Code check:0.921 (axial/bending)
y
z
y
z
x
Input Data
Shape:3-2X6 (nominal)
Member Type:Beam
Length (ft):14.5
Material Type:Wood
Design Rule:Typical
Internal Sections:97
Design Code:AWC NDS-18 / AWC
SPDWS-21 ASD
I Node:N3
J Node:N4
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:DF
Type:Solid Sawn
Database:Visually Graded
Species:Douglas Fir-Larch
Grade:No.1
Cm:No
Ci:No
Emod:1
Nu:0.3
Alpha (1e F ):5o -1 0.3
Density (lb/ft ):3 35.001
Shape Properties
Fb (ksi):1
Ft (ksi):0.675
Fv (ksi):0.18
Fc (ksi):1.5
E (ksi):1700
Emod:1
COVE (Table F1):0.25
Emin (ksi):621.025
b (actual) (in):4.5
d (actual) (in):5.5
# of Plies (ksi):3
Kf (ksi):0.6
Design Properties
le2 (ft):1
le1 (ft):14.5
le-bend top:Lbyy
le-bend bot (ft):14.5
K :y-y 1
K :z-z 1
y sway:No
z sway:No
C :D 1.25
R :B 1.805
C :L 1
C :r 1
C :fu 1
C :P 0.233
K :f 0.6
Max Defl Ratio:L/194
Max Defl Location:7.25
Span:1
M2
N3 N4
-0.894 at 7.25 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.5571 at 0 ft
-0.5571 at 14.5 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-2.8297 at 7.25 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.4967 at 7.25 ft
Bending Compression Stress (ksi)
-1.4967 at 7.25 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.481 ksi --
Axial Tension Analysis 0 ksi 1.097 ksi --
Flexural Analysis, Fb1'1.497 ksi 1.624 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.497 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.921 PASS
Bending & Axial Tension Analysis --0.921 PASS
Shear Analysis 0.034 ksi 0.225 ksi 0.15 PASS
RISA-3D Version 22 [ 24142 Beams1.r3d ]Page 1
3-2x6 Sistered Roof Beams Supporting Mech. Eq.3&
Detail Report: M2Load Combination:LC 1: DL + RLL + OL1 Code check:0.921 (axial/bending)y z y zx Input DataShape:3-2X6 (nominal)Member Type:BeamLength (ft):14.5Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):5.5# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):14.5le-bend top:Lbyyle-bend bot (ft):14.5K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 1.805C:L 1C:r 1 C :fu 1C:P 0.233K:f 0.6Max Defl Ratio:L/194Max Defl Location:7.25Span:1M2N3 N4
-0.894 at 7.25 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.5571 at 0 ft
-0.5571 at 14.5 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-2.8297 at 7.25 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.4967 at 7.25 ft
Bending Compression Stress (ksi)
-1.4967 at 7.25 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.481 ksi --
Axial Tension Analysis 0 ksi 1.097 ksi --
Flexural Analysis, Fb1'1.497 ksi 1.624 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite lumber (Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.497 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.921 PASS
Bending & Axial Tension Analysis --0.921 PASS
Shear Analysis 0.034 ksi 0.225 ksi 0.15 PASS
RISA-3D Version 22 [ 24142 Beams1.r3d ]Page 2
3-2x6 Sistered Roof Beams Supporting Mech. Eq.3&
Detail Report: M2Load Combination:LC 1: DL + RLL + OL1 Code check:0.921 (axial/bending)y z y zx Input DataShape:3-2X6 (nominal)Member Type:BeamLength (ft):14.5Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):5.5# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):14.5le-bend top:Lbyyle-bend bot (ft):14.5K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 1.805C:L 1C:r 1 C :fu 1C:P 0.233K:f 0.6Max Defl Ratio:L/194Max Defl Location:7.25Span:1M2N3 N4-0.894 at 7.25 fty Deflection (in)Diagrams:z Deflection (in)Axial Force (k)0.5571 at 0 ft -0.5571 at 14.5 fty Shear Force (k)z Shear Force (k)Torsion (k-ft)y-y Moment (k-ft)-2.8297 at 7.25 ftz-z Moment (k-ft)Axial Stress (ksi)1.4967 at 7.25 ftBending Compression Stress (ksi)-1.4967 at 7.25 ftBending Tension Stress (ksi)AWC NDS-18 / AWC SPDWS-21 ASD Code CheckLimit State Required Available Unity Check ResultApplied Loading -Bending/Axial ----Applied Loading -Shear + Torsion ----Axial Compression Analysis 0 ksi 0.481 ksi --Axial Tension Analysis 0 ksi 1.097 ksi --Flexural Analysis, Fb1'1.497 ksi 1.624 ksi --Actual Bending Stress due to Bending Moment (Strong Axis)(Eq. 3.3-2)Strong Axis Bending Capacity Span Length of Bending MemberDepth (width) of bending memberBreadth (thickness) of rectangular bending memberNumber of PliesReference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)Load duration factor (Table 2.3.2)Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.497 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.921 PASS
Bending & Axial Tension Analysis --0.921 PASS
Shear Analysis 0.034 ksi 0.225 ksi 0.15 PASS
RISA-3D Version 22 [ 24142 Beams1.r3d ]Page 3
(10+20)*16/12 Eq. = 893#/2
3-2x6 Sistered Roof Beams Supporting Mech. Eq.3&
Detail Report: M2
Load Combination:LC 1: DL + RLL + OL1 Code check:0.763 (axial/bending)
y
z
y
z
x
Input Data
Shape:3-2X6 (nominal)
Member Type:Beam
Length (ft):14.5
Material Type:Wood
Design Rule:Typical
Internal Sections:97
Design Code:AWC NDS-18 / AWC
SPDWS-21 ASD
I Node:N3
J Node:N4
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:DF
Type:Solid Sawn
Database:Visually Graded
Species:Douglas Fir-Larch
Grade:No.1
Cm:No
Ci:No
Emod:1
Nu:0.3
Alpha (1e F ):5o -1 0.3
Density (lb/ft ):3 35.001
Shape Properties
Fb (ksi):1
Ft (ksi):0.675
Fv (ksi):0.18
Fc (ksi):1.5
E (ksi):1700
Emod:1
COVE (Table F1):0.25
Emin (ksi):621.025
b (actual) (in):4.5
d (actual) (in):5.5
# of Plies (ksi):3
Kf (ksi):0.6
Design Properties
le2 (ft):1
le1 (ft):14.5
le-bend top:Lbyy
le-bend bot (ft):14.5
K :y-y 1
K :z-z 1
y sway:No
z sway:No
C :D 1.25
R :B 1.805
C :L 1
C :r 1
C :fu 1
C :P 0.233
K :f 0.6
Max Defl Ratio:L/212
Max Defl Location:7.703
Span:1
M2
N3 N4
-0.8176 at 7.7 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.4644 at 0 ft
-0.8349 at 14.5 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-2.3431 at 10.12 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.2393 at 10.12 ft
Bending Compression Stress (ksi)
-1.2393 at 10.12 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.481 ksi --
Axial Tension Analysis 0 ksi 1.097 ksi --
Flexural Analysis, Fb1'1.239 ksi 1.624 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.239 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.763 PASS
Bending & Axial Tension Analysis --0.763 PASS
Shear Analysis 0.051 ksi 0.225 ksi 0.225 PASS
RISA-3D Version 22 [ 24142 Beams8.r3d ]Page 1
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M2Load Combination:LC 1: DL + RLL + OL1 Code check:0.763 (axial/bending)y z y zx Input DataShape:3-2X6 (nominal)Member Type:BeamLength (ft):14.5Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):5.5# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):14.5le-bend top:Lbyyle-bend bot (ft):14.5K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 1.805C:L 1C:r 1 C :fu 1C:P 0.233K:f 0.6Max Defl Ratio:L/212Max Defl Location:7.703Span:1M2N3 N4
-0.8176 at 7.7 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.4644 at 0 ft
-0.8349 at 14.5 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-2.3431 at 10.12 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.2393 at 10.12 ft
Bending Compression Stress (ksi)
-1.2393 at 10.12 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.481 ksi --
Axial Tension Analysis 0 ksi 1.097 ksi --
Flexural Analysis, Fb1'1.239 ksi 1.624 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite lumber (Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.239 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.763 PASS
Bending & Axial Tension Analysis --0.763 PASS
Shear Analysis 0.051 ksi 0.225 ksi 0.225 PASS
RISA-3D Version 22 [ 24142 Beams8.r3d ]Page 2
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M2Load Combination:LC 1: DL + RLL + OL1 Code check:0.763 (axial/bending)y z y zx Input DataShape:3-2X6 (nominal)Member Type:BeamLength (ft):14.5Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):5.5# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):14.5le-bend top:Lbyyle-bend bot (ft):14.5K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 1.805C:L 1C:r 1 C :fu 1C:P 0.233K:f 0.6Max Defl Ratio:L/212Max Defl Location:7.703Span:1M2N3 N4-0.8176 at 7.7 fty Deflection (in)Diagrams:z Deflection (in)Axial Force (k)0.4644 at 0 ft -0.8349 at 14.5 fty Shear Force (k)z Shear Force (k)Torsion (k-ft)y-y Moment (k-ft)-2.3431 at 10.12 ftz-z Moment (k-ft)Axial Stress (ksi)1.2393 at 10.12 ftBending Compression Stress (ksi)-1.2393 at 10.12 ftBending Tension Stress (ksi)AWC NDS-18 / AWC SPDWS-21 ASD Code CheckLimit State Required Available Unity Check ResultApplied Loading -Bending/Axial ----Applied Loading -Shear + Torsion ----Axial Compression Analysis 0 ksi 0.481 ksi --Axial Tension Analysis 0 ksi 1.097 ksi --Flexural Analysis, Fb1'1.239 ksi 1.624 ksi --Actual Bending Stress due to Bending Moment (Strong Axis)(Eq. 3.3-2)Strong Axis Bending Capacity Span Length of Bending MemberDepth (width) of bending memberBreadth (thickness) of rectangular bending memberNumber of PliesReference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)Load duration factor (Table 2.3.2)Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.239 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.763 PASS
Bending & Axial Tension Analysis --0.763 PASS
Shear Analysis 0.051 ksi 0.225 ksi 0.225 PASS
RISA-3D Version 22 [ 24142 Beams8.r3d ]Page 3
