HomeMy WebLinkAbout1529 W St Anne Pl Unit #2 - PlanCHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
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MARK DATE REVISION
TITLE:
JOB NO.
24-410
DRAWN:
GH
GH
CHECKED:
DATE:
SEP 10 25
SHEET NUMBER
OF SHEETS
7-19-25
G-1
SHEET INDEX GENERAL NOTES PROPERTY /OWNER INFO
BUILDING DATA
LOT COVERAGE GROUND FLR.
VICINITY MAP
SCOPE OF WORK
ARCHITECTURAL DRAWINGS
STRUCTURAL DRAWINGS
LIST OF CONSULTANTS
BUILDING STANDARDS
ADMINISTRATIVE CODE
SHEET NO.SHEET
DESCRIPTION
1. THESE DRAWINGS ARE INTENDED TO CONVEY AN OVERALL DESCRIPTION OF PROJECT IN SUFFICIENT DETAIL
FOR ITS COMPLETE CONSTRUCTION. IN SOME CONDITIONS, WHICH ARE COMMONLY ENCOUNTERED IN
CONSTRUCTION OF THIS TYPE MAY NOT BE SPECIFICALLY DETAILED IN THESE PLANS. ALL CONDITIONS NOT
SPECIFICALLY DETAILED SHALL BE CONSTRUCTED PER THE CURRENT STANDARDS OF APPROPRIATE INDUSTRY
AND IN COMPLIANCE WITH THE CURRENTLY ADOPTED CODES, ORDINANCES, REGULATIONS, ETC.
3. NOTHING IN THE DRAWINGS AND/OR SPECIFICATIONS SHALL BE CONSTRUED TO PERMIT AN INSTALLATION THAT
COULD BE IN VIOLATION OF THE CURRENTLY ADOPTED CODES. ALL WORK PERFORMED UNDER THIS CONTRACT
SHALL BE IN FULL ACCORDANCE WITH THE APPLICABLE ADOPTED CODES, ORDINANCES, REGULATIONS, ETC.
2. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE ALTERATION,
REHABILITATION, OR RECONSTRUCTION BE IN ACCORDANCE WITH THE CURRENTLY ADOPTED CODES, ORDINANCES,
REGULATIONS, ETC. SHOULD ANY EXISTING CONDITION SUCH AS DETERIORATION OR NONCOMPLIANT
CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISHED
WORK WILL NOT COMPLY, THE ARCHITECT/ENGINEER SHALL BE NOTIFIED AND A CHANGE ORDER, OR SEPARATE
SET OF PLANS, DETAILING AND SPECIFYING THE REQUIRED WORK SHALL BE SUBMITTED TO THE BUILDING
DEPARTMENT FOR REVIEW AND APPROVAL.
4. MISPLACEMENT, ADDITION, OR OMISSION OF ANY WORD, LETTER, FIGURE, OR PUNCTUATION MARK, ETC. SHALL IN
NO WAY CHANGE OR ALTER THE INTENT, SPIRIT, OR MEANING OF THE DRAWINGS .
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO ORDERING,
FABRICATING, OR INSTALLING ANY ASSOCIATED WORK. IF DISCREPANCIES ARE FOUND, THE CONTRACTOR SHALL
REQUEST IN WRITING A CLARIFICATION FORM THE ARCHITECT/ ENGINEER PRIOR TO COMMENCEMENT OF ANY
ASSOCIATED WORK.
6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO ORDERING,
FABRICATING, OR INSTALLING ANY ASSOCIATED WORK. IF DISCREPANCIES ARE FOUND, THE CONTRACTOR SHALL
REQUEST IN WRITING A CLARIFICATION FORM THE ARCHITECT/ ENGINEER PRIOR TO COMMENCEMENT OF ANY
ASSOCIATED WORK.
7. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB AND
THE ARCHITECT/ENGINEER MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND CONDITIONS
SHOWN ON THESE DRAWINGS.
8. CUTTING, NOTCHING, OR BORING THROUGH NEW OR EXISTING STRUCTURAL ELEMENTS TO BE DONE ONLY WHEN
SO DETAILED IN THE DRAWINGS.
9. THE CONTRACTOR SHALL VERIFY, AT THE SITE, ALL EXISTI NG CONDITIONS PRIOR TO SUBMITTAL OF BIDS.
10. THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR THEIR OWN CLEANUP AS WORK PROGRESSES.
11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK PROVIDED BY OTHERS UNDER
SEPARATE CONTRACT.
12. THE CONTRACTOR SHALL INSTALL WALL BACKINGS, BLOCKING, OR MISCELLANEOUS STEEL AS REQUIRED FOR ALL
PARTITIONS, LIGHT FIXTURES, FIXED SHELVES, AND ACCESSORIES.
13. THE CONTRACTOR SHALL INSTALL BRACING AND TEMPORARY SUPPORTS AS REQUIRED TO HOLD THE WORK
SECURELY IN PLACE AND SUSTAIN ALL LOADS THAT MAY OCCUR DURING ERECTION.
14. DETAILS OR SECTIONS NOTED AS "TYP" (TYPICAL) OR "SIM" (SIMILAR) SHALL APPLY IN ALL CASES WHETHER
OR NOT SPECIFICALLY REFERENCED.
15. WHERE INSTALLATIONS INCLUDE MANUFACTURED PRODUCTS, COMPLY WITH MANUFACTURER'S APPLICABLE
INSTRUCTIONS AND RECOMMENDATIONS FOR INSTALLATION.
16. ALL ELECTRICAL AND PLUMBING SHALL CONFORM WITH THE LATEST ADOPTED CODE AND ALL OTHER
APPLICABLE CODE REGULATIONS AS REQUIRED BY THE CITY OR COUNTY.
17. ANY REQUIRED INTERRUPTION OF OR REMOVAL OF ANY UTILITY SERVICE SERVING THE EXISTING DWELLING
SHALL NOT BE PERFORMED UNTIL A MINIMUM OF A 24 -HOUR PRIOR NOTICE IS GIVEN TO THE OWNER BY THE
CONTRACTOR. SUCH WORK SHALL BE COORDINATED WITH THE OWNER AND THE APPLICABLE UTILITY COMPANY.
AS MAY BE NECESSARY. THE REMOVAL OR RELOCATING OF ANY EXISTING OR NEW UTILITY(S) (SEWER,
PLUMBING, PHONE LINES, GAS LINE, ETC.) SHALL BE DONE BY THE CONTRACTOR AT NO EXTRA COST TO THE
OWNER.
18. ALL WORK SHALL BE PERFORMED IN A WORK MAN LIKE MANNER, USING ACCEPTED TRADE PRACTICES AND NEW
MATERIALS FREE FROM ALL DEFECTS.
19. CONTRACTOR SHALL PROTECT ALL EXISTING WORK. ANY DAMAGED WORK SHALL BE REPLACED WITH THE SAME
MATERIALS, INCLUDING MATCHING THE EXISTING COLORS & TEXTURES.
20. EXISTING WORK IS SHOWN FOR REFERENCE ONLY. THE OWNER & ARCHITECT/ENGINEER DO NOT GUARANTEE
EXISTING CONDITIONS AS SHOWN ON THESE DOCUMENTS.
DESIGNER
STRUCTURAL ENGINEER
TITLE 24 ANALYSIS
GUADALUPE HERNANDEZ
714 725 8320 CONTACT@CASTILLOENGINEERING.COM
714 631 2458 C8202964@YAHOO.COM
MARGARITO CASTILLO
1147 E Market St, Long Beach, CA 90805
805 904 9048 TITLE24@YAHOO.COM
TIMOTHY CARSTAIRS
2238 BAYVIEW HEIGHTS DRIVE, SUITE E
LOS OSOS, CA 93402
DEVELOPMENT FEE
A.D.U.
1529 W SAINT ANNE PL. UNIT 2
SANTA ANA CA 92704
ASSESSOR ID: 408-342-09
PROPERTY TYPE: SINGLE FAMILY-RESIDENTIAL
LEGAL DESCRIPTION: N-TRACK:2208 BLOCK: LOT:104
BEDROOMS / BATHROOMS: 3 / 2
UNITS: 1
ZONING: R-1N
FEMA DESIGNATED FLOOD ZONE: X
OCCUPANCY GROUP: R3/U
TYPE OF CONSTRUCTION: VB
FIRE SEVERITY HAZARD ZONE: NO
ADDRESS: 1529 SAINT ANNE PL. UNIT 2
SANTA ANA, CA
92704
LOT SIZE: 65.00 FT. X 105.00 FT.
LOT AREA: 6,775.00 SQ.FT.
(E) DWELLING: 1,304.00 SQ.FT.
(E) GARAGE: 400.00 SQ.FT.
(N) A.D.U. 784.00 SQ.FT.
(N) A.D.U. PORCH 28.00 SQ.FT.
TOTAL: 2,513.0 SQ.FT.
TOTAL RFA: 2 085.00 SQ.FT.
NEW 784.00 SQ.FT. A.D.U. ATTACHED TO EXISTING FAMILY DWELLING.
2 085.00 / 6,775.00 SQ.FT. = 0.30 FAR
FAR: 30%
OPEN SPACE 6,775.00 -2 085.00 = 4 690.00 SQ.FT.
SITE PLAN A1.0
TITLE SHEET G-1
DEMO PLAN A2.0
FLOOR PLAN A2.2
EXISTING ELEVATIONS A3.0
ELEVATIONS A3.2
ROOF PLAN A4.0
TITLE
SHEET
STRUCTURAL NOTES S1.0
1529
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ENERGY CODE (CEEC)
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA HISTORICAL BUILDING CODE
2022 CALIFORNIA EXISTING BUILDING CODE
2022 CALIFORNIA GREN BUILDING STANDARDS CODE (CAL GREEN)
SANTA ANA MUNICIPAL CODE
TYPICAL DETAILS S1.1
TYPICAL DETAILS S1.2
TYPICAL DETAILS S1.3
FOUNDATION PLAN S2.0
ROOF FRAMING PLAN S2.2
FOUNDATION DETAILS S3.0
ROOF FRAMING DETAILS S5.0
SECTIONS A4.1
TITLE 24 T-1
RES. MANDATORY REQ. SUMMARY T-2
FRONT WALL 3D A2.3
CAL GREEN SHEETS T-3
T-4 CAL GREEN SHEETS
NEW SITE PLAN A1.1
SFR: 784 SF/1322 SF = 0.593
The ADU sf / SFD sf ratio is for Park & Rec fee purpose only. The applicant is responsible for the given “SFR sf”
of the existing primary residence; Building Safety staff are notresponsible for the accuracy of the given “SFR sf”of
the existing residence.
Bldg #'s 101123772 & 25165
APPROVALS:
PLNG - C. Santana
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
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SHEET
SERVICE REQUEST NUMBER
1
RESIDENTIAL SITE PLAN
ORANGE COUNTY FIRE AUTHORITY
VICINITY MAP OCFA STAMP
<INSERT LOCATION MAP THAT
INCLUDES MAJOR CROSS
STREETS PROVIDING SITE
ACCESS>
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OCFA STANDARD RESIDENTIAL SITE PLAN NOTES
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INSTRUCTIONS FOR APPLICANT
1. FILL IN ALL APPLICABLE INFORMATION BELOW
2.FILL IN ALL APPLICABLE BUBBLES
3.ADD LOCATION MAP SHOWING NEAREST CROSS
STREETS PROVIDING FIRE DEPARTMENT ACCESS.
4. ARCHITECTURAL SUBMITTALS TO OCFA REQUIRE
COMPLETE ARCHITECTURAL SHEETS INCLUDING
EGRESS ANALYSIS AND DOOR SCHEDULE AS
WELL ELECTRICAL SHEETS TO BE SUBMITTED
FOR REVIEW.
ORANGE COUNTY FIRE AUTHORITY
Reviewed by Planning & Development
Service Request Expires After 6 Months of Inactivity
Approval subject to field inspection and required test,
notations hereon, conditions in correspondence and
conformance with applicable regulations. The stamping of
these plans shall not be held to permit or approve the
violation of any law.
OCFA SR #:
Fee Codes:
Plan Type:
By:
ONLY STAMPED SHEETS REVIEWED BY
ORANGE COUNTY FIRE AUTHORITY
Call at least 72 hours in advance to schedule
inspections: (714) 5736150
Notes:
25001344 PR160 OCFA Approved
PR 160
Residential Site Plan
Date: 04/30/2025
brianslegers
AUT H O RITY
FI RE
REVIEWED
CALIFORNIA
ROANGE COUNTY
25001344 PR160
OCFA Approved
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SERVICE REQUEST NUMBER
1
RESIDENTIAL SITE PLAN
ORANGE COUNTY FIRE AUTHORITY
VICINITY MAP OCFA STAMP
<INSERT LOCATION MAP THAT
INCLUDES MAJOR CROSS
STREETS PROVIDING SITE
ACCESS>
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OCFA STANDARD RESIDENTIAL SITE PLAN NOTES
RE
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INSTRUCTIONS FOR APPLICANT
1. FILL IN ALL APPLICABLE INFORMATION BELOW
2.FILL IN ALL APPLICABLE BUBBLES
3.ADD LOCATION MAP SHOWING NEAREST CROSS
STREETS PROVIDING FIRE DEPARTMENT ACCESS.
4. ARCHITECTURAL SUBMITTALS TO OCFA REQUIRE
COMPLETE ARCHITECTURAL SHEETS INCLUDING
EGRESS ANALYSIS AND DOOR SCHEDULE AS
WELL ELECTRICAL SHEETS TO BE SUBMITTED
FOR REVIEW.
ORANGE COUNTY FIRE AUTHORITY
Reviewed by Planning & Development
Service Request Expires After 6 Months of Inactivity
Approval subject to field inspection and required test,
notations hereon, conditions in correspondence and
conformance with applicable regulations. The stamping of
these plans shall not be held to permit or approve the
violation of any law.
OCFA SR #:
Fee Codes:
Plan Type:
By:
ONLY STAMPED SHEETS REVIEWED BY
ORANGE COUNTY FIRE AUTHORITY
Call at least 72 hours in advance to schedule
inspections: (714) 5736150
Notes:
25001344 PR160 OCFA Approved
PR 160
Residential Site Plan
Date: 04/30/2025
brianslegers
AUT H O RITY
FI RE
REVIEWED
CALIFORNIA
ROANGE COUNTY
25001344 PR160
OCFA Approved
(E)
SINGLE FAMILY DWELLING
1,304.00 SQ.FT.
1529 W SAINT ANNE PL.
(E) GARAGE
400.00 SQ.FT.
(E) LANDSCAPE
(E
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(E) DRIVEWAY APPROACH
(E) LANDSCAPE
105.00 FT.
65
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(E) CONCRETE
DRIVEWAY
(E) CONCRETE
(E) LANDSCAPE
(E) G-M(E) E-M
PL
(E) WOODEN WALL 6' HEIGHT
(E) CMU WALL 6' HEIGHT
(E
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105.00 FT.
PL PL
PL
PL
PL
PL
PL
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(E) W-H
NEW A.D.U.
783.66 SQ.FT.
1529 W SAINT
ANNE PL
UNIT 2
2%
2%2%
2%
2%2%
15 R
6' - 0"
4'
-
4
"
4'
-
4
"
25
'
-
1
0
"
25' - 4"
10
'
-
2
"
35' - 2"
2%
1529 W SAINT ANNE PL
(E) LANDSCAPE (E) LANDSCAPE
(N) Homeline 100 Amp 16-Space
24-Circuit Outdoor Ring-Type
Overhead/Underground Surface
Mount Main Breaker CSED or similar
MINISPLIT
OUTSIDE UNIT.
Enclosed
Tankless
W-H
WOODEN WALL 2'-6" HEIGHT
No shared utilities
(N) G-M
HEDGES MAY NOT BE HIGHER THAN 2.5'
WITHIN CORNER LINE OF SIGHT TRIANGLE.
HEDGES MAY NOT BE HIGHER THAN 3'
OUTSIDE CORNER AREA.
ENCLOSED WATER HEATER
ENCLOSEMENT APPROVED BY CITY
ON 2022
CONCRETE
-AN EASEMENT AFFECTS THE REAR SIX (6) FEET.
FOR: INSTALLATION AND MAINTENENCE OF UTILITIES AND DRAINAJE FACILITIES AND
INCIDENTAL PURPOSES.
-AN EASEMENT AFFECTS: THE LOCATION OF SAID EASEMENT IS SET FORTH THEREIN.
FOR: CONSTRUCT, PLACE, OPERATE, INSPECT, MAINTAIN, REPAIR, REPLACE, AND REMOVE
SUCH AERIAL AND UNDERGROUND TELEPHONE, TELEGRAPH AND COMMUNICATION
STRUCTURES AS GRANTEE MAY FROM TIME TO TIME REQUIRE, CONSISTING OF POLES,
ANCHORS, WIRES, CABLES, CONDUITS, MANHOLES, MARKERS, AND NECESSARY FIXTURES
AND APPURTENANCES AND INCIDENTAL PURPOSES.
-AN EASEMENT AFFECTS THE WEST 6 FEET OF SAID LAND.
CONSTRUCT, USE, MAINTAIN, OPERATE, ALTER, ADD TO, REPAIR, REPLACE, AND/OR
REMOVE, ELECTRIC LINE, CONSISTING OF POLES, NECESSARY GUYS AND ANCHORS,
CROSS-ARMS, WIRES AND OTHER FIXTURES AND APPLIANCES, FOR CONVEYING ELECTRIC
ENERGY TO BE USED FOR LIGHT, HEAT, POWER, TELEPHONE AND/OR OTHER PURPOSES
AND INCIDENTAL PURPOSES.
6'
-
0
"
22 SQ.FT. PORCH
(E) UTILITY POLE
SCALE: 3/16" = 1'-0"1 SITE PLAN
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
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PR
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MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A1.0N
SITE
PLAN
(E)
SINGLE FAMILY DWELLING
1,304.00 SQ.FT.
1529 W SAINT ANNE PL.
(E) GARAGE
400.00 SQ.FT.
(E) LANDSCAPE
(E
)
C
O
N
C
R
E
T
E
(E) DRIVEWAY APPROACH
(E) LANDSCAPE
105.00 FT.
65
.
0
0
F
T
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S.
S
P
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S
T
.
(E) CONCRETE
DRIVEWAY
(E) CONCRETE
(E) LANDSCAPE
(E) G-M
(E) E-M
PL
(E) WOODEN WALL 6' HEIGHT
(E) CMU WALL 6' HEIGHT
(E
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W
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L
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6
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H
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65
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F
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105.00 FT.
PL PL
PL
PL
PL
PL
PL
(E
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(E) W-H
NEW A.D.U.
783.66 SQ.FT.
1529 W SAINT
ANNE PL
UNIT 2
2%
2%2%
2%
2%
2%
15 R
4'
-
4
"
25
'
-
1
0
"
25' - 4"
10
'
-
2
"
35' - 2"
2%
1529 W SAINT ANNE PL
(E) LANDSCAPE (E) LANDSCAPE
(N) Homeline 100 Amp 16-Space
24-Circuit Outdoor Ring-Type
Overhead/Underground Surface
Mount Main Breaker CSED or similar
MINISPLIT
OUTSIDE UNIT.
Enclosed
Tankless
W-H
WOODEN WALL 2'-6" HEIGHT
No shared utilities
(N) G-M
HEDGES MAY NOT BE HIGHER THAN 2.5'
WITHIN CORNER LINE OF SIGHT TRIANGLE.
HEDGES MAY NOT BE HIGHER THAN 3'
OUTSIDE CORNER AREA.
ENCLOSED WATER HEATER
ENCLOSEMENT APPROVED BY CITY
ON 2022
CONCRETE
WATER LINE
6'
-
0
"
22 SQ.FT. PORCH
W
SEWER LINE S
ELECTRICITY LINE E
GAS LINE G
S S S S S S S S S
S
S
S
S
S
S
S
G
G
G
G
G
G
G
G G G G G G G
W W W W W W W W W
S
W W W W W W W W W
W W W W W W W
W
W
W
W
W
W
W
W
W
W
W
4"
3' - 8"
2'
-
0
"
2' - 4"
2'
-
4
"
1 HR RATED
(E) UTILITY POLE
E
E
E
E
E
4"
1 HR RATED EAVE
SEE DETAIL 4 IN A2.2
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
I
N
T
A
N
N
E
R
E
S
I
D
E
N
C
E
A.
D
.
U
.
15
2
9
W
S
A
I
N
T
A
N
N
E
P
L
.
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A1.1
SCALE: 3/16" = 1'-0"1 NEW SITE PLAN
NEW SITE
PLAN
(E
)
B
A
T
H
R
O
O
M
(E) LIVING AREA
(E
)
D
I
N
I
N
G
A
R
E
A
(E) KITCHEN (E) BEDROOM
(E) BEDROOM
(E) OFFICE
(E)
W-H
2
(E
)
B
A
T
H
R
O
O
M
(E) BEDROOM
2
NOTES FOR NEW ENERGY CODE REQUIREMENTS
a) Energy storage systems (ESS) ready. All single-family residences that include one or two dwelling
units shall meet the following. All electrical components shall be installed in accordance with the
California Electrical Code:
1. At least one of the following shall be provided:
A. ESS ready interconnection equipment with a minimum backed-up capacity of 60 amps and a minimum
of four ESS-supplied branch circuits, or
B. A dedicated raceway from the main service to a panelboard (subpanel) that supplies the branch circuits
in Section 150.0(s)(2). All branch circuits are permitted to be supplied by the main service panel prior to
the installation of an ESS. The trade size of the raceway shall be not less than 1 inch. The panelboard
that supplies the branch circuits (subpanel) must be labeled "Subpanel shall include all backed-up load
circuits."
2. A minimum of four branch circuits shall be identified and have their source of supply collocated at a
single panelboard suitable to be supplied by the ESS. At least one circuit shall supply the refrigerator,
one lighting circuit shall be located near the primary egress and at least one circuit shall supply a sleeping
room receptacle outlet.
3. The main panelboard shall have a minimum busbar rating of 225 amps.
4. Sufficient space shall be reserved to allow future installation of a system isolation equipment/transfer
switch within 3 feet of the main panelboard. Raceways shall be installed between the panelboard and the
system isolation equipment/transfer switch location to allow the connection of backup power source.
b) Heat pump space heater ready. Systems using gas or propane furnace to serve individual dwelling units
shall include the following:
1. A dedicated 240 volt branch circuit wiring shall be installed within 3 feet from the furnace and accessible
to the furnace with no obstructions. The branch circuit conductors shall be rated at 30 amps minimum.
The blank cover shall be identified as "240V ready." All electrical components shall be installed in accordance
with the California Electrical Code.
2. The main electrical service panel shall have a reserved space to allow for the installation of a double pole
circuit breaker for a future heat pump space heater installation. The reserved space shall be permanently
marked as "For Future 240V use."
c) Electric cooktop ready.Systems using gas or propane cooktop to serve individual dwelling units shall
include the following:
1. A dedicated 240 volt branch circuit wiring shall be installed within 3 feet from the cooktop and
accessible to the cooktop with no obstructions. The branch circuit conductors shall be rated at
50 amps minimum. The blank cover shall be identified as "240V ready." All electrical components
shall be installed in accordance with the California Electrical Code.
2. The main electrical service panel shall have a reserved space to allow for the installation of a double
pole circuit breaker for a future electric cooktop installation. The reserved space shall be permanently
marked as "For Future 240V use."
d) Electric clothes dryer ready.Clothes dryer locations with gas or propane plumbing to serve individual
dwelling units shall include the following:
1. A dedicated 240 volt branch circuit wiring shall be installed within 3 feet from the clothes dryer
location and accessible to the clothes dryer location with no obstructions. The branch circuit
conductors shall be rated at 30 amps minimum. The blank cover shall be identified as "240V ready.
" All electrical components shall be installed in accordance with the California Electrical Code.
2. The main electrical service panel shall have a reserved space to allow for the installation of a
double pole circuit breaker for a future electric clothes dryer installation. The reserved
space shall be permanently marked as "For Future 240V use."
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
I
N
T
A
N
N
E
R
E
S
I
D
E
N
C
E
A.
D
.
U
.
15
2
9
W
S
A
I
N
T
A
N
N
E
P
L
.
