HomeMy WebLinkAbout2071 & 2069 S Evergreen St - PlanDRAWING No.
T1
PRJ.No.:242603
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:
OCCUPANCY:R3 SINGLE FAMILY RESIDENCE
014-122-41
PROJECT DATA:
TITLE SHEET W/ VICINITY PLAN
SCOPE OF WORK:
LOT SIZE: 5,400 SQ.FT.
BUILDING INFO:SINGLE STORY BUILDING
AREA ANALYSIS:
T1
PARCEL ID:
VICINITY PLAN
2071 S. EVERGREEN ST. SANTA ANA CA. 92707
PROJECT SITE
N
N-TRACT: 696 BLOCK: G LOT: 18
LEGAL DESCRIPTION:
EXISTING PRIMAY ELEVATIONSA3.1
R1ZONING:
(N
)
D
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ADU FLOOR PLANA2.2
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LOT CALCULATIONS:
PROPOSED:
NEW DETACHED ADU ELECTRICAL FLOOR PLANE1
EXISTING PRIMARY BUILDING FLOOR PLANA2.1
NEW DETACHED ADU ELEVATIONSA3.2
EXISTING AND NEW SITE PLAN W/ DRAINAGE PLANA1
CONSULTANTS:
TITLE 24 BY: FRANCISCO OLIVARES
20102 STATE RD. CERRITOS, CA. 90703
PH: (323)440-6464
STRUCTURAL ENGINEERING: EC + ASSOCIATES
1412 ESPANOL AVE. MONTEBELLO, CA. 90640
PH: (562) 708-3586
STRUCTURAL NOTESS1.0
TYPICAL DETAILSS1.1
TYPICAL DETAILSS1.2
TYPICAL DETAILSS1.3
FOUNDATION PLAN (ADU)S2.0
ROOF FRMG. PLAN (ADU)S2.1
FOUNDATION / ROOF FRAMING DETAILSS3.0
TITLE 24 CALCS (PAGE 1)T24.1
TITLE 24 CALCS (PAGE 2)T24.2
TITLE 24 CALCS (PAGE 3)T24.3
NEW DETACHED ADU PLUMBING & SEWER/WASTE PLANP1
PLAN CHECK NOTES:
DRAWING INDEX:
CONSTRUCTION TYPE:V-B CONSTRUCTION
FIRE SPRINKLERED:NO
FLOOD ZONE:X
PARK & REC FEE CALC:
ADU / SFD = 798 SQ. FT. / 1,306 SQ. FT. = 61.1%
PHOTOVOLTAIC SYSTEM NOTE:
CAL GREEN BUILDING STANDARDS (PAGE 1)CAL1
CAL GREEN BUILSING STANDARDS (PAGE 2)CAL2
TYPICAL DETAILSS1.4
FOUNDATION PLAN (PATIO)S2.2
ROOF FRMG. PLAN (PATIO)S2.3
FOUNDATION / ROOF FRAMING DETAILSS3.1
DRAINAGE PLAN:
1178 E 9TH ST. LONG BEACH, CA 90813
PH: (562) 346-7323
STRUCTURAL ENGINEER LARRY FINLEY, P.E.
Bldg #'s 101122854-55
APPROVALS:
PLNG - N. Liu
BLDG - J. Lo
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
EVERGREEN ST.
(E) SITE PLAN N
(E) SINGLE FAMILY HOME
1,306 SQ FT.
ALLEY
W/M
(E) FRONT YARD GRASS
(E) CONCRETE SIDEWALK
(E
)
C
O
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E
T
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EVERGREEN ST.
(N) SITE PLAN N
ALLEY
W/M
(E) FRONT YARD GRASS
(E) CONCRETE SIDEWALK
(E
)
C
O
N
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T
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D
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A
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(E) CONCRETE
(E) REAR GRASS
GAS
(E
)
2
0
0
A
M
P
GAS
(E
)
2
0
0
A
M
P
(E) SINGLE FAMILY HOME
1,306 SQ FT.
PLPLPLPLPLPL
PLPLPLPLPLPL
PLPLPLPLPLPLPLPLPLPLPLPL
PLPLPLPLPLPL
PLPLPLPLPLPL
PLPLPLPLPLPLPLPLPLPLPLPL
(NON-FIRE SPRINKLED)(NON-FIRE SPRINKLED)
(E) PUBLIC GRASS (E) PUBLIC GRASS
(E
)
6
'
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W
A
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(E
)
6
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A
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(E
)
6
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6
'
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W
A
L
L
PLPL PLPL
4:
1
2
4:
1
2
4:12 4:12
185 SQ FT.
4:12 4:12
4:
1
2
4:
1
2
(E) REAR OPEN PATIO COVER
@ 503 SQ. FT.
2071 S. EVERGREEN ST.2071 S. EVERGREEN ST.
(N) DETACHED ADU
798 SQ FT.
(NON-FIRE SPRINKLED)
2069 S. EVERGREEN ST.
185 SQ FT.
4:12 4:12
(E) 3' CMU WALL
(E
)
3
'
C
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U
W
A
L
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(E
)
3
'
C
M
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W
A
L
L
W/H WASHER
GFCI
DRYER
GFCI
W/H WASHER
GFCI
DRYER
GFCI
OPEN SPACE REVCLOUDED@ 1,231 SQ .FT.
(E) SHED
(LEGALIZATION)
(E) REAR OPEN PATIO COVER
@ 503 SQ. FT.
(LEGALIZATION)
FR
A2.2
TA
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CONDENSERMINI-SPLIT
DRAWING No.
A1
PRJ.No.:242603
SC
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:
SITE KEY NOTES
EXISTING SINGLE FAMILY HOME (1,306 S.F.)
EXISTING WATER METER
EXISTING 200AMP ELECTRICAL SUB PANEL
EXISTING GAS METER
AR
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9
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(9
4
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6
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3
1
NEW DETACHED ADU (798 SQ. FT.)
NEW DETACHED ADU MINI SPLIT
NEW DETACHED ADU TANKLESS WATER HEATER
NEW DETACHED ADU 100A METER PANEL PER SCE SPOTTER
EXISTING FRONT PORCH (185 S.F.)
EXISTING REAR YARD PATIO TO BE LEGALIZED (503 S.F.)
SITE PLAN NOTE:
THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE
FOR CONFIRMING ALL EXISTING EASEMENTS AND CLEARANCE
ON-SITE THAT MAY AFFECT THE PROJECT
20
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LIC # 46606
1178 E 9TH STREET
LONG BEACH, CA 90813
562-346-7323
N (E) PRIMARY BUILDING FLOOR PLAN
(N) WINDOW SCHEDULE
SYMBOLS
A
DESCRIPTIONSIZE
B 4'-0"x3'-0"
6'-0"x4'-0"
C 3'-0"x3'-0"
(E) DOOR SCHEDULE
SYMBOLS
1
DESCRIPTIONSIZE
6'-0"x6'-8"EXTERIOR SOLID CORE DOUBLE DOORS
VINYL SLIDER (LOW E)
2
VINYL SLIDER (LOW E)
VINYL SLIDER (LOW E)
U-FACTOR SHGC
0.32 0.25
0.32 0.25
0.32 0.25 TEMPERED GLAZED
NOTES:
TEMPERED GLAZED
TEMPERED GLAZED
3 2'-0"x6'-8"INTERIOR HOLLOW DOOR
2'-8"x6'-8"INTERIOR HOLLOW DOOR
4 2'-6"x6'-8"INTERIOR HOLLOW DOOR
D 5'-0"x3'-0"VINYL SLIDER (LOW E)0.32 0.25 TEMPERED GLAZED
5 3'-0"x6'-8"INTERIOR HOLLOW DOOR
(E) DINNING ROOM(E) DEN
(E) KITCHEN
(E) BATHROOM
(E) BEDROOM
(E) BATHROOM (E) LIVING ROOM
1
2
23
3
3
3
4
2
5
1
REF
A
AA
B
C
D
D
N (E) PRIMARY BUILDING ROOF PLAN
4:
1
2
4:
1
2
4:12 4:12
2"x8" R.R.
4"x8" H.B.4"x4" POST
W/H WASHER
GFCI
DRYER
GFCI
EAVE
EAVE
EAVE
EAVE
EAVE
EAVE
EAVE
4"x8" F.B.4"x8" F.B.
DRAWING No.
A2.1
SC
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(9
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PRJ.No.:242603
20
6
9
-
2
0
7
1
S
.
E
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E
R
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E
N
S
T
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REF
10'-0" CLG HT.
(N) BEDROOM #1
(118 SQ. FT.)
10'-0" CLG HT.
(N) BEDROOM #2
(150 SQ. FT.)
(N) BATHROOM
(N) CLOSET
(N) CLOSET
(N) LIVING AREA
(N) KITCHEN
N (N) ADU FLOOR PLAN
W/D
10'-0" CLG HT.
10'-0" CLG HT.