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[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M3
Load Combination:LC 1: DL + RLL + OL1 Code check:0.723 (axial/bending)
y
z
y
z
x
Input Data
Shape:3-2X6 (nominal)
Member Type:Beam
Length (ft):15
Material Type:Wood
Design Rule:Typical
Internal Sections:97
Design Code:AWC NDS-18 / AWC
SPDWS-21 ASD
I Node:N5
J Node:N6
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:DF
Type:Solid Sawn
Database:Visually Graded
Species:Douglas Fir-Larch
Grade:No.1
Cm:No
Ci:No
Emod:1
Nu:0.3
Alpha (1e F ):5o -1 0.3
Density (lb/ft ):3 35.001
Shape Properties
Fb (ksi):1
Ft (ksi):0.675
Fv (ksi):0.18
Fc (ksi):1.5
E (ksi):1700
Emod:1
COVE (Table F1):0.25
Emin (ksi):621.025
b (actual) (in):4.5
d (actual) (in):5.5
# of Plies (ksi):3
Kf (ksi):0.6
Design Properties
le2 (ft):1
le1 (ft):15
le-bend top:Lbyy
le-bend bot (ft):15
K :y-y 1
K :z-z 1
y sway:No
z sway:No
C :D 1.25
R :B 1.805
C :L 1
C :r 1
C :fu 1
C :P 0.219
K :f 0.6
Max Defl Ratio:L/231
Max Defl Location:7.5
Span:1
M3
N5 N6
-0.7771 at 7.5 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.4686 at 0 ft
-0.4686 at 15 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-2.2204 at 7.5 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.1744 at 7.5 ft
Bending Compression Stress (ksi)
-1.1744 at 7.5 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.451 ksi --
Axial Tension Analysis 0 ksi 1.097 ksi --
Flexural Analysis, Fb1'1.174 ksi 1.624 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.174 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.723 PASS
Bending & Axial Tension Analysis --0.723 PASS
Shear Analysis 0.028 ksi 0.225 ksi 0.126 PASS
RISA-3D Version 22 [ 24142 Beams8.r3d ]Page 1
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M3Load Combination:LC 1: DL + RLL + OL1 Code check:0.723 (axial/bending)y z y zx Input DataShape:3-2X6 (nominal)Member Type:BeamLength (ft):15Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N5J Node:N6I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):5.5# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):15le-bend top:Lbyyle-bend bot (ft):15K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 1.805C:L 1C:r 1 C :fu 1C:P 0.219K:f 0.6Max Defl Ratio:L/231Max Defl Location:7.5Span:1M3N5 N6
-0.7771 at 7.5 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.4686 at 0 ft
-0.4686 at 15 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-2.2204 at 7.5 ft
z-z Moment (k-ft)
Axial Stress (ksi)
1.1744 at 7.5 ft
Bending Compression Stress (ksi)
-1.1744 at 7.5 ft
Bending Tension Stress (ksi)
AWC NDS-18 / AWC SPDWS-21 ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Compression Analysis 0 ksi 0.451 ksi --
Axial Tension Analysis 0 ksi 1.097 ksi --
Flexural Analysis, Fb1'1.174 ksi 1.624 ksi --
Actual Bending Stress due to Bending Moment (Strong
Axis)(Eq. 3.3-2)
Strong Axis Bending Capacity
Span Length of Bending Member
Depth (width) of bending member
Breadth (thickness) of rectangular bending member
Number of Plies
Reference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)
Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)
Load duration factor (Table 2.3.2)
Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite lumber (Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.174 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.723 PASS
Bending & Axial Tension Analysis --0.723 PASS
Shear Analysis 0.028 ksi 0.225 ksi 0.126 PASS
RISA-3D Version 22 [ 24142 Beams8.r3d ]Page 2
[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M3Load Combination:LC 1: DL + RLL + OL1 Code check:0.723 (axial/bending)y z y zx Input DataShape:3-2X6 (nominal)Member Type:BeamLength (ft):15Material Type:WoodDesign Rule:TypicalInternal Sections:97Design Code:AWC NDS-18 / AWC SPDWS-21 ASD I Node:N5J Node:N6I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:DFType:Solid SawnDatabase:Visually GradedSpecies:Douglas Fir-Larch Grade:No.1Cm:NoCi:NoEmod:1 Nu:0.3Alpha(1e F ):5o -1 0.3Density(lb/ft ):3 35.001Shape PropertiesFb(ksi):1Ft(ksi):0.675Fv(ksi):0.18Fc(ksi):1.5 E (ksi):1700Emod:1COVE(Table F1):0.25Emin(ksi):621.025 b (actual) (in):4.5d (actual) (in):5.5# of Plies (ksi):3Kf(ksi):0.6Design Propertiesle2 (ft):1le1 (ft):15le-bend top:Lbyyle-bend bot (ft):15K:y-y 1K:z-z 1 y sway:Noz sway:NoC:D 1.25R:B 1.805C:L 1C:r 1 C :fu 1C:P 0.219K:f 0.6Max Defl Ratio:L/231Max Defl Location:7.5Span:1M3N5 N6-0.7771 at 7.5 fty Deflection (in)Diagrams:z Deflection (in)Axial Force (k)0.4686 at 0 ft -0.4686 at 15 fty Shear Force (k)z Shear Force (k)Torsion (k-ft)y-y Moment (k-ft)-2.2204 at 7.5 ftz-z Moment (k-ft)Axial Stress (ksi)1.1744 at 7.5 ftBending Compression Stress (ksi)-1.1744 at 7.5 ftBending Tension Stress (ksi)AWC NDS-18 / AWC SPDWS-21 ASD Code CheckLimit State Required Available Unity Check ResultApplied Loading -Bending/Axial ----Applied Loading -Shear + Torsion ----Axial Compression Analysis 0 ksi 0.451 ksi --Axial Tension Analysis 0 ksi 1.097 ksi --Flexural Analysis, Fb1'1.174 ksi 1.624 ksi --Actual Bending Stress due to Bending Moment (Strong Axis)(Eq. 3.3-2)Strong Axis Bending Capacity Span Length of Bending MemberDepth (width) of bending memberBreadth (thickness) of rectangular bending memberNumber of PliesReference bending design value (Table 4A, 4B, 4C, 4D, 4E, 4F)Reference modulus of elasticity (Table 4A, 4B, 4C, 4D, 4E, 4F)Load duration factor (Table 2.3.2)Temperature factor (Table 2.3.3)
Wet service factor for Fb (Table 4A, 4B, 4C, 4D, 4E, 4F)
Size factor for sawn lumber (Sec. 4.3.6)
Incision factor for dimension lumber (Fb, Ft, Fc, Fv)(Table 4.3.8)
Incision factor for dimension lumber (E, Emin)(Table 4.3.8)
Repetitive member factor for dimension lumber,
prefabricated wood I-joists, and structural composite
lumber
(Sec 4.3.9)
Slenderness ratio of bending member (Eq. 3.3-5)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Reference modulus of elasticity for beam stability and
column stability calculations (Eq. D-4, App. D)
Adjusted modulus of elasticity for beam stability and
column stability calculations (Table 4.3.1)
Critical buckling design value for bending members (Sec. 3.3.3.8)
Beam stability factor (Eq. 3.3-6)
Reference bending value multiplied by all applicable
adjustment factors except Cfu, Cv, and CL (Sec. 3.3.3.8)
Adjusted bending design value (Table 4.3.1)
Coefficient of variation for modulus of elasticity (Table F1, App. F)
Flexural Analysis, Fb1'1.174 ksi 1.624 ksi --
Flexural Analysis, Fb2'0 ksi 1.625 ksi --
Bending & Axial Compression Analysis --0.723 PASS
Bending & Axial Tension Analysis --0.723 PASS
Shear Analysis 0.028 ksi 0.225 ksi 0.126 PASS
RISA-3D Version 22 [ 24142 Beams8.r3d ]Page 3
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[6LVWHUHG5RRI%HDPV6XSSRUWLQJ0HFK(T3&
Detail Report: M1
Load Combination:LC 2: ASCE ASD 2 Code check:0.330 (axial/bending)
y
z
y
z
x
Input Data
Shape:400S162-54
Member Type:Beam
Length (ft):10
Material Type:Cold Formed Steel
Design Rule:Typical
Internal Sections:97
Design Code:AISI S100-20: ASD
I Node:N1
J Node:N2
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:A653 SS Gr33
E (ksi):29500
G (ksi):11346
Nu:0.3
Therm. Coeff. (/1E5 F):0.65
Density (lb/ft ):3 490
Fy (ksi):33
Fu (ksi):45
Shape Properties
D (in):4
B (in):1.625
t (in):0.057
R (in):0.085
d (in):0.5
Iyy (in ):4 0.159
Izz (in ):4 1.1
Area (in ):2 0.443
J (in ):4 0.000473
Cw (in ):6 0.56
ro (in):2.09
Xc (in):0.484
m (in):0.754
j (in):2.25
rz (in):1.576
ry (in):0.599
x0 (in):-1.24
Se,z (in ):3 0.549
Set,z (in ):3 0.549
Sf,z (in ):3 0.55
Sfy,z (in ):3 0.55
Se,y (in ):3 0.143
Set,y (in ):3 0.143
Sf,y (in ):3 0.143
Sfy,y (in ):3 0.311
Design Properties
Lb y-y (ft):1
Lb z-z (ft):10
L :comp top Lbyy
Lcomp bot (ft):10
C :b 1
C :m y-y 0.6
C :m z-z 0.85
K :y-y 1
K :z-z 1
R:N/A
y sway:No
z sway:No
a:N/A
Function:Lateral
Max Defl Ratio:L/726
Max Defl Location:5
Span:1
M1
N1 N2
-0.1653 at 5 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.1192 at 0 ft
-0.1192 at 10 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-0.298 at 5 ft
z-z Moment (k-ft)
Axial Stress (ksi)
6.5011 at 5 ft
Bending Compression Stress (ksi)
-6.5011 at 5 ft
Bending Tension Stress (ksi)
AISI S100-20: ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Tension Analysis 0 k 8.754 k --
Axial Compression Analysis 0 k 1.744 k --
Flexural Analysis (Strong Axis)0.298 k-ft 0.904 k-ft --
Flexural Analysis (Weak Axis)0 k-ft 0.235 k-ft --
Shear Analysis (Major Axis y)0.119 k 2.603 k 0.046 PASS
Shear Analysis (Minor Axis z)0 k 1.88 k 0 PASS
Bending & Axial Interaction Check (UC Bending Max)--0.33 PASS
RISA-3D Version 22 [ 24142 Beams5.r3d ]Page 1
400S162-54 Ceiling Joist Detail 1J/S5 3&
Detail Report: M1Load Combination:LC 2: ASCE ASD 2 Code check:0.330 (axial/bending)y z y zx Input DataShape:400S162-54Member Type:BeamLength (ft):10Material Type:Cold Formed SteelDesign Rule:TypicalInternal Sections:97Design Code:AISI S100-20: ASD I Node:N1J Node:N2I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:A653 SS Gr33E (ksi):29500G (ksi):11346 Nu:0.3Therm. Coeff. (/1E5 F):0.65Density(lb/ft ):3 490 Fy (ksi):33Fu(ksi):45Shape PropertiesD (in):4B (in):1.625t (in):0.057R (in):0.085d (in):0.5Iyy(in ):4 0.159Izz(in ):4 1.1Area(in ):2 0.443J(in ):4 0.000473 Cw (in ):6 0.56ro(in):2.09Xc(in):0.484m (in):0.754j (in):2.25rz(in):1.576ry(in):0.599x0(in):-1.24Se,z (in ):3 0.549 Set,z (in ):3 0.549Sf,z (in ):3 0.55Sfy,z (in ):3 0.55Se,y (in ):3 0.143Set,y (in ):3 0.143Sf,y (in ):3 0.143Sfy,y (in ):3 0.311Design PropertiesLb y-y (ft):1Lb z-z (ft):10L:comp top LbyyLcomp bot (ft):10C:b 1C:m y-y 0.6 C :m z-z 0.85K:y-y 1K:z-z 1R:N/Ay sway:Noz sway:No a:N/AFunction:LateralMax Defl Ratio:L/726Max Defl Location:5Span:1