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A2.0
REMOVE EXISTING DOOR AND FILL
OUT THE OPENING
------------
LEGEND
KEYNOTESKEYNOTES
NEW WALL
EXISTING WALL
DEMO WALL
THE KEY NOTES DIRECTLY BELOW REFER THE
DEMO PLAN ONLY
1
2
3
4
5
6
7
8
9
10
12
11
13
14
15
16
17
18
19
20
DEMO
PLAN
SCALE: 1/4" = 1'-0"1 DEMO PLAN
------
-------
--------
3
3
3
3
GF
C
I
GF
C
I
GFCI
GF
C
I
AF
C
I
AF
C
I
AF
C
I
AF
C
I
AFCI
AF
C
I
AF
C
I
AF
C
I
AF
C
I
AFCI AFCI
AFCIAFCI
AF
C
I
AF
C
I
AFCI AFCI AFCI
AF
C
I
AF
C
I
GF
C
I
GFCI GFCI
GFCI
GF
C
I
AFCI AFCI
AF
C
I
AF
C
I
GF
C
I
GF
C
I
GFCI GFCI
AF
C
I
AFCI
AF
C
I
AF
C
I
3
3
AF
C
I
AF
C
I
AF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCI
GFCI
GF
C
I
(E) LIVING AREA
328 SF.
(E
)
D
I
N
I
N
G
A
R
E
A
(E) KITCHEN
(E) BEDROOM
BEDROOM
(E) GARAGE
(E) BEDROOM
(E) MASTER
BEDROOM
SD CO
SD
CO
SD
SD
SD
SD
7 3/4" MAX
THRESHOLD
23' - 6"
31
'
-
2
"
10' - 2"2' - 6"10' - 10"
SD
SD
CO
(E
)
B
A
T
H
R
O
O
M
(E
)
B
A
T
H
R
O
O
M
LA
U
N
D
R
Y
BEDROOM
KITCHEN
LIVING AREA
A
A
A
B C
A1
4
3
3
1
A4.1
2
A4.1
85% CE OR 280 CFM
KITCHEN RANGE HOOD
WP
WP
2
2
BA
T
H
R
O
O
M
B
13
'
-
3
"
5'
-
6
"
12
'
-
5
"
17
'
-
2
"
19' - 2"
2'
-
2
"
(E) WH
4'
-
1
"
5' - 3"
3' - 0"
3' - 0"3' - 0"
1' - 5"1' - 5"
8' - 5"
8'
-
7
"
D
11' - 0"
29' - 2"
LANDING
D
D
D
D
D
D
D
D
ø 2'
- 6"
2'
-
2
"
VS
VS
1' - 10"
2'
-
6
"
AT
T
I
C
AC
C
E
S
S
BREAKFAST
TABLE TOP
3' - 0"
5'
-
0
"
4' - 0"3' - 6"2' - 9"2' - 6"5' - 6"
3'
-
0
"
Future Installation of
a Heat Pump Water Heater
458X.08=36.64 SF OF GLAZING AREA
NEW 4'X4' WINDOW D= 16 SF
(E) 60"X48" WINDOW E
(E) 5'X4' WINDOW E = 20 SF
(E) 3'X6'-8" ENTRY HALF ARCH DOOR
(E) HALF ARCH DOOR
2.33'X3.33' = 7.76 SF
TOTAL = 43.76 SF
R327.1.1 Reinforcement for Grab Bars
At least one bathroom on the entry level shall be provided with reinforcement installed in accordance with this section.
Where there is no bathroom on the entry level, at least one bathroom on the second or third floor of the dwelling shall
comply with this section.
Reinforcement shall be solid lumber or other construction materials approved by the enforcing agency.
Reinforcement shall not be less than 2 by 8 inch (51 mm by 203 mm) nominal lumber. [11/2 inch by 71/4 inch (38 mm by 184 mm)
actual dimension] or other construction material providing equal height and load capacity. Reinforcement shall be located
between 32 inches (812.8 mm) and 391/4 inches (997 mm) above the finished floor flush with the wall framing.
Water closet reinforcement shall be installed on both side walls of the fixture, or one side wall and the back wall.
Shower reinforcement shall be continuous where wall framing is provided.
Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the back wall.
Additionally, back wall reinforcement for a lower grab bar shall be provided with the bottom edge located no more
than 6 inches (152.4 mm) above the bathtub rim.
R327.1.2 Electrical Receptacle Outlet, Switch and Control Heights
Electrical receptacle outlets, switches and controls (including controls for heating, ventilation and air conditioning) intended
to be used by occupants shall be located no more than 48 inches (1219.2 mm) measured from the top of the outlet box and not
less than 15 inches (381 mm) measured from the bottom of the outlet box above the finish floor.
R327.1.3 Interior Doors
Effective July 1, 2024, at least one bathroom and one bedroom on the entry level shall provide a doorway with a net clear
opening of not less than 32 inches (812.8 mm), measured with the door positioned at an angle of 90 degrees from the closed
position; or, in the case of a two-or three-story single family dwelling, on the second or third floor of the dwelling if a
bathroom or bedroom is not located on the entry level.
2
1 HR FIRE AND SOUND RATED
WILL GO FROM THE FOUNDATION
TO THE BOTTOM OF THE ROOF
SHEATHING. SEE DETAIL 2 IN A2.2
R327.1.4 Doorbell Buttons
Doorbell buttons or controls, when installed, shall not exceed 48 inches (1219.2 mm) above exterior floor or landing, measured from the top
of the doorbell button assembly. Where doorbell buttons integrated with other features are required to be installed above 48 inches (1219.2 mm)
measured from the exterior floor or landing, a standard doorbell button or control shall also be provided at a height not exceeding
48 inches (1219.2 mm) above exterior floor or landing, measured from the top of the doorbell button or control.
(n) WATER HEATING SYSTEM.
1. Systems using gas or propane water heaters to serve individual dwelling units shall designate a space at
least 2.5 feet by 2.5 feet wide and 7 feet tall suitable for the future installation of a heat pump water heater
(HPWH) by meeting either A or B below. All electrical components shall be installed in accordance with
the California Electrical Code:
A. If the designated space is within 3 feet from the water heater, then this space shall include the
following:
i. A dedicated 125 volt, 20 amp electrical receptacle that is connected to the electric panel with a
120/240 volt 3 conductor, 10 AWG copper branch circuit, within 3 feet from the water heater and
accessible to the water heater with no obstructions; and
ii. Both ends of the unused conductor shall be labeled with the word “spare”and be electrically isolated;
and
iii. A reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker for the
branch circuit in A above and labeled with the words “Future 240V Use”; and
iv. A condensate drain that is no more than 2 inches higher than the base of the installed water heater,
and allows natural draining without pump assistance.
B. If the designated space is more than 3 feet from the water heater, then this space shall include the
following:
i. A dedicated 240 volt branch circuit shall be installed within 3 feet from the designated space. The
branch circuit shall be rated at 30 amps minimum. The blank cover shall be identified as “240V ready”;
and
ii. The main electrical service panel shall have a reserved space to allow for the installation of a double
pole circuit breaker for a future HPWH installation. The reserved space shall be permanently marked as
“For Future 240V use”; and
iii. Either a dedicated cold water supply, or the cold water supply shall pass through the designated HPWH
location just before reaching the gas or propane water heater; and
iv. The hot water supply pipe coming out of the gas or propane water heater shall be routed first through
the designated HPWH location before serving any fixtures; and
v. The hot and cold water piping at the designated HPWH location shall be exposed and
readily accessible for future installation of an HPWH; and
vi. A condensate drain that is no more than 2 inches higher than the base of the
installed water heater, and allows natural draining without pump assistance.
2. Water heating recirculation loops serving multiple dwelling units shall meet the
requirements of Section 110.3(c)4.
3. Solar water-heating systems and collectors shall be certified and rated by the Solar
Rating and Certification Corporation (SRCC), the International Association of Plumbing
and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency
that is approved by the Executive Director.
4. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2kW) shall
meet the requirements of Section 110.3(c)6.
SEE DETAILS OF: AGING-IN-PLACE
IN A4.0 ROOF PLAN
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
I
N
T
A
N
N
E
R
E
S
I
D
E
N
C
E
A.
D
.
U
.
15
2
9
W
S
A
I
N
T
A
N
N
E
P
L
.
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A2.2
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER
THE FLOOR PLAN ONLY
1
2
3
4
5
6
7
8
LEGEND
PLAN NOTES
NEW WALL
EXISTING WALL
DEMO WALL
SD
CO
SURFACE OR PENDANT MTD. LT. FIXTURE
(HIGH EFFICACY)
SINGLE POLE SWITCH
SMOKE DETECTOR 110VOLT, WITH BATTERY BACK UP
ALL SMOKE DETECTORS SHALL BE INTERCONNECTED
CARBON MONOXIDE DETECTOR
110 VOLT, WITH BATTERY BACK UP
WALL MTD. LT. FIXTURE (HIGH
EFFICACY)
THREE WAY POLE SWITCH
WALL OUTLET 110 VOLTS
ALL OUTLETS SHALL BE TAMPERED RESISTANT TYP.
50 CFM TO EXHAUST MOISTURE OF THE BUILDING
MECHANICAL VENTILATION REQUIRED IN ALL BATHROOM
WITH TUB OR SHOWER
FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED
TO DETERMINATE TO THE OUTSIDE OF THE BUILDING.
FANS, NOT FUNCTIONING AS A COMPONENT OF A WHOLE
HOUSE VENTILATION SYSTEM, MUST BE CONTROLLED BY A
HUMIDITY CONTROL.
EXISTING
WINDOW TYPE PER SCHEDULE THIS SHEET
DOOR TYPE PER SCHEDULE THIS SHEET
NOTE PER KEYNOTES
(E)
A
6
29
3
DOUBLE POLE SWITCH2
FIRE WALL
THREE WAY POLE SWITCH WITH DIMMER3D
SWITCH WITH VACANCY SENSORVS
1. PROVIDE ATTIC ACCESS OPENING (22"x30" MIN.) READILY
ACCESSIBLE WITH A 30" MIN. CLEAR HEAD ROOM ABOVE
ACCESS IN ALL ATTIC SPACES WITH A MINIMUM VERTICAL
HEIGHT OF 30".
2. ALL BRANCH CIRCUITS THAT SUPPLY 125 VOLTS, SINGLE
PHASE, 15 & 20 AMPERE RECEPTACLE OUTLETS INSTALLED IN
BEDROOMS SHALL BE PROTECTED BY AN ARC-FAULTED
CIRCUIT INTERRUPTERS.
3. ACCES PANEL 12"x12" REQUIRED FOR TUB TRAP SLIP-JOINT
OR USE NON-SLIP (WELDED) JOINTS.
4. PROVIDE MECHANICAL VENTILATION CAPABLE OF PROVIDING
FIVE AIR CHANGES PER HOUR IN BATHROOMS. DUCTLESS
FANS ARE NOT ACCEPTABLE. THE POINT OF DISCHARGE
SHALL BE AT LEAST 3 FEET FROM ANY OPENING.
5. WATER CLOSETS (TOILETS) SHALL BE CERTIFIED TO USE A
MAXIMUM OF 1.28 GALLONS PER FLUSH.
6. SHOWER SHALL HAVE EITHER A PRESSURE VALVE BALANCE
OR A THERMOSTATIC MIXING VALVE. SHOWER HEADS SHALL
BE CERTIFIED TO USE A MAXIMUM OF 1.8 GALLONS PER
MINUTE.
7. SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER
SOURCE FROM THE BUILDING WIRING AND SHALL BE
EQUIPPED WITH A BATTERY BACK-UP AND ALLOW BATTERY
SIGNAL. IN EXISTING CONSTRUCTION SMOKE DETECTORS
MAY BE BATTERY OPERATED.
8. IN A CLOSET, SURFACE MOUNTED LIGHTING FIXTURES SHALL
BE AT LEAST 18 INCHES FROM A STORAGE AREA AND FLUSH
MOUNTED LIGHTING FIXTURES SHALL BE AT LEAST 6 INCHES
FROM A STORAGE AREA.
9. GROUND-FAULT CIRCUIT-INTERRUPTER. (GFCI) PROTECTED
ELECTRICAL RECEPTACLES SHALL BE PROVIDED AT:
• ALL RECEPTACLES INSTALLED IN A BATHROOM.
• ALL RCEPTACLES INSTALLED IN A GARAGE.
• ALL OUTDOOR RECEPTACLES WHERE THERE IS DIRECT
GRADE LEVEL ACCESS.
10. BATHROOM RECEPTACLES SHALL BE SERVED BY DEDICATED
20 AMP.CIRCUIT.
11. SHOWER WALLS SHALL BE FINISHED WITH A SMOOTH HARD,
NON-ABSORBENT SURFACE SUCH AS PORTLAND CEMENT TILE
OR OTHER APPROVED MATERIAL. SUCH WALL FINISH SHALL
EXTEND TO A HEIGHT OF NOT LESS THAN 72 IN. ABOVE THE
DRAIN INLET.
12. LAZING IN DOORS AND WINDOWS SHALL BE PROVIDED WITH
TEMPERED GLASS AS REQUIRED IN U.B.C. CHAPTER 24
INCLUDING GLAZING IN ANY PORTION OF A BUILDING WALL
AND GLAZING IN ANY PORTION OF A BUILDING WALL
ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM
EXPOSED EDGE OF TH GLAZING IS LESS THAN 60 INCHES
ABOVE A STANDING SURFACE AND DRAIN INLET; GLAZING IN
FIXED OR OPENABLE PANELS ADJACENT TO A DOOR WHERE
THE NEAREST EXPOSED EDGE TO THE GLAZING IS WITHIN A
24-INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A
CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE
OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE
WALKING SURFACE. GLAZING IN WALLS ENCLOSING
STAIRWAYS LANDINGS OR WITHING 5 FEET OF THE BOTTOM
AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE
GLASS IS LESS THAN 60 INCHES ABOVE
FLOOR
PLAN
SCALE: 1/4" = 1'-0"1 FLOOR PLAN
SEE NOTES ON A4.0
WINDOW SHEDULE
MARK SIZE
WIDTHxHEIGHT
QUANTITY REMARKS
A 5'-0" x 4'-0" 4
SLIDING DOUBLE WINDOW
TEMPERED
VINYL
B 2'-0" x 1'-4" 2
SLIDING DOUBLE WINDOW
DUAL GLAZE
VINYL
C
DOOR SHEDULE
MARK SIZE
WIDTHxHEIGHT
QUANTITY REMARKS
1 3'-0" x 6'-8" 1
36" HOLLOW CORE EXTERIOR DOOR
6-PANEL
PAINTED WHITE
2 2'-10" x 6'-8" 3
3 6'-0" x 6'-8" 2 DOUBLE SLIDING DOOR 2
PANEL
PAINTED WHITE
4
34" INTERIOR 6 PANEL WOOD
6-PANEL
PAINTED WHITE
D
3'-0" x 4'-0" 1
DOUBLE HUNG WINDOW
TEMPERED
VINYL
4'-0" x 4'-0" 1
SLIDING DOUBLE WINDOW
TEMPERED
VINYL
U-FACTOR SHGC
1 2'-10" x 6'-8"
34" INTERIOR MINIMUM 100 SI LOUVERED DOOR
2-PANEL
PAINTED WHITE
0.3
0.3
0.3
0.3
0.3
0.23
0.23
0.23
0.23
0.235 -- -----
---------
6-PANEL
PAINTED WHITE
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF
11' -8"TOP ROOF.
11' -0"
TOP PLATES ADU
9' -0"
4 NEW EXIST.2 2
1
36
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
I
N
T
A
N
N
E
R
E
S
I
D
E
N
C
E
A.
D
.
U
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15
2
9
W
S
A
I
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T
A
N
N
E
P
L
.
U
N
I
T
2
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A2.3
SCALE: 1/4" = 1'-0"1
SOUTH ELEVATION WITH
WALL
SCALE:2 FRONT WALL
FRONT
WALL 3D
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"
TOP ROOF.
11' -0"
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"
TOP ROOF.
11' -0"
8
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"
TOP ROOF.
11' -0"
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"
TOP ROOF.
11' -0"
8 10
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
I
N
T
A
N
N
E
R
E
S
I
D
E
N
C
E
A.
D
.
U
.
15
2
9
W
S
A
I
N
T
A
N
N
E
P
L
.
U
N
I
T
2
SA
N
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4
PR
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:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A3.0
EXISTING
ELEVATIONS
SCALE: 1/4" = 1'-0"1 (E) EAST ELEVATION
SCALE: 1/4" = 1'-0"2 (E) NORTH ELEVATION
SCALE: 1/4" = 1'-0"4 (E) SOUTH ELEVATION
SCALE: 1/4" = 1'-0"3 (E) WEST ELEVATION
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"
2 2
1
TOP ROOF '
11' -8"
42
TOP PLATES ADU
9' -0"
5
STUCCO TO MATCH EXISTENT STUCCO ON HOUSE.
8 2
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF
11' -8"TOP ROOF.
11' -0"
4 NEW EXIST.2 2
1
3
TOP PLATES ADU
9' -0"
611
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"
2
1
NEWEXIST.
TOP ROOF '
11' -8"
2 4
TOP PLATES ADU
9' -0"
8 5
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
TOP PLATES
8' -0"
TOP PLATES
8' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF.
11' -0"TOP ROOF,
10' -2 3/8"
4
TOP ROOF '
11' -8"
8
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
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7
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4
PR
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S
S
:
MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A3.2
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER
TO THE ELEVATIONS ONLY
UNDER FLOOR VENTILATION
1
2
3
5
6
7
9
10
4
8
11
7/8" PORTLAND CEMENT PLASTER (STUCCO) OVER METAL
LATH 3/8" SCRATCH COAT, 3/8" BROWN COAT, 1/8" FINISH
COAT (ICC-ES ESR -2564). APPLY OVER 2-LAYERS GRADE-D
PAPER OVER PLYWOOD SHEATHING (MATCH TO EXISTING)
(SEE STRUCTURAL FOR PLYWOOD GRADE & THICKNESS).
TYP.
WINDOW, SEE WINDOW SCHEDULE ON PAGE A2.2
FOR SIZE, TYPE, AND MFR.
DOOR, SEE DOOR SCHEDULE ON SHEET A2.2 FOR
SIZE, TYPE, AND MFR.
ROOF SEE ROOF PLAN ON SHEET A4.0 FOR ROOF
TYPE, MANUFACTURER, UNDERLAYMENT, AND
ADDITIONAL NOTES. (MATCH TO EXISTING).
ELEVATIONS
SCALE: 1/4" = 1'-0"1 WEST ELEVATION
SCALE: 1/4" = 1'-0"2 SOUTH ELEVATION
SCALE: 1/4" = 1'-0"3 NORTH ELEVATION
ICC ES ESR-1066 Vinyl siding complying with ASTM
D3679 (without foam plastic backing) or ASTM D7793
(with foam plastic backing) and is limited to siding located
on exterior walls. OR SIMILAR APPROVED.
SCALE: 1/4" = 1'-0"4 EAST ELEVATION
ENCLOSED TANKLESS WATER HEATER
PORCH
--------
EXISTING ENCLOSED
WATER HEATER
NEW ENCLOSED
THANKLESS WATER
HEATER
REMOVE DOOR AND FILL OUT THE OPENING
PREPARE FOR NEW WINDOW
"TIMBERLINE HD" ASPHALT
SHINGLES (CLASS-A) BY GAF
MATERIALS CORPORATION (ICC-ESR
#3267) OVER UNDERLAYMENT PER
ROOF PLAN NOTES. TO MATCH
EXISTENT.
(OR APPROVED EQUAL)
3
OVERHANG
OV
E
R
H
A
N
G
SLOPE 2:12 SLOPE 2:12
2
3
SLOPE 2:12
SLOPE 2:12
3' OF NON-COMBUSTIBLE OR
IGNITION RESISTANT MATERIAL
SLOPE 2:12SLOPE 2:12
SL
O
P
E
2
:
1
2
SL
O
P
E
2
:
1
2
2'
-
4
"
1
1
2' - 4"
2
2
22 SQ.FT. PORCH
3' - 0"
R327.1.1 Reinforcement for Grab Bars
At least one bathroom on the entry level shall be provided with reinforcement installed in accordance with this section.
Where there is no bathroom on the entry level, at least one bathroom on the second or third floor of the dwelling shall
comply with this section.
Reinforcement shall be solid lumber or other construction materials approved by the enforcing agency.
Reinforcement shall not be less than 2 by 8 inch (51 mm by 203 mm) nominal lumber. [11/2 inch by 71/4 inch (38 mm by
184 mm) actual dimension] or other construction material providing equal height and load capacity. Reinforcement shall
be located between 32 inches (812.8 mm) and 391/4 inches (997 mm) above the finished floor flush with the wall framing.
Water closet reinforcement shall be installed on both side walls of the fixture, or one side wall and the back wall.
Shower reinforcement shall be continuous where wall framing is provided.
Bathtub and combination bathtub/shower reinforcement shall be continuous on each end of the bathtub and the back
wall. Additionally, back wall reinforcement for a lower grab bar shall be provided with the bottom edge located no more
than 6 inches (152.4 mm) above the bathtub rim.
Exceptions:
Where the water closet is not placed adjacent to a side wall capable of accommodating a grab bar, the bathroom shall
have provisions for installation of floor-mounted, foldaway or similar alternate grab bar reinforcements approved by the
enforcing agency.
Reinforcement shall not be required in wall framing for pre-fabricated shower enclosures and bathtub wall panels with
integral factory-installed grab bars or when factory-installed reinforcement for grab bars is provided.
Shower enclosures that do not permit installation of reinforcement and/or grab bars shall be permitted, provided
reinforcement for installation of floor-mounted grab bars or an alternate method is approved by the enforcing agency.
Bathtubs with no surrounding walls, or where wall panels do not permit the installation of reinforcement shall be
permitted, provided reinforcement for installation of floor-mounted grab bars adjacent to the bathtub or an alternate
method is approved by the enforcing agency.
Reinforcement of floors shall not be required for bathtubs and water closets installed on concrete slab floors.
R327.1.1.1 Documentation for Grab Bar Reinforcement
Information and/or drawings identifying the location of grab bar reinforcement shall be placed in the operation and
maintenance manual in accordance with the California Green Building Standards Code, Chapter 4, Division 4.4.
R327.1.2 Electrical Receptacle Outlet, Switch and Control Heights
Electrical receptacle outlets, switches and controls (including controls for heating, ventilation and air conditioning)
intended to be used by occupants shall be located no more than 48 inches (1219.2 mm) measured from the top of the
outlet box and not less than 15 inches (381 mm) measured from the bottom of the outlet box above the finish floor.
Exceptions:
Dedicated receptacle outlets; floor receptacle outlets; controls mounted on ceiling fans and ceiling lights; and controls
located on appliances.
Receptacle outlets required by the California Electrical Code on a wall space where the distance between the finished
floor and a built-in feature above the finish floor, such as a window, is less than 15 inches (381 mm).
R327.1.3 Interior Doors
Effective July 1, 2024, at least one bathroom and one bedroom on the entry level shall provide a doorway with a net clear
opening of not less than 32 inches (812.8 mm), measured with the door positioned at an angle of 90 degrees from the
closed position; or, in the case of a two-or three-story single family dwelling, on the second or third floor of the dwelling
if a bathroom or bedroom is not located on the entry level.
R327.1.4 Doorbell Buttons
Doorbell buttons or controls, when installed, shall not exceed 48 inches (1219.2 mm) above exterior floor or landing,
measured from the top of the doorbell button assembly. Where doorbell buttons integrated with other features are
required to be installed above 48 inches (1219.2 mm) measured from the exterior floor or landing, a standard doorbell
button or control shall also be provided at a height not exceeding 48 inches (1219.2 mm) above exterior floor or landing,
measured from the top of the doorbell button or control.
(n) WATER HEATING SYSTEM.
1. Systems using gas or propane water heaters to serve individual dwelling units shall designate a space at
least 2.5 feet by 2.5 feet wide and 7 feet tall suitable for the future installation of a heat pump water heater
(HPWH) by meeting either A or B below. All electrical components shall be installed in accordance with
the California Electrical Code:
A. If the designated space is within 3 feet from the water heater, then this space shall include the
following:
i. A dedicated 125 volt, 20 amp electrical receptacle that is connected to the electric panel with a
120/240 volt 3 conductor, 10 AWG copper branch circuit, within 3 feet from the water heater and
accessible to the water heater with no obstructions; and
ii. Both ends of the unused conductor shall be labeled with the word “spare”and be electrically isolated;
and
iii. A reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker for the
branch circuit in A above and labeled with the words “Future 240V Use”; and
iv. A condensate drain that is no more than 2 inches higher than the base of the installed water heater,
and allows natural draining without pump assistance.
B. If the designated space is more than 3 feet from the water heater, then this space shall include the
following:
i. A dedicated 240 volt branch circuit shall be installed within 3 feet from the designated space. The
branch circuit shall be rated at 30 amps minimum. The blank cover shall be identified as “240V ready”;
and
ii. The main electrical service panel shall have a reserved space to allow for the installation of a double
pole circuit breaker for a future HPWH installation. The reserved space shall be permanently marked as
“For Future 240V use”; and
iii. Either a dedicated cold water supply, or the cold water supply shall pass through the designated HPWH
location just before reaching the gas or propane water heater; and
iv. The hot water supply pipe coming out of the gas or propane water heater shall be routed first through
the designated HPWH location before serving any fixtures; and
v. The hot and cold water piping at the designated HPWH location shall be exposed and readily accessible
for future installation of an HPWH; and
vi. A condensate drain that is no more than 2 inches higher than the base of the installed water heater,
and allows natural draining without pump assistance.