(N) WINDOW SCHEDULE
SYMBOLS
A
DESCRIPTIONSIZE
B 3'-0"x3'-0"
6'-0"x4'-0"
C 2'-8"x1'-4"
(N) DOOR SCHEDULE
SYMBOLS
1
DESCRIPTIONSIZE
5'-0"x6'-8"EXTERIOR SOLID CORE DOUBLE DOORS
VINYL SLIDER (LOW E)
2
VINYL SLIDER (LOW E)
VINYL SLIDER (LOW E)
U-FACTOR SHGC
0.32 0.25
0.32 0.25
0.32 0.25 TEMPERED GLAZED
NOTES:
TEMPERED GLAZED
TEMPERED GLAZED
2'-8"x6'-8"INTERIOR HOLLOW DOOR
3 7'-0"x6'-8"CLOSET MIRRORED INTERIOR SLIDER DOORS
N N) ADU ROOF PLAN
4:12 4:12
4:
1
2
4:
1
2
TVAFCI
TV
AF
C
I
TV
AF
C
I
WP GFCI
EXTERIOR HOSE-BIB
EXTERIOR HOSE-BIB
1
2
2
2
3
3
4 5'-0"x6'-8"EXTERIOR GLASS SLIDER DOOR
4 B
D
AA
A
C
D 5'-0"x3'-0"VINYL SLIDER (LOW E)0.32 0.25 TEMPERED GLAZED
7'
-
1
0
"
x
3
'
-
0
"
CO
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C
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T
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A
N
D
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E 3'-0"x4'-0"VINYL SLIDER (LOW E)0.32 0.25 TEMPERED GLAZED
E
EAVE
EAVE
EAVE
EAVEEAVE
EAVE
EAVE
EAVE
FR
A2.2
22"x30"ATTIC ACCESS
EAVE VENT
ROOF VENT
SHOWER SHALL MAINTAIN A MINIMUM FINISH INTERIOR OF
1024 SQ. IN. AND SHALL ALSO BE CAPABLE OF
ENCOMPASSING A 30" CIRCLE.
FLOOR PLAN KEY NOTES
DOOR LANDING MINIMUM 36" DEEP x WIDTH OF DOOR. A
DOOR MAY SWING OVER LANDING THAT IS NOT MORE THAN
1-1/2" BELOW THE THRESHOLD. (CRC R311.3) FLOOR
ELEVATION AT THE REQUIRED EGRESS WITH 1-1/2" OF
THRESHOLD. EXCEPTION: AT DOORS OTHER THAN THE MAIN
EGRESS DOOR, THE EXTERIOR LANDING OR FLOOR SHALL
NOT BE MORE THAN 7-3/4" BELOW THE TOP OF THE
THRESHOLD PROVIDED THE DOOR DOES NOT SWING OVER
THE LANDING OR FLOOR.
A MINIMUM RATE OF 725 CFM IS REQUIRED FOR THE KITCHEN
EXHAUST VENTILATION. MIN 4" DUCT SIZE SHALL MEET THE
MINIMUM REQUIREMENTS OF ASHRA STANDARD 62.2 AND
MAXIMUM SOUND RATING OR 3 SONE FOR INTERMITTENT
OPERATION (KITCHEN SHALL BE VENTED TO THE OUTSIDE)
MINI SPLIT CONDENSERS (2.5 TON)
(FOUR ZONE DUCTLESS MINI-SPLIT HEAT PUMP SYSTEM)
BATHTUB & SHOWER FLOORS & WALLS ABOVE BATHTUBS WITH
INSTALLED SHOWER HEADS & IN SHOWER COMPARTMENTS SHALL
BATHROOM & SHOWER NOTES:
a.BATHTUB & SHOWER FLOORS & WALLS ABOVE BATHTUBS WITH
INSTALLED SHOWER HEADS & IN SHOWER COMPARTMENTS SHALL BE FINISHED
WITH NONABSORBENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TO A
HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR. CRC R307.2
b. GYPSUM BOARD SHALL NOT BE USED WHERE THERE WILL BE DIRECT
EXPOSURE TO WATER, OR IN AREAS SUBJECT TO CONTINUOUS HIGH HUMIDITY.
CRC R702.3.8.1
10
0
A
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'
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A
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TANKLESS WATER HEATER
WILL BE ENCLOSED & PAINTED
TO MATCH STRUCTURE
CONDENSERMINI-SPLIT
FR
A2.2
DETAIL DRAWING No.
A2.2
SC
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(N
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FLOOR PLAN NOTES:
1. 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” measured from the top of the outlet box and not less
than 15” measured from the bottom of the outlet box above the finish floor. [CRC R327.1.2] Exceptions:
b) Receptacle outlets required by the California Electrical Code on a wall space where the distance between the finished
a) Dedicated receptacle outlets; floor receptacle outlets; controls mounted on ceiling fans and ceiling lights; and controls
located on appliances.
floor and a built-in feature above the finish floor, such as a window, is less than 15 inches (381 mm).
2. 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, 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 singlefamily dwelling, on the second or third floor of the dwelling if a bathroom or
bedroom is not located on the entry level. [CRC R327.1.3] 3. Doorbell buttons or controls, when installed, shall not
the top of the doorbell button assembly. Where doorbell buttons integrated with other features are required to be installed
above 48 inches measured from the exterior floor or landing, a standard doorbell button or control shall also be provided
at a height not exceeding 48 inches above exterior floor or landing, measured from the top of the doorbell button or
control. [CRC R327.1.4]
3. Doorbell buttons or controls, when installed, shall not exceed 48 inches above exterior floor or landing, measured from
ADA NOTES:
WEST ELEVATION
NORTH ELEVATION
EAST ELEVATIONSOUTH ELEVATION
2% SLOPE
FINISHED GRADE
FINISHED GRADE FINISHED GRADE
2x8 CEILING JOIST
4x8 HEADER BOARD
4x4 POST
4x7 RAFTER JOIST
4x4 POST
(N) HOT MOP ROOF OVER PLYWOOD SHEATING
2% SLOPE
FINISHED GRADE
2x7 CEILING JOIST
4x7 RAFTER JOIST
4x4 POST
(N) HOT MOP ROOF OVER PLYWOOD SHEATING
DRAWING No.
A3.1
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(N) STUCCO
TO MATCH PRIMARY(N) STUCCO
TO MATCH PRIMARY
(N) STUCCO
TO MATCH PRIMARY
(N) STUCCO
TO MATCH PRIMARY
ELECTRIC.
SUBPANEL
TANKLESS WATER HEATER
MINI SPLITCONDENSER
NORTH ELEVATIONSOUTH ELEVATION
FINISHED GRADE
FINISHED GRADE
WEST ELEVATIONEAST ELEVATION
AWNING
AWNING
RECESS BOX(PAINTABLE & LOCKABLE)
SOUTH ELEVATION EAST ELEVATIONSECTION B
FINISHED GRADE
SECTION A
DRAWING No.
A3.2
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S T R U C T U R A L N O T E SSTRUCTURAL ABBREVIATIONS
S1.0
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
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AL
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14
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PC106-07-2025
STRUCTURAL
NOTES
1
DETAIL 1234DETAIL
8
12 11 9
567
10
DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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C77737G
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OEOFCALIF
SIGNED: 6/07/25
AL
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R
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C77737G
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CIVIL
R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
14
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P:
5
6
2
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0
8
3
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8
6
PC106-07-2025
TYPICAL
DETAILS
S1.1
2
24DETAIL
8
12 9
56
10
DETAIL
DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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N
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STAT
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8
3
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6
PC106-07-2025
TYPICAL
DETAILS
S1.2
3
124DETAIL
12 11 910
DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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C77737G
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STAT
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OEOFCALIF
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AL
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OF E SSI
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STAT
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PR ON
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SIGNED: 6/07/25
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PC106-07-2025
TYPICAL
DETAILS
S1.3
4
1234DETAIL
8
12 11 9
67
10
DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
DETAIL
NOT USED
DETAIL
NOT USED
DETAIL
NOT USED
DETAIL
NOT USED
TYPICAL
DETAILS
S1.4
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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OFESSI
C77737G
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CIVIL
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STAT
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PR ON
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EXP. 6-30-25
E OF CALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OFESSI
C77737G
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CIVIL
R
STAT
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SIGNED: 6/07/25
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ENGINE
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PC106-07-2025
5
FOUNDATION PLAN - (ADU)
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
GENERAL CONTRACTOR NOTES
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
NOTES:R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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OF ESSI
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CIV IL
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STAT
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PR ON
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EXP. 6-30-25
E OF CALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
ISTERED
CIV IL
R
STAT
E
PR ON
OEOFCALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
ISTERED
CIV IL
R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
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0
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3
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6
PC106-07-2025
S2.0
FOUNDATION
PLAN (ADU)
6
ROOF FRAMING PLAN - (ADU)
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
GENERAL CONTRACTOR NOTES
ADDITIONAL NOTES
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
NOTES:R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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N
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:
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R
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OF ESSI
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CIV IL
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STAT
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PR ON
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EXP. 6-30-25
E OF CALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
ISTERED
CIV IL
R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
AL
ENGINE
R
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OF ESSI
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STAT
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PR ON
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PC106-07-2025
S2.1
ROOF FRMG.
PLAN (ADU)
7
FOUNDATION PLAN - (PATIO COVER)
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
GENERAL CONTRACTOR NOTES
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
NOTES:R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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N
E
R
:
VI
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CIVIL
R
STAT
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PR ON
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EXP. 6-30-25
E OF CALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
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CIVIL
R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
ISTERED
CIVIL
R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
14
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PC106-07-2025
S2.2
FOUNDATION
PLAN (PATIO)
8
ROOF FRAMING PLAN - (PATIO COVER)
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
GENERAL CONTRACTOR NOTES
ADDITIONAL NOTES
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
NOTES:R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.*
E.C.Jul. 31, 25
1
2
3
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N
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STAT
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EXP. 6-30-27
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SIGNED: 7/31/25
AL
ENGINE
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C77737G
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STAT
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SIGNED: 7/31/25
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PC106-07-2025
REV107-31-2025
S2.3
ROOF FRMG.
PLAN (PATIO)
9
1234DETAIL
8
12 11 9
567
10
DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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N
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SIGNED: 6/07/25
AL
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OF ESSI
C77737G
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STAT
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PR ON
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SIGNED: 6/07/25
AL
ENGINE
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OF ESSI
C77737G
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R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
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PC106-07-2025
S3.0
FOUNDATION /
ROOF FRAMING
DETAILS
10
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8
12 11 9
567
10
DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
DETAIL DETAIL DETAIL DETAIL
DETAIL
NOT USED
DETAIL
NOT USED
DETAIL
NOT USED
DETAIL
NOT USED
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 11
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
24-351 L.R.
E.C.Jun. 7, 25
1
2
3
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N
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STAT
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EXP. 6-30-25
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SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
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CIV IL
R
STAT
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PR ON
OEOFCALIF
SIGNED: 6/07/25
AL
ENGINE
R
RNIA
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OF ESSI
C77737G
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CIV IL
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STAT
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PR ON
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SIGNED: 6/07/25
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PC106-07-2025
S3.1
FOUNDATION
/ ROOF
FRAMING
DETAILS
11
DRAWING No.
CAL1
SC
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Min. 50 CFM Capacity
W Humidistat - Direct Vent, Energy Star
Outlet w/ Ground Fault InterruptorGFCI
AFCI Outlet w/ Arc Fault Interruptor
Smoke Detector Hard Wired w/Battery Back-Up and Alarms interconnectedSD
State Fire Marshall-Approved UL 2034/2075 Carbon Monoxide
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N (N) ADU ELECTRICAL FLOOR PLAN
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EXTERIOR DOWN-LIGHT FIXTURE
EXTERIOR LIGHT FIXTURE
EXTERIOR LIGHT FIXTURE
EXTERIOR LIGHT FIXTURE
EXTERIOR LIGHT FIXTURE EXTERIOR LIGHT FIXTURE
22"x30"ATTIC ACCESS
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ELECTRIC READY NOTES:
N (N) ADU PLUMBING PLAN
10
0
A
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B
-
P
A
N
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(E
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3/
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CONNECT TO 2" ABS VENT AND PROVIDE CLEAN OUT WITH 2" ABS
DRAIN AT 2% SLOPE
POINT OF CONNECTION TO NEW MAIN INCOMING 3/4" WATER LINE
VERIFY ON FIELD
PLUMBING PLAN KEY NOTES
CONNECT 3" ABS DRAIN LINE AT 2% SLOPE TO MEET AT
POINT OF CONNECTION
POINT OF CONNECTION TO BE VERIFIED ON FIELD WITH
SEWER LOCATION CAMERA INSPECTION
1/2" WATER LINES CONNECTION PROVIDE ANGLE STOPS WITH ESCUTCHEON
NEW HOSE BIBB SHALL BE PROVIDE WITH AN APPROVED ANTI-SIPHON DEVICE
PLUMBING FIXTURES (WATER CLOSETS AND URINALS) AND FITTINGS (SHOWERHEADS,
FAUCETS, AND PRE-RINSE SPRAY VALVES) INSTALLED IN RESIDENTIAL BUILDINGS SHALL
COMPLY WITH REQUIREMENTS OF CALGREEN SECTIONS 4.303.1.1 THROUGH 4.303.1.4.5 AND
CPC 411.2, 412.1, 417.1, 420.2:
PLUMBING FIXTURES & FITTINGS
MAXIMUM
WATER CLOSETS
1.28 GALLONS/FLUSH
SHOWERHEADS
1.8 GPM @ 80 PSI
KITCHEN FAUCETS
1.8 GPM @ 60 PSI
RESIDENTIAL LAVATORY FAUCETS
1.2 GPM @ 60 PSI MAX.
0.8 GPM @ 20 PSI MIN.
LAVATORY FAUCETS IN COMMON & PUBLIC USE AREAS
0.5 GPM @ 60 PSI
METERING FAUCETS
0.20 GALLONS/CYCLE
URINALS
0.125 GALLONS/FLUSH FOR WALL-MOUNTED TYPE AND
0.5 GALLONS/FLUSH FOR FLOOR-MOUNTED TYPE OR OTHER TYPE
PRE-RINSE SPRAY VALVES (WITH AN INTEGRAL AUTOMATIC SHUTOFF)
1.0 GPM FOR PRODUCT CLASS 1 (≤ 5.0 OZF)
1.20 GPM FOR PRODUCT CLASS 2 (> 5.0 OZF AND ≤ 8.0 OZF)
1.28 GPM FOR PRODUCT CLASS 3 (> 8.0 OZF)
PLASTICS MATERIALS FOR BUILDING SUPPLY PIPING OUTSIDE UNDERGROUND SHALL HAVE
AN ELECTRICALLY CONTINUOUS-CORROSION RESISTANT BLUE INSULATED 14 AWG MIN.
COPPER TRACER WIRE. ACCESS SHALL BE PROVIDED TO THE TRACER WIRE, OR THE
TRACER WIRE SHALL TERMINATE ABOVE GROUND AT EACH END OF THE NONMETALLIC
PIPING. [CPC 604.10.1]
“BECAUSE OF THE CITY'S PROXIMITY TO THE SAN ANDREAS FAULT, ALL UNDERGROUND PIPE,
CONDUIT, AND LINES WILL BE SHADED WITH CLEANED DIRT VOID OF ANY ROCKS OR CLEAN
SAND, 6” BELOW AND 12” ABOVE SAID PIPE, CONDUIT, OR LINE. ALL ELECTRICAL METAL
CONDUIT WILL NEED A GROUND CONDUCTOR, THE METAL CONDUIT WILL NOT ACT AS THE
GROUND CONDUCTOR [PER CITY ORDINANCE]”.
PLUMBING NOTES:
W/D W/DREFREF
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CITY OF SANTA ANA
Planning and Building Agency
Sa�►iA q*W Approved'
FOR PERMIT ISSUANCE
Certificate of Compliance 5202
'��scll001. Payment of School Facility Fees Ma
Santa Ana Unified School District
Date:
Name (First, MI, Last) Telephone
Vincente Marque 7 q4q-6bl0--4131
Project Address Tract/Parcel Number
206q S Evergreen &. 101122864
City, State, Zip Code
Santa Ana, CA 92101
Name (First, MI, Last) I Telephone
Use of Building (check) Type of Project (check)
Residential d Commercial ❑ Senior Housing ❑ New 9 Addition ❑ Alteration ❑
Description of Project
New 17. eetached ADU
Number of Square Feet of
Residential Space �q8
Number of Square Feet of
Commercial Space
Sq.Ft x $ S.1-
(Dev. Fee)
Sq.Ft x $
(Dev. Fee)
Total S 4,125. 6(P
Total $
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 filing 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.
Applicant Name (Please Print) Date
y(5e,�1" A
Signature
This certifies that the above -named Applicant has paid school facility fees in compliance with all existing and applicable
sections of the Governm ode and Education Code.
Santa Ana itied Sch District Authorized Representative Date
DISTRIBUTION
While - Ciry/County
Canary - Applicant
Pink - Facilities
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem - Ward 2
bvazquez@santa-ana.org
Ward 1
tphan@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Benjamin Vazquez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Thai Viet Phan
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
January 23, 2025
Also sent via email to: arkdistrictdesigns@gmail.com
Vicente Marquez and Delfina Fernandez
2071 Evergreen Street
Santa Ana, CA 92701
Subject: Address Assignment for Detached Accessory Dwelling Unit (ADU) located at 2071
South Evergreen Street (APN: 014-122-41) in Santa Ana, CA
Dear Mr. Marquez and Ms. Fernandez
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new detached ADU located at 2071 South Evergreen Street (APN: 014-122-41). Notice is
hereby given that the following assigned address(es) shall be posted onsite per the approved
address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
2069
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714 ) 667-2725 or by email at HJacinto@santa-ana.org
Sincerely,
Heidi Jacinto
Assistant Planner II
Exhibit A – Address Plan
Address Letter for 2071 South Evergreen Street
Page 2 of 2
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Principal
Sergio Verino, Code Enforcement Principal
Planning & Building Agency
Building and Safety Division
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana. CA 92702
(714)-647-5800
www.santa-ana.org
DIET
GRAI
WAIV
THIS WAIVER SHALL BE COMPLETED BY THE LEGAL PROI
CITY OF SANTA ANA
Planning and Building Agency
;HED E%IT ISSUANCE
Master -ID: �
Date: PCC 20
A grading permit is required for all new detached buildings including new detached Accessory
Dwelling Unit (ADU) projects. Precise grading plans prepared and stamped by a registered
professional engineer shall be required to be submitted before or concurrently with the
architectural plans submittal to the Building Safety Division.
Grading Permit Waiver: Residential detached Accessory Dwelling Unit (ADU) projects with a
total building area of 1,200 sq. feet or less may be eligible for a grading permit waiver request if
all of the following conditions are met. The property owner(s) shall take full responsibility for the
site drainage by signing this waiver request agreement below. In order to qualify for the grading
permit waiver, the property owner(s) shall complete all sections. check appropriate boxes, and
sign this waiver request. A copy of this completed checklist shall be made part of the each set of
plans. If answering NO to any of the questions, a grading plan and permit shall be required.
Project
Property
Address: 2069 - 2071 S. EVERGREEN ST. SANTA ANA. CA. 92707
Yes
No
_
The project property is NOT located on a FEMA designated flood zone (Zone A
1
❑
or AE).
The total amount of soil being cut or filled on this project is less than 50 cubic
2
❑
yards.
The site drainage shall be constructed such that surface water flows away from
3
V�
❑
buildings and adjoining property lines, in accordance with all applicable codes.
4
1/
❑
The site drainage shall be constructed such that the drainage will not adversely
affect the adjoining properties.
The project plans includes a site plan that shows site drainage patterns.
5.
V
❑
Grading Permit Waiver Request
I/we are requesting a waiver from the standard requirements for a precise grading plan and permit
for our ADU project to be constructed at the project address indicated above. In doing so. I/we
accept that the design of the site drainage patterns must adhere to the minimum requirements
set forth in the current building codes and the County of Orange Drainage Design Manual. By
signing this waiver request: (1) I/we certify that I/we are the legal property owner(s): (2) I/we agree
to take full liability for the site drainage: (3) I/we agree that the checked box conditions above are
true: and (4) I/we agree to defend. indemnify, and hold harmless the City of Santa Ana. its officials.
employees, and agents against any and all claims for damages and costs arising out of the site
drainage at the project property.
Owner Name(s): (Print) VICENTE MARQUEZ
Owner Signature(s): _ VLaevute morctu.ez I
Date. 2/5/2025 Phone Number: (949) 566-7131
Notes: 1. The building official reserves the right to require a grading permit based on site conditions.
2. This grading permit waiver request does not ripply to projects in the FEMA Flood Zones.
ISSUED: 7/1/2024 Page 1 of 1
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
2069 S. EVERGREEN ST.
NEW DETACHED ADU @798 SQ. FT.
10798798 0
SANTA ANA 92707
JONATHAN ACOSTA
(323) 304-5581 arkdistrictdesigns@gmail.com
2/6/2025Jonathan Acosta
Plan Check 1 Response
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
NEW DETACHED SINGLE STORY ADU & NEW ATTACHED PATIO COVER
FOR
VICENTE MARQUEZ
PROJECT ADDRESS:
2071 S. EVERGREEN ST.
SANTA ANA, CA 92707
SIGNED: 6/7/2025
REVISION DESCRIPTION CHECKED DATE
A Building Department Submittal E.C. 12/17/2024
B Plan Check 1 Response Submittal E.C. 6/7/2025
JOB NO.: 24-351
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
DETACHED SINGLE
STORY ADU
JOB
ENGR. EC 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
2022 California Building Code.
ROOF LOADS
roof rafter
composite shingles 2.5 psf 2.5 psf
re‐roof 2.0 psf 2.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.0.5 psf 0.5 psf
D= 15.0 psf 10.5 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
ENGR. EC DATE:SHEET NO.
Fb Ft Fcperp.Fc Fv E E min
CONSTRUCTION 1000 650 625 1650 180 1,500,000 550,000
NO. 2 900 575 625 1350 180 1,600,000 580,000
NO. 1 1200 825 625 1000 170 1,600,000 580,000
NO. 1 1350 675 625 925 170 1,600,000 580,000
COMBINATION 2400 1100 650 1650 265 1,800,000 930,000
NO. 24F‐V8
y‐dir 1450 1100 560 1650 230 1,600,000 830,000
(1)THE ABOVE VALUES ARE TAKEN FROM THE 2018 NDS.
(2)USE STANDARD GRADING RULE NO. 17.
DESIGNATION GRADE
GLU‐LAM BEAMS
THICKNESS
2" TO 4" THICK
2" TO 4' WIDE
2" TO 4" THICK
1/3/2023 15:35
DOUGLAS FIR‐LARCH DESIGN VALUES
6" & WIDER
5x5 AND LARGER
WIDTH NOT MORE
2" GREATER THAN
THAN 2" GREATER
THAN THICKNESS
5" & THICKER
BEAM & STRINGER
LIGHT FRAMING
JOIST & PLANKS
WIDTH MORE THAN
POST & TIMBER
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
LL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
ROOF FRAMING PLAN
ROOF
Member Name Results (Max UTIL %)Current Solution Comments
RR.-01 Passed (48% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
RR.-02 Passed (34% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
RR.-03 Passed (55% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
C.J.-01 Passed (92% M)1 piece(s) 2 x 10 DF No.2 @ 16" OC
C.J.-02 Passed (81% M)1 piece(s) 2 x 10 DF No.2 @ 16" OC
H1 Passed (30% M)1 piece(s) 4 x 6 DF No.1
H2 Passed (24% M)1 piece(s) 4 x 6 DF No.1
H3 Passed (71% M)1 piece(s) 4 x 6 DF No.1
H4 Passed (16% M)1 piece(s) 4 x 4 DF No.1
H5 Passed (24% M)1 piece(s) 4 x 4 DF No.1
H6 Passed (54% M)1 piece(s) 4 x 8 DF No.1
H7 Passed (43% M)1 piece(s) 4 x 6 DF No.1
H8 Passed (71% M)1 piece(s) 4 x 6 DF No.1
H9 Passed (26% M)1 piece(s) 4 x 6 DF No.1
24-351 2071 S EVERGREEN ST
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8
File Name: 24-351 2071 S EVERGREEN ST
Page 1 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)280 @ 1' 1 3/4"3459 (3.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)198 @ 1' 8 11/16"1238 Passed (16%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)506 @ 5' 10 1/4"1060 Passed (48%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.148 @ 5' 9 3/4"0.491 Passed (L/796)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.263 @ 5' 9 13/16"0.654 Passed (L/448)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 11' 4 3/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"124 157 280 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"101 129 230 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 3" o/c
Bottom Edge (Lu)11' 3" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 10' 8"16"15.0 20.0 ROOF LOADS
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR.-01
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 2 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)226 @ 1' 1 3/4"3459 (3.50")Passed (7%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)155 @ 1' 8 11/16"1238 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)363 @ 5' 5 1/4"1060 Passed (34%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.101 @ 5' 4 3/4"0.447 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.156 @ 5' 4 13/16"0.596 Passed (L/687)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 10' 6 3/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"81 146 226 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"64 118 182 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 4" o/c
Bottom Edge (Lu)10' 4" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 9' 10"16"10.5 20.0 ROOF LOADS
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR.-02
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 3 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)322 @ 1' 1 3/4"3459 (3.50")Passed (9%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)227 @ 1' 8 11/16"1238 Passed (18%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)580 @ 5' 10 1/4"1060 Passed (55%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.148 @ 5' 9 3/4"0.491 Passed (L/796)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.301 @ 5' 9 7/8"0.654 Passed (L/391)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 11' 4 3/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Birdsmouth cut has not been analyzed.
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"165 157 322 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"135 129 264 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' 3" o/c
Bottom Edge (Lu)11' 3" o/c
Dead Roof Live
Vertical Loads Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 10' 8"16"15.0 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 10' 8"16"5.0 -CALIFORNIA ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR.-03
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 4 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)395 @ 2 1/2"3281 (3.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)353 @ 1' 3/4"1665 Passed (21%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1869 @ 9' 10 1/2"2029 Passed (92%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.530 @ 9' 10 1/2"0.967 Passed (L/438)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.794 @ 9' 10 1/2"1.289 Passed (L/292)--1.0 D + 1.0 L (All Spans)
Member Length : 19' 9"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"132 263 395 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"132 263 395 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 2" o/c
Bottom Edge (Lu)19' 9" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 19' 9"16"10.0 20.0 CEILING LOADS
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, C.J.-01
1 piece(s) 2 x 10 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 5 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)372 @ 2 1/2"3281 (3.50")Passed (11%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)329 @ 1' 3/4"1665 Passed (20%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1650 @ 9' 3 1/2"2029 Passed (81%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.413 @ 9' 3 1/2"0.908 Passed (L/528)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.619 @ 9' 3 1/2"1.211 Passed (L/352)--1.0 D + 1.0 L (All Spans)
Member Length : 18' 7"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"124 248 372 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"124 248 372 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 3" o/c
Bottom Edge (Lu)18' 7" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 18' 7"16"10.0 20.0 CEILING LOADS
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, C.J.-02
1 piece(s) 2 x 10 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 6 / 15
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 5/28/2025 REVIEW BY :
DESIGN CRITERIA
1. The most notching beams are wood or steel. For notching beam of
wood or steel, the deflections should govern the design.
2. The current notching limitations (2018 IBC 2308.7.4, NDS 2018
3.4.3 & 4.4.3, AISC 360) are based on full section design. But this
software are based on the reduced notching sections to check
the beam deflections, using FEM of 1 / r = M / (EI).
INPUT DATA & DESIGN SUMMARY
DIMENSIONS, SECTIONS (THE MOMENT OF INERTIA)
Section 1 2 3 4 5 6 7 8
L (in)14 37 25.5 25.5 25.5 25.5 37 14 L = 17.00 ft
I (in4)20.8 98.93 98.93 98.93 98.93 98.93 98.93 20.8 E =1600 ksi
LOADS (ASD) w1 =13.333 lbs / ft P =0 lbs
w2 =26.666 lbs / ft Design Section Forces (ASD level):
ANALYSIS P (kips)
M max =0.72 ft-kips, (bending) ,from left 8.93 ft M (k-ft)
V max =0.19 kips, (shear) ,from left 17.00 ft V (kips)
I (in 4 )
Dmax =0.24 in ,from left 8.50 ft L (ft)
<L /240 =0.85 in
[Satisfactory]
Notching Design for Wood and Steel Beam Based on 2018 IBC, NDS 2018, & AISC 360-16 (TAPERED END - CJ-02)
Full Section Notching Section
0 0
2071 S EVERGREEN ST
MC
24-351 EC
17.00
0.72 0.20
0.19 0.15
98.93 20.80
17.00
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)493 @ 2"7656 (3.50")Passed (6%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)306 @ 9"2079 Passed (15%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)517 @ 2' 9 1/2"1713 Passed (30%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.006 @ 2' 9 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.037 @ 2' 9 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.5% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"419 74 493 None
2 - Plate - DF 3.50"3.50"1.50"419 74 493 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 7"1' 4"15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 5' 7"7' 9"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H1
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 7 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)772 @ 2"7656 (3.50")Passed (10%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)449 @ 9"2888 Passed (16%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)569 @ 1' 9 1/2"2379 Passed (24%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.006 @ 1' 9 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.013 @ 1' 9 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"414 358 772 None
2 - Plate - DF 3.50"3.50"1.50"414 358 772 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 3' 7"10'15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 3' 7"4' 3"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H2
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 8 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1275 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)952 @ 9"2888 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1679 @ 2' 11 1/2"2373 Passed (71%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.053 @ 2' 11 1/2"0.186 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.114 @ 2' 11 1/2"0.279 Passed (L/587)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 11"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.7% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"683 592 1275 None
2 - Plate - DF 3.50"3.50"1.50"683 592 1275 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 11"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 11"10'15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 5' 11"4' 3"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H3
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 9 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)245 @ 2"7656 (3.50")Passed (3%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)129 @ 7"1323 Passed (10%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)132 @ 1' 7 1/2"804 Passed (16%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.002 @ 1' 7 1/2"0.097 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.012 @ 1' 7 1/2"0.146 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"202 43 245 None
2 - Plate - DF 3.50"3.50"1.50"202 43 245 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 3"1' 4"15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 3' 3"6' 3"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H4
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 10 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)313 @ 2"7656 (3.50")Passed (4%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)179 @ 7"1323 Passed (14%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)196 @ 1' 9 1/2"804 Passed (24%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.003 @ 1' 9 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.021 @ 1' 9 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"265 48 313 None
2 - Plate - DF 3.50"3.50"1.50"265 48 313 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 7"N/A 3.1 --
1 - Uniform (PSF)0 to 3' 7"1' 4"15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 3' 7"7' 9"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H5
1 piece(s) 4 x 4 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 11 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1493 @ 2"7656 (3.50")Passed (19%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1086 @ 10 3/4"3806 Passed (29%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)2214 @ 3' 3 1/2"4106 Passed (54%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.038 @ 3' 3 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.082 @ 3' 3 1/2"0.313 Passed (L/910)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 1.1% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"796 697 1493 None
2 - Plate - DF 3.50"3.50"1.50"796 697 1493 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 7"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 7"10' 7"15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 6' 7"4' 3"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H6
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 12 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)581 @ 2"7656 (3.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)381 @ 9"2079 Passed (18%)0.90 1.0 D (All Spans)
Moment (Ft-lbs)732 @ 3' 3 1/2"1711 Passed (43%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.011 @ 3' 3 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.074 @ 3' 3 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 6' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.5% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"494 88 581 None
2 - Plate - DF 3.50"3.50"1.50"494 88 581 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 6' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 6' 7"1' 4"15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 6' 7"7' 9"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H7
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 13 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1271 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)949 @ 9"2888 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1674 @ 2' 11 1/2"2373 Passed (71%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.053 @ 2' 11 1/2"0.186 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.114 @ 2' 11 1/2"0.279 Passed (L/588)--1.0 D + 1.0 Lr (All Spans)
Member Length : 5' 11"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.7% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"679 592 1271 None
2 - Plate - DF 3.50"3.50"1.50"679 592 1271 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 5' 11"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 11"10'15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 5' 11"4' 2"16.0 -EXTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H8
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 14 / 15
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)848 @ 2"7656 (3.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)493 @ 9"2888 Passed (17%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)625 @ 1' 9 1/2"2379 Passed (26%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.007 @ 1' 9 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.014 @ 1' 9 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Plate - DF 3.50"3.50"1.50"421 427 848 None
2 - Plate - DF 3.50"3.50"1.50"421 427 848 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 3' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 3' 7"10' 7"15.8 20.0 ROOF LOADS
2 - Uniform (PSF)0 to 3' 7"1' 4"15.8 20.0 ROOF LOADS
3 - Uniform (PSF)0 to 3' 7"4' 2"10.0 -INTERIOR WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, H9
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/12/2024 3:21:59 PM UTC
Laura Rios
EC+Associates Engineering Inc
(562) 419-7020
LauraR@ecaengineering.com
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 24-351 2071 S EVERGREEN ST
Page 15 / 15
FOUNDATION PLAN
JOB MARQUEZ RESIDENCE
ENGR. EC JOB NO. 24-351 SHEET NO.
CONTINUOUS FOOTINGS
CF- 1
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) 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:
CF- 4
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
CF- 5
LOADING: TRIB.
( + ) x ft = +
( + ) x ft = +
( + ) x ft = +
w = + = plf
B= plf = ft
psf USE:
600.28
16
388.28
4015 0
WALL: 14.33
20
D L
ROOF:
FLOOR:
15 10.6
1500
600.28
229.28
212
0
0
159
0
212
0
0
0.40
D L
1215 20
15
229.28
180
WALL: 16 0 14.33
FLOOR: 40 0
ROOF:
1'-0" WIDE FTG.1500
1028
128 0
1028 0.69
428 600
8
649.28 0.43
1500
ROOF: 15
D L
20
1'-0" WIDE FTG.
10 150 400
10
240
240
0
0
409.28
200
1'-0" WIDE FTG.
649.28
FLOOR: 15 40
FLOOR:
WALL:
D
40
ROOF: 15 20
150
15
16 0
10
10
128 0
L
150 200
150 400
1'-0" WIDE FTG.
1028
200
150
150
WALL: 16 0 8
ROOF:
600
400FLOOR:
LD
1028 0.69
1500
1020
0 8 128
428
15 40 10
15
1028
0
1028 0.69 1'-0" WIDE FTG.1500
428 600
WALL: 16
F-CONTINUOUS FOOTINGS-1500
1ST FLOOR LATERAL ANALYSIS
AREA: 926.58 ft²
PERIMETER: 131.82 ft.
LENGTH: 38.75 ft.
WIDTH: 27.16 ft.
)*+,-./01*234)-52+,-.6-78293:374;503<5-.6<2=><2<93?32+4@70*4A@
P QRQ S T "S "US"TV" $W#QS$"TXKMLMSYYW Z$ [Q %& #\#Q [U] Q$ "S^ Q $ " _" `]#WNXaab\U^_aacffgMKLhfhiNNMgajMjYh!e U VOk OlMiNY'e ll%e _i_ W"` b% $#SNNghgfcqP Q "'vyz{y|}~x{w€ x|‚xz{yƒ„ƒ{‚|‚{yƒ|}{„{x€{‰wxx{y{‚x{{y}|y‹yy{{}y{Œ‚{xy‚|x|{|{{xy‚|x|{‰
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : 12/09/24 REVIEW BY :
INPUT DATA
Exposure cate or (B, C or D, ASCE 7-22 26.7.3)B
Importance factor (ASCE 7-22 Table 1.5-2)Iw = 1.00 for all Category
V = 95 mph, (152.89 kph)
Kzt =1 Flat
Building height to eave he = 10 ft, (3.05 m)
Building height to ridge hr = 14.33 ft, (4.37 m)
Building length L = 27.83 ft, (8.48 m)
Building width, including overhangs B = 25.16 ft, (7.67 m)
Overhang sloped width Oh = 3.83 ft, (1.17 m)
A = 12 No
( 1.12 m 2
DESIGN SUMMARY
Max horizontal force normal to buildin len th, L, fac = 5.08 kips, (23 kN), SD level (LRFD level), Typ.