M1
N1 N2
-0.1653 at 5 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.1192 at 0 ft
-0.1192 at 10 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-0.298 at 5 ft
z-z Moment (k-ft)
Axial Stress (ksi)
6.5011 at 5 ft
Bending Compression Stress (ksi)
-6.5011 at 5 ft
Bending Tension Stress (ksi)
AISI S100-20: ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Tension Analysis 0 k 8.754 k --
Axial Compression Analysis 0 k 1.744 k --
Flexural Analysis (Strong Axis)0.298 k-ft 0.904 k-ft --
Flexural Analysis (Weak Axis)0 k-ft 0.235 k-ft --
Shear Analysis (Major Axis y)0.119 k 2.603 k 0.046 PASS
Shear Analysis (Minor Axis z)0 k 1.88 k 0 PASS
Bending & Axial Interaction Check (UC Bending Max)--0.33 PASS
RISA-3D Version 22 [ 24142 Beams5.r3d ]Page 2
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400S162-54 Ceiling Joist Detail 1J/S5 3&
Detail Report: M2
Load Combination:LC 2: ASCE ASD 2 Code check:0.507 (axial/bending)
y
z
y
z
x
Input Data
Shape:600S162-54
Member Type:Beam
Length (ft):16
Material Type:Cold Formed Steel
Design Rule:Typical
Internal Sections:97
Design Code:AISI S100-20: ASD
I Node:N3
J Node:N4
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:A653 SS Gr33
E (ksi):29500
G (ksi):11346
Nu:0.3
Therm. Coeff. (/1E5 F):0.65
Density (lb/ft ):3 490
Fy (ksi):33
Fu (ksi):45
Shape Properties
D (in):6
B (in):1.625
t (in):0.057
R (in):0.085
d (in):0.5
Iyy (in ):4 0.181
Izz (in ):4 2.86
Area (in ):2 0.556
J (in ):4 0.000594
Cw (in ):6 1.34
ro (in):2.56
Xc (in):0.385
m (in):0.663
j (in):3.38
rz (in):2.268
ry (in):0.571
x0 (in):-1.05
Se,z (in ):3 0.953
Set,z (in ):3 0.953
Sf,z (in ):3 0.953
Sfy,z (in ):3 0.953
Se,y (in ):3 0.149
Set,y (in ):3 0.149
Sf,y (in ):3 0.149
Sfy,y (in ):3 0.438
Design Properties
Lb y-y (ft):1
Lb z-z (ft):16
L :comp top Lbyy
Lcomp bot (ft):16
C :b 1
C :m y-y 0.6
C :m z-z 0.85
K :y-y 1
K :z-z 1
R:N/A
y sway:No
z sway:No
a:N/A
Function:Lateral
Max Defl Ratio:L/453
Max Defl Location:8
Span:1
M2
N3 N4
-0.4233 at 8 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.1938 at 0 ft
-0.1938 at 16 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-0.7751 at 8 ft
z-z Moment (k-ft)
Axial Stress (ksi)
9.7565 at 8 ft
Bending Compression Stress (ksi)
-9.7565 at 8 ft
Bending Tension Stress (ksi)
AISI S100-20: ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Tension Analysis 0 k 10.987 k --
Axial Compression Analysis 0 k 1.26 k --
Flexural Analysis (Strong Axis)0.775 k-ft 1.527 k-ft --
Flexural Analysis (Weak Axis)0 k-ft 0.245 k-ft --
Shear Analysis (Major Axis y)0.194 k 2.74 k 0.071 PASS
Shear Analysis (Minor Axis z)0 k 1.88 k 0 PASS
Bending & Axial Interaction Check (UC Bending Max)--0.507 PASS
RISA-3D Version 22 [ 24142 Beams5.r3d ]Page 1
600S162-54 Ceiling Joist Detail 1J/S5 3&
Detail Report: M2Load Combination:LC 2: ASCE ASD 2 Code check:0.507 (axial/bending)y z y zx Input DataShape:600S162-54Member Type:BeamLength (ft):16Material Type:Cold Formed SteelDesign Rule:TypicalInternal Sections:97Design Code:AISI S100-20: ASD I Node:N3J Node:N4I Release:FixedJ Release:FixedI Offset:N/AJ Offset:N/AT/C Only:Both WayMaterial PropertiesMaterial:A653 SS Gr33E (ksi):29500G (ksi):11346 Nu:0.3Therm. Coeff. (/1E5 F):0.65Density(lb/ft ):3 490 Fy (ksi):33Fu(ksi):45Shape PropertiesD (in):6B (in):1.625t (in):0.057R (in):0.085d (in):0.5Iyy(in ):4 0.181Izz(in ):4 2.86Area(in ):2 0.556J(in ):4 0.000594 Cw (in ):6 1.34ro(in):2.56Xc(in):0.385m (in):0.663j (in):3.38rz(in):2.268ry(in):0.571x0(in):-1.05Se,z (in ):3 0.953 Set,z (in ):3 0.953Sf,z (in ):3 0.953Sfy,z (in ):3 0.953Se,y (in ):3 0.149Set,y (in ):3 0.149Sf,y (in ):3 0.149Sfy,y (in ):3 0.438Design PropertiesLb y-y (ft):1Lb z-z (ft):16L:comp top LbyyLcomp bot (ft):16C:b 1C:m y-y 0.6 C :m z-z 0.85K:y-y 1K:z-z 1R:N/Ay sway:Noz sway:No a:N/AFunction:LateralMax Defl Ratio:L/453Max Defl Location:8Span:1
M2
N3 N4
-0.4233 at 8 ft
y Deflection (in)
Diagrams:
z Deflection (in)
Axial Force (k)
0.1938 at 0 ft
-0.1938 at 16 ft
y Shear Force (k)z Shear Force (k)
Torsion (k-ft)y-y Moment (k-ft)
-0.7751 at 8 ft
z-z Moment (k-ft)
Axial Stress (ksi)
9.7565 at 8 ft
Bending Compression Stress (ksi)
-9.7565 at 8 ft
Bending Tension Stress (ksi)
AISI S100-20: ASD Code Check
Limit State Required Available Unity Check Result
Applied Loading -Bending/Axial ----
Applied Loading -Shear + Torsion ----
Axial Tension Analysis 0 k 10.987 k --
Axial Compression Analysis 0 k 1.26 k --
Flexural Analysis (Strong Axis)0.775 k-ft 1.527 k-ft --
Flexural Analysis (Weak Axis)0 k-ft 0.245 k-ft --
Shear Analysis (Major Axis y)0.194 k 2.74 k 0.071 PASS
Shear Analysis (Minor Axis z)0 k 1.88 k 0 PASS
Bending & Axial Interaction Check (UC Bending Max)--0.507 PASS
RISA-3D Version 22 [ 24142 Beams5.r3d ]Page 2
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600S162-54 Ceiling Joist Detail 1J/S5 3&
Ladder Platform 3&
Ladder Platform 3&
Ladder Platform 3&
Ladder Platform 3&
RISA-3D Version 22 [ 24142 Platform ladder.r3d ]Page 1
Cold Formed Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [lb/ft³]Yield [ksi]Fu [ksi]
1 A653 SS Gr33 29500 11346 0.3 0.65 490 33 45
2 A653 SS Gr50/1 29500 11346 0.3 0.65 490 50 65
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 M1 N1 N2 2-600S162-54-BB Beam CS B-to-B A653 SS Gr33 Typical
2 M2 N3 N4 400S162-54 Beam CS A653 SS Gr33 Typical
3 M3 N5 N6 400S162-54 Beam CS A653 SS Gr33 Typical
4 M4 N7 N8 400S162-54 Beam CS A653 SS Gr33 Typical
5 M5 N9 N10 400S162-54 Beam CS A653 SS Gr33 Typical
6 M6 N11 N12 400S162-54 Beam CS A653 SS Gr33 Typical
7 M7 N13 N1 400S162-54 Beam CS A653 SS Gr33 Typical
8 M8 N13 N14 400S162-54 Beam CS A653 SS Gr33 Typical
9 M9 N14 N2 400S162-54 Beam CS A653 SS Gr33 Typical
Member Area Loads (BLC 1 : DL)
Node ANode BNode C Node DDirection Load Direction A Magnitude [psf]B Magnitude [psf]C Magnitude [psf]D Magnitude [psf]Exclude Braces
1 N3 N13 N1 N4 Y A-B -15 -15 -15 -15 Yes
2 N14 N5 N6 N2 Y A-B -15 -15 -15 -15 Yes
3 N8 N7 N4 N6 Y A-B -15 -15 -15 -15 Yes
4 N5 N3 N9 N10 Y A-B -15 -15 -15 -15 Yes
5 N1 N11 N12 N2 Y A-B -15 -15 -15 -15 Yes
Member Area Loads (BLC 2 : RLL)
Node ANode BNode C Node DDirection Load Direction A Magnitude [psf]B Magnitude [psf]C Magnitude [psf]D Magnitude [psf]Exclude Braces
1 N3 N13 N1 N4 Y A-B -40 -40 -40 -40 Yes
2 N14 N5 N6 N2 Y A-B -40 -40 -40 -40 Yes
3 N8 N7 N4 N6 Y A-B -40 -40 -40 -40 Yes
4 N5 N3 N9 N10 Y A-B -40 -40 -40 -40 Yes
5 N1 N11 N12 N2 Y A-B -40 -40 -40 -40 Yes
Node Loads and Enforced Displacements (BLC 1 : DL)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N15 L Y -0.1
2 N16 L Y -0.1
Node Loads and Enforced Displacements (BLC 2 : RLL)
Node Label L, D, M Direction Magnitude [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)]
1 N15 L Y -0.2
2 N16 L Y -0.2
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor
1 DL+RLL Yes Y DL 1 RLL 1
2 RLL Yes Y RLL 1
Ladder Platform 3&
RISA-3D Version 22 [ 24142 Platform ladder.r3d ]Page 2
Deflection Design
Label LC Ratio LC Ratio LC Ratio
1 Typical 1 240 2 360 3 240
Envelope AISI S100-20: ASD Member Cold Formed Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCPn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn
1 M1 2-600S162-54-BB 0.7488 4.0833 1 0.1861 0 y 1 5.9358 21.9737 NC 3.0547 5.4797 -0.625 1 H1.2-1
2 M2 400S162-54 0.5052 2.3216 1 0.2052 0 y 1 4.1207 8.7539 0.2267 0.8012 2.6035 1.8799 1.0932H1.2-1
3 M3 400S162-54 0.5011 2.3769 1 0.2018 0 y 1 4.1207 8.7539 0.2267 0.8012 2.6035 1.8799 1.0933H1.2-1
4 M4 400S162-54 0.0017 1.4167 1 0.0008 2.8333 y 1 4.8743 8.7539 0.2358 0.9038 2.6035 1.8799 1.1364F3.1-1
5 M5 400S162-54 0.2416 2.184 1 0.118 0 y 1 4.8743 8.7539 0.2358 0.9038 2.6035 1.8799 1.0142F3.1-1
Envelope Beam Deflection Checks
Beam Design Rule Span Defl [in]Ratio LC Defl [in]Ratio LC Defl [in]Ratio LC
1 M1 Typical 1 -0.169 579 1(DL+RLL)-0.12 816 2(RLL)N/A N/A N/A
2 M2 Typical 1 -0.068 932 1(DL+RLL)-0.048 1334 2(RLL)N/A N/A N/A
3 M3 Typical 1 -0.068 939 1(DL+RLL)-0.047 1345 2(RLL)N/A N/A N/A
4 M4 Typical 1 0 NC 1(DL+RLL)0 NC 2(RLL)N/A N/A N/A
5 M5 Typical 1 -0.011 3136 1(DL+RLL)-0.007 4737 2(RLL)N/A N/A N/A
Ladder Platform 3&
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LR10% Seismic Mass Check and 5% gravity check
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LR
3DUNLQJ6WUXFWXUH
10 % Shear Strength Reduction
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LR
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Slab Strength around new opening
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6ODE6WUHQJWKDURXQGQHZRSHQLQJ
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529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
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LR
3DUNLQJ6WUXFWXUH
6ODE6WUHQJWKDURXQGQHZRSHQLQJ
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Nonstructural Component Anchorage LR
Seismic Loading on component shall be based on ASCE 7-16 Chapter 13 Seismic Design Requirements For
Nonstructural Components.