2. Water heating recirculation loops serving multiple dwelling units shall meet the requirements of Section
110.3(c)4.
3. Solar water-heating systems and collectors shall be certified and rated by the Solar Rating and Certification
Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and
Testing (IAPMO R&T), or by a listing agency that is approved by the Executive Director.
4. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2kW) shall meet the
requirements of Section 110.3(c)6.
1 HOUR FIRE RATED EAVE
SEE DETAIL 4 IN A2.2
2'
-
2
"
4'
-
6
"
11' - 4"
SCALE: 1/4" = 1'-0"1 ROOF PLAN
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
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MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A4.0
GABLE VENTS 18x24; 140 NFA BUILDERS EDGE OR
SIMILAR PRODUCT.
12X24 IN. DIA. HALF ROUND DORMER VENT; 100 NFA
GIBRALTAR BUILDING PRODUCTS OR SIMILAR
PRODUCT.
VENTSURE SKY RUNNER LTE ROLLED RIDGE VENT
NET FREE VENT AREA (NFVA) 12 SQ. IN. PER LINEAL
FT.
BY OWENS CORNING ROOFING AND ASPHALT, LLC.
REQUIRED VENT AREA:
784.00 / 150 x 144 = 752.64 SQ. IN./2
376.32 INTAKE
376.32 EXHAUST
INTAKE
PROVIDED VENT AREA:
2-24X16 IN. GABLE VENTS: 2 @ 120 NFA= 240 SQ.IN.
3-24 IN. DIA. HALF ROUND VENTS: 2 @ 100 NFA= 200 SQ.IN.
TOTAL = 440 SQ. IN. O.K.
EXHAUST
PROVIDED VENT AREA:
ROLLED RIDGE VENT: 36 @ 12 NFA= 432 SQ.IN.
TOTAL = 432 SQ. IN. O.K.
ROOF
PLAN
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER TO THE ROOF PLAN ONLY
1
2
3
5
6
7
4
ROOF PLAN NOTES
ATTIC VENTILATION
1. ASPHALT SHINGLES MAY BE INSTALLED IN SLOPES AS LOW AS
2 UNITS VERTICAL IN 12 UNITS HORIZONTAL, PROVIDED THE
SHINGLES ARE APPROVED SELF-SEALING OR HAND SEALED
AND ARE INSTALLED WITH AN UNDERLAYMENT CONSISTING
OF TWO LAYERS OF NONPERFORATED TYPE 15 FELT APPLIED
SHINGLE FASHION. STARTING WITH AN 18-INCH -WIDE SHEET
AND A 36-WIDE SHEET OVER IT AT THE EAVES, EACH
SUBSEQUENT SHEET SHALL BE LAPPED 19 INCHES
HORIZONTALLY.
2. FOR SLOPES OF 4 UNITS VERTICAL IN 12 UNITS HORIZONTAL
OR STEEPER, USE ONE LAYER NONPERFORATED TYPE 15
FELT LAPPED 2 INCHES HORIZONTALLY AND 4 INCHES
VERTICALLY TO SHED WATER.
3. FASTEN SHINGLES WITH CORROSION-RESISTANT NAILS,
MINIMUM 12-GAGE WITH 3/8 INCH HEAD, OR APPROVED
CORROSION-RESISTANT STAPLES, MINIMUM 16-GAGE 15/16
CROWN WIDTH. FASTENERS SHALL BE LONG ENOUGH TO
PENETRATE INTO THE SHEATHING 3/4 INCH OR THROUGH
THICKNESS OF THE SHEATHING, WHICHEVER IS LESS.
INSTALL FOUR FASTENERS FOR STRIP ASPHALT SHINGLES 36
INCHES TO 40 INCHES IN WIDTH.
4. THE ROOF VALLEY FLASHING SHALL NOT BE PROVIDED OF
LESS THAN 0.016-INCH (No. 28 GALVANIZED SHEET GAGE)
CORROSION-RESISTANT METAL, AND SHALL EXTEND AT
LEAST 8 INCHES (203 mm) FROM THE CENTER LINE EACH WAY.
SECTIONS OF FLASHING SHALL HAVE AN END LAP OF NOT
LESS THAN 4 INCHES. ALTERNATIVELY, THE VALLEY SHALL
CONSIST OF WOVEN ASPHALT SHINGLES APPLIED IN
ACCORDANCE WITH THE MANUFACTURER'S PRINTED
INSTRUCTIONS.
5. THE ROOF VALLEY FLASHING SHALL HAVE A 36-INCH-WIDE
UNDERLAYMENT DIRECTLY UNDER IT CONSISTING OF ONE
LAYER OF TYPE 15 FELT RUNNING THE FULL LENGTH OF THE
VALLEY, IN ADDITION TO THE UNDERLAYMENT SPECIFIED
ABOVE.
6. AT THE JUNCTURE OF THE ROOF AND VERTICAL SURFACES,
PROVIDE 'Z' FLASHING NOT LESS THAN 0.019-INCH (No. 26
GALVANIZED SHEET GAGE) CORROSION-RESISTANT METAL
TO 1x4 BACKING. STEP COUNTER FLASHINIG SHALL BE
INSTALLED WHERE THE 'Z' BAR FLASHING SLOPES WITH THE
ROOF. 'L' METAL COUNTER FLASHING SHALL BE INSTALLED
WHERE THE ROOF SLOPES AWAY FROM THE 'Z' BAR
FLASHING.
7. OPENINGS FOR ATTIC VENTILATION SHALL BE COVERED WITH
CORROSION-RESISTANT METAL MESH WITH MESH OPENINGS
OF 1/4-INCH IN DIMENSION.
FIN. FLOOR
0' -0"
FIN. FLOOR
0' -0"
FIN.GRADE
-0' -6"
FIN.GRADE
-0' -6"
TOP ROOF '
11' -8"
TOP ROOF '
11' -8"
9
3
2
1
11
6
5
8
13
12
14
4
TOP PLATES ADU
9' -0"
TOP PLATES ADU
9' -0"
10
FIN. FLOOR
0' -0"
FIN.GRADE
-0' -6"
TOP ROOF '
11' -8"
9
3
2
1
11
6
5
8
13
12
4
14
TOP PLATES ADU
9' -0"
7
CHECK AND VERIFY ALL DIMENSIONS
BEFORE PROCEEDING WITH THE
WORK. REPORT DISCREPANCIES
TO THE ENGINEER. ALL CONSTRUCTION
SHALL CONFORM TO THE C.B.C.
DESIGNER:
PROJECT:
SA
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MARK DATE REVISION
TITLE:
SHEET NUMBER
OF SHEETS
JOB NO.
24-410
DRAWN:
GH
CHEKED:
GH
DATE:
FEB 12 25
7-19-25
A4.1
7/8" PORTLAND CEMENT PLASTER (STUCCO) OVER
METAL LATH 3/8" SCRATCH COAT, 3/8" BROWN COAT,
1/8" FINISH COAT. APPLY OVER 2-LAYERS GRADE-D
PAPER OVER PLYWOOD SHEATHING (SEE
STRUCTURAL FOR PLYWOOD GRADE & THICKNESS).
TYP.
PLYWOOD SHEATHING, SEE STRUCTURAL.
STUD WALLS, SEE STRUCTURAL.
CEILING JOIST, SEE STRUCTURAL.
ROOF FRAMING, SEE STRUCTURAL. SEE ROOF
FRAMING PLAN ON SHEET A4.0 FOR ROOF TYPE,
MANUFACTURER, UNDERLAYMENT, AND ADDITIONAL
NOTES.
FOUNDATION, SEE STRUCTURAL.
RIDGE BOARD.
2x6 FASCIA
R-21 WALL INSULATION.
R-30 CEILING INSULATION.
1/2" GYPSUM BOARD AT WALL.
1/2" GYPSUM BOARD AT CEILING.
EXPOSED ROOF RAFTERS.
KEYNOTES
THE KEY NOTES DIRECTLY BELOW REFER THE SECTION ONLY
1
2
3
5
6
7
9
10
4
8
11
12
13
15
16
17
19
20
14
18
SECTION
SCALE: 1/4" = 1'-0"1 Section 1
SCALE: 1/4" = 1'-0"2 Section 2
SPLIT SYSTEM INDOOR UNIT
SPLIT SYSTEM OUTDOOR UNIT
PIONEER Air Conditioner WYS020GMHI22M2
Multi Heat Pump, Dual Split (2 Zone)
1-HR FIRE RATED & SOUND
STRUCTURAL NOTES
S1.0
SHEET NUMBER
PR
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SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-463
ANAHI
ANAHI
15 AUG 25
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TITLE
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1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
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WWW.CASTILLOENGINEERING.COM
STRUCTURAL
NOTES
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL6TYPICAL DETAIL7TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL11 TYPICAL DETAIL10 TYPICAL DETAIL9
TYPICAL DETAIL3
S1.1
SHEET NUMBER
PR
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S
S
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SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-463
ANAHI
ANAHI
15 AUG 25
. .
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TITLE
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1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
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WWW.CASTILLOENGINEERING.COM
TYPICAL
DETAILS
TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL5TYPICAL DETAIL8
TYPICAL DETAIL12 TYPICAL DETAIL9TYPICAL DETAIL10 S1.2
SHEET NUMBER
PR
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S
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SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-463
ANAHI
ANAHI
15 AUG 25
. .
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TITLE
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1147 E MARKET ST. LONG BEACH, CA 90805
T:562-961-5600
ENGINEER:
Margarito Castillo, S.E.
CASTILLO ENGINEERING
15
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TYPICAL
DETAILS
TYPICAL DETAIL1TYPICAL DETAIL2TYPICAL DETAIL4
TYPICAL DETAIL12 TYPICAL DETAIL11
TYPICAL DETAIL3
TYPICAL DETAIL9TYPICAL DETAIL10 S1.3
SHEET NUMBER
PR
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SHEETSOF
REVISIONS
CONSTRUCTION SHALL CONFORMTO THE ENGINEER. ALLWORK. REPORT DISCREPANCIESBEFORE PROCEEDING WITH THECHECK AND VERIFY ALL DIMENSIONS
DRAWN :
CHECKED :
DATE :
JOB NO.
TO THE C.B.C.
MARK DATE
PROJECT:
24-463
ANAHI
ANAHI
15 AUG 25
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TITLE
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MANDATORY
REQ
SUMMARY
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A
parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at
least one standard automobile parking space only for the purpose of complying with any applicable minimum parking
space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details.
4.106.4.2.1 Reserved.
4.106.4.2.2 Multifamily dwellings, hotels and motels
1. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (40) percent of the total number of assigned
parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of
the following configurations:
1. For 20-ampere receptacles, NEMA 6-20R
2. For 30-ampere receptacles, NEMA 14-30R
3. For 50-ampere receptacles, NEMA 14-50R
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J1772 connectors.
b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J1772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond
the minimum required, an automatic load management system (ALMS) may be used to reduce
the maximum required electrical capacity to each space served by the ALMS. The electrical system
and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not
less than 30 amperes.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall
comply with Section 4.106.4.2.2.1.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1. The minimum length of each EVCS space shall be 18 feet (5486 mm).
2. The minimum width of each EVCS space shall be 9 feet (2743 mm).
3. One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1
unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1.
4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A.
4.106.4.2.3 Reserved.
4.106.4.2.4 Reserved.
4.106.4.2.5 Electric vehicle ready space signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (July 2024 Supplement)Y = YES
N/A = NOT APPLICABLE
RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
T-3
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MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (July 2024 Supplement)Y = YES
N/A = NOT APPLICABLE
RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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structural calculations
for
1012 N KEMP STREET
new adu above (e)garage
1012 N KEMP STREET
ANAHEIM, CA 92801.
09-JUNE-25
CE JOB NO. : 25-181
S T R U C T U R A L
3 2 4 E S O U T H S T , L O N G B E A C H , C A L I F O R N I A 9 0 8 0 5
T : 5 6 2 . 9 6 1 . 5 6 0 0 W W W . C A S T I L L O E N G I N E E R I N G . C O M
1
ARCHITECT CASTILLO ENGINEERING, INC.JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC JOB NO. SHEET NO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design_______________________________
3 Footing shall extend_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53 , Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N-1.
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F-V8.
14 Plywood shall conform to PS 1-95, Structural 1.
15 All material and workmanship shall conform to the requirements of
2019 California Building Code.
2
ARCHITECT
ENGR. DATE:
CASTILLO ENGINEERING, INC.
1205 Pine Avenue, Suit.e 201
Long Beach, CA 80813
SHEET NO.
D □UGLAS F"IR.-LAR.CH DESIGN VALUES
DESIGNATION GRADE FB FT Fcperp.
LIGHT FRAMING CONSTRUCTION 1000 650 625
2" TO 4" THICK
2"TO4' WIDE
JOIST & PLANKS NO. 2 900 575 625
2" TO 4" THICK
6"&WIDER
POST & TIMBER NO.1 1200 825 625
5x5 AND LARGER
WIDTH NOT MORE
THAN 2" GREATER
THAN THICKNESS
BEAM & STRINGER NO.1 1350 675 625
5" & THICKER
WIDTH MORE THAN
2" GREATER THAN
THICKNESS
GLU-LAM BEAMS COMBINATION 2400 1100 650
NO. 24F-V8
Y-DIR 1450 1100 560
( 1 )THE ABOVE VALUES ARE TAKEN FROM THE NOS.
(2)USE STANDARD GRADING RULE NO. 1 7.
Fe Fv
1650 180
1350 180
1000 170
925 170
1650 265
1650 230
E E MIN
1,500,000 550,000
1,600,000 580,000
1,600,000 580,000
1,600,000 580,000
1,800,000 930,000
1,600,000 830,000
3
PROJECT:CASTILLO ENGINEERING
324 E South St, Long Beach, CA 90805
37683.00
Wood :Douglas-Fir/Larch Cr = 1.15 (repetitive member factor)Fv =180 psi (for Light Framing and Joists & Planks)
E = 1,500,000 psi (Const Light Framing)Fv =170 psi (for Beams & Stringers and Posts & Timbers)
E = 1,600,000 psi (#2 Joists & Planks, #1 Beams & Stringers, #1 Posts & Timbers)
FLOO ROOF
MEMBER:SIZE:(35 PCF)PROPERTIES:BENDING STRESS:1.00 (k-ft & k)Cd =1.00 (k-ft & k)Cd =1.25
Nominal Grade Type B (in)D (in)PLF (in^2)S(in^3)I(in^4)Fb(psi)CF Fb x CF max Mmax Mmax(rep)max Mmax Mmax(rep)
2x4 Const. LF 1.5 3.50 1.3 5.3 3.1 5.4 1000 1.00 1000 0.63 0.26 0.29 0.79 0.32 0.37
2x6 #2 JP 1.5 5.50 2.0 8.3 7.6 20.8 900 1.30 1170 0.99 0.74 0.85 1.24 0.92 1.06
2x8 #2 JP 1.5 7.25 2.6 10.9 13.1 47.6 900 1.20 1080 1.31 1.18 1.36 1.63 1.48 1.70
2x10 #2 JP 1.5 9.25 3.4 13.9 21.4 98.9 900 1.10 990 1.67 1.76 2.03 2.08 2.21 2.54
2x12 #2 JP 1.5 11.25 4.1 16.9 31.6 178.0 900 1.00 900 2.03 2.37 2.73 2.53 2.97 3.41
2x14 #2 JP 1.5 13.25 4.8 19.9 43.9 290.8 900 0.90 810 2.39 2.96 3.41 2.98 3.70 4.26
4x4 Const LF 3.5 3.50 3.0 12.3 7.1 12.5 1000 1.00 1000 1.47 0.60 0.68 1.84 0.74 0.86
4x6 #2 JP 3.5 5.50 4.7 19.3 17.6 48.5 900 1.30 1170 2.31 1.72 1.98 2.89 2.15 2.47
4x8 #2 JP 3.5 7.25 6.2 25.4 30.7 111.1 900 1.30 1170 3.05 2.99 3.44 3.81 3.74 4.30
4x10 #2 JP 3.5 9.25 7.9 32.4 49.9 230.8 900 1.20 1080 3.89 4.49 5.17 4.86 5.62 6.46
4x12 #2 JP 3.5 11.25 9.6 39.4 73.8 415.3 900 1.10 990 4.73 6.09 7.00 5.91 7.61 8.76
4x14 #2 JP 3.5 13.25 11.3 46.4 102.4 678.5 900 1.00 900 5.57 7.68 8.83 6.96 9.60 11.0
6x4 #2 JP 5.5 3.50 4.7 19.3 11.2 19.7 900 1.00 900 2.31 0.84 2.89 1.05
6x6 #1 PT 5.5 5.50 7.4 30.3 27.7 76.3 1200 1.00 1200 3.43 2.77 4.29 3.47
6x8 #1 PT 5.5 7.50 10.0 41.3 51.6 193.4 1200 1.00 1200 4.68 5.16 5.84 6.45
6x10 #1 BS 5.5 9.50 12.7 52.3 82.7 393.0 1350 1.00 1350 5.92 9.31 7.40 11.6
6x12 #1 BS 5.5 11.50 15.4 63.3 121.2 697.1 1350 1.00 1350 7.17 13.6 8.96 17.0
6x14 #1 BS 5.5 13.50 18.0 74.3 167.1 1127.7 1350 0.99 1332 8.42 18.6 10.5 23.2
4
5
6
7
8
CASTILLO ENGINEERING, INC
1147 E. Market Street
Long Beach, CA 90805
ROOF LOADS
composite shingles 2.5 psf
re-roof 2.0 psf
1/2" plywwod 1.5 psf
rafters 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf
D=15.0 psf
Lr= 20.0 psf REDUCIBLE
FLOOR LOADS
flooring 1.0 psf
3/4" plywood 2.3 psf
joist 3.0 psf
ceiling 4.0 psf
beams/headers 2.0 psf
MP&E/ misc.2.7 psf
D=15.0 psf
L= 40.0 psf
EXTERIOR WALL LOADS
7/8" stucco 10.0 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.0.2 psf
D=16.0 psf
INTERIOR WALL LOADS
1/2" gyp board 2.3 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.1.9 psf
D=10.0 psf
9
10
11
ARCHITECT JOB
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
ENGR. MC DATE:JOB NO. SHEET NO.
CASTILLO ENGINEERING, INC.
REMARKS
4x4
4x4
4X4
4X6
4X67.15
10.83
ALLOWABLE
75%
2.31
3.42
4.23
6X6HDU14
3.075
4.565
5.645
6.970
9.535
14.445
5.23
HDU5
HDU8
HDU11
HOLDOWNS
HDU2
HDU4
HD ALLOWABLE
UPLIFT
12
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C.J.
C.
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.
ROOF KEYPLAN
RJ3
RJ1
RJ2 RJ2
B1
H1
H1
H1
H2
H2
H3
H3
H5
H4
15
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =9.75 ft
Member=2x6 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=9.75 ft
0.23 0.23
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6
w1,2 (16 +0)x 0 =0 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 9.75
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 9.75
Shear
R1=0.227 kips
R2=-0.227 kips Stress Ratio
Vmax=0.23 kips Vallow.=1.24 x 1 =1.2375 kips OK .18
Flexure
M=0.553 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .52
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.284 +0.000 +0.000 +0.000 =0.28 =L <L OK deflection:.44
411 180
0.284 +0
D (L Only)=0.163 +0 +0 +0 =0.16 =L L OK deflection:.33
720 240
USE:1- 2X6
flexure:
0
0
shear:
2/7/25 12:00 AM
RJ1
0
0
0
16
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =5.41 ft
Member=2x6 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=180
Live Load L/n=240
L=5.41 ft
0.13 0.13
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6
w1,2 (16 +0)x 0 =0 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 5.41
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 5.41
Shear
R1=0.126 kips
R2=-0.126 kips Stress Ratio
Vmax=0.13 kips Vallow.=1.24 x 1 =1.2375 kips OK .10
Flexure
M=0.170 k-ft Mallow.=1.06 x 1 =1.0599 k-ft OK .16
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.027 +0.000 +0.000 +0.000 =0.03 =L <L OK deflection:.07
2408 180
0.027 +0
D (L Only)=0.015 +0 +0 +0 =0.02 =L L OK deflection:.06
4214 240
USE:1- 2X6
flexure:
0
0
shear:
2/7/25 12:00 AM
RJ2
0
0
0
17
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:RJ3
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 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 :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.341: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.959 ft
36.96 psi=
=
1,681.88 psi
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 2x6
Maximum Shear Stress Ratio 0.164 : 1
8.310 ft=
=
574.14 psi
Maximum Deflection
1214 >=240
737Ratio =694 >=180
Max Downward Transient Deflection 0.081 in 1290Ratio =>=240
Max Upward Transient Deflection -0.054 in Ratio =
Max Downward Total Deflection 0.142 in Ratio =>=180
Max Upward Total Deflection -0.095 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 2 : Lr Only
Span: 1 : +D+Lr
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #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 0.203 0.098 0.90 1.300 1.151.00 1.00 0.16 246.1 1,211.0 0.09 162.015.8
2 0.099 0.098 0.90 1.300 1.151.00 1.00 0.08 119.7 1,211.0 0.05 162.015.8
0.00.0
1 0.341 0.164 1.25 1.300 1.151.00 1.00 0.36 574.1 1,681.9 0.20 225.037.0
2 0.166 0.164 1.25 1.300 1.151.00 1.00 0.18 279.3 1,681.9 0.11 225.037.0
0.00.0
1 0.293 0.141 1.25 1.300 1.151.00 1.00 0.31 492.1 1,681.9 0.17 225.031.7
18
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:RJ3
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 2.750 ft 2 0.142 0.141 1.25 1.300 1.151.00 1.00 0.15 239.4 1,681.9 0.09 225.031.7
0.00.0
1 0.069 0.033 1.60 1.300 1.151.00 1.00 0.09 147.6 2,152.8 0.05 288.09.5
2 0.033 0.033 1.60 1.300 1.151.00 1.00 0.05 71.8 2,152.8 0.03 288.09.5
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1424 4.204 0.0000 0.000
2 0.0000 4.204 -0.0950 2.750
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.184 0.352
Max Upward from Load Combinations 0.184 0.352
Max Upward from Load Cases 0.105 0.201
D Only 0.079 0.151
+D+Lr 0.184 0.352
+D+0.750Lr 0.157 0.302
+0.60D 0.047 0.090
Lr Only 0.105 0.201
19
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =11.41 ft
Member=6x10 A =52.25 in^2
S =82.7 in^3
No. of members=1 I =393.0 in^4
CD=1.25 E =1,600,000 psi
CF=1.00 Va =5.922 kips
CV=1.00 Ma =9.307 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=11.41 ft
2.49 2.49
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 11.3 =169.95 +226.6
w1,2 (10 +0)x 4 =40 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =209.95 +226.6 =0.437 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 11.41
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 11.41
Shear
R1=2.491 kips
R2=-2.491 kips Stress Ratio
Vmax=2.49 kips Vallow.=7.40 x 1 =7.4021 kips OK .34
Flexure
M=7.104 k-ft Mallow.=11.63 x 1 =11.634 k-ft OK .61
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.265 +0.000 +0.000 +0.000 =0.26 =L <L OK deflection:.35
517 180
0.265 +0
D (L Only)=0.137 +0 +0 +0 =0.14 =L L OK deflection:.24
996 240
USE:1- 6X10
flexure:
0
0
shear:
2/7/25 12:00 AM
B1
0
0
0
20
ARCHITECT CASTILLO ENGINEERING JOB
1147 E. MARKET STREET
Long Beach, CA 90805
ENGR. MC DATE JOB NO. SHEET NO.