Max horizontal force normal to buildin len th, B, fac = 4.90 kips, (22 kN)
Max total horizontal torsional load = 13.5368 ft-kips, (18 kN-m)
Max total upward force = 13.14 kips, (58 kN)
ANALYSIS
Velocity pressure
qh Kd = (0.00256 Kz Kzt Ke V2) Kd =16.17 x 0.85 = 13.75 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 277)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 274)= 0.85
h = mean roof height = 12.17 ft
Ke = ground elevation factor. (1.0 per Sec. 26.9, page 275)< 60 ft, [Satisfactory](ASCE 7-22 26.2.1)
< Min (L, B), [Satisfactory](ASCE 7-22 26.2.2)
Design pressures for MWFRS
p = qh Kd [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 294). pmin =16 psf (ASCE 7-22 28.3.6)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 295)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 280)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 295, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
18.99 0.00 18.99
(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 0.52 4.69 9.64 -0.45 -8.66 -3.71 1T 0.13 -0.72 4.23
2 -0.69 -11.96 -7.01 -0.69 -11.96 -7.01 2T -0.17 -4.81 0.14
3 -0.47 -8.97 -4.02 -0.37 -7.56 -2.61 3T -0.12 -4.10 0.85
4 -0.42 -8.26 -3.31 -0.45 -8.66 -3.71 4T -0.11 -3.95 1.00
5 0.40 3.02 7.97 0.00
6 -0.29 -6.46 -1.51
1E 0.79 8.35 13.30 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i )
2E -1.07 -17.18 -12.23 -1.07 -17.18 -12.23 5T 0.10 -1.10 3.85
3E -0.68 -11.81 -6.86 -0.53 -9.76 -4.81 6T -0.07 -3.44 1.51
4E -0.63 -11.08 -6.13 -0.48 -9.07 -4.12
5E 0.61 5.91 10.86
6E -0.43 -8.39 -3.44
VICENTE MARQUEZ L.R.
Roof angle =
G Cp f
Net Pressure with
G Cp f
E.C.
Net Pressure with
Effective area of components (or Solar Panel area)
MARQUEZ RESIDENCE
Wind Analysis for Low-rise Building, Based on ASCE 7-22
Basic wind speed (ASCE 7-22 26.5.1)
Topographic factor (ASCE 7-22 26.8 & Figure 26.8-1)
24-351
Surface
ft2, <== Overhang? (Yes or No)
Roof angle =
G Cp f
Net Pressure with
Roof angle =
Surface
Roof angle =
Net Pressure withG Cp f
Surface
Basic Load Case 1 (Transverse Direction) Basic Load Case 2 (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i )
1 218 1.02 2.10 poverhang =-9.62 psf 2 290 -3.47 -2.04
2 290 -3.47 -2.04 (ASCE 7-22 28.3.5) 3 290 -2.20 -0.76
3 290 -2.61 -1.17 5 243 0.73 1.94
4 218 -1.80 -0.72 6 243 -1.57 -0.37
1E 60 0.50 0.80 2E 80 -1.37 -0.98
2E 80 -1.37 -0.98 3E 80 -0.78 -0.38
3E 80 -0.94 -0.55 5E 63 0.37 0.69
4E 60 -0.66 -0.37 6E 63 -0.53 -0.22
Horiz. 3.57 3.57 Horiz. 3.21 3.21
Vert. -7.94 -4.47 Vert. -5.51 -2.20
Min. wind Horiz. 5.42 5.42 Min. wind Horiz. 4.90 4.90
28.4.4 Vert. -11.20 -11.20 28.4.4 Vert. -11.20 -11.20
Torsional Load Case 3 (Transverse Direction) Torsional Load Case 4 (Longitudinal Direction)
Area Area
(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )
1 79 0.37 0.76 2 4 2 290 -3.47 -2.04 -2 -1
2 105 -1.26 -0.74 -2 -1 3 290 -2.20 -0.76 1 0
3 105 -0.94 -0.42 2 1 5 90 0.27 0.72 1 3
4 79 -0.65 -0.26 4 1 6 90 -0.58 -0.14 3 1
1E 60 0.50 0.80 5 9 2E 80 -1.37 -0.98 6 4
2E 80 -1.37 -0.98 -5 -3 3E 80 -0.78 -0.38 -3 -2
3E 80 -0.94 -0.55 3 2 5E 63 0.37 0.69 4 8
4E 60 -0.66 -0.37 7 4 6E 63 -0.53 -0.22 6 2
1T 139 -0.10 0.59 1 -4 5T 153 -0.17 0.59 1 -3
2T 185 -0.89 0.03 2 0 6T 153 -0.53 0.23 -3 1
3T 185 -0.76 0.16 -2 0 13.5 13.5
4T 139 -0.55 0.14 -4 1
13 13
Design pressures for components and cladding
p = qh Kd [ (G Cp) - (G Cpi)]
where: p = pressure on component. (Eq. 30.3-1, pg 316)
pmin = 16.00 psf (ASCE 7-22 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-22 30.3.2)
= 18.99 o
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
12 0.52 -2.00 - - - - 0.52 -2.00 0.52 -2.89 0.52 -2.89
Effective
Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP
12 - - 0.52 -2.89 0.52 -3.46 0.99 -1.09 0.99 -1.37
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -29.97 16.00 -29.97 16.00 -42.16 16.00 -42.16
Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative
16.00 -42.16 16.00 -50.00 16.03 -17.40 16.03 -21.34 50.00 psf)
Comp. & Cladding
Pressure
( psf )Zone 3 Zone 3e
Surface Pressure (k) with Pressure (k) with
Zone 1 Zone 1'
Torsion (ft-k)Torsion (ft-k)
Zone 2r
Surface
Surface
Zone 3r
Zone 2 Zone 2nZone 2e
Pressure (k) with Pressure (k) withSurface
Comp.
Zone 1'
Zone 3e
Total Horiz. Torsional Load, MT
Total Horiz. Torsional Load, MT
Zone 1 Zone 2e
Zone 3
Zone 2nZone 2
Zone 3r Zone 4 Zone 5
Zone 5
Zone 2r
(The Max Pressure
Zone 4
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JOB:
ENGR:JOB NO. SHEET NO.
SEISMIC BASE SHEAR
(ASCE 7-16)
Degrees
Degrees
- Default; No Soils Report (Table 20.3-1)
R =(Table 12.2-1)
SMS =Fa Ss Eq. (11.4-1)
= x
=
SM1 =Fv S1 Eq. (11.4-2)
= x
=
SDS =(2/3)SMS Eq. (11.4-3)
= (2/3)x
=
SD1 =(2/3)SM1 Eq. (11.4-4)
= (2/3)x
=
Ts =SD1 /SDS Sec. (11.3)
=sec.
1.5Ts = x Sec. (11.4-8)
=sec.
Ta =Ct hn Eq. (12.8-7)
=x 12
=sec.
∴
∴
V = Cs W Eq. (12.8-1)
VMIN = >W Eq. (12.8-5)
=x x 1.0 =W ≥W
VMIN =0.5 S1 I W [For S1 is equal to or greater than 0.6g]Eq. (12.8-6)
= x x W
= W [GOVERNS]
VMAX = W =x W = W Eq. (12.8-3)
x
Eq. (12.8-2)
V = r W =x x W = x W
= W [Strength Level][Includes Rho]Sec. (12.8-1)
V = x W
= W [Allowable Stress Design][Includes Rho]Sec. (12.8-1)
0.044 1.022 0.045 0.010
0.044 SDS I 0.01
0.550
0.824
Ta ≤ Ts
A Ground Motion Hazard Analysis IS NOT REQUIRED since structure is exempted in accordance with
Sec. 11.4.8, Exception 2: Structures on Site Class D sites with S1 ≥ 0.2 (S1 = 0.457), provided the
value of Cs is determined by Eq. (12.8-2) for values of Ta ≤ 1.5Ts; Cs is determined by 1.5 times the
value computed with Eq. (12.8-3) for values of 1.5Ts < Ta ≤ TL; and Cs is determined by 1.5 times the
value computed with Eq. (12.8-4) for values of TL < Ta
∴
Ta ≤ 1.5Ts
0.7
0.14
0.205
SD1 I
T R
R
0.5 0.4570
1.30.158
0.205
R
1.022 1.0 1.3
6.5
1.0
6.5
0.035
0.6631
SDS I
0.562 1.0
0.130 6.5
0.8423
Latitude:
Longitude:
33.7223691
-117.85763
0.13
1.5324
1.84 0.46
0.8423
0.562
0.02 0.75
1.5324
1.022
0.550
1.5
MARQUEZ RESIDENCE
24-351
D
1.20 1.28
6.5
EC DATE: 12/9/2024
SITE CLASS:
JOB
EC DATE JOB NO. 24-351 SHEET NO.
SEISMIC ANALYSIS
WEIGHT
Wroof = ( 15 psf + 2.5 psf ) x ft^2 = kips
Wwall = 16 psf x 10 ft /2 x ft = kips
W2 = kips
BASE SHEA
= x [Includes Rho]
= x = kips
lbs/sq ft
12/9/2024
VBASE
ENGR.
VBASE 0.144
3.850.144 26.8 (4.159)
WTOTAL
MARQUEZ RESIDENCE
26.8
16.2
131.82 10.5
926.58
1ST FLOOR SHEARWALLS
JOB MARQUEZ RESIDENCE
ENGR. EC DATE:JOB NO. 24-351 SHEET NO.
TAG:X1 ( 4.00 ft),X2 ( 4.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.02
SHEAR STRESS
X1 :L1= ft v= lbs = plf
X2 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP factor = 0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP factor = 0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
0.84
4.00 835 104
4.2
Tributary
8.00
PER SDPWS, SEC. 4.3.4:
10
10
4.00 8.00
8.00
4.18
319
0.89
0.89
WALL:X1
0.84 4.00
T=
10
3.08
Unit load
WALL:
Tributary
160
170
4.18
X2
4.2
Tallow=3.08
T=
15
1.36
HDU2Tallow=
16 10 160
HDU2
170
0.170 1.36
December 17, 2024
4.00
1
8.00
4.00
0.84
0.170 1.36
Unit load
15
4.00
PER SDPWS, SEC. 4.3.4:
319
1.36
1
16
JOB MARQUEZ RESIDENCE
ENGR. EC DATE:JOB NO. 24-351 SHEET NO.
TAG:X3 ( 10.00 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.02
SHEAR STRESS
X3 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 1.00 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 10.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= #DIV/0! #DIV/0! #DIV/0!
WALL: psf x ft = plf
w = plf Vallow= #DIV/0! ### #DIV/0! ##### ###
MR= x 0.00 ^2/2 = k-ft USE:
TYPE ### SHEARWALL
- 0.46 x = kips
kips OK USE:#### ##### POST w/ H.D.
SHEARWALL CALCULATIONS
1.82
10.00 1823 182
18.2
Tributary
10.00
10
10
0.00 10.00
10.00
0.00
#DIV/0!
#DIV/0!
1.43
WALL:X3
1.82 10.00
T=
10
3.08
Unit load
WALL:
Tributary
160
170
0.00
0.00
18.2
Tallow=#DIV/0!
T=
15
0.00
HDU2Tallow=
16 10 160
#DIV/0!
170
0.170 0.00
December 17, 2024
0.00
1
10.00
10.00
1.82
0.170 8.50
Unit load
15
0.00
#DIV/0!
8.50
1
16
JOB MARQUEZ RESIDENCE
ENGR. EC DATE:JOB NO. 24-351 SHEET NO.
TAG:X4 ( 3.25 ft),X5 ( 4.00 ft),X6 ( 3.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.02
SHEAR STRESS
X4 :L1= ft v= lbs = plf
X5 :L2= ft ft
X6 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 3.08 WSP Factor=0.87
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.87 = PLF
MR= x 3.25 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP Factor= 0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
T=
Tallow=3.08
WALL:X5
1.20
160
1
Unit load Tributary
4.45
4.00
10
16
15
10
4.00
1.36
0.90
0.90
10
3.6
10
160
10.75
T=
Tallow=
3.6
3.08
WALL:
0.170
16
1.20
3.25
3.25
0.964.45 1.36
SHEARWALL CALCULATIONS
1197
0.170
10.75
X4
0.99
3.25
0.00
10.75
December 17, 2024
115
TributaryUnit load
4.00
3.50
1.20
111
PER SDPWS, SEC. 4.3.4:
10.75
294170
HDU2
PER SDPWS, SEC. 4.3.4:
170
319
HDU2
JOB MARQUEZ RESIDENCE
ENGR. EC DATE JOB NO. 24-351 SHEET NO.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.86 WSP Factor= 0.89
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.89 = PLF
MR= x 3.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= #DIV/0!#DIV/0! #DIV/0!
WALL: psf x ft = plf
w = plf Vallow= #DIV/0! #####DIV/0!##### ####
MR= x 0.0 ^2/2 = k-ft USE:
TYPE ### SHEARWALL
- 0.46 x = kips
kips OK USE:#### ##### POST w/ H.D.#DIV/0!
#DIV/0!0.00
0.00
170
Unit load
16 10
#DIV/0!
#DIV/0!
Tallow=#DIV/0!
0.170 0.00
T= 0.0
0.0
160
15 1 10
10.75
Tributary
170
1.04
T=
WALL:0.00
1.20 0.00
0.98
Tallow=3.08
1.04
3.50
3.9
December 17, 2024
Unit load Tributary
160
WALL:
16 10
1
0.170
X6
15 10
1.20 3.50
10.75
PER SDPWS, SEC. 4.3.4:
HDU2
3.9
304
JOB MARQUEZ RESIDENCE
ENGR. EC DATE:JOB NO. 24-351 SHEET NO.
TAG:Y1 ( 4.00 ft),Y2 ( 6.00 ft),Y3 ( 4.00 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :(0.6-.14SDS) D + E
SDS : 1.02
SHEAR STRESS
Y1 :L1= ft v= lbs = plf
Y2 :L2= ft ft
Y3 : L3= ft
0.00 : L4= ft
Ltotal= ft
OVERTURNING
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP Factor=0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 1.67 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 6.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
T=
Tallow=3.08
WALL:Y2
1.93
160
1
Unit load Tributary
8.29
6.00
10
16
15
10
6.00
3.06
1.36
1.36
10
5.5
10
160
14.00
T=
Tallow=
5.5
3.08
WALL:
0.170
16
1.93
4.00
4.00
1.158.29 3.06
SHEARWALL CALCULATIONS
1934
0.170
14.00
Y1
1.23
4.00
0.00
14.00
December 17, 2024
115
TributaryUnit load
6.00
4.00
1.93
138
14.00
319170
HDU2
PER SDPWS, SEC. 4.3.4:
170
HDU2
JOB MARQUEZ RESIDENCE
ENGR. EC DATE JOB NO. 24-351 SHEET NO.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP Factor= 0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= #DIV/0!#DIV/0! #DIV/0!
WALL: psf x ft = plf
w = plf Vallow= #DIV/0! #####DIV/0!##### ####
MR= x 0.0 ^2/2 = k-ft USE:
TYPE ### SHEARWALL
- 0.46 x = kips
kips OK USE:#### ##### POST w/ H.D.#DIV/0!
#DIV/0!0.00
0.00
170
Unit load
16 10
#DIV/0!
#DIV/0!
Tallow=#DIV/0!
0.170 0.00
T= 0.0
0.0
160
15 1 10
14.00
Tributary
170
1.36
T=
WALL:0.00
1.93 0.00
1.23
Tallow=3.08
1.36
4.00
5.5
December 17, 2024
Unit load Tributary
160
WALL:
16 10
1
0.170
Y3
15 10
1.93 4.00
14.00
PER SDPWS, SEC. 4.3.4:
HDU2
5.5
319
JOB MARQUEZ RESIDENCE
ENGR. EC DATE:JOB NO. 24-351 SHEET NO.
TAG:Y4 ( 5.50 ft),0.00 ( 0.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.02
SHEAR STRESS
Y4 :L1= ft v= lbs = plf
0.00 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 1.82 OK
WALL: psf x ft = plf
w = plf Vallow= 340 PLF
MR= x 5.50 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= #DIV/0! #DIV/0! #DIV/0!
WALL: psf x ft = plf
w = plf Vallow= #DIV/0! ### #DIV/0! ##### ###
MR= x 0.00 ^2/2 = k-ft USE:
TYPE ### SHEARWALL
- 0.46 x = kips
kips OK USE:#### ##### POST w/ H.D.
SHEARWALL CALCULATIONS
0.73
5.50 732 133
7.3
Tributary
5.50
10
10
0.00 5.50
5.50
0.00
#DIV/0!
#DIV/0!
1.12
WALL:Y4
0.73 5.50
T=
10
3.08
Unit load
WALL:
Tributary
160
170
0.00
0.00
7.3
Tallow=#DIV/0!
T=
15
0.00
HDU2Tallow=
16 10 160
#DIV/0!
170
0.170 0.00
December 17, 2024
0.00
1
5.50
5.50
0.73
0.170 2.57
Unit load
15
0.00
#DIV/0!
2.57
1
16
JOB MARQUEZ RESIDENCE
ENGR. EC DATE:JOB NO. 24-351 SHEET NO.
TAG:Y5 ( 4.00 ft),Y6 ( 4.00 ft)
FORCE:
SEISMIC GOVERNS
F1= kips Load Comb. :((0.6-.14SDS) D + 0.7 E
SDS : 1.02
SHEAR STRESS
Y5 :L1= ft v= lbs = plf
Y6 :L2= ft ft
Ltotal= ft
OVERTURNING
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP factor = 0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
height= 10.00 ft
MOT= x x 10 = k-ft
ROOF: psf x ft = plf h/w= 2.50 WSP factor = 0.94
WALL: psf x ft = plf
w = plf Vallow= 340 x 0.94 = PLF
MR= x 4.00 ^2/2 = k-ft USE:
TYPE 6 SHEARWALL
- 0.46 x = kips
kips OK USE:4 x 4 POST w/ H.D.