Criteria (based on USGS website and ASCE 7-16)
SDS =1.299
ap =1 (ASCE 7-16 Table 13.6-1)
Rp =2.5 (ASCE 7-16 Table 13.6-1)
Ip =1.5 (ASCE 7-16 Section 13.1.3)
z =0 (Floor height [ft.] where component is attached)
hbuilding =0 (N/A because component is on grade)
Seismic Coefficient (ASCE 7-16 Section 13.3.1)
Fp = 0.4*ap*SDS*Wp* (1+2*(z / h)) / (Rp / Ip) =0.312 Wp
Fp,max = 1.6*SDS*Ip*Wp =3.118 Wp
Fp,min = 0.3*SDS*Ip*Wp =0.585 Wp Governs
Fp =0.585 Wp
Seismic Coefficient for Vertical Component (ASCE 7-16 Section 13.3.1.2)
Fp,vert = 0.2*SDS*Wp =0.260 Wp
Seismic Coefficients in ASD
Per ASCE 7-16 Table 13.6-1, Overstrength Factor Ωo = 2.0 For Concrete Anchorage
ASD Alternative Load Combination: (0.9 - Fp,vert)D + ΩoE/1.4 L = 30.0 in.
Fp,ASD = 0.585 /1.4 =0.418 Wp
Fp,vert,ASD =0.260 /1.4 =0.186 Wp
Overturning
Weight, Wp = 1619 lbs
Fp,ASD = 676 lbs h = 45.0 in.
Fp,vert,ASD =300 lbs
MOT = Ωo*Fp,ASD*h + Fp,vert,ASD*(L/2) - 0.9*Wp*(L/2) = 43489 in-lbs
T = MOT / d = 1450 lbs
V = Ωo*Fp,ASD = 1352 lbs d = 30.0 in.
Use 3/4'' Dia. x 4'' Embed. Hilti KB-TZ at each corner Short Side View
2 in tension 4 in shear
T/2 725 lbs
V/4 338 lbs
Wp
Fp,vert
T C
Fp
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(OHFWULF3DQHO
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Hilti PROFIS Engineering 3.1.20
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:
|
Concrete - Aug 1, 2025
Page:
Specifier:
E-Mail:
Date:
1
9/4/2025
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3
Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304
Specification text: Hilti Æ 1/2 in Kwik Bolt TZ2 - SS 304 with 3.75
in nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.
Material: AISI 304
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, 3000, fc' = 3,000 psi; h = 12.000 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))
3&
(OHFWULF3DQHO&RQFUHWH$QFKRUDJH5HSRUW
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Hilti PROFIS Engineering 3.1.20
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:
|
Concrete - Aug 1, 2025
Page:
Specifier:
E-Mail:
Date:
2
9/4/2025
Geometry [in.] & Loading [lb, in.lb]
3&
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Hilti PROFIS Engineering 3.1.20
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:
|
Concrete - Aug 1, 2025
Page:
Specifier:
E-Mail:
Date:
3
9/4/2025
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 725; Vx = 59; Vy = 338;
Mx = 0; My = 0; Mz = 0;
yes 48
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 725 343 59 338
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*725 8,906 9 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**725 1,535 48 OK
* highest loaded anchor **anchor group (anchors in tension)
3&
(OHFWULF3DQHO&RQFUHWH$QFKRUDJH5HSRUW
www.hilti.com
Hilti PROFIS Engineering 3.1.20
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Aug 1, 2025
Page:
Specifier:
E-Mail:
Date:
4
9/4/2025
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.10 120,404
Calculations
Nsa [lb]
11,875
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
11,875 0.750 8,906 725
3.2 Concrete Breakout Failure
Ncb = (ANcANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
3.250 3.000 1.000 7.500 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
62.02 95.06 0.885 1.000 5,455
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
3,148 0.650 0.750 1.000 1,535 725
3&
(OHFWULF3DQHO&RQFUHWH$QFKRUDJH5HSRUW
www.hilti.com
Hilti PROFIS Engineering 3.1.20
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:
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Design:
Fastening point:
|
Concrete - Aug 1, 2025
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Date:
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9/4/2025
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*343 5,426 7 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**343 4,408 8 OK
Concrete edge failure in direction y+**343 1,075 32 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.10 120,404 1.000
Calculations
Vsa,eq [lb]
8,348
Results
Vsa,eq [lb]f steel f Vsa,eq [lb]Vua [lb]
8,348 0.650 5,426 343
3&
(OHFWULF3DQHO&RQFUHWH$QFKRUDJH5HSRUW
www.hilti.com
Hilti PROFIS Engineering 3.1.20
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
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Design:
Fastening point:
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Concrete - Aug 1, 2025
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4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,mincac
, 1.5hefcac)£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
2 3.250 3.000 1.000
cac [in.]kc l a f'
c [psi]
7.500 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
62.02 95.06 0.885 1.000 5,455
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
6,297 0.700 1.000 1.000 4,408 343
3&
(OHFWULF3DQHO&RQFUHWH$QFKRUDJH5HSRUW
www.hilti.com
Hilti PROFIS Engineering 3.1.20
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:
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Design:
Fastening point:
|
Concrete - Aug 1, 2025
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9/4/2025
4.3 Concrete edge failure in direction y+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)*
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (leda)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.]
3.000 3.000 1.000 12.000 3.250
l a da [in.]f'
c [psi]y parallel,V
1.000 0.500 3,000 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
33.75 40.50 0.900 1.000 2,048
Results
Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb]
1,536 0.700 1.000 1.000 1,075 343
*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
0.472 0.319 5/3 44 OK
bNV = bz
N + bz
V <= 1
3&
(OHFWULF3DQHO&RQFUHWH$QFKRUDJH5HSRUW
Wood Beam
LIC# : KW-06015294, Build:20.25.07.09 GROSSMAN & SPEER ASSOCIATES, INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Project File: ENERCALC_20
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2018
Code References
Governing Code : IBC 2018, CBC 2019
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2018
2-2x8
Span = 21.0 ft
1 2
D(0.02128) Lr(0.0133)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.010 ksf, Tributary Width = 1.330 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.573: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.500ft
27.00 psi=
=
1,725.00psi
2-2x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+Lr
=
=
=
225.00 psi==
Section used for this span 2-2x8
Maximum Shear Stress Ratio 0.120 : 1
0.000 ft==
989.03psi
Maximum Deflection 697
<360
235Ratio =0 <180
Max Downward Transient Deflection 0.361 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.068 in Ratio =>=180Max 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 = 21.0 ft 1 0.527 0.110 0.90 1.200 1.151.00 1.00 1.43 654.3 1,242.0 0.26 162.01.00 17.91.00
1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 21.0 ft 1 0.573 0.120 1.25 1.200 1.151.00 1.00 2.17 989.0 1,725.0 0.39 225.01.00 27.01.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 1.0678 10.577 0.0000 0.000
3&Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Wood Beam
LIC# : KW-06015294, Build:20.25.07.09 GROSSMAN & SPEER ASSOCIATES, INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Project File: ENERCALC_20
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl
Maximum Deflections for Load Combinations
D Only 1 0.7064 10.577 0.0000 0.000in ftinft
+D+Lr 1 1.0678 10.577 0.0000 0.000in ftinft
+D+0.750Lr 1 0.9775 10.577 0.0000 0.000in ftinft+0.60D 1 0.4238 10.577 0.0000 0.000in ftinft
Lr Only 1 0.3614 10.577 0.0000 0.000in ftinft
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.413 0.413
Max Upward from Load Combinations 0.413 0.413
Max Upward from Load Cases 0.273 0.273
D Only 0.273 0.273
+D+Lr 0.413 0.413
+D+0.750Lr 0.378 0.378
+0.60D 0.164 0.164
Lr Only 0.140 0.140
3&Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Wood Beam
LIC# : KW-06015294, Build:20.25.07.09 GROSSMAN & SPEER ASSOCIATES, INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Project File: ENERCALC_20
Referenced Design Standard(s) : NDS 2018
Load Combination Set : IBC 2018
Code References
Governing Code : IBC 2018, CBC 2019
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2018
2-2x6
Span = 15.80 ft
1 2
D(0.02128) Lr(0.0133)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.010 ksf, Tributary Width = 1.330 ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.506: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.900ft
26.00 psi=
=
1,868.75psi
2-2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+Lr
=
=
=
225.00 psi==
Section used for this span 2-2x6
Maximum Shear Stress Ratio 0.116 : 1
15.396 ft==
944.66psi
Maximum Deflection 714
<360
249Ratio =0 <180
Max Downward Transient Deflection 0.265 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.761 in Ratio =>=180Max 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 = 15.80 ft 1 0.457 0.105 0.90 1.300 1.151.00 1.00 0.78 615.4 1,345.5 0.19 162.01.00 16.91.00
1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 15.80 ft 1 0.506 0.116 1.25 1.300 1.151.00 1.00 1.19 944.7 1,868.8 0.29 225.01.00 26.01.00
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 0.7611 7.958 0.0000 0.000
3&Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Wood Beam
LIC# : KW-06015294, Build:20.25.07.09 GROSSMAN & SPEER ASSOCIATES, INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Project File: ENERCALC_20
Location in SpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl
Maximum Deflections for Load Combinations
D Only 1 0.4958 7.958 0.0000 0.000in ftinft
+D+Lr 1 0.7611 7.958 0.0000 0.000in ftinft
+D+0.750Lr 1 0.6947 7.958 0.0000 0.000in ftinft+0.60D 1 0.2975 7.958 0.0000 0.000in ftinft
Lr Only 1 0.2653 7.958 0.0000 0.000in ftinft
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.301 0.301
Max Upward from Load Combinations 0.301 0.301
Max Upward from Load Cases 0.196 0.196
D Only 0.196 0.196
+D+Lr 0.301 0.301
+D+0.750Lr 0.275 0.275
+0.60D 0.118 0.118
Lr Only 0.105 0.105
3&Ceiling joist Details 2F/A-6.1 and 1T, 1U of sheet S5
Company:Date:1/27/2026
Engineer:Page:1
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
1.Project information
Project description:
Location:
Design name: Design
Comment:
2. Input Data &Anchor Parameters
GeneralDesign method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: A615 Grade 60 Rebar
Diameter (inch): 0.875
Effective Embedment depth,hef (inch): 17.500
Code report: ICC-ES ESR-4057
Anchor category:-
Anchor ductility: Yes
hmin (inch): 19.50
cac (inch): 43.56
Cmin (inch): 1.75
Smin (inch): 3.00
Base MaterialConcrete: Normal-weight
Concrete thickness,h (inch): 25.00
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V:1.0
Reinforcement condition:B tension,B shear
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Reduced installation torque (for AT-3G): Not applicable
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended AnchorAnchor Name: SET-3G™-SET-3G w/ #7 A615 Gr. 60 Rebar
Code Report: ICC-ES ESR-4057
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
Company:Date:1/27/2026
Engineer:Page:2
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
Load and GeometryLoad factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17.10.5.2 not applicable
Ductility section for shear: 17.10.6.2 not applicable
Ω0 factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 21631
Vuax [lb]:0
Vuay [lb]: 6574
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
N
A
N
6HH&DOFSDJH3
Company:Date:1/27/2026
Engineer:Page:3
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
<Figure 2>
3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 21631.0 0.0 6574.0 6574.0