NOTCH ON COMPRESSION FACE AT END
1.75
5.53
0.58
4.95
V 2500 lbs member type= 2x8
b=5.5 in viga Fv=psi
d 9.5 in viga Cd=
dn= 4.95 in F'v=psi
e=11.00 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 3.5 in
2024 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x 5.5 x 9.50 -- 4.95 x 11
Use Eq. (3.4-2)
2024 NDS Equation 3.4-2
fv= 1.5V =psi < psi, therefore Satisfactory (.65)
b dn
138 213
12/02/2025
4.95
draftrer=
9.50
6x
170
1.25
213
2500
5.25
4.95dn Rec'd=
TAG: B1
-1121
w
3V
d-(d-dn)/(dn)*e
213
21
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =4.00 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4 ft
0.27 0.27
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 2 =30 +40
w1,2 (16 +0)x 4 =64 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =94 +40 =0.134 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.268 kips
R2=-0.268 kips Stress Ratio
Vmax=0.27 kips Vallow.=2.89 x 1 =2.8875 kips OK .09
Flexure
M=0.268 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .12
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.010 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.04
4828 180
0.01 +0
D (L Only)=0.003 +0 +0 +0 =0 =L L OK deflection:.01
16175 240
USE:1- 4X6
flexure:
0
0
shear:
2/7/25 12:00 AM
H1
0
0
0
22
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =2.00 ft
Member=4x4 A =12.25 in^2
S =7.1 in^3
No. of members=1 I =12.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.00 Va =1.470 kips
CV=1.00 Ma =0.595 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=2 ft
0.43 0.43
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 11.3 =168.75 +225
w1,2 (16 +0)x 2 =32 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =200.75 +225 =0.426 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 2
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 2
Shear
R1=0.426 kips
R2=-0.426 kips Stress Ratio
Vmax=0.43 kips Vallow.=1.84 x 1 =1.8375 kips OK .23
Flexure
M=0.213 k-ft Mallow.=0.74 x 1 =0.7444 k-ft OK .29
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.008 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.06
3133 180
0.008 +0
D (L Only)=0.004 +0 +0 +0 =0 =L L OK deflection:.04
5928 240
USE:1- 4X4
flexure:
0
0
shear:
2/7/25 12:00 AM
H2
0
0
0
23
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =4.00 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4 ft
0.85 0.85
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 11.3 =168.75 +225
w1,2 (16 +0)x 2 =32 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =200.75 +225 =0.426 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.852 kips
R2=-0.852 kips Stress Ratio
Vmax=0.85 kips Vallow.=2.89 x 1 =2.8875 kips OK .29
Flexure
M=0.852 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .40
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.032 +0.000 +0.000 +0.000 =0.03 =L <L OK deflection:.12
1520 180
0.032 +0
D (L Only)=0.017 +0 +0 +0 =0.02 =L L OK deflection:.08
2876 240
USE:1- 4X6
flexure:
0
0
shear:
2/7/25 12:00 AM
H3
0
0
0
24
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =4.00 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4 ft
0.55 0.55
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 7 =105 +140
w1,2 (16 +0)x 2 =32 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =137 +140 =0.277 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.554 kips
R2=-0.554 kips Stress Ratio
Vmax=0.55 kips Vallow.=2.89 x 1 =2.8875 kips OK .19
Flexure
M=0.554 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .26
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.021 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.08
2336 180
0.021 +0
D (L Only)=0.01 +0 +0 +0 =0.01 =L L OK deflection:.05
4622 240
USE:1- 4X6
flexure:
0
0
shear:
2/7/25 12:00 AM
H4
0
0
0
25
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =4.00 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.25 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=180
Live Load L/n=240
L=4 ft
0.24 0.24
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 2 =30 +40
w1,2 (16 +0)x 3 =48 +0
w1,3 (5 +20)x 0 =0 +0
w1,4 (15 +40)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =78 +40 =0.118 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4
Shear
R1=0.236 kips
R2=-0.236 kips Stress Ratio
Vmax=0.24 kips Vallow.=2.89 x 1 =2.8875 kips OK .08
Flexure
M=0.236 k-ft Mallow.=2.15 x 1 =2.1506 k-ft OK .11
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.009 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.03
5483 180
0.009 +0
D (L Only)=0.003 +0 +0 +0 =0 =L L OK deflection:.01
16175 240
USE:1- 4X6
flexure:
0
0
shear:
2/7/25 12:00 AM
H5
0
0
0
26
FLOOR/LOW ROOF KEYPLAN
FJ1
FJ2
FJ3
FJ4
FJ5
H1
H2 H2(E)H1
(E)H2
B1
B3
B4
B5
B6
B7
B8
B13
B10
B11
B12
RJ1
C.J.
C.
J
.HB1
B2
FJ5
B9
27
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =2.00 ft
Member=2x6 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.00 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=2 ft
0.05 0.05
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1.33 =19.95 +26.6
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 0 =0 +0
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +26.6 =0.047 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 2
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 2
Shear
R1=0.047 kips
R2=-0.047 kips Stress Ratio
Vmax=0.05 kips Vallow.=0.99 x 1 =0.99 kips OK .05
Flexure
M=0.023 k-ft Mallow.=0.85 x 1 =0.8479 k-ft OK .03
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
47655 240
5E-04 +0
D (L Only)=3E-04 +0 +0 +0 =0 =L L OK deflection:.00
83396 360
USE:1- 2X6
shear:
2/10/25 12:00 AM
RJ1
0
0
0
flexure:
0
0
28
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =15.66 ft
Member=2x12 A =16.88 in^2
S =31.6 in^3
No. of members=1 I =178.0 in^4
CD=1.00 E =1,600,000 psi
CF=1.00 Va =2.025 kips
CV=1.00 Ma =2.373 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=15.66 ft
0.57 0.57
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +53.2 =0.073 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 15.66
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 15.66
Shear
R1=0.573 kips
R2=-0.573 kips Stress Ratio
Vmax=0.57 kips Vallow.=2.03 x 1 =2.025 kips OK .28
Flexure
M=2.242 k-ft Mallow.=2.73 x 1 =2.729 k-ft OK .82
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.348 +0.000 +0.000 +0.000 =0.35 =L <L OK deflection:.44
541 240
0.348 +0
D (L Only)=0.253 +0 +0 +0 =0.25 =L L OK deflection:.48
743 360
USE:1- 2X12
shear:
2/10/25 12:00 AM
FJ1
0
0
0
flexure:
0
0
29
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.08 ft
Member=2x12 A =16.88 in^2
S =31.6 in^3
No. of members=1 I =178.0 in^4
CD=1.00 E =1,600,000 psi
CF=1.00 Va =2.025 kips
CV=1.00 Ma =2.373 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=3.08 ft
0.11 0.11
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +53.2 =0.073 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.08
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.08
Shear
R1=0.113 kips
R2=-0.113 kips Stress Ratio
Vmax=0.11 kips Vallow.=2.03 x 1 =2.025 kips OK .06
Flexure
M=0.087 k-ft Mallow.=2.73 x 1 =2.729 k-ft OK .03
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.00
71059 240
5E-04 +0
D (L Only)=4E-04 +0 +0 +0 =0 =L L OK deflection:.00
97706 360
USE:1- 2X12
shear:
2/10/25 12:00 AM
FJ2
0
0
0
flexure:
0
0
30
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =11.16 ft
Member=2x12 A =16.88 in^2
S =31.6 in^3
No. of members=1 I =178.0 in^4
CD=1.00 E =1,600,000 psi
CF=1.00 Va =2.025 kips
CV=1.00 Ma =2.373 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=11.16 ft
0.41 0.41
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +53.2 =0.073 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 11.16
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 11.16
Shear
R1=0.408 kips
R2=-0.408 kips Stress Ratio
Vmax=0.41 kips Vallow.=2.03 x 1 =2.025 kips OK .20
Flexure
M=1.139 k-ft Mallow.=2.73 x 1 =2.729 k-ft OK .42
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.090 +0.000 +0.000 +0.000 =0.09 =L <L OK deflection:.16
1494 240
0.09 +0
D (L Only)=0.065 +0 +0 +0 =0.07 =L L OK deflection:.18
2054 360
USE:1- 2X12
shear:
2/10/25 12:00 AM
FJ3
0
0
0
flexure:
0
0
31
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =7.41 ft
Member=2x12 A =16.88 in^2
S =31.6 in^3
No. of members=1 I =178.0 in^4
CD=1.00 E =1,600,000 psi
CF=1.00 Va =2.025 kips
CV=1.00 Ma =2.373 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=7.41 ft
0.27 0.27
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +53.2 =0.073 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 7.41
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 7.41
Shear
R1=0.271 kips
R2=-0.271 kips Stress Ratio
Vmax=0.27 kips Vallow.=2.03 x 1 =2.025 kips OK .13
Flexure
M=0.502 k-ft Mallow.=2.73 x 1 =2.729 k-ft OK .18
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.017 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.05
5103 240
0.017 +0
D (L Only)=0.013 +0 +0 +0 =0.01 =L L OK deflection:.05
7016 360
USE:1- 2X12
shear:
2/12/25 12:00 AM
FJ4
0
0
0
flexure:
0
0
32
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =4.17 ft
Member=2x12 A =16.88 in^2
S =31.6 in^3
No. of members=1 I =178.0 in^4
CD=1.00 E =1,600,000 psi
CF=1.00 Va =2.025 kips
CV=1.00 Ma =2.373 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=4.17 ft
0.15 0.15
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +53.2 =0.073 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4.17
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4.17
Shear
R1=0.153 kips
R2=-0.153 kips Stress Ratio
Vmax=0.15 kips Vallow.=2.03 x 1 =2.025 kips OK .08
Flexure
M=0.159 k-ft Mallow.=2.73 x 1 =2.729 k-ft OK .06
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.002 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
28633 240
0.002 +0
D (L Only)=0.001 +0 +0 +0 =0 =L L OK deflection:.01
39370 360
USE:1- 2X12
shear:
2/12/25 12:00 AM
FJ5
0
0
0
flexure:
0
0
33
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =16.16 ft
Member=5.25x11.875 PSL A =62.34 in^2
S =123.4 in^3
No. of members=1 I =732.6 in^4
CD=1.00 E =2,000,000 psi
CF=1.00 Va =12.053 kips
CV=1.00 Ma =29.819 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=16.16 ft
4.95 4.95
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 11.3 =168.75 +225
w1,2 (16 +0)x 8 =128 +0
w1,3 (15 +40)x 0 =0 +0
w1,4 (15 +40)x 1.66 =24.9 +66.4
w1,5 (5 +20)x 0 =0 +0
W1 =321.65 +291.4 =0.613 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 16.16
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 16.16
Shear
R1=4.953 kips
R2=-4.953 kips Stress Ratio
Vmax=4.95 kips Vallow.=12.05 x 1 =12.053 kips OK .41
Flexure
M=20.012 k-ft Mallow.=29.85 x 1 =29.854 k-ft OK .67
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.642 +0.000 +0.000 +0.000 =0.64 =L <L OK deflection:.79
302 240
0.642 +0
D (L Only)=0.305 +0 +0 +0 =0.31 =L L OK deflection:.57
635 360
USE:1- 5.25X11.875 PSL
flexure:
0
0
shear:
2/7/25 12:00 AM
B1
0
0
0
34
CASTILLO ENGINEERING INC.Project KEMP ST
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
Engr.Date:Job No.25-181 Sheet
Elements Supporting Discontinuous Walls or Frames (ASCE 7-16, Section 12.3.3.3)
Tag
Load Combination with Overstrength (ASCE7-05 Section 12.4.3.3)
Case:6 :1.1523 D +0.75 L +1.88 E
Beam
Member=5.25x11.875 PSL L =16.166667 ft
No. of members=1 A =62.34 in^2
CD=1.60 S =123.4 in^3
CF=1.00 Va =12.053 kips
CV=1.00 Ma =29.819 k-ft
MOD FACTOR1.20
Seismic load (PE1,PE2,PE3,PE4)
v h Wo location (ft)
E1 =537 x 8 x 1.88 =-8.06 kips UP 5.83
PE2 =537 x 8 x 1.88 =8.06 kips DOWN 10.5
PE3 =0 x 8 x 1.88 =0.00 kips
PE4 =0 x 8 x 1.88 =0.00 kips
Uniform load (w1)
D L Trib
w1,1 (15 +20)x 11.3 =169.5 +226
w1,2 (16 +0)x 8 =128 +0
w1,3 (15 +40)x 1.66 =24.9 +66.4
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
w1 =322.4 +292.4 =0.615 klf
factored w1=1.152 x 322.4 +0.75 x 292.4 =0.591 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0
P1 =0 +0 =0 kips 16.1666667
location (ft)
factored P1=1.152 x 0 +0.75 x 0 =0.00 kips 0 ft
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0
P2 =0 +0 =0.00 kips 16.1666667
location (ft)
factored P2=1.152 x 0 +0.75 x 0 =0.00 kips 0
Shear
CD ** Factor per ASCE7-16 12.4.3.3
R1=2.45 kips Vallow.=12.053 1.60 1.20 =23.1
R2=-7.10 kips Stress Ratio
Vmax=7.10 kips Vallow.=23.14 x 1 =23.14 kips OK shear:.31
Flexure CD CF Cv *
Mallow.=29.819 1.60 1.00 1.00 1.20 =57.3
M=30.73 k-ft Mallow.=57.32 x 1 =57.32 k-ft OK flexure:.54
USE:1- 5.25x11.875 PSL
B1
6/9/25 12:00 AM
35
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B2
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2900
2900
2900
750
2000
1016.535
290
2025 45.07
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 7.0->0.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 5.410 ft, (FLOOR)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 0.670 ft, (FLOOR)
Point Load : D = 1.350, L = 3.60 k @ 3.580 ft, (B1)
Point Load : D = 1.067, Lr = 1.423 k @ 3.580 ft, (B1 ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.622: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.060 ft
129.49 psi=
=
2,903.37 psi
7x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 7x11.875
Maximum Shear Stress Ratio 0.447 : 1
0.000 ft=
=
1,806.35 psi
Maximum Deflection
0 <360
386Ratio =0 <240
Max Downward Transient Deflection 0.231 in 730Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.437 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.313 0.216 0.90 1.001 1.001.00 1.00 11.20 817.2 2,613.0 3.13 261.056.4
0.00.0
1 0.622 0.447 1.00 1.001 1.001.00 1.00 24.76 1,806.3 2,903.4 7.18 290.0129.5
0.00.0
36
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B2
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 14.080 ft 1 0.327 0.228 1.25 1.001 1.001.00 1.00 16.27 1,186.8 3,629.2 4.57 362.582.5
0.00.0
1 0.507 0.361 1.25 1.001 1.001.00 1.00 25.20 1,838.3 3,629.2 7.25 362.5130.8
0.00.0
1 0.466 0.334 1.15 1.001 1.001.00 1.00 21.35 1,557.2 3,338.9 6.16 333.5111.2
0.00.0
1 0.106 0.073 1.60 1.001 1.001.00 1.00 6.72 490.3 4,645.4 1.88 464.033.9
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.4373 6.629 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 7.514 4.767
Max Upward from Load Combinations 7.514 4.767
Max Upward from Load Cases 4.287 2.449
D Only 3.216 2.318
+D+L 7.503 4.767
+D+Lr 4.660 3.049
+D+0.750Lr+0.750L 7.514 4.703
+D+0.750L 6.431 4.155
+0.60D 1.929 1.391
Lr Only 1.444 0.731
L Only 4.287 2.449
37
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B2 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 7.0->0.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 5.410 ft, (FLOOR)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 0.670 ft, (FLOOR)
Point Load : D = 1.350, L = 3.60 k @ 3.580 ft, (B1)
Point Load : D = 1.067, Lr = 1.423 k @ 3.580 ft, (B1 ROOF)
Point Load : E = 0.80 k @ 3.670 ft, (Y2)
Point Load : E = -0.80 k @ 6.167 ft, (Y2)
Point Load : E = 0.80 k @ 10.667 ft, (Y2)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.622: 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.060 ft
129.49 psi=
=
2,903.37 psi
7x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L
=
=
=
290.00 psi==
Section used for this span 7x11.875
Maximum Shear Stress Ratio 0.447 : 1
0.000 ft=
=
1,806.35 psi
Maximum Deflection
730
>=360
386
Ratio =0 <240
Max Downward Transient Deflection 0.231 in
9894
Ratio =>=360
Max Upward Transient Deflection -0.017 in Ratio =
Max Downward Total Deflection 0.437 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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
38
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B2 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 14.080 ft 1 0.313 0.216 0.90 1.001 1.001.00 1.00 11.20 817.2 2,613.0 3.13 261.056.4
+D+L 0.00.0
Length = 14.080 ft 1 0.622 0.447 1.00 1.001 1.001.00 1.00 24.76 1,806.3 2,903.4 7.18 290.0129.5
+D+Lr 0.00.0
Length = 14.080 ft 1 0.327 0.228 1.25 1.001 1.001.00 1.00 16.27 1,186.8 3,629.2 4.57 362.582.5
+D+0.750Lr+0.750L 0.00.0
Length = 14.080 ft 1 0.507 0.361 1.25 1.001 1.001.00 1.00 25.20 1,838.3 3,629.2 7.25 362.5130.8
+D+0.750L 0.00.0
Length = 14.080 ft 1 0.466 0.334 1.15 1.001 1.001.00 1.00 21.35 1,557.2 3,338.9 6.16 333.5111.2
+0.60D 0.00.0
Length = 14.080 ft 1 0.106 0.073 1.60 1.001 1.001.00 1.00 6.72 490.3 4,645.4 1.88 464.033.9
+1.203D+1.750E 0.00.0
Length = 14.080 ft 1 0.241 0.169 1.60 1.001 1.001.00 1.00 15.33 1,118.0 4,645.4 4.35 464.078.5
+1.203D-1.750E 0.00.0
Length = 14.080 ft 1 0.205 0.123 1.60 1.001 1.001.00 1.00 13.09 954.5 4,645.4 3.17 464.057.3
+1.152D+0.750L+1.313E 0.00.0
Length = 14.080 ft 1 0.386 0.275 1.60 1.001 1.001.00 1.00 24.56 1,791.6 4,645.4 7.08 464.0127.8
+1.152D+0.750L-1.313E 0.00.0
Length = 14.080 ft 1 0.348 0.241 1.60 1.001 1.001.00 1.00 22.14 1,615.1 4,645.4 6.20 464.0111.9
+0.3970D+1.750E 0.00.0
Length = 14.080 ft 1 0.102 0.071 1.60 1.001 1.001.00 1.00 6.49 473.4 4,645.4 1.83 464.033.0
+0.3970D-1.750E 0.00.0
Length = 14.080 ft 1 0.066 0.047 1.60 1.001 1.001.00 1.00 4.23 308.7 4,645.4 1.20 464.021.6
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 6.629 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 7.514 4.767
Max Upward from Load Combinations 7.514 4.767
Max Upward from Load Cases 4.287 2.449
Max Downward from all Load Conditions (Resisting Uplift)-0.336 -0.464
Max Downward from Load Cases (Resisting Uplift)-0.336 -0.464
D Only 3.216 2.318
+D+L 7.503 4.767
+D+Lr 4.660 3.049
+D+0.750Lr+0.750L 7.514 4.703
+D+0.750L 6.431 4.155
+0.60D 1.929 1.391
+D+0.70E 3.451 2.643
+D-0.70E 2.981 1.993
+D+0.750L+0.5250E 6.607 4.398
+D+0.750L-0.5250E 6.255 3.911
+0.60D+0.70E 2.165 1.716
+0.60D-0.70E 1.694 1.066
Lr Only 1.444 0.731
L Only 4.287 2.449
E Only 0.336 0.464
E Only * -1.0 -0.336 -0.464
39
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B3
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2900
2900
2900
750
2000
1016.535
290
2025 45.07
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Tributary Width = 9.750 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.182: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.705 ft
38.18 psi=
=
2,903.37 psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.132 : 1
0.000 ft=
=
529.04 psi
Maximum Deflection
0 <360
1416Ratio =0 <240
Max Downward Transient Deflection 0.016 in 8717Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.097 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.178 0.129 0.90 1.001 1.001.00 1.00 3.19 465.4 2,613.0 0.93 261.033.6
0.00.0
1 0.182 0.132 1.00 1.001 1.001.00 1.00 3.63 529.0 2,903.4 1.06 290.038.2
0.00.0
1 0.154 0.112 1.25 1.001 1.001.00 1.00 3.84 560.4 3,629.2 1.12 362.540.4
0.00.0
1 0.161 0.116 1.25 1.001 1.001.00 1.00 4.01 584.4 3,629.2 1.17 362.542.2
0.00.0
40
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B3
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 11.410 ft 1 0.154 0.111 1.15 1.001 1.001.00 1.00 3.52 513.1 3,338.9 1.03 333.537.0
0.00.0
1 0.060 0.043 1.60 1.001 1.001.00 1.00 1.91 279.3 4,645.4 0.56 464.020.2
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.0967 5.747 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.404 1.404
Max Upward from Load Combinations 1.404 1.404
Max Upward from Load Cases 1.118 1.118
D Only 1.118 1.118
+D+L 1.271 1.271
+D+Lr 1.347 1.347
+D+0.750Lr+0.750L 1.404 1.404
+D+0.750L 1.233 1.233
+0.60D 0.671 0.671
Lr Only 0.228 0.228
L Only 0.153 0.153
41
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B3 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Tributary Width = 9.750 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR)
Point Load : E = 0.7473 k @ 3.50 ft, (X3)
Point Load : E = -0.7473 k @ 8.0 ft, (X3)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.182: 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.705 ft
38.18 psi=
=
2,903.37 psi
3.5x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L
=
=
=
290.00 psi==
Section used for this span 3.5x11.875
Maximum Shear Stress Ratio 0.132 : 1
0.000 ft=
=
529.04 psi
Maximum Deflection
8717
>=360
1416
Ratio =0 <240
Max Downward Transient Deflection 0.016 in
31363
Ratio =>=360
Max Upward Transient Deflection -0.004 in Ratio =
Max Downward Total Deflection 0.097 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : E Only
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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
Length = 11.410 ft 1 0.178 0.129 0.90 1.001 1.001.00 1.00 3.19 465.4 2,613.0 0.93 261.033.6
+D+L 0.00.0
Length = 11.410 ft 1 0.182 0.132 1.00 1.001 1.001.00 1.00 3.63 529.0 2,903.4 1.06 290.038.2
+D+Lr 0.00.0
42
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B3 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 11.410 ft 1 0.154 0.112 1.25 1.001 1.001.00 1.00 3.84 560.4 3,629.2 1.12 362.540.4
+D+0.750Lr+0.750L 0.00.0
Length = 11.410 ft 1 0.161 0.116 1.25 1.001 1.001.00 1.00 4.01 584.4 3,629.2 1.17 362.542.2
+D+0.750L 0.00.0
Length = 11.410 ft 1 0.154 0.111 1.15 1.001 1.001.00 1.00 3.52 513.1 3,338.9 1.03 333.537.0
+0.60D 0.00.0
Length = 11.410 ft 1 0.060 0.043 1.60 1.001 1.001.00 1.00 1.91 279.3 4,645.4 0.56 464.020.2
+1.203D+1.750E 0.00.0
Length = 11.410 ft 1 0.159 0.127 1.60 1.001 1.001.00 1.00 5.07 739.3 4,645.4 1.64 464.059.0
+1.152D+0.750L+1.313E 0.00.0
Length = 11.410 ft 1 0.149 0.121 1.60 1.001 1.001.00 1.00 4.76 694.0 4,645.4 1.55 464.056.1
+0.3970D+1.750E 0.00.0
Length = 11.410 ft 1 0.090 0.075 1.60 1.001 1.001.00 1.00 2.88 420.3 4,645.4 0.97 464.035.0
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 5.747 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.404 1.404
Max Upward from Load Combinations 1.404 1.404
Max Upward from Load Cases 1.118 1.118
Max Downward from all Load Conditions (Resisting Uplift)-0.295
Max Downward from Load Cases (Resisting Uplift)-0.295
D Only 1.118 1.118
+D+L 1.271 1.271
+D+Lr 1.347 1.347
+D+0.750Lr+0.750L 1.404 1.404
+D+0.750L 1.233 1.233
+0.60D 0.671 0.671
+D+0.70E 1.325 0.912
+D+0.750L+0.5250E 1.388 1.078
+0.60D+0.70E 0.877 0.465
Lr Only 0.228 0.228
L Only 0.153 0.153
E Only 0.295 -0.295
43
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B4
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 7.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 5.410 ft, (FLOOR)
Point Load : D = 1.067, Lr = 1.423 k @ 3.580 ft, (B1 ROOF)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 2.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.499: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.578 ft
93.01 psi=
=
2,903.37 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.321 : 1
0.000 ft=
=
1,449.52 psi
Maximum Deflection
0 <360
380Ratio =0 <240
Max Downward Transient Deflection 0.146 in 1157Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.444 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.357 0.235 0.90 1.001 1.001.00 1.00 9.58 931.7 2,613.0 2.55 261.061.4
0.00.0
1 0.499 0.321 1.00 1.001 1.001.00 1.00 14.90 1,449.5 2,903.4 3.87 290.093.0
0.00.0
1 0.417 0.283 1.25 1.001 1.001.00 1.00 15.58 1,514.9 3,629.2 4.27 362.5102.7
44
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B4
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.00.0
1 0.483 0.320 1.25 1.001 1.001.00 1.00 18.01 1,752.0 3,629.2 4.82 362.5116.0
0.00.0
1 0.395 0.255 1.15 1.001 1.001.00 1.00 13.57 1,319.7 3,338.9 3.54 333.585.1
0.00.0
1 0.120 0.079 1.60 1.001 1.001.00 1.00 5.75 559.0 4,645.4 1.53 464.036.9
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.4442 6.886 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 5.245 4.577
Max Upward from Load Combinations 5.245 4.577
Max Upward from Load Cases 2.787 2.453
D Only 2.787 2.453
+D+L 4.311 3.977
+D+Lr 4.540 3.761
+D+0.750Lr+0.750L 5.245 4.577
+D+0.750L 3.930 3.596
+0.60D 1.672 1.472
Lr Only 1.753 1.308
L Only 1.523 1.523
45
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B4 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 3.330 -->> 14.080 ft, Tributary Width = 7.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 14.080 ft, Tributary Width = 5.410 ft, (FLOOR)
Point Load : D = 1.067, Lr = 1.423 k @ 3.580 ft, (B1 ROOF)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 2.0 ft, (ROOF)
Point Load : E = 1.196 k @ 3.580 ft, (Y3)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.499: 1
Load Combination
+D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.578 ft
93.01 psi=
=
2,903.37 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L
=
=
=
290.00 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.321 : 1
0.000 ft=
=
1,449.52 psi
Maximum Deflection
1157
>=360
380
Ratio =0 <240
Max Downward Transient Deflection 0.146 in
2888
Ratio =>=360
Max Upward Transient Deflection -0.058 in Ratio =
Max Downward Total Deflection 0.444 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.750Lr+0.750L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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
Length = 14.080 ft 1 0.357 0.235 0.90 1.001 1.001.00 1.00 9.58 931.7 2,613.0 2.55 261.061.4
+D+L 0.00.0
Length = 14.080 ft 1 0.499 0.321 1.00 1.001 1.001.00 1.00 14.90 1,449.5 2,903.4 3.87 290.093.0
46
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B4 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.00.0
Length = 14.080 ft 1 0.417 0.283 1.25 1.001 1.001.00 1.00 15.58 1,514.9 3,629.2 4.27 362.5102.7
+D+0.750Lr+0.750L 0.00.0
Length = 14.080 ft 1 0.483 0.320 1.25 1.001 1.001.00 1.00 18.01 1,752.0 3,629.2 4.82 362.5116.0
+D+0.750L 0.00.0
Length = 14.080 ft 1 0.395 0.255 1.15 1.001 1.001.00 1.00 13.57 1,319.7 3,338.9 3.54 333.585.1
+0.60D 0.00.0
Length = 14.080 ft 1 0.120 0.079 1.60 1.001 1.001.00 1.00 5.75 559.0 4,645.4 1.53 464.036.9
+1.203D+1.750E 0.00.0
Length = 14.080 ft 1 0.336 0.240 1.60 1.001 1.001.00 1.00 16.06 1,561.4 4,645.4 4.63 464.0111.5
+1.203D-1.750E 0.00.0
Length = 14.080 ft 1 0.162 0.106 1.60 1.001 1.001.00 1.00 7.74 753.1 4,645.4 2.05 464.049.3
+1.152D+0.750L+1.313E 0.00.0
Length = 14.080 ft 1 0.381 0.264 1.60 1.001 1.001.00 1.00 18.20 1,770.1 4,645.4 5.10 464.0122.6
+1.152D+0.750L-1.313E 0.00.0
Length = 14.080 ft 1 0.255 0.159 1.60 1.001 1.001.00 1.00 12.16 1,182.3 4,645.4 3.06 464.073.6
+0.3970D+1.750E 0.00.0
Length = 14.080 ft 1 0.187 0.134 1.60 1.001 1.001.00 1.00 8.94 869.1 4,645.4 2.57 464.061.9
+0.3970D-1.750E 0.00.0
Length = 14.080 ft 1 0.047 0.045 1.60 1.001 1.001.00 1.00 2.22 216.0 4,645.4 0.87 464.020.8
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750Lr+0.750L1 6.886 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 5.245 4.577
Max Upward from Load Combinations 5.245 4.577
Max Upward from Load Cases 2.787 2.453
Max Downward from all Load Conditions (Resisting Uplift)-0.892 -0.304
Max Downward from Load Cases (Resisting Uplift)-0.892 -0.304
D Only 2.787 2.453
+D+L 4.311 3.977
+D+Lr 4.540 3.761
+D+0.750Lr+0.750L 5.245 4.577
+D+0.750L 3.930 3.596
+0.60D 1.672 1.472
+D+0.70E 3.411 2.666
+D-0.70E 2.163 2.241
+D+0.750L+0.5250E 4.398 3.756
+D+0.750L-0.5250E 3.461 3.436
+0.60D+0.70E 2.297 1.685
+0.60D-0.70E 1.048 1.259
Lr Only 1.753 1.308
L Only 1.523 1.523
E Only 0.892 0.304
E Only * -1.0 -0.892 -0.304
47
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.75 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.00 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=3.75 ft
0.60 0.60
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1 =15 +40
w1,4 (15 +60)x 3.5 =52.5 +210
w1,5 (5 +20)x 0 =0 +0
W1 =67.5 +250 =0.318 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.75
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.75
Shear
R1=0.595 kips
R2=-0.595 kips Stress Ratio
Vmax=0.60 kips Vallow.=4.73 x 1 =4.725 kips OK .13
Flexure
M=0.558 k-ft Mallow.=6.09 x 1 =6.0908 k-ft OK .09
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.002 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
21165 240
0.002 +0
D (L Only)=0.002 +0 +0 +0 =0 =L L OK deflection:.01
26880 360
USE:1- 4X12
shear:
2/10/25 12:00 AM
B5
0
0
0
flexure:
0
0
48
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =4.16 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.00 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=4.16 ft
0.22 0.22
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (10 +0)x 5 =50 +0
w1,3 (15 +40)x 1 =15 +40
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =65 +40 =0.105 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 4.16
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 4.16
Shear
R1=0.218 kips
R2=-0.218 kips Stress Ratio
Vmax=0.22 kips Vallow.=4.73 x 1 =4.725 kips OK .05
Flexure
M=0.227 k-ft Mallow.=6.09 x 1 =6.0908 k-ft OK .04
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
46881 240
0.001 +0
D (L Only)=4E-04 +0 +0 +0 =0 =L L OK deflection:.00
123062 360
USE:1- 4X12
shear:
2/10/25 12:00 AM
B6
0
0
0
flexure:
0
0
49
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.50 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.00 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=3.5 ft
0.29 0.29
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (10 +0)x 5 =50 +0
w1,3 (15 +40)x 2.08 =31.2 +83.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =81.2 +83.2 =0.164 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.5
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.5
Shear
R1=0.288 kips
R2=-0.288 kips Stress Ratio
Vmax=0.29 kips Vallow.=4.73 x 1 =4.725 kips OK .06
Flexure
M=0.252 k-ft Mallow.=6.09 x 1 =6.0908 k-ft OK .04
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.00
50276 240
8E-04 +0
D (L Only)=4E-04 +0 +0 +0 =0 =L L OK deflection:.00
99343 360
USE:1- 4X12
shear:
2/10/25 12:00 AM
B7
0
0
0
flexure:
0
0
50
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B8
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 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 :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR)
Uniform Load : D = 0.010 ksf, Extent = 4.160 -->> 7.660 ft, Tributary Width = 8.0 ft, (WALL)
Point Load : D = 0.0810, L = 0.2181 k @ 4.160 ft, (B7)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.224: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.165 ft
19.71 psi=
=
990.00 psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.109 : 1
6.737 ft=
=
222.11 psi
Maximum Deflection
0 <360
4622Ratio =0 <240
Max Downward Transient Deflection 0.012 in 7977Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.020 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.103 0.057 0.90 1.100 1.001.00 1.00 0.57 92.0 891.0 0.24 162.09.3
0.00.0
1 0.224 0.109 1.00 1.100 1.001.00 1.00 1.37 222.1 990.0 0.52 180.019.7
0.00.0
1 0.153 0.076 1.25 1.100 1.001.00 1.00 1.17 189.6 1,237.5 0.45 225.017.1
0.00.0
1 0.035 0.019 1.60 1.100 1.001.00 1.00 0.34 55.2 1,584.0 0.15 288.05.6
.
51
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B8
Project File: 24-181.ec6
Project Title:Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0199 3.942 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.481 0.659
Max Upward from Load Combinations 0.481 0.659
Max Upward from Load Cases 0.303 0.336
D Only 0.177 0.336
+D+L 0.481 0.659
+D+0.750L 0.405 0.578
+0.60D 0.106 0.202
L Only 0.303 0.322
52
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B9
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
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 :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.50 ft, Tributary Width = 2.080 ft, (FLOOR)
Point Load : D = 0.1770, L = 0.3030 k @ 3.50 ft, (B8)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 3.50 -->> 11.410 ft, Tributary Width = 3.750 ft, (FLOOR)
Point Load : D = 0.1636, L = 0.4363 k @ 6.910 ft, (B5)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 6.910 -->> 11.410 ft, Tributary Width = 1.750 ft, (FLOOR)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.431: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 6.788 ft
40.22 psi=
=
1,350.00 psi
6x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
170.00 psi==
Section used for this span 6x12
Maximum Shear Stress Ratio 0.237 : 1
10.452 ft=
=
581.43 psi
Maximum Deflection
0 <360
1130Ratio =0 <240
Max Downward Transient Deflection 0.086 in 1586Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.121 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.136 0.074 0.90 1.000 1.001.00 1.00 1.67 165.2 1,215.0 0.48 153.011.3
0.00.0
1 0.431 0.237 1.00 1.000 1.001.00 1.00 5.87 581.4 1,350.0 1.70 170.040.2
0.00.0
1 0.283 0.155 1.25 1.000 1.001.00 1.00 4.82 477.3 1,687.5 1.39 212.533.0
53
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B9
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.00.0
1 0.046 0.025 1.60 1.000 1.001.00 1.00 1.00 99.1 2,160.0 0.29 272.06.8
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.1211 5.830 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.559 1.986
Max Upward from Load Combinations 1.559 1.986
Max Upward from Load Cases 1.102 1.430
D Only 0.457 0.556
+D+L 1.559 1.986
+D+0.750L 1.284 1.628
+0.60D 0.274 0.333
L Only 1.102 1.430
54
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =11.41 ft
Member=3.5x11.875 PSL A =41.56 in^2
S =82.3 in^3
No. of members=1 I =488.4 in^4
CD=1.00 E =2,000,000 psi
CF=1.00 Va =8.035 kips
CV=1.00 Ma =19.879 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=11.41 ft
2.98 2.98
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 11.3 =168.75 +225
w1,2 (16 +0)x 8 =128 +0
w1,3 (15 +40)x 0 =0 +0
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =296.75 +225 =0.522 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 11.41
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 11.41
Shear
R1=2.977 kips
R2=-2.977 kips Stress Ratio
Vmax=2.98 kips Vallow.=8.04 x 1 =8.0354 kips OK .37
Flexure
M=8.491 k-ft Mallow.=19.90 x 1 =19.902 k-ft OK .43
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.204 +0.000 +0.000 +0.000 =0.20 =L <L OK deflection:.36
672 240
0.204 +0
D (L Only)=0.088 +0 +0 +0 =0.09 =L L OK deflection:.23
1559 360
USE:1- 3.5X11.875 PSL
shear:
2/10/25 12:00 AM
B10
0
0
0
flexure:
0
0
55
CASTILLO ENGINEERING INC.Project KEMP ST
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
Engr.Date:Job No.25-181 Sheet
Elements Supporting Discontinuous Walls or Frames (ASCE 7-16, Section 12.3.3.3)
Tag
Load Combination with Overstrength (ASCE7-05 Section 12.4.3.3)
Case:6a :1.105 D +0.75 L +-1.88 E
Beam
Member=3.5x11.875 PSL L =11.41 ft
No. of members=1 A =41.56 in^2
CD=1.60 S =82.3 in^3
CF=1.00 Va =8.035 kips
CV=1.00 Ma =19.879 k-ft
MOD FACTOR1.20
Seismic load (PE1,PE2,PE3,PE4)
v h Wo location (ft)
E1 =134 x 8 x -1.88 =2.01 kips UP 5.167
PE2 =134 x 8 x -1.88 =-2.01 kips DOWN 0
PE3 =0 x 8 x -1.88 =0.00 kips
PE4 =0 x 8 x -1.88 =0.00 kips
Uniform load (w1)
D L Trib
w1,1 (15 +20)x 11.3 =169.5 +226
w1,2 (16 +0)x 8 =128 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
w1 =297.5 +226 =0.524 klf
factored w1=1.105 x 297.5 +0.75 x 226 =0.498 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0
P1 =0 +0 =0 kips 11.41
location (ft)
factored P1=1.105 x 0 +0.75 x 0 =0.00 kips 0 ft
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0
P2 =0 +0 =0.00 kips 11.41
location (ft)
factored P2=1.105 x 0 +0.75 x 0 =0.00 kips 0
Shear
CD ** Factor per ASCE7-16 12.4.3.3
R1=1.93 kips Vallow.=8.035 1.60 1.20 =15.4
R2=-3.75 kips Stress Ratio
Vmax=3.94 kips Vallow.=15.43 x 1 =15.43 kips OK shear:.26
Flexure CD CF Cv *
Mallow.=19.879 1.60 1.00 1.00 1.20 =38.2
M=13.67 k-ft Mallow.=38.21 x 1 =38.21 k-ft OK flexure:.36
USE:1- 3.5x11.875 PSL
B10
6/9/25 12:00 AM
56
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B11.
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 1.750 -->> 11.410 ft, Tributary Width = 8.0->10.660 ft, (WALL)
Uniform Load : D = 0.0160 ksf, Extent = 11.410 -->> 18.410 ft, Tributary Width = 10.660->9.750 ft, (WALL)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 0.750 ft, (LOW ROOF)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 7.830 ft, (FLOOR)
Point Load : D = 2.560, Lr = 1.932, L = 0.2160 k @ 2.0 ft, (B12)
Point Load : D = 0.02150, Lr = 0.02857 k @ 2.0 ft, (HB1)
Load for Span Number 2
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 3.830 ft, Tributary Width = 9.750->8.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR)
Point Load : D = 1.350, L = 3.60 k @ 3.580 ft, (B1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.345: 1
Load Combination +D+L+H
Span # where maximum occurs Span # 1
Location of maximum on span 7.199 ft
78.51 psi=
=
2,903.37 psi
10.50 X 11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L+H
=
=
=
290.00 psi==
Section used for this span 10.50 X 11.875
Maximum Shear Stress Ratio 0.271 : 1
17.484 ft=
=
1,001.95 psi
Maximum Deflection
1706 >=360
525Ratio =538 >=240
Max Downward Transient Deflection 0.118 in 1878Ratio =>=360
Max Upward Transient Deflection -0.054 in Ratio =
Max Downward Total Deflection 0.421 in Ratio =>=240
Max Upward Total Deflection -0.170 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only
Span: 2 : Lr Only
Span: 1 : +D+0.750Lr+0.750L+H
Span: 2 : +D+Lr+H
.
57
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B11.
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1 0.244 0.198 0.90 1.001 1.001.00 1.00 13.12 638.1 2,613.0 4.29 261.051.6
2 0.114 0.198 0.90 1.001 1.001.00 1.00 6.13 298.3 2,613.0 1.86 261.051.6
0.00.0
1 0.345 0.271 1.00 1.001 1.001.00 1.00 20.60 1,002.0 2,903.4 6.53 290.078.5
2 0.322 0.271 1.00 1.001 1.001.00 1.00 19.22 934.5 2,903.4 5.53 290.078.5
0.00.0
1 0.235 0.214 1.25 1.001 1.001.00 1.00 17.55 853.6 3,629.2 6.44 362.577.5
2 0.086 0.214 1.25 1.001 1.001.00 1.00 6.43 312.5 3,629.2 1.97 362.577.5
0.00.0
1 0.191 0.155 1.15 1.001 1.001.00 1.00 13.12 638.1 3,338.9 4.29 333.551.6
2 0.089 0.155 1.15 1.001 1.001.00 1.00 6.13 298.3 3,338.9 1.86 333.551.6
0.00.0
1 0.296 0.242 1.25 1.001 1.001.00 1.00 22.07 1,073.0 3,629.2 7.29 362.587.6
2 0.217 0.242 1.25 1.001 1.001.00 1.00 16.17 786.2 3,629.2 4.70 362.587.6
0.00.0
1 0.273 0.206 1.15 1.001 1.001.00 1.00 18.73 910.9 3,338.9 5.70 333.568.6
2 0.232 0.206 1.15 1.001 1.001.00 1.00 15.95 775.5 3,338.9 4.62 333.568.6
0.00.0
1 0.137 0.111 1.60 1.001 1.001.00 1.00 13.12 638.1 4,645.4 4.29 464.051.6
2 0.064 0.111 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.051.6
0.00.0
1 0.231 0.189 1.60 1.001 1.001.00 1.00 22.07 1,073.0 4,645.4 7.29 464.087.6
2 0.169 0.189 1.60 1.001 1.001.00 1.00 16.17 786.2 4,645.4 4.70 464.087.6
0.00.0
1 0.196 0.148 1.60 1.001 1.001.00 1.00 18.73 910.9 4,645.4 5.70 464.068.6
2 0.167 0.148 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.068.6
0.00.0
1 0.082 0.067 1.60 1.001 1.001.00 1.00 7.87 382.9 4,645.4 2.58 464.031.0
2 0.039 0.067 1.60 1.001 1.001.00 1.00 3.68 179.0 4,645.4 1.11 464.031.0
0.00.0
1 0.137 0.111 1.60 1.001 1.001.00 1.00 13.12 638.1 4,645.4 4.29 464.051.6
2 0.064 0.111 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.051.6
0.00.0
1 0.196 0.148 1.60 1.001 1.001.00 1.00 18.73 910.9 4,645.4 5.70 464.068.6
2 0.167 0.148 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.068.6
0.00.0
1 0.082 0.067 1.60 1.001 1.001.00 1.00 7.87 382.9 4,645.4 2.58 464.031.0
2 0.039 0.067 1.60 1.001 1.001.00 1.00 3.68 179.0 4,645.4 1.11 464.031.0
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750Lr+0.750L+0.450W+H 1 0.4207 8.434 0.0000 0.000
2 0.0000 8.434 -0.1705 3.830
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.285 12.858
Max Upward from Load Combinations 7.285 12.858
Max Upward from Load Cases 4.293 7.294
58
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B11.
Project File: 24-181.ec6
Project Title:Engineer:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+H 4.293 5.564
+D+L+H 6.136 12.858
+D+Lr+H 6.440 6.448
+D+S+H 4.293 5.564
+D+0.750Lr+0.750L+H 7.285 11.698
+D+0.750L+0.750S+H 5.675 11.035
+D+0.60W+H 4.293 5.564
+D+0.750Lr+0.750L+0.450W+H 7.285 11.698
+D+0.750L+0.750S+0.450W+H 5.675 11.035
+0.60D+0.60W+0.60H 2.576 3.339
+D+0.70E+0.60H 4.293 5.564
+D+0.750L+0.750S+0.5250E+H 5.675 11.035
+0.60D+0.70E+H 2.576 3.339
D Only 4.293 5.564
Lr Only 2.146 0.884
L Only 1.843 7.294
H Only
59
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B11. Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 1.750 -->> 11.410 ft, Tributary Width = 8.0->10.660 ft, (WALL)
Uniform Load : D = 0.0160 ksf, Extent = 11.410 -->> 18.410 ft, Tributary Width = 10.660->9.750 ft, (WALL)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 0.750 ft, (LOW ROOF)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 1.750 -->> 18.410 ft, Tributary Width = 7.830 ft, (FLOOR)
Point Load : D = 2.560, Lr = 1.932, L = 0.2160 k @ 2.0 ft, (B12)
Point Load : D = 0.02150, Lr = 0.02857 k @ 2.0 ft, (HB1)
Point Load : E = 1.180 k @ 2.0 ft, (X1)
Point Load : E = 1.670 k @ 9.250 ft, (Y1)
Load for Span Number 2
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 3.830 ft, Tributary Width = 9.750->8.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 0.670 ft, (FLOOR)
Point Load : D = 1.350, L = 3.60 k @ 3.580 ft, (B1)
Point Load : E = -1.670 k @ 3.580 ft, (Y1)
.
60
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B11. Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.438: 1
Load Combination
+D+L+H, LL Comb Run (L*)
Span # where maximum occurs Span # 1
Location of maximum on span 8.331 ft
82.37 psi=
=
2,903.37 psi
10.50 X 11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+L+H, LL Comb Run (L*)
=
=
=
290.00 psi==
Section used for this span 10.50 X 11.875
Maximum Shear Stress Ratio 0.284 : 1
0.000 ft=
=
1,270.62 psi
Maximum Deflection
422
>=360
372
Ratio =256 >=240
Max Downward Transient Deflection 0.217 in
468
Ratio =>=360
Max Upward Transient Deflection -0.196 in Ratio =
Max Downward Total Deflection 0.593 in Ratio =>=240
Max Upward Total Deflection -0.357 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : L Only, LL Comb Run (*L)
Span: 2 : E Only
Span: 1 : +D+0.750L+0.750S+0.5250E+H, LL Comb Run (L*)
Span: 2 : +D+0.750L+0.750S+0.5250E+H, LL Comb Run (L*)
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
Length = 18.410 ft 1 0.244 0.198 0.90 1.001 1.001.00 1.00 13.12 638.1 2,613.0 4.29 261.051.6
Length = 3.830 ft 2 0.114 0.198 0.90 1.001 1.001.00 1.00 6.13 298.3 2,613.0 1.86 261.051.6
+D+L+H, LL Comb Run (*L)0.00.0
Length = 18.410 ft 1 0.322 0.230 1.00 1.001 1.001.00 1.00 19.22 934.5 2,903.4 5.53 290.066.6
Length = 3.830 ft 2 0.322 0.230 1.00 1.001 1.001.00 1.00 19.22 934.5 2,903.4 5.53 290.066.6
+D+L+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.438 0.284 1.00 1.001 1.001.00 1.00 26.13 1,270.6 2,903.4 6.85 290.082.4
Length = 3.830 ft 2 0.103 0.284 1.00 1.001 1.001.00 1.00 6.13 298.3 2,903.4 1.86 290.082.4
+D+L+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.345 0.271 1.00 1.001 1.001.00 1.00 20.60 1,002.0 2,903.4 6.53 290.078.5
Length = 3.830 ft 2 0.322 0.271 1.00 1.001 1.001.00 1.00 19.22 934.5 2,903.4 5.53 290.078.5
+D+Lr+H, LL Comb Run (*L)0.00.0
Length = 18.410 ft 1 0.174 0.142 1.25 1.001 1.001.00 1.00 13.00 632.4 3,629.2 4.28 362.551.5
Length = 3.830 ft 2 0.086 0.142 1.25 1.001 1.001.00 1.00 6.43 312.5 3,629.2 1.97 362.551.5
+D+Lr+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.237 0.214 1.25 1.001 1.001.00 1.00 17.67 859.1 3,629.2 6.46 362.577.7
Length = 3.830 ft 2 0.082 0.214 1.25 1.001 1.001.00 1.00 6.13 298.3 3,629.2 1.86 362.577.7
+D+Lr+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.235 0.214 1.25 1.001 1.001.00 1.00 17.55 853.6 3,629.2 6.44 362.577.5
Length = 3.830 ft 2 0.086 0.214 1.25 1.001 1.001.00 1.00 6.43 312.5 3,629.2 1.97 362.577.5
+D+S+H 0.00.0
Length = 18.410 ft 1 0.191 0.155 1.15 1.001 1.001.00 1.00 13.12 638.1 3,338.9 4.29 333.551.6
Length = 3.830 ft 2 0.089 0.155 1.15 1.001 1.001.00 1.00 6.13 298.3 3,338.9 1.86 333.551.6
+D+0.750Lr+0.750L+H, LL Comb Run (*L)0.00.0
Length = 18.410 ft 1 0.217 0.156 1.25 1.001 1.001.00 1.00 16.17 786.2 3,629.2 4.70 362.556.5
Length = 3.830 ft 2 0.217 0.156 1.25 1.001 1.001.00 1.00 16.17 786.2 3,629.2 4.70 362.556.5
+D+0.750Lr+0.750L+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.351 0.260 1.25 1.001 1.001.00 1.00 26.19 1,273.3 3,629.2 7.83 362.594.2
Length = 3.830 ft 2 0.082 0.260 1.25 1.001 1.001.00 1.00 6.13 298.3 3,629.2 1.86 362.594.2
+D+0.750Lr+0.750L+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.296 0.242 1.25 1.001 1.001.00 1.00 22.07 1,073.0 3,629.2 7.29 362.587.6
Length = 3.830 ft 2 0.217 0.242 1.25 1.001 1.001.00 1.00 16.17 786.2 3,629.2 4.70 362.587.6
+D+0.750L+0.750S+H, LL Comb Run (*L)0.00.0
61
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B11. Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 18.410 ft 1 0.232 0.166 1.15 1.001 1.001.00 1.00 15.95 775.5 3,338.9 4.62 333.555.5
Length = 3.830 ft 2 0.232 0.166 1.15 1.001 1.001.00 1.00 15.95 775.5 3,338.9 4.62 333.555.5
+D+0.750L+0.750S+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.333 0.224 1.15 1.001 1.001.00 1.00 22.85 1,111.3 3,338.9 6.21 333.574.7
Length = 3.830 ft 2 0.089 0.224 1.15 1.001 1.001.00 1.00 6.13 298.3 3,338.9 1.86 333.574.7
+D+0.750L+0.750S+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.273 0.206 1.15 1.001 1.001.00 1.00 18.73 910.9 3,338.9 5.70 333.568.6
Length = 3.830 ft 2 0.232 0.206 1.15 1.001 1.001.00 1.00 15.95 775.5 3,338.9 4.62 333.568.6
+D+0.60W+H 0.00.0
Length = 18.410 ft 1 0.137 0.111 1.60 1.001 1.001.00 1.00 13.12 638.1 4,645.4 4.29 464.051.6
Length = 3.830 ft 2 0.064 0.111 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.051.6
+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L)0.00.0
Length = 18.410 ft 1 0.169 0.122 1.60 1.001 1.001.00 1.00 16.17 786.2 4,645.4 4.70 464.056.5
Length = 3.830 ft 2 0.169 0.122 1.60 1.001 1.001.00 1.00 16.17 786.2 4,645.4 4.70 464.056.5
+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.274 0.203 1.60 1.001 1.001.00 1.00 26.19 1,273.3 4,645.4 7.83 464.094.2
Length = 3.830 ft 2 0.064 0.203 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.094.2
+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.231 0.189 1.60 1.001 1.001.00 1.00 22.07 1,073.0 4,645.4 7.29 464.087.6
Length = 3.830 ft 2 0.169 0.189 1.60 1.001 1.001.00 1.00 16.17 786.2 4,645.4 4.70 464.087.6
+D+0.750L+0.750S+0.450W+H, LL Comb Run (*L)0.00.0
Length = 18.410 ft 1 0.167 0.120 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.055.5
Length = 3.830 ft 2 0.167 0.120 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.055.5
+D+0.750L+0.750S+0.450W+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.239 0.161 1.60 1.001 1.001.00 1.00 22.85 1,111.3 4,645.4 6.21 464.074.7
Length = 3.830 ft 2 0.064 0.161 1.60 1.001 1.001.00 1.00 6.13 298.3 4,645.4 1.86 464.074.7
+D+0.750L+0.750S+0.450W+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.196 0.148 1.60 1.001 1.001.00 1.00 18.73 910.9 4,645.4 5.70 464.068.6
Length = 3.830 ft 2 0.167 0.148 1.60 1.001 1.001.00 1.00 15.95 775.5 4,645.4 4.62 464.068.6
+0.60D+0.60W+0.60H 0.00.0
Length = 18.410 ft 1 0.082 0.067 1.60 1.001 1.001.00 1.00 7.87 382.9 4,645.4 2.58 464.031.0
Length = 3.830 ft 2 0.039 0.067 1.60 1.001 1.001.00 1.00 3.68 179.0 4,645.4 1.11 464.031.0
+1.203D+1.750E+0.60H 0.00.0
Length = 18.410 ft 1 0.376 0.234 1.60 1.001 1.001.00 1.00 35.94 1,747.5 4,645.4 9.03 464.0108.6
Length = 3.830 ft 2 0.032 0.234 1.60 1.001 1.001.00 1.00 3.08 149.9 4,645.4 1.25 464.0108.6
+1.203D-1.750E+0.60H 0.00.0
Length = 18.410 ft 1 0.187 0.134 1.60 1.001 1.001.00 1.00 17.84 867.6 4,645.4 5.16 464.062.0
Length = 3.830 ft 2 0.187 0.134 1.60 1.001 1.001.00 1.00 17.84 867.6 4,645.4 5.16 464.062.0
+1.152D+0.750L+0.750S+1.313E+H, LL Comb Run (*L)0.00.0
Length = 18.410 ft 1 0.264 0.190 1.60 1.001 1.001.00 1.00 25.17 1,224.2 4,645.4 7.31 464.088.0
Length = 3.830 ft 2 0.095 0.190 1.60 1.001 1.001.00 1.00 9.03 439.3 4,645.4 2.71 464.088.0
+1.152D+0.750L+0.750S+1.313E+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.419 0.253 1.60 1.001 1.001.00 1.00 40.04 1,947.1 4,645.4 9.76 464.0117.4
Length = 3.830 ft 2 0.009 0.253 1.60 1.001 1.001.00 1.00 0.84 40.9 4,645.4 0.59 464.0117.4
+1.152D+0.750L+0.750S+1.313E+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.368 0.239 1.60 1.001 1.001.00 1.00 35.11 1,707.2 4,645.4 9.23 464.0111.0
Length = 3.830 ft 2 0.095 0.239 1.60 1.001 1.001.00 1.00 9.03 439.3 4,645.4 2.71 464.0111.0
62
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B11. Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+1.152D+0.750L+0.750S-1.313E+H, LL Comb Run (*L)1.001 1.001.00 1.00 0.0 0.00 0.00.0
Length = 18.410 ft 1 0.259 0.184 1.60 1.001 1.001.00 1.00 24.73 1,202.5 4,645.4 7.09 464.085.3
Length = 3.830 ft 2 0.259 0.184 1.60 1.001 1.001.00 1.00 24.73 1,202.5 4,645.4 7.09 464.085.3
+1.152D+0.750L+0.750S-1.313E+H, LL Comb Run (L*)0.00.0
Length = 18.410 ft 1 0.156 0.125 1.60 1.001 1.001.00 1.00 14.91 725.3 4,645.4 4.82 464.057.9
Length = 3.830 ft 2 0.156 0.125 1.60 1.001 1.001.00 1.00 14.91 725.3 4,645.4 4.33 464.057.9
+1.152D+0.750L+0.750S-1.313E+H, LL Comb Run (LL)0.00.0
Length = 18.410 ft 1 0.259 0.184 1.60 1.001 1.001.00 1.00 24.73 1,202.5 4,645.4 7.09 464.085.3
Length = 3.830 ft 2 0.259 0.184 1.60 1.001 1.001.00 1.00 24.73 1,202.5 4,645.4 7.09 464.085.3
+0.3970D+1.750E+H 0.00.0
Length = 18.410 ft 1 0.270 0.144 1.60 1.001 1.001.00 1.00 25.77 1,252.9 4,645.4 5.57 464.067.0
Length = 3.830 ft 2 0.084 0.144 1.60 1.001 1.001.00 1.00 8.03 390.3 4,645.4 2.37 464.067.0
+0.3970D-1.750E+H 0.00.0
Length = 18.410 ft 1 0.165 0.095 1.60 1.001 1.001.00 1.00 15.74 765.6 4,645.4 3.66 464.044.0
Length = 3.830 ft 2 0.135 0.095 1.60 1.001 1.001.00 1.00 12.90 627.2 4,645.4 3.66 464.044.0
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+0.750L+0.750S+0.5250E+H, LL Comb Run (L*)1 9.051 0.0000 0.000
2 9.051 -0.3570 3.830
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.830 12.858
Max Upward from Load Combinations 7.830 12.858
Max Upward from Load Cases 4.293 7.294
Max Downward from all Load Conditions (Resisting Uplift)-2.207 -1.027
Max Downward from Load Cases (Resisting Uplift)-2.207 -1.027
+D+H 4.293 5.564
+D+L+H, LL Comb Run (*L)3.583 9.978
+D+L+H, LL Comb Run (L*)6.847 8.445
+D+L+H, LL Comb Run (LL)6.136 12.858
+D+Lr+H, LL Comb Run (*L)4.277 5.733
+D+Lr+H, LL Comb Run (L*)6.456 6.279
+D+Lr+H, LL Comb Run (LL)6.440 6.448
+D+S+H 4.293 5.564
+D+0.750Lr+0.750L+H, LL Comb Run (*L)3.748 9.001
+D+0.750Lr+0.750L+H, LL Comb Run (L*)7.830 8.261
+D+0.750Lr+0.750L+H, LL Comb Run (LL)7.285 11.698
+D+0.750L+0.750S+H, LL Comb Run (*L)3.760 8.874
+D+0.750L+0.750S+H, LL Comb Run (L*)6.208 7.725
+D+0.750L+0.750S+H, LL Comb Run (LL)5.675 11.035
+D+0.60W+H 4.293 5.564
+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L)3.748 9.001
+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*)7.830 8.261
+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL)7.285 11.698
+D+0.750L+0.750S+0.450W+H, LL Comb Run (*L)3.760 8.874
+D+0.750L+0.750S+0.450W+H, LL Comb Run (L*)6.208 7.725
+D+0.750L+0.750S+0.450W+H, LL Comb Run (LL)5.675 11.035
+0.60D+0.60W+0.60H 2.576 3.339
+D+0.70E+0.60H 5.839 4.845
+D-0.70E+0.60H 2.748 6.284
+D+0.750L+0.750S+0.5250E+H, LL Comb Run (*L)4.919 8.335
+D+0.750L+0.750S+0.5250E+H, LL Comb Run (L*)7.367 7.185
+D+0.750L+0.750S+0.5250E+H, LL Comb Run (LL)6.834 10.495
63
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B11. Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.750L+0.750S-0.5250E+H, LL Comb Run (*L)2.601 9.414
+D+0.750L+0.750S-0.5250E+H, LL Comb Run (L*)5.050 8.264
+D+0.750L+0.750S-0.5250E+H, LL Comb Run (LL)4.517 11.574
+0.60D+0.70E+H 4.121 2.619
+0.60D-0.70E+H 1.031 4.058
D Only 4.293 5.564
Lr Only, LL Comb Run (*L)-0.016 0.169
Lr Only, LL Comb Run (L*)2.162 0.715
Lr Only, LL Comb Run (LL)2.146 0.884
L Only, LL Comb Run (*L)-0.711 4.413
L Only, LL Comb Run (L*)2.553 2.880
L Only, LL Comb Run (LL)1.843 7.294
E Only 2.207 -1.027
E Only * -1.0 -2.207 1.027
H Only
64
ARCHITECT CASTILLO ENGINEERING JOB
1147 E. MARKET STREET
Long Beach, CA 90805
ENGR. MC DATE JOB NO. SHEET NO.
NOTCH ON COMPRESSION FACE AT END
2.42
7.64
0.58
7.06
V 7285 lbs member type= 2x8
b=10.5 in viga Fv=psi
d 11.875 in viga Cd=
dn= 7.06 in F'v=psi
e=9.00 in 'e' > 'dn', therefore use Eq.(3.4-2)slope=4 :12
support member width w= 3.5 in
2024 NDS Equation 3.4-5
fv=
2b
= 3 x =psi < psi, therefore NA
2 x ## x 11.88 -- 7.06 x 9
Use Eq. (3.4-2)
2024 NDS Equation 3.4-2
fv= 1.5V =psi < psi, therefore Satisfactory (.51)
b dn
7.25
7.06dn Rec'd=
TAG: B11
181
w
3V
d-(d-dn)/(dn)*e
290
10/02/2025
7.06
draftrer=
11.88
psl
290
1
290
7285
147 290
65
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B12
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 11.250 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 0.750 ft, (LOW ROOF)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 0.670 ft, (FLOOR)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.485: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.050 ft
95.46 psi=
=
3,629.22 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.263 : 1
15.160 ft=
=
1,758.49 psi
Maximum Deflection
0 <360
333Ratio =0 <240
Max Downward Transient Deflection 0.249 in 775Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.579 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.384 0.208 0.90 1.001 1.001.00 1.00 10.31 1,002.2 2,613.0 2.26 261.054.4
0.00.0
1 0.374 0.203 1.00 1.001 1.001.00 1.00 11.17 1,086.7 2,903.4 2.45 290.059.0
0.00.0
1 0.485 0.263 1.25 1.001 1.001.00 1.00 18.08 1,758.5 3,629.2 3.97 362.595.5
0.00.0
66
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:B12
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 16.10 ft 1 0.450 0.245 1.25 1.001 1.001.00 1.00 16.79 1,632.8 3,629.2 3.68 362.588.6
0.00.0
1 0.319 0.173 1.15 1.001 1.001.00 1.00 10.96 1,065.6 3,338.9 2.40 333.557.8
0.00.0
1 0.129 0.070 1.60 1.001 1.001.00 1.00 6.18 601.3 4,645.4 1.36 464.032.6
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5791 8.109 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 4.492 4.492
Max Upward from Load Combinations 4.492 4.492
Max Upward from Load Cases 2.560 2.560
D Only 2.560 2.560
+D+L 2.776 2.776
+D+Lr 4.492 4.492
+D+0.750Lr+0.750L 4.171 4.171
+D+0.750L 2.722 2.722
+0.60D 1.536 1.536
Lr Only 1.932 1.932
L Only 0.216 0.216
67
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B12 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 11.250 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 8.0 ft, (WALL)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 0.750 ft, (LOW ROOF)
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 0.670 ft, (FLOOR)
Point Load : E = 1.178 k @ 12.667 ft, (X1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.485: 1
Load Combination
+D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.050 ft
95.46 psi=
=
3,629.22 psi
5.25x11.875Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination
+D+Lr
=
=
=
362.50 psi==
Section used for this span 5.25x11.875
Maximum Shear Stress Ratio 0.263 : 1
15.160 ft=
=
1,758.49 psi
Maximum Deflection
775
>=360
333
Ratio =0 <240
Max Downward Transient Deflection 0.249 in
2599
Ratio =>=360
Max Upward Transient Deflection -0.074 in Ratio =
Max Downward Total Deflection 0.579 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : E Only * -1.0
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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
Length = 16.10 ft 1 0.384 0.208 0.90 1.001 1.001.00 1.00 10.31 1,002.2 2,613.0 2.26 261.054.4
+D+L 0.00.0
Length = 16.10 ft 1 0.374 0.203 1.00 1.001 1.001.00 1.00 11.17 1,086.7 2,903.4 2.45 290.059.0
68
Wood Beam
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:B12 Overstrength
Project File: 25-181.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.00.0
Length = 16.10 ft 1 0.485 0.263 1.25 1.001 1.001.00 1.00 18.08 1,758.5 3,629.2 3.97 362.595.5
+D+0.750Lr+0.750L 0.00.0
Length = 16.10 ft 1 0.450 0.245 1.25 1.001 1.001.00 1.00 16.79 1,632.8 3,629.2 3.68 362.588.6
+D+0.750L 0.00.0
Length = 16.10 ft 1 0.319 0.173 1.15 1.001 1.001.00 1.00 10.96 1,065.6 3,338.9 2.40 333.557.8
+0.60D 0.00.0
Length = 16.10 ft 1 0.129 0.070 1.60 1.001 1.001.00 1.00 6.18 601.3 4,645.4 1.36 464.032.6
+1.203D+1.750E 0.00.0
Length = 16.10 ft 1 0.339 0.225 1.60 1.001 1.001.00 1.00 16.19 1,574.4 4,645.4 4.34 464.0104.5
+1.203D-1.750E 0.00.0
Length = 16.10 ft 1 0.191 0.118 1.60 1.001 1.001.00 1.00 9.11 886.1 4,645.4 2.28 464.054.9
+1.152D+0.750L+1.313E 0.00.0
Length = 16.10 ft 1 0.321 0.206 1.60 1.001 1.001.00 1.00 15.32 1,489.9 4,645.4 3.96 464.095.4
+1.152D+0.750L-1.313E 0.00.0
Length = 16.10 ft 1 0.210 0.125 1.60 1.001 1.001.00 1.00 10.01 973.7 4,645.4 2.42 464.058.2
+0.3970D+1.750E 0.00.0
Length = 16.10 ft 1 0.176 0.131 1.60 1.001 1.001.00 1.00 8.39 816.4 4,645.4 2.52 464.060.6
+0.3970D-1.750E 0.00.0
Length = 16.10 ft 1 0.059 0.054 1.60 1.001 1.001.00 1.00 2.80 272.0 4,645.4 1.04 464.024.9
.
LocationLoad CombinationMax.LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl
+D+Lr1 8.109 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 4.492 4.492
Max Upward from Load Combinations 4.492 4.492
Max Upward from Load Cases 2.560 2.560
Max Downward from all Load Conditions (Resisting Uplift)-0.251 -0.927
Max Downward from Load Cases (Resisting Uplift)-0.251 -0.927
D Only 2.560 2.560
+D+L 2.776 2.776
+D+Lr 4.492 4.492
+D+0.750Lr+0.750L 4.171 4.171
+D+0.750L 2.722 2.722
+0.60D 1.536 1.536
+D+0.70E 2.736 3.209
+D-0.70E 2.384 1.912
+D+0.750L+0.5250E 2.854 3.209
+D+0.750L-0.5250E 2.590 2.236
+0.60D+0.70E 1.712 2.185
+0.60D-0.70E 1.360 0.887
Lr Only 1.932 1.932
L Only 0.216 0.216
E Only 0.251 0.927
E Only * -1.0 -0.251 -0.927
69
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =7.00 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.00 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=7 ft
0.81 0.81
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 2 =30 +40
w1,2 (16 +0)x 10 =160 +0
w1,3 (15 +40)x 0 =0 +0
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =190 +40 =0.230 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 7
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 7
Shear
R1=0.805 kips
R2=-0.805 kips Stress Ratio
Vmax=0.81 kips Vallow.=4.73 x 1 =4.725 kips OK .17
Flexure
M=1.409 k-ft Mallow.=6.09 x 1 =6.0908 k-ft OK .23
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.019 +0.000 +0.000 +0.000 =0.02 =L <L OK deflection:.05
4492 240
0.019 +0
D (L Only)=0.003 +0 +0 +0 =0 =L L OK deflection:.01
25829 360
USE:1- 4X12
shear:
2/10/25 12:00 AM
B13
0
0
0
flexure:
0
0
70
CASTILLO ENGINEERING INC.Project KEMP ST
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
Engr.Date:Job No.25-181 Sheet
Elements Supporting Discontinuous Walls or Frames (ASCE 7-16, Section 12.3.3.3)
Tag
Load Combination with Overstrength (ASCE7-05 Section 12.4.3.3)
Case:5a :1.14 D +0 L +-2.50 E
Beam
Member=4X12 L =7 ft
No. of members=1 A =39.38 in^2
CD=1.60 S =73.8 in^3
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
MOD FACTOR1.20
Seismic load (PE1,PE2,PE3,PE4)
v h Wo location (ft)
E1 =136 x 8 x -2.50 =2.72 kips UP 4.75
PE2 =136 x 8 x -2.50 =-2.72 kips DOWN 0
PE3 =0 x 8 x -2.50 =0.00 kips
PE4 =0 x 8 x -2.50 =0.00 kips
Uniform load (w1)
D L Trib
w1,1 (15 +20)x 2 =30 +40
w1,2 (16 +0)x 10 =160 +0
w1,3 (+)x 0 =0 +0
w1,4 (+)x 0 =0 +0
w1,5 (+)x 0 =0 +0
w1 =190 +40 =0.230 klf
factored w1=1.14 x 190 +0 x 40 =0.217 klf
Point Load (P1)
D L Trib.1 Trib.2
p1,1 (+)x 0 x 0 =0 +0
p1,2 (+)x 0 x 0 =0 +0
p1,3 (+)x 0 x 0 =0 +0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0
P1 =0 +0 =0 kips 7
location (ft)
factored P1=1.14 x 0 +0 x 0 =0.00 kips 0 ft
Point Load (P2)
D L Trib.1 Trib.2
p2,1 (+)x 0 x 0 =0 +0
p2,2 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0
P2 =0 +0 =0.00 kips 7
location (ft)
factored P2=1.14 x 0 +0 x 0 =0.00 kips 0
Shear
CD ** Factor per ASCE7-16 12.4.3.3
R1=-1.09 kips Vallow.=4.725 1.60 1.20 =9.07
R2=-2.60 kips Stress Ratio
Vmax=2.60 kips Vallow.=9.07 x 1 =9.07 kips OK shear:.29
Flexure CD CF Cv *
Mallow.=5.537 1.60 1.10 1.00 1.20 =11.7
M=5.29 k-ft Mallow.=11.69 x 1 =11.69 k-ft OK flexure:.45
USE:1- 4X12
B13
6/9/25 12:00 AM
71
ARCHITECT CASTILLO ENGINEERING, INC.JOB 1012 N KEMP STREET
1147 E Market Street, Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
HIP RIDGE BEAM DESIGN
L=ft L1= ft
w= ( + ) x /2 x 2 / (2)^.5 =+ =plf
W=x x = k
x 1 / 3 =k
x 2 / 3 =k <k
M= 2x x =k-ft <k-ft
9 x
D=x (x 12 )^3 = in =
76.7 x x 3.5 x
USE:
2.83
2.002015
(.03)
28 4921
2.83 0.07
19028
1.84
0.74
07/02/2025
2.00
0.02
2.80.07
0.5
(.01)
(3)^.5
HB1
70
1600000
0.07
L
49
4x4
0.07 0.05
0.00
3.50
0.03
2.83
(.03)
BEAM
L1
L1
L
w
W
V1
72
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.00 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.00 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=3 ft
0.10 0.10
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 1 =15 +20
w1,2 (16 +0)x 2 =32 +0
w1,3 (15 +40)x 0 =0 +0
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =47 +20 =0.067 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3
Shear
R1=0.101 kips
R2=-0.101 kips Stress Ratio
Vmax=0.10 kips Vallow.=2.31 x 1 =2.31 kips OK .04
Flexure
M=0.075 k-ft Mallow.=1.72 x 1 =1.7205 k-ft OK .04
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.002 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
22890 240
0.002 +0
D (L Only)=5E-04 +0 +0 +0 =0 =L L OK deflection:.00
76683 360
USE:1- 4X6
shear:
2/10/25 12:00 AM
H1
0
0
0
flexure:
0
0
73
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.16 ft
Member=4x6 A =19.25 in^2
S =17.6 in^3
No. of members=1 I =48.5 in^4
CD=1.00 E =1,600,000 psi
CF=1.30 Va =2.310 kips
CV=1.00 Ma =1.323 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=3.16 ft
0.17 0.17
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 2 =32 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =51.95 +53.2 =0.105 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.16
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.16
Shear
R1=0.166 kips
R2=-0.166 kips Stress Ratio
Vmax=0.17 kips Vallow.=2.31 x 1 =2.31 kips OK .07
Flexure
M=0.131 k-ft Mallow.=1.72 x 1 =1.7205 k-ft OK .08
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.003 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.02
12480 240
0.003 +0
D (L Only)=0.002 +0 +0 +0 =0 =L L OK deflection:.01
24667 360
USE:1- 4X6
shear:
2/10/25 12:00 AM
H2
0
0
0
flexure:
0
0
74
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E)H1
Project File: 24-181.ec6
Project Title:Engineer:
CODE REFERENCES
Calculations per NDS 2024, IBC 2024, ASCE 7-22
Load Combination Set : ASCE 7-22
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.250 ft, (FLOOR)
Uniform Load : D = 0.0160 ksf, Tributary Width = 1.0 ft, (WALL)
Point Load : D = 5.564, Lr = 0.8840, L = 7.294 k @ 1.0 ft, (B11)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.488: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.359 ft
54.13 psi=
=
2,850.80 psi
3.5x14.0Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
290.00 psi==
Section used for this span 3.5x14.0
Maximum Shear Stress Ratio 0.187 : 1
15.039 ft=
=
1,391.29 psi
Maximum Deflection
0 <360
530Ratio =0 <240
Max Downward Transient Deflection 0.218 in 890Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.366 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #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 0.229 0.081 0.90 0.983 1.001.00 1.00 5.60 587.5 2,565.7 0.69 261.021.1
0.00.0
1 0.488 0.187 1.00 0.983 1.001.00 1.00 13.26 1,391.3 2,850.8 1.77 290.054.1
0.00.0
1 0.189 0.063 1.25 0.983 1.001.00 1.00 6.43 674.4 3,563.5 0.75 362.522.8
0.00.0
1 0.351 0.130 1.25 0.983 1.001.00 1.00 11.91 1,250.1 3,563.5 1.54 362.547.1
0.00.0
75
Wood Beam
LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E)H1
Project File: 24-181.ec6
Project Title:Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 16.160 ft 1 0.363 0.138 1.15 0.983 1.001.00 1.00 11.33 1,189.5 3,278.4 1.50 333.545.9
0.00.0
1 0.077 0.027 1.60 0.983 1.001.00 1.00 3.36 352.5 4,561.3 0.41 464.012.7
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.3657 7.372 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 13.192 1.925
Max Upward from Load Combinations 13.192 1.925
Max Upward from Load Cases 7.570 1.179
D Only 5.622 0.746
+D+L 13.192 1.925
+D+Lr 6.451 0.801
+D+0.750Lr+0.750L 11.921 1.671
+D+0.750L 11.299 1.630
+0.60D 3.373 0.448
Lr Only 0.829 0.055
L Only 7.570 1.179
76
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
1.5ft 1.16ft
Tag
Beam 5
L =2.66 ft
Member=4x10 A =32.38 in^2
S =49.9 in^3
No. of members=1 I =230.8 in^4 4.50
CD=1.00 E =1,600,000 psi
CF=1.20 Va =3.885 kips
CV=1.00 Ma =3.743 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=2.66 ft
2.67 3.25
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 2 =30 +40
w1,2 (16 +0)x 2 =32 +0
w1,3 (15 +40)x 7.83 =117.45 +313.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =179.45 +353.2 =0.533 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 2.66
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (1227 +3272)x 1 x 1 =1227 +3272 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =1227 +3272 =4.50 kips 1.5 1.16
Shear
R1=2.670 kips
R2=-3.245 kips Stress Ratio
Vmax=3.25 kips Vallow.=3.89 x 1 =3.885 kips OK .84
Flexure
M=3.387 k-ft Mallow.=4.49 x 1 =4.492 k-ft OK .75
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.002 +0.000 +0.000 +0.008 =0.01 =L <L OK deflection:.07
3291 240
0.002 +0.008
D (L Only)=0.001 +0 +0 +0.00587394 =0.01 =L L OK deflection:.08
4592 360
USE:1- 4X10
shear:
2/10/25 12:00 AM
(E)H2
0
0
0
flexure:
0
0
77
FOUNDATION KEYPLAN
(E)CF1
5.52 K
CF1
4.13 K
CF2
4.52 K
(E)CF3
5.12 K CF36.74 K
F1
0.02 K
F2
7.28 K
F3
2.98 K
3.25 K
F4
0.37 K
F4
0.37 K
F5
2.98 K
0.81 KB1B1
B2B2
F6
0.42 K
0.37 K
1.55 K
0.22 K
F7
0.42 K
F8
0.81 K
0.65 K
F9
5.24 K
F10
1.98 K
F11
7.51 K
F14
1.92 K
F15
13.19 K
FJ1
F12
0.60 K
F13
0.42 K
(E)CF2
3.32 K
F17
4.57 K
1.40 K
F16
4.76 K
1.40 K
78
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.25 ft
Member=2x6 A =8.25 in^2
S =7.6 in^3
No. of members=1 I =20.8 in^4
CD=1.00 E =1,600,000 psi
CF=1.30 Va =0.990 kips
CV=1.00 Ma =0.567 k-ft
Cr=1.15
Total Load L/n=240
Live Load L/n=360
L=3.25 ft
0.12 0.12
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.33 =19.95 +53.2
w1,4 (15 +60)x 0 =0 +0
w1,5 (5 +20)x 0 =0 +0
W1 =19.95 +53.2 =0.073 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.25
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.25
Shear
R1=0.119 kips
R2=-0.119 kips Stress Ratio
Vmax=0.12 kips Vallow.=0.99 x 1 =0.99 kips OK .12
Flexure
M=0.097 k-ft Mallow.=0.85 x 1 =0.8479 k-ft OK .11
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.006 +0.000 +0.000 +0.000 =0.01 =L <L OK deflection:.03
7067 240
0.006 +0
D (L Only)=0.004 +0 +0 +0 =0 =L L OK deflection:.04
9718 360
USE:1- 2X6
flexure:
0
0
shear:
2/10/25 12:00 AM
FJ1
0
0
0
79
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.58 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.00 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=3.58 ft
0.42 0.42
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1.58 =23.7 +63.2
w1,4 (15 +60)x 2 =30 +120
w1,5 (5 +20)x 0 =0 +0
W1 =53.7 +183.2 =0.237 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.58
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.58
Shear
R1=0.424 kips
R2=-0.424 kips Stress Ratio
Vmax=0.42 kips Vallow.=4.73 x 1 =4.725 kips OK .09
Flexure
M=0.380 k-ft Mallow.=6.09 x 1 =6.0908 k-ft OK .06
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
32602 240
0.001 +0
D (L Only)=0.001 +0 +0 +0 =0 =L L OK deflection:.01
42159 360
USE:1- 4X12
flexure:
0
0
shear:
2/10/25 12:00 AM
B1
0
0
0
80
CASTILLO ENGINEERING, INC.Project 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
Engr.Date:Job No.25-181 Sheet
Tag
Beam 5
L =3.50 ft
Member=4x12 A =39.38 in^2
S =73.8 in^3
No. of members=1 I =415.3 in^4
CD=1.00 E =1,600,000 psi
CF=1.10 Va =4.725 kips
CV=1.00 Ma =5.537 k-ft
Cr=1.00
Total Load L/n=240
Live Load L/n=360
L=3.5 ft
0.37 0.37
Uniform load (W1)
D L Trib
w1,1 (15 +20)x 0 =0 +0
w1,2 (16 +0)x 0 =0 +0
w1,3 (15 +40)x 1 =15 +40
w1,4 (15 +60)x 2.08 =31.2 +124.8
w1,5 (5 +20)x 0 =0 +0
W1 =46.2 +164.8 =0.211 klf
Triangular load (W2)
D L Trib `
w2,1 (0 +1.84)x 0 =0 +0
w2,2 (0 +0)x 0 =0 +0
w2,3 (0 +0)x 0 =0 +0
w2,4 (0 +0)x 0 =0 +0
w2,5 (0 +0)x 0 =0 +0
W2 =0 +0 =0.000 klf
Point Load (P1)
D L Trib.1 Trib.2 TAG:
p1,1 (+)x 0.00 x 0.00 =0 +0 0
p1,2 (+)x 0 x 0 =0 +0 0
p1,3 (+)x 0 x 0 =0 +0 0
p1,4 (+)x 0 x 0 =0 +0
p1,5 (+)x 0 x 0 =0 +0 X1 (ft)X2 (ft)
P1 =0 +0 =0.00 kips 0 3.5
Point Load (P2)
D L Trib.1 Trib.2 TAG:
p2,1 (+)x 0 x 0 =0 +0 0
p2,2 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0 0
p2,4 (+)x 0 x 0 =0 +0
p2,5 (+)x 0 x 0 =0 +0 X3 (ft)X4 (ft)
P2 =0 +0 =0.00 kips 0 3.5
Shear
R1=0.369 kips
R2=-0.369 kips Stress Ratio
Vmax=0.37 kips Vallow.=4.73 x 1 =4.725 kips OK .08
Flexure
M=0.323 k-ft Mallow.=6.09 x 1 =6.0908 k-ft OK .05
Deflection
D =D w1 +Dw2 +D p1 +Dp2
D (D+L)=0.001 +0.000 +0.000 +0.000 =0.00 =L <L OK deflection:.01
39172 240
0.001 +0
D (L Only)=8E-04 +0 +0 +0 =0 =L L OK deflection:.01
50154 360
USE:1- 4X12
flexure:
0
0
shear:
2/10/25 12:00 AM
B2
0
0
0
81
ARCHITECT CASTILLO ENGINEERING JOB 1012 N KEMP STREET
1147 E Market, Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
CONTINUOUS FOOTINGS
CF-1
LOADING:TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
DECK ( + ) x ft = +
w = + =plf
B=plf = ft
psf USE:
CF-2
LOADING:TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + =plf
B=plf = ft
psf USE:
CF-3
LOADING:TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + =plf
B=plf = ft
psf USE:
0
15
16 0 8
0
1'-0" WIDE FTG.
596.25
FLOOR:
WALL:
40
1'-0" WIDE FTG.
1.33 19.95 53.2
0
190
40
56.25
0
406.25
596.25 0.40
1500
ROOF: 15
D L
20
ROOF:
1'-0" WIDE FTG.1500
201.15
128 0
201.15 0.13
147.95 53.2
0
320
30
WALL: 16 0 20
FLOOR:40 3.75 150
0.44
D L
215 20
15
1500
665.75
272
225
0
0
168.75
0
225
0
WALL:17
10/02/2025
20
D L
ROOF:
FLOOR:
15 11.25
0
665.75
16
440.75
4015 0
15 60 0
F-CONTINUOUS FOOTINGS-1500.XLS
82
ARCHITECT Castillo Engineering, Inc.PROJECT 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
Given:
h1 =24 in.d =3.5 in.D L TRIB D L
w1 15 20 11 =169 +225
h2 =8 in.W =12 in.15 40 0 =0 +0
16 0 17 =272 +0
H =32 in.12 20 0 =0 +0
441 +225 =666 plf
Area = 810 in.2 L = 67.5 in.
5.625 ft.2 = 5.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grade
=766
qa =1500 psf
Pa =1500 x 5.63 =8.44 kips Pload =766 x 5.63 =4.31 kips
Pnet = 8.44 - 4.31 = 4.13 kips
CF1 FOOTING CAPACITY
Pnet =
10/02/2025
4.13 kips
wuniform
83
ARCHITECT Castillo Engineering, Inc.PROJECT 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
Given:
h1 =24 in.d =3.5 in.D L TRIB D L
w1 15 20 2 =30 +40
h2 =8 in.W =12 in.15 40 3.8 =56 +150
16 0 20 =320 +0
H =32 in.12 20 0 =0 +0
406 +190 =596 plf
Area = 810 in.2 L = 67.5 in.
5.625 ft.2 = 5.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grade
=696
qa =1500 psf
Pa =1500 x 5.63 =8.44 kips Pload =696 x 5.63 =3.92 kips
Pnet = 8.44 - 3.92 = 4.52 kips
CF2 FOOTING CAPACITY
Pnet =
10/02/2025
4.52 kips
wuniform
84
ARCHITECT Castillo Engineering, Inc.PROJECT 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
Given:
h1 =24 in.d =3.5 in.D L TRIB D L
w1 15 20 0 =0 +0
h2 =8 in.W =12 in.15 40 1.3 =20 +53.2
16 0 8 =128 +0
H =32 in.12 20 0 =0 +0
148 +53.2 =201 plf
Area = 810 in.2 L = 67.5 in.
5.625 ft.2 = 5.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grade
=301
qa =1500 psf
Pa =1500 x 5.63 =8.44 kips Pload =301 x 5.63 =1.69 kips
Pnet = 8.44 - 1.69 = 6.74 kips
CF3 FOOTING CAPACITY
Pnet =
10/02/2025
6.74 kips
wuniform
85
ARCHITECT Castillo Engineering, Inc.PROJECT 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
Given:
h1 =18 in.d =3.5 in.D L TRIB D L
w1 15 20 2.3 =34 +45
h2 =8 in.W =12 in.15 40 0 =0 +0
16 0 8 =128 +0
H =26 in.12 20 0 =0 +0
162 +45 =207 plf
Area = 666 in.2 L = 55.5 in.
4.625 ft.2 = 4.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grade
=307
qa =1500 psf
Pa =1500 x 4.63 =6.94 kips Pload =307 x 4.63 =1.42 kips
Pnet = 6.94 - 1.42 = 5.52 kips
(E)CF1 FOOTING CAPACITY
Pnet =
10/02/2025
5.52 kips
wuniform
86
ARCHITECT Castillo Engineering, Inc.PROJECT 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
Given:
h1 =18 in.d =3.5 in.D L TRIB D L
w1 15 20 0 =0 +0
h2 =8 in.W =12 in.15 40 10 =151 +403
16 0 8 =128 +0
H =26 in.12 20 0 =0 +0
279 +403 =682 plf
Area = 666 in.2 L = 55.5 in.
4.625 ft.2 = 4.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grade
=782
qa =1500 psf
Pa =1500 x 4.63 =6.94 kips Pload =782 x 4.63 =3.62 kips
Pnet = 6.94 - 3.62 = 3.32 kips
(E)CF2 FOOTING CAPACITY
Pnet =
10/02/2025
3.32 kips
wuniform
87
ARCHITECT Castillo Engineering, Inc.PROJECT 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
Given:
h1 =18 in.d =3.5 in.D L TRIB D L
w1 15 20 0 =0 +0
h2 =8 in.W =12 in.15 40 3 =45 +120
16 0 8 =128 +0
H =26 in.12 20 0 =0 +0
173 +120 =293 plf
Area = 666 in.2 L = 55.5 in.
4.625 ft.2 = 4.63 ft.
Conc. Wt. = 150 x 12 x 8 /144 = 100 plf
Abv. Grade
=393
qa =1500 psf
Pa =1500 x 4.63 =6.94 kips Pload =393 x 4.63 =1.82 kips
Pnet = 6.94 - 1.82 = 5.12 kips
(E)CF3 FOOTING CAPACITY
Pnet =
10/02/2025
5.12 kips
wuniform
88
ARCHITECT CASTILLO ENGINEERING, INC.JOB 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.5 FOOTING
P1 = K
P2 = K
P3 = K
P4 = K
= K
= K USE:TYPE 2.5 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
6.23
8.44
F3
0
8.44
0
0
3.25
0
7.28
5.4
2.98
0.81
0
0
3.79
F5
0
0
F4
0.37
0.37
5.4
0
F1
0.02
0
0
F2
2.98
10/02/2025
0
0
0.02
5.4
7.28
F-SPREAD FOOTINGS1500.xls
89
ARCHITECT CASTILLO ENGINEERING, INC.JOB 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 = K
P2 = K
P3 = K
P4 = K
= K
= K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
12/02/2025
0
0.22
2.56
5.4
0.42
F6
0.42
0.37
1.55
F7
0.81
F10
0
0
F9
5.24
5.24
5.4
0
5.4
1.98
0
0
0
1.98
1.46
5.4
F8
0
5.4
0
0
0.65
0
0.42
F-SPREAD FOOTINGS1500.xls
90
ARCHITECT CASTILLO ENGINEERING, INC.JOB 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.5 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 = K
P2 = K
P3 = K
P4 = K
= K
= K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P TOTAL =K
P ALLOW.=K USE:TYPE 3.5 FOOTING
0.42
5.4
F13
0
5.4
0
0
0
0
0.6
16.5
13.19
0
0
0
13.19
F15
0
0
F14
1.92
1.92
5.4
0
F11
7.51
0
0
F12
0.42
10/02/2025
0
0
7.51
8.44
0.6
F-SPREAD FOOTINGS1500.xls
91
ARCHITECT CASTILLO ENGINEERING, INC.JOB 1012 N KEMP STREET
1147 E Market Street
Long Beach, CA 90805
ENGR. MC DATE JOB NO. 25-181 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.5 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
TOTAL =K
P ALLOW.=K USE:TYPE 2.5 FOOTING
1.24
8.44
0
6.48
F16
4.76
1.4
0
F17
10/02/2025
0
0
6.16
8.44
5.24
F-SPREAD FOOTINGS1500.xls
92
ARCHITECT CASTILLO ENGINEERING JOB
1205 Pine Avenue, Suite 201, Long Beach, CA 90813
ENGR. MC JOB NO. SHEET NO.
C1 Flagpole Footing - Nonconstrained
CBC07, Section 1805.7.2.1
F=lbs applied lateral force
h=ft distance from ground to point of application of F
Pp =pcf passive bearing pressure Table 1804.2
Note: 2x Increase allowed for minor structures 1804.3.1
1.33 Increase allowed for wind or seismic, footnote d
Footing Dimension
B=ft
b=ft diameter or diagonal dimension of square footing
d=ft depth of embedment OK
S1=psf
A =`
req.=ft
USE:3.25 FT x 4.00 FT DEEP FLAGPOLE FOOTING
( 4.60 FT. DIA. OPTIONAL)
804
8.5
266.67
4.60
4.00
3.25
356
3.89
1.15 =2.34 · F
S1 · b
[Eqn. 1]
= (A / 2) · (1 + [1 + 4.36 · h / A]0.5) [Eqn. 2]
93
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 02/10/25 REVIEW BY :
INPUT DATA
Exposure category (B, C or D)B
Importance factor I = 1.00 Category II
Basic wind speed V = 110 mph
Topographic factor Kzt =1 Flat
Building height to eave he =17 ft
Building height to ridge hr =20 ft
Building length L =28 ft
Building width B =31 ft
Effective area of components A =96.33333 2
DESIGN SUMMARY
Max horizontal force normal to building length, L, face =7.28 kips X 0.6= 4.37
Max horizontal force normal to building length, B, face =8.00 kips X 0.6= 4.80
Max total horizontal torsional load = 31.19 ft-kips
Max total upward force = 12.70 kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I =18.43 psf
where: qh = velocity pressure at mean roof height, h.
Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.70
Kd = wind directionality factor = 0.85
h = mean roof height = 18.50 ft
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone
G Cp f = product of gust effect factor and external pressure coefficient
G Cp i = product of gust effect factor and internal pressure coefficient
= 0.18 or -0.18
a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.10 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
10.95 0.00 10.95
(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )
1 0.45 5.01 11.64 0.40 4.05 10.69 1T 0.45 1.25 2.91
2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 2T -0.69 -4.01 -2.35
3 -0.41 -10.94 -4.31 -0.37 -10.14 -3.50 3T -0.41 -2.74 -1.08
4 -0.35 -9.69 -3.05 -0.29 -8.66 -2.03 4T -0.35 -2.42 -0.76
1E 0.69 9.32 15.95 0.61 7.93 14.56
3E -0.59 -14.26 -7.62 -0.53 -13.09 -6.45 (+GCp i ) (-GCp i )
4E -0.51 -12.78 -6.14 -0.43 -11.24 -4.61 1T 0.40 1.01 2.67
5 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 2T -0.69 -4.01 -2.35
6 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 3T -0.37 -2.53 -0.88
4T -0.29 -2.17 -0.51
CASTILLO
Net Pressure withG Cp f
Wind Analysis for Low-rise Building, Based on ASCE 7-22 / IBC 2024 / CBC 2022
Roof angle q =
G Cp f
Net Pressure with
25-181
1012 N KEMO STREET
Surface
Roof angle q =
G Cp f
Net Pressure with
Surface
Roof angle q =
G Cp f
ENGINEERING
Surface
Roof angle q =
Net Pressure with
94
Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 371 1.86 4.31 1 464 1.88 4.96
2 344 -5.52 -3.24 2 354 -5.67 -3.32
3 344 -3.77 -1.48 3 354 -3.58 -1.24
4 371 -3.59 -1.13 4 464 -4.02 -0.94
1E 105 0.98 1.68 1E 109 0.86 1.59
2E 98 -2.26 -1.61 2E 88 -2.04 -1.45
3E 98 -1.40 -0.75 3E 88 -1.16 -0.57
4E 105 -1.35 -0.65 4E 109 -1.23 -0.50
Horiz. 7.28 7.28 Horiz. 8.00 8.00
Vert. -12.70 -6.94 Vert. -12.22 -6.46
10 psf min.Horiz. 5.60 5.60 10 psf min.Horiz. 5.74 5.74
Sec. 6.1.4.1 Vert. -8.68 -8.68 Sec. 6.1.4.1 Vert. -8.68 -8.68
Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 133 0.66 1.54 4 8 1 178 0.72 1.90 3 9
2 123 -1.97 -1.16 -2 -1 2 265 -4.25 -2.49 6 3
3 123 -1.35 -0.53 1 1 3 265 -2.69 -0.93 -4 -1
4 133 -1.28 -0.40 7 2 4 178 -1.54 -0.36 7 2
1E 105 0.98 1.68 11 18 1E 109 0.86 1.59 11 20
2E 98 -2.26 -1.61 -5 -3 2E 88 -2.04 -1.45 3 2
3E 98 -1.40 -0.75 3 2 3E 88 -1.16 -0.57 -2 -1
4E 105 -1.35 -0.65 15 7 4E 109 -1.23 -0.50 15 6
1T 238 0.30 0.69 -2 -5 1T 287 0.29 0.77 -2 -6
2T 221 -0.89 -0.52 1 1 2T 354 -1.42 -0.83 -4 -2
3T 221 -0.60 -0.24 -1 0 3T 354 -0.90 -0.31 2 1
4T 238 -0.58 -0.18 -4 -1 4T 287 -0.62 -0.15 -5 -1
28 28 31.2 31.2
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)]
where: p = pressure on component
pmin = 10 psf (Sec. 6.1.4.2, pg 21)
G Cp = external pressure coefficient.
see table below
Effective
Area (ft2)P P P P P P P P P P
Comp.96.33333 0.30 -0.80 0.30 -1.21 0.30 -2.01 0.83 -0.93 0.83 -1.05
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
10.00 -18.09 10.00 -25.58 10.00 -40.36 18.55 -20.39 18.55 -22.72
Pressure
Zone 1 Zone 2
Total Horiz. Torsional Load, MT
Comp. & Cladding
Surface Pressure (k) with
Zone 1
( psf )
Zone 3 Zone 4Zone 2 Zone 5
Zone 3 Zone 4 Zone 5
Pressure (k) with Torsion (ft-k)
Total Horiz. Torsional Load, MT
Torsion (ft-k)Surface
Surface
S
Surface Pressure (k) withPressure (k) with
S
95
ASCE Hazards Report
Address:
1012 N Kemp St
Anaheim, California
92801
Standard:ASCE/SEI 7-22 Latitude:33.847709
Risk Category:II Longitude:-117.916427
Soil Class:Default Elevation:160.87233439988304 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 101 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 132 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Feb 10 2025
Page 1 of 5https://ascehazardtool.org/Mon Feb 10 2025
96
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 5https://ascehazardtool.org/Mon Feb 10 2025
97
PGA M : 0.76
SMS : 1.93
SM1 : 1.42
SDS : 1.29
SD1 : 0.94
T L : 8
SS : 1.75
S1 : 0.68
VS30 : 260
Seismic Design Category: D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 3 of 5https://ascehazardtool.org/Mon Feb 10 2025
98
Data Accessed: Mon Feb 10 2025
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 4 of 5https://ascehazardtool.org/Mon Feb 10 2025
99
Snow
Results:
Ground Snow Load, p : 3 lb/ftg
2
20-year MRI Value: 1 lb/ft^2
Winter Wind Parameter: 0.25
Mapped Elevation: 160.3 ft
Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D
Date Accessed: Mon Feb 10 2025
Values provided are ground snow loads. In areas
designated "case study required," extreme local
variations in ground snow loads preclude mapping at this
scale. Site-specific case studies are required to establish
ground snow loads at elevations not covered.
Snow load values are mapped to a 0.5 mile resolution.
This resolution can create a mismatch between the
mapped elevation and the site-specific elevation in
topographically complex areas. Engineers should consult
the local authority having jurisdiction in locations where
the reported ‘elevation’ and ‘mapped elevation’ differ
significantly from each other.
Ground Snow Loads for IRC only, p :g(asd)2.1 lb/ft
2
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 5 of 5https://ascehazardtool.org/Mon Feb 10 2025
100
SEISMIC BASE SHEAR (ASCE7-22)
Latitude: 33.847709
Longitude: -118.91643
SITE CLASS:D (Table 20.3-1)ρ=1.3
R=6.5 (Table 12.2-1)Ie=1
(Section 21.4)
1.930 0
1.420 0
(11.4-3)
1.287
(11.4-4)
0.9466667 0.14715
0.73575
See on Figs. 22-14 through 22-17
0.02
20.000
0.75
0.189
W= Effective seismeic weight
(GOVERNS)
For S1 is equal to greater than 0.6g
0.109 W
0.770 W
0.198
0.257 W Strength Level
0.180 W Allowable Stress Design
𝑆=
𝑆=
𝑆=3 𝑆
=
𝑆=3 𝑆
=
𝑇= 𝐶ℎ=
ℎ=
𝑥=
=
=
=.
=
=ρW
=
=
==
==
101
SEISMIC ANALYSIS
WEIGHT
Level 2 W roof = 20 psf x 823 ft^2 =16.45 kips
W wall = 16 psf x 473 ft^2 =7.56 kips
WR =24.01 kips
Level 1 W floor= 25 psf x 800 ft^2 = 20.01 kips
16 psf x 473 ft^2 = 7.56 kips
16 psf x 391 ft^2 = 6.26 kips
W1 =33.83 kips
BASE SHEAR
0.180 x 57.85 kips = 10.42 kips
DISTRIBUTION OF BASE SHEAR
1 Level F2=6.11 kips 7.43 psf
F1=4.31 kips 5.38 psf
2 or more levels
W TOTAL
57.85 kips
𝑽𝑩𝑨𝑺𝑬= 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳
= 𝑉 ∗ 𝑊=
𝑭𝒙= 𝑽𝑩𝑨𝑺𝑬∗𝑾𝑿∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑾𝟏∗ 𝒉𝟏+𝑾𝟐∗𝒉𝟏+ 𝒉𝟐+ ⋯𝑾𝒏∗ 𝒉𝑻𝑶𝑻𝑨𝑳
𝑩𝑨𝑺𝑬=∗𝑻𝑶𝑻𝑨𝑳
𝑨
102
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 PINE AVE
ENGR. MC DATE:LONG BEACH CA JOB NO. 25-181 SHEET NO.
First Floor Shearwall Forces
L1 Level 1 F1= 5.380 psf DIAPHRAGM
X4 5.38 295.00 1.59 KIPS 12.00 ft
X5 5.38 87.94 0.47 KIPS 8.16 ft
X6 5.38 419.18 2.26 KIPS 4.25 ft
Y4 5.38 234.89 1.26 KIPS 12.00 ft
Y5 5.38 389.58 2.10 KIPS 11.83 ft
Y6 5.38 175.89 0.95 KIPS 15.41 ft
C1 5.38 x (6.5/2.5)115.00 1.61 KIPS C1
Second Floor Shearwall Forces
L2 Level 2 F2= 7.430 psf
SW U-FORCE T.A.FORCE L1 L2 L3 L4
X1 7.43 359.46 2.67 KIPS 13.16 ft 6.75 ft
X2 7.43 372.60 2.77 KIPS 5.16 ft
X3 7.43 90.45 0.67 KIPS 3.91 ft 4.00 ft
Y1 7.43 337.96 2.51 KIPS 13.25 ft
Y2 7.43 85.18 0.63 KIPS 3.08 ft 3.91 ft
Y3 7.43 399.37 2.97 KIPS 10.41 ft 11.33 ft
February 10, 2025
LENGHT WALLS
LENGHT WALLS
SEISMIC FORCES
1012 N KEMP STREET
103
SHEARWALL 2ND LEVEL KEYPLAN
AREA:822.53 SQ. FT.
PERIMETER:118.16 FT.
X:28.08 FT.
Y:31.00 FT.
2.51 K
2.67 K
2.77 K
0.63 K
2.97 K
0.67 K
X1.1
X1.2
X2.1
X3.1 X3.2
Y1.1
Y2.1
Y2.2
Y3.1
Y3.2
104
X1.1
X1.2
X2.1
X3.1 X3.2
X DIRECTION 2ND LEVEL KEYPLAN
AREA:359.46 SQ. FT.
AREA:372.60 SQ. FT.
AREA:90.45 SQ. FT.
105
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 25-181 SHEET NO.
TAG:X1.1 ( 13.16 ft),X1.2 ( 6.75 ft)
FORCE:
SEISMIC GOVERNS
F2=kips Load Comb.:(0.6-.14SDS)D + 0.7 E
SDS= 1.29
SHEAR STRESS
X1.1 : L1=ft v=lbs =plf
X1.2 : L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.61 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 13.16 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.19 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 6.75 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
6.75 19.91
1012 N KEMP STREET
SHEARWALL CALCULATIONS-LEVEL 2
2.67
13.16 2671 134
15 11 169
19.91
Unit load Tributary
19.91
13.16 14.12
WALL:X1.1
2.67
T= 14.12 25.70 0.25
128
297
0.297 25.70
16 8
ST-1
WALL:X1.2
13.16
Tallow=1.03
16 8 128
15 11 169
19.91
Unit load Tributary
7.24 2.67 6.75
ST-1
T= 7.24 6.76 0.65
6.75
Tallow=1.03
0.297 6.76
297
106
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 25-181 SHEET NO.
TAG:X2.1 ( 5.16 ft),
FORCE:
SEISMIC GOVERNS
F2=kips Load Comb.:(0.6-.14SDS)D + 0.7 E
SDS= 1.29
SHEAR STRESS
X2.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 1.55 OK
WALL:psf x ft =plf
w =plf Vallow=665 PLF
MR=x 5.16 ^2/2 =k-ft USE:
TYPE 3 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
5.16
1012 N KEMP STREET
SHEARWALL CALCULATIONS-LEVEL 2
2.77
5.16 2768 537
15 11 169
5.16
Unit load Tributary
5.16
5.16 22.15
WALL:X2.1
2.77
T= 22.15 3.95 3.97
128
297
0.297 3.95
16 8
ST-6
5.16
Tallow=4.87
107
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 25-181 SHEET NO.
TAG:X3.1 ( 3.91 ft),X3.2 ( 4.00 ft)
FORCE:
SEISMIC GOVERNS
F2=kips Load Comb.:(0.6-.14SDS)D + 0.7 E
SDS= 1.29
SHEAR STRESS
X3.1 : L1=ft v=lbs =plf
X3.2 : L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.05 2w/h factor= 0.99
WALL:psf x ft =plf
w =plf Vallow=340 x 0.99 =PLF
MR=x 3.91 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.00 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 4.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
4.00 7.91
1012 N KEMP STREET
SHEARWALL CALCULATIONS-LEVEL 2
0.67
3.91 672 85
338
15 2 30
7.91
Unit load Tributary
7.91
3.91 2.66
WALL:X3.1
0.67
T= 2.66 1.33 0.54
144
174
0.174 1.33
16 9
ST-1
WALL:X3.2
3.91
Tallow=1.03
16 9 144
15 2 30
7.91
Unit load Tributary
2.72 0.67 4.00
ST-1
T= 2.72 1.39 0.53
4.00
Tallow=1.03
0.174 1.39
174
108
Y1.1
Y2.1
Y2.2
Y3.1
Y3.2
Y DIRECTION 2ND LEVEL KEYPLAN
AREA:337.96 SQ. FT.AREA:399.37 SQ. FT.
AREA:85.18 SQ. FT.
109
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 25-181 SHEET NO.
TAG:Y1.1 ( 13.25 ft),
FORCE:
SEISMIC GOVERNS
F2=kips Load Comb.:(0.6-.14SDS)D + 0.7 E
SDS= 1.29
SHEAR STRESS
Y1.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.60 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 13.25 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
13.25
1012 N KEMP STREET
SHEARWALL CALCULATIONS-LEVEL 2
2.51
13.25 2511 190
15 2 30
13.25
Unit load Tributary
13.25
13.25 20.09
WALL:Y1.1
2.51
T= 20.09 15.27 1.03
144
174
0.174 15.27
16 9
ST-2
13.25
Tallow=1.28
110
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 25-181 SHEET NO.
TAG:Y2.1 ( 3.08 ft),Y2.2 ( 3.91 ft)
FORCE:
SEISMIC GOVERNS
F2=kips Load Comb.:(0.6-.14SDS)D + 0.7 E
SDS= 1.29
SHEAR STRESS
Y2.1 : L1=ft v=lbs =plf
Y2.2 : L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.60 2w/h factor= 0.93
WALL:psf x ft =plf
w =plf Vallow=340 x 0.93 =PLF
MR=x 3.08 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 2.05 2w/h factor= 0.99
WALL:psf x ft =plf
w =plf Vallow=340 x 0.99 =
MR=x 3.91 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
3.91 6.99
1012 N KEMP STREET
SHEARWALL CALCULATIONS-LEVEL 2
0.63
3.08 633 91
315
15 7 105
6.99
Unit load Tributary
6.99
3.08 2.23
WALL:Y2.1
0.63
T= 2.23 1.11 0.57
128
233
0.233 1.11
16 8
ST-1
WALL:Y2.2
3.08
Tallow=1.03
16 8 128
15 7 105
6.99
Unit load Tributary
2.83 0.63 3.91
338
ST-1
T= 2.83 1.78 0.53
3.91
Tallow=1.03
0.233 1.78
233
111
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 25-181 SHEET NO.
TAG:Y3.1 ( 10.41 ft),Y3.2 ( 11.33 ft)
FORCE:
SEISMIC GOVERNS
F2=kips Load Comb.:(0.6-.14SDS)D + 0.7 E
SDS= 1.29
SHEAR STRESS
Y3.1 : L1=ft v=lbs =plf
Y3.2 : L2=ft ft
Ltotal=ft
OVERTURNING
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.77 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 10.41 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
height= 8.00 ft
MOT=x x 8 =
ROOF:psf x ft =plf h/w= 0.71 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 11.33 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
11.33 21.74
1012 N KEMP STREET
SHEARWALL CALCULATIONS-LEVEL 2
2.97
10.41 2967 136
15 2 30
21.74
Unit load Tributary
21.74
10.41 11.37
WALL:Y3.1
2.97
T= 11.37 8.56 0.75
128
158
0.158 8.56
16 8
ST-1
WALL:Y3.2
10.41
Tallow=1.03
16 8 128
15 2 30
21.74
Unit load Tributary
12.37 2.97 11.33
ST-1
T= 12.37 10.14 0.72
11.33
Tallow=1.03
0.158 10.14
158
112
X4.1
X5.1
X6.1
Y4.1
Y5.1
Y6.1
1.26 K
1.13 K 0.95 K
2.26 K
2.10 K
C1 C1
AREA:800.46 SQ. FT.
PERIMETER:97.83 FT.
X:31.08 FT.
Y:18.91 FT.
SHEARWALL 1ST LEVEL KEYPLAN
0.47 K
113
X4.1
X5.1
X6.1
C1 C1
X DIRECTION 1ST LEVEL KEYPLAN
AREA:209.23 SQ. FT.
AREA:87.94 SQ. FT.
AREA:419.18 SQ. FT.
AREA:84.09 SQ. FT.
114
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. SHEET NO.
TAG:X4.1 ( 12.00 ft)
FORCE:
h2=8.00 ft
F1=kips h1=8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.45
SHEAR STRESS
X4.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
MOT=x 12.00 x 16.0 + 3.80 x 12.00 x 8.00 =k-ft
12.00 12.00
ROOF:psf x ft =plf
FLOOR:psf x ft =plf h/w=0.67 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 12.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
SHEARWALL CALCULATIONS-LEVEL 1
3.80
3.80
12.00 3800 317
30.40
12.00
12.00
30
15 0 0
WALL:X4.1
0.00
Unit load Tributary
15 2
16 8 128
158
T= 30.4 11.38 2.14
0.158 11.38
12.00
HDU2Tallow=3.08
115
ARCHITECT JOB 754 ET
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 21-107 SHEET NO.
TAG:X5.1 ( 8.16 ft)
FORCE:
F2=kips h2=8.00 ft
F1=kips h1=8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.45
SHEAR STRESS
X5.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
MOT=x 8.16 x 16.0 + 0.47 x 8.16 x 8.00 =k-ft
8.16 8.16
ROOF:psf x ft =plf
FLOOR:psf x ft =plf h/w=0.98 OK
WALL:psf x ft =plf
w =plf Vallow=510 PLF
MR=x 8.16 ^2/2 =k-ft USE:
TYPE 4 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
8.16
HDU8Tallow=5.23
T= 46.5 14.67 4.95
0.441 14.67
16 17 272
441
169
15 0 0
WALL:X5.1
2.67
Unit load Tributary
15 11
46.52
8.16
8.16
SHEARWALL CALCULATIONS-LEVEL 1
2.67
0.47
3.14
8.16 3144 385
116
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. SHEET NO.
TAG:X6.1 ( 4.25 ft)
FORCE:
h2=8.00 ft
F1=kips h1=8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.45
SHEAR STRESS
X6.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
MOT=x 4.25 x 16.0 + 5.03 x 4.25 x 8.00 =k-ft
4.25 4.25
ROOF:psf x ft =plf
FLOOR:psf x ft =plf h/w=1.88 OK
WALL:psf x ft =plf
w =plf Vallow=1330 PLF
MR=x 4.25 ^2/2 =k-ft USE:
TYPE 3D SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
4.25
HDU14Tallow=10.83
T= 40.2 1.43 9.33
0.158 1.43
16 8 128
158
0
15 2 30
WALL:X6.1
0.00
Unit load Tributary
15 0
40.24
4.25
4.25
SHEARWALL CALCULATIONS-LEVEL 1
5.03
5.03
4.25 5030 1184
117
Y4.1
Y5.1
Y6.1
Y DIRECTION 1ST LEVEL KEYPLAN
AREA:389.58 SQ. FT.
AREA:175.89 SQ. FT.
AREA:234.98 SQ. FT.
118
ARCHITECT JOB 754 ET
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 21-107 SHEET NO.
TAG:Y4.1 ( 12.00 ft)
FORCE:
h2=8.00 ft
F1=kips h1=8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.45
SHEAR STRESS
Y4.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
MOT=x 12.00 x 16.0 + 3.77 x 12.00 x 8.00 =k-ft
12.00 12.00
ROOF:psf x ft =plf
FLOOR:psf x ft =plf h/w=0.67 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 12.00 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
12.00
HDU2Tallow=2.31
T= 30.2 11.38 2.12
0.158 11.38
16 8 128
158
30
15 0 0
WALL:Y4.1
0.00
Unit load Tributary
15 2
30.16
12.00
12.00
SHEARWALL CALCULATIONS-LEVEL 1
3.77
3.77
12.00 3770 314
119
ARCHITECT JOB 754 ET
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 21-107 SHEET NO.
TAG:Y5.1 ( 11.83 ft)
FORCE:
F2=kips h2=8.00 ft
F1=kips h1=8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.45
SHEAR STRESS
Y5.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
MOT=x 11.83 x 16.0 + 2.10 x 11.83 x 8.00 =k-ft
11.83 11.83
ROOF:psf x ft =plf
FLOOR:psf x ft =plf h/w=0.68 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 11.83 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
11.83
HDU2Tallow=2.31
T= 26.9 11.06 1.88
0.158 11.06
16 8 128
158
30
15 0 0
WALL:Y5.1
0.63
Unit load Tributary
15 2
26.89
11.83
11.83
SHEARWALL CALCULATIONS-LEVEL 1
0.63
2.10
2.73
11.83 2729 231
120
ARCHITECT JOB
ESTRUCTURA USA, INC.
1205 Pine Avenue, Suite 201
ENGR. MC Long Beach, CA 90813 JOB NO. SHEET NO.
TAG:Y6.1 ( 15.41 ft)
FORCE:
F2=kips h2=8.00 ft
F1=kips h1=8.00 ft SEISMIC GOVERNS
FTOTAL=kips Load Comb.:(0.6-.14SDS) D + 0.7 E
SDS= 1.45
SHEAR STRESS
Y6.1 : L1=ft v=lbs =plf
ft
Ltotal=ft
OVERTURNING
MOT=x 15.41 x 16.0 + 0.95 x 15.41 x 8.00 =k-ft
15.41 15.41
ROOF:psf x ft =plf
FLOOR:psf x ft =plf h/w=0.52 OK
WALL:psf x ft =plf
w =plf Vallow=340 PLF
MR=x 15.41 ^2/2 =k-ft USE:
TYPE 6 SHEARWALL
- 0.42 x =kips
kips OK USE:4 x 4 POST w/H.D.
15.41
HDU2Tallow=2.31
T= 55.0 46.78 2.30
0.394 46.78
16 19 304
394
30
15 4 60
WALL:Y6.1
2.97
Unit load Tributary
15 2
55.05
15.41
15.41
SHEARWALL CALCULATIONS-LEVEL 1
2.97
0.95
3.91
15.41 3914 254
121
Steel Column
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:C1*
Project File: 25-132.ec6
Project Title:
Engineer:
.Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019
Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf)
General Information
Steel Stress Grade
Analysis Method :
8.5Overall Column Height
Top & Bottom FixityAllowable Strength
Fy : Steel Yield ksi
Steel Section Name :HSS6x6x1/2
46.0
ft
E : Elastic Bending Modulus
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 299.540 lbs * Dead Load Factor
AXIAL LOADS . . .
B3: Axial Load at 8.50 ft, D = 0.6520, LR = 0.8680 k
B4: Axial Load at 8.50 ft, D = 0.5440, LR = 0.7260 k
BENDING LOADS . . .
Lat. Point Load at 8.50 ft creating Mx-x, E = 0.8040 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.1402
Location of max.above base 0.0 ft
1.799 k
268.287 k
-6.219 k-ft
Load Combination +1.203D+0.910E
Load Combination +1.203D+0.910E
45.449 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.7316 k
0.01034 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
45.449 k-ft
0.0 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : Applied
Vn / Omega : Allowable
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.8040 k
Maximum Load Deflections . . .
Along Y-Y 0.2020 in at 8.50 ft above base
for load combination :E Only
Along X-X 0.0 in at 0.0 ft above base
for load combination :
70.779
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
D Only PASS PASS0.00 0.000 0.00 ftft0.006 1.00 1.00 0.00 0.00
+D+Lr PASS PASS0.00 0.000 0.00 ftft0.012 1.00 1.00 0.00 0.00
+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.010 1.00 1.00 0.00 0.00
+0.60D PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00
+1.203D+0.910E PASS PASS0.00 0.010 0.00 ftft0.140 1.00 1.00 0.00 0.00
+1.203D-0.910E PASS PASS0.00 0.010 0.00 ftft0.140 1.00 1.00 0.00 0.00
+1.152D+0.6825E PASS PASS0.00 0.008 0.00 ftft0.106 1.00 1.00 0.00 0.00
+1.152D-0.6825E PASS PASS0.00 0.008 0.00 ftft0.106 1.00 1.00 0.00 0.00
+0.3970D+0.910E PASS PASS0.00 0.010 0.00 ftft0.138 1.00 1.00 0.00 0.00
+0.3970D-0.910E PASS PASS0.00 0.010 0.00 ftft0.138 1.00 1.00 0.00 0.00
.
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 1.496
+D+Lr 3.090
+D+0.750Lr 2.691
122
Steel Column
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:C1*
Project File: 25-132.ec6
Project Title:
Engineer:
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
+0.60D 0.897
+D+0.70E 1.496 0.563 -4.784
+D+0.5250E 1.496 0.422 -3.588
+0.60D+0.70E 0.897 0.563 -4.784
Lr Only 1.594
E Only 0.804 -6.834
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 3.090
Minimum"0.804 -6.834
MaximumReaction, X-X Axis Base 1.496
Minimum"1.496
MaximumReaction, Y-Y Axis Base 0.804 -6.834
Minimum"1.496
MaximumReaction, X-X Axis Top 1.496
Minimum"1.496
MaximumReaction, Y-Y Axis Top 1.496
Minimum"1.496
MaximumMoment, X-X Axis Base 1.496
Minimum"0.804-6.834 -6.834
MaximumMoment, Y-Y Axis Base 1.496
Minimum"1.496
MaximumMoment, X-X Axis Top 1.496
Minimum"1.496
MaximumMoment, Y-Y Axis Top 1.496
Minimum"1.496
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
D Only 0.0000 0.000 0.0000.000
0.0000 0.000 0.0000.000
0.0000 0.000 0.0000.000
0.0000 0.000 0.0000.000
0.0000 0.141 8.5000.000
0.0000 0.106 8.5000.000
0.0000 0.141 8.5000.000
0.0000 0.000 0.0000.000
0.0000 0.200 8.4430.000
.Steel Section Properties :HSS6x6x1/2
R xx =
2.230
in
Depth =6.000 in
R yy =
2.230
in
J =81.100 in^4
Width =6.000 in
Wall Thick
=
0.500 in Zx =19.800 in^3
Area
=
9.740 in^2
Weight =35.240 plf
I xx =48.30 in^4
S xx =16.10 in^3Design Thick =0.465 in
I yy =48.300 in^4 C =28.100 in^3
S yy =16.100 in^3
Ycg =0.000 in
123
Steel Column
LIC# : KW-06017148, Build:20.24.10.30 CASTILLO ENGINEERING INC.(c) ENERCALC, LLC 1982-2025
DESCRIPTION:C1*
Project File: 25-132.ec6
Project Title:
Engineer:
Sketches
124
CASTILLO ENGINEERING INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
Vertical Distribution of Seismic Forces (ASCE7-16 12.8.3)Diaphragm Design Forces (ASCE7-16 12.10.1.1)
1.29
0.198
1
base=11.5 kips R=6.5
Wo=2.5
No. of levels=2 T=0.189 sec
k= 1
Vertical Distribution of Base Shear Diaphragm Forces
Level x hx^k Wx SWi Wxhx^k Cvx=Wxhx^K/Swihi^k Fx=Cvx*V Fx/Wx=sa SVx Wpx SFx/SWi Fpx Fpx(max.)Fpx(min.)Fpx coeff.
2 16 24.01 24.01
1 8 33.83 33.83
S 2 57.84 655 1.000 11 57.84
125
CASTILLO ENGINEERING INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
T:562-961-5600 F:562-961-5700
Direction-X DIR
Diaphragm span L1 19 ft
Unit load u1 13.6 psf
Diaphragm depth d1 19 ft
DIA-1
w1=0.258 klf
d1 19 ft d1 19 ft
V1=2.45 k 19 ft V2=-2.45 k
R=2.45 2.45
Shear
v1=2.45119 =129 plf va=215 plf OK
19
v2=2.45119 =129 plf va=215 plf OK
19
Chords
M1=11.64 k-ft
T1=11.64 =0.61 k Ta=1.25 k OK
19.00
Use:3/4" Struct-1 w/ 10d nails @ 6,6,12 , 2x members (unblocked)
Use:TYPE 6 SLPICE 2-2x4 MIN. TOP PLATES
-3
-2
-1
0
1
2
3
126
CASTILLO ENGINEERING INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
T:562-961-5600 F:562-961-5700
Direction-Y DIR
Diaphragm span L1 19 ft
Unit load u1 13.6 psf
Diaphragm depth d1 19 ft
DIA-1
w1=0.258 klf
d1 19 ft d1 19 ft
V1=2.45 k 19 ft V2=-2.45 k
R=2.45 2.45
Shear
v1=2.45119 =129 plf va=215 plf OK
19
v2=2.45119 =129 plf va=215 plf OK
19
Chords
M1=11.64 k-ft
T1=11.64 =0.61 k Ta=1.25 k OK
19.00
Use:3/4" Struct-1 w/ 10d nails @ 6,6,12 , 2x members (unblocked)
Use:TYPE 6 SLPICE 2-2x4 MIN. TOP PLATES
-3
-2
-1
0
1
2
3
127
CASTILLO ENGINEERING INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
T:562-961-5600 F:562-961-5700
Direction-X DIR
Diaphragm span L1 15.5 ft
Unit load u1 13.6 psf
Diaphragm depth d1 11.3 ft
DIA-1
w1=0.154 klf
d1 11.3333 ft d1 11.333 ft
V1=1.19 k 15.5 ft V2=-1.19 k
R=1.19 1.19
Shear
v1=1.19277 =105 plf va=215 plf OK
11.3333
v2=1.19277 =105 plf va=215 plf OK
11.3333
Chords
M1=4.62 k-ft
T1=4.62 =0.41 k Ta=1.25 k OK
11.33
Use:3/4" Struct-1 w/ 10d nails @ 6,6,12 , 2x members (unblocked)
Use:TYPE 6 SLPICE 2-2x4 MIN. TOP PLATES
-1.5
-1
-0.5
0
0.5
1
1.5
128
CASTILLO ENGINEERING INC.
1205 Pine Avenue, Suite 201
Long Beach, CA 90813
T:562-961-5600 F:562-961-5700
Direction-Y DIR
Diaphragm span L1 11.3 ft
Unit load u1 13.6 psf
Diaphragm depth d1 15.5 ft
DIA-1
w1=0.210 klf
d1 15.5 ft d1 15.5 ft
V1=1.19 k 11.3 ft V2=-1.19 k
R=1.19 1.19
Shear
v1=1.19274 =77 plf va=215 plf OK
15.5
v2=1.19274 =77 plf va=215 plf OK
15.5
Chords
M1=3.38 k-ft
T1=3.38 =0.22 k Ta=1.25 k OK
15.50
Use:3/4" Struct-1 w/ 10d nails @ 6,6,12 , 2x members (unblocked)
Use:TYPE 6 SLPICE 2-2x4 MIN. TOP PLATES
-1.5
-1
-0.5
0
0.5
1
1.5
129
Certificate of Compliance
Payment of School Facility Fees
Santa Ana Unified School District
CITY OF SANTA ANA
Planning and Building Agency
A 52d 6
pPr
FOR PERMIT ISSUANCE
Name (First, MI, Last) Telephone Master ID:
Aldo A -Ttane++ee Gasielan --fla--a P*4- 4S
Project Address Tract/Parcel Number
5 29 N fit. Anne -Pl , Z iO1123-412
City, State, 'Lip Code
San -fa Ana, CA g2104
Name (First, MI, Last)
Use of Building (check)
Residential Commercial ❑ Senior Housing ❑
Description of Project
New Afbched ADU
Number of Square Feet of —+ E3 y
Residential Space
Number of Square Feet of
Commercial Space
Telephone
Type of Project (check)
New 9 Addition ❑ Alteration ❑
Sq.Ft x $ S X+
(Dev. Fee)
Sq.Ft x $
(Dev. Fee)
Total $ 4,053.28
Total S
The above representations as to square footage are true. Applicant agrees that if it is later determined that such
representations are not true, then this certificate shall automatically terminate, and the appropriate City/County shall be
notified. Applicant is hereby noticed that any party tiling a protest regarding the imposition of fees pursuant to
Government Code Section 53080 must do so within 90 days from the payment of the fee.
eDucxclaiu pe 4ernanc ez, �ep� 25 Z5
Applicant Name (Please Print) Date
I
Signature
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the Gover t Code and Education Code.
t,
Santa Ana 4i&d School Distric Authorized epresentative Date
DISTRIBUTION
White - CinXounn,
Canan- -Applicant
Pink - Facilities
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020