SHEARWALL CALCULATIONS
1.19
4.00 1189 149
5.9
Tributary
8.00
PER SDPWS, SEC. 4.3.4:
10
10
4.00 8.00
8.00
5.95
319
1.33
1.33
WALL:Y5
1.19 4.00
T=
10
3.08
Unit load
WALL:
Tributary
160
170
5.95
Y6
5.9
Tallow=3.08
T=
15
1.36
HDU2Tallow=
16 10 160
HDU2
170
0.170 1.36
December 17, 2024
4.00
1
8.00
4.00
1.19
0.170 1.36
Unit load
15
4.00
PER SDPWS, SEC. 4.3.4:
319
1.36
1
16
CITY OF SANTA ANA
Planning and Building Agency
Approved
SHEARWALL_ SCHEDULE
MARK
SHEATHING
( 1 )
NAIL
SIZE
2
EDGE
NAIL
SPACING
FIELD
NAIL
SPACING
SILL TO
yy00D CONN. 1
O
SILL TO
CONC. CONN. (1)
CAST -IN -PLACE
CONCSI
TIT N H
ESR-
P„ h01
SCR♦�VS�Y
713)
LLOW.
HEAR
(PLF)
SHEAR
WALL
TYPE(3)
A615/32
STR O.S.
10d
6"
12"
SDS1/4"x6" ®16"
2x: 5/8"0 A.B. ® 32"
3x: 5/8"0 A.B. 0 48"
2x: 1 2"0 S
/
REW ®32
340
I
®
15/32 STR O.S.
10d
4"
12"
SDS1/4"x6" ® 12"
3x: 5/8"0 A.B. ® 32"
3x: 1/2"0 SCREW ® 24
510
ZL
A3
15/32 STR O.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 9"
3x: 5/8"0 A.B. ® 24"
3x: 1/2"0 SCREW @ 18
665
ZL
A2
15/32 STR O.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
870
H
4D
15/32 STR D.S.
10d
4"
12"
SDS1/4"x6" ® 6"
3x: 5/8"0 A.B. ® 16"
3x: 1/2"0 SCREW @ 12
1020
IIE
OD
15/32 STR D.S.
10d
3" STGR(4)
12"
SDS1/4"x6" ® 4"
3x: 5/8"0 A.B. ® 12"
3x: 1/2"0 SCREW @ 8"
1330
A
15/32 STR D.S.
10d
2" STGR(4)
12"
SDS1/4"x6" ® 3"
3x: 5/8"0 A.B. ® 8"
3x: 1/2"0 SCREW ® 6"
1740
1Z
SHEARWALL NOTES:
(1) O.S. INDICATES SHEATHING ON ONE SIDE OF WALL AS SHOWN ON PLANS.
D.S. INDICATES DOUBLE SIDED SHEARWALL: SHEATHING ON BOTH SIDES OF WALL.
(2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 SHEATHING.
(3) SEE DETAILS 8/S1.2 & 12/S1.2 FOR SHEARWALL ASSEMBLIES BASED ON SHEARWALL TYPE.
(4) FOR STAGGERED EDGE NAILING REQUIREMENTS SEE DETAILS 8/S1.2 & 12/S1.2.
(5) SEE DETAILS 6/S1.1 AND 7/S1.1 FOR PLATE WASHER SIZE AND MINIMUM ANCHOR BOLT
EMBEDMENT, RESPECTIVELY. TITEN HD SCREWS TO BE USED IN RETROFIT CONDITIONS.
(6) WHERE 3x SILL PLATES AND EDGE STUDS ARE REQUIRED AT EXISTING 2x CONDITION, SEE DETAIL 6/S1.2.
JANCE
JOB
ENGR. EC DATE:JOB NO. SHEET NO.
NOTES:
1-GIVEN CAPACITIES BASED ON INSTALLATION ON SLAB-ON-GRADE.
2-CAPACITIES SHOWN REPRESENT THE LOWEST VALUE BETWEEN HD & A.B.
LARR NO.
LARR NO.
LARR NO.
*
ESR-ICC NO.
ESR 2611 LARR 25827
CAPACITIES BASED ON LARR/ESR-ICC NUMBERS ABOVE &
SIMPSON CATALOG C-C-2019
ESR-ICC NO.
ESR 2330 LARR 25720
LARR 25828IAPMO 0143
IAPMO NO.
PAB8 14.39 10.79 4x8
PAB9 12.5816.78
PAB8
PAB9 15.51
REMARKS
4x4
4x4
6x6
4x4
4x6
4x6
6x614.45
7.00
10.83
ALLOWABLE
75%
2.31
3.42
4.23
5.23
UPLIFT
3.08
4.57
5.65
6.97
9.34
HDU14
HDU14
SB5/8x24
SB7/8x24
SB1x30
HOLDOWNS
SB5/8x24
SB5/8x24
ALLOWABLE HD
HDU2
HDU4
HDU5
HDU8
HDU11
HD12
HD19
ANCHOR
BOLT
11.63 6x6
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
PATIO COVER
ROOF FRAMING PLAN
PATIO ROOF
Member Name Results (Max UTIL %)Current Solution Comments
RR1 (REV 1)Passed (88% ΔT)1 piece(s) 2 x 8 DF No.2 @ 16" OC
R.B.-03 (REV 1)Passed (40% M)1 piece(s) 4 x 8 DF No.1
R.B.-04 (REV 1)Passed (40% M)1 piece(s) 4 x 8 DF No.1
24-351 2071 S EVERGREEN ST_Imported
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 7/31/2025 9:33:07 PM UTC
Michael Castro
EC+ASSOCIATES ENGINEERING
(562) 977-7242
miichaelcm@gmail.com
ForteWEB v3.9
File Name: 24-351 2071 S EVERGREEN ST_Imported
Page 1 / 5
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)417 @ 1' 7 3/4"3669 (3.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)318 @ 2' 4"1631 Passed (19%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1374 @ 9' 9 13/16"1700 Passed (81%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.674 @ 9' 9 5/16"0.907 Passed (L/323)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)1.065 @ 9' 9 3/8"1.210 Passed (L/204)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 20' 6 1/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 6/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Upward deflection on left cantilever exceeds overhang deflection criteria.
•Birdsmouth cut has not been analyzed.
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Birdsmouth - DF 3.50"3.50"1.50"154 263 417 Blocking
2 - Beveled Plate - DF 3.50"3.50"1.50"129 221 350 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 2" o/c
Bottom Edge (Lu)20' 3" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 18' 1"16"10.5 20.0
Patio Roof
(Exposed Rafters
Only; NO
Insulation & NO
Drywall)
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
PATIO ROOF, RR1 (REV 1)
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 7/31/2025 9:33:07 PM UTC
Michael Castro
EC+ASSOCIATES ENGINEERING
(562) 977-7242
miichaelcm@gmail.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 24-351 2071 S EVERGREEN ST_Imported
Page 3 / 5
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)416 @ 2"7656 (3.50")Passed (5%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)371 @ 10 3/4"3806 Passed (10%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1658 @ 8' 3 1/2"4152 Passed (40%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.221 @ 8' 3 1/2"0.813 Passed (L/881)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.417 @ 8' 3 1/2"1.083 Passed (L/468)--1.0 D + 1.0 Lr (All Spans)
Member Length : 16' 7"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"195 221 416 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"195 221 416 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' 7" o/c
Bottom Edge (Lu)16' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 16' 7"N/A 6.4 --
1 - Uniform (PSF)0 to 16' 7" (Top)1' 4"12.9 20.0
Patio Roof
(Exposed Framing;
No Insulation; No
Drywall)
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
PATIO ROOF, R.B.-03 (REV 1)
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 7/31/2025 9:33:07 PM UTC
Michael Castro
EC+ASSOCIATES ENGINEERING
(562) 977-7242
miichaelcm@gmail.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 24-351 2071 S EVERGREEN ST_Imported
Page 4 / 5
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)416 @ 2"7656 (3.50")Passed (5%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)371 @ 10 3/4"3806 Passed (10%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1658 @ 8' 3 1/2"4152 Passed (40%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.221 @ 8' 3 1/2"0.813 Passed (L/881)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.417 @ 8' 3 1/2"1.083 Passed (L/468)--1.0 D + 1.0 Lr (All Spans)
Member Length : 16' 7"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2024
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"195 221 416 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"195 221 416 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' 7" o/c
Bottom Edge (Lu)16' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 16' 7"N/A 6.4 --
1 - Uniform (PSF)0 to 16' 7" (Top)1' 4"12.9 20.0
Patio Roof
(Exposed Framing;
No Insulation; No
Drywall)
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
PATIO ROOF, R.B.-04 (REV 1)
1 piece(s) 4 x 8 DF No.1
ForteWEB Software Operator Job Notes 7/31/2025 9:33:07 PM UTC
Michael Castro
EC+ASSOCIATES ENGINEERING
(562) 977-7242
miichaelcm@gmail.com
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 24-351 2071 S EVERGREEN ST_Imported
Page 5 / 5