Sum 21631.0 0.0 6574.0 6574.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi):0
Resultant tension force (lb): 21631
Resultant compression force (lb):0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
Company:Date:1/27/2026
Engineer:Page:4
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
54000 0.75 40500
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1)
kc a f’c (psi)hef (in)Nb (lb)
17.0 1.00 2500 17.500 62227
0.75 Ncb =0.75 (ANc/ ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 &Eq. 17.6.2.1a)
ANc (in2)ANco (in2 ca,min (in)ed,N c,N cp,N Nb (lb)0.75 Ncb (lb)
2756.25 2756.25 -1.000 1.00 1.000 62227 0.65 30335
6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5)
k,cr =k,crfshort-termKsat(f’c /2,500)n N.seis
k,cr (psi)fshort-term Ksat N.seis f’c (psi)n k,cr (psi)
1265 1.00 1.00 1.00 2500 0.25 1265
Nba =a cr dahef (Eq. 17.6.5.2.1)
a cr (psi)da (in)hef (in)Nba (lb)
1.00 1265 0.88 17.500 60854
0.75 Na =0.75 (ANa / ANa0)ed,Na cp,NaNba (Sec. 17.5.1.2 &Eq. 17.6.5.1a)
ANa (in2)ANa0 (in2)cNa (in)ca,min (in)ed,Na p,Na Na0 (lb)0.75 Na (lb)
493.90 493.90 11.11 -1.000 1.000 60854 0.65 29666
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)grout V,seis grout V,seis Vsa (lb)
32400 1.0 0.65 0.60 12636
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)
Vcp =min|kcpNa ;kcpNcb| =min|kcp(ANa / ANa0)ed,Na cp,NaNba ;kcp(ANc / ANco)ed,N c,N cp,NNb|(Sec. 17.5.1.2 &Eq. 17.7.3.1a)
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
Company:Date:1/27/2026
Engineer:Page:5
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
kcp ANa (in2)ANa0 (in2)ed,Na cp,Na Nba (lb)Na (lb)
2.0 493.90 493.90 1.000 1.000 60854 60854
ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Ncb (lb)Vcp (lb)
2756.25 2756.25 1.000 1.000 1.000 62227 62227 0.70 85195
11. Results
Interaction of Tensile and Shear Forces (Sec. R17.8)
Tension Factored Load,Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 21631 40500 0.53 Pass
Concrete breakout 21631 30335 0.71 Pass
Adhesive 21631 29666 0.73 Pass (Governs)
Shear Factored Load,Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 6574 12636 0.52 Pass (Governs)
Pryout 6574 85195 0.08 Pass
Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Utilization Ratio Permissible Status
Sec. R17.8 0.59 0.34 92.7% 1.0 Pass
SET-3G w/ #7 A615 Gr. 60 Rebar with hef = 17.500 inch meets the selected design criteria.
12. Warnings
-Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension
need not be satisfied –designer to verify.
-Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need
not be satisfied –designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer’s product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
Detail Report: WP16 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: Strength
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#5
Vert Bar Size:#3
No. Tens Bars:1
Effective Depth (in):204
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):40
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt (psf):78
GEOMETRY
Total Height (ft):8.5
Total Length (ft):17
Block Grouting:Fully Grouted
Grout Spacing:24"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 77.282 at 0 ft
Min: 64.294 at 8.5 ft
P
k
Max: 26.406 at 4.25 ft
V
k
Max: 466.784 at 8.5 ft
Min: 227.766 at 0 ft
M
k-ft
AXIAL DETAILS
P/(Pn*Φ):0.065
P (k):77.282
Pn (k):1329.508
Φ:0.9
Location (ft):0
Load Comb:1
Rad gyration r (in):2.2
h'/r:46.364
Red Factor R:0.89
BENDING SUMMARY
Mu/(Mn*Φ):0.865
Mu (k-ft):466.784
Mn (k-ft):599.83
Φ:0.9
Location (ft):8.5
Load Comb:1
a (in):7.027
c (in):8.783
d (in):204
SHEAR SUMMARY
Vu/(Vn*Φ):0.218
Vu (k):26.406
Vn (k):151.623
Φ:0.8
Location (ft):8.5
Load Comb:1
Corresponding M (k-
ft):
466.784
Corresponding P (k):64.294
M / (V*d):1
Sh Steel Reqd:No
Gammag:1
CROSS SECTION DETAILING
(1
)
#
3
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
No horizontal reinforcement required
NOTE: All units are in "in."
RISA-3D Version 23 [ 24142 Parking(23) Gravity.r3d ]Page 1
1HZ&08:DOO)RRWLQJ6WDELOLW\ 3DUNLQJ6WUXFWXUH 3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
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GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
PROJECT:FOR:PAGE:
SUBJECT:BY:DATE:
LR
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6KHDU:DOO)RXQGDWLRQ 1 &086KHDU:DOO6RXWK6LGH
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1HZ&08:DOO)RRWLQJ6WDELOLW\ 3DUNLQJ6WUXFWXUH
3&
GROSSMAN & SPEER ASSOCIATES, INC.STRUCTURAL ENGINEERS
529 HAHN AVENUE, SUITE 200, GLENDALE, CALIFORNIA 91203 (818) 507-1020 • FAX (818) 507-1556
e-mail: engineers@grossmanspeer.com
PROJECT NUMBER:
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SUBJECT:BY:DATE:
LR1HZ&08:DOO)RRWLQJ6WDELOLW\ 3DUNLQJ6WUXFWXUH
3&
www.hilti.com
Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Masonry - Jan 26, 2026
Page:
Specifier:
E-Mail:
Date:
1
1/27/2026
Specifier's comments:
1 Input data
Anchor type and diameter: HY 200-A V3 + Rebar A615 Gr.60 #6
Item number: not available (element) / 2334276 HIT-HY 200-R V3
(adhesive)
Specification text: #6 HY 200-A V3 + Rebar A615 Gr.60 with
6.75 in nominal embedment depth per ICC-ES
ESR-4878 , Hammer drilled installation per
MPII
Effective embedment depth: hef = 6.750 in.
Material: ASTM A 615 GR.60
Evaluation Service Report: ESR-4878
Issued I Valid: 9/1/2025 | 11/1/2025
Proof: Design Method LRFD (AC58) Masonry + ACI 318-19
Stand-off installation:
Profile:
Base material: cracked Grout-filled CMU, f=1500, f = 1,500 psi, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.;
Solid Head Joint: yes; open ended unit: yes
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.
Installation: Face installation, Drill hole: Hammer drilled, Installation condition: Dry
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
$QFKRUDJH'HWDLO63&
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Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
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Design:
Fastening point:
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2
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Geometry [in.]
$QFKRUDJH'HWDLO63&
www.hilti.com
Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
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Address:
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Design:
Fastening point:
|
Masonry - Jan 26, 2026
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3
1/27/2026
Geometry [in.] & Loading [lb, in.lb]
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 0; Vy = 4,335;
Mx = 0; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
yes 98
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 0 4,335 0 4,335
6HH&DOFSDJH3
$QFKRUDJH'HWDLO63&
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Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
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Address:
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Design:
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|
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3 Shear load
Load [lb]Capacity [lb]Utilization bV [%]Status
Steel 4,335 8,870 49 OK
Pryout cone 4,335 11,409 38 OK
Masonry crushing strength 4,335 4,435 98 OK
Masonry breakout in direction y+4,335 10,831 41 OK
3.1 Steel strength
Vsa = ESR value refer to ICC-ES ESR-4878
f Vsa ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
Vsa,seismic [lb]f f seismic f Vsa [lb]Vua [lb]
14,783 0.600 1.000 8,870 4,335
3.2 Pryout strength (Masonry breakout strength controls)
Vmpg = kcp · Nmbgf Vmpg ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
ANm see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANm0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.2.1)
y ec1,N,m = (1
1 + ec1,N
cNa
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ec1,N,m = (1
1 + ec2,NcNa
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N,m = 0.7 + 0.3 (c
ccr,N)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
Nb,m = km 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.]y c,N
2 6.750 0.000 0.000 26.000 1.000
km l a
12 1.000
Calculations
ANm [in.2]ANm0 [in.2]y ec1,N,m y ec2,N,m y ed,N Nb,m [lb]
410.06 410.06 1.000 1.000 1.000 8,150
Results
Vmpg [lb]f concrete f seismic f Vmpg [lb]Vua [lb]
16,299 0.700 1.000 11,409 4,335
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Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
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Design:
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|
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3.3 Masonry crushing strength
f Vmc ³ Vua AC58 Table 3.2
Vmc = 1750 · (f'
m · Ase,V)
14 AC58 Eq. 3-1
Variables
f'
m [psi]Ase,v [in.2]
1,500 0.44
Results
Vmc [lb]f f seismic f Vmc [lb]Vua [lb]
8,870 0.500 1.000 4,435 4,335
3.4 Masonry breakout strength y+
Vmb = (AVm
AVm0)y m,V y h,V,m y parallel,V Vb,m ACI 318-19 Eq. (17.7.2.1a)
f Vmb ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
AVm see ACI 318-19 , Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVm0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V,m = 0.7 + 0.3(ca2
1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V,m = √1.5ca1ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb,m = (7 (le
da)0.2
√da)l a √f'
m c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
le [in.]da [in.]ca1 [in.]ca2 [in.]AVm [in.2]AVm0 [in.2]f'
m [psi]
6.000 0.750 26.667 26.000 503.25 3,200.00 1,500
Calculations
y ed,V,m y parallel,V ec,V [in.]y m,V y h,V,m
0.895 1.000 0.000 1.000 2.290
Results
Vb,m [lb]f f seismic f Vmbg [lb]Vua [lb]
47,995 0.700 1.000 10,831 4,335
$QFKRUDJH'HWDLO63&
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Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
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Address:
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|
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6
1/27/2026
4 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, 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 FEM 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.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU
walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG.
• Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS!
• Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces
and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While
installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar
joints.
• The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration.
• If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this
position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only
be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void.
• The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use
provided with the product have to be followed to ensure a proper installation.
• The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user.
• Drilling method (hammer, rotary) to be in accordance with the approval!
• Masonry should be built according to industry standards.
Fastening meets the design criteria!
$QFKRUDJH'HWDLO63&
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Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
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|
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5 Installation data
Anchor plate, steel: - Anchor type and diameter: HY 200-A V3 + Rebar A615
Gr.60 #6
Profile: - Item number: not available (element) / 2334276 HIT-HY
200-R V3 (adhesive)
Hole diameter in the fixture: - Maximum installation torque: 1,200 in.lb
Plate thickness (input): - Hole diameter in the base material: 0.875 in.
Hole depth in the base material: 6.750 in.
Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in.
Cleaning: No cleaning of the drilled hole is required
#6 HY 200-A V3 + Rebar A615 Gr.60 with 6.75 in nominal embedment depth per ICC-ES ESR-4878 , Hammer drilled installation per MPII
Coordinates Anchor in.
Anchor x y c-x c+x c-y c+y
1 0.000 0.000 40.000 26.000 50.000 50.000
$QFKRUDJH'HWDLO63&
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Hilti PROFIS Engineering 3.1.26
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
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6 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.
$QFKRUDJH'HWDLO63&
Company:Date:1/27/2026
Engineer:Page:1
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
1.Project information
Project description:
Location:
Design name: Design
Comment:
2. Input Data &Anchor Parameters
GeneralDesign method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: A615 Grade 60 Rebar
Diameter (inch): 0.750
Effective Embedment depth,hef (inch): 6.000
Code report: ICC-ES ESR-4057
Anchor category:-
Anchor ductility: Yes
hmin (inch): 7.75
cac (inch): 8.77
Cmin (inch): 1.75
Smin (inch): 3.00
Base MaterialConcrete: Normal-weight
Concrete thickness,h (inch): 25.00
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V:1.0
Reinforcement condition:B tension,B shear
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/110°F
Reduced installation torque (for AT-3G): Not applicable
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended AnchorAnchor Name: SET-3G™-SET-3G w/ #6 A615 Gr. 60 Rebar
Code Report: ICC-ES ESR-4057
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
Company:Date:1/27/2026
Engineer:Page:2
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
Load and GeometryLoad factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: No
Ductility section for tension: 17.10.5.2 not applicable
Ductility section for shear: 17.10.6.2 not applicable
Ω0 factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]:0
Vuax [lb]: 4335
Vuay [lb]:0
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
6HH&DOFSDJH3
Company:Date:1/27/2026
Engineer:Page:3
Project:
Address:
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
<Figure 2>
3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 0.0 4335.0 0.0 4335.0
Sum 0.0 4335.0 0.0 4335.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi):0
Resultant tension force (lb):0
Resultant compression force (lb):0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
Company:Date:1/27/2026
Engineer:Page:4
Project:
Address:
Phone:
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Anchor Designer™ for
Concrete Software
Version 3.3.2501.2
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)grout V,seis grout V,seis Vsa (lb)
23760 1.0 0.65 0.60 9266
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.7.2)
Shear parallel to edge in y-direction:
Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5|(Eq. 17.7.2.2.1a &Eq. 17.7.2.2.1b)
le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb)
6.00 0.750 1.00 2500 4.00 3600
Vcby =(2)(AVc/ AVco)ed,V c,V h,VVbx (Sec. 17.5.1.2, 17.7.2.1(c)&Eq. 17.7.2.1a)
AVc (in2)AVco (in2)ed,V c,V h,V Vbx (lb)Vcby (lb)
72.00 72.00 1.000 1.000 1.000 3600 0.70 5040
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)
Vcp =min|kcpNa ;kcpNcb| =min|kcp(ANa / ANa0)ed,Na cp,NaNba ;kcp(ANc / ANco)ed,N c,N cp,NNb|(Sec. 17.5.1.2 &Eq. 17.7.3.1a)
kcp ANa (in2)ANa0 (in2)ed,Na cp,Na Nba (lb)Na (lb)
2.0 157.63 388.23 0.822 1.000 18520 6179
ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Ncb (lb)Vcp (lb)
144.00 324.00 0.833 1.000 1.000 12492 4627 0.70 6478
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Shear Factored Load,Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 4335 9266 0.47 Pass
|| Concrete breakout y+ 4335 5040 0.86 Pass (Governs)
Pryout 4335 6478 0.67 Pass
SET-3G w/ #6 A615 Gr. 60 Rebar with hef = 6.000 inch meets the selected design criteria.
12. Warnings
-Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension
need not be satisfied –designer to verify.
-Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need
not be satisfied –designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer’s product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
$QFKRUDJH'HWDLO63&
BUILDING ENERGY ANALYSIS REPORT
PROJECT:
Project Designer:
Report Prepared by:
Job Number:
Date:
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards.
This program developed by EnergySoft, LLC – www.energysoft.com.
Foothill Cardiology Medical Group, Inc
2712 Loker Avenue West #1063
2910 West Broadway, Suite 200
Los Angeles, CA 90041
Nakaishi Associates Architects
Pro Engineering
Ray Parsi
(323) 255-1008
Arcadia, CA 91006
11/18/2025
24-574
Carlsbad, CA 92010
(949)-842-2199
30 South 1st Avenue
TABLE OF CONTENTS
3
1
Table of Contents 2
Form NRCC/LMCC-PRF-E Certificate of Compliance
Cover Page
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 1 of 17)
Project Name: Foothill Cardiology Date Prepared: 2025-11-18
A. General Information
1 Project Name Foothill Cardiology
2 Run Title Title 24 Analysis
3 Project Location 30 South 1st Avenue
4 City Arcadia 5 Standards Version Compliance 2022
6 Zip code 91006 7 Compliance Software (version)EnergyPro 9.4
8 Climate Zone 9 9 Building Orientation (deg)0
10 Building Type(s)• Nonresidential 11 Weather File HOLLYWOOD-BURBANK_STYP20.epw
12 Project Scope • Existing addition and alteration 13 Number of Dwelling Units 0
14 Total Conditioned Floor Area in
Scope (ft2)12206 15 Total # of hotel/motel rooms 0
16 Total Unconditioned Floor
Area (ft2)0 17 Fuel Type Natural gas
18 Nonresidential Conditioned
Floor Area 12206 19 Total # of Stories (Habitable
Above Grade)1
20 Residential Conditioned Floor
Area 0
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 2 of 17)
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B. PROJECT SUMMARY
Table B shows which building components are included in the performance calculation. If indicated as not included, the project must show compliance prescriptively if within the
permit application.
Building Components Complying via Performance Building Components Complying Prescriptively
Envelope (See Table G)Nonres Performance Solar Thermal Water
Heating (See Table I3)
Performance The following building components are ONLY eligible for prescriptive compliance
and should be documented on the NRCC form listed if within the scope of the
permit application (i.e. compliance will not be shown on the NRCC-PRF-E).MultiFam Not Included Not Included
Mechanical (See Table H)
Nonres Performance Covered Process:
Commercial Kitchens (see
Table J)
Performance Indoor Lighting (Unconditioned) 140.6 &
170.2(e)
NRCC-LTI-E is
required
MultiFam Not Included Not Included Outdoor Lighting 140.7 & 170.2(e)NRCC-LTO-E is
required
Domestic Hot Water (See
Table I)
Nonres Performance Covered Process:
Laboratory Exhaust (see
Table J)
Performance Sign Lighting 140.8 & 170.2(e)NRCC-LTS-E is
required
MultiFam Not Included Not Included Building Components Complying with Mandatory Measures
Lighting (Indoor Conditioned,
see Table K)
Nonres Not Included Photovoltaics (see Table
F)
Performance
Electrical power systems, commissioning, solar ready, elevator and
escalator requirements are mandatory and should be documented
on the NRCC form listed if applicable (i.e. compliance will not be
shown on the NRCC-PRF-E.)
MultiFam Not Included Not Included Electrical Power Distribution 110.11 NRCC-ELC-E is
required
Battery (see Table F)
Performance Commissioning 120.8 NRCC-CXR-E is
required
Not Included Solar and Battery 110.10 NRCC-SAB-E is
required
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 3 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
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Compliance ID: EnergyPro-6073-1125-3137
C1. COMPLIANCE SUMMARY
COMPLIES3
Time Dependent Valuaton (TDV)Source Energy Use
Efficiency1 (kBtu/ft2 - yr)Total2 (kBtu/ft2 - yr)Total2 (kBtu/ft2 - yr)
Standard Design 434.24 n/a n/a
Proposed Design 420.48 n/a n/a
Compliance Margins 13.76 n/a n/a
Pass n/a n/a
1 Efficiency measures include improvements like a better building envelope and more efficient equipment
2 Compliance Totals include efficiency, photovoltaics and batteries
3 New Construction, Complete Addition Scope: Building complies when all efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits
are not exceeded
Existing, Addition and Alteration Scope: Building complies when efficiency compliance margin is greater than or equal to zero and unmet load hour limits are not exceeded
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 4 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
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C2. TDV ENERGY COMPLIANCE RESULTS FOR PERFORMANCE COMPONENTS (Annual TDV Energy Use, kBtu/ft2 - yr)
COMPLIES2
Energy Component Standard Design (TDV)Proposed Design (TDV)Compliance Margin (TDV)1
Space Heating 2.01 2.81 -0.8
Space Cooling 184.74 219.42 -34.68
Indoor Fans 175.11 131.95 43.16
Heat Rejection 0 0 0
Pumps & Misc.0 0 0
Domestic Hot Water 11.24 5.16 6.08
Indoor Lighting 61.14 61.14 0
Flexibility ---------
EFFICIENCY COMPLIANCE TOTAL 434.24 420.48 13.76 (3.2%)
Photovoltaics ---------
Batteries ---------
TOTAL COMPLIANCE 434.24 420.48 13.76 (3.2%)
1 Notes: This number in parenthesis following the Compliance Margin in column 4, represents the Percent Better than Standard.
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 5 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
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Compliance ID: EnergyPro-6073-1125-3137
C3. TDV ENERGY RESULTS FOR NON-REGULATED COMPONENTS1
Non-Regulated Energy Component Standard Design (TDV)Proposed Design (TDV)Compliance Margin (TDV)1
Receptacle 121.12 121.12 ---
Process 705.23 705.23 ---
Other Ltg ---------
Process Motors ---------
TOTAL (TOTAL COMPLIANCE + NON-REGULATED COMPONENTS)1260.59 1246.83 13.76 (1.1%)
1 Notes: This table is not used for Energy Code Compliance.
C6. 'ABOVE CODE' QUALIFICATIONS
This project is pursuing CalGreen Tier 1 This project is pursuing CalGreen Tier 2
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 6 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
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Compliance ID: EnergyPro-6073-1125-3137
C7. ENERGY USE SUMMARY
Energy Component Standard Design Site
(MWh)
Proposed Design Site
(MWh)
Margin
(MWh)
Standard Design Site
(MBtu)
Proposed Design Site
(MBtu)
Margin
(MBtu)
Space Heating ---0.2 ---8.5 9.5 -1
Space Cooling 69.4 86.5 -17.1 ---------
Indoor Fans 72 58 14 ---------
Heat Rejection ------------------
Pumps & Misc.------------------
Domestic Hot Water 3.3 ------21.8 24.7 -2.9
Indoor Lighting 29.1 29.1 0 ---------
Flexibility ------------------
EFFICIENCY TOTAL 173.8 173.8 0 30.3 34.2 -3.9
Photovoltaics ------------------
Batteries ------------------
ENERGY USE SUBTOTAL 173.8 173.8 0 30.3 34.2 -3.9
Receptacle 52.7 52.7 0 55.3 55.3 0
Process 324.7 324.7 0 ---------
Other Ltg ------------------
Process Motors ------------------
ENERGY USE TOTAL 551.2 551.2 0 85.6 89.5 -3.9
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 7 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
C8. ENERGY USE INTENSITY (EUI)
Standard Design (kBtu/ft2 / yr)Proposed Design (kBtu/ft2 / yr)Margin (kBtu/ft2 / yr)Margin Percentage
GROSS EUI1 161.09 161.41 -0.32 -0.2
NET EUI1 161.09 161.41 -0.32 -0.2
1 Notes: Gross EUI is Energy Use Total (not including PV)/Total Building Area. Net EUI is Energy Use Total (including PV)/Total Building Area.
D1. EXCEPTIONAL CONDITIONS
• The project uses the Simplified Geometry Performance Modeling Approach which is not capable of modeling daylighting controls and assumes the prescriptive Secondary
Daylit Control requirements are met. PRESCRIPTIVE COMPLIANCE documentation (form NRCC-LTI-02-E) for the requirements of section 140.6(d) Automatic Daylighting Controls
in Secondary Daylit Zones is required.
• The proposed building includes HVAC components that do not meet the mandatory efficiency requirements.
• The user model includes space(s) that are designed to be served by mechanical cooling systems, but the cooling systems were not included in the simulation model. A cooling
system has been modeled for both the proposed and standard cases.
• The user model includes space(s) without sufficient cooling equipment. Cooling equipment has been added to the model to meet cooling loads.
G1. ENVELOPE GENERAL INFORMATION (conditioned spaces only)
01 02 03 04
Opaque Surfaces & Orientation Total Gross Surface Area (ft2)Total Fenestration Area (ft2)Window to Wall Ratio (%)
North-Facing1 2255 594 26.34
East-Facing2 1412 167 11.83
South-Facing3 2275 174 7.65
West-Facing4 1398 219 15.67
Notes
1North-Facing is oriented to within 45 degrees of true north, including 4500'00" east of north (NE), but excluding 4500'00" west of north (NW),
2East-Facing is oriented to within 45 degrees of true east, including 4500'00" south of east (SE), but excluding 4500'00" north of east (NE),
3South-Facing is oriented to within 45 degrees of true south, including 4500'00" west of south (SW), but excluding 4500'00" east of south (SE),
4West-Facing is oriented to within 45 degrees of true west, including 4500'00" north of west (NW), but excluding 4500'00" south of west (SW),
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 8 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
G1. ENVELOPE GENERAL INFORMATION (conditioned spaces only)
01 02 03 04
Opaque Surfaces & Orientation Total Gross Surface Area (ft2)Total Fenestration Area (ft2)Window to Wall Ratio (%)
Total 7340 1154 15.72
Roof 12206 0 0
Notes
1North-Facing is oriented to within 45 degrees of true north, including 4500'00" east of north (NE), but excluding 4500'00" west of north (NW),
2East-Facing is oriented to within 45 degrees of true east, including 4500'00" south of east (SE), but excluding 4500'00" north of east (NE),
3South-Facing is oriented to within 45 degrees of true south, including 4500'00" west of south (SW), but excluding 4500'00" east of south (SE),
4West-Facing is oriented to within 45 degrees of true west, including 4500'00" north of west (NW), but excluding 4500'00" south of west (SW),
G4. NONRESIDENTIAL AIR BARRIER
01 02
Building Story Name Air Barrier
Com-Floor 1 No air barrier
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 9 of 17)
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Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
G5. OPAQUE SURFACE ASSEMBLY SUMMARY
01 02 03 04 05 06 07 08 09 10
Surface Name Construction
Type Area (ft2)Framing
Type
Cavity
R-Value
Continuous R-Value
Units Value Description of Assembly Layers Status1
Interior Exterior
Masonary
Wall8 Exterior Wall 6,670 N/A 0 N/A N/A U-factor 0.2463 Concrete - Solid Grout - 125 lb/ft3 - 8 in.
Brick - 48 lb/ft3 - 3 5/8 in.E
Slab On
Grade14
Underground
Floor 12,206 N/A 0 N/A N/A F-factor 0.73
Slab Type =Unheated slab on grade
Insulation Orientation =None
Insulation R-Value =none
E
R-30 Roof with
attic (Sin16 Roof 12,206 Metal 30 N/A N/A U-factor 0.0589
Single Ply Roofing - 1/4 in.
Vapor permeable felt - 1/8 in.
Plywood - 1/2 in.
Air - Cavity - Wall Roof Ceiling - 4 in. or
more
Composite-1
Gypsum Board - 1/2 in.
A
8 CMU Wall26 Exterior Wall 232 N/A 0 N/A N/A U-factor 0.3794 Concrete - Part Grouted and Empty - 125
lb/ft3 - 8 in.N
R-21 Wall Metal
Stud49 Exterior Wall 438 Metal 21 N/A N/A U-factor 0.178
Stucco - 7/8 in.
Vapor permeable felt - 1/8 in.
Composite-2
Gypsum Board - 1/2 in.
A
R-19 Wall Metal
Stud65 Interior Wall 70 Metal 19 N/A N/A U-factor 0.1674
Stucco - 7/8 in.
Vapor permeable felt - 1/8 in.
Composite-3
Gypsum Board - 1/2 in.
E
1 Status: N - New, A - Altered, E - Existing
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 10 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
G7A. FENESTRATION ASSEMBLY SUMMARY (NONRESIDENTIAL)
01 02 03 04 05 06 07 08 09
Fenestration
Assembly Name Fenestration Type/ Product Type / Frame Type Certification
Method1 Assembly Method Area
(ft2)
Overall
U-factor Overall SHGC Overall VT Status2
Cooling (E)
Vertical fenestration
Fixed window
N/A
NFRC Manufactured 786 0.3 0.23 0.5 E
Cooling (door)(E)
Vertical fenestration
Glazed door
N/A
NFRC Manufactured 24 0.3 0.23 0.5 E
Cooling
(N)(Window)
Vertical fenestration
Fixed window
N/A
NFRC Manufactured 158 0.3 0.23 0.5 N
Cooling (N)
Vertical fenestration
Glazed door
N/A
NFRC Manufactured 186 0.3 0.23 0.5 N
1 Notes: Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-B. Center of Glass (COG)
values are for the glass-only, determined by the manufacturer, and are shown for ease of verification. Site-built fenestration values are calculated per Nonresidential Appendix
NA6 and are used in the analysis.
2 Status: N - New, A - Altered, E - Existing
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 11 of 17)
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Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
H1. DRY SYSTEM EQUIPMENT (FURNACES, AIR HANDLING UNITS, HEAT PUMPS, VRF, ECONOMIZERS ETC.)
01 02 03 04 05 06 07 08 09 10 11 12
Equipment Name Equipment Type Qty
Heating Cooling
Economizer
Type (if
present)
Status1Total
Heating
Output
(kBtu/h)
Supp Heat
Output
(kBtu/h)
Efficiency
Unit Efficiency
Total
Cooling
Output
(kBtu/h)
Efficiency
Unit Efficiency
RTU-1 (Existing)
Single Zone Air
Conditioner
(SZAC) Air System
1 90 0 AFUE 0 54.73 EER
SEER
12.2
14 Fixed DB E
RTU-2 (Existing)
Single Zone Air
Conditioner
(SZAC) Air System
1 90 0 AFUE 0 90.25 EER 11 Fixed DB E
RTU-3 (Existing)
Single Zone Air
Conditioner
(SZAC) Air System
1 90 0 AFUE 0 90.25 EER 11 Fixed DB E
RTU-4 (Existing)
Single Zone Air
Conditioner
(SZAC) Air System
1 90 0 AFUE 0 54.73 EER
SEER
12.2
14 Fixed DB E
RTU-5
Single Zone Heat
Pump (SZHP) Air
System
1 88.53 0 COP 3.5 107.73 EER 12.1 Fixed DB N
RTU-6
Single Zone Heat
Pump (SZHP) Air
System
1 88.53 0 COP 3.5 107.73 EER 12.1 Fixed DB N
RTU-7
Single Zone Heat
Pump (SZHP) Air
System
1 69.78 0 COP 3.4 78.35 EER 12 Fixed DB N
RTU-8
Single Zone Heat
Pump (SZHP) Air
System
1 36.45 0 HSPF2 7.1 35.72 EER2
SEER2
12.2
14.5 Fixed DB N
1 Status: N - New, A - Altered, E - Existing
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 12 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
H1. DRY SYSTEM EQUIPMENT (FURNACES, AIR HANDLING UNITS, HEAT PUMPS, VRF, ECONOMIZERS ETC.)
01 02 03 04 05 06 07 08 09 10 11 12
Equipment Name Equipment Type Qty
Heating Cooling
Economizer
Type (if
present)
Status1Total
Heating
Output
(kBtu/h)
Supp Heat
Output
(kBtu/h)
Efficiency
Unit Efficiency
Total
Cooling
Output
(kBtu/h)
Efficiency
Unit Efficiency
HP-1 Single Zone Heat
Pump 1 12.5 0 HSPF2 10.5 11.52 EER2
SEER2
13
21 N/A N
1 Status: N - New, A - Altered, E - Existing
H3. NONRESIDENTIAL / COMMON USE AREA FAN SYSTEMS SUMMARY
01 02 03 04 05 06 07 08 09 10 11 12 13
Name or Item Tag Qty Design OA
CFM
Supply Fan Return / Relief Fan
Status1
CFM Power Power Units Control Fan Type CFM Power Power Units Control
RTU-1 (Existing)1 226.2 2,000 0.2 BHP Constant Vol N/A N/A N/A N/A N/A E
RTU-2 (Existing)1 327 2,900 2 BHP Constant Vol N/A N/A N/A N/A N/A E
RTU-3 (Existing)1 236.4 2,900 2 BHP Constant Vol N/A N/A N/A N/A N/A E
RTU-4 (Existing)1 195.75 1,750 0.2 BHP Constant Vol N/A N/A N/A N/A N/A E
RTU-5 1 333.75 3,000 2.1 BHP Constant Vol N/A N/A N/A N/A N/A N
RTU-6 1 318.3 3,000 2.1 BHP Constant Vol N/A N/A N/A N/A N/A N
RTU-7 1 67.8 2,400 1.88 BHP Constant Vol N/A N/A N/A N/A N/A N
RTU-8 1 114.75 1,200 0.86 BHP Constant Vol N/A N/A N/A N/A N/A N
HP-1 1 0 400 0.03 BHP Constant Vol N/A N/A N/A N/A N/A N
1 Status: N - New, A - Altered, E - Existing
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 13 of 17)
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Compliance ID: EnergyPro-6073-1125-3137
H8. SYSTEM SPECIAL FEATURES
01 02 03 04
System Name Equipment Type Interlocks per 140.4(n)1 Other Special Features and Controls
RTU-1 (Existing)Single Zone Air Conditioner (SZAC) Air
System N/A Fixed DB
RTU-2 (Existing)Single Zone Air Conditioner (SZAC) Air
System N/A Fixed DB
RTU-3 (Existing)Single Zone Air Conditioner (SZAC) Air
System N/A Fixed DB
RTU-4 (Existing)Single Zone Air Conditioner (SZAC) Air
System N/A Fixed DB
RTU-5 Single Zone Heat Pump (SZHP) Air System N/A Zone(s) With CO2 Sensor Vent. Control
Fixed DB
RTU-6 Single Zone Heat Pump (SZHP) Air System N/A Fixed DB
RTU-7 Single Zone Heat Pump (SZHP) Air System N/A Fixed DB
RTU-8 Single Zone Heat Pump (SZHP) Air System N/A Fixed DB
DHW1 - SHW Service Hot Water N/A Fixed Temperature Control
Notes: This table includes controls related to the performance path only. For projects using the prescriptive path, mandatory and prescriptive controls requirements are documented on the
NRCC-MCH-E.
1 Yes = interlocks are provided, No = interlocks are not provided, NA means no operable openings.
H9. NONRESIDENTIAL / COMMON USE AREA & HOTEL/MOTEL VENTILATION
01 02 03 04 05 06 07
Zone Name Mechanical Ventilation Conditioned Area (sf)DCV or Occupant Sensor
Controls, or BothVentilation Function # of People Supply OA CFM Exhaust CFM
1-Zone 1 Office - Office space 7.54 226.2 0 1508 N/A
2-Zone 2 Misc - All others 10.9 327 0 2180 N/A
3-Zone 3 Misc - All others 7.88 236.4 0 1576 N/A
4-Zone 4 Misc - All others 6.53 195.75 0 1305 N/A
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 14 of 17)
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H9. NONRESIDENTIAL / COMMON USE AREA & HOTEL/MOTEL VENTILATION
01 02 03 04 05 06 07
Zone Name Mechanical Ventilation Conditioned Area (sf)DCV or Occupant Sensor
Controls, or BothVentilation Function # of People Supply OA CFM Exhaust CFM
5-Zone 5 Misc - All others 74.17 333.75 0 2225 DCV
6-Zone 6 Misc - All others 10.61 318.3 0 2122 N/A
7-Zone 7 Misc - All others 2.26 67.8 0 452 N/A
8-Zone 8 Misc - All others 3.83 114.75 0 765 N/A
9-Zone 9 General - Unoccupied 0.11 0 0 73 N/A
H11. ZONAL SYSTEM AND TERMINAL UNIT SUMMARY
01 02 03 04 05 06 07 08 09 10 11 12
System ID System Type Qty
Rated Capacity (kBtuh)Airflow (cfm)Fan
VSD
Heating Cooling Design MIn.Min. Ratio Power Power
Units Cycles
1-Zone 1-Trm Uncontrolled 1 N/A N/A 2,000 N/A 0 N/A N/A N/A
2-Zone 2-Trm Uncontrolled 1 N/A N/A 2,900 N/A 0 N/A N/A N/A
3-Zone 3-Trm Uncontrolled 1 N/A N/A 2,900 N/A 0 N/A N/A N/A
4-Zone 4-Trm Uncontrolled 1 N/A N/A 1,750 N/A 0 N/A N/A N/A
5-Zone 5-Trm Uncontrolled 1 N/A N/A 3,000 N/A 0 N/A N/A N/A
6-Zone 6-Trm Uncontrolled 1 N/A N/A 3,000 N/A 0 N/A N/A N/A
7-Zone 7-Trm Uncontrolled 1 N/A N/A 2,400 N/A 0 N/A N/A N/A
8-Zone 8-Trm Uncontrolled 1 N/A N/A 1,200 N/A 0 N/A N/A N/A
HP-1 Single Zone Heat Pump 1 12.5 11.52 400 N/A N/A 0.03 BHP Continuous
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 15 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
I1. WATER HEATER EQUIPMENT SUMMARY
01 02 03 04 05 06 07 08 09 10 11 12 13 14
Name Heater Element
Type Tank Type Qty
Tank
Vol
(gal)
Rated
Input
Rated
Input
Unit
Efficiency Efficiency
Unit
Tank
Insulation
R-value
Int/Ext
Standby
Loss
Fraction
1st Hr.
Rating or
Flow Rate
(gal)
Heat
Pump
Type
Tank Location or
Ambient
Condition
NORITZ MODEL
NCC300DV2 Natural Gas Instantaneous 1 1 300 kBtu/Hr 0.97 TE N/A 0 N/A N/A N/A
L. DECLARATION OF REQUIRED CERTIFICATES OF INSTALLATION
Selections made by Documentation Author indicate which Certificates of Installation must be submitted for the features to be recognized for compliance. These documents must be retained
and provided to the building inspector during construction and can be found online
Building Component Form/Title
Envelope NRCI-ENV-E - Envelope (for all buildings)
Mechanical NRCI-MCH-E - For all buildings with Mechanical Systems
Plumbing NRCI-PLB-E - For all buildings with Plumbing Systems
M. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE
Selections made by Documentation Author indicate which Certificates of Acceptance must be submitted for the features to be recognized for compliance. These documents must be provided
to the building inspector during construction and must be completed through an Acceptance Test Technician Certification Provider (ATTCP).
Building Component Form/Title & System Name(s)
Envelope NRCA-ENV-02-F - NRFC label verification for fenestration
Mechanical
NRCA-MCH-02-A - Outdoor Air must be submitted for all newly installed HVAC units. Note: MCH-02-A can be performed in conjunction with
MCH-07-A Supply Fan VFD Acceptance (if applicable) since testing activities overlap
RTU-5, RTU-6, RTU-7 and RTU-8., HP-1
Mechanical NRCA-MCH-03-A - Constant Volume Single Zone HVAC
RTU-5, RTU-6, RTU-7 and RTU-8., HP-1
Mechanical NRCA-MCH-05-A - Air Economizer Controls
RTU-5, RTU-6, RTU-7 and RTU-8.
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 16 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
M. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE
Selections made by Documentation Author indicate which Certificates of Acceptance must be submitted for the features to be recognized for compliance. These documents must be provided
to the building inspector during construction and must be completed through an Acceptance Test Technician Certification Provider (ATTCP).
Building Component Form/Title & System Name(s)
Mechanical
NRCA-MCH-06-A Demand Control Ventilation Systems must be submitted for all systems required to employ demand controlled ventilation
(refer to ) can vary outside ventilation flow rates based on maintaining interior carbon dioxide (CO2) concentration setpoints.
RTU-5
Mechanical NRCA-MCH-12-A FDD for Packaged Direct Expansion Units
RTU-5, RTU-6, RTU-7 and RTU-8.
N. DECLARATION OF REQUIRED CERTIFICATES OF VERIFICATION
Selections made by Documentation Author indicate which Certificates of Verification must be submitted for the features to be recognized for compliance. These documents must be retained
and provided to the building inspector during construction and can be found online
There are no Certificates of Verification applicable to this project
CERTIFICATE OF COMPLIANCE - NONRESIDENTIAL PERFORMANCE COMPLIANCE METHOD NRCC-PRF-E
Nonresidential Performance Compliance Method (Page 17 of 17)
CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000
Schema Version: rev 20220601
Report Generated: 2025-11-18 00:06:42
Compliance ID: EnergyPro-6073-1125-3137
Documentation Author's Declaration Statement
1. I certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name: Ray Parsi Documentation Author Signature:
Signature Date:Company: Pro Engineering
Address: 2712 Loker Avenue West #1063 CEA/HERS Certification Identification (if applicable): 26481
City/State/Zip: Carlsbad, CA 92010 Phone: (949)-842-2199
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1.The information provided on this Certificate of Compliance is true and correct.
2.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of
Compliance (responsible designer)
3.The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this
Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
4.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable
compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
5.I understand that a registered copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to
the enforcement agency for all applicable inspections, and I will take the necessary steps to accomplish this requirement.
6.I understand that a registered copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at
occupancy, and I will take the necessary steps to accomplish these requirements.
Responsible Designer Name: David Nakaishi Responsible Designer Signature:
Company: Nakaishi Associates Architects
Address: 2910 West Broadway, Suite 200 Date Signed:
City/State/Zip: Los Angeles, CA 90041 License #: C-7727
Phone: (323) 255-1008 Title:Scope:
Responsible Designer Name: Ray Parsi Responsible Designer Signature:
Company: Pro Engineering Consulting Inc
Address: 2712 Loker Avenue West #1063 Date Signed:
City/State/Zip: Carlsbad, CA 92010 License #: 26481
Phone: (949)-842-2199 Title:Scope:
2025-11-18
2025-11-18
Date of Response: 3/9/2026
Response to Letter of Request for Short-Circuit Current Value for
Panel Sizing and Protection Coordination
Disclaimer:
SCE provides the information contained in this letter on an “as is” basis without warranty
of any kind, either express or implied. This disclaimer of liability applies to any claim or
cause of action for damages or injuries occurring as a result of any error, omission, deletion
or defect in the content of the information provided, including, but not limited to,
negligence, breach of contract, or tort. Under no circumstances shall SCE or any of its
parent or affiliate companies, employees, directors or shareholders be liable to any party for
(i) any direct, indirect, special, punitive, incidental, exemplary, consequential, or any other
damages arising in any way out of the availability, use or reliance on the information
provided; or (ii) any claim attributable to errors, omissions or other inaccuracies in the
information provided herein.
The values provided below are maximum Short-Circuit values, based on current
distribution system conditions. Utility distribution systems are dynamic, and the electrical
characteristics of the system can vary significantly due to abnormal conditions, upgrades,
modifications, and temporary or permanent reconfigurations. Therefore, the Short-Circuit
values provided below are subject to change frequently and without notice. SCE does not
guarantee to hold the system parameters represented in this information constant.
Consequently, SCE recommends that all electrical work on the service panel main breaker
should be done in a de-energized condition to eliminate arc flash hazard at this location.
To: Customer: FC Arcadia Property, LLC,
c/o Foothill Cardiology
Medical Group
Phone: 0
Address: 235 E Badillo St. Covina Fax: 0
City, ZIP: Covina, CA 91723 Email: 0
From: Southern California Edison (SCE) - Distribution Engineering
Engineer: Rianne Paracuelles Phone: 0
Address: 3 Innovation Way Fax: 0
City, ZIP: Pomona, CA 91768 Email: Rianne.Paracuelles@sce.com
Subject: Southern California Edison’s Contribution to Short-Circuit Current at the Point-of-
Connection of SCE’s Service Conductors to the Customer’s Service Entrance Facilities (see
disclaimer, above)
Project: Name: FC Arcadia Property, LLC, c/o Foothill Cardiology Medical Group
Address: 30 W. 1st Ave.
Date of Response: 3/9/2026
City, Zip: Arcadia, CA 91006
Structure: P5816506
(1) The voltage and service configuration to be utilized for this project will be 208 Volts, 3-
phase, 4-wire to serve a 1,200-Ampere main switchboard.
(2) SCE’s contribution to Short-Circuit Current, at the time of calculation, is approximately
15,500 Amperes (3-phase) and 15,800 Amperes (phase-ground). The 3-phase X/R = 2.03
and the phase-ground X/R = 2.04.
Service Conductors: 3 runs of 700 Size (☒ Al ☐ Cu)
Distance from Transformer: 14 feet
Transformer: 150 kVA, 3-phase, %Z = 2.7
☐Existing Transformer ☒New Transformer
Comments:
(3) SCE’s maximum contribution to Short-Circuit Current is approximately 38,100 Amperes
(3-phase), and 38,900 Amperes (phase-ground). These maximum Short-Circuit Current
values are based on SCE’s largest transformer capable of serving a 1,200-Ampere main
service switchboard (at 100% rating).
Service Conductors: 4 runs of 700 Size (☒ Al ☐ Cu)
Distance from Transformer: 14 feet
Transformer: 500 kVA, 3-phase, %Z = 3.6
Comments: