HomeMy WebLinkAbout1011 W Second St - PlanT-1
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THE RE SHALL BE NO CHANGES OR D EVIATION ON THESE PLANS WI THOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAIL S ON THE DRAWI NGS SHALL TAKE PREC EDENCE OVER G ENERAL NOTES AND TYPICAL DETAILS. WHE RE NO DE TAILS SH OWN OR NOTED ON THE DR AWINGS, TH E DE TAILS SHALL BE THE SAME AS FOR OTHER SI MILAR WORK.CONTRACT OR SH ALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD C ONDITI ONS ON THE J OB SITE AND SHALL IMMEDIATELY NOTI FY TO PLAN AND P ERMIT INC ANY DISCREPANC IES I N WRI TING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RE SPONSIBLE FOR SA
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SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIA
EXP. DATE
L
I
C
E
NS E D A R C H
I
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
TITLE SHEET
BUILDING INFORMATION:
ADDRESS:
NUMBER OF STORIES:
YEAR BUILDING WAS CONSTRUCTED:1903
APN:40516325
LOT AREA:6,250 SF
TYPE OF CONSTRUCTION:V-B
OCCUPANCY GROUP:R-3/U
FIRE SPRINKLER:NO
1011 W 2ND ST, SANTA ANA, CA 92703
TYPE:SINGLE FAMILY RESIDENTIAL
1
EXISTING GARAGE AREA TO BE DEMOLISHED: ±401 SF
PROPOSED GARAGE AREA:
NOTE:
NO WORK WILL BE PERFORMED IN THE RIGHT-OF-WAY.
SHEET INDEX:
THE CITY OF SANTA ANA
SCOPE OF WORK:
W 2ND ST
1011 W 2ND ST,SANTA
ANA, CA 92703
1 SITE PLAN
DEMOLISHING AND REBUILDING THE EXISTING GARAGE LIKE FOR LIKE & REMOVING THE EXISTING SHED.
SITE
NOT TO SCALE
SITE
APPROX. P/L ±50.00'
NOT TO SCALE
PROPERTY ADDRESS:
AP
P
R
O
X
.
P
/
L
±
1
2
5
.
0
0
'
(E) LANDSCAPING
(E) PATIO COVER
(N) GARAGE, ±401 SF
0 8' 8' 16'
18" = 1'-0"
ADJACENT PROPERTY
NOT IN SCOPE OF WORK
ADJACENT PROPERTY
NOT IN SCOPE OF WORK
(E) DRIVEWAY
PARCEL MAP
AERIAL VIEWVICINITY MAP
A-2 ELEVATIONS & DETAIL
T-1 TITLE SHEET
GN-2 GENERAL NOTES
GN-1 GENERAL NOTES
U-1
A-1 FLOOR & ROOF PLAN
GN-3 GENERAL NOTES
UTILITY PLAN & DETAILS
S1.01
CONSTRUCTION NOTES (BY OTHERS)
CONSTRUCTION NOTES (BY OTHERS)
S1.21
TYPICAL S.O.G AND FOUNDATION DETAILS (BY OTHERS)
S1.22
S1.23
S1.24
S2.01
TYPICAL WOOD DETAILS (BY OTHERS)
S0.01
S0.02
TYPICAL WALL DETAILS (BY OTHERS)
TYPICAL WOOD DETAILS (BY OTHERS)
TYPICAL WOOD DETAILS (BY OTHERS)
CEILING, ROOF & FOUNDATION PLAN (BY OTHERS)
AP
P
R
O
X
.
P
/
L
±
1
2
5
.
0
0
'
ADJACENT PROPERTY
NOT IN SCOPE OF WORK
APPROX. P/L ±50.00'
(E) HARD SCAPING
(E) FRONT PORCH
(E) EAVE LINE
(E) GATE.TYP.
(E) POST.TYP.
(E) STAIR.TYP.
±401 SF
CODE COMPLIANCE
DESIGN SHALL COMPLY WITH THE 2022 CRC, CBC, CGBSC,
CEC, CMC, CPC AND CALIFORNIA ENERGY CODE AS
AMENDED BY CITY ORDINANCE.
(E) SHED TO
BE REMOVED
(E) GARAGE TO BE DEMOLISHED
AND REBUILDING LIKE FOR LIKE
(E) GATE
(E) SITE WALL.TYP.
(E) MAN GATE
(E) CAR GATE.TYP.
(E) CMU WALL & RAILING.TYP.
(E) GATE.TYP.TO REMAIN
(N) 1 HR FIRE RATED WALL
(E) SITE TREE.TYP.
Know what'sbelow.
Call before you dig.
USA North
California and Nevada
Call Two Working Days Before You Dig!
811 / 800-227-2600
EXISTING FLOOR AREA:±1,008 SF
PROPOSED BUILDING COVERAGE:±1930 SF
PROPOSED COVERAGE/LOT :±%30.8
±165 SFEXISTING STORAGE AREA:
±250 SFEXISTING PATIO COVER AREA :
±106 SFEXISTING FRONT PORCH AREA:
(E) SITE WALL.TYP.
(E) SITE WALL.
A-3 SECTIONS, DETAILS & DOOR/WINDOW SCHEDULE
SITE
COVER SHEET (BY OTHERS)CS.01
*5/7.214Ā+4803560Ā-*(Ā *%,,$,'Ȁ",!)Ȁ$ "Ȁ'*+&Ȁ'+'#%#&+,,##
Bldg #101120893
APPROVALS:
PLNG - F. Arias
PUBLIC WORKS - Y. Soto
1011 W Second St
5/1/2025
(E) GARAGE
(N) GARAGE
8' CLG
DS DS
A-1
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT TH E CONSENT OF PLAN AND PERMIT IN C. NOTES AND DETAILS ON THE DRAW INGS SHALL TAKE PRECEDENCE OVER GENERAL NOTE S AND TYPICAL DETAILS. WHERE NO DETAILS SH OWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERI FY ALL PLANS, EXISTING DIMENSIO NS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WR ITING PRIOR TO THE COMMENCEMENT OF ANY WOR K OR BE RESPONSIBLE FOR SAME.
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S
.
SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
C
E
NS E D A R CHI
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
1 EXISTING GARAGE PLAN (DEMO PLAN)2 PROPOSED GARAGE PLAN
3 EXISTING ROOF PLAN (DEMO PLAN)4 PROPOSED ROOF PLAN
FLOOR & ROOF PLANS
04' 4'8'
1 4" = 1'-0"
04' 4' 8'
1 4" = 1'-0"
04' 4'8'
1 4" = 1'-0"
04' 4'8'
14" = 1'-0"
BUILDING SECTION DESIGNATION
SHEET NUMBER
BUILDING ELEVATION DESIGNATION
SHEET NUMBER
LEGEND:
=
=
=
DETAIL REFERENCE
SHEET NUMBER =FLOOR ELEVATION CHANGE
WINDOW DESIGNATION
DOOR DESIGNATION
ROOM
CEILING HEIGHT, FLOORING
=
=
==
=WALL SECTION REFERENCE
SHEET NUMBER =
=
=
SMOKE ALARM SEALED BATTERY PHOTOELECTRIC
SMOKE DETECTOR WITH IONIZATION SENSOR,
INTERCONNECTED AND HARD-WIRED,(UL 217).
CARBON MONOXIDE ALARM SEALED BATTERY PHOTOELECTRIC,
INTERCONNECTED AND HARD-WIRED,(UL 2034).
=NEW WALL 2X4==WALL TO STAY
WALL TO DEMO=
REVISION DESIGNATION=
=NEW WALL 2X6=
=1HR FIRE RATED WALL 2X4=
==1HR FIRE RATED WALL 2X6EXISTING 1HR FIRE RATED COMMON WALL=ROOM
0" CLG, FLOORING
MAX.7 3 4"
2
A-3
2
A-2
4:12 PITCH4:12 PITCH 4:12 PITCH4:12 PITCH
4
A-2
1
A-2
5
A-2
7
A-2
3
A-2
8
A-2
8
A-2
(E) WALL TO BE REMOVED.TYP.
(E) GARAGE DOOR TO BE REMOVED
%2
S
L
O
P
E
MAX.7 3 4"
(N) GARAGE DOOR
(E) ROOF TO BE REMOVED
(N) ROOF W/ ASPHALT SHINGLE, LANDMARK, CLASS
A, COLOR TO BE MATCHED W/ (E) MAIN DWELLING
ROOF, ICC-ES-ESR-1389 & ESR-3537. (OR APPROVED
EQUAL)
(N) 1 HR FIRE RATED WALL
(N) RAIN GUTTER AND DOWNSPOUT.TYP.
SEE SHEET D-1
x ROOF VENT CALCULATIONS:
1/150TH OF AREA REQUIRED AT ROOF
x ATTIC AREA : 401 SF
@ GARAGE:
401 SF / 150 SF = 2.7 SF REQUIRED
2 x GABLE VENT: 2 x 3 = 6 SF PROVIDED
ROOF NOTE:
a. A MINIMUM OF 1" AIRSPACE SHALL BE PROVIDED BETWEEN INSULATION AND ROOF SHEATHING. OPENINGS
SHALL BE PLACED SO AS TO PROVIDE CROSS VENTILATION OF THE ATTIC SPACE.
b. THE NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 1/150 OF THE ATTIC AREA.
c. VENT OPENINGS SHALL BE COVERED WITH NON-COMBUSTIBLE CORROSION RESISTANT, METAL WIRE MESH OR
OTHER MATERIALS HAVING OPENINGS 1/16” MINIMUM TO 1/8” MAXIMUM (IRVINE MUNICIPAL CODE
5-9-402(N)).
d. 50% OF THE REQUIRED VENTILATION AREA MUST BE LOCATED AT LEAST 3 FT. ABOVE EAVE OR CORNICE VENTS
WITH THE BALANCE PROVIDED BY EAVE OR CORNICE VENTS.
e. WHERE THE RATIO OF 1/300 IS USED TO VENT THE ATTICS, NOT LESS THAN 40% BUT NOT MORE THAN 50% OF
THE VENTS SHALL BE LOCATED NOT MORE THAN 3 FT. BELOW THE RIDGE.
%2
S
L
O
P
E
1
A-3
1011 W Second St
5/1/2025
A-2
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT TH E CONSENT OF PLAN AND PERMIT IN C. NOTES AND DETAILS ON THE DRAW INGS SHALL TAKE PRECEDENCE OVER GENERAL NOTE S AND TYPICAL DETAILS. WHERE NO DETAILS SH OWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERI FY ALL PLANS, EXISTING DIMENSIO NS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WR ITING PRIOR TO THE COMMENCEMENT OF ANY WOR K OR BE RESPONSIBLE FOR SAME.
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.
SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
C
E
NS E D A R CHI
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
ELEVATIONS & DETAIL
1 EXISTING SOUTH ELEVATION
04' 4' 8'
14" = 1'-0"
2 PROPOSED SOUTH ELEVATION
04' 4' 8'
14" = 1'-0"
4 EXISTING WEST ELEVATION
04' 4' 8'
1 4" = 1'-0"
5 PROPOSED WEST ELEVATION
04' 4' 8'
14" = 1'-0"
4:12
PITCH
4:12
PITCH
(E) WALL TO BE REMOVED
(E) ROOF TO BE REMOVED
(E) WALL TO BE REMOVED
(N) WALL W/ STUCCO. DUNN EDWARDS, COLOR: WARM
WHITE DEW380 RL#005, TO BE MATCHED W/ (E) MAIN
DWELLING WALL. (OR APPROVED EQUAL)
(N) WALL W/ STUCCO. DUNN EDWARDS, COLOR: WARM
WHITE DEW380 RL#005, TO BE MATCHED W/ (E) MAIN
DWELLING WALL. (OR APPROVED EQUAL)
(N) GARAGE DOOR
RE: DOOR SCHEDULE(E) GARAGE DOOR TO BE REMOVED
7 EXISTING EAST ELEVATION
04' 4' 8'
1 4" = 1'-0"
8 PROPOSED EAST ELEVATION
04' 4' 8'
14" = 1'-0"
(E) WALL TO BE REMOVED
(N) WALL W/ STUCCO. DUNN EDWARDS, COLOR: WARM
WHITE DEW380 RL#005, TO BE MATCHED W/ (E) MAIN
DWELLING WALL. (OR APPROVED EQUAL)
3 EXISTING NORTH ELEVATION
04' 4'8'
1 4" = 1'-0"
(E) WALL TO BE REMOVED
6 PROPOSED NORTH ELEVATION
04' 4' 8'
14" = 1'-0"
(N) WALL W/ STUCCO. DUNN EDWARDS, COLOR: WARM
WHITE DEW380 RL#005, TO BE MATCHED W/ (E) MAIN
DWELLING WALL. (OR APPROVED EQUAL)
(N) ROOF W/ ASPHALT SHINGLE, LANDMARK, CLASS
A, COLOR TO BE MATCHED W/ (E) MAIN DWELLING
ROOF, ICC-ES-ESR-1389 & ESR-3537. (OR APPROVED
EQUAL)
(N) ROOF W/ ASPHALT SHINGLE, LANDMARK, CLASS
A, COLOR TO BE MATCHED W/ (E) MAIN DWELLING
ROOF, ICC-ES-ESR-1389 & ESR-3537. (OR APPROVED
EQUAL)
(N) ROOF W/ ASPHALT SHINGLE, LANDMARK, CLASS
A, COLOR TO BE MATCHED W/ (E) MAIN DWELLING
ROOF, ICC-ES-ESR-1389 & ESR-3537. (OR APPROVED
EQUAL)
(E) ROOF TO BE REMOVED
(E) ROOF TO BE REMOVED
(E) ROOF TO BE REMOVED
(E) TRIM TO BE REMOVED
4:12
PITCH
4:12
PITCH
4:12
PITCH
4:12
PITCH
4:12
PITCH
4:12
PITCH
(N) RAIN GUTTER AND
DOWNSPOUT.TYP. SEE SHEET D-1
(N) RAIN GUTTER AND
DOWNSPOUT.TYP. SEE SHEET D-1
(N) RAIN GUTTER AND
DOWNSPOUT.TYP.
SEE SHEET D-1
(N) GABEL VENT 24"X18".SEE ROOF VENT CALCS.
(N) ROOF W/ ASPHALT SHINGLE, LANDMARK, CLASS
A, COLOR TO BE MATCHED W/ (E) MAIN DWELLING
ROOF, ICC-ES-ESR-1389 & ESR-3537. (OR APPROVED
EQUAL)
(N) RAIN GUTTER AND
DOWNSPOUT.TYP. SEE SHEET D-1
x VENTILATION CALCULATION:
1/150TH OF AREA REQUIRED AT FLOOR
x AREA: 401SF
401 / 150 = 2.7 SF REQUIRED FOUNDATION VENT
24" X16" = 3 SF ( 1 FOUNDATION VENT AREA)
2.7 / 0.88 = 3 VENT REQUIRED
(N) GARAGE VENT.
(N) FASCIA BOARD
TO MATCH W/ HOUSE FASCIA BOARD
(N) FASCIA BOARD
TO MATCH W/ HOUSE FASCIA BOARD
(N) FASCIA BOARD
TO MATCH W/ HOUSE FASCIA BOARD
(N) FASCIA BOARD
TO MATCH W/ HOUSE FASCIA BOARD
9
A-2
12
A-3
7
A-3
TYPICAL EXTERIOR DOOR DETAIL
JAMB CASING
DOOR THRESHOLD
DOOR AS SCHEDULED
HEAD FLASHING
BACKER ROD AND SEALANT
J MOLDING WITH WEEP HOLES.
HELD MIN. 3" FLANGE HELD UP
1/4" FROM HEAD FLASHING
(2) LAYERS BUILDING PAPER
FLASHING TAPE
HEADER, REFER STRUCTURAL
WHERE APPLICABLE
FLASHING
SHEATHING
EXTERIOR WALL
9 N.T.S.
CEMENT STUCCO
9
A-2
1011 W Second St
5/1/2025
(N) GARAGE
(N) GARAGE
A-3
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAW INGS SHALL TAKE PRECEDENCE OVER GENERAL NO TES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WO RK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTI NG DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WR ITING PRIOR TO THE COMMENCEMENT OF ANY WOR K OR BE RESPONSIBLE FOR SAME.
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SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
C
E
NS E D A R CHI
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
1 PROPOSED SECTION
04' 4'8'
14" = 1'-0"
(N) CONCRETE SLAB ON
GRADE PER STRUCTURAL
5
A-3
6
A-3
(N) 1 HR FIRE RATED WALL.
SEE DETAIL 8/A-3
9
A-3
4:12
PITCH
4:12
PITCH
(N) R-15 INSULATION
(N) R-30 INSULATION
(N) RAIN GUTTER AND
DOWNSPOUT.TYP. SEE SHEET D-1
2 PROPOSED SECTION
04' 4'8'
1 4" = 1'-0"
(N) ROOF JOIST
RE: STRUCTURAL DWGS
(N) CEILING JOIST
RE: STRUCTURAL DWGS
EXTERIOR SHEATHING
(2) LAYERS BUILDING PAPER (WEATHER-RESISTANT
TYPE 1 GRADE D STYLE 2)
INSULATION PER T24 REPORT
PC # 3 CORNER BEAD PLASTIC
3 N.T.S.
EXTERIOR WALL. STUCCO AT OUTSIDE CORNER
(1) LAYERS 5/8" GYPSUM BOARD
GALVANIZED METAL LATH
CEMENT STUCCO
WOOD FRAMING PER STRUCTURAL
2X WALL
WALL PARTITION PER WALL SCHEDULE
RE: FLOOR PLAN
(N) R-15 INSULATION
(N) R-30 INSULATION
(N) ROOF JOIST
RE: STRUCTURAL DWGS
(N) CEILING JOIST
RE: STRUCTURAL DWGS
(N) CONCRETE SLAB ON GRADE PER STRUCTURAL
5
A-3
4 N.T.S.N.T.S.
EXTERIOR WALL. STUCCO
CEMENT STUCCO
EXTERIOR SHEATHING
2X WALL
(2) LAYERS BUILDING PAPER
(WEATHER-RESISTANT TYPE 1 GRADE
D STYLE 2)
GALVANIZED METAL LATH
INSULATION PER T24 REPORT
NOTE: REFER TO STRUCTURAL DWGS FOR
SHEAR WALL LOCATION AND SCHEDULE.
EXTERIORINTERIOR
(1) LAYERS 5/8" GYPSUM BOARD
5 N.T.S.
WEEP SCREED @ EXTERIOR WALL PER ASTM C 926 7 N.T.S.
GARAGE DOOR THRESHOLD
GARAGE DOOR
SLAB ON GRADE, RE :
STRUCTURAL DWGS
8 N.T.S.
GYPSUM WALLBOARD, WOOD STUDS
FIRE DESIGN:
x EXTERIOR SIDE: 5/8ʺ PROPRIETARY TYPE X
GYPSUM SHEATHING APPLIED PARALLEL OR
AT RIGHT ANGLES TO 2 × 4 WOOD STUDS 16ʺ
O.C. WITH 1-1/4ʺ, TYPE W SCREWS 8ʺ O.C.
PRE-FURRED WIRE STUCCO NETTING APPLIED
OVER GYPSUM SHEATHING WITH 1-1/4ʺ × 1ʺ
STEEL STAPLES 7ʺ O.C. PORTLAND CEMENT
STUCCO, 3/4ʺ, APPLIED OVER STUCCO
NETTING.
x INTERIOR SIDE: ONE LAYER 5/8ʺ
PROPRIETARY TYPE X GYPSUM WALLBOARD
APPLIED PARALLEL OR AT RIGHT ANGLES TO
STUDS WITH 1-1/4ʺ TYPE W SCREWS 8ʺ O.C.
(LOAD-BEARING)
x PROPRIETARY GYPSUM BOARD
AMERICAN GYPSUM COMPANY LLC
5/8ʺ FIREBLOC® TYPE X GYPSUM BOARD
5/8ʺ TYPE X EXTERIOR GYPSUM SHEATHING
INSULATION PER T24 REPORT
CEMENT STUCCO
(2) LAYERS BUILDING PAPER
(WEATHER-RESISTANT TYPE
1 GRADE D STYLE 2)
GALVANIZED METAL LATH
THICKNESS: 6-1/8″ (Fire)
APPROX. WEIGHT: 11 psf (Fire)
FIRE TEST: UL R14196, 4787829354, 02-01-17,
UL Design V333
STC : N/A
GA FILE NO. WP 8170
EXTERIOR WALL, 1 HOUR FIRE, 2 X 4, LOAD-BEARING
5/8ʺ TYPE X GYPSUM SHEATHING
9 10 N.T.S.
SWING DOOR THRESHOLD AT HARDSCAPE
N.T.S.
EAVE DETAIL WITHOUT VENTING, ATTIC CEILING 11 N.T.S.
DUCT PENETRATION. TYP.
6 N.T.S.
ASPHALT SHINGLE ROOF, ATTIC CEILING, WITHOUT RIDGE VENT
ROOF UNDERLAYMENT
ROOF SHEATHING
SEE STRUCTURAL SHEETS
24GA.RIDGE FLASHING UNDERLAYMENT
W/ 12" MIN. OVERLAP
ASPHALT SHINGLE, LAND MARK,
ICC-ES-ESR-1389 & ESR-3537
NOTE:
1. PROVIDE EITHER 1" MINIMUM CLEARANCE BETWEEN INSULATION AND ROOF SHEATHING OR USE
INSULATION BAFFLE FOR RAFTER SPACE VENTILATION
2. FOR ROOF SLOPES FROM TWO UNITS VERTICAL IN 12 UNITS HORIZONTAL (2:12) UP TO FOUR
UNITS VERTICAL IN 12 UNITS HORIZONTAL (4:12), DOUBLE UNDERLAYMENT APPLICATION IS
REQUIRED IN ACCORDANCE WITH SECTION R905.1.1.
CEMENT STUCCO
EXTERIOR SHEATHING
(2) LAYERS BUILDING PAPER
(WEATHER-RESISTANT TYPE 1 GRADE
D STYLE 2)
GALVANIZED METAL LATH
INTERIOR FINISH
BLOCKING AS NECESSARY
12 N.T.S.
TYPICAL WINDOW DETAIL
SILL,REFER STRUCTURAL
WHERE APPLICABLE
GYP.BOARD WIN.WRAP
"L" METAL
BACKER ROD AND SEALANT
CEMENT STUCCO
GALVANIZED METAL LATH
WINDOW AS SCHEDULED
FLASHING & SEALANT
SHEATHING
(2) LAYERS BUILDING PAPER
9" SAF LAP O/WIN.FIN
BLOCKING AS NECESSARY
SEAT WINDOW IN SEALANT
EXTERIOR WALL
HEADER WHERE OCCURS,
RE: STRUCTURAL DWGS.
BACKER ROD AND SEALANT
CASING BEAD
(2) LAYERS BUILDING PAPER
UNDER FLASHING MEMBRANE
ROOF JOIST
RE: STRUCTURAL SHEETS
'A': NOTE THAT WEEP SCREED
IS BEHIND PAPER.
CEMENT STUCCOEXTERIOR SHEATHING
(2) LAYERS BUILDING PAPER
(WEATHER-RESISTANT TYPE 1 GRADE
D STYLE 2)
GALVANIZED METAL LATH
SLAB ON GRADE; RE:
STRUCTURAL DWGS.
FOUNDATION; RE:
STRUCTURAL DWGS.
EXTERIOR WALL PER SCHEDULE
SILL SEALER
VAPOR RETARDER
RE: STRUCTURAL DWGS
FLASHING TAPE
'A'
CORROSION-RESISTANT WEEP SCREED
(26 GAGE MINIMUM)
DOOR SCHEDULE
MARK SIZE (W x H)TYPE MATERIAL REMARKSFINISH
12'-0" X 7'-0"ALUMINUM/FROSTED GLASS GARAGE DOOR - WHITE
NOTE:
1. ALL DOOR SIZES MUST BE VERIFIED WITH THE FRAMED ROUGH OPENING IN PLACE PRIOR TO PURCHASING. ANY DISCREPANCIES
SHOULD BE NOTIFIED TO PLAN AND PERMIT INC. BEFORE PURCHASING.
2. ALL GLASS IN DOORS SHALL BE TEMPERED. TEMPERED GLASS SHALL BE PERMANENTLY IDENTIFIED AND VISIBLE WHEN THE UNIT IS
GLAZED.
3. ALL GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED, SHOWING THE "U" VALUE.
4. REFER TO FLOOR PLANS FOR DIRECTION OF DOOR SWING.
5. DOORS SHALL MEET THE MINIMUM INFILTRATION REQUIREMENTS PER SECTION 116 E.E.S.
6. VENTILATION SHALL COMPLY WITH C.B.C. 1203.4 AND R303.
7. DOORS MAY OPEN TO THE EXTERIOR ONLY IF THE FLOOR OR LANDING IS NOT MORE THAN 1 1 2" LOWER THAN THE DOOR
THRESHOLD. SECTION R311.3.1 CRC
8. GLAZED OPENINGS WITHIN EXTERIOR DOORS SHALL BE INSULATNG-GLASS UNITS WITH A MINIMUM OF ONE TEMPERED PANE,
NUM
12
14 N.T.S.
DOOR SCHEDULE
2'-8" X 6'-8"WHITEFIBERGLASSPREHUNG
FIRE RATED - SOLID CORE WITH
1-3/8" MINIMUM THICKNESS.
SELF-LATCHING, SELF-CLOSING , 20
MIN. RATED - FOR GARAGE
11
13 N.T.S.
WINDOW SCHEDULE
MARK SIZE (W x H) TYPE OPERATION MATERIAL U-FACTOR SHGCFINISH REMARKS
SLIDER XO OR OX
PER CLIENT VINYL 0.23 ±4'-0" X ±3'-0" WHITE
A
NEW CONSTRUCTION, JELD-WEN V-2500 SERIES OR
APPROVED EQUAL, WITH FIBERGLASS MESH SCREEN
WINDOW SCHEDULE
NOTES:
2. ALL GLAZED OPENINGS SHALL MEET THE REQUIREMENTS OF THE CBC T24 SHEETS PROVIDED IN THE PLANS.
4. GLAZING IN SWINGING, SLIDING, AND BIFOLD DOORS 9 SQUARE FEET OR LESS SHALL BE A MINIMUM CATEGORY CLASSIFICATION OF
5. EGRESS WINDOWS HAVE A MINIMUM CLEAR OPENING AREA OF 5.7 SF WHEN ABOVE THE GRADE-FLOOR AND 5 SF ON THE GRADE-FLOOR, A MINIMUM NET HEIGHT OF 24", A MINIMUM
NET WIDTH OF 20", AND A SILL HEIGHT NOT MORE THAN 44" ABOVE FINISH FLOOR. [CBC 1030]
6. EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED WITH NATURAL VENTILATION AND NATURAL LIGHT BY MEANS OF VENTILATION /ARTIFICIAL LIGHT. CBC SECTIONS
1203.4 AND 1205.1 AND R303
A. THE MINIMUM NET GLAZED AREA FOR NATURAL LIGHT SHALL NOT BE LESS THAN 8%OF THE FLOOR AREA OF THE ROOM SERVED. CBC SECTION 1205.2
B. THE MINIMUM OPENABLE AREA TO THE OUTDOORS FOR NATURAL VENTILATION SHALL BE 4% OF THE FLOOR AREA BEING VENTILATED. SECTION 1203.4
0.30
NUM
1 SECTIONS, DETAILS &
DOOR/WINDOW SCHEDULE
(N) WINDOW.SEE WINDOW SCHEDULE
(N) DOOR.SEE DOOR SCHEDULE
%2 SLOPE
MATERIAL PER ROOF PLAN
GWB
ROOF UNDERLAYMENT
ROOF SHEATHING
INSULATION PER T24
FIRE BLOCKING
WITHOUT VENT HOLES
GUTTER
FASCIA
AIR SEAL
ROOF JOIST; RE: STRUCTURAL SHEETS
CEILING JOIST; RE: STRUCTURAL SHEETS
WALL PARTITION PER WALL
SCHEDULE RE: FLOOR PLAN
CONC.FOUNDATION
RE: STRUCTURAL SHEETS
VAPOR RETARDER
RE: STRUCTURAL DWGS
CONCRETE PAD;
RE: STRUCTURAL SHEETS
%2 SLOPE
1011 W Second St
5/1/2025
A.F.F.ABOVE FINISHED FLOOR E.D.EDGE DISTANCE OPNG.OPENING
A.F.G.ABOVE FINISHED GRADE EMBED.EMBEDMENT P.L.PROPERTY LINE (OR PARTS LIST)
ARCH.ARCHITECTURAL E.N.EDGE NAILING PSF POUNDS PER SQUARE FOOT
ABV.ABOVE EQ.EQUAL PSI POUNDS PER SQUARE INCH
AEOR ARCHITECTURAL ENGINEER OF RECORD EXC.EXCAVATE P.T.PRESSURE TREATED
BAL.BALANCE EXT.EXTERIOR R RADIUS
BOT BOTTOM F.F.L.FINISHED FLOOR LEVEL RC REINFORCED CONCRETE
B.N.BOUNDRY NAILING FIN.FINISH REBAR REINFORCING BAR
B.O.F.BOTTOM OF FOOTING F.L .FLOOR LEVEL REINF.REINFORCEMENT
B.O.W.BOTTOM OF WALL FRPF.FIREPROOF REQD.REQUIRED
BLK'G BLOCKING FT.FEET SEOR STRUCTURAL ENGINEER OF RECORD
B.L.L.BOTTOM LOWER LAYER G.C.GENERAL CONTRACTOR SOG SLAB ON GROUND
BRG.BEARING GALV.GALVANIZED SPECS.SPECIFICATIONS
BTWN.BETWEEN GYP.GYPSUM SQ. FT.SQUARE FEET
B.U.L.BOTTOM UPPER LAYER H.V.A.C.HEATING, VENTILATION, AND AIR
CONDITIONING SQ. IN.SQUARE INCHES
B.W.L.BRACED WALL LINE HOR.HORIZONTAL SS STAINLESS STEEL
CA COLUMN ABOVE H.R.S.HOT ROLLED STEEL STD.STANDARD
C.C.CENTER TO CENTER I.D.INNER DIAMETER STR.STRUCTURAL
C.L.CENTER LINE IN.INCH TOP&BOT TOP AND BOTTOM
CLG.CEILING INSUL.INSULATION T.O.TOP OF
CLR.CLEARANCE INT.INTERIOR T.O.B.TOP OF BEAM
CMU CONCRETE MASONRY UNIT LVL LAMINATED VENEER LUMBER T.O.C.TOP OF CURB OR TOP OF CONCRETE
CONC.CONCRETE L.FT.LINEAR FEET T.O.F.TOP OF FOOTING
CONNE.CONNECTION L.L.LIVE LOAD T.O.J.TOP OF JOIST
CONT.CONTINUOUS LSL LAMINATED STRAND LUMBER T.O.M.TOP OF MASONRY
DEG.DEGREE MANUF.MANUFACTURER T.O.W.TOP OF WALL
DIA.DIAMETER MAS.MASONRY THICK.THICKNESS
DIM.DIMENSION MATL.MATERIAL TLL.TOP LOWER LAYER
D.F.DOUGLAS FIR MAX.MAXIMUM TYP.TYPE
DOUG. FIR DOUGLAS FIR MM MILIMETER UNO UNLESS NOTIFIED OTHERWISE
D.P.DAMP-PROOFING MIN.MINIMUM V.B.VAPOR BARRIER
DRP DROP N NEW VER.VERTICAL
DWG.DRAWING NOM.NOMINAL V.I.F.VERIFIED IN FIELD
DWGS.DRAWINGS NON-BRG.NON BEARING W/WITH
E EXISTING NOT REQ.NOT REQUIRED W/O WITHOUT
E.N.EDGE NAILING NTS.NOT TO SCALE WL WATER LEVEL
E.W.EACH WAY O.C.ON CENTER WT.WEIGHT
EA.EACH O.D.OUTSIDE DIAMETER
COVER SHEET CS.01
CONSTRUCTION NOTES S0.01
CONSTRUCTION NOTES S0.02
TYPICAL S.O.G AND FOUNDATION
DETAILS S1.01
TYPICAL WOOD DETAILS S1.21
TYPICAL WALL DETAILS S1.22
TYPICAL WOOD DETAILS S1.23
TYPICAL WOOD DETAILS S1.24
CEILING, ROOF & FOUNDATION PLAN S2.03
PROJECT
CLIENT
0'2'4'8'16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
1011 W 2ND ST,
SANTA ANA, CA 92703
INDEX OF DRAWINGS
STATE LOCALTION MAP VICINITY LOCATION MAP
CS.01
COVER SHEET
ABBREVIATION
PROJECT INFORMATION
CLIENT/TENANT:
JUAN GARSIA
STRUCTURAL ENGINEER:
MOHAMMAD JALALPOUR
SAZAN INC.
2610 VISTA DEL ORO,
NEWPORT BEACH, CA 92660
CELL OFFICE: 949-822-1913
CELL PHONE: 4439422153
EMAIL: MJALALPOUR@SAZANINC.COM
PROJECT DESCRIPTION:
1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DESIGN, DRAWINGS AND DETAILS FOR THE DEMOLISHING AND REBUILDING THE EXISTING GARAGE (±401 SF)
LIKE FOR LIKE AND REMOVING THE EXSITING SHED, LOCATED AT 1011 W 2ND ST, SANTA ANA, CA 92703.
2. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE. SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT
AWARE OF, OR WHICH WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE
REQUIRED.
3. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND
CONSULTANTS PRACTICING UNDER SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED OPINIONS ARE BASED ON OUR ENGINEERING
JUDGMENT. SAZAN WILLa NOT BE RESPONSIBLE FOR LATENT DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE.
4. THE DESIGN AND DETAIL OF GUARDRAILS, HANDRAILS AND CHIMNEY ARE NOT INCLUDED IN THIS SCOPE OF WORK.
5. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK.
6. ALL WORK SHALL COMPLY WITH THE 2022 EDITION OF CBC, CRC, CMC, CPC, CEC, CGBSC, CEES, AND ALL AMENDMENTS OF THE CITY OF SANTA ANA AND LOCAL AUTHORITIES
INCLUDING LOCAL ORDINANCE.
7. WATERPROOFING AND WATER DRAINAGE ARE NOT PART OF THIS SCOPE OF WORK.
8. OWNER IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION AND SAZAN TAKES NO LIABILITY FOR THE ACCURACY OF THE PROVIDED INFORMATION.
1
1
1
11/19/2024
EXP. 06-30-2026
1011 W Second St
5/1/2025
1. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICAN CONCRETE INSTITUTE ACI 301
“SPECIFICATIONS FOR STRUCTURAL CONCRETE” AND CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
“MANUAL OF STANDARD PRACTICE.”
2. REINFORCING STEEL FOR FOUNDATIONS, SLABS ON GRADE, AND ELEVATED SLABS SHALL CONFORM TO
ASTM A615/A615M, GRADE 60, UNLESS NOTED OTHERWISE. BARS TO BE WELDED SHALL CONFORM TO
LOW ALLOY ASTM A706/A706M, GRADE 60.
3. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064/A1064M. SPLICE LENGTH
FOR WELDED WIRE REINFORCEMENT SHALL BE AT LEAST 8 INCHES, MEASURED BETWEEN OUTERMOST
CROSS WIRE OF EACH REINFORCEMENT SHEET.
4. ALL REINFORCING STEEL SHALL BE SPLICED AS SPECIFIED ON THESE DRAWINGS. IF NO LOCATION IS
SPECIFIED, LOCATE SPLICES IN AREAS OF MINIMUM STRESS. SPLICE LENGTHS SHALL NOT BE LESS THAN
THE LENGTHS INDICATED ON THESE DRAWINGS.
5. MINIMUM CONCRETE COVER AND CLEARANCES BETWEEN REINFORCING STEEL BARS SHALL BE
SATISFIED AT ALL LOCATIONS INCLUDING SPLICES. THE CLEARANCE BETWEEN THE REINFORCING STEEL
BARS SHALL NOT BE LESS THAT THE GREATER VALUE OF ONE BAR DIAMETER, ONE INCH, AND 4/3 TIMES
THE MAXIMUM SIZE OF THE AGGREGATE. AT COLUMNS AND BEAM, PROVIDE 1 1/2 INCHES OR 1.5 TIMES
THE LARGEST LONGITUDINAL BAR DIAMETER, WHICHEVER IS GREATER. FOR CONSIDERING THE COVER
AND CLEAR DISTANCE IN BUNDLED BARS, TOTAL AREA OF BUNDLE SHALL BE CONSIDERED FOR
CALCULATING EQUIVALENT BAR DIAMETER.
6. CONCRETE COVERAGE FOR REINFORCING STEEL PLACED IN CAST-IN-PLACE CONCRETE SHALL BE AS
TABLE CONCOV-1.
7. IF SPACERS AND CHAIRS ARE RESTING ON EXPOSED CONCRETE SURFACES, THEY SHALL BE PASTIC
COATED OR USE PLASTIC.
8. ELECTRODES UTILIZED IN WELDING OF REINFORCING STEEL, SHALL BE LOW HYDROGEN ELECTRODE
AS SPECIFIED IN AMERICAN WELD SOCIETY AWS D1.4 “STRUCTURAL WELDING CODE - REINFORCING
STEEL.”
9. ALL REINFORCING STEEL SHALL BE BENT COLD AND PRIOR TO PLACING THE BARS. RE-BENDING OF
PREVIOUSLY BENT REINFORCING STEEL IS NOT PERMITTED. BENDING OF REINFORCEMENT IN
PREVIOUSLY CAST CONCRETE IS NOT PERMITTED. OFFSET BARS SHALL BE BENT PRIOR TO PLACEMENT IN
THE FORMS. HOOKING AND WALKING-IN ARE NOT PERMITTED.
10. FIRMLY SECURE ALL REINFORCING STEEL BARS AND WELDED WIRE REINFORCING WHILE PLACING
CONCRETE. WHERE REQUIRED, ADDITIONAL CHAIRS, CONCRETE BLOCKS, STEEL BARS, BOLSTERS, OR
OTHER APPROVED MEANS AND METHODS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH ALL
REQUIRED SUPPORTS FOR ALL REINFORCING.
11. PRIOR TO FINAL INSPECTION, CLEARLY MARK ALL REINFORCING STEEL SO THEIR IDENTIFICATION CAN
BE PROPERLY MADE AT THE TIME OF INSPECTION.
REINFORCING STEEL
1. ALL WOOD OR WOOD BASED MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:
1.1. ALL STRUCTURAL WOOD LUMBERS AND TIMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO
THE REQUIREMENTS OF WWPA OR WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS.
1.2. STRUCTURAL ALL STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR LARCH AND SHALL CONFORM TO
THE REQUIREMENTS OF USDOC PS 1—09 OR MORE RECENT EDITION.
1.3. ALL STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF USDOC PS 2—10 OR MORE
RECENT EDITION.
1.4. ALL STRUCTURAL SAWN LUMBER INCLUDING END-JOINTED OR EDGE-GLUED LUMBER, MACHINE
STRESS-RATED OR MACHINE-EVALUATED LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A
LUMBER GRADING OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION ODY
BODY THAT COMPLIES WITH DOC PS 20-05 OR MORE RECENT EDITION.
1.5. ENGINEERED WOOD RIM BOARDS SHALL CONFORM TO ANSI/APA PRR 410-2021 OR MORE RECENT
EDITION.
2. UNLESS NOTED OTHERWISE, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING
TO THE LATEST EDITION OF NDS FOR THE TABLE FL-1.
3. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.
4. ALL CONNECTORS AND FASTENERS SHALL COMPLY WITH THE APPLICABLE PROVISIONS AND TABLES OF
SECTIONS 2304.10.1 THROUGH 2304.10.7 OF CBC 2022.
5. ALL WOOD AND WOOD BASED MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF AMERICAN
WOOD PROTECTION ASSOCIATION (AWPA) U1 FOR THE USE CATEGORY OF THE COMPONENT.
6. ANY PRESERVATIVE-TREATED WOOD MEMBERS THAT ARE ALTERED, CUT, DRILLED OR NOTCHED ON
THE FIELD, SHALL BE RETREADED AS SPECIFIED BY MANUFACTURER AND APPROVED BY LOCAL
AUTHORITIES. IF NO WRITTEN RECOMMENDATIONS ARE PROVIDED, ALL DRILLED HOLES AND CUT ENDS
NEED TO BE TREATED WITH A PRESERVATIVE, TO CONFORM AMERICAN WOOD PROTECTION ASSOCIATION
(AWPA) STANDARD M4.
7. FASTENERS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED ON THESE DRAWINGS. FASTENERS
SHALL NOT BE PLACED CLOSER THAN THE SPECIFIED EDGE AND END DISTANCES. SPACING OF THE
FASTENERS SHALL BE AS SPECIFIED.
8. FASTENERS HEAD SHALL BE DRIVEN FLUSH WITH THE SURFACES AND SHALL NOT FRACTURE OR
DAMAGE THE LUMBER OR SHEATHING SURFACES.
9. PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK
PORTION OF LAG BOLTS. THREADED CONNECTORS SUCH AS LAG SCREWS AND WOOD SCREWS SHALL BE
INSTALLED BY TURNING WIDTH A WRENCH. HAMMER DRIVEN SCREWS SHALL NOT BE PERMITTED.
10. ALL BOLT HOLES, OTHER THAN LAG BOLT HOLES, SHALL BE DRILLED A MINIMUM OF 1/32" TO A
MAXIMUM OF 1/16" LARGER THAN BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN THE MAIN
MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN. INSPECTOR SHALL VERIFY ALL
HOLES AT JOB SITE
11. PROVIDE LATERAL SUPPORT FOR THE TOP OF INTERIOR NON-BEARING WALLS WHEN MANUFACTURED
TRUSSES ARE USED.
12. ALL ROOF/FLOOR AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED. NAIL GUNS USING "CLIPPED HEAD" OR SINKER
NAILS ARE NOT ACCEPTABLE.
13. ROOF/FLOOR NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES.
14. STUCCO SHEAR WALLS SHALL UTILIZE FURRING, GALVANIZED NAILS (HAVING A MINIMUM 11 GA.,
1-1/2" LONG, 7/16" DIAMETER HEAD, AND FURRED OUT A MIN OF 1/4") TO ATTACH THE LATH TO THE
STUDS. (TABLE 2306.3(3)).
15. SHOP WELDS SHALL BE PERFORMED WITH LICENSED FABRICATORS.
16. STRUCTURAL WOOD SHEAR WALLS SHALL BE COVERED WITH MINIMUM TWO LAYERS GRADE D FELT
UNDERLAY PRIOR TO PLACING FINISH MATERIAL.
17. HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS.
HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALL
FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON
THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.25 IN. BY 3 IN.
BY 3 IN.
18. MAXIMUM MOISTURE CONTENT FOR FRAMING LUMBER INCLUDING PRESERVATIVE-TREATED WOOD
SHALL NOT EXCEED 19% AT THE TIME OF PLYWOOD OR GYPBOARD COVERAGE INSTALLATION.
19. UNLESS NOTED OTHERWISE, FRAMING LUMBER USED FOR COMPLETELY NEW CONSTRUCTIONS SHELL
BE STAMPED AS KILN-DRIED (KD), HEAT TREATED (KD-HT), SURFACE-DRY (S-DRY) LUMBER OR MC-15
LUMBER. (S-DRY) LUMBER SHALL NOT BE PERMITTED TO BE USED IN EXISTING CONSTRUCTION OR FOR
THE NEW CONSTRUCTIONS THAT ARE ATTACHED TO EXISTING CONSTRUCTION.
20. TOP AND BOTTOM PLATES OF WALLS SHALL BE KLIN DRIED FOR BUILDINGS MORE THAN TWO
STORIES.
21.PROVIDE DOUBLE JOISTS OR 4x BEAM GIRDERS UNDER PARALLEL PARTITIONS. STITCH NAIL THE
DOUBLE SWAN JOISTS WITH 16D NAILS SPACED NOT MORE THAN THE LESSER OF JOISTS DEPTH AND 12
IN. NAILS SHALL BE STAGGERED AT THE TOP AND BOTTOM.
22.PROVIDE DOUBLE 2X OR 4X BLOCKING UNDER WALLS OR PARTITIONS PERPENDICULAR TO THE JOISTS.
23.UNO, ALL DISCONTINUOUS WALLS SHALL BE SUPPORTED ON BEAMS, DOUBLE JOISTS OR SOLID
BLOCKING WITH THE WIDTH NOT LESS THAN THE WIDTH OF THE SUPPORTED WALL.
24. ALL WOOD BOLTS AND LAG SCREWS SHALL CONFORM TO REQUIREMENTS OF ANSI/ASME B18.2.1,
WOOD SCREWS SHALL CONFORM TO THE REQUIREMENTS OF ANSI/ASME B18.6.1, AND NAILS SHALL
CONFORM TO THE REQUIREMENTS OF ASTM F1667.
25. ALL NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. UNLESS OTHERWISE NOTED ON
THESE DRAWINGS, ALL NAILS SHALL BE COMMON WIRE NAILS, AND NUMBER OF CONNECTING NAILS AT
EACH LOCATION SHALL NOT BE LESS THAN THE SPECIFIED NUMBERS ON THESE DRAWINGS. ALL NAILS
THAT ARE EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT-DIPPED GALVANIZED COMMON NAILS
THAT CONFORMS TO ASTM A153 CLASS D. NAILS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED IN
TABLE FL-2. NAILS.
26. ALL HORIZONTAL JOINTS OCCURRING IN BRACED / SHEAR WALL PANELS SHALL OCCUR OVER
BLOCKING EQUAL IN SIZE TO THE STUDDING.
27. ALL STEEL BOLT AND RODS SHALL CONFORM TO ASTM A307 OR ASTM F1554 GR. 36. ALL BOLT HOLES
SIZES SHALL INSPECTED AND VERIFIED AT JOB SITE.
28. ALL BOLTS, NUTS, AND LAG SCREWS THAT BEAR ON WOOD MATERIALS SHALL HAVE STANDARD CUT
WASHERS UNDER THE BOLT HEAD AND NUTS. NOT MORE THAN 24 HRS PRIOR TO COVERING THE BOLTS,
ALL BOLTS SHALL BE RETIGHTENED.
29. PROVIDE FULL HEIGHT SOLID BLOCKING AT THE ENDS OF THE SWAN LUMBERS JOISTS, BEAMS AND
RAFTERS ABOVE AND BELOW WALLS. INTERMEDIATE FULL BLOCKING OF THE SWAN LUMBERS SHALL NOT
BE SPACED MORE THAN 8 FT O.C.
30. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITH
SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED
MID-SPAN OF THE JOIST.
31. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITH
SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED 1/3
OF THE SPAN FROM EACH END.
32. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG THE JOISTS WITH
SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT MORE THAN 8 FT
ALONG THE SPAN FROM EACH OTHER.
33. APPROVED METAL BRIDGING THAT HAVE CURRENT ICC ES EVALUATION MAY BE USED INSTEAD OF
SOLID BLOCKING FOR FULL HEIGHT INTERMEDIATE SUPPORTS.
34. DO NOT SUSPEND CEILINGS, SOFFITS, SPRINKLERS, PIPING, MECHANICAL DUCTS, NOR ANY OTHER
ELEMENT FROM 2X4 ROOF FRAMING UNLESS SPECIFICALLY DETAILED.
35. CUTTING, NOTCHING, AND BORING OF WOOD FRAMING MEMBERS SHALL BE IN ACCORDANCE WITH
CBC SECTION 2308.5.9. AND AS SHOWN ON THESE DRAWINGS.
36. FIRE-RETARDANT-TREATED WOOD IS ANY WOOD PRODUCT THAT, WHEN IMPREGNATED WITH
CHEMICALS BY A PRESSURE PROCESS OR OTHER MEANS DURING MANUFACTURE, SHALL HAVE, WHEN
TESTED IN ACCORDANCE WITH ASTM E84 OR UL 723, A LISTED FLAME SPREAD INDEX OF 25 OR LESS AND
SHOW NO EVIDENCE OF SIGNIFICANT PROGRESSIVE COMBUSTION WHEN THE TEST IS CONTINUED FOR
AN ADDITIONAL 20-MINUTE PERIOD. ADDITIONALLY, THE FLAME FRONT SHALL NOT PROGRESS MORE
THAN 10-1/2 FEET BEYOND THE CENTERLINE OF THE BURNERS AT ANY TIME DURING THE TEST.
37. SQUASH BLOCKS WITH THE SAME WIDTH SHALL BE PROVIDED UNDER ALL BEARING POINT LOADS
FROM ABOVE TO THE TOP OF THE TOP PLATES BELOW AT FLOOR LEVELS.
38. LATERAL BRACING OF WEB MEMBERS IN TRUSSES SHALL BE END ON AN EXTERIOR SHEAR/BRACING
WALL.
39. BLOCKING REQUIRED FOR LIGHT FEATURES, CABINETS, HANDRAILS, GUARDRAILS TOWEL BARS OR
OTHER LIGHT ATTACHMENTS ARE NOT SHOWN ON THESE DRAWINGS AND SHALL BE PROVIDED BY GC AS
REQUIRED BASED ON ARCHITECTURAL, AND MEP DRAWINGS.
40. FIREBLOCKS NOT SMALLER THAN 2 IN. NOMINAL SHALL BE PROVIDED TO CUT OFF ALL HORIZONTAL
AND VERTICAL DRAFTS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE
PROVIDED AT STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS, . BETWEEN STAIR
STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING
RUN OF STAIRS, AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOOR.
41. FURRING SHALL BE PROVIDED TO ALIGN SHEAR WALLS WITH ALL OTHER WALLS.
42. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE
INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD.
2x BLK'G SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
43. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
ENGINEERED WOOD PRODUCTS
1. ALL STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBERS AND ORIENTED
STRAND BOARDS SHALL HAVE A CURRENT ICC ES EVALUATION REPORT AND AS A MINIMUM SHALL
CONFORM TO REQUIREMENTS SPECIFIED IN TABLE FL-3 :
2. GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN AMERICAN
INSTITUTE OF TIMBER CONSTRUCTION, ANSI/AITC A 190.1 AND AMERICAN SOCIETY FOR TESTING AND
MATERIALS ASTM D3737.
3. STRUCTURAL GLUED LAMINATED TIMBER SHALL BE MADE OF 1-1/2 IN. DOUGLAS FIR LAMINATION
WITH 24-F COMBINATION AS SPECIFIED IN AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC).
4. UNLESS NOTED OTHERWISE, ALL GLUED LAMINATED TIMBERS SHALL BE GRADE INDUSTRIAL
BAR SIZE
NO.
YIELD STRENGTH OF STEEL
60,000 PSI (420 MPA)
SPLICE LENGTH OR
TENSION DEVELOPMENT
LENGTH (IN.)
LAP SPLICE LENGTH-TENSION
4 30
5 38
6 45
TENSION DEVELOPMENT LENGTH FOR STRAIGHT BAR
4 23
5 28
6 34
TENSION DEVELOPMENT LENGTH FOR:
A. 90° AND 180° STANDARD HOOKS WITH NOT LESS THAN 2
1/2" OF SIDE COVER PERPENDICULAR TO PLANE OF HOOK.
B. 90° STANDARD HOOKS WITH NOT LESS THAN 2" OF
COVER ON THE BAR EXTENSION BEYOND THE HOOK.
4 9
5 11
6 13
TENSION DEVELOPMENT LENGTH FOR BAR WITH 90° OR
180° STANDARD HOOK HAVING LESS COVER THAN
REQUIRED IN ITEMS A AND B.
4 12
5 15
6 18
TABLE CAST-1. CONCRETE MINIMUM MECHANICAL PROPERTIES
LOCATION COMPRESSIVE
STRENGTH (PSI)TYPE
FOOTING 4,500 NORMAL WEIGHT (145 PCF)
SLAB-ON-GROUND 4,500 NORMAL WEIGHT (145 PCF)
ALL OTHER STRUCTURAL ELEMENTS 4,500 NORMAL WEIGHT (145 PCF)
TABLE FUND-1. SOIL PROPERTIES
PARAMETER VALUE UNIT
ALLOWABLE BEARING CAPACITY (D+L)1,500 PSF
FRICTION COEFFICIENT N/A
PASSIVE SOIL RESISTANCE N/A PCF
AT REST SOIL PRESSURE N/A PCF
ACTIVE SOIL PRESSURE N/A PCF
INCREMENTAL SEISMIC PRESSURE N/A PCF
1. ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE,
ACI 301 “SPECIFICATION FOR STRUCTURAL CONCRETE” AND ALL APPLICABLE MODIFICATIONS AS NOTED
IN THE CONTRACT DOCUMENTS OR BY LOCAL AUTHORITIES.
2. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM MECHANICAL PROPERTIES AT 28-DAY, UNLESS
NOTED OTHERWISE IN TABLE CAST-1.
3. UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, CONCRETE MIX
SHALL CONFORM TO THE REQUIREMENTS FOR CONCRETE ASSIGNED TO EXPOSURE CLASSES F1, S2, W0,
AND C1, AS DEFINED IN TABLE 19.3.1.1 OF ACI 318.
4. UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, PORTLAND
CEMENT FOR CONCRETE SHALL CONFORM TO ASTM C150 TYPE V.
5. UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS, WATER CEMENT RATIO (W/cm) SHALL BE
BASED ON THE REQUIREMENTS FOR SPECIFIED EXPOSURES, AND IT SHALL NOT EXCEED 0.45.
6. DETERIORATED OR CONTAMINATED MATERIALS SHALL NOT BE USED IN CONCRETE PRODUCTION.
CONCRETE PRODUCTION INCLUDING EQUIPMENT USED TO MIX; BATCH AND DELIVERY SHALL CONFORM
TO ASTM C94 OR ASTM C685.
7. CONCRETE SHALL BE MOIST CURED FOR AT LEAST 7 DAYS OF PLACEMENT EXCEPT IF APPROVED
ACCELERATED CURING COMPOUND OR HIGH-SOLIDS CURING COMPOUND IS USED.
8. THE CONCRETE MAINTAINED AT A TEMPERATURE OF AT LEAST 50°F DURING THE CURING TIME BUT
NOT LESS THAN 7 DAYS.
9. UNLESS APPROVED BY ARCHITECT, NO CURING COMPOUNDS, SEALERS, HARDENERS, ETC., SHALL BE
ADDED TO OR APPLIED ON CONCRETE RECEIVING FINISHES.
10. AGGREGATE SHALL CONFORM TO ASTM C33 FOR NORMALWEIGHT CONCRETE. NORMALWEIGHT
CONCRETE SHALL HAVE A MINIMUM DRY UNIT WEIGHT OF 145 PCF.
11. MAXIMUM AGGREGATE SIZE FOR FOUNDATION CONCRETE SHALL BE 1-1/2 IN. MAXIMUM AGGREGATE
SIZE FOR OTHER MEMBERS SHALL BE 1 IN. BUT NOT LARGER THAN THE LEAST OF, ¾ THE MINIMUM
CLEAR SPACING BETWEEN REINFORCING STEEL BARS INCLUDING SPLICES AND 1/5 THE NARROWEST
DIMENSIONS BETWEEN SIDE OF THE FORMS.
12. FRESH CONCRETE SLUMP IN FLATWORK SHALL NOT BE MORE THAN 4 INCHES.
13. CONCRETE MIX SHALL BE BASED ON THE REQUIREMENTS STATED IN SECTION 4.2.3 OF ACI 301 FOR
TRIAL MIXTURE OR/AND FIELD EXPERIENCES.
14. UNLESS NOTED OTHERWISE, ALL PREVIOUSLY HARDENED CONCRETE AT CONSTRUCTION JOINT SHALL
BE CLEAN, FREE OF LAITANCE, AND INTENTIONALLY ROUGHENED TO FULL AMPLITUDE OF ¼ IN. PRIOR TO
FRESH CONCRETE PLACEMENT.
15. UNLESS APPROVED BY THE STRUCTURAL ENGINEER, CENTER TO CENTER SPACING OF THE PIPES AND
CONDUITS SHALL NOT BE LESS THAN 3 TIMES THE LARGEST DIAMETER OF PIPES OR CONDUITS, AND
CLEAR SPACING BETWEEN THE EMBEDMENTS SHALL NOT BE LESS THAN 4 IN.
16. EMBEDMENTS PARALLEL TO THE CONSTRUCTION JOINTS SHALL NOT BE PLACED CLOSER THAN
DEVELOPMENT LENGTH OF THE LARGER BAR CROSSING THE CONSTRUCTION JOINT. CROSSING OF THE
CONDUITS SHALL NOT BE PERMITTED.
17. PIPES AND CONDUITS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB, FOUNDATION, AND WALL
THICKNESS OR BEAM AND GIRDER SIDE DIMENSION.
18. SLEEVES SHALL BE PROVIDED FOR PLUMBING AND ELECTRICAL PENETRATIONS AND OPENINGS.
ALUMINUM EMBEDMENTS SHALL BE COATED OR COVERED. NO CONTACT BETWEEN ALUMINUM AND
CONCRETE OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL IS PERMITTED.
19. DO NOT DAMAGE REINFORCING STEEL. WHERE CONFLICT OCCURS BETWEEN REINFORCING STEEL AND
EMBEDMENTS OR SLEEVES LAYOUT, REPOSITION THE SLEEVES OR REINFORCING STEEL. UNLESS
APPROVED BY STRUCTURAL ENGINEER, CORING IS NOT PERMITTED.
20.CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 304. PROPERLY SECURE ALL REINFORCING
STEEL, EMBEDMENT PARTS, PIPES, CONDUITS, ANCHORS, AND OTHER CONCRETE EMBEDMENTS IN
POSITION, PRIOR TO PLACING CONCRETE. REMOVE DEBRIS AND CLEAN REINFORCING STEELS AND FORM
PRIOR TO PLACING CONCRETE.
21.KEYED CONSTRUCTION JOIST SHALL BE PROVIDED AS SHOWN ON THESE DRAWINGS.
22.FORMWORK DESIGN, CONSTRUCTION, AND REMOVAL SHALL BE IN ACCORDANCE WITH ACI 347 AND
ACI 347.2R. CONSTRUCTION LOADS MAY BE GREATER THAN THE SPECIFIED STRUCTURAL LIVE LOADS.
23.GROUT SHALL BE NON-METALLIC, NON-SHRINK AND SHALL ATTAIN A 28-DAY COMPRESSIVE STRENGTH
OF AT LEAST TWICE THE STRENGTH OF THE CONCRETE BEARING ON, BUT NOT LESS THAN 7,000 PSI.
GROUT SHALL NOT CONTAIN CHLORIDES. UNLESS APPROVED BY STRUCTURAL ENGINEER, GROUT
THICKNESS SHALL NOT BE LESS THAN 1 IN. INFORM STRUCTURAL ENGINEER FOR WRITTEN APPROVAL
WHERE GROUT WITH MORE THAN 1 1/2 IN. THICKNESS IS REQUIRED.
24. WHERE LEAN CONCRETE IS SPECIFIED ON THE DRAWINGS, LEAN CONCRETE SHALL CONTAIN A
MINIMUM OF 2 SACKS OF CEMENT PER CUBIC YARD ON CONCRETE.
25. ALUMINUM OR ALUMINUM ALLOY PIPES SHALL NOT BE USED FOR PUMPING AND DELIVERING FRESH
CONCRETE.
26.UNLESS NOTED OTHERWISE BY STRUCTURAL ENGINEER OR CONTRACT DOCUMENTS, AT LEAST TWO
6X12 IN. OR THREE 4X8 IN. CONCRETE SAMPLES SHALL BE MOLDED, FIELD-CURED, AND TESTED IN
ACCORDANCE WITH ASTM C31 AND ASTM C39.
27.CONCRETING IN HOT WEATHER AND COLD WEATHER SHALL BE IN ACCORDANCE WITH ACI 305.1 AND
ACI 306.1 AND ACI 301. ACI 301 SHALL BE CONSIDERED AS GOVERNING DOCUMENT UNLESS NOTE
OTHERWISE ON THE CONTRACT SPECIFICATIONS OR DOCUMENTS.
28.IF ANCHOR BOLTS ARE PLACED IN THE TOP OF A COLUMNS PILE OR PEDESTAL, THE BOLTS SHALL BE
ENCLOSED BY TRANSVERSE REINFORCEMENT THAT ALSO SURROUNDS AT LEAST FOUR LONGITUDINAL
BARS WITHIN THE PILE OR PEDESTAL. THE TRANSVERSE REINFORCEMENT SHALL BE DISTRIBUTED
WITHIN THE TOP 5 IN. OF THE COLUMN OR PEDESTAL AND SHALL CONSIST OF AT LEAST TWO NO. 4 OR
THREE NO. 3 BARS.
29. THE TESTING AGENCY PERFORMING ACCEPTANCE TESTING SHALL COMPLY WITH ASTM C1077.
CAST IN PLACE CONCRETE
FOUNDATIONS
1. NO GEOTECHNICAL REPORT WAS PROVIDED. THE DESIGN OF FOUNDATION IS BASED ON THE DEFAULT
VALUE PROVIDED IN FOUNDATION REQUIREMENTS FOR RESIDENTIAL PROJECTS AND ACCESSORY
STRUCTURES DATED 06/22/2020 BY THE COUNTY OF ORANGE DEPARTMENT OF PUBLIC WORKS. THE
DESIGN OF FOUNDATION IS ALSO BASED ON THE DEFAULT VALUES PROVIDED IN TABLE 1806.2 OF CBC
2022 FOR SOIL CLASS 5 (CL, ML, MH AND CH). SEE TABLE FUND-1 FOR THE DESIGN PARAMETERS
RECOMMENDED BY THE ABOVE REFERENCED DOCUMENT AND WERE CONSIDERED FOR THE FOUNDATION
DESIGN OF THIS PROJECT. A 33% INCREASE FOR BEARING CAPACITY WAS CONSIDERED FOR LOAD
COMBINATIONS INCLUDING WIND OR SEISMIC LOADS.
2. EXTERIOR & INTERIOR FOUNDATIONS SHALL BE CARRIED AT LEAST 24 IN. & 18 IN. INTO FIRM
UNDISTURBED NATURAL OR COMPACTED SOIL UNO ON THE PLANS OR DETAILS.
3. IF A GEOTECHNICAL ENGINEER IS HIRED BY THE OWNER, FOUNDATION, EARTHWORK, AND
EXCAVATION DRAWINGS SHALL BE SUBMITTED TO THE GEOTECHNICAL ENGINEER TO REVIEW AND
APPROVE FOR COMPLIANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS, PRIOR TO
SUBMITTING THE DRAWINGS TO THE CITY FOR PERMIT APPLICATION.
4. EXCAVATION AND STABILITY OF SLOPES ARE NOT PART OF THE DESIGN SCOPE, AND CONTRACTOR
SHALL REMAIN SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING BUT NOT LIMITED
TO LAGGING, SHORING, RESHORING UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.
5. NO CONSTRUCTION, EXPANSION OR COLD JOINTS ARE PERMITTED IN THE FOUNDATIONS AND GRADE
BEAMS, UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS.
6. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE
CONCRETE PLACING.
7. NOTIFY THE OWNER'S REPRESENTATIVE, IF ANY BURIED CONSTRUCTIONS THAT ARE NOT INDICATED
ON THESE DRAWINGS ARE FOUND ON THE CONSTRUCTION SITE. UNLESS SPECIFICALLY SHOWN ON THESE
DRAWINGS, DO NOT DAMAGE ANY EXISTING BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,
FOUNDATIONS, ETC.
8. LOCATE ALL UTILITIES PRIOR TO COMMENCING THE WORK. EXISTING EMBEDDED OR SURFACE
UTILITIES SHALL BE PROTECTED TO REMAIN UNDAMAGED DURING AND AFTER CONSTRUCTION WORK.
9. UNLESS NOTED OTHERWISE, OR REQUIRED BY THE LOCAL AUTHORITIES, REMOVE ABANDONED
FOUNDATIONS, UTILITIES, PIPES, ETC. WHEREVER INTERFERE WITH THE NEW CONSTRUCTION OR
IMPOSE DANGERS.
10. UNLESS NOTED OTHERWISE ON CONTRACTUAL DOCUMENTS, OR REQUIRED BY THE LOCAL
AUTHORITIES, EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE APPROVED REPRESENTATIVE
OF GEOTECHNICAL ENGINEER OR INSPECTORS PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY
THE GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.
11. WHERE EXCAVATION IS CAPABLE OF MAINTAINING A VERTICAL CUT WITHOUT SLOUGHING,
FOUNDATIONS MAY BE CAST DIRECTLY AGAINST EXCAVATIONS PROVIDED. WHERE FOUNDATIONS ARE
CAST AGAINST EARTH, DIMENSIONS OF THE FOUNDATIONS SHALL BE ENLARGED BY AN ADDITIONAL ONE
INCH IN THE DIRECTION OF THE SIDE CAST AGAINST EARTH.
12. CONCRETE SHALL NOT BE PLACED ON FROZEN GRADE. FOUNDATIONS THAT MAY SUBJECT TO
FREEZING TEMPERATURES AFTER FOUNDATION CONSTRUCTION SHALL BE ADEQUATELY PROTECTED FROM
FREEZING.
13. ALL EARTHWORK INCLUDING BUT NOT LIMITED TO EXCAVATION, BACKFILL, AND COMPACTION SHALL
BE DONE IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS STATED IN GEOTECHNICAL
INVESTIGATION REPORT OR THE REQUIREMENTS OF THE CITY OF THE PROJECT.
14. FOUNDATION EXCAVATION, BACKFILLING, AND COMPACTION SHALL BE OBSERVED AND APPROVED BY
THE GEOTECHNICAL ENGINEER OF RECORD, IF APPLICABLE, AND THE GOVERNING AGENCY PRIOR TO
PLACING REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER OF
COMPLIANCE TO THE OWNER.
15. FOR SLOT-CUTTING METHOD OF EXCAVATION, PROVIDE SUPPORTING COMPUTATIONS BY A
REGISTERED GEOTECHNICAL ENGINEER AND A DRAWING SHOWING THE LOCATION OF SLOTS, THEIR
WIDTH AND SEQUENCE OF SLOT CUTS. SLOT CUT TO BE AT LEAST 36" AWAY FROM ANY PROPERTY LINES
AND NOT EXCEED 5 FEET IN DEPTH.
16. TEMPORARY CUT SLOPES SHALL NOT EXCEED RECOMMENDED DEPTH IN THE GEOTECHNICAL
INVESTIGATION REPORT. DO NOT PERMIT ANY PERSON TO DESCEND INTO TRENCHES OR EXCAVATIONS
GREATER THAN FIVE FEET IN DEPTH UNLESS NECESSARY PERMIT FROM STATE OF CALIFORNIA DIVISION
OF INDUSTRIAL SAFETY IS OBTAINED PRIOR TO ISSUANCE OF BUILDING OR GRADING PERMIT.
CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMIT, AND INSTALLATION OF ALL SHORING AND
SHEATHING NECESSARY TO SAFELY RETAIN EARTH BANKS.
17. CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS FROM SURFACE WATER,
GROUNDWATER OR SEEPAGE. DEWATERING SHALL EFFECTIVELY ELIMINATE ANY HYDROSTATIC PRESSURE
ON SHORING. ENSURE THAT CONTAMINATED WATER IS NOT DISPOSED OF IN PUBLIC SEWER OR STORM
DRAIN SYSTEM AND ENSURE THAT DIRTY WATER IS NOT DISPOSED OF INTO PUBLIC RIGHT-OF-WAY.
18. SIDEWALKS OR PAVING IMMEDIATELY ADJACENT TO BUILDING PERIMETER SHALL BE SLOPED TO
PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. LANDSCAPE IRRIGATION IS NOT PERMITTED
WITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED IN PROTECTED
PLANTERS THAT DIRECT DRAINAGE AWAY FROM STRUCTURE AND FOUNDATIONS. DISCHARGE FROM
DOWNSPOUTS, ROOF DRAINS, AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN
FIVE FEET OF BUILDING PERIMETER.
19. UNLESS ADEQUATELY BRACED AND SHORED, RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL
WALLS HAVE ATTAINED FULL DESIGN STRENGTH. FOR PIT WALLS AND BUILDING WALLS BELOW GRADE,
BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ATTACHED FLOORS ARE PLACED, CURED FOR AT
LEAST 7 DAYS, AND HAVE ATTAINED 70% DESIGN STRENGTH. BACKFILL PLACED IMMEDIATELY BEHIND
RETAINING WALLS SHALL BE COMPACTED WITH HAND OPERATED EQUIPMENT.
20. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"
ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.
23. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.
TABLE WIND-1. WIND DESIGN DATA
CASE VALUE
BASIC WIND SPEED 95 MPH
IMPORTANCE FACTOR, Iw 1.0
EXPOSURE CATEGORY B
ENCLOSURE CLASSIFICATION ENCLOSED BUILDING
INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18
WIND BASE SHEAR IN EAST- WEST DIRECTION 4 KIPS
WIND BASE SHEAR IN NORTH- SOUTH DIRECTION 3.4 KIPS
TABLE EQ-1. EARTHQUAKE DESIGN DATA
PARAMETER VALUE
SITE CLASS D-DEFAULT
IMPORTANCE FACTOR, IE 1.0
MAPPED SPECTRAL RESPONSE ACCELERATION, SS 1.295 G
MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.462 G
SITE COEFFICIENT, FA 1.2
SITE COEFFICIENT, FV 1.838
DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS 1.036 G
DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 0.566 G
SEISMIC DESIGN CATEGORY D
RESPONSE MODIFICATION COEFFICIENT (S) OF LIGHT-
FRAME (WOOD), R 6.5
OVERSTRENGTH FACTOR (WOOD), Ω0 3
DEFLECTION AMPLIFICATION FACTOR (WOOD), CD 4
SEISMIC RESPONSE COEFFICIENT, CS 0.159 (LRFD)
SEISMIC BASE SHEAR OF LIGHT- FRAME (WOOD)2.97 KIPS
ANALYSIS PROCDURE ELF PROC.
RESPONSE MODIFICATION COEFFICIENT (S) OF OMF
(STEEL), R
N/A
OVERSTRENGTH FACTOR (STEEL), Ω0 N/A
DEFLECTION AMPLIFICATION FACTOR (STEEL), CD N/A
SEISMIC RESPONSE COEFFICIENT, CS N/A
SEISMIC BASE SHEAR OF OMF (STEEL) N/A
ANALYSIS PROCDURE N/A
TABLE LL-1. MINIMUM LIVE LOAD
RESIDENTIAL AREAS VALUE
PRIVATE ROOMS AND CORRIDORS SERVING THEM 40 PSF
PUBLIC ROOMS 100 PSF
CORRIDORS SERVING PUBLIC ROOMS 100 PSF
UNINHABITABLE ATTICS WITHOUT STORAGE 10 PSF
UNINHABITABLE ATTICS WITH STORAGE 20 PSF
HABITABLE ATTICS AND SLEEPING AREAS 30 PSF
ALL OTHER AREAS 40 PSF
BALCONIES AND DECKS
1.5 TIMES THE LIVE LOAD FOR THE AREA
SERVED. NOT REQUIRED TO EXCEED 100
PSF
ROOFS
ORDINARY FLAT, PITCHED, AND CURVED ROOFS 20 PSF
ROOF AREAS USED FOR OCCUPANTS SAME AS OCCUPANCY SERVED
ROOF AREAS USED FOR ASSEMBLY PURPOSES 100 PSF
1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DRAWINGS FOR THE DEMOLISHING
AND REBUILDING THE EXISTING GARAGE LIKE FOR LIKE, LOCATED AT 1011 W 2ND ST, SANTA ANA, CA
92703.
2. THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE
AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK FOR LATERAL
AND GRAVITY LOADS. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR
CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OF
WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO
THE PROVIDED DOCUMENTS OR CODE COMPLIANCE.
3. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE.
SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICH
WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE
DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED.
4. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL
AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDER
SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED
OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILL NOT BE RESPONSIBLE FOR LATENT
DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE.
5. THE CLIENT IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION, AND
STRUCTURAL ENGINEER DISCLAIMS ANY LIABILITIES FOR DISCREPANCIES BETWEEN THE DOCUMENTS
THEMSELVES OR PROVIDED INFORMATION AND FIELD CONDITIONS.
6. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK.
7. ALL WORK SHALL BE INACCORDANCE WITH THE 2022 EDITION OF CALIFORNIA BUILDING CODE (CBC),
CALIFORNIA RESIDENTIAL CODE (CRC), AND ALL AMENDMENTS OF THE CITY OF THE PROJECT LOCATION
AND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE.
8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS FOR THE OCCUPATIONAL
SAFETY AND HEALTH ADMINISTRATION (OSHA) OF PROJECT STATE AND ALL APPLICABLE LOCAL CODES
AND ORDINANCES. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFTEY OF PERSONEL AND
JOBSITE OF THIS CONTRACT DURING THE CONSTRUCTION. ENGINEER AND THE OWNER SHALL REMAIN
HARMLESS FROM ANY AND ALL LIABILITIES OF THE CONSTRUCTION WORK.
9. THE JURISDICTION PERMIT SET SHALL NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING THE
WORK PRIOR TO ACQUIRING THE JURISDICTION’S PERMIT. SAZAN SHALL HAVE NO LIABILITY OR
RESPONSIBILITY FOR THE SAFETY, AND/OR COSTS OF ANY CONSTRUCTION THAT IS PERFORMED PRIOR
TO ACQUIRING THE JURISDICTION’S PERMIT. FAILURE TO OBTAIN A BUILDING PERMIT IS A VIOLATION OF
CONTRACTORS LICENSE LAW. CONSTRUCTION PERFORMED WITHOUT A PERMIT CAN EXPOSE A
HOMEOWNER TO ADDITIONAL LIABILITY AND COSTS.
10. CONSTRUCTION DOCUMENTS IDENTIFIED AS BID SET OR ISSUED FOR PERMIT ON ANY OR ALL SHEETS
ARE SUBJECTED TO REVIEW AND APPROVAL BY BUILDING OFFICIALS. THIS REVIEW MAY RESULT CHANGES
TO THE DOCUMENTS. DRAWING SETS/SHEETS THAT ARE NOT APPROVED BY BUILDING OFFICIALS SHALL
NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING ANY PREPARATION WORK. THESE DOCUMENTS
ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL CONSTRUCTION DOCUMENTS AND THEY
SHALL NOT IN ANY WAY BE USED AS SUCH.
11. DESIGN OF HANDRAILS AND GUARDRAILS ARE NOT INCLUDED WITH THIS SCOPE OF WORK.
12. ALL GUARDRAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A LATERAL POINT LOAD OF 200
POUNDS APPLIED HORIZONTALLY AT RIGHT ANGLES, AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS
REQUIRED AT 3-STORY AND MULTI-FAMILY.
13. THESE DRAWINGS ARE PROVIDED SPECIFICALLY FOR THE PROJECT LISTED ON THE TITLE BLOCK AND
ANY REUSE OR REPRODUCE OF THE DRAWINGS AND DETAILS AS A WHOLE, OR A PART ARE STRICTLY
PROHIBITED UNLESS A WRITTEN APPROVAL FROM THE ENGINEER IS ISSUED.
14. CONTRACTOR SHALL COORDINATE FOR ALL INSPECTIONS AND SPECIAL INSPECTIONS THAT ARE
REQUIRED BY LOCAL AUTHORITIES FOR THE WORK. ALL REPORTS SHALL BE SUBMITTED TO THE OWNER
AND ENGINEERS PRIOR TO THE CONCLUDING OF THE WORK. ALL REPORTED DEFICIENCIES IDENTIFIED BY
THE STRUCTURAL OBSERVER SHALL BE REPAIRED AT NO COSTS TO THE OWNER OR ENGINEERS PRIOR TO
CONCLUSION OF WORK.
15. ALL DIMENSIONS SHALL BE VERIFIED IN FIELD PRIOR TO COMMENCEMENT OF WORK. ANY
DISCREPANCIES BETWEEN THE DIMENSION SHOWN ON THESE DRAWINGS AND CIVIL DRAWINGS,
ARCHITECTURAL DRAWINGS OR FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER. ALL
OPENINGS' LAYOUT, EMBEDMENTS, SLEEVES, AND PENETRATIONS FOR ARCHITECTURAL, MECHANICAL,
AND ELECTRICAL ATTACHMENTS SHALL BE VERIFIED PRIOR TO PERFORMING THE WORK. NO WORK SHALL
BE PERFORMED UNTIL THE DISCREPANCIES ARE RESOLVED.
16. REVIEW ALL CONTRACT DOCUMENTS FOR THE SCOPE OF WORK AND CONTRACTOR MINIMUM
RESPONSIBILITIES. PROJECT DOCUMENTS INCLUDE INFORMATION REQUIRED TO CONVEY THE DESIGN
INTENT. NOTIFY THE ENGINEER PRIOR TO COMMENCING OF THE WORK, IF ANY CLARIFICATIONS OF THE
DESIGN ARE NEEDED.
17. THE DRAWINGS SHALL NOT BE SCALED. SPECIFIC DIMENSIONS SHOWN ON THE DRAWINGS, TAKE
PRECEDENCE OVER THE SCALED DRAWINGS.
18. CONTRACTOR SHALL SCHEDULING SEQUENCE OF ALL WORK AND SUBCONTRACTORS' PLANS AND
COORDINATE ALL WORK AND MAINTAIN CLEAN PATHS FOR ALL CODE REQUIRED EXITS AT ALL THE
PHASES OF CONSTRUCTION. THE SCHEDULE SHALL BE APPROVED BY THE OWNER AND
ARCHITECT-ENGINEER OF THE RECORD PRIOR TO COMMENCING THE WORK.
19. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITH
THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE
REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION.
20. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY SEOR.
21.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE INSTRUCTIONS OR
REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT
THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. DETAILS ON SHEETS TITLED
“TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR
TO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY
OCCUR.
22. TYPICAL AND SIMILAR DETAILS SHALL BE CONSIDERED WHERE THE CONDITIONS ARE NOT
SPECIFICALLY DETAILED. RESPONSIBILITIES OF THE CONTRACTOR INCLUDE UNDERSTANDING THE
EXTENT OF THE TYPICAL DETAILS AND THEIR APPLICATION PRIOR TO PERFORMING WORK.
23.SPECIFIC NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL
DETAILS. IF CONFLICT OCCURS BETWEEN THE CONTRACT DRAWINGS AND THE PROJECT MANUAL,
IMMEDIATELY NOTIFY ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION. NO WORK SHALL BE
PERFORMED IN THE AREA OF QUESTION TILL THE CONFLICT IS RESOLVED.
24. THE STABILITY, AND INTEGRITY OF THE STRUCTURE ARE VERIFIED AS A WHOLE. PROJECT
DOCUMENTS DO NOT INDICATE MEANS AND METHODS OF THE CONSTRUCTION. CONTRACTOR SHALL
TAKE REQUIRED MEASURES TO ENSURE THE STABILITY AND INTEGRITY OF THE STRUCTURE
CONSIDERING ALL FIELD CONDITIONS. NEW COMPONENTS THAT ARE ADDED FOR STABILITY AND ARE
NOT PART OF THE FINAL CONSTRUCTION SHALL BE REMOVED PRIOR TO CONCLUDING THE WORK.
25.DURIG THE CONSTRUCTION, ALL TEMPORARY BRACING ELEMENTS REQUIRED TO RESIST WIND,
SEISMIC, SOIL PRESSURE OR OTHER LATERAL LOADS, SHALL BE MAINTAINED UNTIL THE MAIN LATERAL
FORCE RESISTING SYSTEMS OF THE BUILDING AND THEIR CONNECTIONS ARE COMPLETED. PROJECT
OBSERVATION PROGRAMS AND VISITS PERFORMED BY ENGINEERS AND INSPECTORS SHALL NOT BE
CONSIDERED AS APPROVAL OF CONSTRUCTION MEANS AND METHODS. STRUCTURAL OBSERVATIONS DO
NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL
NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION.
26.CONTRACTOR IS SOLELY RESPONSIBLE FOR PROTECTION OF ALL STRUCTURAL, NONSTRUCTURAL,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE OWNER.
27. ALL MODIFICATIONS AND SUBSTITUTIONS SHALL BE SUBMITTED FOR APPROVAL.
28. THE CONTRACTOR SHALL VERIFY EXISTING CONCEALED AND VISIBLE CONDITIONS AND SHALL MAKE
NECESSARY ADJUSTMENTS TO THE SYSTEMS AND COSTS DUE TO ACTUAL FIELD CONDITIONS. UNLESS
SPECIFICALLY APPROVED BY THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF THE RECORD,
AFTER AWARDING THE PROJECT, NO ADDITIONAL COSTS TO THE OWNER OR ENGINEER ARE ACCEPTED
DUE TO FIELD CONDITIONS.
29.STRUCTURAL DESIGN CAPACITIES PROVIDED ON THESE DRAWINGS ARE APPLICABLE AFTER THE ALL
ELEMENTS AND THEIR CONNECTIONS ARE CONSTRUCTED AND FULLY CURED. WHERE CONSTRUCTION
MATERIALS ARE PLACED ON CONSTRUCTED FLOORS AND ROOFS, MATERIALS SHALL BE DISTRIBUTED
SUCH THAT THE DESIGN LIVE LOAD PER SQUARE FOOT IS NOT EXCEEDED AT ANY LOCATIONS.
30.EQUIPMENT ANCHORAGE TO THE STRUCTURE SHALL BE PROVIDED BY MANUFACTURER IN
ACCORDANCE WITH STATE AND CITY CODES.
31.BRACING SYSTEMS USED FOR ATTACHMENTS SHALL HAVE CURRENT APPROVAL DOCUMENTS AND
EVALUATION REPORT, WHICH CONFORM TO THE GOVERNING CODE, AND AUTHORITY REQUIREMENTS.
32.SUSPENDED EQUIPMENT SHALL BE SECURED WITH APPROVED LATERAL BRACING SYSTEM HAVING
CURRENT APPROVAL DOCUMENTS AND EVALUATION REPORT.
33.UNLESS NOTES OTHERWISE, LOADS FROM ELECTRICAL, MECHANICAL, AND PLUMBING ATTACHMENTS
SHALL BE SUPPORTED BY STRUCTURAL BEAMS.
34.INSTALL ALL MATERIALS AND PRODUCTS SPECIFIED OR SHOWN IN THESE DRAWINGS IN STRICT
CONFORMANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS.
35.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS
LAYOUT OF DOOR AND WINDOW OPENINGS IN STRUCTURAL WALLS, LOCATION AND EXTENT OF
EXTERIOR WALL SYSTEM, LOCATION AND EXTENT OF NON-BEARING CMU WALLS AND LAYOUT OF
OPENINGS THEREIN, LAYOUT OF SLOPES, CONCRETE CURBS, DEPRESSIONS, CHANGES IN LEVEL,
CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS, LAYOUT OF OPENINGS IN FLOORS AND ROOF
AND SLAB EDGES,FRAMING, LAYOUT AND DETAILS STAIR SIZE AND LOCATION.
36.REFER TO ELECTRICAL, MECHANICAL, PLUMBING DRAWINGS FOR LOCATION AND SIZE OF PIPE
SLEEVES, TRENCHES, AND OPENINGS THROUGH WALLS AND SLABS FOR DUCTWORK, LAYOUT, LOCATIONS
AND EXTENT OF ANCHORAGE OF PIPING, ELECTRICAL CONDUITS AND DUCTWORK, TO STRUCTURE,
LAYOUT, LOCATIONS, AND EXTENT OF EQUIPMENT ANCHORAGE TO STRUCTURE, EQUIPMENT PADS, AND
REQUIREMENT WEIGHTS, LAYOUT, LOCATIONS, AND EXTENT OF ELECTRICAL CONDUITS, OUTLETS, AND
BOXES IN CONCRETE SLABS AND WALLS.
37.UNLESS APPROVED BY THE ENGINEER, NO OPENING, HOLES, CUTS OR DISCONTINUITIES NOT SHOWN
ON THE STRUCTURAL DRAWINGS AND EXTENDING INTO OR THROUGH STRUCTURAL ELEMENTS SHALL BE
PERMITTED. ADDITIONAL DETAILING MAY BE REQUIRED AT THESE LOCATIONS.
38. ANY MODIFICATION TO THESE DRAWINGS OR DETAILS WITHOUT A WRITTEN APPROVAL FROM THE
ENGINEER SHALL VOID THE ENGINEER’S RESPONSIBILITY FOR THE WHOLE STRUCTURE. IF ANY
MODIFICATIONS ARE REQUIRED, IT SHALL BE REPORTED TO THE ENGINEER AND SHALL BE APPROVED
PRIOR TO PERFORMING THE WORK.
39.DESIGN DATA
DESIGN OF THE STRUCTURE IS IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE, 2022.
UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE DESIGN LOADS ARE AS TABLE LL-1.
RESIDENTIAL AREAS
RISK CATEGORY = II
CODE LEVEL WIND DESIGN DATA ARE AS TABLE WIND-1.
CODE LEVEL EARTHQUAKE DESIGN DATA ARE AS TABLE EQ-1.
GENERAL NOTES
1 1/2"
LAP SPLICE LENGTH
db
GA
P
S
H
A
L
L
N
O
T
E
X
C
E
E
D
TH
E
S
M
A
L
L
E
R
O
F
1
/
2
LA
P
L
E
N
G
T
H
A
N
D
6
"
REINFORCEMENT AS REQD.CONCRETE
NOTE:
BARS ARE REPMITTED TO BE IN CONTACT WITH EACH OTHER
DE
V
E
L
O
P
M
E
N
T
L
E
N
G
T
H
PE
R
T
A
B
L
E
SURFACE OF CONCRETE OR
SECTION FROM WHICH
DEVELOPMENT LENGTH IS
MEASURED
CO
V
E
R
O
N
B
A
R
E
X
T
E
N
T
I
O
N
FO
R
9
0
°
H
O
O
K
A
SECTION A
SIDE COVER
FOR 90° AND
180° HOOK
DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION
90° HOOK
db
12
d
b
EX
T
E
N
S
I
O
N
6d
b B
E
N
D
DI
A
.
180° HOOK
db
6d
b B
E
N
D
DI
A
.
2 1/2", BUT NOT
LESS THAN 4db EXTENSION
HOOKS FOR REINFORCEMENT
IN WALLS AND FOUNDATIONS
90° HOOK
db
12
d
b
EX
T
E
N
S
I
O
N
4d
b B
E
N
D
DI
A
.
135° HOOK
db
4d
b B
E
N
D
DI
A
.
6db
EXTEN
S
I
O
N
HOOKS FOR STIRRUPS IN
LINTELS
FIGURE STANDARD HOOKS
FRAMING LUMBER AND ENGINEERED WOOD PRODUCT
TABLE CONCOV-1. CONCRETE COVERAGE
LOCATION VALUE
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO
EARTH
3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
NO. 6 THROUGH NO. 18 BARS
NO. 5 BARS, W31 OR D31 WIRE, AND SMALLER
2"
1 1/2"
CONCRETE NOT EXPOSED WEATHER OR IN CONTACT WITH
GROUND:
SLAB, WALL, JOIST:
NO. 14 AND NO. 18 BARS
NO. 11 BARS AND SMALLER (*)
BEAMS AND COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS
SLAB-ON-GRADE
1 1/2"
1"
1 1/2"
AT ONE-THIRD OF THE SLAB THICKNESS
FROM THE TOP SIDE
(*) CONCRETE COVER FOR THESE MEMBERS MAY NOT BE ADEQUATE FOR 2 HOURS OF FIRE RATING
PROJECT
CLIENT
0' 2' 4' 8' 16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S0.01
CONSTRUCTION NOTES
DATE. 12/21/2023
EXP. 06-30-2024
1011 W Second St
5/1/2025
APPEARANCE GRADE WITH MOISTURE CONTENT BETWEEN 7-14 PERCENT.
5. ALL FABRICATIONS SHALL BE IN ACCORDANCE WITH AITC A190 AND PERFORMED WITH A CERTIFIED
FABRICATOR AS PER AITC.
6. GLUED-LAMINATED TIMBERS SHALL HAVE INSPECTION CERTIFICATE AT NO COST TO THE OWNER, OR
ENGINEER. A COPY OF THE INSPECTION CERTIFICATE SHALL BE SUBMITTED TO THE BUILDING OFFICIALS,
AEOR AND SEOR.
7. UNLESS NOTED OTHERWISE, GLUE LAMINATED TIMERS SHALL NOT HAVE ANY CAMBERS.
8. ENGINEERED STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, DRILLED, OR ALTERED EXCEPT AS
PERMITTED BY THE MANUFACTURER'S WRITTEN RECOMMENDATIONS AND AS SPECIFICALLY SHOWN ON
THESE DRAWINGS, WHICHEVER IS MORE STRICTER.
TABLE FL-2. NAIL PROPERTIES SCHEDULE
DESIGNATION LENGTH (IN.) WIRE DIAMETER (IN.) HEAD DIAMETER (IN.)
6d 2 0.113 0.266
8d 2-1/2 0.131 0.281
10d 3 0.148 0.312
12d 3-1/4 0.148 0.312
16d 3-1/2 0.162 0.344
20d 4 0.192 0.406
30d 4-1/2 0.207 0.438
40d 5 0.225 0.469
50d 5-1/2 0.244 0.5
60d 6 0.263 0.531
TABLE FL-3. STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBER
MEMBER Fb (PSI)Fv (PSI)E (x106 PSI)
PSL (2.2E)PARALLAM 2900 290 2.2
LVL (2.0E)MICROLLAM LVL 2900 285 2.0
GLB 24F-V4 DF/DF GLB 2400 265 1.8
LSL TIMBERSTRAND 2325 310 1.55
TABLE FL-1. REQUIRED GRADE FOR STRUCTURAL WOOD MEMBERS: ALL STRUCTURAL WOOD
MEMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE REQUIREMENTS OF WWPA OR
WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS
JOIST
2x8 & LARGER NO.2 OR BETTER
3x NO.1
STUD
2x4 NO.2 OR BETTER
2x6 NO.2 OR BETTER
PLATE
2x OR 3X NO.2 OR BETTER
POST
4x10 & SMALLER NO.2
4x12 & LARGER NO.1
6x & 8x NO.1
BEAM & STRINGERS & HDR
4x10 & SMALLER NO.2
4x12 & LARGER NO.1
6x & 8x NO.1
1. STRUCTURAL OBSERVATION IS REQUIRED FOR THIS PROJECT IN ACCORDANCE WITH SECTION 1704.6
OF THE CBC 2022. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL
SYSTEM BY A LICENSED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED
CONSTRUCTION DOCUMENTS.
2. STRUCTURAL OBSERVATIONS DO NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE
CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSIDERED AS SUPERVISION OF
CONSTRUCTION.
3. THE OWNER OR QWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN
THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL
OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF
THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT
AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW
SCHEDULING OF THE REQUIRED OBSERVATIONS.
4. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE REQUIRED
INSPECTIONS BY THE CITY OF LEMON GROVE.
5. THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL
OBSERVATION SITE VISITS, AND TO ISSUE ALL STRUCTURAL OBSERVATION REPORTS.
6. THE STRUCTURAL OBSERVER SHALL PREPARE A STRUCTURAL OBSERVATION REPORT FOR EACH
STAGE OF CONSTRUCTION OBSERVED. THE CITY OF LEMON GROVE STRUCTURAL OBSERVATION
REPORT” FORM, OR A SIMILARLY FORMATTED REPORT, SHALL BE USED FOR ALL STRUCTURAL
OBSERVATION REPORT.
7. IF THE CITY’S FORM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL OBSERVER’S LETTERHEAD,
STATE SITE ADDRESS, PLAN CHECK & PERMIT NUMBERS, STAGES & ELEMENTS OBSERVED, DATE
OBSERVED, & COMPLETE CONTACT INFORMATION FOR STRUCTURAL OBSERVER.
8. ALL STRUCTURAL OBSERVATION REPORTS, REGARDLESS OF FORM USED, SHALL INCLUDE THE
LICENSE STAMP & SIGNATURE OF THE STRUCTURAL OBSERVER RESPONSIBLE FOR THE PROJECT.
9. EACH STRUCTURAL OBSERVATION REPORT SHALL BE GIVEN TO THE OWNER OR OWNER’S
REPRESENTATIVE, PROJECT CONTRACTOR, AND THE BUILDING INSPECTOR.
10. THE CONTRACTOR SHALL RESOLVE ALL DEFICIENCIES & THE FINAL STRUCTURAL OBSERVATION
REPORT ISSUED PRIOR TO FINAL INSPECTION OR ACCEPTANCE OF STRUCTURAL WORK BY THE
BUILDING INSPECTOR.
11. THE FINAL STRUCTURAL OBSERVATION REPORT SHALL STATE THAT THE STRUCTURAL SYSTEM
CONFORMS TO THE APPROVED CONSTRUCTION DOCUMENTS & THAT ALL PREVIOUSLY OBSERVED
DEFICIENCIES HAVE BEEN CORRECTED.
12. FINAL INSPECTION OR OTHER ACCEPTANCE OF THE STRUCTURAL SYSTEM BY THE CHIEF BUILDING
OFFICIAL, OR DESIGNEE, WILL NOT OCCUR UNTIL THE FINAL STRUCTURAL OBSERVATION REPORT IS
RECEIVED.
13. THE LICENSED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL PREPARE ALL CONSTRUCTION
DOCUMENT CHANGES RELATING TO THE STRUCTURAL SYSTEMS. REVIEW & APPROVAL OF SUCH
CHANGES BY THE CHIEF BUILDING OFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THE DESIGN
PROFESSIONAL AND/OR CONTRACTOR PRIOR TO INSTALLATION AND/OR CONSTRUCTION OF SAID
CHANGES.
1. AN APPROVED AGENCY, RETAINED BY OWNER AND SATISFACTORY TO STRUCTURAL ENGINEER AND
GOVERNING CODE AUTHORITIES, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BY
THE CONTRACT AND APPLICABLE CODE. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION
TO THE INSPECTIONS REQUIRED BY CBC SECTION 110 “INSPECTIONS”.
2. APPROVED AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND TESTS AND SHALL
FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY AND
THE STRUCTURAL ENGINEER. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTED
WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION. IF NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF
THE GOVERNING CODE AUTHORITY AND THE STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF
THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS,
AND CORRECTION OF DISCREPANCIES, SHALL BE SUBMITTED UPON COMPLETION OF THAT PHASE OF
WORK.
3. WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR
ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR’S SHOP, SPECIAL INSPECTION
OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION. SPECIAL INSPECTIONS
DURING FABRICATION ARE NOT REQUIRED WHERE WORK IS DONE ON THE PREMISES OF A
FABRICATOR REGISTERED AND APPROVED BY THE GOVERNING CODE AUTHORITY TO PERFORM SUCH
WORK WITHOUT SPECIAL INSPECTION. FABRICATOR APPROVAL SHALL BE IN ACCORDANCE TO CBC
SECTION 1704.2.5.1. ACCORDING TO 1704A.2.5.1 FABRICATOR APPROVAL IS NOT PERMITTED BY
DSA-SS, DSA-SS/CC, OR OSHPD.
4. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE
RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A WIND OR SEISMIC FORCE-RESISTING
COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE GOVERNING CODE AUTHORITY AND THE OWNER PRIOR TO
THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR’S STATEMENT OF
RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL
REQUIREMENTS OF INSPECTION.
5. CONTRACTOR SHALL SUBMIT MATERIAL CERTIFICATION OR LABORATORY TEST REPORTS CERTIFYING
MATERIALS ARE OF IDENTIFIABLE TESTED STOCK, COMPLYING WITH PROJECT SPECIFICATIONS, TO
OWNER, APPROVED AGENCY, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE
AUTHORITY. IF LABORATORY TEST REPORTS CANNOT BE MADE AVAILABLE, APPROVED AGENCY WILL
PERFORM TESTS AS DIRECTED BY STRUCTURAL ENGINEER. CONTRACTOR SHALL PAY FOR COSTS
RELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALS, MATERIALS FURNISHED
WITHOUT LABORATORY TEST REPORTS, MATERIALS FOUND DEFICIENT AFTER INITIAL TESTS AND
INSPECTIONS, AND/OR MATERIALS REPLACING DEFICIENT MATERIALS.
6. APPROVED AGENCY SHALL SUBMIT MATERIAL TEST REPORTS INDICATING WHETHER TESTED
MATERIALS ARE IN COMPLIANCE OR NONCOMPLIANCE WITH CONTRACT DOCUMENTS TO OWNER,
CONTRACTOR, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY.
7. APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CBC SECTION 1705,
SECTION 1705A “REQUIRED SPECIAL INSPECTIONS AND TESTS”AND WITH THESE DRAWINGS FOR THE
FOLLOWING WORK. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL TEST AND INSPECTION
REQUIREMENTS.
7.1. SOILS: SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL
PLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED IN ACCORDANCE WITH
TABLE 1. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS
SHALL BE USED TO DETERMINE COMPLIANCE.
7.1.1. DURING FILL PLACEMENT THE APPROVED AGENCY SHALL VERIFY THAT PROPER MATERIALS
AND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED
GEOTECHNICAL REPORT.
8. APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE IN ACCORDANCE
WITH CBC SECTION 1705.12 FOR THE FOLLOWING WORK.
8.1. STRUCTURAL WOOD: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING
OPERATIONS OF ELEMENTS OF THE SFRS.
8.1.1. PERIODIC INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
FASTENING OF ELEMENTS OF THE SFRS, INCLUDING WOOD SHEAR WALLS, WOOD
DIAPHRAGMS, DRAG-STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS.
8.1.2. SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND
DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO
OTHER COMPONENTS OF THE SFRS, WHERE FASTENER SPACING IS OF THE SHEATHING AT
EDGES OR BOUNDARIES IS 4 IN. OR LESS.
8.2. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR COLD-FORMED STEEL LIGHT-FRAME SHEAR
WALLS AND DIAPHRAGMS, INCLUDING SCREW INSTALLATION, BOLTING, ANCHORING AND
OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE-RESISTING SYSTEM, WHERE
EITHER OF THE FOLLOWING APPLIES:
8.2.1. THE SHEATHING IS GYPSUM BOARD OR FIBERBOARD.
8.2.2. THE SHEATHING IS WOOD STRUCTURAL PANEL OR STEEL SHEETS ON ONLY ONE SIDE OF
THE SHEAR WALL, SHEAR PANEL OR DIAPHRAGM ASSEMBLY AND THE FASTENER SPACINGS
AT THE EDGES ARE 4 IN. OR LESS.
8.3. ARCHITECTURAL COMPONENTS: PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE
ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING
WALLS AND INTERIOR AND EXTERIOR VENEER.
8.3.1. PERIODIC SPECIAL INSPECTION IS NOT REQUIRED FOR THE FOLLOWING:
8.3.2. EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR AND
EXTERIOR VENEER 30 FEET OR LESS IN HEIGHT ABOVE GRADE OR WALKING SURFACE.
8.3.3. EXTERIOR CLADDING AND INTERIOR AND EXTERIOR VENEER WEIGHING 5 PSF OR LESS.
8.3.4. INTERIOR NONBEARING WALLS WEIGHING 15 PSF OR LESS.
9. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED
TO RESIST SUSTAINED TENSION LOADS, SHOTCRETE PLACEMENT, CONCRETE STRENGTH f'c > 2500psi,
SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, HIGH LOAD DIAPHRAGMS,
SPECIAL MOMENT-RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATION.
10. SPECIAL INSPECTORS OR INSPECTION AGENCIES SHALL SUBMIT A SIGNED FINAL REPORT TO THE
BUILDING DIVISION STATING THAT ALL ITEMS REQUIRING SPECIAL INSPECTION AND TESTING WERE
FULFILLED AND REPORTED AND, TO THE BEST OF THEIR KNOWLEDGE, IN CONFORMANCE WITH THE
APPROVED DESIGN DRAWINGS, SPECIFICATIONS, APPROVED CHANGE ORDERS AND THE APPLICABLE
PROVISIONS OF THE CBC ITEMS NOT IN CONFORMANCE, UNRESOLVED ITEMS OR ANY DISCREPANCIES
IN INSPECTION COVERAGE (I.E. MISSED INSPECTIONS, PERIODIC INSPECTIONS WHEN CONTINUOUS
WAS REQUIRED, ETC.) SHOULD BE SPECIFICALLY ITEMIZED IN THIS REPORT. ALTERNATE FORMS MAY
BE APPROVED BY THE BUILDING OFFICIALS. THE FINAL REPORT SHALL BE SUBMITTED AT THE SITE
WITHIN SEVEN (7) DAYS OF COMPLETION OF THE JOB.
11. EMPLOYMENT OF SPECIAL INSPECTION IS THE DIRECT RESPONSIBILITY OF THE OWNER, OR THE
ENGINEER/ARCHITECT OF RECORD ACTING AS THE OWNER'S REPRESENTATIVE. SPECIAL INSPECTOR
SHALL BE ONE OF THOSE AS PRESCRIBED IN SEC. 1704.
STRUCTURAL OBSERVATION
SPECIAL INSPECTIONWALL
STUD TO STUD (NOT AT BRACED WALL PANELS)16d COMMON 24” O.C. FACE NAIL
STUD TO STUD AND ABUTTING STUDS AT INTERSECTING
WALL CORNERS (AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL
BUILT-UP HEADER 16d COMMON 16” O.C. EACH EDGE, FACE NAIL
CONTINUOUS HEADER TO STUD 4-8d COMMON TOENAIL
TOP PLATE TO TOP PLATE 16d COMMON 16” O.C. FACE NAIL
TOP PLATE TO TOP PLATE, AT END JOINTS 8-16d COMMON
EACH SIDE OF END JOINT, FACE
NAIL (MIN 24” LAP SPLICE
LENGTH EACH SIDE OF END JOINT)
BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL
BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING AT BRACED WALL PANELS 2-16d COMMON 16” O.C. FACE NAIL
STUD TO TOP OR BOTTOM PLATE 4-8d COMMON TOENAIL
TOP OR BOTTOM PLATE TO STUD 2-16d COMMON END NAIL
TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16d COMMON FACE NAIL
1” BRACE TO EACH STUD AND PLATE 2-8d COMMON FACE NAIL
1”X6” SHEATHING TO EACH BEARING 2-8d COMMON FACE NAIL
1”8” AND WIDER SHEATHING TO EACH BEARING 3-8d COMMON FACE NAIL
FLOOR
JOIST TO SILL, TOP PLATE, OR GIRDER 3-8d COMMON TOENAIL
RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,
SILL OR OTHER FRAMING BELOW 8d COMMON 6” O.C., TOENAIL
1”X6” SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON FACE NAIL
2” SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON FACE NAIL
2” PLANK 2-16d COMMON EACH BEARING, FACE NAIL
BUILT UP GIRDERS AND BEAMS,
2” LUMBER LAYERS
20d COMMON
32” O.C. FACE NAIL AT TOP AND
BOTTOM STAGGERED ON
OPPOSITE SIDES
2-20d COMMON ENDS AND AT EACH SPLICE, FACE
NAIL
LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 3-16d COMMON EACH JOIST OR RAFTER, FACE NAIL
JOIST TO BAND JOIST OR RIM JOIST 3-16d COMMON END NAIL
BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8d COMMON EACH END, TOENAIL
2022 CBC TABLE 2304.10.2 - FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE
OF FASTENER
SPACING AND
LOCATION
ROOF
BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR
TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW 3 - 8d COMMON TOENAIL EACH END
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE
WALL TOP PLATE, TO RAFTER OR TRUSS
2 - 8d COMMON TOENAIL EACH END
2-16d COMMON END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER 16d COMMON
@6"O.C.FACE NAIL
CEILING JOISTS TO TOP PLATE 3-8d COMMON TOENAIL EACH JOIST
CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUST) (TABLE AND
SECTION2308.7.3.1)
3-16d COMMON FACE NAIL
CEILING JOISTS ATTACHED TO PARALLEL RAFTER (HEEL
JOINT) (TABLE AND SECTION2308.7.3.1)7-16d COMMON FACE NAIL
COLLAR TIE TO RAFTER 3-10d COMMON FACE NAIL
RAFTER OR ROOF TRUSS TO TOP PLATE
(TABLE AND SECTION 2308.7.5)3-10d COMMON TOENAIL (C)
ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR
ROOF RAFTER TO 2” RIDGE BEAM
2-16d COMMON END NAIL
3-10d COMMON TOENAIL
Structural Observation Program
Designation of Structural Observation
PROJECT ADDRESS: _________________________________________ PERMIT APPL. NO.__________
Description of Work: ____________________________________________________________________
Owner: _______________________ Architect: ________________________ Engineer: _______________
STRUCTURAL OBSERVATION (Only checked items are required)
Firm or individual to be responsible for the Structural Observation:
Name: Phone: (
FOUNDATION
Footing, Stem Walls, Piers
Mat Foundation
Caisson, Piles, Grade Beams
Stepp’g/Retaining Foundation,
Hillside Special Anchors
WALL
Concrete
Masonry
Wood
Others:
The structure is classified as Occupancy Category III or IV.
The Height of the structure is greater then 75 feet (22,860 mm) above the base. The structure is assigned to Seismic
Design Category E, is classified as Occupancy Category I or II.
DECLARATION BY OWNER I, the Owner of the project, declare that the above listed firm or individual
is hired by me to be the Structural Observer.
) Calif. Registration:
FRAME
Steel Moment Frame
Steel Braced Frame
DIAPHRAGM
Concrete
Steel Deck
Concrete Moment Frame
Masonry Wall Frame Others:
Signature ______________________________Date _________________
Declaration by Engineer or Architect of Record (required if different from the listed Structural Observer) I, the
Engineer or Architect of record for the project, declare that the above listed firm or individual is designated by me
to be responsible for the Structural Observation.
Signature ______________________________
300 N. Flower Street, Santa Ana, CA 92703
P.O. Box 4048, Santa Ana, CA 92702-4048
Revised 02/2017
Date __________________
www.ocpublicworks.com
P: 714.667.8888 I F: 714.667.7575
ocpCustomerCare@ocpw.ocgov.com
Wood
1011 W 2ND ST, SANTA ANA, CA 92703
DEMOLISHING AND REBUILDING THE EXISTING GARAGE LIKE FOR LIKE
Special Inspection Program and Designation of
Special Inspectors
601 N. Ross Street, Santa Ana, CA 92701
P.O. Box 4048, Santa Ana, CA 92702-4048
www.ocpublicworks.com
714.667.8888 | myOCeServices.ocgov.com
□ Concrete (Design Mix, Form Work, Placement, etc., per
□ Erection of Pre-Cast Concrete Members
□ Bolts Installed in Concrete
□ Reinforcing Steel and Pre-Stressing Steel Tendons
□ StructuralWelding/Rebar Welding
□ High-Strength Bolting/Material Verification
□ Steel Frame Joint Details
□ All Masonry Construction
□ Sprayed Fire-Resistive Materials
□ Shotcrete (Curing Temperature, Design Mix,
Placement, Strength etc. per table 1705.3)
□ Soils (Excavation, Fill, etc. per table 1705.6)
□ Smoke-Control System
□ Driven Piles per Table 1705.7
□ Cast in Place Piers per Table 1705.8
□ Mastic and Intumescent Fire-Resistant Coatings
□ Exterior Insulation and Finish Systems (EIFS)
□Wood for High-Load Diaphragms
□ Others
□ Others
□ Others
□ Others
SPECIAL INSPECTIONS
(Only checked items are required)
INSPECTION ITEMS SPECIAL INSPECTORS(S)
NAME,PHONE NUMBER,REGISTRATION#
DECLARATION BY OWNER OR ARCHITECT/ENGINEER OF RECORD:
I, the □ Owner □ Engineer or □ Architect of record,declare that the above listed Special Inspector(s) is/are hired by me.
Print Name Signature Date
1. EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER SHALL CONFORM TO THE
FOLLOWIG:
1.1. EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT SHALL CONFORM TO ASTM
C847,ASTM C1032, AND ASTM C150 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C926
AND ASTM C1063.METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION - RESISTANT
MATERIAL..
1.2. FASTENER TO STUDS,TOP AND BOTTOM PLATES, AND BLOCKING SHALL BE 0.120" NAIL X 1-½”
LONG, 7/16" HEAD OR NO. 16 GAGE GALV. STAPLE, 7/8" LEGS. STAPLES SHALL HAVE A MINIMUM
CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR
CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS.STAPLES FOR THE
ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH
OF 3/4", MEASURED OUTSIDE THE LEGS.
2. ALL WALLS,FLOOR,CIELING AND ROOF GYPSUM BOARD SHALL BE AT LEAST 5/8" THICK (UNO ON ARCH.
DWG.) AND CONFORM TO THE FOLLOWING REQUIREMENTS:
2.1. GYPSUM WALLBOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN
ACCORDANCE WITH ASTM C 840. GYPSUM BASE FOR VENEER PLASTER SHALL CONFORM TO ASTM C
1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C844 BUT NOT LESS THAN THE
FOLLOWING REQUIREMENTS. WATER-RESISTANT GYPSUM BACKING BOARD SHALL CONFORM TO
ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C 840.
2.2. GYPSUM BOARD OR GYPSUM PANEL PRODUCTS SHALL BE INSTALLED PERPENDICULAR TO FRAMING
MEMBERS.END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SHALL NOT OCCUR ON THE
SAME JOIST.
2.3. BOARDS SHALL BE CONNECTED TO THE SUPPORTING ELEMENTS (STUDS, JOISTS,RAFTERS, TOP
AND BOTTOM PLATES, AND BLOCKING) WITH 6D COOLER (0.092" X 1-7/8" LONG, 1/4" HEAD) OR
WALLBOARD NAIL (0.0915" X 1-7/8" LONG, 19/64" HEAD) OR 0.120" NAIL X 1-3/4" LONG, MIN 3/8"
HEAD.
2.4. ALTERNATIVELY BOARDS INSTALLED ON THE WALLS MAY BE CONNECTED TO THE SUPPORTING
MEMBERS WITH NO.16 GAGE GALV. STAPLE, 1-1/2" LEGS, 1-5/8" LONG. STAPLES SHALL HAVE A
MINIMUM CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED
WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS.STAPLES
FOR THE ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN
WIDTH OF 3/4", MEASURED OUTSIDE THE LEGS.
2.5. TYPE S OR W DRYWALL SCREWS SHALL CONFORM TO REQUIREMENTS OF ASTM C 1002.
2.6. FASTENERS SHALL BE SPACED NOT MORE THAN 7 INCHES ON CENTER AT ALL SUPPORTS,
INCLUDING PERIMETER BLOCKING, AND NOT MORE THAN 3/4" FROM THE EDGES AND ENDS OF THE
GYPSUM BOARD OR GYPSUM PANEL PRODUCT.
2.7. PERIMETER EDGES OF ALL GYPSUM BOARDS SHALL BE BLOCKED USING A WOOD MEMBER NOT LESS
THAN 2"X6" NOMINAL DIMENSION. BLOCKING MATERIAL SHALL BE INSTALLED FLAT OVER THE TOP
PLATE OF THE WALL TO PROVIDE A NAILING SURFACE NOT LESS THAN 2" IN WIDTH FOR THE
ATTACHMENT OF THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT.
1. EXTERIOR AND INTERIOR CEMENT PLASTER AND LATHING SHALL BE DONE WITH THE APPROPRIATE
MATERIALS LISTED IN TABLE BELOW.
2. EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER SHALL CONFORM TO THE
FOLLOWING:
2.1 EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT SHALL CONFORM TO ASTM C847,
ASTM C1032, AND ASTM C150 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C926 AND ASTM
C1063. METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIAL.
2.2 FASTENER TO STUDS, TOP AND BOTTOM PLATES, AND BLOCKING SHALL BE 0.120" NAIL X 1-1/2"
LONG, 7/16" HEAD OR NO.16 GAGE GALV. STAPLE, 7/8" LEGS. STAPLES SHALL HAVE A MINIMUM CROWN
WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS
PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF
GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED
OUTSIDE THE LEGS.
3. MATERIALS SHALL BE STORED IN SUCH A MANNER AS TO PROTECT THEM FROM THE WEATHER.
4. INSTALLATION OF THESE MATERIALS SHALL BE IN COMPLIANCE WITH ASTM C926 AND ASTM C1063.
5. METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIAL.
6. BACKING OR A LATH SHALL PROVIDE SUFFICIENT RIGIDITY TO PERMIT PLASTER APPLICATIONS.
6.1 WHERE LATH ON VERTICAL SURFACES EXTENDS BETWEEN RAFTERS OR OTHER SIMILAR PROJECTING
MEMBERS, SOLID BACKING SHALL BE INSTALLED TO PROVIDE SUPPORT FOR LATH AND ATTACHMENTS.
6.2 GYPSUM LATH OR GYPSUM WALLBOARD SHALL NOT BE USED AS BACKING FOR CEMENT PLASTER
UNO.
7. APPROVED WATER-RESISTIVE BARRIERS SHALL BE INSTALLED AND, WHERE APPLIED OVER
WOOD-BASED SHEATHING, SHALL INCLUDE A WATER-RESISTIVE VAPOR-PERMEABLE BARRIER WITH A
PERFORMANCE AT LEAST. EQUIVALENT TO TWO LAYERS OF WATER-RESISTIVE BARRIER COMPLYING WITH
ASTM E2556, TYPE I. THE INDIVIDUAL LAYERS SHALL BE INSTALLED INDEPENDENTLY SUCH THAT EACH
LAYER PROVIDES A SEPARATE CONTINUOUS PLANE AND ANY FLASHING (SEE ARCH DWG. AND INSTALLED
IN ACCORDANCE WITH SECTION 1404.4 OF CBC) INTENDED TO DRAIN TO THE WATER-RESISTIVE BARRIER
IS DIRECTED BETWEEN THE LAYERS.
7.1 EXCEPTION 1: WHERE THE WATER-RESISTIVE BARRIER THAT IS APPLIED OVER WOOD-BASED
SHEATHING HAS A WATER RESISTANCE EQUAL TO OR GREATER THAN THAT OF A WATER-RESISTIVE
BARRIER COMPLYING WITH ASTM E2556, TYPE II AND IS SEPARATED FROM THE STUCCO BY AN
INTERVENING, SUBSTANTIALLY NONWATERY-ABSORBING LAYER OR DRAINAGE SPACE.
7.2 EXCEPTION 2: WHERE THE WATER-RESISTIVE BARRIER IS APPLIED OVER WOOD-BASE SHEATHING IN
CLIMATE ZONE 1A, 2A OR 3A, A VENTILATED AIR SPACE SHALL BE PROVIDE BETWEEN THE STUCCO AND
WATER-RESISTIVE BARRIER.
8. MASONRY AND CONCRETE SURFACES SHALL BE CLEAN, FREE FROM EFFLORESCENCE, SUFFICIENTLY
DAMP AND ROUGH FOR PROPER BOND. IF THE SURFACE IS INSUFFICIENTLY ROUGH, APPROVED BONDING
AGENTS OR A PORTLAND CEMENT DASH BOND COAT MIXED IN PROPORTIONS OF NOT MORE THAN TWO
PARTS VOLUME OF SAND TO ONE PART VOLUME OF PORTLAND CEMENT OR PLASTIC CEMENT SHALL BE
APPLIED. THE DASH BOND COAT SHALL BE LEFT UNDISTURBED AND SHALL BE MOIST CURED NOT LESS
THAN 24 HOURS.
TABLE 2507 - LATH, PLASTERING MATERIALS AND ACCESSORIES
MATERIAL STANDARD
ACCESSORIES FOR GYPSUM VENEER BASE ASTM C1047
BLENDED CEMENT ASTM C595
COLD-FORMED STEEL STUDS AND TRACK, STRUCTURAL AISI S240
COLD-FORMED STEEL STUDS AND TRACK, NONSTRUCTURAL AISI S220
EXTERIOR PLASTER BONDING COMPOUNDS ASTM C932
HYDRAULIC CEMENT ASTM C1157; C1600
GYPSUM CASTING AND MOLDING PLASTER ASTM C59
GYPSUM KEENE'S CEMENT ASTM C61
GYPSUM PLASTER ASTM C28
GYPSUM VENEER PLASTER ASTM C587
INTERIOR BONDING COMPOUNDS, GYPSUM ASTM C631
LIME PLASTERS ASTM C5;C206
MASONRY CEMENT ASTM C91
METAL LATH ASTM C847
PLASTER AGGREGATES
SAND
PERLITE
VERMICULITE
ASTM C35; C897
ASTM C35
ASTM C35
PLASTIC CEMENT ASTM C1328
PORTLAND CEMENT ASTM C150
STEEL SCREWS ASTM C1002; C954
WELDED WIRE LATH ASTM C933
WOVEN WIRE PLASTER BASE ASTM C103
1. PLASTERING WITH CEMENT PLASTER SHALL BE NOT LESS THAN THREE COATS WHERE APPLIED OVER
METAL LATH OR WIRE FABRIC LATH OR GYPSUM BOARD BACKING AS SPECIFIED IN NOTE 5 AND SHALL BE
NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. IF THE PLASTER SURFACE IS
TO BE COMPLETELY COVERED BY VENEER OR OTHER FACING MATERIAL, OR IS COMPLETELY CONCEALED
BY ANOTHER WALL, PLASTER APPLICATION NEED ONLY BE TWO COATS, PROVIDED THAT THE TOTAL
THICKNESS IS AS SET FORTH IN ASTM C926.
2. ON WOOD FRAME OR STEEL STUD CONSTRUCTION WITH AN ON-GRADE CONCRETE FLOOR SLAB
SYSTEM, EXTERIOR PLASTER SHALL BE APPLIED IN SUCH A MANNER AS TO COVER, BUT NOT TO EXTEND
BELOW, THE LATH AND PAPER. THE APPLICATION OF LATH, PAPER AND FLASHING OR DRIP SCREEDS
SHALL COMPLY WITH ASTM C1063.
3. A MINIMUM 0.019-INCH (NO. 26 GALVANIZED SHEET GAGE), CORROSION-RESISTANT WEEP SCREED
WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 3.5 IN. SHALL BE PROVIDED AT OR BELOW THE
FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH ASTM C926. THE WEEP
SCREED SHALL BE PLACED NOT LESS THAN 4 IN. ABOVE THE EARTH OR 2 IN. ABOVE PAVED AREAS AND BE
OF A TYPE THAT WILL ALLOW TRAPPED WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING. THE
WATER-RESISTIVE BARRIER SHALL LAP THE ATTACHMENT FLANGE. THE EXTERIOR LATH SHALL COVER
AND TERMINATE ON THE ATTACHMENT FLANGE OF THE WEEP SCREED.
4. ONLY APPROVED PLASTICITY AGENTS AND APPROVED AMOUNTS THEREOF SHALL BE ADDED TO
PORTLAND CEMENT OR BLENDED CEMENTS. WHERE PLASTIC CEMENT OR MASONRY CEMENT IS USED,
ADDITIONAL LIME OR PLASTICIZERS SHALL NOT BE ADDED. HYDRATED LIME OR THE EQUIVALENT
AMOUNT OF LIME PUTTY USED AS A PLASTICIZER IS PERMITTED TO BE ADDED TO CEMENT PLASTER OR
CEMENT AND LIME PLASTER IN AN AMOUNT NOT TO EXCEED THAT SET FORTH IN ASTM C926.
5. GYPSUM PLASTER SHALL NOT BE USED ON EXTERIOR SURFACES.
6. CEMENT PLASTER COATS SHALL BE PROTECTED FROM FREEZING FOR A PERIOD OF NOT LESS THAN 24
HOURS AFTER SET HAS OCCURRED. PLASTER SHALL BE APPLIED WHEN THE AMBIENT TEMPERATURE IS
HIGHER THAN 40°F, UNLESS PROVISIONS ARE MADE TO KEEP CEMENT PLASTER WORK ABOVE 40°F
DURING APPLICATION AND 48 HOURS THEREAFTER.
7. THE SECOND COAT SHALL BE BROUGHT OUT TO PROPER THICKNESS, RODDED AND FLOATED
SUFFICIENTLY ROUGH TO PROVIDE ADEQUATE BOND FOR THE FINISH COAT. THE SECOND COAT SHALL
NOT HAVE VARIATIONS GREATER THAN 1/4 IN. IN ANY DIRECTION UNDER A 5-FOOT STRAIGHT EDGE.
8. FIRST AND SECOND COATS OF CEMENT PLASTER SHALL BE APPLIED AND MOIST CURED AS SET FORTH
IN ASTM C926 AND TABLE BELOW.
a. THE FIRST TWO COATS SHALL BE AS REQUIRED FOR THE FIRST COATS OF EXTERIOR PLASTER,
EXCEPT THAT THE MOIST-CURING TIME PERIOD BETWEEN THE FIRST AND SECOND COATS SHALL
BE NOT LESS THAN 24 HOURS. MOIST CURING SHALL NOT BE REQUIRED WHERE JOB AND WEATHER
CONDITIONS ARE FAVORABLE TO THE RETENTION OF MOISTURE IN THE CEMENT PLASTER FOR THE
REQUIRED TIME PERIOD.
b. TWENTY-FOUR-HOUR MINIMUM INTERVAL BETWEEN COATS O INTERIOR CEMENT PLASTER. OTHER
METHODS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL.
c. FINISH COAT PLASTER IS PERMITTED TO BE APPLIED TO INTERIOR CEMENT PLASTER BASE COATS
AFTER A 48-HOURS PERIOD.
9.WHERE APPLIED DIRECTLY TO UNIT MASONRY SURFACES, THE SECOND COAT IS PERMITTED TO BE
APPLIED AS SOON AS THE FIRST COAT HAS ATTAINED SUFFICIENT HARDNESS.
10. THE SECOND COAT IS PERMITTED TO BE APPLIED AS SOON AS THE FIRST COAT HAS ATTAINED
SUFFICIENT RIGIDITY TO RECEIVE THE SECOND COAT.
10.1 WHERE USING THIS METHOD OF APPLICATION, CALCIUM ALUMINATE CEMENT UP TO 15 PERCENT
OF THE WEIGHT OF THE PORTLAND CEMENT IS PERMITTED TO BE ADDED TO THE MIX.
10.2 CURING OF THE FIRST COAT IS PERMITTED TO BE OMITTED AND THE SECOND COAT SHALL BE
CURED AS SET FORTH IN ASTM C926 AND TABLE 2512.6.
11. CEMENT PLASTER FINISH COATS SHALL BE APPLIED OVER BASE COATS THAT HAVE BEEN IN PLACE
FOR THE TIME PERIODS SET FORTH IN ASTM C926. THE THIRD OR FINISH COAT SHALL BE APPLIED WITH
SUFFICIENT MATERIAL AND PRESSURE TO BOND AND TO COVER THE BROWN COAT AND SHALL BE OF
SUFFICIENT THICKNESS TO CONCEAL THE BROWN COAT.
TABLE 2512.6 CEMENT PLASTERS
COAT MINIMUM PERIOD MOIST CURING MINIMUM INTERVAL BETWEEN COTTS
FIRST 48 HOURS 48 HOURS
SECOND 48 HOURS 7 DAYS
FINISH - NOTE C
1. ALL WALLS,FLOOR,CIELING AND ROOF GYPSUM BOARD SHALL BE AT LEAST 5/8" THICK (UNO ON ARCH.
DWG.) AND CONFORM TO THE FOLLOWING REQUIREMENTS:
1.1 GYPSUM WALLBOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE
WITH ASTM C 840. GYPSUM BASE FOR VENEER PLASTER SHALL CONFORM TO ASTM C 1396 AND SHALL BE
INSTALLED IN ACCORDANCE WITH ASTM C844 BUT NOT LESS THAN THE FOLLOWING REQUIREMENTS.
WATER-RESISTANT GYPSUM BACKING BOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED
IN ACCORDANCE WITH ASTM C 840.
1.2 GYPSUM BOARD OR GYPSUM PANEL PRODUCTS SHALL BE INSTALLED PERPENDICULAR TO FRAMING
MEMBERS. END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SHALL NOT OCCUR ON THE SAME
JOIST.
1.3 BOARDS SHALL BE CONNECTED TO THE SUPPORTING ELEMENTS (STUDS, JOISTS,RAFTERS, TOP AND
BOTTOM PLATES, AND BLOCKING) WITH 6D COOLER (0.092" X 1-7/8" LONG, 1/4" HEAD) OR WALLBOARD
NAIL (0.0915" X 1-7/8" LONG, 19/64" HEAD) OR 0.120" NAIL X 1-3/4" LONG, MIN 3/8" HEAD.
1.4 ALTERNATIVELY BOARDS INSTALLED ON THE WALLS MAY BE CONNECTED TO THE SUPPORTING
MEMBERS WITH NO.16 GAGE GALV. STAPLE, 1-1/2" LEGS, 1-5/8" LONG. STAPLES SHALL HAVE A MINIMUM
CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS
PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF
GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED
OUTSIDE THE LEGS.
1.5 TYPE S OR W DRYWALL SCREWS SHALL CONFORM TO REQUIREMENTS OF ASTM C 1002.
1.6 FASTENERS SHALL BE SPACED NOT MORE THAN 7 INCHES ON CENTER AT ALL SUPPORTS, INCLUDING
PERIMETER BLOCKING, AND NOT MORE THAN 3/4" FROM THE EDGES AND ENDS OF THE GYPSUM BOARD
OR GYPSUM PANEL PRODUCT.
1.7 PERIMETER EDGES OF ALL GYPSUM BOARDS SHLL BE BLOCKED USING A WOOD MEMBER NOT LESS
THAN 2"X6" NOMINAL DIMENSION. BLOCKING MATERIAL SHALL BE INSTALLED FLAT OVER THE TOP PLATE
OF THE WALL TO PROVIDE A NAILING SURFACE NOT LESS THAN 2" IN WIDTH FOR THE ATTACHMENT OF
THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT.
GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE
LATH AND PORTLAND CEMENT PLASTER (STUCCO) NOTES
LATHING AND FURRING FOR CEMENT PLASTER
EXTERIOR PLASTER
GYPSUM BOARD
PROJECT
CLIENT
0' 2' 4' 8' 16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S0.02
CONSTRUCTION NOTES
DATE. 12/21/2023
EXP. 06-30-2024
1011 W Second St
5/1/2025
1" CLEAR SLEEVE
AROUND PIPE
CAULK
PIPE
TRENCH
PIPE
NOTES:
1. DEPTH OF FOUNDATIONS MAY BE DETERMINED BY
LOCATION OF PIPE.
2. GENERAL CONTRACTOR SHALL CONSULT WITH
MECHANICAL CONTRACTOR TO DETERMINE DEPTH AND
LOCATION OF PIPES.
3. NO PIPE INSIDE THE THICKENED PART OF FOUNDATION.
4. WHERE PIPES CROSS UNDER THE FOUNDATION AND ARE
NOT MORE THAN 3' BELOW THE FOUNDATION, EXCAVATION
SHALL BE EXTENDED TO PIPE AND FILLED WITH MASS CONC.
1" CLEAR SLEEVE
AROUND PIPE
CAULK
F5
SCALE:NTS.
PIPE THRU FOUNDATION
18" MIN.
6"
NO EXCAVATION
BELOW LINES
NO EXCAVATION
BELOW LINES 6"
MI
N
.
6"
MI
N
.
B
WALL FOUNDATION
2" OF APPROVED HIGHLY
COMPRESSIBLE MATERIAL
AROUND PIPE RUNS
PROVIDE 2500 PSI CONC. BACKFILL
WHERE EXCAVATION RUNS ACROSS
AND UNDER THE LINE OF FOUNDATION
WHEN "B" EXCEEDS 6'-0" FOOTING SHALL BE
STEPPED DN. FROM BOTH SIDES
PIPES CROSSING BENEATH CONT. WALL FOUNDATION
SCALE:NTS.
7 F
t
³t
2 STRIP FOUNDATION W/ CURB W/ SB/SSTB ANCHOR
SCALE:NTS.
SB SEE 8/S1.01
11
1 4"
M
A
X
.
Le
13
4"
16" MIN.
12
"
M
I
N
.
PLAN VIEW
6"
4" MIN.4" MIN.
24" MIN.
12" MIN.
24
"
M
I
N
SLAB NOT
SHOWN FOR
CLARITY
NOTE:
FOUNDATION DETAILS AND REINFORCEMENT ARE NOT SHOWN FOR CLARITY. SEE FOUNDATION DETAILS FOR THE BALANCE OF
INFORMATION AND DETAILS THAT ARE NOT SHOWN
134"
F
1 1
2"12" MIN.
6" (FOR HDU14)
ADD EXTRA #4
BARS EA. SIDE
OF HOLD DOWN
112"
6"
(F
O
R
HD
U
1
4
)
NOTE:
THE DIAMOND-SHAPED JOINTS (6) MAY BE OMITTED IF COLUMN FOOTINGS ARE
BELOW FLOOR LEVEL AND THE COLUMN IS WRAPPED WITH TWO LAYERS OF
SHEATHING MEMBRANE OR JOINT FILLER TO BREAK THE BOND.
1. CONTROL JOINTS WITHIN 3050MM (120 IN). OF CORNERS
2. SPACING OF JOINTS 6100MM (240 IN). MAX. CONTROL
JOINTS IN FLOOR SLAB
3. FLOOR SLAB JOINT IN FLOOR SLAB
4. CONTROL JOINTS AROUND COLUMN FOOTINGS (SEE NOTE)
5. FLOOR SLAB JOINT SPACING OF 6 M (20 FT.) MAXIMUM
6. CONTROL JOINT AROUND COLUMN FOOTINGS (SEE NOTE)
2
1 1
5
3
3
4
6
3
5
LOCATION OF CONTROL JOINTS F
SCALE:NTS.
6
8"
MI
N
.
1 3/4"
HOLD DOWN ANCHOR SCHEDULE AT FOUNDATION F
SCALE:NTS.
8
HDU2 1/4x2.5 6 4"x4"2,960 LB SSTB 16 5/8"17 20"
HDU4 1/4x2.5 10 4"x4"4,500 LB SSTB 20 5/8"18 22"
HDU5 1/4x2.5 14 4"x4"5,600 LB SSTB 24 5/8"18 22"
HDU8 1/4x2.5 20 4"x4"6,970 LB SSTB 28 7/8"25 28"
HDU11 1/4x2.5 30 4"x8"9,535 LB SB1x30 1"24 28"
HDU14***1/4x2.5 36 4"x8"13,090 LB SB1x30**-18*1"24, F**=17 28"
HD19 1" BOLT 5 6"x6"19,070 LB PAB10 1 1/4"14.5,F=22 24"
HOLD
DOWN TYP.
SDS SCREW
SIZE (IN.)
NO. OF
SCREWS
MIN. WOOD
POST SIZE
DESIGN
CAPACITY ANCHOR TYPE DIA.Le, F(IN.)MIN. FON.
DEPTH
LSTHD8 0.148x3.25 16 4"x4"1,600 LB 8 12"
STHD10 0.148x3.25 20 4"x4"2,100 LB 10 14"
STHD14 0.148x3.25 24 4"x4"3,500 LB 14 18"
HDU2 1/4x2.5 6 4"x4"3,000 LB SSTB 16 5/8"13 16"
HDU4 1/4x2.5 10 4"x4"4,500 LB SSTB 20 5/8"17 22"
HDU5 1/4x2.5 14 4"x4"5,600 LB SSTB 24 5/8"21 26"
HDU8 1/4x2.5 20 4"x6"6,900 LB SSTB 28 7/8"25 28"
HDU11 1/4x2.5 30 4"x8"11,100 LB SB1x30 1"24 28"
HDU14***1/4x2.5 36 4"x8"13,000 LB SB1x30**-18*1"24, F**=17 28"
HD19 1" BOLT 5 6"x6"19,070 LB PAB10 1 1/4"14.5,F=22 24"
NOTE:
*WHERE NOTED, SB1x30
REQUIRES FOUNDATION
WIDTH TO BE 18" WIDE.
**PAB8 SOLUTION MAY
ALSO BE USED. FOR PAB8
COVERAGE ON EACH SIDE
OF THE BOLT SHALL BE
MINIMUM F".
***WOOD MEMBER SHALL
BE 8"x4" OR LARGER
1. ANCHORS DESIGNATED
AS ASTM A193 GRADE B7
THREADED RODS TO USE
ASTM A563 GRADE DH
HEAVY HEX NUTS AND
ASTM F436 WASHERS.
ANCHOR RODS SHALL
CONFORM TO ASTM A36
THREADED RODS W/ ASTM
A563 GRADE A NUTS AND
ANSI B18.22.1 TYPE A
WASHERS, UNLESS
OTHERWISE NOTED.
2. ALL NUTS SHALL BE HOT
DIP OR MECHANICAL ZINC
COATED, GRADE A FINISH,
HEAVY HEX AND CONFORM
TO ASTM A563 W/ F436
WASHERS, UNO.
MIDWALL/CORNER
GARAGE CURB
SCALE:NTS.
3
MI
N
.
(
t 4,1
1 4")
PROVIDE 1/4" SAWCUT OR 1/8" WIDE
TOOLED JOINT WITHIN 24 HOUR
OF POUR, FILL W/ SEALANT
AS REQD. AS PER ARCH. DWG.
SEE JOINT FILLER DETAILS
4" THICK (MIN.)
BASE OF 1/2"
CLEAN AGGREGATE
ASTM 1745 (10 MIL)
MOISTURE BARRIER
MEMBRANE
SOG PER PLAN
t/
2
CONTRACTION JOINT
t
F
1 STRIP FOUNDATION W/ CURB (GARAGE)
SCALE:NTS.
4 GARAGE TO DRIVEWAY DETAIL
SCALE:NTS.
UNDISTURBED
NATURAL SOILS OR
ENGINEERED FILL
ELASTOMETRIC
JOINT SEALANT
SEE ARCH DWG
DRIVEWAY
3"
C
L
R
.
3" CLR.
SOG PER PLAN
DOWELS
TO MATCH SOG REINF.
F
F
(2)#5
TOP & BOT
PER PLAN6"
(1)#5
CURB BEYOUND
24
"
M
I
N
.
SEE CIVIL/ARCH.
DWG. FOR UNDER
SLAB LAYER
(1)#4
24"
24
"
SLOP PER
ARCH. DWG.
1 3
4"
UNDISTURBED NATURAL
SOILS OR ENGINEERED FILL
ALL TOP & BOT
BARS IN
FOUNDATION
SHALL HAVE
STANDARD HOOKS
AT THE ENDS.
SOG PER PLAN
VAPOR
RETARDER SEE
ARC./CIVIL DWG.
(2)#5
TOP & BOT
STD. HOOK
t
2x UC4A OR HIGHER SILL PLATE
3x UC4A AT SHEAR WALLS
P.T.
STUD WALL PER PLAN UNO
PER SHEAR WALL SCHED.
#4@16" O.C.
DOWELS
SE
E
CI
V
I
L
/
A
R
C
H
.
DW
G
.
8" MIN. SEE
CIVIL/ARCH. DWG.
1
1/
2
" CL
R
ELASTOMETRIC
JOINT SEALANT
SEE ARCH DWG
3"
C
L
R
.
3" CLR.
PER PLAN
5/8" DIA. @ 48" W/ 7" MIN.EMBED.
UNO IN SHEAR WALL SCHEDULE
(2)#4 WHERE CURB
EXT. WALL SHEATHING
3" MIN.
6"
MIN.
24"
24
"
E.N.
SLOPE PER
ARCH. DWG.
3" CLR.
DOWELS
TO MATCH
SOG REINF.
1
PROJECT
CLIENT
0'2'4'8'16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S1.01
TYPICAL S.O.G. AND
FOUNDATION DETAILS
11/19/2024
EXP. 06-30-2026
1011 W Second St
5/1/2025
TYPICAL SHEARWALL SCHEDULE1 W
SCALE: NTS.
W
SCALE: NTS.5
NOTE:
PRESSURE TREAT ALL SILLS BRG.
ON CONC. OR MAS. BLOCK.
9"
M
A
X
.
6"
M
I
N
.
SILL PLATE DETAIL WHERE ANCHOR ROD CONFLICTS
W/ STUDS/COMPRESSION POST
PLAN
9" MAX.
6" MIN.
9" MAX.
6" MIN.
9" MAX.
6" MIN.
5"
MAX.
5"
MAX.
ANCHOR ROD
12
"
M
I
N
.
PROVIDE 1 1/2"x1/8" STRAP W/(4)16d
EA. SIDE OF NOTCH OR HOLE WHERE
NOTCH OR HOLE IS MORE THAN 1/3
WIDTH OF SILL PLATE
5/8" ANCHOR ROD @4'-0" O.C.
MAX. W/STD. WASHER 7" MIN.
EMBED. UNO IN SHEAR WALL
SCHEDULE
END OF
SILLPLATE
SILL PLATE
1" MIN.
THREADBP/BPS 5/8"
(3"x3"x1/4")2x STUDS PER PLAN
FOUNDATION REINFORCING
NOT SHOWN FOR CLARITY
PROVIDE HOT DIPPED GALV.
ANCHOR ROD AND PLATE
WASHERS PER PROJECT
SPECIFICATIONS
2x PLATE
W/(4)16d
2x BLK'G
W/(2)16d
TYPICAL
(2)16d END NAILS
NOTE
1. PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGE IN FRAMING. ALL EDGE OF PANELS SHALL BE
SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.
2. ALL SHEAR WALL ARE BLOCKED SHEAR WALLS AND ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO
COMMON FRAMING MEMBERS OR COMMON BLOCKING.
3. SHEATHING SHALL NOT BE USED TO SPLICE BOUNDARY ELEMENTS. ALL POSTS, STUDS AND COLUMNS SHALL BE FRAMED TO
PROVIDE FULL END BEARING.
4. STEEL PLATE WASHERS MAY BE SLOTTED DIAGONALLY WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER
AND A SLOT LENGTH NO TO EXCEED 1-3/4" PROVIDED THAT A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE
WASHER AND NUT.
5. CONTRACTOR SHALL REVIEW ALL TYPICAL SHEAR WALL CONNECTION DETAILS PRIOR TO START CONSTRUCTION.
6. STRUCTURAL PLYWOOD PANELS SHALL BE INSTALLED PRIOR TO ALL THE INSTALLATION OF ANY FRAMING THAT MAY
INTERRUPT THE CONTINUITY OF THE PLYWOOD.
7. SHEAR WALL SHEATHING SHALL BE 15/32" CD, CC OR BETTER PLYWOOD. W/ ALL EDGES BLOCKED AND NAILED PER THE
SHEAR WAIL SCHEDULE.
8. TYPICAL FASTENERS: 10d COMMON U.N.O. NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED.
9. FRAMING: 2X D.F. TYP. @16" O.C.(MAX.)
10. FRAMING & BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3” NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED IN
TWO ROWS ALONG PANEL EDGES WHERE SPACING IS 3” OR LESS ON CENTER. SHEAR WALL FRAMING AND STUDS SHALL BE
CONTENTIOUS BETWEEN THE BOTTOM PLATE AND TOP PLATE.
11. END NAIL STUDS TO SILL PLATE WITH (2) 20d BOX NAIL INSTEAD OF (2) 16d COMMON NAILS.
12. IF NEW ANCHOR BOLTS "REQUIRED AT EXISTING FOUNDATION. PROVIDE 5/8” X MIN. 12” EMBEDMENT INTO EXISTING
CONCRETE EPOXIED ANCHOR BOLTS SPACING SHOWN AT SHEAR WALL SCHEDULE. PROVIDE 3”X3”X1/4” PLATE WASHER.
13. CONTRACTOR TO VERIFY THE EXISTING PLYWOOD EDGE NAILING. TYPE OF PLYWOOD USED AND SPACING ON EXISTING
ANCHOR BOLTS IN FILED, TYPICAL.
14. SPECIAL INSPECTION BY INSPECTOR REQUIRED FOR HOLD-DOWN INSTALLATION INTO EXISTING FOUNDATION.
15. SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL WOOD SHEAR WALL COMPONENTS WITH NAIL SPACING CLOSER THAN
4” OC PER CBC 1705.11.2.
16. ALL NAILS SHALL BE COMMON NAILS. PROVIDE HOT DIPPED GALVANIZED NAILS AT ALL FIRE TREATED OR PRESSURE
TREATED PLYWOOD AND STUDS.
17. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL
JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND
NAILS ON EACH SIDE BE STAGGERED. 3x FRAMING SHALL BE USED AT BOTTOM SILL PLATE AND ALL BLOCKING.
ELEVATION
WALL LENGTH
AS SPECIFIED
ON PLANS
UPPER FLOOR LEVEL
5
S1.21
NOTE: ALTERNATE 1/2" GAP PLYWD.
JOINT AT EXT. CONDITION,
LOCATED AT JST. MID-HEIGHT
TRIMMERS PER TYPICAL
STUD WALL FRAMING AT
OPENING DETAIL
TYPICAL
PROVIDE EDGE NAILING (E.N.)
AT ALL PANEL EDGES
TYPICAL
PROVIDE FIELD NAILING (F.N.)
AT ALL OTHER SUPPORTS
BOUNDARY POST, SEE PLANS AND ANCHOR TABLE
T.O. CONC.
1/4" GAP
(PLYWD. TO T.O. CONC.)
3x (MIN.) SILL PLATE (P.T.D.F.)
2x STUDS @16" O.C. U.N.O.
SHT'G SEE SCHEDULE
3x STUD
AT ALL ADJOINING
PANEL EDGES
3x BLK'G
AT ALL ADJOINING
PANEL EDGES
DOUBLE T.PLATES
ALTERNATE STAGGERED NAILING
JST. OR BLK'G
(SEE PLAN FOR JST. DIRECTION)
FOR SDS SCREWS, USE MIN.
2x BLK'G OR RIM JST.
SILL PLATE NAILINGS OR SIMPSON
SDS SCREWS TO JST. OR BLK'G
SEE SCHEDULE
(2) 2x OR 3x SILL PLATE
OPENING WHERE OCCURS
8x
D
A
MI
N
.
12
"
M
I
N
.
ANCHOR ROD
1" MIN.
THREAD
**15/32" STRUCTURAL I OSB CAN BE USED INSTEAD OF 15/32" PLYWOOD
BP/BPS 58" (3"x3"x14")
***SIMPSON THDB62100H SHALL BE USE FOR ANCHORING INTO THE EXISTING FOUNDATION, UNO ON PLANS
SWXB
18. NAILS SHALL BE PLACED AT LEAST 3/8" FROM PANEL EDGES AND ENDS AT LEAST 1/2" FROM THE EDGE OF THE CONNECTING
MEMBERS.
19. SIMPSON 'LTP4' FRAMING ANCHOR MAY BE APPLIED OVER 1/2" SHEATHING WITH 8d COMMON NAILS IN LIEU OF
8d X1- 1/2" NAILS.
20. INDICATES SHEATHING OCCURS ON BOTH SIDES OF WALL AS SHOWN ON PLAN.
21. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR CROWN IS
FLUSH WITH THE SURFACE OF THE SHEATHING. OVER-DRIVEN NAILS WILL BE DEEMED UNSATISFACTORY.
22. PROVIDE A SINGLE 3X NOMINAL OR WIDER FRAMING MEMBER AT BOTTOM SILL PLATE AND BEHIND VERTICAL AND HORIZONTAL
EDGES, MINIMUM 1/2" EDGE NAILING DISTANCE AT PANEL ENDS AND EDGES, AND STRUCTURAL OBSERVATION PER GENERAL
NOTES.
23. PL1/4''X3''X3" CAN BE USED IN 6" WALLS WHEN STAGGERED.
24. ANCHOR BOLT WASHERS SHALL BE EXTENDED TO WITHIN 1/2 " OF THE EDGE OF THE BOTTOM PLATE ON THE SIDES WITH
SHEATHING.
25. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN
THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1-3/4", PROVIDED THAT A STANDARD CUT WASHER IS PLACED
BETWEEN THE PLATE WASHER AND THE NUT.
26. WHEN FASTENERS CONNECTING THE TWO FRAMING MEMBERS ARE SPACED LESS THAN 4" IN CENTER, THEY SHALL BE
STAGGERED.
27. WHERE ANY OF THE FOLLOWING CONDITIONS OCCUR, THE WIDTH OF THE NAILED FACE OF A COMMON FRAMING MEMBER OR
BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR GREATER AND NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES:
27.1. NAIL SPACING OF 2" ON CENTER AT ADJOINING PANEL EDGES IS SPECIFIED, OR
27.2. 10D COMMON NAILS HAVING PENETRATION INTO FRAMING MEMBERS AND BLOCKING OF MORE THAN 1-1/2" ARE SPECIFIED AT
3" ON CENTER,OR LESS AT ADJOINING PANEL EDGES, OR
27.3.THE NOMINAL UNIT SHEAR CAPACITY OF THE SHEAR WALL EXCEEDS 350 PLF.PROVIDE 3X SILL/BOT PLATE AND FRAMING
MEMBERS FOR SHEAR WALLS WHERE ALLOWABLE SHEAR VALUE EXCEEDS 350 PLF.
NO PENETERATION OR CUTTING IS ALLOW IN
THE SHEAR WALL PANELS AND STUDS
JST. OR BLK'G
ANCHORS TO DOUBLE
T.PLATES, SEE SCHEDULE
AT 4" WALLS: PROVIDE
1/4"X3"X3" STEEL WASHER
UNDER EACH NUT. AT 6"
WALLS: PROVIDE 1/4"X5"X5"
STEEL WASHER UNDER EACH
NUT. ALL STEEL PARTS SHALL
BE HOT DIPPED GALVANIZED
SHEAR WALL SCHEDULE
SEE NOTE 10
W
SCALE: NTS.
PENETRATION INTO THE TOP PLATE
SECT. A : HFS INSTALLED OVER DOUBLE T.PLATES
A - ALTERNATE 1 : HFS INSTALLED TO UNDERSIDE OF DOUBLE T.PLATES
A - ALTERNATE 2 : HFS SEPARATED INTO TWO "L" SHAPES TO ALLOW FOR INSTALLATION OVER WD. STR. PANEL SHEATHING OR FOR
INSTALLATION AT 2X6 AND GREATER WALL DEPTHS.
NOTE:
1. MAX. CLEAR SPAN SPLICE IS 4 1/2"
2. FASTENER QUANTITY IS THE NUMBER OF 16d COMMON NAILS TO BE INSTALLED AT EA. END OF THE SPLICE.
3. WHEN THE DISTANCE FROM THE SPLICE TO THE FIRST NAIL HOLE IS LESS THAN 1" , OMIT THE (2) NAILS IN THE 3" SIDE PLATE
AND THE (1) NAIL IN THE 1 1/2" SIDE PLATE CLOSEST TO THE SPLICE.
4. FOR THE HFS24 THAT IS INSTALLED W/ (22) 16d COMMON NAILS ON EA. END OF THE SPLICE (44 TOTAL) THERE IS NO REDUCTION
IN THE VALUES.
5. FOR THE HFS36 THAT IS INSTALLED W/ (31) 16d COMMON NAILS ON EA. END OF THE SPLICE (62 TOTAL) THERE IS NO REDUCTION
IN THE VALUES.
6. THE 133 COLUMN MAY BE USED FOR WIND AND EARTHQUAKE LOADING.
7. THE 160 COLUMN MAY BE USED FOR WIND ONLY.
8. THE PRODUCT AND INSTALLATION SHALL COMPLATEY W/ LA RR #25759
9. PROVIDE HARDY SADDLE WHERE PLUMBING RISERS PENETRATE BRG. OR SHEAR WALL PLATES
TABLE 8.1 : HARDY FRAME ® SADDLE
MODEL NUMBER FASTENERS ALLOWABLE TENSION (LBS) ALLOWABLE COMPRESSION (LBS)
(TOTAL) (100) (133) (160) (100) (133) (160)
HFS24 (24)16d COMMON 2948 3921 4717 1969 2618 2733
HFS36 (32)16d COMMON 4288 5703 5785 1969 2618 2733
ALTERNATE 2ALTERNATE 1SECTION A
A
OMIT FASTENERS AT
THESE HOLES WHEN
THE END DISTANCE
IS LESS THAN 1"
CLEAR SPAN
1 1/2" MAX.
2
10d @6:12 SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
310 PLF (ASD)
2x BLK. & STUD AT ALL EDGES
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
10d @6:12
10d @4:12
10d @2:12
10d @4:12
10d @3:12
10d @2:12
UPPER FLOOR
SILL PLATE NAILING ANCHOR ROD SPACING
WALL CAPACITY
(REDUCE 10% FOR FIRE
TREATED WOOD SEE NOTES)
NAILINGMATERIALTYP.
SW3B
SW4B
SW2B
SW4
SW2
SW1
SW1A
(EDGE:FIELD)
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
SIMPSON SDS25600
@ 4'' O.C.
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
BOTH SIDES
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
BOTH SIDES
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
BOTH SIDES
SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
SIMPSON SDS25600 @ 9" O.C.
ALT 16d @ 3 1/2" O.C.
SIMPSON SDS25600
@ 4'' O.C.
SIMPSON SDS25600
@ 3'' O.C.
SIMPSON SDS25600
@ 2'' O.C. STAGGERED
340 PLF (ASD)
2x BLK. & STUD AT ALL EDGES
510 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
870 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
1020 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
1330 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
1740 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
10d @3:12SW3W/ MIN. 1 1/2'' PENETRATION
SIMPSON SDS25600
@ 6'' O.C.
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
665 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
SIMPSON A35 @16" O.C.
ALT. SIMPSON LTP4 @16" O.C.
SIMPSON A35 @10" O.C.
ALT. SIMPSON LTP4 @10" O.C.
SIMPSON A35 @8" O.C.
ALT. SIMPSON LTP4 @8" O.C.
SIMPSON A35 @6" O.C.
ALT. SIMPSON LTP4 @6" O.C.
SIMPSON A35 @5" O.C.
ALT. SIMPSON LTP4 @5" O.C.
SIMPSON A35 @8" O.C. EA. SIDE
ALT. SIMPSON LTP4 @8" O.C. EA. SIDE
SIMPSON A35 @6" O.C. EA. SIDE
ALT. SIMPSON LTP4 @6" O.C. EA. SIDE
SIMPSON A35 @22" O.C.
ALT. SIMPSON LTP4 @22" O.C.
5/8"ø @32" O.C.
W/7" EMBEDMENT
(2 MIN.)
5/8"ø @32" O.C.
W/7" EMBEDMENT
(2 MIN.)
5/8"ø @24" O.C.
W/7" EMBEDMENT
(2 MIN.)
5/8"ø @18" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @16" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @12" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @9" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @32" O.C.
W/7" EMBEDMENT
(2 MIN.)
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
SILL/BOT
PLATE
2x
3x
3x
3x
2x
3x
3x
3x
SHEAR TRANSFER AT DOUBLE
TOP PLATE
COMPRESSION
SIDE
λ = 6" MIN. WHEN L/D>11, OR L/D MIN. WHEN L/D<11
NOTE:
FOR BEAM DEPTH OF 3-1/2, 5-1/2, AND 7-1/4", THE MAXIMUM HOLE DIAMETER IS 3/4, 1-1/8, AND 1-1/2", RESPECTIVELY. FOR
DEEPER BEAMS, THE MAXIMUM HOLE DIAMETER IS 2". THE MAXIMUM NUMBER OF HOLES FOR EACH SPAN IS LIMITED TO 3.
HOLES SHOULD NOT BE CUT IN CANTILEVERS.
(A) SQUARE END BRG.
COMPRESSION
SIDE
(B) SLOPE END BRG.(C) SLOPED END CUT FOR
ROOF DRAINAGE
MAX. 1/3
OF THE SPAN
(D) COMPRESSION SIDE NOTCH
0.4D MAX.
De> 0.6D
MAX. 1/3
OF THE SPAN
<0.5D
D
(E) TENSION SIDE NOTCH
0.1D MAX.
De> 0.9D
D
ZONES WHERE HOR. HOLES ARE PERMITTED
FOR PASSAGE OF WIRES, CONDUIT, ETC.
PERMISSABLE HOR. ROUND HOLE LOCATIONS FOR
LVL BEAMS UNDER UNIFORM LOADS
D D
<0.5D
D D
De> 0.6D
L/3 L/3 L/3
MIN. HOR. SPACING=
2x DIA. OF THE
LARGEST HOLE
CUTTING, NOTCHING AND BORING IN ENGINEERED WOOD BEAMS
(LVL, PSL, LSL)4 W
SCALE: NTS.
D
ZONES WHERE 1" OR SMALLER DIA. HOR. HOLES ARE
PERMITTED FOR PASSAGE OF WIRES, CONDUIT, ETC.
A) THE MAX. NUMBER OF HOLES FOR EA. SPAN SHALL NOT
EXCEED 3 AND B) THE HOLE MUST NOT BE CUT IN CANTILEVERS.
ZONES WHERE 1" OR SMALLER DIA. HOR. HOLES ARE
PERMITTED IN A UNIFORMLY LOADED BEAM (D> 7-1/4")
L
MIN. 2x DIA. OF THE
LARGEST HOLE
Y Y Y
D/
3
D/
3
D/
3
D/
3
D/
3
D/
3
FLOOR TO FLOOR CONNECTION BY MSTA & MSTC STRAP
MODEL NO.
CLEAR
SPAN
(IN.)
FASTENERS TOTAL (IN.)ALLOWABLE TENSION
LOAD (DF/SP)
MSTA49 18 (26) 0.148 x 2 1/2 2,020
MSTC28 18 (12) 0.148 x 3 1/4 1,150
MSTC40 18 (28) 0.148 x 3 1/4 2,690
MSTC52 18 (44) 0.148 x 3 1/4 4,225
MSTC66 18 (64) 0.148 x 3 1/4 5,850
MSTC78 18 (76) 0.148 x 3 1/4 5,850
MST37 18 (20) 0.162 x 2 1/2 2,460
MST48 18 (32) 0.162 x 2 1/2 3,950
MST60 18 (46) 0.162 x 2 1/2 6,235
MST72 18 (62) 0.162 x 2 1/2 6,730
W
SCALE: NTS.
FLOOR TO FLOOR TIE INSTALLATION SHOWING
3
CU
T
L
E
N
G
T
H
CL
E
A
R
S
P
A
N
EN
D
L
E
N
G
T
H
EN
D
L
E
N
G
T
H
SHEATHING NOT
SHOWN FOR CLARITY.
PROVIDE MIN. 1 1/6" END
DISTANCE FOR CS AND CMST
EQUAL NUMBER OF SPECIFIED
NAILS IN EA. END
ADDITIONAL NAILS ARE
REQUIRED IN THE RIM
BOARD AREA
PROJECT
CLIENT
0' 2' 4' 8' 16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S1.21
TYPICAL WOOD DETAILS
DATE. 12/21/2023
EXP. 06-30-2024
1011 W Second St
5/1/2025
1 W
SCALE: NTS.
EXT. WALL ELEVATION (FOR SHEARWALL, SEE SHEARWALL DETAIL)
2 MIN. DIM. OF HEADER FOR NON-LOAD BRG. WALL
NOTES:
1. HEADER SCHEDULE SHALL NOT BE USED AT LOCATION WHERE HEADERS SUPPORT
OTHER STRUCTURAL ELEMENTS SUCH AS BRG. WALLS, BEAMS, OR POSTS.
2.SPANS OVER 12' TO BE SPECIFICALLY SHOWN ON THE PLANS.
3.(2)2X OR (3)2X MAY BE USED IN-LIEU OF 4X & 6X MEMEBERS RESPECTIVELY.
W
SCALE: NTS.3 W
SCALE: NTS. POST SPLICE CONNE. DETAIL
POST SEE PLAN
SIMPSON A34 W/ SDS
SCREW EA. SIDE
JOIST SEE PLAN
FOR DIRECTION
POST SEE PLAN
(2)2x TOP PLATE
PROVIDE SOLID BRG.
UNDER POST/JACK STUD
SILL PLATE
2x STUD WHERE OCCUR
2x STUD WHERE OCCUR
SIMPSON A34
OPTION I
NOTE:
1. NAILS CONNECTING SIMPSON DTC CLIP TO JOIST SHALL BE HAMMERED NEARLY FLUSH, NOT COMPLETELY
FLUSH. NAILS CONNECTING SIMPSON DTC CLIP TO TOP PLATE SHALL BE HAMMERED FLSUH.
2. AT CONTRACTOR'S OPTION PROVIDE (1)2x TOP PLATE AND (1)1x TOP PLATE IN LIEU OF (2)2x TOP PLATES.
GAP SHALL BE GREATER THE 1/2" BUT LESS THAN OR EQUAL TO 1 IN.
3. 2x BLK'G AT PLYWOOD JOINTS OR WHERE WALL EXCEEDS 10'-0" IN HEIGHT
SIMPSON DTC
NON-LOAD BRG. PARTITIONS CONNE.
16d@48" O.C.
4 W
SCALE: NTS.
SHEATHING
PER PLAN
NON-LOAD BRG.
STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
(2)2x TOP PLATE
SEE NOTE #2
16d@48" O.C.
SHEATHING
PER PLAN
NON-LOAD BRG.
STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
(2)2x TOP PLATE
SEE NOTE #2
SIMPSON "DTC"
CLIP @48"OC w/ (4)8d
NAILS TO BASE AND
(2)8d NAILS TO JOIST
SEE NOTE 1
10d@4" O.C.
AT BLK'G
PROVIDE 2x BLK'G
(DEPTH TO SUIT)
BTWN. WOOD
JOISTS @48" O.C.
(MAX.)
2x STUD SEE
ARCH.
FOR SIZE AND
SPACING
2x STUD SEE ARCH.
FOR SIZE AND SPACING
1"
C
L
R
.
1"
C
L
R
.
NON-LOAD BRG. PARTITIONS CONNE.5 W
SCALE: NTS.
NOTE:
1. AT CONTRACTOR'S OPTION PROVIDE
(1)2x TOP PLATE AND (1)1x TOP PLATE IN
LIEU OF (2)2x TOP PLATES. GAP SHALL BE
GREATER THE 1/2" BUT LESS THAN OR
EQUAL TO 1 IN.
2. 2x BLK'G AT PLYWOOD JOINTS OR
WHERE WALL EXCEEDS 10'-0" IN HEIGHT
3. INSTALL SDPW PER SIMPSON
RECOMMENDATION.
OPTION II
16d@48" O.C.
SHEATHING
PER PLAN
NON-LOAD BRG.
STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
16d@48" O.C.
SHEATHING
PER PLAN
NON-LOAD BRG. STUD WALL (2) 2 X SILL PLATE
OR 3X SILL PLATE
SIMPSON SDPW
SCREW @ 48" O.C.
PROVIDE 2x BLK'G W/
(3)10d FROM PLYWOOD
2x STUD SEE
ARCH.
FOR SIZE AND
SPACING
(2)2x TOP PLATE1/
2
"
M
I
N
.
3
/
4
"
M
A
X
.
GA
P
34" OFFSET
WHERE NON-BRG. STUD WALL
OCCURS ABV. ONLY, PROVIDE
2X6@48" O.C. IN LIEU OF 2X BLOCK
NON-LOAD BRG. STUD
WALL
SIMPSON SDPW
SCREW @ 48" O.C.
1/
2
"
M
I
N
.
3
/
4
"
M
A
X
.
GA
P
34" OFFSET
3/
4
"
M
I
N
.
SHEATHING
PER PLAN
(2)2x TOP PLATE OR
(1)2x + (1)1x TOP
PLATES
SIMPSON SDPW SCREW USE SDPW19600
FOR (2)2x TOP PLATES AND SDPW14600
FOR (1)2x + (1)1x TOP PLATES
1/
2
"
M
I
N
.
3
/
4
"
M
A
X
.
GA
P
34" OFFSET
3/
4
"
M
I
N
.
3/8" PRE-DRILLED
HOLE THROUGH
TOP PLATES ONLY
SUPPORTING
MEMBER
OVERHEAD
10
"
SIMPSON THDB62100H SIMPSON HOLDOWNSIMPSON LSTHSIMPSON A35 SIMPSON CCQANCHOR ROD
1" MIN.
THREAD
12
"
M
I
N
.
BP/BPS 5/8"
(3"x3"x1/4")
SIMPSON CBSIMPSON A34
NOTE:
1. FOR CLARITY, ONLY TYPICAL CONNECTIONS ARE SHOWN
*NOT MORE THAN SPECIFIED SPACING FOR ANCHOR ROD ON SHEAR WALL SCHEDULE.
2. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APART
MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
3. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16"LARGER THAN THE BOLT DIAMETER
AND A SOLT LENGTH NOT TO EXEED 1-3/4",PROVIDED THAT A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT.
4. FOR THE BALANCE OF NAILING, SEE CBC TABLE 2304.10.1 ON SHEETS S0 SERIES.
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
TYP. DBL TOP PLATE FACE
NAILING 16d@16" O.C.
(4)16d AT CORNERS
PARTITIONS, TYP.
(3)8d COMMON
TOENAIL EA. JOIST
FLOOR OR ROOF SHEATHING
SEE PLAN
BLK'G OR
CONTINUOUS RIM JOIST (4)8d COMMON
TOENAIL
16d@12"OC AT
CORNER STUDS
CORNER STUDS
PER TYP. DETAIL
TYP. EXT. SHEATHING W/ EN. @ 6" O.C.
& FINAL @ 12" O.C., UNO
DOUBLE 2x JACK STUD & KING STUDS
FOR SPANS GREATER THAN 6'-0"
2x STUDS @ 16"OC
UNO
16d @ 12"OC AT DBL
KING STUD & JACK STUD
SEE NOTE 2
DOUBLE 2x SILL FOR
OPNG. OVER 6'-0"PL. SPLICE POST
POST CAP SEE PLAN
SIMPSON A35, SHEAR TRANSFER CLIPS OR
NAILING SEE PLAN & SHEARWALL TABLE
(2)2x TOP PLATE
8x
D
A
MI
N
.
4' MAX. UNO
L<8'-1"
SIMPSON A34 EA. END
SIMPSON A34 EA. ENDPL. SPLICE
4'-0" MIN.
SIMPSON A34
EACH END
C.L. SPLICE AT
UPPER PLATE
C.L. SPLICE AT
LOWER PLATE SIMPSON MSTA 49 EA. SIDE
(2) SIMPSON
MSTA49 (2)16d EA. SIDE OF SPLICE
THDB62100H
BP/BPS
5/8-3
SIMPSON A34
FOUNDATION
ATTACH JACK STUD TO KING STUD
W/ 16d@12" OC STAGGERED, TYP.
SIMPSON A34
EACH END
SIMPSON A34
EACH END
SIMPSON CB
SIMPSON A34
SIMPSON A34
W/ SD SCREW
2x WINDOW SILL WHERE
OCCURS (2)2x SILL AT
OPNG. WIDER THAN 4'-0")
2x WINDOW SILL WHERE OCCURS (2)2x
SILL AT OPNG. WIDER THAN 4'-0")
SIMPSON A35
SOLID BLOCKING
UNDER ABOVE POSTS
SOLID BLOCKING
UNDER ABOVE BEAMSSOLID BLK'G UNDER
ABV. POSTS
(2)10d TOE NAILS
(ADD SIMPSON A34
AT OPENING WIDER
THAN 6'-0")
SIMPSON A34 W/
SD SCREW,TYP.4 1/2" MIN.
12" MAX.*
4 1/2" MIN.
12" MAX.*4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
SIMPSON A34
SIMPSON A35
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
PROVIDE STUD
BELOW SPLICE
PROVIDE STUD
BELOW SPLICE
OPENING
OPENING
OPENING OPENING OPENING
(4) 16d COMMON
NAILS, TYP.
SIMPSON MSTA49 ON EACH JACK
STUD UNO PER
PLAN(TYP.)
TYPICAL
(2)16d END NAILS
2x PLATE
W/(4)16d
2x BLK'G
W/(2)16d
HEADER SCHEDULE (SEE NOTES BELOW) UNLESS NOTED OTHERWISE ON PLANS
OPG. WIDTH MIN. HEADER SIZE MIN. NUM. OF FULL HEIGHT STUD MIN. NUM. OF JACK STUDNON-BRG. INT. WALL
≤4'-0"4x4/4x6 FLAT 2 2
4'-0"≤W≤6'-0"4x6/6x6 2 2
6'-0"≤W≤8'-0"4x8/6x8 2 2
8'-0"≤W≤10'-0"4x10/6x10 3 3
10'-0"≤W≤12'-0"4x12/6x12 3 3
BEAM PER PLAN
PROJECT
CLIENT
0' 2' 4' 8' 16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S1.22
TYPICAL WALL DETAILS
DATE. 12/21/2023
EXP. 06-30-2024
1011 W Second St
5/1/2025
W
SCALE: NTS.1
DETAIL A
PLAN
NOTE:
ALL BLOCKED AND UNBLOCKED DIAPHRAGMS (ROOF AND FLOOR) SHALL BE CONSTRUCTED AS FOLLOWS:
1. REVIEW THE PLAN NOTES AND DRAWINGS FOR ADDITIONAL REQUIREMENTS OF FLOOR AND ROOF
CONSTRUCTIONS.
2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR DOC PS2.
3. WHERE DIAPHRAGMS ARE DESIGNATED AS BLOCKED, ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE
FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLK'G. THE SIZE AND SPACING OF FASTENERS AT
WOOD-FRAME DIAPHRAGM BOUNDARIES AND PANEL EDGES SHALL BE AS SPECIFIED ON THESE DWGS.
4. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MIN. PANEL
DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO
FRAMING MEMBERS OR BLK'G. INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2'-0" IN THEIR LEAST
PLAN DIMENSION NOR LESS THAN 8 SQ.FT. IN AREA.
5. PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED W/ BLK'G.
6. FOR UNBLOCKED DIAPHRAGMS, THE BLK'G BTWN. SUPPORTING STRUCTURAL MEMBERS AT PANEL EDGES IS NOT
REQD.
7. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS.MAX. NAIL SPACING AT PANEL EDGES
SHALL BE 6" ON CENTER.
8. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLK'G FOR PANELS SHALL BE THE SAME SIZE AS INSTALLED
AT THE PANEL EDGES.
9. MAX. NAIL SPACING SHALL BE 6" ON CENTER WHEN SUPPORT SPACING OF 48" ON CENTER IS SPECIFIED AND 12"
ON CENTER FOR CLOSER SUPPORT SPACINGS.
10. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLK'G SHALL BE 2" NOMINAL OR GREATER AT
ADJOINING
PANEL EDGES EXCEPT THAT A 3" NOMINAL OR GREATER WIDTH AT ADJOINING PANEL EDGES AND STAGGERED
NAILING AT ALL PANEL EDGES ARE REQD. WHERE:
10.1. 10.1. NAIL SPACING OF 2-1/2" ON CENTER OR LESS AT ADJOINING PANEL EDGES IS SPECIFIED, OR
10.2. 10D COMMON NAILS HAVING PENETRATION IN-TO FRAMING MEMBERS AND BLK'G OF MORE THAN 1-1/2" ARE
SPECIFIED AT 3" ON CENTER OR LESS AT ADJOINING PANEL EDGES.
11. SPECIFIED STRAPS OR HOLDOWN SYSTEM SHALL BE USED TO SPLICE THE WALL TOP PLATES, SILL/BOT PLATES,
BEAMS OR OTHER DRAG ELEMENTS. SHEATHING SHALL NOT BE USED TO SPLICE THE PLATES OR BEAMS.
12. TONGUE-AND-GROOVE SHEATHING SHALL BE INSTALLED W/ THE TONGUES UP ON SLOPED OR PITCHED ROOFS W/
PATTERN FACES DOWN.
13. WHERE RAFTER OR JOIST. LAP SPLICE OCCURS AND PLYWOOD JOINT IS CONTINUES,SEE DETAIL B.
BRIDGING/BLK'G IS REQD. AT 96" O.C.MAX. SEE DETAILS C AND D.
14. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR
CROWN IS FLUSH W/ THE SURFACE OF THE SHEATHING OVER-DRIVEN NAILS SHALL NOT BE PERMITTED AND SHALL
BE DEEMED UNSATISFACTORY.
15. AT UNBLOCKED DIAPHRAGMS, NAIL SPACING AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES SHALL
NOT BE MORE THAN 6” O.C.AND FIELD NAILING SHALL NOT BE SPACED MORE THAN 12”O.C.
16. AT BLOCKED DIAPHRAGMS,NAIL SPACING AT DIAPHRAGM BOUNDARIES AND AT ALL CONTINUES PANEL EDGES
SHALL NOT BE MORE THAN 6 IN. NAIL SPACING AT ALL OTHER PANEL EDGES SHALL NOT BE MORE THAN 6 IN. CONT.
PANEL JOINT IN BOTH DIRECTIONS SHALL NOT BE PERMITTED. FIELD NAILING SHALL NOT BE SPACED MORE THAN
12” O.C.
NOTE:
THE LOWER ENDS OF CROSS BRIDGING
SHALL BE DRIVEN UP AND NAILED AFTER
THE SHEATHING HAS BEEN NAILED.
JST. PER PLAN
FIELD NAILING
B.N. AT ALL CONT. PANEL EDGES
PROVIDE 2x BLK'G PER
DETAIL A AT BLOCKED
DIAPHRAGM
DISCONT. EDGE NAILINGB.N.
SHEATHING SEE PLAN
STAGG
E
R
END J
O
I
N
T
S
4'-0" T
Y
P
.
2'-0" M
I
N
.
METAL CROSS BRIDGING
PER TJI MANUFACTUREREDGE NAILING
TJI PER PLAN
2x4 CONT. W/ 16d@12" O.C.
RAFTER OR JOIST.
BEYOND AT LAP SPLICE
EDGE NAILING
SHEATHING JOINT
SHEATHING JOINTEDGE NAILING
2x4 FLAT BLK'G
W/ (2)10d TOENAILS EA. END RAFTER OR JOIST PER PLAN2x BRIDGING
(FULL HEIGHT)
1 1/2"
EDGE NAILING
5/16" MAX.
2 1/2"
EDGE NAILING
13/16" MAX.
3"
EDGE NAILING
1-1/16" MAX.TWO 2x-FRAMING3x-FRAMING2x-FRAMING
1/8" GAP TYP.
3/8" MIN. TYP.
FLOOR OR ROOF DIAPHRAGM SHEATING REQUIREMENTS
DETAIL B DETAIL C DETAIL D
1/8" GAP TYP.
3/8" MIN. TYP.
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL E
SCALE: NTS.
W2
W'≥MAX.
(WIDTH,
HEIGHT, 12'')
NOTES:
OPENINGS IN HOR. DIAPHRAGMS IN SEISMIC DESIGN CATEGORIES B, C, D AND E W/ A
DIMENSION THAT IS GREATER THAN 4 FT (1219 MM) SHALL BE CONSTRUCTED W/ METAL TIES
AND BLK'G IN ACCORDANCE W/ THIS SECTION.
METAL TIES SHALL BE NOT LESS THAN 0.058" [1.47 MM (16 GALV. GAGE)] IN THICK. BY 1 1/2"
(38 MM) IN WIDTH AND SHALL HAVE A YIELD STRESS NOT LESS THAN 33,000 PSI (227 MPA).
BLK'G SHALL EXTEND NOT LESS THAN THE DIMENSION OF THE OPNG. IN THE DIRECTION OF
THE TIE AND BLK'G. TIES SHALL BE ATTACHED TO BLK'G IN ACCORDANCE W/ THE
MANUFACTURER'S INSTRUCTIONS BUT W/ NOT LESS THAN EIGHT 16d COMMON NAILS ON EA.
SIDE OF THE HEADER-JOIST INTERSECTION.
FLOOR OPENING
w, 48" MAX.
24
"
M
A
X
.
TIE AND BLK'G EQ. TO THE
DIMENSION OF OPNG.
OPNG. IN ROOF OR FLOOR
4x BLK'G AT STRAP
LOCATION (TYP.)
JOISTS OR RAFTERS
TIE AND BLK'G EQ. TO THE
DIMENSION OF OPNG.
HANGER PER PLAN
CONT. STRAP W/ BLK'G
MIN. W/2 BEYOND
OPNG.
DOUBLE CONT. ROOF
RAFTER W/ E.N.W'
W'
D/
6
M
A
X
.
D/
3
M
A
X
.
2"
M
I
N
.
D/
4
M
A
X
.
A
T
E
N
D
S
SQUARE HOLES AND NOTCHED
NOT RECOMMENDED
D/
6
M
A
X
.
MAX. LENGTH=D/3
OUTER 1/3 OF SPAN MIDDLE 1/3 OF SPAN:
NOTCHING NOT PERMITTED OUTER 1/3 OF SPAN
NOTES:
FOR LUMBER BEAM:
1. UNLESS PERMITTED BY MANUF. , CUTS, NOTCHES AND HOLES BORED IN TRUSSES, STRUCTURAL COMPOSITE LUMBER, STRUCTURAL
GLUE-LAMINATED MEMBERS,CROSS-LAMINATED TIMBER MEMBERS OR I JOISTS SHALL NOT BE PERMITTED.
2. CLEAR DISTANCE BTWN. THE HOLES SHALL NOT BE LESS THAN THE GREATEST OF TWO TIMES THE ADJACENT HOLES, D/3 AND 2".
3. ALL NOTCHES SHOULD BE SEALED W/ A WATER-REPELLENT SEALER, IMMEDIATELY AFTER CUTTING.
4. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS.
5. THE TENSION SIDE OF MEMBERS W/ 4" OR GREATER IN NOMINAL THICK. SHALL NOT BE NOTCHED EXCEPT AT THE ENDS OF THE
MEMBERS.
FOR ENGINEERED WOOD BEAM(LVL,PSL,LSL):
1. PLEASE SEE MANUFACTURERS' CATALOGUES/ SPECIFICATIONS.
D
JOIST DEPTH
AT TAPER CUT
D/
4
M
A
X
.
D
NOT LESS
THAN 3 1/2"
CANTILEVER NOT
TO EXCEED 24"
2"
M
I
N
.
2" MIN.Ø≤D/3
2"
M
I
N
JOIST SIZE MAX. HOLE MAXIMUM NOTCH
DEPTH
MAXIMUM END
NOTCH
2x4 NONE NONE NONE
2x6 1 1/2 7/8 1 3/8
2x8 2 3/8 1 1/4 1 7/8
2x10 3 1 1/2 2 3/8
2x12 3 3/4 1 7/8 2 7/8
CUTTING, NOTCHING AND BORING IN LUMBER BEAMS AND
RAFTERS
W3SCALE: NTS.
D/4
M
A
X
.
2"
M
I
N
.
D
5 W
SCALE: NTS.
BUILT UP POST
134"134"
312"
112"
112"
6"
6"
212"
W
SCALE: NTS.4 BEAM TO POST CONNECTION DETAIL
INT. CONDITIONEND CONDITION
SPLICE WHERE
OCCURS AT
C.L. OF POST
SIMPSON MSTC40 STRAP
WHERE OCCURS
BEAM PER PLAN
SIMPSON ECCQ
POST CAP SIMPSON CCQ POST CAP
SIMPSON ECCQ
POST CAP
SIMPSON CCQ
POST CAP
COLUMN PER PLAN
W
SCALE: NTS.6
W
SCALE: NTS.7
W
SCALE: NTS.8
RIDGE BEAM TO RAFTER CONNECTION
RIDGE BEAM
PER PLAN
ROOF RAFTERS PER PLAN
SIMPSON MSTA24
@48" O.C.
LRUZ SIMPSON
SLOPED HANGER
PER PLAN
ROOF SHT'G PER PLAN
FILLER
SIMPSON LRUZSIMPSON
MSTA
SHEAR TRANSFER AT ROOF
SIMPSON H2.5ASIMPSON A35
CEILING JOIST PER PLAN
WHERE OCCUR
A35 EACH BLOCK U.O.N.
PER SHEAR WALL SCHEDULE
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
MI
N
.
6
"
E.N.
ROOF SHT'G PER PLAN
ROOF RAFTER PER PLAN
(7)16d MIN.
COMMON NAILS EA. END.
SHEAR WALL PER PLAN
PLY WOOD MAY OTHER SIDE
DBL. 2xTOP PLATE
2xRIM
2xBLK'G
2xSTUD WALL
PER PLAN
SHEAR TRANSFER AT GABLE ROOF
H2.5A INSTALLED AT 48"
O.C. (OR AT PLYWOOD
EDGE JOINTS)
SIMPSON A34
DOUBLE JOIST
2x BLOCKING(2 BAYS)
@ 48" O.C. W/
(3)16d EACH END
ROOF RAFTER
PER PLAN
SIMPSON A35 @ 16"O.C.
U.N.O. SEE SHEAR
WALL SCHEDULE
CEILING JOIST
PER PLAN
2x LEDGER W/ 2 ROWS OF
SDWS22400DB TO EACH STUD
2x STUD PER PLAN
SHEATHING
PER PLAN
2x CANTILEVERED
JOIST PERPENDICULAR
TO ROOF RAFTER @
16"O.C. W/ (3)-40d NAILING
2x SOLID BLOCKING
W/ SIMPSON A35 @ 16" O.C.
U.N.O. SEE SHEAR WALL
SCHEDULE
(2) 2x TOP PLS
4x BLOCKING
SHEAR WALL
PER PLAN
B.N
LESSER OF
("L" OR 2'-0")L"
2x BLK'G @48" O.C.
(2-BAYS)
SIMPSON A35
E.N.
SIMPSON A34 SIMPSON H2.5A
BALLOON WALL
16d@6" O.C.
E.N.
E.N.
112"
312"
112"
312"
8"
8"
112"
112"112"
USE ROW OF STAGGERED 30d COMMON
WIRE NAILS (D=0.207'', L=4 1/2'') FOR 3-PLY
USE ROW OF STAGGERED 10d COMMON
WIRE NAILS (D=0.148'' , L=3'') FOR 2-PLY
CONT. 2xBLK'G @ 8'-0" O.C.
6x12 DF. NO.1
2x8 @ 16" O.C.
MA
X
.
1
7
/
8
'
'
NOTE:
FOR BEAM END CUT SEE DETAIL 3/S1.23
9 W
SCALE: NTS.
CEILING JOIST PARALLEL TO BEAM DETAIL
PROJECT
CLIENT
0' 2' 4' 8' 16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S1.23
TYPICAL WOOD DETAILS
DATE. 12/21/2023
EXP. 06-30-2024
1011 W Second St
5/1/2025
W19
SCALE: NTS.1 PLUMBING DETAIL
HVAC CHASE
(2) ADJACENT
BAYS
3-16d
FASTENERS
EVERY 16"
LOAD BEARING
WALL W/ HVAC
CHASE
RPS28Z (NOTE 1)
PSPN58Z (NOTE 3)
PSPN516Z
(NOTE 2)
HVAC CHASE IN EXT.
OR LOAD BRG. WALL
RPS28 (NOTE 1)
CTS218 (NOTE 9)
PSPN516Z
(NOTE 2)
MSTC
(NOTE 8)
NS2 (NOTE 4)
SS1.5
(NOTE 5)
WATER OR VENT PIPE
TO 2ND FLOOR
ELECTRICAL WIRING
HSS2-
3-SDS3
(NOTE 7)NS1
(NOTE 4)
HSS2-SDS1.5 (NOTE 6)
SUPPLY LINES
NS1 (NOTE 4)
NOTES:
1. RPS28 (16 GAUGE) TO REINFORCE TOP PLATE, AND
RPS28Z (16 GAUGE ZMAXTM/) TO REINFORCE SILL PLATE.
2. PSPN516Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES
3. PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES
AND M1308.2
4. NS - NAIL STOPS TO PROTECT PIPING
FROM DRYWALL NAILS OR SCREWS.
5. SS1.5 (16 GAUGE) STUD SHOES REINFORCE AND PROTECT PLUMBING IN 2X.
AND M1308.2 AND 2308.5.10
6. HSS2-SDS1.5 (16 GAUGE) HEAVY STUD SHOES TO REINFORCE
AND PROTECT SINGLE 2X STUDS WHERE PIPE IS LOCATED. USES
(12) SDS 1/4" x 11/2" SCREWS (INCLUDED).
7. HSS2-3-SDS3 (16 GAUGE) HEAVY STUD SHOE FOR
TRIPLE 2X STUD. USES (12) SDS 1/4" x 3" SCREWS (INCLUDED).
AND M1308.2 AND 2308.5.10
8. MSTC (16 GAUGE) AT TOP PLATE
9. CTS218 (14 GAUGE) TO REINFORCE TOP-PLATE FOR BOTH
COMPRESSION AND TENSION FORCES 4.1.4
W20
SCALE: NTS.2
PSPN516Z
LC
LCCLCL
MODEL
NO.GA
DIMENSIONS
BOTTOM PLATE
(12) 0.162" x 3
1/2" NAILS
TOP PLATE
(16) 0.162" x 3 1/2"
NAILS
(24) 0.162" x 3 1/2"
NAILS
ALLOWABLE LOAD
(lb.)
ALLOWABLE LOAD
(lb.)
ALLOWABLE LOAD
(lb.)
DF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF
W L (160) (160) (160) (160) (160) (160)
PSPN516Z 16 5"16 5/16"1320 1145 1760 1530 2640 2290
NOTES:
1. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS 16d BOX NAILS (0.135" DIA x 31/2") MAY BE USED.
2. ALLOWABLE TENSION LOAD IS 0.75 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS.
16 5/16"
5"
SCALE: NTS.3 PSPN516Z NAIL STOPPER (TOP OR BOT PLATE REPAIR PLUS
PLUMBING LINE PROTECTOR)
W21
SCALE: NTS.4PSPN58Z NAIL STOPPER (PLUMBING LINE PROTECTOR)W22
NOTES:
PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES
PSPN58Z
PSPN58Z
8"
5"
SCALE: NTS.5 W23
4 1/2" MAX. GAP
APPLY CTS218 ON THE BOTH SIDES OF BOTH TOP PLATES
AT SHEAR/BRACE WALL LINES, UNO SPECIFICALLY
APPROVED BY STRUCTURAL ENGINEER IN WRITING. THE GC
SHALL RFI THE FIELD CONDITIONS AS REQUIRED.
NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR)
NOTES:
NS - NAIL STOPS TO PROTECT PIPING FROM DRYWALL NAILS OR SCREWS.
(3) NS1
<1 1/4"
NS2
SUPPLY
LINES
NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR)
NS1
(NS2 SIMILAR)
W
L
NS1
NOTES:
1. OPTIONAL NAILS : 8d = 0.131" DIA. x 31/2" LONG.
MODEL
NO.GA.DIMENSIONS
W L
NS1 14 11 2" 3"
NS2 11 2"6"
SCALE: NTS.
8
W25
SS3 SS4.5
SCALE: NTS.
9
FOR NON-LOAD BEARING WALL COMPRESSION-TENSION STRAP
(TOP PLATE REPAIR)
W26
MODEL NO. GA. STUD SIZE FASTENERS
(TOTAL)
ALLOWABLE LOADS (lb.) DF/SP LUMBER
COMPRESSIONFLOOR (100) ROOF (125)
SS1.5
16
2X (12) 0.148" x 11 2"500 500
SS2.5 3X (12) 0.148" x 11 2"730 740
SS3 (2) 2X (12) 0.148" x 3"730 830
SS4.5 (3) 2X (14) 0.148" x 3"840 840
3 1/4"
6"
2
1
/
2
"
HSS2 HSS2-3
HSS-SDS STUD SHOE FOR LOAD BEARING WALL(NOTCHED STUD
REINF. AND PLUMBING LINE PROTECTOR)
MODEL NO. GA.STUD
SIZE
FASTENERS
(TOTAL)
ALLOWABLE LOADS (lb.) DF/SP
LUMBER
COMPRESSION
TENSIONFLOOR (100)ROOF
(125)
HSS2-SDS1.5
16
2X (12) 1 4" x 11 2" SDS 1165 1165 1025
HSS2-2-SDS3 2-2X (12) 1 4" x 3" SDS 1165 1165 1025
HSS2-3-SDS3 3-2X (12) 1 4" x 3" SDS 990 990 960
HSS4-SDS3 4X (12) 1 4" x 3" SDS 1205 1205 1025
NOTES:
1. INSTALLS OVER PIPE UP TO 23/8" OUTSIDE DIAMETER.
2. SDS SCREWS PROVIDED.
3. ROOF LOADS ARE 125% OF FLOOR LOADS UNLESS LIMITED BY OTHER CRITERIA.
FLOOR LOADS MAY BE ADJUSTED FOR LOAD DURATIONS ACCORDING TO THE CODE, PROVIDED THEY DO NOT EXCEED ROOF LOADS.
3 1/4"
7
1
/
8
"
2
3
/
4
"
CODES: ICC-ES ESR-2608; FLORIDA FL10864
SCALE: NTS.
SS/HSS-SDS STUD SHOE FOR LOAD BEARING WALL (CLR.
REQUIREMENTS)
W27
NOTES:
1. DISTANCE BTWN. CENTER LINE OF SUPPLY LINE AND CENTER LINE OF VENT PIPE MUST BE A MIN. OF 67/8" TO PROVIDE ADEQUATE
SPACE FOR THE HSS AND NS2.
NS2 SUPPLY LINE
VENT PIPE
HSS
6
7
/
8
"
M
I
N
.
1/2"
SCALE: NTS.
MSTC (HVAC REPAIRS - AT NON-LOAD BEARING OR SHEAR/BRACE
WALL LINES TOP PLATE REPAIR (CONSECUTIVE BAYS))
W28
MODEL
NO.GA. DIMENSIONS FASTENERS
(TOTAL)
ALLOWABLE
TENSION
LOADS (lb.)
DF/SP
ALLOWABLE
TENSION
LOADS (lb.)
SPF/HF
MSTC5
2 16
W L NAILS (160)(160)
3"521 4"
(12) 0.162"
x 31 2"1150 995
(16) 0.162"
x 31 2"1535 1330
NOTES:
1. MSTC HAS COUNTERSUNK NAIL SLOTS FOR A LOWER PROFILE.
2. USED WHEN THE TOP PLATES ON TWO CONSECUTIVE BAYS HAVE BEEN REMOVED.
3. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS, 16d BOX (0.135" DIA. x 31/2" LONG) MAY BE USED. ALLOWABLE TENSION LOAD IS
0.88 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS.
4. NAILS SHOULD BE EQUALLY DISTRIBUTED TO BOTH TOP PLATES.
CODES: ICC-ES ESR-2105 W/ LA SUPPLEMENT;
HVAC CHASE
(2) ADJACENT
BAYS
MSTC52
BORED HOLES D/3
2 x 6 = 1 13/16"
2 x 8 = 2 7/16"
2 x 10 = 3 1/16"
2 x 12 = 3 3/4"
CUTTING AND NOTCHING
*40% ALLOWED
NON-BRG. PARTITIONS
BRG. WALLS AND PARTITIONS
ALLOWABLE BORED
HOLE MAX. DIA. 40%
OF STUD DEPTH
THE EDGE OF BORE HOLE
SHALL NOT BE CLOSER THAN
5/8'' TO THE EDGE OF THE
STUD IN EA. DIRECTION
ALLOWABLE CUT OR
NOTCH DEPTH IS 25%
OF STUD WIDTH
NO BORED HOLES
LOCATED AT THE SAME
SECTION OF THE STUD
WHERE CUT OR NOTCH
BORDER HOLE 1 7/16" MAX.
IN BRG. WALL 2 3/16" MAN
IN NON-BRG. WALL
2X STUDS @ 16" O.C.
BORED HOLES SHALL
NOT BE LOCATED AT THE
SAME SECTION OF STUD
AS A CUT OR NOTCH
THE EDGE OF BORE HOLE
SHALL NOT BE CLOSER THAN
5/8'' TO THE EDGE OF THE
STUD IN EA. DIRECTION
ALLOWABLE CUT OR
NOTCH DEPTH IN
40% OF WIDTH
NON-BRG. PARTITIONS
WHERE HOLES ARE OVER 1/3
PLATE WIDTH USE G.I. 1
1/2"X16 GA X12" LONG EA.
SIDE W/(5) 8d EA. END
ALLOWABLE BORED HOLE 60% OF
STUD WIDTH ONLY WHERE EA.
BORED STUD IS DOUBLED PROVIDED
NOT MORE THAN TWO SUCH
SUCCESSIVE STUDS ARE BORED
STUD
NOTCH
2 x 4 STUD= 1 7/16" MAX.
2 x 6 STUD= 2 3/16" MAX.
2 x 4 STUD= 1 4/16" MAX.
2 x 6 STUD= 2 3/16" MAX.
BORED HOLE
5/8" MIN.
SIMPSON HSS2-2-SDS3
GALVANIZED
W
SECTION A
WHERE FRAMING MEMBER
OCCURS ABV. WITHIN
PENETRATED STUD SPACE
ADD SUPPORT STUD BELOW
CS16 STRAP W/ (12) 8d MIN. EA.
END TO PLATE AT EA. PLATE
UNOSEE PLANS FOR ADDITIONAL
SPLICE REQUIREMENTS
18" MIN.TO
PLATE SPLICE
18" MIN.TO
PLATE SPLICE
SECTION B5/
8
"
M
I
N
.
EA
.
S
I
D
E
DRILL NEAT HOLE
PER SCHEDULE
16 GAGE AND 1.5' WIDE METAL
TIE EA. SIDE OF NOTCH W/
8-10d NAILS EA. SIDEA
B
16 GAGE AND 1.5' WIDE
METAL TIE EA. SIDE OF NOTCH
W/ 8-10d NAILS EA. SIDE
TOP PLATES
2" MIN. FROM
TOP&BOT OF JOIST PIPE OF
CONDUIT
NOTCH GREATER THAN 50%
OF THE PLATE WIDTH
7/8" MAX.@BEARING
WALL 1
13/16"@NON-BEARING
WALL
*40% ALLOWED
ANY NON-BRG. WALL
BORED HOLES
*40% ALLOWED
BRG. WALL
BORED HOLE
(2)-2 x 4 STUD
BORED HOLE<2"
BORED HOLES
*25% ALLOWED
EXT. WALLS AND BRG. PARTITION
STUD
NOTCH
2 x 4 STUD= 1 7/16" MAX.
2 x 6 STUD= 2 3/8" MAX.
2 x 4 STUD= 1 7/8" MAX.
2 x 6 STUD= 3 5/16" MAX.
BORED HOLE
5/8" MIN.
SIMPSON HSS2-3-SDS3
GALVANIZED
*60% ALLOWED
ANY NON-BRG. WALL OR EA. BORED
STUD DOUBLED BORED HOLE NOT
PERMITTED IN MORE THAN TWO
SUCCESSIVE DOUBLED STUDS
*60% ALLOWED
BRG. WALL
BORED HOLE
(3)-2 x 4 STUD
BORED HOLE<2 1/2"
NOTES:
1. ALL NOTCHES SHOULD BE SEALED WITH A WATER-REPELLENT SEALER, IMMEDIATELY AFTER CUTTING
2. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS.
3. BRG. AND NON-BRG. WALLS:
a. NOTCHES AND HOLES ARE ONLY PERMITTED IN OUTER 1/3 OF SPAN LENGTH OF STUD
b. BORED HOLES SHALL NOT BE LOCATED IN THE SAME CROSS SECTION OF CUT OR NOTCH IN STUD
4. NON-BRG. WALLS:
IF HOLE IS BTWN. 40% AND 60% OF STUD DEPTH, THEN STUD MUST BE DOUBLED AND MORE
THAN TWO SUCCESSIVE STUDS ARE DOUBLED AND SO BORED.
D (DEPTH)
D/3 MAX.
CUTTING, NOTCHING AND BORING AT STUD WALL
7
6
10
PSPN516Z (16 GAUGE ZMAXTM) NAIL STOPPER
(TOP OR BOT PLATE REPAIR PLUS PLUMBING LINE PROTECTOR)HSS-SDS STUD SHOE FOR LOAD BEARING WALL
(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR)SS STUD SHOE FOR NON-LOAD BEARING WALL SHOE
(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR)
W24
SCALE: NTS.
PROJECT
CLIENT
0' 2' 4' 8' 16'
SHEET TITLE
1011 W 2ND ST, SANTA ANA,
CA 92703
JUAN GARSIA
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
S1.24
TYPICAL WOOD DETAILS
DATE. 12/21/2023
EXP. 06-30-2024
1011 W Second St
5/1/2025
STRUCTURAL PLAN NOTES
FOUNDATION PLAN3
FOUNDATION PLAN NOTES
CEILING PLAN1
HEADER SCHEDULE UNO ON PLAN
MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER
HDR-1 4x12 DF. NO.1 -4x6 HUC412
HDR-2 4x6 2x4 2x4 -
HDR-3 4x8 2-2x4 2x4 -
POST SCHEDULE UNO ON PLAN
MARK POST SIZE
C44 4x4
C46 4x6
JOIST & HANGER SCHEDULE UNO ON PLAN
MARK JOIST SIZE HANGER
RR-1 2x8 @16" O.C.-
CJ-1 2x8 @16" O.C.
W/BLK'G@8'-0"-
STUD WALL SCHEDULE UNO ON PLAN
MAX. HEIGHT INT. WALL EXT. WALL
8'-00"2x4 @16" O.C.2x4 @16" O.C.
STRUCTURAL & FOUNDATION PLAN SCHEDULE
ROOF PLAN2 SCALE: 1/4"=1'-0"SCALE: 1/4"=1'-0"
SCALE: 1/4"=1'-0"
RR-1 RR-1
C44
C44
C44
W/B
C
4
0
SW1
(18'-2")
SW
1
(2
1
'
-
1
"
)
4x
1
0
4x
1
0
6x12 No.1
SW4
(3'-1")
1 2
A
B
HD
R
-
2
1 2
A
B
1 2
A
B
HDU
5C46
12"
12
"
12
"
C44
W/B
C
4
MST37
MSTC40
MST37
C44
W/B
C
4
SW1
(18'-2")
SW
1
(2
1
'
-
1
"
)
SW
1
(1
7
'
-
8
"
)
HDU
5
HDU
5
C46
C44
CJ-1
HDR-1
C46
W/B
C
4
60
12"
HUC412
SEE HANGER
SCHED.
SW4
(3'-1")
C.A
.
W/B
C
4
0
C46
W/B
C
4
6HD
R
-
3
(2)SIMPSON
MSTA49
AT TOP PLATE
HDU
5
C46
HDU
5C46
1
S1.01
C46
8
S1.23
7
S1.23
SW1
(18'-2")
SW
1
(2
1
'
-
1
"
)
SW
1
(1
7
'
-
8
"
)
8
S1.23
7
S1.23
6
S1.23
MSTC52
SEE 3/S1.21
TYP.
MSTC52
5" SOG ON ENGINEERED FIELD
MATERIAL BASED ON ARCH. DWGS. W/
#4@18" EA. WAY. SEE SOG REQUIREMENT
NOTES FOR CAPILLARY BREAK
REQUIREMENTS.
TYP.
4
S1.01
TYP.
TYP.
TYP.
9
S1.23
TYP.
TYP.
C46 C46 C46
S1.23
5
SW
1
(1
7
'
-
8
"
)
TYP.
MST48
HDU
5 MST48
INDICATES TENSION STRAP
INDICATES SHEARWALL TYPE
FOR SHEARWALL SCHEDULE
SEE 1/S1.21
INDICATES MINIMUM
LENGTH OF SHEARWALL
SWXX
(#'-#")
INDICATES WOOD BEAM
INDICATES WOOD HEADER
SEE 2/S1.22 FOR MORE
INFORMATION
RB
INDICATES HOLDOWN TYPE X
HDR
INDICATES WOOD POST MARK,
SEE POST SCHEDULE
C#
HDU
X
SYMBOL DESCRIPTIONS
INDICATES JOIST
INDICATES HANGER
J#
#
S#.##INDICATES SECTION
INDICATES SHEET NUMBER
INDICATES DETAIL
NUMBER ON THE SHEET
S#.##
#
INDICATES CALLOUT
#INDICATES REVISION ON
DRAWINGS
INDICATES VIEW#
S#.##INDICATES LOAD BEARING WALL
BW
INDICATES WOOD HEADER
SEE HEADER SCHEDULE TABLE
ON PLAN
HDR-#
1. SOIL SUBGRADE REQUIREMENTS, ELEVATION AND SLOPING OF FOUNDATIONS AND SOG, AND
CONSTRUCTION REQUIREMENTS ARE NOT PART OF THIS SCOPE OF WORK OR THE LIABILITY OF THE
STRUCTURAL ENGINEER.
2. IF GEOTECHNICAL REPORT OR CIVIL DWGS. ARE AVAILABLE, CONTRACTOR SHALL REVIEW AND FOLLOW
THE GEOTECHNICAL REPORT AND CIVIL DWG. FOR THE CONSTRUCTION OF SOIL SUBGRADE AND SOG.
3. IN THE ABSENCE OF GEOTECHNICAL REPORT, OR CIVIL REPORT AND DWGS. THE DETAILS SHOWN ON
THESE DWGS. MAY BE CONSIDERED BY THE OWNER/GC ON THEIR OWN RISK. STRUCTURAL ENGINEER
SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES THAT MAY OCCUR DUE TO USING THESE
RECOMMENDATIONS.THESE ARE GENERAL RECOMMENDATIONS FOR THE CONSTRUCTION OF SOIL
SUBGRADE. THESE DETAILS DO NOT CONSIDER THE ACTUAL FIELD CONDITIONS.
3.1. SOG AND FOUNDATIONS SHALL BE CONTINUOUSLY SUPPORTED ON UNDISTURBED OR ENGINEERED
FILL SOIL.
3.2. THE AREA WITHIN THE SOG AND FOUNDATION WALLS SHALL HAVE ALL VEGETATION, TOP SOIL AND
FOREIGN MATERIAL REMOVED.
3.3. FILL MATERIAL SHALL BE FREE OF VEGETATION AND FOREIGN MATERIAL. THE FILL SHALL BE
COMPACTED TO ENSURE UNIFORM SUPPORT OF THE SOG, FOUNDATION, AND THE FILL DEPTHS SHALL NOT
EXCEED 24 IN FOR CLEAN SAND OR GRAVEL AND 8 IN FOR EARTH.
3.4. AT SOG AREA, REINFORCING STEEL SHALL BE SUPPORTED TO REMAIN IN PLACE FROM THE CENTER TO
MIDDLE FOURTH OF THE SLAB FOR THE DURATION OF THE CONC. PLACEMENT.
3.5. SCARIFY TOP 12" OR RECOMPAC 4' OVEREXCAVATION PRIOR TO TRENCHING FOR THE UTILITY AND/OR
FOUNDATION. 90% COMPACTION REPOR IS REQD. AT THE TIME OF FOUNDATION INSPCTION. DAMP
PROOFING, BASE COURSE AND PRE-SATURATION ARE REQUIRED THE SPECIAL INSPECTOR SHALL VERIFY
THAT THE IN-PLACE DRY DENSITY OF THE COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF THE
MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED IN ACCORDANCE W/ ASTM D1557.
3.6. AT SOG AREA, A 4 IN THICK SUB-BASE COURSE CONSISTING OF ½” OR LARGER CLEAN AGGR EGATE.
3.7. A 10-MIL VAPOR RETARDER/MOISTURE BARRIER CONFORMING TO THE REQUIREMENTS OF ASTM E1745
GLASS A W/ JOINTS LAPPED NOT LESS THAN 6 IN SHALL BE PLACED BTWN. THE CONC. FLOOR SLAB AND
THE BASE COURSE OR THE PREPARED SUBGRADE WHERE NO BASE COURSE EXISTS. UNLESS REQUIRED BY
BUILDING OFFICIALS THE MOISTURE BARRIER IS NOT MANDATORY FOR DRIVEWAYS, WALKS, PATIOS AND
OTHER FLAT WORK NOT LIKELY TO BE ENCLOSED AND HEATED AT A LATER DATE.
4. PROVIDE CONTROL JOINTS AT CL. OF CONC. OR STEEL COLUMNS IF NO CONSTRUCTION JOINTS OCCUR.
5. CONTRACTOR TO SUBMIT A JOINTING PLAN TO ARCHITECT FOR REVIEW.
6. THE TOP SURFACE OF FOUNDATIONS SHALL BE LEVEL ,UNO ON ARCH. DWG.
7. THE BOTTOM SURFACE OF FOUNDATION AND SOG SHALL NOT HAVE A SLOPE EXCEEDING ONE UNIT VER.
IN 12 UNITS HOR.
8. UNO ON PLANS OR TYPICAL DETAILS, NO HOR. CONSTRUCTION SHALL BE PERMITTED IN THE
FOUNDATIONS. ALL OTHER CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR AND ARCH FOR
REVIEW.
SOG REQUIREMENT NOTES
C46HDU
5
C46HDU
5
CJ-1
S1.21
5 TYP.
1
S1.01
2 TYP.
1
1. T HESE D R AWING AR E BAS ED ON THE B E S T AV A ILA B L E S OU R CES AND DO NO T A DD RE S S T HE F I ELD
CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
AND SEOR . NO WOR K S HALL BE P E RF ORMED IN T HE A FFECTED AR EAS UN TIL THE DI SCREP AN CIES A RE
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS
SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR
WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY
IDENTIFIED.
3 . CO N TR AC T O R IS S OLE L Y R ESPO N SI B L E FO R P R O T E C T IO N O F A L L S T R U C T U R AL, N ONS T R UCTUR A L,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR
OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALL
NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHER
PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. FOR CONSTRUCTION NOTES AND TYPICAL SYMBOLS DESCRIPTIONS, SEE S0 SERIES SHEETS.
7. FOR TYPICAL DETAILS, SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS 'TYPICAL' MAY
NOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL OR
SCHEDULE APPLIES BEFORE PROCEEDING WITH WORK.
8. SEE ARCH./CIVIL DWGS. FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, OPENINGS, CURBS,
DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC., AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OF
OPENINGS, ETC., NOT INDICATED ON STRUCTURAL DRWGS.
9. HOLD-DOWNS& ANCHORS HARDWARE MUST BE SECURED IN PLACE PRIOR TO CALLING FOR FOUNDATION
INSPECTION. WET SETTING ANCHORS IS PROHIBITED.
10. APPROVED PLATE WASHERS SHALL BE USED FOR HOLD-DOWN CONNECTOR BOLTS INTO WOOD
FRAMING. HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING WALL
FRAMING.
11. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE
CONCRETE PLACING.
12. UNO IN ARCH./CIVIL DWGS. SURFACE OUTSIDE THE HOUSE NEEDS TO HAVE 5% SLOPE (UNPAVED
SURFACE) & 2% SLOPE (PAVED SURFACE) AWAY FROM THE STRUCTURE.
13. FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER
PRIOR TO PLACEMENT OF STEEL, IF HIRED. A MEMO SHALL BE AVAILABLE TO THE CITY INSPECTOR AT TIME
OF FOUNDATION INSPECTION.
14. ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT-DIPPED
ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
15. MINIMUM EDGE DISTANCE FOR ANCHOR BOLTS SHALL BE 1-3/4". ALL ANCHOR BOLTS SHALL INCLUDE A
MINIMUM 0.229"X3"X3" STEEL PLATE WASHER. THE HOLE IN THE PLATE WASHER SHALL BE PERMITTED TO
BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT
LENGTH NOT TO EXCEED 1-3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE
WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM
PLATE ON THE SIDE(S) FOR SHEATHING WITH SHEAR DESIGN VALUES EXCEEDING 400PLF.
16. THE FOUNDATION PLAN SHOWS THE GENERAL LAYOUT OF THE FOUNDATION. FOR LOCALIZED SIZE
CHANGES AT THE HOLD-DOWNS, REFER TO TYPICAL DETAILS. AT ALL HOLD-DOWN LOCATIONS,
FOUNDATION SHALL BE CONSTRUCTED WITH THE DIMENSIONS SPECIFIED IN TABLE FOR HOLD-DOWN
ANCHOR SCHEDULE SEE SHEET S1.01.
17. ALL WOOD MEMBERS IN CONTACT WITH MASONRY AND CONCRETE SHALL BE PRESSURE-TREATED AND
CONFORM TO THE REQUIREMENT OF "AWPA U1" FOR CATEGORY UC4A OR BETTER.
18. WOOD AND WOOD BASED MATERIALS USED RAISED FLOOR SYSTEMS INCLUDING JOISTS AND BEAMS
SHALL CONFORM TO THE REQUIREMENTS OF "AWPA U1" FOR CATEGORY UC3B OR HIGHER.
19. NO HORIZONTAL COLD JOINTS OTHER THAN THE LOCATIONS SHOWN ON THESE DRAWINGSSHALL BE
PERMITTED IN FOUNDATION CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BESUBMITTED TO SEOR
FOR REVIEW.
20. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG
SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
21. SPECIAL SOIL CONDITIONS AND PROPERTIES SUCH AS LIQUEFACTION ZONES; ADJACENT TO OR WITHIN
AREAS PRONE TO LANDSLIDE, SLOPED LOTS GREATER THAN 1 UNIT VERTICAL UNITS HORIZONTAL ARE NOT
INCLUDED IN THIS SCOPE OF WORKS AND NOT CONSIDERED FOR FOUNDATION DESIGN. OWNER SHALL
HIRE A SOIL ENGINEER TO VERIFY THESE CONDITIONS AND THEIR EFFECTS ON STRUCTURAL ELEMENTS.
22. CONSTRUCTION BELOW THE RAISED FLOOR AND AT CRAWL SPACE INCLUDING LUMBERS AND TIMBERS
SHALL BE GRADE 1 OR BETTER , JOISTS & BEAM THAT ARE AT LEAST 18" ABOVE GROUND SHALL BE
CATEGORY 3B OR HIGHER AND POSTS, SILL PLATES AND BEAMS AND JOISTS LESS THAN 18" ABOVE THE
GROUND SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
23. ALL CRIPPLE WALLS SHALL BE BRACED.
24. ALL TOP AND BOTTOM CONTINUEL/ LONGITUDINAL BARS IN STRIP FOUNDATIONS SHALL HAVE
STANDARD HOOKS AT THE ENDS.
25. ALL TOP AND BOTTOM DISCONTINUED/ LOCAL BARS ( IN BOTH DIRECTIONS ) AT THE PAD/
ISOLATED FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS.
26. ALL SOG BARS SHALL HAVE STANDARD HOOKS AT THE ENDS.
27. FOR DRAINAGE LAYOUT AND REQUIREMENTS, SEE ARCHITECTURAL/CIVIL DRAWINGS. DRAINAGE IS NOT
INCLUDED IN STRUCTURAL ENGINEER'S SCOPE OF WORK.
28. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"
ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.
29. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.
30.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR.
31. FOR ALL BASEPLATES AND STEELS THAT ARE OUTSIDE OR UNDER GROUND, APPLY MIN. 2 COATS OF
MACROPOXY 646 WITH MINIMUM 8 MILS THICKNESS.
HDU
2C44 HDU
2
C44
C.A
.
W/B
C
4
0
HUC412
SEE HANGER
SCHED.
S1.23
4
C44
W/B
C
4
HDU
2C44 HDU
2
C44
HDU
2
C44
HDU
2
C44
C44
HANGER SCHEDULE UNO ON PLAN
MODEL FACE FASTENERS MEMBER FASTENERS
HUC412 (12) 0.162 x 3 1
2"(10) 0.148 x 3
C46
SW4
(3'-1")
SW4
(3'-1")
C46
SW4
(3'-1")
SW4
(3'-1")
USE (4)SDS25800 SCREW FOR HDR TO
C46 POST AT EACH ENDS. SEE 1/S1.22.
1 . THE S E DR A WING AR E BA S E D O N TH E BES T A VA IL AB LE SO UR C E S AND DO N OT A DDR ESS THE FIELD
CONDITIONS. THE CONTRACTOR SHALL VER IFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
A ND SE OR. NO WOR K S HALL BE PER FOR MED I N T HE AFFECTED AREAS UNTIL THE DI SCR EPA NCIES AR E
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS
SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR
WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY
IDENTIFIED.
3. C ONT R ACTO R IS S OLELY R E S P ONS I BLE FO R P R OT E C T I O N OF ALL STR UC T U R AL, NO N STR UC T U R AL,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR
OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND
SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM
OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR
GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.
7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.
8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" OC. SHALL BE 15/32" OR
1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 WITH EXTERIOR GLUE, (EXPOSURE1 OR
EXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM FASTENER
PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELD
NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL
EDGES SHALL NOT BE MORE THAN 6 IN.
9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" OC. SHALL BE 19/32" OR 5/8" PS1
OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR),
SQURE EDGE (OR TONGUE-AND-GROOVE).
10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24
WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQURE EDGE (OR TONGUE-AND-GROOVE ).NAILS
SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT
INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES
AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.
11. BALCONY FRAMES AND SHEATHING SHALL BE EXTRIOR GRADE. BALCONY SHEATHING SHALL BE 3/4" PS1
OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQURE EDGE (OR TONGUE-AND-GROOVE ).
12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR
SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS
UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO
NOT REQUIRE BLOCKING AT THE EDGES.
13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND
THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,
APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.
14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A
MINIMUM OF ONE JOIST BAY.
15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE
NAILED TO THE FARMING AS FOLLOWS:
15.1. FASTENERS SHALL BE 10d COMMON NAILS
15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.
15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.
15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.
15.5. BLOCK ALL EDGES
15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.
16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF
APPLICABLE.
17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G
SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.
19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.
20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE
NOTES.
21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.
22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.
23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE
PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK
BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE
CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" OC. SHALL BE 19/32" APA RATED
WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER
PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD
NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACINGAT BOUNDARIES AND AT SUPPORTED PANEL EDGES
SHALL NOT BE MORE THAN 6 IN.
25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING
REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH
THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND
CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK
STUDS.
27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER
(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL
DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED
IN CONSTRUCTION.
29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR.
30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED MID-SPAN OF THE JOIST.
32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END.
33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT
MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER.
1011 W 2ND ST, SANTA ANA,
CA 92703
PROJECT
CLIENT
0'2'4'8'16'
SHEET TITLE
SAZAN INC.
2610 Vista Del Oro, Newport Beach, CA 92660
JUAN GARSIA
S2.01
CLG, ROOF &
FOUNDATION PLAN
11/19/2024
EXP. 06-30-2026
1011 W Second St
5/1/2025
GN-1
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT TH E CONSENT OF PLAN AND PERMIT IN C. NOTES AND DETAILS ON THE DRAW INGS SHALL TAKE PRECEDENCE OVER GENERAL NOTE S AND TYPICAL DETAILS. WHERE NO DETAILS SH OWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERI FY ALL PLANS, EXISTING DIMENSIO NS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WR ITING PRIOR TO THE COMMENCEMENT OF ANY WOR K OR BE RESPONSIBLE FOR SAME.
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SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
C
E
NS E D A R CHI
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
GENERAL NOTES
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan in conformance with Items 1 through 5.
The construction waste management plan shall be updated as necessary and shall be available during construction for examination by the
enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling, reuse on the project or salvage for
future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the enforcing agency, which can provide
verifiable documentation that the percentage of construction and demolition waste material diverted from the landfill complies with Section
4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste materials will be diverted by a waste
management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined weight of construction and demolition waste
disposed of in landfills, which do not exceed 3.4 lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined weight of construction and demolition
waste disposed of in landfills, which do not exceed 2 pounds per square foot of the building area, shall meet the minimum 65% construction
waste reduction requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates compliance with Section 4.408.2,
items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code (Residential)" located at www.hcd.ca.gov/CALGreen.html
may be used to assist in documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California Department of Resources Recycling and
Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact disc, web-based reference or other
media acceptable to the enforcing agency which includes all of the following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems, photovoltaic systems, electric
vehicle chargers, water-heating systems and other major appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce resource consumption, including recycle
programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent and what methods an occupant may use
to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5 feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking, painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible
area(s) that serves all buildings on the site and are identified for the depositing, storage and collection of non-hazardous materials for recycling,
including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section 42649.82 (a)(2)(A) et seq. are note
required to comply with the organic waste portion of this section.
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS.
Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2,
4.303.1.3, and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy, or final permit
approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture,
types of residential buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank-type
water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced
flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush. The effective
flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not
exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only allow one shower outlet to be in operation at a
time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall not
exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be
less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute
at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2
gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance Efficiency
Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607 (d)(7) and shall be
equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California Code of
Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section 1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January 1, 2006, shall have a
minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with the California
Plumbing Code, and shall meet the applicable standards referenced in Table 1701.1 of the California Plumbing Code.
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar pervious material
used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials such as hay, straw or
similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation and careful
planning to minimize negative effects on the site and adjacent areas. Preservation of slopes, management of storm water
drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less than one acre of soil
and are not part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water
drainage during construction. In order to manage storm water drainage during construction, one or more of the following
measures shall be implemented to prevent flooding of adjacent property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar disposal method,
water shall be filtered by use of a barrier system, wattle or other method approved by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or are part of a larger
common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will manage all
surface water flows to keep water from entering buildings. Examples of methods to manage surface water include, but are not
limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 ELECTRIC VEHICLE (EV) CHARGING FOR NEW CONSTRUCTION. New construction shall comply with Sections 4.106.4.1 or
4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply equipment (EVSE) shall be installed in
accordance with the California Electrical Code, Article 625.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and infrastructure are not feasible based
upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional local utility infrastructure design
requirements, directly related to the implementation of Section 4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each dwelling unit, install a
listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway shall not be less than trade size 1 (nominal
1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box
or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at
enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a
40-ampere 208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
over current protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close
proximity to the proposed location of an EV charger at the time of original construction in accordance with the California Electrical
Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the over current protective device
space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and
visibly marked as "EV CAPABLE".
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.When parking is provided, parking
spaces for new multifamily dwellings, hotels and motels shall meet the requirements of Sections 4.106.4.2.1 and 4.106.4.2.2.
Calculations for spaces shall be rounded up to the nearest whole number. A parking space served by electric vehicle supply
equipment or designed as a future EV charging space shall count as at least one standard automobile parking space only for the
purpose of complying with any applicable minimum parking space requirements established by a local jurisdiction. See Vehicle
Code Section 22511.2 for further details.
4.106.4.2.1 Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20
sleeping units or guest rooms.The number of dwelling units, sleeping units or guest rooms shall be based on all buildings
on a project site subject to this section.
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in the application
checklists contained in this code. Voluntary green building measures are also included in the application checklists and may be included
in the design and construction of structures covered by this code, but are not required unless adopted by a city, county, or city and
county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to additions or alterations of
existing residential buildings where the addition or alteration increases the building's conditioned area, volume, or size. The
requirements shall apply only to and/or within the specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking facilities or the addition of
new parking facilities serving existing multifamily buildings. See Section 4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing lighting fixtures are not
considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or improvements shall
replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.Plumbing fixture replacement is required prior
to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department.
See Civil Code Section 1101.1,et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected
and other important enactment dates
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential buildings, or both. Individual
sections will be designated by banners to indicate where the section applies specifically to low-rise only (LR) or high-rise only (HR).
When the section applies to both low-rise and high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking
facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load
calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution
transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV +
charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exceptions:
1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number of EV capable
spaces.
2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable spaces, the
number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed.
Notes:
a.PLANS are intended to demonstrate the project’s capability and capacity for facilitating future EV charging.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are
installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV
charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more
than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more
sleeping units or guest rooms.
The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to
this section.
1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking
facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load
calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution
transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV
charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of parking spaces
required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be reduced by a number equal to the
number of EV chargers installed over the five (5) percent required.
Notes:
a.PLANS shall show locations of future EV spaces.
b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are
installed for use.
2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV
charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more
than one parking space is provided for use by a single dwelling unit.
Exception: Areas of parking facilities served by parking lifts.
3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE. Where common use
parking is provided, at least one EV charger shall be located in the common use parking area and shall be available for use by all
residents or guests.
When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required, an automatic load
management system (ALMS) may be used to reduce the maximum required electrical capacity to each space served by the
ALMS. The electrical system and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall have a minimum capacity of 40
amperes, and installed EVSE shall have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum
required electrical capacity to the required EV capable spaces.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels shall not be
required to comply with this section. See California Building Code, Chapter 11B, for applicable requirements.
4.106.4.2.2.1.1 Location.
EVCS shall comply with at least one of the following options:
1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of
the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space.
2.The charging space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1 and Section
4.106.4.2.2.1.2, Item 3.
4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions.
The charging spaces shall be designed to comply with the following:
1.The minimum length of each EV space shall be 18 feet (5486 mm).
2.The minimum width of each EV space shall be 9 feet (2743 mm).
3.One in every 25 charging spaces, but not less than one, shall also have an 8-foot (2438 mm) wide
minimum aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of
the EV space is 12 feet (3658 mm).
a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083
percent slope) in any direction.
4.106.4.2.2.1.3 Accessible EV spaces.
In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when installed,
shall comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV
ready spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A,
Section 1109A.
4.106.4.2.3 EV space requirements.
1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated branch
circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall
originate at the main service or subpanel and shall terminate into a listed cabinet, box or enclosure in close
proximity to the location or the proposed location of the EV space. PLANS shall identify the raceway termination
point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall have a 40-ampere
minimum dedicated branch circuit, including branch circuit overcurrent protective device installed, or space(s)
reserved to permit installation of a branch circuit overcurrent protective device.
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the location or the proposed location of the EV space, at the time of original
construction in accordance with the California Electrical Code.
2.Multiple EV spaces required. PLANS shall indicate the raceway termination point and the location of installed
or future EV spaces, receptacles or EV chargers. PLANS shall also provide information on amperage of installed
or future receptacles or EVSE, raceway method(s), wiring schematics and electrical load calculations. Plan
design shall be based upon a 40-ampere minimum branch circuit. Required raceways and related components
that are planned to be installed underground, enclosed, inaccessible or in concealed areas and spaces shall be
installed at the time of original construction.
Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close
proximity to the location or the proposed location of the EV space at the time of original construction in accordance with the
California Electrical Code.
4.106.4.2.4 Identification.
The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved
for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.
4.106.4.2.5 Electric Vehicle Ready Space Signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing multifamily buildings.
When new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or altered and
the work requires a building permit, ten (10) percent of the total number of parking spaces added or altered shall be electric
vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE.
Notes:
1.PLANS are intended to demonstrate the project’s capability and capacity for facilitating future EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope.The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous, irritating and/or harmful
to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS.The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door cores, not including furniture, fixtures and
equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium density fiberboard.
"Composite wood products" does not include hardboard, structural plywood, structural panels, structural composite lumber, oriented strand
board, glued laminated timber, prefabricated wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title
17, Section 93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for combustion from the outside
atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)Y = YES
N/A = NOT APPLICABLE
RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY VALUES
MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤ 5.0 ozf)1.0000
Product Class 2 (> 5.0 ozf and ≤ 8.0 ozf)1.2000
Product Class 3 (> 8.0 ozf)1.2800
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL) 1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL) MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20 PSI
LAVATORY FAUCETS IN COMMON & PUBLIC USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
DIVISION 4.2 ENERGY EFFICIENCY
4.201 GENERAL
4.201.1 SCOPE.
For the purposes of mandatory energy efficiency standards in this code, the California Energy Commission will continue to adopt
mandatory standards.
x
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with a local water efficient landscape ordinance or
the current California Department of Water Resources' Model Water Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations, Title 23, Chapter 2.7, Division 2. MWELO and
supporting documents, including water budget calculator, are available at: https://www.water.ca.gov/
x
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in sole/bottom plates at exterior walls
shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or a similar method
acceptable to the enforcing agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65 percent of the non-hazardous construction
and demolition waste in accordance with either Section 4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition
waste management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle facilities capable of compliance with this
item do not exist or are not located reasonably close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated jobsites are located in areas beyond the haul
boundaries of the diversion facility.
x
x
1011 W Second St
5/1/2025
GN-2
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT TH E CONSENT OF PLAN AND PERMIT IN C. NOTES AND DETAILS ON THE DRAW INGS SHALL TAKE PRECEDENCE OVER GENERAL NOTE S AND TYPICAL DETAILS. WHERE NO DETAILS SH OWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERI FY ALL PLANS, EXISTING DIMENSIO NS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WR ITING PRIOR TO THE COMMENCEMENT OF ANY WOR K OR BE RESPONSIBLE FOR SAME.
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SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
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E
NS E D A R CHI
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C
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C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
GENERAL NOTES
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a compound to the "Base Reactive Organic Gas
(ROG) Mixture" per weight of compound added, expressed to hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700 and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this article. The PWMIR is the total product
reactivity expressed to hundredths of a gram of ozone formed per gram of product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings with vapor pressures greater than 0.1
millimeters of mercury at room temperature. These compounds typically contain hydrogen and may contain oxygen, nitrogen and other elements. See CCR
Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with U.S.
EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the
emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION. At the time of rough installation, during
storage on the construction site and until final startup of the heating, cooling and ventilating equipment, all duct and other related air distribution
component openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to reduce the amount of water,
dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the requirements of the following standards
unless more stringent local or regional air pollution or air quality management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution
control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as
applicable. Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds (chloroform, ethylene dichloride,
methylene chloride, perchloroethylene and tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in units of product, less packaging, which do not weigh
more than 1 pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of the ARB Architectural Suggested Control
Measure, as shown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for
the specialty coatings categories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources Board, Suggested Control Measure, and
the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section 94522(a)(2) and
other requirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of
California Code of Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air Quality Management
District additionally comply with the percent VOC by weight of product limits of Regulation 8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the enforcing agency. Documentation may
include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not limited to, PLANS, plans, specifications,
builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency which demonstrate substantial conformance.
When specific documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in the appropriate
section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by California Building Code, Chapter 19, or concrete
slab-on-ground floors required to have a vapor retarder by the California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with a vapor barrier in direct contact with
concrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American
Concrete Institute, ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage shall not be installed. Wall and floor framing
shall not be enclosed when the framing members exceed 19 percent moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent moisture verification methods may be
approved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agency provided
at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor cavities.
Wet-applied insulation products shall follow the manufacturers' drying recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or equal to 50% to a maximum of 80%. A humidity
control may utilize manual or automatic means of adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be sized, designed and have their equipment
selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential Load Calculation), ASHRAE handbooks or other
equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems), ASHRAE handbooks or other equivalent design software
or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential Equipment Selection), or other equivalent design software
or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are acceptable.
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.0500
HARDWOOD PLYWOOD COMPOSITE CORE 0.0500
PARTICLE BOARD 0.0900
MEDIUM DENSITY FIBERBOARD 0.1100
THIN MEDIUM DENSITY FIBERBOARD2 0.1300
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIF. AIR
RESOURCES BOARD, AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS
TESTED IN ACCORDANCE WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE
CALIF. CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5/16" (8
MM).
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard
Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January
2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the California Department of Public
Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental
Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving resilient flooring shall meet the
requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from
Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior
or exterior of the buildings shall meet the requirements for formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR
93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency.
Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian AS/NZS 2269,
European 636 3S standards, and Canadian CSA 0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AY N/AY N/AY N/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)Y = YES
N/A = NOT APPLICABLE
RESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER, THE ADHESIVE WITH
THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT
SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER & EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN
SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR
RESOURCES BOARD, ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEB. 1,
2008. MORE INFORMATION IS AVAILABLE FROM THE AIR RESOURCES BOARD.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper installation of HVAC systems including ducts and equipment
by a nationally or regionally recognized training or certification program. Uncertified persons may perform HVAC installations when under the direct
supervision and responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems. Examples of
acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ
one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall
demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to other
certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be considered by the enforcing agency when
evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building performance contractors, and home energy
auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspecting for compliance with this
code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate homes in California according to the Home Energy Rating
System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ one or more special inspectors
to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the
satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a certification
from a recognized state, national or international association, as determined by the local agency. The area of certification shall be closely related to the
primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspecting for compliance with
this code.
x
x
1011 W Second St
5/1/2025
GN-3
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT TH E CONSENT OF PLAN AND PERMIT IN C. NOTES AND DETAILS ON THE DRAW INGS SHALL TAKE PRECEDENCE OVER GENERAL NOTE S AND TYPICAL DETAILS. WHERE NO DETAILS SH OWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERI FY ALL PLANS, EXISTING DIMENSIO NS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WR ITING PRIOR TO THE COMMENCEMENT OF ANY WOR K OR BE RESPONSIBLE FOR SAME.
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SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
C
E
NS E D A R CHI
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
GENERAL NOTES
ABBREVIATIONS
1. CONSTRUCTION WASTE REDUCTION, DISPOSAL, AND RECYCLING SHALL COMPLY WITH REQUIREMENT
OF CALGREEN DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICENCY AND/OR AHJ
REGULATIONS, WHICHEVER IS MORE STRICT.
2. CONTRACTOR SHALL OBTAIN ALL PERMITS, AND CHECK GOVERNING AUTHORITIES SPECIFICATIONS FOR
CONSTRUCTION INCLUDING REMOVAL OR RELOCATION OF EXISTING UTILITIES
3. CONTRACTOR SHALL GIVE NOTICES REQUIRED BY GOVERNMENTAL AUTHORITIES AND BY THE OWNER
OR HIS REPRESENTATIVE.
4. CONTRACTOR SHALL VISIT THE JOB SITE AND SHALL FAMILIARIZE HIMSELF WITH ALL CONDITIONS
AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS AS TO THE COST THEREOF.
CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH ALL CONTRACT DOCUMENTS,
FIELD CONDITIONS AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS
SHOWN (PRIOR TO) FINALIZING BIDS AND PROCEEDING WITH CONSTRUCTION. ANY DISCREPANCIES
SHALL BE BROUGHT TO THE ATTENTION OF "PLAN AND PERMIT INC" PRIOR TO THE COMMENCEMENT
OF WORK. NO COMPENSATION WILL BE AWARDED BASED ON CLAIM OF LACK OF KNOWLEDGE OF FIELD
CONDITIONS. NOTIFY PLAN AND PERMIT INC. PROMPTLY, SHOULD ANY QUESTIONS ARISE PERTAINING
TO THE PLANS, OR IF CONDITIONS ARE FOUND THAT MAY PREVENT THE PROPER EXECUTION OF ANY
PORTION OF THE WORK. THE CONTRACTOR SHALL CORRECT ALL ERRORS, DISCREPANCIES, OR
OMISSIONS WHICH RESULT FROM HIS FAILURE TO NOTIFY "PLAN AND PERMIT INC". BEFORE STARTING
FABRICATION OR INSTALLATION OF ANY ITEM OR WORK.
5. CONTRACTOR SHALL NOTIFY DESIGNER OF ANTICIPATED FINAL INSPECTION DATE TWO WEEKS IN
ADVANCE, IN WRITING.
6. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION
INCLUDING SHORING AND TEMPORARY BRACING AND TAKE ALL NECESSARY MEASURES TO INSURE THE
SAFETY OF ALL PERSONS AND STRUCTURES NEXT TO THE SITE. CARE SHALL BE TAKEN TO PROTECT FROM
ANY DAMAGE ALL TREES AND VEGETATION ON SITE AND ON ADJOINING PROPERTIES. ANY TRIMMING
OR OTHER ALTERATION DONE TO TREES SHALL BE DONE SO ONLY BY APPROVAL OF THE OWNER.
7. "PLAN AND PERMIT INC" SHALL NOT BE HELD RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO
CONFORM TO THE PLANS, CODES, REGULATIONS AND LAWS, OR FOR THE PERFORMANCE OF THE
CONTRACTOR IN A TIMELY AND SATISFACTORY MANNER.
8. "PLAN AND PERMIT INC" WILL NOT PROVIDE REGULAR ON SITE CONTRACT ADMINISTRATION AND IS
AVAILABLE ONLY AT REQUEST OF THE OWNER. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR QUALITY
CONTROL AND CONSTRUCTION STANDARDS FOR THIS PROJECT.
9. THESE PLANS ARE FOR GENERAL CONSTRUCTION PURPOSES ONLY. THEY ARE NOT EXHAUSTIVELY
DETAILED NOR FULLY SPECIFIED. THE DRAWINGS WERE PREPARED TO A LEVEL OF COMPLETION
SATISFACTORY FOR BUILDING PERMIT PURPOSES AND FOR CONSTRUCTION BY A KNOWLEDGEABLE AND
EXPERIENCED CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR PREPARATION OF ANY
SUPPLEMENTAL PRODUCT SPECIFICATIONS, COORDINATION AND INSTALLATION OF ALL MATERIALS AND
EQUIPMENT.
10.CONTRACTOR SHALL DELIVER TO OWNER, UPON PROJECT CLOSE-OUT THE PERMIT AND RECORD
(AS-BUILT) SETS OF PLANS TOGETHER WITH OPERATION AND MAINTENANCE DATA, WARRANTIES,
BONDS IF APPLICABLE, CERTIFICATES OF COMPLIANCE REQUIRED BY REGULATORY AUTHORITIES AND
SUCH OTHER PROJECT RECORDS AS MAY BE REQUESTED BY THE OWNER.
11.CLEAN-UP: THE CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE BUILDING SITE AND INSIDE
BUILDING THE WORK AS CLEAR OF RUBBISH AS POSSIBLE DURING THE COURSE OF THE WORK. BEFORE
FINAL NOTICE OF COMPLETION, THE BUILDING WILL BE FULLY CLEANED, INCLUDING ALL GLASS
POLISHED, SCRUBBED AND CLEANED, AND THE BUILDING SHALL BE SUITABLE FOR IMMEDIATE
OCCUPANCY BY OWNER. CONTRACTOR AND SUBCONTRACTOR SHALL MAINTAIN THE PREMISES, CLEAN
AND FREE OF ALL TRASH AND DEBRIS, AND SHALL PROTECT ALL ADJACENT WORK FROM DAMAGE,
SOILING, PAINT OVER-SPRAY, DUST, ETC. SHALL PROVIDE ADEQUATE TRASH CONTAINERS FOR THE
DISPOSAL OF UNUSED MATERIAL AND TRASH.
12.PLANS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY
UNLESS OTHERWISE NOTED. THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT AND
APPURTENANCES, AND LABOR NECESSARY TO EFFECT ALL INSTALLATIONS AS INDICATED ON THE
DRAWINGS.
13.DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS OTHERWISE NOTED. SPACING BETWEEN
EQUIPMENT IS REQUIRED CLEARANCE. THEREFORE, IT IS CRITICAL TO FIELD VERIFY DIMENSIONS,
SHOULD THERE BE ANY QUESTIONS REGARDING THE CONTRACT DOCUMENTS, EXISTING CONDITIONS
AND/OR DESIGN INTENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE WORK.
14.DETAILS ARE INTENDED TO SHOW DESIGN INTENT. MODIFICATIONS MAY BE REQUIRED TO SUIT JOB
DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK.
15.CONTRACTOR SHALL RECEIVE CLARIFICATION IN WRITING, AND SHALL RECEIVE IN WRITING
AUTHORIZATION TO PROCEED BEFORE STARTING WORK ON ANY ITEMS NOT CLEARLY DEFINED OR
IDENTIFIED BY THE CONTRACT DOCUMENTS.
16.CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING THE BEST CONSTRUCTION SKILLS AND
ATTENTION. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK
UNDER CONTRACT, UNLESS OTHERWISE NOTED.
17.CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE WORK AREA, ADJACENT AREAS AND
BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK UNDER THIS CONTRACT.
18.CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION. EROSION
CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION SHALL BE IN CONFORMANCE WITH
JURISDICTIONAL OR STATE AND LOCAL GUIDELINES FOR EROSION AND SEDIMENT CONTROL AND
COORDINATED WITH LOCAL REGULATORY AUTHORITIES.
19.GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE WORK OF ALL OF OWNER'S SUBCONTRACTORS
AND FIXTURE CONTRACTORS INCLUDING THE PERFORMANCE OF SUCH MISCELLANEOUS WORK AS MAY
BE NECESSARY FOR THEM TO COMPLETE THEIR WORK.
20.INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURERS
RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR
REGULATIONS TAKE PRECEDENCE.
21.TEMPERED GLASS SHALL BE PERMANENTLY IDENTIFIED AND VISIBLE WHEN THE UNIT IS GLAZED.
22.ALL NEW GLAZING (PENETRATIONS) WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED,
SHOWING THE U - VALUE.
23.MAKE NECESSARY PROVISIONS TO PROTECT EXISTING SURFACES, EQUIPMENT, IMPROVEMENTS, PIPING
ETC. AND IMMEDIATELY REPAIR ANY DAMAGE THAT OCCURS DURING CONSTRUCTION.
24.IN DRILLING HOLES INTO CONCRETE WHETHER FOR FASTENING OR ANCHORING PURPOSES, OR
PENETRATIONS THROUGH THE FLOOR FOR CONDUIT RUNS, PIPE RUNS, ETC., MUST BE CLEARLY
UNDERSTOOD THAT REINFORCING STEEL SHALL NOT BE DRILLED INTO, CUT OR DAMAGED UNDER ANY
CIRCUMSTANCES (UNLESS NOTED OTHERWISE). LOCATIONS OF REINFORCING STEEL ARE NOT
DEFINITELY KNOWN AND THEREFORE MUST BE SEARCHED FOR BY APPROPRIATE METHODS AND
EQUIPMENT.
25.SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L. LISTED AND FIRE CODE APPROVED
MATERIALS.
26.KEEP CONTRACT AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH.
EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OF THE OWNER SHALL BE REMOVED.
LEAVE PREMISES IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY
NATURE. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ITEMS UNTIL COMPLETION OF
CONSTRUCTION.
27.ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH
THE EXECUTION OF THE WORK, SHALL BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE
DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, SUBJECT
TO APPLICABLE REGULATORY AUTHORITIES.
28.CONTRACTOR TO VERIFY IN FIELD EXISTING CONDITION STRUCTURAL SYSTEM AND PROPOSED SCOPE OF
WORK (DEMOLITION). CONTRACTOR ON DISCOVERY OF DISCREPANCY BETWEEN PROPOSED SCOPE AND
EXISTING CONDITION WILL NOTIFY IMMEDIATE ARCHITECT AND STRUCTURAL ENGINEER.
29.CONTRACTOR TO COORDINATE LOCATION OF DEDICATED OUTLETS AND VENTS WITH FINAL LOCATION
OF EQUIPMENT.
30.CONTRACTOR TO COORDINATE LOCATION OF DEDICATED OUTLETS AND VENTS WITH FINAL LOCATION
OF EQUIPMENT
31.CONTRACTOR TO COORDINATE ROUTING OF VENTS AND EXHAUST DUCTING TO ROOF AND/OR
EXTERIOR WALL PER (E) CONDITION.
32.CONTRACTOR TO COORDINATE 2X FRAMING PER STRUCTURAL AND T24 SHEETS.
33.CONTRACTOR TO COORDINATED REQUIRED RO PER WINDOW AND DOOR SCHEDULE.
GENERAL NOTES
30.CONTRACTOR SHALL ENSURE THAT ALL WORK IS PERFORMED IN A PROFESSIONAL AND WORKMANLIKE
MANNER BY SKILLED MECHANICS OF THE TRADE AND SHALL REPLACE ANY ITEMS DAMAGED BY THE
CONTRACTOR ' S OR SUBCONTRACTORS ' PERFORMANCE AT NO ADDITIONAL COST TO THE OWNER .
31.SUBCONTRACTORS AND SUPPLIERS ARE HEREBY NOTIFIED THAT THEY ARE TO CONFER AND COOPERATE
FULLY WITH EACH OTHER DURING THE COURSE OF CONSTRUCTION TO DETERMINE THE EXACT EXTENT
AND OVERLAP OF EACH OTHER'S WORK AND TO SUCCESSFULLY COMPLETE THE EXECUTION OF THE
WORK AND IN A TIMELY MANNER.
32.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES AND PROCEDURES, AND FOR THE SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION
WITH THE WORK. FIELD OBSERVATIONS BY PLAN AND PERMIT INC. OR STRUCTURAL ENGINEER SHALL
NOT BE CONSTRUED AS REVIEWING NOR APPROVING THE SAME.
33.CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY SHORING, BRACING, SUPPORTS, ETC., AS MAY BE
REQUIRED TO SAFELY COMPLETE THE CONSTRUCTION PROCESS, AND SHALL BE RESPONSIBLE FOR THE
DESIGN, ADEQUACY, AND SAFETY OF THIS WORK. FIELD OBSERVATIONS BY PLAN AND PERMIT INC. OR
STRUCTURAL ENGINEER SHALL NOT INCLUDE ITEMS AS STATED HEREIN.
34.NO STORAGE OR PLACEMENT OF HAZARDOUS, TOXIC, CARCINOGENIC, OR FLAMMABLE MATERIALS
SHALL BE PERMITTED ON THE SITE. DISPOSAL OF SAID MATERIALS SHALL BE IN A SAFE MANNER AND
SHALL COMPLY WITH ALL CURRENT APPLICABLE LAWS AND REGULATIONS.
35.CONTRACTOR SHALL INSPECT AND VERIFY THAT THE PROJECT WORK SPACE IS ASBESTOS FREE. THE
CONTRACTOR MUST NOTIFY THE CITY OFFICIALS, OWNER AND DESIGNER IMMEDIATELY, IF THE
PRESENCE OF ASBESTOS, OR ANY HAZARDOUS MATERIAL IS DETECTED OR SUSPECTED.
36.PLAN AND PERMIT INC. DOES NOT GUARANTEE THE GENERAL CONTRACTOR'S AND /OR
SUBCONTRACTORS' PERFORMANCE, AND NO PROVISIONS OF THE CONTRACT DOCUMENTS
PERFORMANCE, INCOMPETENCE, OR ERRORS OR OMISSIONS OR COMMISSION OF THE
SUBCONTRACTOR.
37.THIS IS A BUILDERS SET OF DRAWINGS. THESE NOTES ARE TO PROVIDE GENERAL INFORMATION ONLY.
SPECIFICATIONS ARE TO BE PROVIDED BY OWNER. FOR CONVENIENCE OF REFERENCE AND TO
FACILITATE THE LETTING OF CONTRACTS AND SUBCONTRACTS, THE NOTES ARE SEPARATE, NOT TITLED
SECTIONS. SUCH SEPARATIONS SHALL NOT OPERATE TO MAKE PLAN AND PERMIT INC. OR ARBITER TO
ESTABLISH LIMITS BETWEEN THE CONTRACTOR AND SUBCONTRACTORS.
DEFINITIONS
1. THE DESIGN AND WORK SHALL COMPLY WITH THE LATEST ADOPTED EDITIONS OF THE CALIFORNIA
BUILDING STANDARDS CODE FOUND IN STATE OF CALIFORNIA TITLE 24 CCR AS AMENDED AND
ADOPTED BY THE CITY. HAVING JURISDICTION (SEE MUNICIPAL CODE). IN THE CASE OF CONFLICT WITH
THESE REGULATIONS AND THE CONTRACT DOCUMENTS, THE MOST RESTRICTIVE SHALL APPLY
2. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK TO BE DONE
THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.
3. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL UTILITY SERVICES IN THE AREA TO BE
EXCAVATED (ABOVE AND BELOW GRADE) PRIOR TO COMMENCING THE WORK TO BE DONE.
4. SHOULD ANY LOOSE FILL / EXPANSIVE SOIL / GROUND WATER OR OTHER DANGEROUS CONDITIONS BE
ENCOUNTERED DURING SITE EXCAVATION THE GENERAL CONTRACTOR, OWNER AND ENGINEER SHALL
BE NOTIFIED AND ALL WORK SHALL CEASE IMMEDIATELY.
5. SMOKE AND CARBON MONOXIDE DETECTORS ARE REQUIRED IN THE HALL/AREA SERVICING EACH
SLEEPING AREA. BATTERY OPERATED DETECTORS ARE ACCEPTABLE FOR EXISTING CONSTRUCTION.
6. INTERIOR WALLS AND CEILING FINISH FLAME SPREAD RATING SHALL CONFORM TO THE REQUIREMENTS
OF LOCAL CODES, ORDINANCE, RULES AND REGULATIONS.
7. THE CONSTRUCTION, REMODEL, OR DEMOLITION OF BUILDING SHALL COMPLY WITH REQUIRED CODE.
8. THE CONTRACTOR, BEFORE COMMENCING WORK, SHALL NOTIFY THE OWNER IN WRITING OF ANY
WORK CANNOT BE FULLY GUARANTEED OR EXECUTED WITHIN THE INTENT OF THE DRAWINGS PRIOR TO
BID SUBMITTAL.
9. ALL CONSTRUCTION SHALL BE IN STRICT CONFORMANCE WITH MANUFACTURERS' SPECIFICATIONS. ALL
DISCREPANCIES BETWEEN THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS PREPARED BY PLAN
AND PERMIT INC. AND HIS CONSULTANTS SHALL BE BROUGHT TO THE ATTENTION OF DESIGNER IN
WRITING BEFORE COMMENCING WORK.
10.REFERENCE TO PRODUCT MANUFACTURER OR TRADE NAMES ARE FOR MINIMUM PERFORMANCE
SPECIFICATION ONLY. SUBMITTAL EQUALS MAY BE ALLOWED UPON APPROVAL BY PLAN AND PERMIT
INC.. MATERIAL SUBSTITUTIONS MADE BY THE CONTRACTOR WITHOUT WRITTEN APPROVAL BY PLAN
AND PERMIT INC. SHALL NOT BE RESPONSIBILITY OR OF RELATED MATERIALS AND DETAILS.
11.CUTTING AND PATCHING INCLUDES CUTTING INTO EXISTING CONSTRUCTION TO PROVIDE FOR
INSTALLATION OR PERFORMANCE OF OTHER WORK AND SUBSEQUENT FITTING AND PATCHING
REQUIRED TO RESTORE SURFACES TO THEIR ORIGINAL CONDITION. USE MATERIALS FOR CUTTING AND
PATCHING IDENTICAL TO EXISTING MATERIALS.
12.DO NOT CUT AND PATCH STRUCTURAL WORK IN A MANNER THAT WOULD RESULT IN A REDUCTION OF
CARRYING CAPACITY OR LOAD-DEFLECTION RATIO. SUBMIT PROPOSAL AND OBTAIN ENGINEER'S
APPROVAL BEFORE PROCEEDING WITH CUT AND PATCH OF STRUCTURAL WORK.
13.ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON THE PLANS. DIMENSIONS ARE TO
FACE OF STUDS, FACE OF FOUNDATION, FACE OF CONCRETE BLOCK TOP OF SLAB, OR CENTER OF
OPENINGS, U.N.O .. DO NOT SCALE DRAWINGS. CONTRACTOR SHALL VERIFY DIMENSIONS AND REVIEW
ANY CONFLICTS OR DISCREPANCIES WITH PLAN AND PERMIT INC. PRIOR TO COMMENCEMENT OF
WORK.
14.THE ARCHITECTURAL SITE PLAN IS NOT A SURVEY. IT IS BASED ON SITE INFORMATION PROVIDED BY THE
OWNER FOR BUILDING DEPARTMENT REFERENCE ONLY. ON-SITE VERIFICATION OF ALL DIMENSIONS,
ALL EXISTING CONDITIONS, GROUND WATER, EXISTING IMPROVEMENTS, PROPERTY LINES, EASEMENTS,
SETBACKS, EXISTING UTILITIES AND SUBSTRUCTURES IS THE RESPONSIBILITY OF THE CONTRACTOR.
15.ONLY NOTED DIMENSIONS ARE TO BE USED FOR CONSTRUCTION PURPOSES. DO NOT SCALE DRAWINGS.
OBTAIN CLARIFICATION OF DIMENSIONS FROM DESIGNER WHEN NECESSARY. ERRORS CAUSED BY
SCALED DIMENSIONS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE.
16.MAINTAIN ON THE JOB SITE, IN GOOD ORDER, ONE COPY OF ALL PLANS AND MODIFICATIONS THERETO,
(AS-BUILT) FIELD TEST RECORDS AND INSPECTION REPORTS, CORRESPONDENCE PERTAINING TO THE
WORK ON SITE AND PERMITS, AND PERMITS, AND PERMIT SETS OF PLANS FOR THE USE OF BUILDING
OFFICIALS.
FIRE DEPARTMENT NOTES
1. THE CONTRACTOR SHALL PROVIDE HIGH PERFORMANCE FIRE STOP SYSTEM AT ALL FIRE RATED
PENETRATION INSTALLED PER MANUFACTURE'S LATEST INSTALLATION SPECIFICATION.
2. ALL PENETRATIONS THROUGH FIRE RATED ASSEMBLIES SHALL BE CONSTRUCTED SO AS TO MAINTAIN AN
EQUAL OR GREATER FIRE RATING.
3. BUILDINGS UNDERGOING CONSTRUCTION, ALTERATION OR DEMOLITION SHALL BE IN ACCORDANCE
WITH CFC ARTICLE 87. [CFC 8701]
4. ADDRESS SHALL BE PROVIDED FOR ALL NEW AND EXISTING BUILDINGS IN A POSITION AS TO BE PLAINLY
SEEN VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY [CFC 901.4.4, FHPS
POLICY P-00-6]
5. DECORATIVE MATERIALS SHALL BE MAINTAINED IN A FLAME-RETARDANT CONDITION. [CALIF. CODE OF
REGS., TITLE 19, 3.08, 3.21, CEC 2501.5]
6. CONTRACTOR SHALL CONTACT THE COUNTY FIRE AUTHORITY FOR AN INSPECTION UPON COMPLETION
OF WORK.
CONTRACTORS NOTES
DOUBLE MICROWAVE AND WARMING
&
@
°
Ø
%
#
(E)
(N)
AA
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AND
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DEGREES
DIAMETER
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ATTIC ACCESS
AIR CONDITIONING
AD
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ALUMINUM
ASSESSORS PARCEL NUMBER
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BUILDING
BRITISH THERMAL UNIT
CABINET
CEILING
CONCRETE MASONRY UNIT
CONCRETE
CSMT CASEMENT
DEMO
DIA
DIM
DS
DV
D/W
ELEC
M
DIAMETER
DIMENSION
DOWNSPOUT
DRYER VENT
DISHWASHER
ELECTRICAL
ELECTRICAL METER
FAU
FD
FF
FGR
FLR
FP
FR
FT
FTG
FXD
GAL
GB
GI
GL
G
GWB
GYP
HB
HDR
FORCED AIR UNIT
FLOOR DRAIN
FINISH FLOOR
FINISH GRADE
FLOOR
FIREPLACE
FIRE RATED
FOOT/FEET
FOOTING
FIXED
GALLON
GYPSUM BOARD
GALVANIZED IRON
GLASS
GAS METER
GYPSUM WALL BOARD
GYPSUM
HOSE BIBB
HEADER
HR
HT
INSUL
IN
KIT
MAX
MECH
HOUR
HEIGHT
INSULATION
INCH
KITCHEN
MAXIMUM
MECHANICAL
MFR
MIN
MTL
MW
N/A
MANUFACTURER
MINIMUM
METAL
MICROWAVE
NOT APPLICABLE
PL
P/L
PLY
RA
RD
REF
REV
SA
SEC
SF
SFD
SH
SPEC
SQ
PLATE
PROPERTY LINE
PLYWOOD
RETURN AIR
ROOF DRAIN
REFRIGERATOR
REVISION
SUPPLY AIR
SECTION
SQUARE FEET
SINGLE FAMILY DWELLING
SINGLE HUNG
SPECIFICATIONS
SQUARE
STR
STRG
SYSB
T
TG
STRUCTURAL
STORAGE
SIDE YARD SETBACK
THERMOSTAT
TEMPERED GLASS
TV
TYP
TWH
U/
U/C
VIF
W/
TELEVISION
TYPICAL
TANKLESS WATER HEATER
UNDER
UNDER COUNTER
VERIFY IN FIELD
WITH
WH WATER HEATER
W.I.C
W&D
WALK - IN CLOSET
WASHER AND DRYER
DEMOLITION
SL SLIDING
DWY DRIVEWAY
CTDL CATHEDRAL
SLPD SLOPED
D/MWO DOUBLE OVEN AND MICROWAVE
WSOFT WATER SOFTENER
CRAWL SPACE ACCESSCA
W WATER METER
REQ REQUIRED
CALCULATIONCALC
ADU ACCESSORY DWELLING UNIT
D/M&O
1011 W Second St
5/1/2025
PCPC
E E E E E E E E E E E E E E E E E E
PC
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E
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(N) GARAGE
8' CLG
U-1
GARCIA RESIDENCE
SHEET
PROPERTY OWNER:
JUAN GARCIA
(949) 627-2074
REV DATE DESCRIPTION
10/16/23A
THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF P LAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON TH E DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRAC TOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS A ND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANC IES IN WRITING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RESPONSIBLE FOR SAME.
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.
SKETCH FOR REVIEW
11/17/23
B
90PD FOR APPROVALC
01/02/240 100PD FOR SUBMITTAL
10/31/23 90PD FOR REVIEW
PROPERTY ADDRESS:
1011 W 2ND ST,
SANTA ANA, CA 92703
PLAN AND PERMIT INC.
ARCHITECTURAL DESIGN SERVICES
9891 IRVINE CENTER DR #200
IRVINE, CA 92618
(714)-715-0923
biz@planandpermit.com
LOCATION QR CODE:
STATE OF CAL IFORNIAEXP. DATE
L
I
C
E
NS E D A R CHI
T
E
C
T
C - 34643
06/30/2025
SIGNATURE
PAUL SAN GEMINO
1
UTILITY PLAN & DETAILS
04' 4'8'
1 4" = 1'-0"
FIRE SPRINKLER
TANK
WATER HEATER
STEP LIGHTS=
COLD WATER
HOT WATER
DIRECT WASTE3
4" GAS PIPE
WATER PIPE
UTILITY LEGEND:
TELEPHONE
TV TV
BUZZER
UNDER CABINET
LIGHTING
UTILITY POLE.
POWER POINT OF
CONNECTION
CEILING FAN
WITH LED LIGHT
OUTDOOR
RECESSED
LIGHT FOR WALLS
SEWER PIPE
ELECTRICAL ROUTE
=
=
RECESSED
LED LIGHT
DUCTED ENERGY STAR COMPLIANT EXHAUST
FAN WITH HUMIDITY SENSOR AND LED
LIGHT. MIN 50 CFM.
OUTDOOR HIGH EFFICIENCY
LED LIGHT W/ PHOTOCELL
AND MOTION SENSOR
INDOOR WALL MOUNTED
LED LIGHT
PCSWITCH WITH
DIMMER ELECTRICAL METERCHANDELIER
VENTILATION DUCT
CARBON MONOXIDE ALARM AND
SEALED BATTERY PHOTO ELECTRIC
SMOKE DETECTOR WITH IONIZATION
SENSOR
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
HOSE BIB
DOWNSPOUT
RETURN AIR
WALL REGISTER
THERMOSTAT
=WATER METER
=
S
=
=
=
=
G
GAS METER
TRACK LIGHT
FIXTURE W
E =
=
=
=
=
=
=
=
HB
WEATHER PROOF
SWITCHWP
3
THREE WAY SWITCH
WITH DIMMER PENDANT LIGHT
TANKLESS WATER
HEATER
=
=
DUCTED ENERGY STAR COMPLIANT
EXHAUST FAN WITH HUMIDITY SENSOR .
MIN 50 CFM.
=WEATHER PROOF DUPLEX TAMPER-
RESISTANT AFCI/GFCI RECEPTACLE
DUPLEX TAMPER-RESISTANT
AFCI RECEPTACLE
240V RECEPTACLE
DUPLEX TAMPER-RESISTANT
AFCI/GFCI RECEPTACLE
WP
=
=
=
=
DS=
=
=
=
=
= =
=
SHOWER HEAD
RETURN AIR
CEILING REGISTER
LINEAR SHOWER
DRAIN
SUPPLY AIR CEILING
REGISTER FG FUEL GAS
CW COLD WATER
VALVE
SUPPLY AIR WALL
REGISTER
ATTIC MOUNTED
FORCED AIR UNIT=ATTIC
FAU
FORCED AIR
HEATING UNIT=A/C AIR CONDITIONING=
SPLIT SYSTEM
EXTERIOR UNIT
WALL MOUNT SPLIT
INTERIOR UNIT
=
=
H P U
H P U
=WATER SOFTENER
=
=
=
=
=
=
=
=
RETURN AIR FLOOR
REGISTER=
=
SMOKE ALARM SEALED BATTERY
PHOTOELECTRIC SMOKE DETECTOR WITH
IONIZATION SENSOR, INTERCONNECTED AND
HARD-WIRED,(UL 217).
CARBON MONOXIDE ALARM SEALED BATTERY
PHOTOELECTRIC, INTERCONNECTED AND
HARD-WIRED,(UL 2034).
VS
VACANCY SENSOR
SWITCH
F A U
GARAGE ELECTRICAL PLAN
FIRE BARRIER NOTE:
SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L. LISTED (UL1479 OR ASTM E814) AND FIRE CODE APPROVED FIRE
BARRIER SEALANT. (3M FIRE BARRIER SEALANT CP 25WB+ , OR APPROVED EQUAL).
ELECTRICAL NOTES:
1. PROVIDE A MINIMUM OF 1-20 AMP CIRCUIT FOR BATHROOM(S) OUTLET. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS.
THIS CIRCUIT MAY SERVE MORE THAN ON BATHROOM.
2. PROVIDE A MINIMUM OF 1-20 AMP LAUNDRY BRANCH CIRCUIT. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS.
3. PROVIDE A MINIMUM OF 2-20 AMP SMALL APPLIANCE CIRCUIT FOR THE KITCHEN COUNTER TOP. SUCH CIRCUIT SHALL
HAVE NO OTHER OUTLETS. LOADS SHALL BE BALANCED.
4. PROVIDE DEDICATED CIRCUITS FOR MICROWAVE AND ELECTRIC OVEN.
5. ELECTRICAL CONDUCTORS USED TO CARRY CURRENT SHALL BE COPPER UNLESS OTHERWISE PROVIDED IN THE ELECTRICAL
CODE. CEC 110.5 29.
6. OCCUPANCY SENSORS MUST HAVE NO MANUAL OVERRIDE, 20 MIN MAXIMUM TIMER.
7. UNDER CABINET LIGHTING SHALL BE CONTROLLED SEPARATELY FROM CEILING LIGHTING.
8. ALL ENCLOSED LUMINARIES SHALL BE MARKED WITH JA8-2019-E (CENC 150.0(K)(1)(H)).
9. ALL RECESSED DOWNLIGHTS IN CEILINGS SHALL COMPLY WITH CALIFORNIA ENERGY CODE SECTION (CENC 150.0(K)(1)(C)).
10. ALL INSTALLED LUMINARIES SHALL BE HIGH EFFICIENCY IN ACCORDANCE WITH TABLE 150.0A PER CENC SECTION
150.0(K)(A)
11. ALL RECESSED DOWNLIGHTS IN CEILINGS SHALL MEET THE FOLLOWING REQUIREMENTS:
11.1. SHALL BE LISTED AS ZERO CLEARANCE INSULATION CONTACT (IC) BY UNDERWRITERS LABORATORIES OR OTHER
NATIONALLY TESTING/RATING LABORATORY.
11.2. HAVE A LABEL THAT CERTIFIES THE LUMINAIRE IS AIRTIGHT WITH AIR LEAKAGE LESS THAN 2.0 CFM AT 75 PASCALS
WHEN TESTED IN ACCORDANCE WITH ASTM E283.
11.3. BE SEALED WITH A GASKET OR CAULK BETWEEN THE LUMINAIRE HOUSING AND CEILING, AND SHALL HAVE ALL AIR
LEAK PATHS BETWEEN CONDITIONED AND UNCONDITIONED SPACES SEALED WITH A GASKET OR CAULK.
11.4. ALLOW BALLAST OR DRIVER MAINTENANCE AND REPLACEMENT TO BE READILY ACCESSIBLE TO BUILDING
OCCUPANTS FROM BELOW THE CEILING WITHOUT REQUIRING THE CUTTING OF HOLES IN THE CEILING.
11.5. SHALL NOT CONTAIN SCREW BASED SOCKETS.
11.6. SHALL CONTAIN LIGHT SOURCES THAT COMPLY WITH REFERENCES JOINT APPENDIX 8 (JA8), INCLUDING THE
ELEVATED TEMPERATURE REQUIREMENTS, AND THAT ARE MARKED "JA8-2019-E" AS SPECIFIEDIN REFERENCE JA8.
12. FOR FIRE-RESISTIVE WALLS, RECESSED FIXTURES SHALL BE INSTALLED SO THAT THE REQUIRED FIRE-RESISTANCE RATING
WILL NOT BE REDUCED.
13. RECEPTACLE HEIGHTS: ELECTRICAL RECEPTACLE OUTLETS ON BRANCH CIRCUITS OF 30 AMPERES OR LESS AND
COMMUNICATION SYSTEM RECEPTACLES SHALL BE LOCATED NO MORE THAN 48 INCHES (1219 MM) MEASURED FROM
THE TOP OF THE RECEPTACLE OUTLET BOX NOR LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE
RECEPTACLE OUTLET BOX TO THE LEVEL OF THE FINISHED FLOOR OR WORKING PLATFORM. IF THE REACH IS OVER A
PHYSICAL BARRIER OR AN OBSTRUCTION (FOR EXAMPLE, A KITCHEN BASE CABINET), RECEPTACLES SHALL BE LOCATED
WITHIN THE REACH RANGES SPECIFIED IN SECTION 1138A.3. PHYSICAL BARRIERS AND OBSTRUCTIONS SHALL NOT EXTEND
MORE THAN 25 INCHES (635 MM) FROM THE WALL BENEATH THE RECEPTACLE. COUNTERTOPS SHALL BE ALLOWED TO
EXTEND 251/2 INCHES (647.7 MM) FROM THE WALL BENEATH THE RECEPTACLE.RECEPTACLE OUTLETS THAT DO NOT
SATISFY THESE SPECIFICATIONS ARE ACCEPTABLE PROVIDED THAT COMPARABLE RECEPTACLE OUTLETS, THAT PERFORM
THE SAME FUNCTIONS, ARE PROVIDED WITHIN THE SAME AREA AND ARE ACCESSIBLE.
EXCEPTIONS:
a. RECEPTACLE OUTLETS INSTALLED AS PART OF PERMANENTLY INSTALLED BASEBOARD HEATERS ARE EXEMPT.
b. REQUIRED RECEPTACLE OUTLETS SHALL BE PERMITTED IN FLOORS WHEN ADJACENT TO SLIDING PANELS OR WALLS.
c. BASEBOARD ELECTRICAL OUTLETS USED IN RELOCATABLE PARTITIONS, WINDOW WALLS OR OTHER ELECTRICAL
CONVENIENCE FLOOR OUTLETS ARE NOT SUBJECT TO THE MINIMUM HEIGHT REQUIREMENTS.
d. THIS SECTION SHALL NOT APPLY TO EXISTING BUILDINGS WHEN THE ENFORCING AGENCY DETERMINES THAT
COMPLIANCE WITH THESE STANDARDS WOULD CREATE AN UNREASONABLE HARDSHIP.
14. SWITCH AND CONTROL HEIGHTS: CONTROLS OR SWITCHES INTENDED TO BE USED BY THE OCCUPANT OF THE ROOM OR
AREA TO CONTROL LIGHTING AND RECEPTACLE OUTLETS, APPLIANCES, ALARMS OR COOLING, HEATING AND VENTILATING
EQUIPMENT SHALL BE LOCATED NO MORE THAN 48 INCHES (1219 MM) MEASURED FROM THE TOP OF THE OUTLET BOX
NOR LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE OUTLET BOX TO THE LEVEL OF THE FINISHED
FLOOR OR WORKING PLATFORM. IF THE REACH IS OVER A PHYSICAL BARRIER OR AN OBSTRUCTION (FOR EXAMPLE, A
KITCHEN BASE CABINET) SWITCHES AND CONTROLS SHALL BE LOCATED WITHIN THE REACH RANGES SPECIFIED IN SECTION
1138A.3. PHYSICAL BARRIERS OR OBSTRUCTIONS SHALL NOT EXTEND MORE THAN 25 INCHES (635 MM) FROM THE WALL
BENEATH A CONTROL OR SWITCH. COUNTERTOPS SHALL BE ALLOWED TO EXTEND 251/2 INCHES (647.7 MM) FROM THE
WALL BENEATH A CONTROL OR SWITCH.
SWITCHES AND CONTROLS THAT DO NOT SATISFY THESE SPECIFICATIONS ARE ACCEPTABLE PROVIDED THAT COMPARABLE
CONTROLS OR OUTLETS, THAT PERFORM THE SAME FUNCTIONS, ARE PROVIDED WITHIN THE SAME AREA AND ARE
ACCESSIBLE.
15. EXCEPTION: APPLIANCES (E.G., KITCHEN STOVES, DISHWASHERS, RANGE HOODS, MICROWAVE OVENS AND SIMILAR
APPLIANCES) WHICH HAVE CONTROLS LOCATED ON THE APPLIANCE.
PLUMBING NOTES:
1. PLUMBING SHOWN IS FOR LOCATION ONLY
2. PLUMBER TO VERIFY LOCATION OF SEWER AND WATER LOCATIONS SHOWN
3. PLUMBING FIXTURE SHALL COMPLY WITH 4.303.1.
4. DOMESTIC HOT WATER SHALL BE INSULATED. PIPE INSULATION SHALL HAVE A MINIMUM WALL THICKNESS OF NOT LESS
THAN THE DIAMETER OF THE PIPE OR Ø2".
5. WATER CLOSET SHALL HAVE 15" TO ANY WALL OR OBSTRUCTION ON EACH SIDE OF ITS CENTERLINE AND 24" CLEAR SPACE
IN FRONT.
6. SHOWER THRESHOLD SHALL BE NO LESS THAN 2 INCHES ABOVE THE SHOWER DRAIN.
7. SHOWER SHALL BE PROVIDED WITH MIXING VALVE THAT WILL PROVIDE SCALD AND THERMAL SHOCK PROTECTION IN
ACCORDANCE WITH ASSE 1016 OR ASME A112.18.1/CSA B125.1. (CPC 408.3)
8. ALL ROOF DRAINAGE SHALL BE PIPED IN A CLOSED PIPE SYSTEM TO STREET OR APPROVED FACILITY (U.N.O.)
9. ALL SEWER PIPES SHALL BE 4" MIN. DIAMETER UNDERGROUND AND TOILET; 1 1/2" DIAMETER FOR BASIN, BATH AND VENT
PIPES - VERIFY SIZE AND MATERIAL TO COMPLY WITH ALL STATE AND LOCAL CODES.
10. STANDARDS FOR PLUMBING FIXTURES AND FITTINGS. PLUMBING FIXTURES AND FITTINGS SHALL BE INSTALLED IN
ACCORDANCE WITH THE CALIFORNIA PLUMBING CODE, AND SHALL MEET THE APPLICABLE STANDARDS REFERENCED IN
TABLE 1701.1OF THE CALIFORNIA PLUMBING CODE.
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION , 4.303.1AND IS INCLUDED AS A CONVENIENCE FOR THE USER.
11. FOUR OR MORE WATER CLOSET FIXTURE UNITS WILL REQUIRE A MINIMUM 4” SANITARY SEWER DRAIN BEGINNING AT THE
WATER CLOSET AND RUNNING TO THE SEWER MAIN IN THE STREET. CONTRACTOR SHALL VERIFY EXISTING SANITARY
SEWER LATERAL MEETS CAPACITY (REF: 2019 CPC 703.2 AND TABLE 703.2). WHERE DRAIN IS UNDERSIZED, CONTACTOR
SHALL UPGRADE MAIN SANITARY SEWER DRAIN TO BE 4” MINIMUM DIAMETER”.
MECHANICAL NOTES:
1. BATHROOM AND EXHAUST FAN(S) SHALL BE OF THE FOLLOWING .
1.1. ENERGY STAR COMPLIANT
1.2. BE DUCTED TO TERMINATE OUTSIDE THE BUILDING.
1.3. BE RATED FOR SOUND AT A MAXIMUM OF 3 SONE.
2. KITCHEN HOOD FAN FLOW OF 100 C.F.M. KITCHEN RANGE HOODS SHALL BE INSTALLED FOR COOKING FACILITIES WITH AN
APPROVED FORCED-DRAFT SYSTEM OF VENTILATION VENTED TO THE OUTSIDE OF THE BUILDING. DUCTS USED FOR
DOMESTIC KITCHEN RANGE VENTILATION SHALL BE OF METAL, OR OTHER APPROVED MATERIAL, AND SHALL HAVE
SMOOTH INTERIOR SURFACES. DUCTS FOR DOMESTIC RANGE HOODS SHALL ONLY SERVE COOKING APPLIANCES. (CMC
504.3; SCMC 15.16.020)
3. MECHANICAL AND GRAVITY OUTDOOR AIR INTAKE OPENINGS SHALL BE LOCATED A MINIMUM OF 10 FEET FROM ANY
HAZARDOUS OR NOXIOUS CONTAMINANT SUCH AS VENTS, CHIMNEYS, AND PLUMBING VENTS. WHERE A SOURCE OF
CONTAMINANT IS LOCATED WITHIN 10 FEET OF AN INTAKE OPENING, SUCH OPENING SHALL BE LOCATED A MINIMUM OF
3 FEET BELOW THE CONTAMINANT SOURCE. R303.5.1.
SMOKE ALARMS CARBON MONOXIDE ALARMS NOTE:
1. THE SMOKE ALARMS SHALL BE INTERCONNECTED AND HARD-WIRED.(UL 217)
2. CARBON MONOXIDE ALARM SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP.(UL 2034)
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI, MIN. 0.8 GPM @ 20 PSI
LAVATORY FAUCETS
IN COMMON &
PUBLIC USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
FIXTURE TYPE FLOW RATE
H P U =CEILING SPLIT
INTERIOR UNIT
GARAGE DOOR OPENER RECEPTACLE IN CEILING W/ BACKUP
BATTERY, AUTOMATIC GARAGE DOOR OPENERS
SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL
325.TYP.
3 WET RATED RECESSED LED LIGHT(OR APPROVED EQUAL)
RAIN GUTTER AND INSTALLATION2 N.T.S.
N.T.S.
1011 W Second St
5/1/2025
South Coast Air Quality Management District
21865 Copley Drive, Diamond Bar, CA 917654182
Phone: (909) 3962336
www.aqmd.gov
Facility ID
95762
Notification Number
831328
Rule 1403 Notification of Routine Demolition
Please maintain a copy of this Notification at the job site, either electronic or paper.
Project Type
Project Type Demolition Project Urgency Routine
Origin Date 3/13/2025 12:00:00 AM
Completed By Juan C. Garcia Contact Phone (714)6049396
Contact Email juangarcia30014@yahoo.com User Email awang2@aqmd.gov
Contractor Information
Company Name RESIDENTIAL ASBESTOS Address 21865 COPLEY DR
City DIAMOND BAR State CA
Zip 91765
CSLB License #000000 OSHA REG #
Supervisor #1 Juan C. Garcia Phone (714) 6049396
Site Information
Site Name Primary home Juan C. Garcia Project #Homeowner Filling
Site Street #1011 Street Name W 2ND ST
Cross Street OLIVE Site County ORANGE
City SANTA ANA State CA
Zip 92703
Contact Name Juan C Garcia Contact Phone (714)6049396
Site Owner Juan C Garcia Owner Address 1011 W 2ND ST
City SANTA ANA State CA
Zip 92703
Project Start Date 3/28/2025 Project End Date 4/3/2025
Project Work Shift(s)Day Building Size in Sq.ft 1008
Number of Floors 1 Building Age (years)50
Number of Building/Dwelling Units 1 Building Prior Use House
Asbestos Survey Yes Asbestos Found No
Asbestos Removed NA Building to be Demolished No
Describe Work Demolition 4 ways for detached garage
then rebuilder new one
Describe Work Location Behind House
Project Information
Demolition Information
All Asbestos containing materials must be removed prior to any demolition activity
Survey Information
1011 W Second St
5/1/2025
Certified Asbestos Inspector Name Michael S Jackson Certification Expiration Date7/15/2025 12:00:00 AM
Survey Plan Date 1/24/2025 12:00:00 AM Phone Number (949)2309779
EMail mjacksonenvironmental@gmail.com
Size of Demolition Project in sq. ft 400 Work Practices at Demolition Site Spray Water , Exit Grates , Tarp
Trucks/Bins
Contingency Demolition plan Stop Work , Isolate Work Area , Notify
Owner , Stabilize , Secure , Characterize
Waste , Survey
Waste Information
Waste Transporter Juan C Garcia
Address 1011 W 2nd St City SANTA ANA
State CA Zip 92703
Landfill Frank R Bowerman
Address 11002 Bee Cayon Access Rd City Irvine
State CA Zip 92602
Fee Payment
Size of Demolition Project in sq. ft 400
Tracking Number 0
Project Size Fee 79.23
Additional Fee 0
Total Fee $ 79.23
Payment Made $ 79.23
Balance Due $ 0
1011 W Second St
5/1/2025
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
Project No: 20231095
Date: 11/15/2024
1011 W 2nd
1011 W 2nd ST, Santa Ana, CA 297030
Project Engineer:
M. Jalalpour
Approved by:
F. Rezaeian
Page 1 of 108
11/19/2024
EXP. 06-30-2026
1011 W Second St
5/1/2025
Table of Contents
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Table of Contents
1 Description of the Structure and Site ......................................................................................................... 3
2 Design Criteria ........................................................................................................................................... 3
2.1 Design Codes and Standards ......................................................................................................... 3
3 Loading ...................................................................................................................................................... 4
3.1 Gravity Loading ............................................................................................................................ 4
3.1.1 Dead Load ............................................................................................................................ 4
3.1.2 Live Load ............................................................................................................................. 5
3.2 Lateral Load .................................................................................................................................. 5
3.2.1 Seismic Load ........................................................................................................................ 5
3.2.2 Wind Load ............................................................................................................................ 7
4 Wood Design ............................................................................................................................................. 8
4.1 Shear Wall Design ........................................................................................................................ 8
4.2 Diaphragm Design ...................................................................................................................... 10
4.2.1 Diaphragm Seismic Force .................................................................................................. 10
4.2.2 Collector Design................................................................................................................. 10
4.2.3 Chord Design ..................................................................................................................... 12
4.3 Beam and Post Design ................................................................................................................ 13
4.4 Header, Jack Stud and King Stud Design ................................................................................... 13
4.5 Joist Design ................................................................................................................................. 13
4.6 Stud Wall Design ........................................................................................................................ 13
5 Foundation Design ................................................................................................................................... 14
Appendix A : Orange County ........................................................................................................ 17
Appendix B : ASCE 7 Hazard Report ........................................................................................... 21
Appendix C : Wind Load .............................................................................................................. 25
Appendix D : Shear Wall Design .................................................................................................. 36
Appendix E : Beam and Post Design ............................................................................................ 60
Appendix F : Header, Jack Stud and King Stud Design ............................................................... 70
Appendix G : Joist Design ............................................................................................................. 79
Appendix H : Stud Wall Design .................................................................................................... 82
Appendix I : Foundation Design .................................................................................................. 84
Page 2 of 108
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1 Description of the Structure and Site
This project is located at 1011 W 2nd ST, Santa Ana, CA 297030, is a demolishing and rebuilding
project. The proposed south elevation of structure is shown in Fig.1. The structural system consists
of wood structural frame system with shear wall.
Figure 1. The Proposed South Elevation of Structure
No geotechnical report was provided. The design of foundation is based on the default value
provided in foundation requirements for residential projects and accessory structures dated
06/22/2020 by the county of orange department of public works. The design of foundation is also
based on the default values provided in table 1806.2 of CBC 2022 for soil class 5 (cl, ml, mh and
ch). For more information, see Appendix A.
2 Design Criteria
2.1 Design Codes and Standards
For design purposes, the following codes, standards, and local regulations are used:
California Building Standards Code, (CBC-2022)
Minimum Design Loads for Buildings and Other Structures, (ASCE/SEI 7-16)
Building Code Requirements for Structural Concrete and Commentary, (ACI318–19)
National Design Specification for Wood Construction, (NDS-2018)
Special Design Provisions for Wind and Seismic, (SDPWS-2021)
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3 Loading
3.1 Gravity Loading
3.1.1 Dead Load
The dead loads are tabulated in Table 1.
Table 1. Dead Loads
Name Value Unit
Ceiling 8 psf
Roof 12 psf
Exterior Wall 16 psf
3.1.2 Live Load
Live loads are tabulated in Table 2.
Table 2. Live Loads
Name Value Unit
Roof 20 psf
Ceiling 10 psf
Partition 10 psf
Page 4 of 108
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3.2 Lateral Load
ASCE 7 hazard report is given in Appendix B.
3.2.1 Seismic Load
The wood seismic parameters are tabulated in Table 3.
Table 3. Seismic Parameters
S1 0.462
Mapped acceleration
parameters
Ss 1.295
TL 8
Site Class D(Default)
Occupancy Category II
Height of Building (feet) 10
Importance Factor (Ie) 1
Overstrength Factor, Ω0 3 Table 12.2-1
Deflection Amplification Factor, Cd 4 Table 12.2-1
Response Modification Coefficient 6.5 Table 12.2-1
Building Period Parameter Ct 0.02 Table 12.8-2
Building Period Parameter x 0.75 Table 12.8-2
Site Coefficient at Short Period (Fa) 1.2 (Table 11.4-1)
Site Coefficient at 1 Sec Period (Fv) 1.838 (Table 11.4-2)
Ta 0.112 Section 12.8.2
SMS 1.554 Section 11.4.4, Eq. (11.4-1)
SM1 0.849156 Section 11.4.4, Eq. (11.4-2)
SDS 1.036 Section 11.4.5, Eq. (11.4-3)
SD1 0.566 Section 11.4.5, Eq. (11.4-4)
T0 0.109 Section 11.4.6
Ts 0.546 Section 11.4.6
Seismic Design Category Based on Short-Period
Response Acceleration Parameter D Table 11.6.1
Seismic Design Category Based on 1-s Period
Response Acceleration Parameter D Table 11.6.2
Cs 0.159 Eq. (12.8-2).
Cs 1.166 Eq. (12.8-3) & Eq. (12.8-4)
Cs(min) 0.046 Eq. (12.8-5).
Cs(min) 0 Eq. (12.8-6).
Seismic Response Coefficient Cs 0.159
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Design response spectrum is tabulated in Table 4 and it is shown in Fig.2.
Table 4. Design Response Spectrum
Figure 2. Design Response Spectrum
3.2.1.2 Effective Seismic Weight
The effective seismic weight is tabulated in Table 5.
Table 5. The Effective Seismic Weight
Weight of Roof Area
Roof Area 590 sf
Roof Dead Load 12 psf
Roof Weight 7080 lb
Weight of Ceiling Area
Ceiling Area 401.2 sf
Ceiling Dead Load 8 psf
Ceiling Weight 3209 lb
Wall Weight
Exterior Wall Length 397 feet
Exterior Wall Dead Load 16 psf
Partition Area 200.6 sf
Partition Dead Load 10 psf
Total Weight 2965 lb
0
0.5
1
1.5
0 2 4 6 8 10Sp
e
c
t
r
a
l
R
e
s
p
o
n
s
e
Ac
c
e
l
e
r
a
t
i
o
n
,
S
a
(
g
)
Period, T (sec)
Design Response Spectrum0 0.4144
0.109 1.036
0.819 1.036
1.22 0.696
2.14 0.397
2.85 0.298
4.27 0.199
8 0.071
8.5 0.063
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3.2.1.3 Base Shear
The base shear is calculated according to the following equations:
Cs = 0.159
Seismic Weight = 18647 lb
Base Shear = Cs × W = 0.159 × 18647 = 2965 lb = 2.965 kips
3.2.1.4 Horizontal Distribution of Seismic Load
Horizontal distribution of seismic load is tabulated in Table 6.
Table 6. Horizontal Distribution of Seismic Load
Line
Tributary
Area Total Area Tributary Area /
Total Area
Seismic Shear
Force
Shear Line
Force ρF 0.7×ρF
sft sft - lb lb lb lb
A
295 590 0.5 2965 1483 1928 1349.6 B
1
2
3.2.2 Wind Load
The wind load is given in Appendix C.
3.2.2.1 Horizontal Distribution of Wind Load
Horizontal distribution of wind load is tabulated in Table 6.
Table 7. Horizontal Distribution of wind Load
Line
Tributary
Area Total Area Tributary Area /
Total Area
Wind
Shear Force
Seismic
Shear Force
Shear Line
Force ρF
sft sft - lb lb lb
A
295 590 0.5
4000 2000
1483 1928 B
1 3400 1700 2
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4 Wood Design
4.1 Shear Wall Design
Shear wall design is given in Appendix D.
The location of shear walls are shown in Fig 3 and 4.
Figure 3. The Location of Ceiling Plan Shear Walls
SW1
(18'-2")
SW
1
(2
1
'
-
1
"
)
SW4
(3'-1")
1 2
A
B HDU
5C46
SW4
(3'-1")
C46
SW
1
(1
7
'
-
8
"
)
HDU
5 C46HDU
5
C46HDU
5
HDU
2C44 HDU
2
C44
HDU
2
C44
C44
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Figure 4. The Location of Roof Plan Shear Walls
C44
1 2
A
B C46
C44
SW1
(18'-2")
SW
1
(2
1
'
-
1
"
)
SW
1
(1
7
'
-
8
"
)
C46 C46 C46
C44
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4.2 Diaphragm Design
4.2.1 Diaphragm Seismic Force
4.2.1.1 Horizontal Distribution of Diaphragm Seismic Force
The horizontal distribution of diaphragm seismic force is tabulated in Table 8.
Table 8. Horizontal Distribution of Diaphragm Seismic Force
Line
Tributary
Area
Total
Area
Tributary Area/
Total Area Fp2 Fp (min) Fp (max) Shear Line
Forces 0.7×F
sft sft - lb lb lb lb lb
A
295 590 0.5 2965 3864 7728 1932 1352 B
1
2
4.2.2 Collector Design
The location of collector for one and two shear walls are shown in fig 5 and 6.
Figure 5. Location of Collector for One Shear Wall
Figure 6. Location of Collector for Two Shear Walls
Page 10 of 108
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The collector force is tabulated in Tables 9 and 10.
Table 9. Collector Force for One Shear Wall
Line Line Length Shear Line Forces Shear Line Forces Drag Left Drag Right
lb plf lb lb
1 22.1 1349.6 61.07 0 -269
Table 10. Collector Force for Two Shear Wall
Line Line Length
Shear Line
Forces
Shear Line
Forces
Shear
Wall-1
Forces
Shear
Wall-2
Forces
Drag 2 Drag 3 Drag 4 Drag 5
lb plf lb lb lb lb lb lb
B 18.1 1349.6 74.6 674.8 674.8 0 -447 447 0
Page 11 of 108
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4.2.3 Chord Design
M=wl2/8= 14981.8 ft-lbs
T=C= 14981.76 /18.16 = 103.124
lbs
W=3864×0.7/22.1=122.4 plf
M=wl2/8= 2773.3 ft-lbs
T=C= 2773.3 /22.1 = 125.5 lbs
lbs
W=3864×0.7/18.16= 148.95 plf
Page 12 of 108
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1011 W 2nd
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4.3 Beam and Post Design
Beam and post design is given in Appendix E.
4.4 Header, Jack Stud and King Stud Design
Header, jack stud and king stud design is given in Appendix F.
4.5 Joist Design
Joist design is given in Appendix G.
4.6 Stud Wall Design
Stud wall design is given in Appendix H.
2x4 D.F No2
ft=575 psi
CD (seismic) = 1.6
CM = 1.0
Ct = 1.0
CF(Ft) = 1.0
Ci=0.8
Ag= 5.25 in2
𝑓𝑡′=𝑓𝑡× 𝐶𝐷× 𝐶𝑀× 𝐶𝑡× 𝐶𝑓× 𝐶𝑖=736 𝑝𝑠𝑖
Ft= 736 psi×5.25 in2 = 3864 lb
fc=1350 psi
CD (seismic) = 1.6
CM = 1.0
Ct = 1.0
CF(Ft) = 1.0
Ci=0.8
Ag= 5.25 in2
𝑓𝑐′=𝑓𝑐× 𝐶𝐷× 𝐶𝑀× 𝐶𝑡× 𝐶𝑓× 𝐶𝑖× 𝐶=1728 𝑝𝑠𝑖
Fc= 1728 psi×5.25 in2= 9072 lb
Page 13 of 108
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5 Foundation Design
The foundation design is given in Appendix I.
Allowable bearing capacity for the design of foundations = 1500 psf
The location of elements are shown in Fig 7 and 8.
Page 14 of 108
C44
B-1
HDR-1
1 2
A
B
HD
R
-
2
C44
C46 C46
CJ-1
C.A
.
C.A
.
C44
C5
HD
R
-
3
C6 C6
C46 C46
C44
Figure 7. The Location of Ceiling Plan Elements
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Page 15 of 108
Figure 8. The Location of Roof Plan Elements
RR-1 RR-1
C44 C44
RB
-
1
RB
-
2
C2
C3
1 2
A
B C1 C46
C44
C46 C46 C46
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Limitations
SAZAN performed the structural design in a manner consistent with the level of skill and care
ordinarily exercised by professional engineers and consultants practicing under similar conditions.
No other representation, warranty, or guarantee is given. Provided opinions are based on our
engineering judgment. We will not be responsible for latent defects that may appear in the future
or for different opinions of others that may arise. The design is performed considering available
information for the structure. Should additional information become available that we are not
aware of, or which is unknown at the time of our analysis, we reserve the right to revise our design
as needed and additional costs may be required.
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Appendix A : Orange County
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EFFECTIVE DATE: June 22, 2020
BACKGROUND:
1.Section R401.4 of 2019 California Residential Code (CRC) requires a soils test to determine the soil's
characteristics if expansive soils are likely to be present.
2.Section 1803.5.11 of 2019 California Building Code (CBC) requires a "geotechnical investigationH for any
structure determined to be in Seismic Design Category C, D, E or Fin accordance with Section 1613.
3.Exception to Section 1803.2 states, "The building official shall be permitted to waive the requirement for a
geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an
investigation is not necessary for any of the conditions in Sections 1803.5.1 through 1803.5.6 and Sections
1803.5.10 and 1803.5.11."
POLICY:
Since majority of the County of Orange is located in Seismic Design Category D and due to the presence of expansive
soil in some county areas, we have developed the following policy to' comply with the 2019 CRC and CBC.
Geotechnical investigation report is required for all projects except as prescribed below.
Exception:
L One story room addition(s) to a single family dwelling up to 1,200 square feet of individual areas if it is
NOT located in liquefaction area.
2.One story room addition(s) to a single family dwelling up to 500 square feet of individual areas if It �
located in liquefaction area.
3.(a) Room addition(s) to a single family dwelling larger than 500 square feet of individual areas but not
more than 1,200 square feet located in liquefaction area shall require 4' of overexcavation.
(b)Detached accessory structure or single family dwelling larger than 500 square feet but not more than
1,200 square feet located in liquefaction area shall require 4' overexcavation.
4.One story detached accessory structure up to 1,200 square feet located in non-liquefaction area.
One story detached accessory structure up to 500 square feet located in liquefaction area.
5.Second story addition above existing first floor within the footprint of existing dwelling.
Excepted projects as described in item 5 above shall provide a letter from a California Licensed Geotechnical
Engineer or Civil Engineer practicing soil engineering stating the condition of existing foundation and supporting
Foundation Requirements for Residential Projects
and Accessory Structures
Page 18 of 108
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subgrade soils and providing foundation recommendations due to the added vertical and lateral loads from the
proposed second story addition. Excepted projects as described above item 1 through 4 shall follow the
alternate method as outlined below in lieu of geotechnical investigation report provided minimum foundation
clearance from slope is maintained based on Section 1808.7 or R403.1.7 or County of Orange Grading Code,
whichever is more restrictive:
A.For slab on grade construction
•Scarify top 12" or recompact 4' overexcavation prior to trenching for the utility
and/or foundation. 90% compaction report is required at the time of foundation
inspection. Damp proofing, base course and pre-saturation are required.
•Provide 5" slab on grade reinforced with #4 at 18" on centers each way over 4"
base of ½" or larger clean aggregate with 10 mil vapor retarder in direct contact
with concrete. Slab shall be tied-in to continuous 12" wide X 24" (minimum
embedment into firm soil) foundation.
•Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom.
See attached slab on grade foundation detail 'A' for additional information.
8.For raised foundation construction:
•Provide continuous foundation with 12" wide X 24" (minimum embedment Into
firm soll) around the perimeter of the addition.
•Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom.
•Provide 18" (minimum embedment) for all interior pier footing.
See attached raised floor foundation detail 'B' for additional information.
Note: All concrete shall be fc'=4,500 psi (minimum) with type V cement maximum water cement ratio of
0.45. No special Inspection required if concrete truck mix ticket is provided.
This policy does not apply to projects that require grading plans and permit per County Grading Code.
Approved by:
Rya[se,f�
Engineering Geologist
Hadl Tabatabaee, P.E., CBO, CASp
County Building Official 6-15-2020
Foundation Requirements for Residential Projects
and Accessory Structures
Page 19 of 108
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Foundation Details
10 MIL (MIN) POLYETHYLENE
Page 20 of 108
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Appendix B : ASCE 7 Hazard Report
Page 21 of 108
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ASCE 7 Hazards Report
Address:
1011 W 2nd St
Santa Ana, California
92703
Standard:ASCE/SEI 7-16 Latitude:33.746434
Risk Category:II Longitude:-117.878092
Soil Class:D - Default (see
Section 11.4.3)
Elevation:103.7516088974792 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Dec 11 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 22 of 108
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SS : 1.295
S1 : 0.462
F a : 1.2
F v : N/A
SMS : 1.554
SM1 : N/A
SDS : 1.036
SD1 : N/A
T L : 8
PGA : 0.548
PGA M : 0.657
F PGA : 1.2
Ie : 1
C v : 1.359
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Mon Dec 11 2023
Page 23 of 108
1011 W Second St
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The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
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In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
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Appendix C : Wind Load
Page 25 of 108
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Project
1011
Job Ref.
Section Sheet no./rev.
1
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
WIND LOADING
In accordance with ASCE7-16
Using the directional design method
Tedds calculation version 2.1.13
Building data
Type of roof;Gable
Length of building;b = 25.08 ft
Width of building ;d = 21.17 ft
Height to eaves;H = 8.00 ft
Pitch of roof;0 = 20.5 deg
Mean height;h = 9.98 ft
General wind load requirements
Basic wind speed;V = 95.0 mph
Risk category;II
Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85
Ground elevation above sea level;zgl = 0 ft
Ground elevation factor ;Ke = exp(-0.0000362 zgl/1ft) = 1.00
Exposure category (cl 26.7.3);B
Enclosure classification (cl.26.12);Enclosed buildings
Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.18
Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.18
Gust effect factor;Gf = 0.85
Minimum design wind loading (cl.27.1.5);pmin_r = 8 lb/ft2
Topography
Topography factor not significant;Kzt = 1.0
Velocity pressure equation;q = 0.00256 Kz Kzt Kd V2 1psf/mph2;
Velocity pressures table
z (ft)Kz (Table 26.10-1)qz (psf)
8.00 0.57 11.19
Page 26 of 108
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Section Sheet no./rev.
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Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
z (ft)Kz (Table 26.10-1)qz (psf)
9.98 0.57 11.19
11.96 0.57 11.19
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.);qi = 11.19 psf
Pressures and forces
Net pressure;p = q Gf Cpe - qi GCpi;
Net force;Fw = p Aref;
Roof load case 1 - Wind 0, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (-ve)9.98 -0.38 11.19 -5.62 283.41 -1.59
B (-ve)9.98 -0.60 11.19 -7.72 283.41 -2.19
Total vertical net force ;Fw,v = -3.54 kips
Total horizontal net force ;Fw,h = 0.21 kips
Walls load case 1 - Wind 0, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 8.00 0.80 11.19 5.60 200.67 1.12
B 9.98 -0.50 11.19 -6.77 200.67 -1.36
C 9.98 -0.70 11.19 -8.68 211.21 -1.83
D 9.98 -0.70 11.19 -8.68 211.21 -1.83
Overall loading
Projected vertical plan area of wall;Avert_w_0 = b H = 200.67 ft2
Projected vertical area of roof ;Avert_r_0 = b d/2 tan(0) = 99.25 ft2
Minimum overall horizontal loading;Fw,total_min = pmin_w Avert_w_0 + pmin_r Avert_r_0 = 4.00 kips
Leeward net force;Fl = Fw,wB = -1.4 kips
Windward net force ;Fw = Fw,wA = 1.1 kips
Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 4.0 kips
Roof load case 2 - Wind 0, GC pi -0.18, -0cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (+ve)9.98 0.04 11.19 2.41 283.41 0.68
B (+ve)9.98 -0.60 11.19 -3.69 283.41 -1.05
Total vertical net force ;Fw,v = -0.34 kips
Total horizontal net force ;Fw,h = 0.61 kips
Page 27 of 108
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Section Sheet no./rev.
3
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
Walls load case 2 - Wind 0, GC pi -0.18, -0cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 8.00 0.80 11.19 9.63 200.67 1.93
B 9.98 -0.50 11.19 -2.74 200.67 -0.55
C 9.98 -0.70 11.19 -4.65 211.21 -0.98
D 9.98 -0.70 11.19 -4.65 211.21 -0.98
Overall loading
Projected vertical plan area of wall;Avert_w_0 = b H = 200.67 ft2
Projected vertical area of roof ;Avert_r_0 = b d/2 tan(0) = 99.25 ft2
Minimum overall horizontal loading;Fw,total_min = pmin_w Avert_w_0 + pmin_r Avert_r_0 = 4.00 kips
Leeward net force;Fl = Fw,wB = -0.6 kips
Windward net force ;Fw = Fw,wA = 1.9 kips
Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 4.0 kips
Roof load case 3 - Wind 90, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (-ve)9.98 -0.90 11.19 -10.58 112.75 -1.19
B (-ve)9.98 -0.90 11.19 -10.58 112.75 -1.19
C (-ve)9.98 -0.50 11.19 -6.77 225.49 -1.53
D (-ve)9.98 -0.30 11.19 -4.87 115.84 -0.56
Total vertical net force ;Fw,v = -4.19 kips
Total horizontal net force ;Fw,h = 0.00 kips
Walls load case 3 - Wind 90, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 11.96 0.80 11.19 5.60 211.24 1.18
B 9.98 -0.46 11.19 -6.42 211.21 -1.36
C 9.98 -0.70 11.19 -8.68 200.67 -1.74
D 9.98 -0.70 11.19 -8.68 200.67 -1.74
Overall loading
Projected vertical plan area of wall;Avert_w_90 = d H + d2 tan(0) / 4 = 211.21 ft2
Projected vertical area of roof ;Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading;Fw,total_min = pmin_w Avert_w_90 + pmin_r Avert_r_90 = 3.38 kips
Leeward net force;Fl = Fw,wB = -1.4 kips
Windward net force ;Fw = Fw,wA = 1.2 kips
Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 3.4 kips
Page 28 of 108
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Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
Roof load case 4 - Wind 90, GC pi -0.18, +cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (+ve)9.98 -0.18 11.19 0.30 112.75 0.03
B (+ve)9.98 -0.18 11.19 0.30 112.75 0.03
C (+ve)9.98 -0.18 11.19 0.30 225.49 0.07
D (+ve)9.98 -0.18 11.19 0.30 115.84 0.04
Total vertical net force ;Fw,v = 0.16 kips
Total horizontal net force ;Fw,h = 0.00 kips
Walls load case 4 - Wind 90, GC pi -0.18, +cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 11.96 0.80 11.19 9.63 211.24 2.03
B 9.98 -0.46 11.19 -2.39 211.21 -0.50
C 9.98 -0.70 11.19 -4.65 200.67 -0.93
D 9.98 -0.70 11.19 -4.65 200.67 -0.93
Overall loading
Projected vertical plan area of wall;Avert_w_90 = d H + d2 tan(0) / 4 = 211.21 ft2
Projected vertical area of roof ;Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading;Fw,total_min = pmin_w Avert_w_90 + pmin_r Avert_r_90 = 3.38 kips
Leeward net force;Fl = Fw,wB = -0.5 kips
Windward net force ;Fw = Fw,wA = 2.0 kips
Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 3.4 kips
Page 29 of 108
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Section Sheet no./rev.
5
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
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6
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
Page 31 of 108
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Job Ref.
Section
CLADDING
Sheet no./rev.
1
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
WIND LOADING
In accordance with ASCE7-16
Using the components and cladding design method
Tedds calculation version 2.1.13
Building data
Type of roof;Gable
Length of building;b = 25.08 ft
Width of building ;d = 21.17 ft
Height to eaves;H = 8.00 ft
Pitch of roof;0 = 20.5 deg
Mean height;h = 9.98 ft
End zone width;a = max(min(0.1min(b, d), 0.4h), 0.04min(b, d), 3ft) = 3.00 ft
General wind load requirements
Basic wind speed;V = 95.0 mph
Risk category;II
Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85
Ground elevation above sea level;zgl = 0 ft
Ground elevation factor ;Ke = exp(-0.0000362 zgl/1ft) = 1.00
Exposure category (cl 26.7.3);B
Enclosure classification (cl.26.12);Enclosed buildings
Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.18
Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.18
Gust effect factor;Gf = 0.85
Topography
Topography factor not significant;Kzt = 1.0
Velocity pressure
Velocity pressure coefficient (Table 26.10-1);Kz = 0.57
Velocity pressure;qh = 0.00256 Kz Kzt Kd Ke V2 1psf/mph2 = 11.2 psf
Page 32 of 108
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Section
CLADDING
Sheet no./rev.
2
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.);qi = 11.19 psf
Equations used in tables
Net pressure;p = qh [GCp - GCpi];
Components and cladding pressures - Wall (Table 30.3-1)
Component Zone Length
(ft)
Width
(ft)
Eff. area
(ft2)
+GCp -GCp Pres (+ve)
(psf)
Pres (-ve)
(psf)
<=10 sf 4 --10.0 1.00 -1.10 13.2 #-14.3 #
50 sf 4 --50.0 0.88 -0.98 11.8 #-12.9 #
200 sf 4 --200.0 0.77 -0.87 10.6 #-11.8 #
>500 sf 4 --500.1 0.70 -0.80 9.9 #-11.0 #
<=10 sf 5 --10.0 1.00 -1.40 13.2 #-17.7
50 sf 5 --50.0 0.88 -1.15 11.8 #-14.9 #
200 sf 5 --200.0 0.77 -0.94 10.6 #-12.5 #
>500 sf 5 --500.1 0.70 -0.80 9.9 #-11.0 #
# The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting
in either direction
Components and cladding pressures - Roof (Figure 30.3-2C)
Component Zone Length
(ft)
Width
(ft)
Eff. area
(ft2)
+GCp -GCp Pres (+ve)
(psf)
Pres (-ve)
(psf)
<=2 sf 1 --2.0 0.70 -1.50 9.9 #-18.8
20 sf 1 --20.0 0.46 -1.50 7.2 #-18.8
Page 33 of 108
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Sheet no./rev.
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Calc. by
N.K
Date
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Chk'd by Date App'd by Date
Component Zone Length
(ft)
Width
(ft)
Eff. area
(ft2)
+GCp -GCp Pres (+ve)
(psf)
Pres (-ve)
(psf)
100 sf 1 --100.0 0.30 -1.08 5.4 #-14.1 #
>300 sf 1 --300.1 0.30 -0.80 5.4 #-11.0 #
<=2 sf 2e --2.0 0.70 -1.50 9.9 #-18.8
20 sf 2e --20.0 0.46 -1.50 7.2 #-18.8
100 sf 2e --100.0 0.30 -1.08 5.4 #-14.1 #
>300 sf 2e --300.1 0.30 -0.80 5.4 #-11.0 #
<=2 sf 2n --2.0 0.70 -2.50 9.9 #-30.0
10 sf 2n --10.0 0.54 -2.50 8.0 #-30.0
100 sf 2n --100.0 0.30 -1.39 5.4 #-17.6
>150 sf 2n --150.1 0.30 -1.20 5.4 #-15.4 #
<=2 sf 2r --2.0 0.70 -2.50 9.9 #-30.0
10 sf 2r --10.0 0.54 -2.50 8.0 #-30.0
100 sf 2r --100.0 0.30 -1.39 5.4 #-17.6
>150 sf 2r --150.1 0.30 -1.20 5.4 #-15.4 #
<=2 sf 3e --2.0 0.70 -2.50 9.9 #-30.0
10 sf 3e --10.0 0.54 -2.50 8.0 #-30.0
100 sf 3e --100.0 0.30 -1.39 5.4 #-17.6
>150 sf 3e --150.1 0.30 -1.20 5.4 #-15.4 #
<=2 sf 3r --2.0 0.70 -3.60 9.9 #-42.3
4 sf 3r --4.0 0.63 -3.60 9.1 #-42.3
10 sf 3r --10.0 0.54 -2.95 8.0 #-35.0
>50 sf 3r --50.1 0.37 -1.80 6.2 #-22.2
# The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting
in either direction
Page 34 of 108
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Section
CLADDING
Sheet no./rev.
4
Calc. by
N.K
Date
12/12/2023
Chk'd by Date App'd by Date
Page 35 of 108
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1011 W 2nd
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
19
Appendix D : Shear Wall Design
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Section
LINE-1
Sheet no./rev.
1
Calc. by
N.K
Date
19/12/2023
Chk'd by Date App'd by Date
WOOD SHEAR WALL DESIGN (NDS)
In accordance with NDS2018 and SDPWS2021 allowable stress design and the perforated shear wall method
Tedds calculation version 1.2.10
Design summary
Description Unit Provided Required Utilization Result
Shear capacity lbs 4200 1350 0.321 PASS
Chord capacity lb/in2 552 91 0.164 PASS
Collector capacity lb/in2 1380 25 0.018 PASS
Deflection in 0.200 0.049 0.245 PASS
Panel details
Structural I wood panel sheathing on one side
Panel height;h = 8.333 ft
Panel length;b = 17.7 ft
Panel opening details
Width of opening ;wo1 = 4 ft
Height of opening;ho1 = 3 ft
Height to underside of lintel over opening;lo1 = 6.417 ft
Position of opening;Po1 = 8.833 ft
Total area of wall;A = h b - wo1 ho1 = 135.5 ft2
Panel construction
Nominal stud size;2'' x 4''
Dressed stud size;1.5'' x 3.5''
Cross-sectional area of studs;As = 5.25 in2
Stud spacing;s = 16 in
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Nominal end post size;4'' x 4''
Dressed end post size;3.5'' x 3.5''
Cross-sectional area of end posts;Ae = 12.25 in2
Hole diameter;Dia = 0.625 in
Net cross-sectional area of end posts;Aen = 10.062 in2
Nominal collector size;2 x 2'' x 4''
Dressed collector size;2 x 1.5'' x 3.5''
Service condition;Dry
Temperature;100 degF or less
Anchor location ;Inside face
Anchor offset;eanchor = 0 in
Vertical anchor stiffness;ka = 34000 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick)
Species, grade and size classification;Douglas Fir-Larch, no.2 grade, 2'' & wider
Specific gravity;G = 0.50
Tension parallel to grain;Ft = 575 lb/in2
Compression parallel to grain;Fc = 1350 lb/in2
Compression perpendicular to grain;Fc_perp = 625 lb/in2
Modulus of elasticity;E = 1600000 lb/in2
Minimum modulus of elasticity;Emin = 580000 lb/in2
Sheathing details
Sheathing material;15/32'' wood panel structural I 3-ply plywood sheathing
Fastener type;10d common nails at 6''centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity;vn = min(950 plf 0.92, 2435 plf) = 874 lb/ft
Apparent shear wall shear stiffness;Ga = 16 kips/in
Loading details
Dead load acting on top of panel;D = 208.92 lb/ft
Floor live load acting on top of panel;Lf = 181.667 lb/ft
Roof live load acting on top of panel;Lr = 181.667 lb/ft
Self weight of panel;Swt = 18 lb/ft2
In plane wind load acting at head of panel;W = 1700 lbs
Wind load serviceability factor ;fWserv = 0.60
In plane seismic load acting at head of panel;Eq = 1928 lbs
Design spectral response accel. par., short periods;SDS = 1.036
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 ;D + 0.6W
Load combination no.2 ;D + 0.7E
Load combination no.3 ;D + 0.75Lf + 0.45W + 0.75(L r or S or R)
Load combination no.4 ;D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 ;0.6D + 0.6W
Load combination no.6 ;0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2;CD = 1.60
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Size factor for tension – Table 4A;CFt = 1.50
Size factor for compression – Table 4A;CFc = 1.15
Wet service factor for tension – Table 4A;CMt = 1.00
W et service factor for compression – Table 4A;CMc = 1.00
Wet service factor for modulus of elasticity – Table 4A
CME = 1.00
Temperature factor for tension – Table 2.3.3;Ctt = 1.00
Temperature factor for compression – Table 2.3.3
Ctc = 1.00
Temperature factor for modulus of elasticity – Table 2.3.3
CtE = 1.00
Incising factor – cl.4.3.8;Ci = 1.00
Buckling stiffness factor – cl.4.4.2;CT = 1.00
Bearing area factor - cl. 3.10.4 ;Cb = 1.0
Adjusted modulus of elasticity;Emin' = Emin CME CtE Ci CT = 580000 psi
Critical buckling design value;FcE = 0.822 Emin' / (h / d)2 = 584 psi
Reference compression design value;Fc = Fc CD CMc Ctc CFc Ci = 2484 psi
For sawn lumber;c = 0.8
Column stability factor – eqn.3.7-1;CP = (1 + (FcE / Fc)) / (2 c) – ([(1 + (FcE / Fc)) / (2 c)]2 - (FcE / Fc) / c) =
0.22
From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio;3.5
Perforated wall length;b1 = 8.833 ft
Shear wall aspect ratio;h / b1 = 0.943
Perforated wall length;b2 = 4.867 ft
Shear wall aspect ratio;h / b2 = 1.712
Shear capacity adjustment factor – cl.4.3.5.6
Sum of perforated shear wall segment lengths;bi = b1 + b2 = 13.7 ft
Total area of wall;Awall = b h = 147.5 ft2
Total area of openings;Ao = wo1 ho1 = 12 ft2
Total full height sheathed area;Afhs = h (b1 + b2) = 114.17 ft2
Shear capacity adjustment factor (eqn. 4.3-6);Co = min(Awall / (3 Ao + Afhs), 1.0) = 0.982
Perforated shear wall capacity
Maximum shear force under wind loading;Vw_max = 0.6 W = 1.02 kips
Shear capacity for wind loading;Vw = vw Co bi / 2.0 = 5.881 kips
Vw_max / Vw = 0.173
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading;Vs_max = 0.7 Eq = 1.35 kips
Shear capacity for seismic loading;Vs = vs Co bi / 2.8 = 4.2 kips
Vs_max / Vs = 0.321
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chords 1 and 2
Load combination 6
Page 39 of 108
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Sheet no./rev.
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Calc. by
N.K
Date
19/12/2023
Chk'd by Date App'd by Date
Shear force for maximum tension;V = 0.7 Eq = 1.35 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b / 2 = 1.445 kips
Maximum tensile force in chord;T = V h / (Co bi) - P = -0.609 kips
Maximum applied tensile stress;ft = T / Aen = -61 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = -0.044
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.35 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 = 0.274 kips
Maximum compressive force in chord;C = V h / (Co bi) + P = 1.110 kips
Maximum applied compressive stress;fc = C / Ae = 91 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.164
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.145
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Collector capacity
Collector seismic design force factor;FColl = 1
Maximum shear force on wall;Vmax = max(FColl Vs_max, Vw_max) = 1.35 kips
Uniform shear applied to wall;va = Vmax / (Co bi) = 100.3 plf
Shear resisted by wall segments;vb = va b / (b1 + b2) = 129.6 plf
Maximum force in collector;Pcoll = 0.259 kips
Maximum applied tensile stress;ft = Pcoll / (2 As) = 25 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.018
PASS - Design tensile stress exceeds maximum applied tensile stress
Maximum applied compressive stress;fc = Pcoll / (2 As) = 25 lb/in2
Column stability factor;CP = 1.00
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 2484 lb/in2
Page 40 of 108
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Sheet no./rev.
5
Calc. by
N.K
Date
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Chk'd by Date App'd by Date
fc / Fc' = 0.010
PASS - Design compressive stress exceeds maximum applied compressive stress
Wind load deflection
Design shear force;Vw = fWserv W = 1.02 kips
Deflection limit;w_allow= h / 500 = 0.2 in
Induced unit shear;vw_max = Vw / (Co bi) = 75.8 lb/ft
Anchor tension force;T = max(0 kips,vw_max h - 0.6 (D + Swt h) b / 2) = 0.000 kips
Chord compression force;C = max(0 kips,vw_max h + 0.6 (D + Swt h) b / 2) = 2.538 kips
Vertical elongation at anchor;T = T / ka = 0.000 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.013 in
Total vertical deflection ;a = (T + C) (b / beff) = 0.014 in
Shear wall deflection – Eqn. 4.3-1;sww = 2 vw_max h3 / (3 E Ae bi) + vw_max h / (Ga) + h a / bi =
0.049 in
sww / w_allow = 0.245
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force;Vs = Eq = 1.928 kips
Deflection limit;s_allow= 0.025 h = 2.5 in
Induced unit shear;vs_max = Vs / (Co bi) = 143.27 lb/ft
Anchor tension force;T = max(0 kips,vs_max h - (0.6 - 0.2 SDS) (D + Swt h) b / 2) =
0.000 kips
Chord compression force;C = max(0 kips,vs_max h + (0.6 - 0.2 SDS) (D + Swt h) b / 2) =
2.442 kips
Vertical elongation at anchor;T = T / ka = 0.000 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.013 in
Total vertical deflection ;a = (T + C) (b / beff) = 0.013 in
Shear wall elastic deflection – Eqn. 4.3-1;swse = 2 vs_max h3 / (3 E Ae bi) + vs_max h / (Ga) + h a / bi =
0.085 in
Deflection ampification factor;Cd = 4
Seismic importance factor;Ie = 1
Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws = Cd swse / Ie = 0.34 in
sws / s_allow = 0.136
PASS - Shear wall deflection is less than deflection limit
Page 41 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-2
Sheet no./rev.
1
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
WOOD SHEAR WALL DESIGN (NDS)
In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method
Tedds calculation version 1.2.10
Design summary
Description Unit Provided Required Utilization Result
Shear capacity lbs 6898 1535 0.223 PASS
Chord capacity lb/in2 552 71 0.128 PASS
Deflection in 0.200 0.030 0.151 PASS
Panel details
Structural I wood panel sheathing on one side
Panel height;h = 8.333 ft
Panel length;b = 22.1 ft
Total area of wall;A = h b = 184.167 ft2
Panel construction
Nominal stud size;2'' x 4''
Dressed stud size;1.5'' x 3.5''
Cross-sectional area of studs;As = 5.25 in2
Stud spacing;s = 16 in
Nominal end post size;4'' x 4''
Dressed end post size;3.5'' x 3.5''
Cross-sectional area of end posts;Ae = 12.25 in2
Hole diameter;Dia = 0.625 in
Net cross-sectional area of end posts;Aen = 10.062 in2
Nominal collector size;2 x 2'' x 4''
Dressed collector size;2 x 1.5'' x 3.5''
Service condition;Dry
Temperature;100 degF or less
Page 42 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-2
Sheet no./rev.
2
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Anchor location ;Inside face
Anchor offset;eanchor = 0 in
Vertical anchor stiffness;ka = 10000 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick)
Species, grade and size classification;Douglas Fir-Larch, no.2 grade, 2'' & wider
Specific gravity;G = 0.50
Tension parallel to grain;Ft = 575 lb/in2
Compression parallel to grain;Fc = 1350 lb/in2
Compression perpendicular to grain;Fc_perp = 625 lb/in2
Modulus of elasticity;E = 1600000 lb/in2
Minimum modulus of elasticity;Emin = 580000 lb/in2
Sheathing details
Sheathing material;15/32'' wood panel structural I 4-ply plywood sheathing
Fastener type;10d common nails at 6''centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity;vn = 950 plf 0.92 = 874 lb/ft
Apparent shear wall shear stiffness;Ga = 16 kips/in
Loading details
Dead load acting on top of panel;D = 208.92 lb/ft
Floor live load acting on top of panel;Lf = 181.667 lb/ft
Roof live load acting on top of panel;Lr = 181.667 lb/ft
Self weight of panel;Swt = 18 lb/ft2
In plane wind load acting at head of panel;W = 1700 lbs
Wind load serviceability factor ;fWserv = 0.60
In plane seismic load acting at head of panel;Eq = 2193 lbs
Design spectral response accel. par., short periods;SDS = 1.036
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 ;D + 0.6W
Load combination no.2 ;D + 0.7E
Load combination no.3 ;D + 0.75Lf + 0.45W + 0.75(L r or S or R)
Load combination no.4 ;D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 ;0.6D + 0.6W
Load combination no.6 ;0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2;CD = 1.60
Size factor for tension – Table 4A;CFt = 1.50
Size factor for compression – Table 4A;CFc = 1.15
Wet service factor for tension – Table 4A;CMt = 1.00
W et service factor for compression – Table 4A;CMc = 1.00
Wet service factor for modulus of elasticity – Table 4A
CME = 1.00
Temperature factor for tension – Table 2.3.3;Ctt = 1.00
Temperature factor for compression – Table 2.3.3
Ctc = 1.00
Page 43 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-2
Sheet no./rev.
3
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Temperature factor for modulus of elasticity – Table 2.3.3
CtE = 1.00
Incising factor – cl.4.3.8;Ci = 1.00
Buckling stiffness factor – cl.4.4.2;CT = 1.00
Bearing area factor - cl. 3.10.4 ;Cb = 1.0
Adjusted modulus of elasticity;Emin' = Emin CME CtE Ci CT = 580000 psi
Critical buckling design value;FcE = 0.822 Emin' / (h / d)2 = 584 psi
Reference compression design value;Fc = Fc CD CMc Ctc CFc Ci = 2484 psi
For sawn lumber;c = 0.8
Column stability factor – eqn.3.7-1;CP = (1 + (FcE / Fc)) / (2 c) – ([(1 + (FcE / Fc)) / (2 c)]2 - (FcE / Fc) / c) =
0.22
From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio;3.5
Shear wall length;b = 22.1 ft
Shear wall aspect ratio;h / b = 0.377
Segmented shear wall capacity
Maximum shear force under wind loading;Vw_max = 0.6 W = 1.02 kips
Shear capacity for wind loading;Vw = vw b / 2.0 = 9.658 kips
Vw_max / Vw = 0.106
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading;Vs_max = 0.7 Eq = 1.535 kips
Shear capacity for seismic loading;Vs = vs b / 2.8 = 6.898 kips
Vs_max / Vs = 0.223
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chords 1 and 2
Shear wall aspect ratio;h / b = 0.377
Effective length for chord forces ;beff = b - 3 / 2 bEndPost - eanchor = 21.66 ft
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.535 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b1 / 2 = 1.804
kips
Maximum tensile force in chord;T = V h / beff - P = -1.214 kips
Maximum applied tensile stress;ft = T / Aen = -121 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = -0.087
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.535 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 = 0.274 kips
Maximum compressive force in chord;C = V h / beff + P = 0.865 kips
Maximum applied compressive stress;fc = C / Ae = 71 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.128
Page 44 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-2
Sheet no./rev.
4
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.113
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Wind load deflection
Design shear force;Vw = fWserv W = 1.02 kips
Deflection limit;w_allow= h / 500 = 0.2 in
Induced unit shear;vw = Vw / b = 46.15 lb/ft
Anchor tension force;T = max(0 kips,vw h b / beff - 0.6 (D + Swt h) b / 2) = 0.000 kips
Chord compression force;C = max(0 kips,vw h b / beff + 0.6 (D + Swt h) b / 2) = 2.772 kips
Vertical elongation at anchor;T = T / ka = 0.000 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.014 in
Total vertical deflection ;a = (T + C) (b / beff) = 0.015 in
Shear wall deflection – Eqn. 4.3-1;sww = 2 vw h3 / (3 E Ae b) + vw h / (Ga) + h a / b = 0.03 in
sww / w_allow = 0.151
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force;Vs = Eq = 2.193 kips
Deflection limit;s_allow= 0.025 h = 2.5 in
Induced unit shear;vs = Vs / b = 99.23 lb/ft
Anchor tension force;T = max(0 kips,vs h b / beff - (0.6 - 0.2 SDS) (D + Swt h) b / 2) =
0.000 kips
Chord compression force;C = max(0 kips,vs h b / beff + (0.6 - 0.2 SDS) (D + Swt h) b / 2) =
2.401 kips
Vertical elongation at anchor;T = T / ka = 0.000 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.013 in
Total vertical deflection ;a = (T + C) (b / beff) = 0.013 in
Shear wall elastic deflection – Eqn. 4.3-1;swse = 2 vs h3 / (3 E Ae b) + vs h / (Ga) + h a / b = 0.058 in
Deflection ampification factor;Cd = 4
Seismic importance factor;Ie = 1
Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws = Cd swse / Ie = 0.23 in
sws / s_allow = 0.092
PASS - Shear wall deflection is less than deflection limit
Page 45 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-A
Sheet no./rev.
1
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
WOOD SHEAR WALL DESIGN (NDS)
In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method
Tedds calculation version 1.2.10
Design summary
Description Unit Provided Required Utilization Result
Shear capacity lbs 5669 1535 0.271 PASS
Chord capacity lb/in2 552 100 0.181 PASS
Deflection in 0.200 0.040 0.198 PASS
Panel details
Structural I wood panel sheathing on one side
Panel height;h = 8.333 ft
Panel length;b = 18.16 ft
Total area of wall;A = h b = 151.333 ft2
Panel construction
Nominal stud size;2'' x 4''
Dressed stud size;1.5'' x 3.5''
Cross-sectional area of studs;As = 5.25 in2
Stud spacing;s = 16 in
Nominal end post size;4'' x 4''
Dressed end post size;3.5'' x 3.5''
Cross-sectional area of end posts;Ae = 12.25 in2
Hole diameter;Dia = 0.625 in
Net cross-sectional area of end posts;Aen = 10.062 in2
Nominal collector size;2 x 2'' x 4''
Dressed collector size;2 x 1.5'' x 3.5''
Page 46 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-A
Sheet no./rev.
2
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Service condition;Dry
Temperature;100 degF or less
Anchor location ;Inside face
Anchor offset;eanchor = 0 in
Vertical anchor stiffness;ka = 10000 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick)
Species, grade and size classification;Douglas Fir-Larch, no.2 grade, 2'' & wider
Specific gravity;G = 0.50
Tension parallel to grain;Ft = 575 lb/in2
Compression parallel to grain;Fc = 1350 lb/in2
Compression perpendicular to grain;Fc_perp = 625 lb/in2
Modulus of elasticity;E = 1600000 lb/in2
Minimum modulus of elasticity;Emin = 580000 lb/in2
Sheathing details
Sheathing material;15/32'' wood panel structural I 4-ply plywood sheathing
Fastener type;10d common nails at 6''centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity;vn = 950 plf 0.92 = 874 lb/ft
Apparent shear wall shear stiffness;Ga = 16 kips/in
Loading details
Dead load acting on top of panel;D = 15.36 lb/ft
Floor live load acting on top of panel;Lf = 13.4 lb/ft
Roof live load acting on top of panel;Lr = 13.4 lb/ft
Self weight of panel;Swt = 18 lb/ft2
In plane wind load acting at head of panel;W = 2000 lbs
Wind load serviceability factor ;fWserv = 0.60
In plane seismic load acting at head of panel;Eq = 2193 lbs
Design spectral response accel. par., short periods;SDS = 1.036
Chord forces from shear walls above
Chord Wch[i] (lbs)Eq_ch[i] (lbs)DC_ch[i] (lbs)DT_ch[i] (lbs)Lf_ch[i] (lbs)Lr_ch[i] (lbs)Sch[i] (lbs)Rch[i] (lbs)
Ch1;-506;-599;0;0;0;0;0;0;
Ch2;460;540;0;0;0;0;0;0;
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 ;D + 0.6W
Load combination no.2 ;D + 0.7E
Load combination no.3 ;D + 0.75Lf + 0.45W + 0.75(L r or S or R)
Load combination no.4 ;D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 ;0.6D + 0.6W
Load combination no.6 ;0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2;CD = 1.60
Size factor for tension – Table 4A;CFt = 1.50
Size factor for compression – Table 4A;CFc = 1.15
Page 47 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-A
Sheet no./rev.
3
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Wet service factor for tension – Table 4A;CMt = 1.00
W et service factor for compression – Table 4A;CMc = 1.00
Wet service factor for modulus of elasticity – Table 4A
CME = 1.00
Temperature factor for tension – Table 2.3.3;Ctt = 1.00
Temperature factor for compression – Table 2.3.3
Ctc = 1.00
Temperature factor for modulus of elasticity – Table 2.3.3
CtE = 1.00
Incising factor – cl.4.3.8;Ci = 1.00
Buckling stiffness factor – cl.4.4.2;CT = 1.00
Bearing area factor - cl. 3.10.4 ;Cb = 1.0
Adjusted modulus of elasticity;Emin' = Emin CME CtE Ci CT = 580000 psi
Critical buckling design value;FcE = 0.822 Emin' / (h / d)2 = 584 psi
Reference compression design value;Fc = Fc CD CMc Ctc CFc Ci = 2484 psi
For sawn lumber;c = 0.8
Column stability factor – eqn.3.7-1;CP = (1 + (FcE / Fc)) / (2 c) – ([(1 + (FcE / Fc)) / (2 c)]2 - (FcE / Fc) / c) =
0.22
From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio;3.5
Shear wall length;b = 18.16 ft
Shear wall aspect ratio;h / b = 0.459
Segmented shear wall capacity
Maximum shear force under wind loading;Vw_max = 0.6 W = 1.2 kips
Shear capacity for wind loading;Vw = vw b / 2.0 = 7.936 kips
Vw_max / Vw = 0.151
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading;Vs_max = 0.7 Eq = 1.535 kips
Shear capacity for seismic loading;Vs = vs b / 2.8 = 5.669 kips
Vs_max / Vs = 0.271
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord 1
Shear wall aspect ratio;h / b = 0.459
Effective length for chord forces ;beff = b - 3 / 2 bEndPost - eanchor = 17.72 ft
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.535 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b1 / 2 + 0.7
Eq_ch1 = 0.264 kips
Maximum tensile force in chord;T = V h / beff - P = 0.458 kips
Maximum applied tensile stress;ft = T / Aen = 46 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.033
PASS - Design tensile stress exceeds maximum applied tensile stress
Page 48 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-A
Sheet no./rev.
4
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.535 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 + -1 0.7 Eq_ch1
= 0.546 kips
Maximum compressive force in chord;C = V h / beff + P = 1.268 kips
Maximum applied compressive stress;fc = C / Ae = 103 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.187
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.166
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Chord capacity for chord 2
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.535 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b1 / 2 + -1 0.7
Eq_ch2 = 0.305 kips
Maximum tensile force in chord;T = V h / beff - P = 0.417 kips
Maximum applied tensile stress;ft = T / Aen = 41 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.030
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.535 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 + 0.7 Eq_ch2 =
0.504 kips
Maximum compressive force in chord;C = V h / beff + P = 1.226 kips
Maximum applied compressive stress;fc = C / Ae = 100 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.181
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.160
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Hold down force
Chord 1;T1 = 0.458 kips
Chord 2;T2 = 0.417 kips
Wind load deflection
Design shear force;Vw = fWserv W = 1.2 kips
Deflection limit;w_allow= h / 500 = 0.2 in
Induced unit shear;vw = Vw / b = 66.08 lb/ft
Anchor tension force;T = max(0 kips,vw h b / beff - 0.6 (D + Swt h) b / 2 + 0.6
max(abs(W ch1),abs(W ch2))) = 0.000 kips
Page 49 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-A
Sheet no./rev.
5
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Chord compression force;C = max(0 kips,vw h b / beff + 0.6 (D + Swt h) b / 2 + 0.6
max(abs(W ch1),abs(W ch2))) = 1.769 kips
Vertical elongation at anchor;T = T / ka = 0.000 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.009 in
Total vertical deflection ;a = (T + C) (b / beff) = 0.009 in
Shear wall deflection – Eqn. 4.3-1;sww = 2 vw h3 / (3 E Ae b) + vw h / (Ga) + h a / b = 0.04 in
sww / w_allow = 0.198
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force;Vs = Eq = 2.193 kips
Deflection limit;s_allow= 0.025 h = 2.5 in
Induced unit shear;vs = Vs / b = 120.76 lb/ft
Anchor tension force;T = max(0 kips,vs h b / beff - (0.6 - 0.2 SDS) (D + Swt h) b / 2 +
max(abs(Eq_ch1),abs(Eq_ch2))) = 1.041 kips
Chord compression force;C = max(0 kips,vs h b / beff + (0.6 - 0.2 SDS) (D + Swt h) b / 2 +
max(abs(Eq_ch1),abs(Eq_ch2))) = 2.220 kips
Vertical elongation at anchor;T = T / ka = 0.104 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.012 in
Total vertical deflection ;a = (T + C) (b / beff) = 0.119 in
Shear wall elastic deflection – Eqn. 4.3-1;swse = 2 vs h3 / (3 E Ae b) + vs h / (Ga) + h a / b = 0.119 in
Deflection ampification factor;Cd = 4
Seismic importance factor;Ie = 1
Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws = Cd swse / Ie = 0.475 in
sws / s_allow = 0.19
PASS - Shear wall deflection is less than deflection limit
Page 50 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-B
Sheet no./rev.
1
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
WOOD SHEAR WALL DESIGN (NDS)
In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method
Tedds calculation version 1.2.10
Design summary
Description Unit Provided Required Utilization Result
Shear capacity lbs 4500 1350 0.300 PASS
Chord capacity lb/in2 552 146 0.264 PASS
Collector capacity lb/in2 1380 42 0.031 PASS
Deflection in 0.200 0.191 0.955 PASS
Panel details
Structural I wood panel sheathing on one side
Panel height;h = 8.333 ft
Panel length;b = 18.167 ft
Panel opening details
Width of opening ;wo1 = 12 ft
Height of opening;ho1 = 7 ft
Height to underside of lintel over opening;lo1 = 7 ft
Position of opening;Po1 = 3.083 ft
Total area of wall;A = h b - wo1 ho1 = 67.389 ft2
Panel construction
Nominal stud size;2'' x 4''
Dressed stud size;1.5'' x 3.5''
Cross-sectional area of studs;As = 5.25 in2
Stud spacing;s = 16 in
Page 51 of 108
1011 W Second St
5/1/2025
Project
1011
Job Ref.
Section
LINE-B
Sheet no./rev.
2
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Nominal end post size;6'' x 4''
Dressed end post size;5.5'' x 3.5''
Cross-sectional area of end posts;Ae = 19.25 in2
Hole diameter;Dia = 0.625 in
Net cross-sectional area of end posts;Aen = 15.812 in2
Nominal collector size;2 x 2'' x 4''
Dressed collector size;2 x 1.5'' x 3.5''
Service condition;Dry
Temperature;100 degF or less
Anchor location ;Inside face
Anchor offset;eanchor = 0 in
Vertical anchor stiffness;ka = 48696 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick)
Species, grade and size classification;Douglas Fir-Larch, no.2 grade, 2'' & wider
Specific gravity;G = 0.50
Tension parallel to grain;Ft = 575 lb/in2
Compression parallel to grain;Fc = 1350 lb/in2
Compression perpendicular to grain;Fc_perp = 625 lb/in2
Modulus of elasticity;E = 1600000 lb/in2
Minimum modulus of elasticity;Emin = 580000 lb/in2
Sheathing details
Sheathing material;15/32'' wood panel structural I 3-ply plywood sheathing
Fastener type;10d common nails at 2''centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity;vn = 2435 plf 0.92 = 2240.2 lb/ft
Apparent shear wall shear stiffness;Ga = 28 kips/in
Loading details
Dead load acting on top of panel;D = 15.36 lb/ft
Floor live load acting on top of panel;Lf = 13.4 lb/ft
Roof live load acting on top of panel;Lr = 13.4 lb/ft
Self weight of panel;Swt = 18 lb/ft2
In plane wind load acting at head of panel;W = 2000 lbs
Wind load serviceability factor ;fWserv = 0.60
In plane seismic load acting at head of panel;Eq = 1928 lbs
Design spectral response accel. par., short periods;SDS = 1.036
Chord forces from shear walls above
Chord Wch[i] (lbs)Eq_ch[i] (lbs)DC_ch[i] (lbs)DT_ch[i] (lbs)Lf_ch[i] (lbs)Lr_ch[i] (lbs)Sch[i] (lbs)Rch[i] (lbs)
Ch1;-506;-527;0;0;0;0;0;0;
Ch2;506;527;694;0;41;760;0;0;
Ch3;-460;-475;694;0;41;760;0;0;
Ch4;460;475;0;0;0;0;0;0;
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 ;D + 0.6W
Load combination no.2 ;D + 0.7E
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Sheet no./rev.
3
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Load combination no.3 ;D + 0.75Lf + 0.45W + 0.75(L r or S or R)
Load combination no.4 ;D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 ;0.6D + 0.6W
Load combination no.6 ;0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2;CD = 1.60
Size factor for tension – Table 4A;CFt = 1.50
Size factor for compression – Table 4A;CFc = 1.15
Wet service factor for tension – Table 4A;CMt = 1.00
W et service factor for compression – Table 4A;CMc = 1.00
Wet service factor for modulus of elasticity – Table 4A
CME = 1.00
Temperature factor for tension – Table 2.3.3;Ctt = 1.00
Temperature factor for compression – Table 2.3.3
Ctc = 1.00
Temperature factor for modulus of elasticity – Table 2.3.3
CtE = 1.00
Incising factor – cl.4.3.8;Ci = 1.00
Buckling stiffness factor – cl.4.4.2;CT = 1.00
Bearing area factor - cl. 3.10.4 ;Cb = 1.0
Adjusted modulus of elasticity;Emin' = Emin CME CtE Ci CT = 580000 psi
Critical buckling design value;FcE = 0.822 Emin' / (h / d)2 = 584 psi
Reference compression design value;Fc = Fc CD CMc Ctc CFc Ci = 2484 psi
For sawn lumber;c = 0.8
Column stability factor – eqn.3.7-1;CP = (1 + (FcE / Fc)) / (2 c) – ([(1 + (FcE / Fc)) / (2 c)]2 - (FcE / Fc) / c) =
0.22
From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio;3.5
Segment 1 wall length ;b1 = 3.083 ft
Shear wall aspect ratio;h / b1 = 2.703
Segment 2 wall length ;b2 = 3.083 ft
Shear wall aspect ratio;h / b2 = 2.703
Segmented shear wall capacity - Equal deflection method
Effective segment length;b1_eff = b1 - 3 / 2 bEndPost - eanchor = 2.40 ft
Effective segment length;b2_eff = b2 - 3 / 2 bEndPost - eanchor = 2.40 ft
Wind loading:
Segment 1 vertical unit deflection ;a1 = h / b1 (1 / ka + (0.04 in / (Ae Fc_perp)) (b1 / b1_eff)) = 0.067 in/kip
Segment 1 stiffness;k1 = 1 / (2 h3 / (3 E Ae b12) + h / (Ga b1) + h a1 / b1) = 3.406
kips/in
Unit shear capacity, widest segment;vsww1 = vw (1.25 - 0.125 h / b1) / 2.0 = 1021.7 plf
Vertical deflction under capacity load;a_Cap = h vsww1 (1 / ka + (0.04 in / (Ae Fc_perp)) (b1 / b1_eff)) = 0.211 in
Deflection under capacity load;Cap = 2 vsww1 h3 / (3 E Ae b1) + vsww1 h / (Ga) + h a_Cap / b1 =
0.925 in
Segment 2 vertical unit deflection ;a1 = h / b2 (1 / ka + (0.04 in / (Ae Fc_perp)) (b2 / b2_eff)) = 0.067 in/kip
Page 53 of 108
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Sheet no./rev.
4
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Segment 2 stiffness;k2 = 1 / (2 h3 / (3 E Ae b22) + h / (Ga b2) + h a1 / b2) = 3.406
kips/in
Segment 2 unit shear at Cap;vdsww2 = Cap k2 / b2 = 1021.71 plf
Segment 2 shear capacity ;vsww2 = vw (1.25 - 0.125 h / b2) / 2.0 = 1021.71 plf
vdsww2 / vsww2 = 1.000
PASS - Segment shear capacity exceeds segment unit shear at Cap
Maximum shear force under wind loading;Vw_max = 0.6 W = 1.2 kips
Shear capacity for wind loading;Vw = vsww1 b1 + min(vsww2,vdsww2) b2 = 6.301 kips
Vw_max / Vw = 0.19
PASS - Shear capacity for wind load exceeds maximum shear force
Seismic loading:
Segment 1 vertical unit deflection ;a1 = h / b1 (1 / ka + (0.04 in / (Ae Fc_perp)) (b1 / b1_eff)) = 0.067 in/kip
Segment 1 stiffness;k1 = 1 / (2 h3 / (3 E Ae b12) + h / (Ga b1) + h a1 / b1) = 3.406
kips/in
Unit shear capacity, widest segment;vsws1 = vs (1.25 - 0.125 h / b1) / 2.8 = 729.8 plf
Vertical deflction under capacity load;a_Cap = h vsws1 (1 / ka + (0.04 in / (Ae Fc_perp)) (b1 / b1_eff)) = 0.151 in
Deflection under capacity load;Cap = 2 vsws1 h3 / (3 E Ae b1) + vsws1 h / (Ga) + h a_Cap / b1 =
0.661 in
Segment 2 vertical unit deflection ;a1 = h / b2 (1 / ka + (0.04 in / (Ae Fc_perp)) (b2 / b2_eff)) = 0.067 in/kip
Segment 2 stiffness;k2 = 1 / (2 h3 / (3 E Ae b22) + h / (Ga b2) + h a1 / b2) = 3.406
kips/in
Segment 2 unit shear at Cap;vdsws2 = Cap k2 / b2 = 729.79 plf
Segment 2 shear capacity ;vsws2 = vs (1.25 - 0.125 h / b2) / 2.8 = 729.79 plf
vdsws2 / vsws2 = 1.000
PASS - Segment shear capacity exceeds segment unit shear at Cap
Maximum shear force under seismic loading;Vs_max = 0.7 Eq = 1.35 kips
Shear capacity for seismic loading;Vs = vsws1 b1 + min(vsws2,vdsws2) b2 = 4.5 kips
Vs_max / Vs = 0.3
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord 1
Shear wall aspect ratio;h / b1 = 2.703
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.35 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b1 / 2 + 0.7
Eq_ch1 = -0.253 kips
Maximum tensile force in chord;T = V (k1 / sum(k1,k2)) h / b1_eff - P = 2.600 kips
Maximum applied tensile stress;ft = T / Aen = 164 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.119
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.35 kips
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Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 + -1 0.7 Eq_ch1
= 0.495 kips
Maximum compressive force in chord;C = V (k1 / sum(k1,k2)) h / b1_eff + P = 2.842 kips
Maximum applied compressive stress;fc = C / Ae = 148 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.267
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.236
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Chord capacity for chord 2
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.35 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b1 / 2 + -1 0.7
Eq_ch2 = -0.253 kips
Maximum tensile force in chord;T = V (k1 / sum(k1,k2)) h / b1_eff - P = 2.600 kips
Maximum applied tensile stress;ft = T / Aen = 164 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.119
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.35 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 + 0.7 Eq_ch2 +
DC_ch2 + 0.7 0.2 SDS DC_ch2 = 1.29 kips
Maximum compressive force in chord;C = V (k1 / sum(k1,k2)) h / b1_eff + P = 3.637 kips
Maximum applied compressive stress;fc = C / Ae = 189 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.342
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.302
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Chord capacity for chord 3
Shear wall aspect ratio;h / b2 = 2.703
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.35 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b2 / 2 + 0.7
Eq_ch3 = -0.217 kips
Maximum tensile force in chord;T = V (k2 / sum(k1,k2)) h / b2_eff - P = 2.564 kips
Maximum applied tensile stress;ft = T / Aen = 162 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.117
PASS - Design tensile stress exceeds maximum applied tensile stress
Page 55 of 108
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Sheet no./rev.
6
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.35 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 + -1 0.7 Eq_ch3
+ DC_ch3 + 0.7 0.2 SDS DC_ch3 = 1.253 kips
Maximum compressive force in chord;C = V (k2 / sum(k1,k2)) h / b2_eff + P = 3.601 kips
Maximum applied compressive stress;fc = C / Ae = 187 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.339
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.299
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
Chord capacity for chord 4
Load combination 6
Shear force for maximum tension;V = 0.7 Eq = 1.35 kips
Axial force for maximum tension;P = (0.6 (D + Swt h) - 0.7 0.2 SDS (D + Swt h)) b2 / 2 + -1 0.7
Eq_ch4 = -0.217 kips
Maximum tensile force in chord;T = V (k2 / sum(k1,k2)) h / b2_eff - P = 2.564 kips
Maximum applied tensile stress;ft = T / Aen = 162 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.117
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression;V = 0.7 Eq = 1.35 kips
Axial force for maximum compression;P = ((D + Swt h) + 0.7 0.2 SDS (D + Swt h)) s / 2 + 0.7 Eq_ch4 =
0.459 kips
Maximum compressive force in chord;C = V (k2 / sum(k1,k2)) h / b2_eff + P = 2.806 kips
Maximum applied compressive stress;fc = C / Ae = 146 lb/in2
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 552 lb/in2
fc / Fc' = 0.264
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp CMc Ctc Ci Cb = 625 lb/in2
fc / Fc_perp' = 0.233
PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress
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Sheet no./rev.
7
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Collector capacity
Collector seismic design force factor;FColl = 1
Maximum shear force on wall;Vmax = max(FColl Vs_max, Vw_max) = 1.35 kips
Maximum force in collector;Pcoll = 0.446 kips
Maximum applied tensile stress;ft = Pcoll / (2 As) = 42 lb/in2
Design tensile stress;Ft' = Ft CD CMt Ctt CFt Ci = 1380 lb/in2
ft / Ft' = 0.031
PASS - Design tensile stress exceeds maximum applied tensile stress
Maximum applied compressive stress;fc = Pcoll / (2 As) = 42 lb/in2
Column stability factor;CP = 1.00
Design compressive stress;Fc' = Fc CD CMc Ctc CFc Ci CP = 2484 lb/in2
fc / Fc' = 0.017
PASS - Design compressive stress exceeds maximum applied compressive stress
Hold down force
Chord 1;T1 = 2.6 kips
Chord 2;T2 = 2.6 kips
Chord 3;T3 = 2.564 kips
Chord 4;T4 = 2.564 kips
Wind load deflection
Design shear force;Vw = fWserv W = 1.2 kips
Deflection limit;w_allow= h / 500 = 0.2 in
Segment 1
Induced unit shear;vw = Vw (k1 / sum(k1,k2)) / b1 = 194.59 lb/ft
Anchor tension force;T = max(0 kips,vw h b1 / b1_eff - 0.6 (D + Swt h) b / 2 + 0.6
max(abs(W ch1),abs(W ch2))) = 1.489 kips
Chord compression force;C = max(0 kips,vw h b1 / b1_eff + 0.6 (D + Swt h) b / 2 + 0.6
max(DC_ch1,DC_ch2) + 0.6 max(abs(W ch1),abs(W ch2))) = 3.708 kips
Vertical elongation at anchor;T = T / ka = 0.031 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.012 in
Total vertical deflection ;a = (T + C) (b1 / b1_eff) = 0.055 in
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Sheet no./rev.
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Calc. by
N.K
Date
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Chk'd by Date App'd by Date
Segment 1 deflection – Eqn. 4.3-1;sww1 = 2 vw h3 / (3 E Ae b1) + vw h / (Ga) + h a / b1 = 0.217 in
sww1 / w_allow = 1.083
PASS - Shear wall deflection is less than deflection limit
Segment 2
Induced unit shear;vw = Vw (k2 / sum(k1,k2)) / b2 = 194.59 lb/ft
Anchor tension force;T = max(0 kips,vw h b2 / b2_eff - 0.6 (D + Swt h) b / 2 + 0.6
max(abs(W ch3),abs(W ch4))) = 1.462 kips
Chord compression force;C = max(0 kips,vw h b2 / b2_eff + 0.6 (D + Swt h) b / 2 + 0.6
max(DC_ch3,DC_ch4) + 0.6 max(abs(W ch3),abs(W ch4))) = 3.681 kips
Vertical elongation at anchor;T = T / ka = 0.030 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.012 in
Total vertical deflection ;a = (T + C) (b2 / b2_eff) = 0.054 in
Segment 2 deflection – Eqn. 4.3-1;sww2 = 2 vw h3 / (3 E Ae b2) + vw h / (Ga) + h a / b2 = 0.214 in
sww2 / w_allow = 1.072
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force;Vs = Eq = 1.928 kips
Deflection limit;s_allow= 0.025 h = 2.5 in
Deflection ampification factor;Cd = 4
Seismic importance factor;Ie = 1
Segment 1
Induced unit shear;vs = Vs (k1 / sum(k1,k2)) / b1 = 312.65 lb/ft
Anchor tension force;T = max(0 kips,vs h b1 / b1_eff - (0.6 - 0.2 SDS) (D + Swt h) b / 2 +
max(abs(Eq_ch1),abs(Eq_ch2))) = 3.290 kips
Chord compression force;C = max(0 kips,vs h b1 / b1_eff + (0.6 - 0.2 SDS) (D + Swt h) b / 2
+ (0.6 - 0.2 SDS) max(DC_ch1,DC_ch2) + max(abs(Eq_ch1),abs(Eq_ch2))) =
4.743 kips
Vertical elongation at anchor;T = T / ka = 0.068 in
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.016 in
Total vertical deflection ;a = (T + C) (b1 / b1_eff) = 0.107 in
Segment 1 deflection – Eqn. 4.3-1;swse1 = 2 vs h3 / (3 E Ae b1) + vs h / (Ga) + h a / b1 = 0.398 in
Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws1 = Cd swse1 / Ie = 1.593 in
sws1 / s_allow = 0.637
PASS - Shear wall deflection is less than deflection limit
Segment 2
Induced unit shear;vs = Vs (k2 / sum(k1,k2)) / b2 = 312.65 lb/ft
Anchor tension force;T = max(0 kips,vs h b2 / b2_eff - (0.6 - 0.2 SDS) (D + Swt h) b / 2 +
max(abs(Eq_ch3),abs(Eq_ch4))) = 3.238 kips
Chord compression force;C = max(0 kips,vs h b2 / b2_eff + (0.6 - 0.2 SDS) (D + Swt h) b / 2
+ (0.6 - 0.2 SDS) max(DC_ch3,DC_ch4) + max(abs(Eq_ch3),abs(Eq_ch4))) =
4.691 kips
Vertical elongation at anchor;T = T / ka = 0.066 in
Page 58 of 108
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Job Ref.
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Sheet no./rev.
9
Calc. by
N.K
Date
15/11/2024
Chk'd by Date App'd by Date
Vertical compression at chord;C = 0.04 in C / (Ae Fc_perp) = 0.016 in
Total vertical deflection ;a = (T + C) (b2 / b2_eff) = 0.106 in
Segment 2 deflection – Eqn. 4.3-1;swse2 = 2 vs h3 / (3 E Ae b2) + vs h / (Ga) + h a / b2 = 0.394 in
Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws2 = Cd swse2 / Ie = 1.575 in
sws2 / s_allow = 0.63
PASS - Shear wall deflection is less than deflection limit
Page 59 of 108
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1011 W 2nd
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
20
Appendix E : Beam and Post Design
Page 60 of 108
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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2218 @ 1' 6"7656 (3.50")Passed (29%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1462 @ 2' 5"4856 Passed (30%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)4589 @ 7' 3/4"5615 Passed (82%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.162 @ 7' 1/16"0.366 Passed (L/812)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.268 @ 7' 3/16"0.549 Passed (L/491)--1.0 D + 1.0 Lr (Alt Spans)
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•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 Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"888 1330 -1085 2218/-118 Blocking
2 - Column - DF 3.50"3.50"1.50"688 1039 16/-856 1727/-101 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 12' 7 3/4"N/A 8.2 ----
1 - Uniform (PLF)0 to 12' 7" (Front)N/A 58.5 93.8 -76.5 Linked from: RR-1,
Support 2
2 - Uniform (PLF)0 to 12' 7" (Front)N/A 58.5 93.8 -76.5 Linked from: RR-1,
Support 2
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
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, RB-1
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 3 / 23Page 61 of 108
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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2218 @ 11' 1 3/4"7656 (3.50")Passed (29%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1462 @ 10' 2 3/4"4856 Passed (30%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)4589 @ 5' 7"5615 Passed (82%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.162 @ 5' 7 11/16"0.366 Passed (L/812)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.268 @ 5' 7 9/16"0.549 Passed (L/491)--1.0 D + 1.0 Lr (Alt Spans)
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•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 Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"695 1051 16/-865 1746/-102 Blocking
2 - Column - DF 3.50"3.50"1.50"888 1330 -1085 2218/-118 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 12' 7 3/4"N/A 8.2 ----
1 - Uniform (PLF)0 to 12' 7" (Front)N/A 58.5 93.8 -76.5 Linked from: RR-1,
Support 2
2 - Uniform (PLF)0 to 12' 7" (Front)N/A 58.5 93.8 -76.5 Linked from: RR-1,
Support 2
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
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, RB-2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 4 / 23Page 62 of 108
1011 W Second St
5/1/2025
Wall Height: 5'Member Height: 4' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 16 50 Passed (32%)----
Compression (lbs)2218 16234 Passed (14%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)2218 7656 Passed (29%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)33 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)28 2352 Passed (1%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)38 @ mid-span 1286 Passed (3%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.01 @ mid-span 0.15 Passed
(L/10937)--1.0 D + 0.6 W
Bending/Compression 0.03 1 Passed (3%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -197.
•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.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 888 1330 -1085 Linked from: RB-2, Support 2
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (9' 9"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 1' 4"17.6
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
MEMBER REPORT PASSED
ROOF, C1
1 piece(s) 4 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 5 / 23Page 63 of 108
1011 W Second St
5/1/2025
Post Height: 4'
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 14 50 Passed (27%)----
Compression (lbs)3473 18410 Passed (19%)1.25 1.0 D + 1.0 Lr [1]
Base Bearing (lbs)3473 7656 Passed (45%)--1.0 D + 1.0 Lr [1]
Bending/Compression N/A 1 Passed (N/A)--N/A
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -338.
•Applicable calculations are based on NDS.
Supports Type Material
Base Beam Douglas Fir-Larch
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Member Type : Free Standing Post
Building Code : IBC 2021
Design Methodology : ASD
Dead Roof Live Wind
Vertical Loads (0.90)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)688 1039 16/-856 Linked from: RB-1, Support 2
2 - Point (lb)695 1051 16/-865 Linked from: RB-2, Support 1
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
MEMBER REPORT PASSED
ROOF, C2
1 piece(s) 4 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 6 / 23Page 64 of 108
1011 W Second St
5/1/2025
Wall Height: 12'Member Height: 11' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 40 50 Passed (80%)----
Compression (lbs)2218 3552 Passed (62%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)2218 7656 Passed (29%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)75 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)71 2352 Passed (3%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)217 @ mid-span 1286 Passed (17%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.18 @ mid-span 0.39 Passed (L/757)--1.0 D + 0.6 W
Bending/Compression 0.36 1 Passed (36%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -197.
•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.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
11' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 888 1330 -1085 Linked from: RB-1, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (9' 9"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 1' 4"16.0
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
MEMBER REPORT PASSED
ROOF, C3
1 piece(s) 4 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 7 / 23Page 65 of 108
1011 W Second St
5/1/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)2014 @ 2"12031 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans) [1]
Shear (lbs)1981 @ 1' 3"8960 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Moment (Ft-lbs)16414 @ 8' 10"16870 Passed (97%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Live Load Defl. (in)0.374 @ 8' 11 5/8"0.590 Passed (L/568)--1.0 D + 1.0 Lr (All Spans) [1]
Total Load Defl. (in)0.675 @ 8' 11 11/16"0.885 Passed (L/315)--1.0 D + 1.0 Lr (All Spans) [1]
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 1% decrease in the moment capacity has been added to account for lateral stability.
•Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"947 120 1067 16/-879 2014 None
2 - Column - DF 3.50"3.50"1.50"918 120 1023 16/-842 1940 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 18' 1/2"N/A 16.0 ------
1 - Uniform (PSF)0 to 18' 1/2" (Front)1' 4"8.0 10.0 --2 CEILING JOISTS
2 - Point (lb)8' 10" (Top)N/A 1383 -2090 32/-1721 Linked from: C2,
Support 1
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
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
CEILING, B-1
1 piece(s) 6 x 12 DF No.1
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 9 / 23Page 66 of 108
1011 W Second St
5/1/2025
Wall Height: 4'Member Height: 3' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 12 50 Passed (25%)----
Compression (lbs)2014 19572 Passed (10%)1.25 1.0 D + 1.0 Lr [1]
Plate Bearing (lbs)2014 7656 Passed (26%)--1.0 D + 1.0 Lr [1]
Lateral Reaction (lbs)26 ----1.60 1.0 D + 0.6 W [1]
Lateral Shear (lbs)21 2352 Passed (1%)1.60 1.0 D + 0.6 W [1]
Lateral Moment (ft-lbs)23 @ mid-span 1286 Passed (2%)1.60 1.0 D + 0.6 W [1]
Total Deflection (in)0.00 @ mid-span 0.12 Passed
(L/22715)--1.0 D + 0.6 W [1]
Bending/Compression 0.02 1 Passed (2%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1]
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•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.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
3' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 947 120 1067 16/-879 Linked from: B-1, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 1' 4"17.6
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
MEMBER REPORT PASSED
CEILING, C4
1 piece(s) 4 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 10 / 23Page 67 of 108
1011 W Second St
5/1/2025
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 26 50 Passed (52%)----
Compression (lbs)1941 7787 Passed (25%)1.25 1.0 D + 1.0 Lr [1]
Plate Bearing (lbs)1941 7656 Passed (25%)--1.0 D + 1.0 Lr [1]
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W [1]
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W [1]
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W [1]
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W [1]
Bending/Compression 0.12 1 Passed (12%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1]
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•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.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 918 120 1023 16/-842 Linked from: B-1, Support 2
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 1' 4"16.9
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
MEMBER REPORT PASSED
CEILING, C5
1 piece(s) 4 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 11 / 23Page 68 of 108
1011 W Second St
5/1/2025
Wall Height: 9' 4"Member Height: 8' 11 1/2"Tributary Width: 7'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 31 50 Passed (61%)----
Compression (lbs)1552 9763 Passed (16%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)1552 12031 Passed (13%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)295 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)265 3696 Passed (7%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)660 @ mid-span 3010 Passed (22%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.08 @ mid-span 0.30 Passed (L/1328)--1.0 D + 0.6 W
Bending/Compression 0.23 1 Passed (23%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
8' 11 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)4 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)4 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 792 41 760 -554 Linked from: HDR-1, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 7'15.7
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
MEMBER REPORT PASSED
CEILING, C6
1 piece(s) 4 x 6 DF No.1
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 12 / 23Page 69 of 108
1011 W Second St
5/1/2025
1011 W 2nd
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
21
Appendix F : Header, Jack Stud and King Stud Design
Page 70 of 108
1011 W Second St
5/1/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1552 @ 0 3281 (1.50")Passed (47%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1479 @ 1' 3/4"5906 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)8077 @ 6'8459 Passed (95%)1.25 1.0 D + 1.0 Lr (All Spans)
Vert Live Load Defl. (in)0.134 @ 6' 1 3/16"0.245 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Vert Total Load Defl. (in)0.257 @ 6' 1 3/16"0.306 Passed (L/572)--1.0 D + 1.0 Lr (All Spans)
Lat Member Reaction (lbs)342 @ 12' 3"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)319 @ 5"7560 Passed (4%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)1047 @ mid-span 3706 Passed (28%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.290 @ mid-span 0.408 Passed (L/507)--1.0 D + 0.6 W
Bi-Axial Bending 0.78 1.00 Passed (78%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/600) and TL (L/480).
•Lateral deflection criteria: Wind (L/360)
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"792 41 760 -554 1552 None
2 - Trimmer - DF 1.50"1.50"1.50"774 41 733 -531 1507 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 3" o/c
Bottom Edge (Lu)12' 3" o/c
Lateral Connections
Supports Plate Size Plate Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)4
Right 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)4
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 12' 3"N/A 10.0 ------
1 - Uniform (PSF)0 to 12' 3"2'16.0 ---WALL
2 - Uniform (PSF)0 to 12' 3"8"8.0 10.0 --CJ-1
3 - Uniform (PSF)0 to 12' 3"8"12.0 -20.0 -RR-1
4 - Point (lb)6'N/A 888 -1330 -1085 Linked from: C1,
Support 1
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 6'15.5
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
CEILING, HDR-1
1 piece(s) 4 x 12 DF No.1
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 13 / 23Page 71 of 108
1011 W Second St
5/1/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)482 @ 0 3281 (1.50")Passed (15%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)289 @ 7"2888 Passed (10%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft-lbs)352 @ 1' 5 1/2"2151 Passed (16%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Live Load Defl. (in)0.003 @ 1' 5 1/2"0.097 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.007 @ 1' 5 1/2"0.146 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)72 @ 2' 11"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)52 @ 5"3696 Passed (1%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)53 @ mid-span 1839 Passed (3%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.002 @ mid-span 0.097 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.13 1.00 Passed (13%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Lateral deflection criteria: Wind (L/360)
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"249 132 178 -142 482 None
2 - Trimmer - DF 1.50"1.50"1.50"249 132 178 -142 482 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 11" o/c
Bottom Edge (Lu)2' 11" o/c
Lateral Connections
Supports Plate Size Plate Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 2' 11"N/A 4.9 ------
1 - Uniform (PSF)0 to 2' 11"1'16.0 ---WALL
2 - Uniform (PLF)0 to 2' 11"N/A 77.3 -122.3 -97.5 Linked from: RR-1,
Support 1
3 - Uniform (PLF)0 to 2' 11"N/A 72.8 90.8 --Linked from: CJ-1,
Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 4' 9 5/8"17.3
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
CEILING, HDR-2
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 15 / 23Page 72 of 108
1011 W Second St
5/1/2025
Wall Height: 6' 10"Member Height: 6' 5 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)482 2309 Passed (21%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)482 3281 Passed (15%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 249 132 178 -142 Linked from: HDR-2, Support 1
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
MEMBER REPORT PASSED
CEILING, JACK-2
1 piece(s) 2 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 17 / 23Page 73 of 108
1011 W Second St
5/1/2025
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2' 4 13/16"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)93 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)86 1008 Passed (9%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)177 @ mid-span 532 Passed (33%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.15 @ mid-span 0.25 Passed (L/605)--1.0 D + 0.6 W
Bending/Compression 0.33 1 Passed (33%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
An error occurred while attempting to execute the subreport.
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 2' 4 13/16"16.9
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
MEMBER REPORT PASSED
CEILING, KING-2
1 piece(s) 2 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 18 / 23Page 74 of 108
1011 W Second St
5/1/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)1729 @ 0 3281 (1.50")Passed (53%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) [1]
Shear (lbs)1494 @ 8 3/4"3806 Passed (39%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Moment (Ft-lbs)2822 @ 2'3737 Passed (76%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Vert Live Load Defl. (in)0.022 @ 2' 1 3/8"0.142 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) [1]
Vert Total Load Defl. (in)0.044 @ 2' 1 7/16"0.213 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) [1]
Lat Member Reaction (lbs)56 @ 4' 3"N/A Passed (N/A)1.60 1.0 D + 0.6 W [1]
Lat Shear (lbs)45 @ 5"4872 Passed (1%)1.60 1.0 D + 0.6 W [1]
Lat Moment (Ft-lbs)59 @ mid-span 2425 Passed (2%)1.60 1.0 D + 0.6 W [1]
Lat Deflection (in)0.003 @ mid-span 0.142 Passed (L/999+)--1.0 D + 0.6 W [1]
Bi-Axial Bending 0.58 1.00 Passed (58%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1]
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Lateral deflection criteria: Wind (L/360)
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"893 290 825 -673 1729 None
2 - Trimmer - DF 1.50"1.50"1.50"838 283 762 -621 1621 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3" o/c
Bottom Edge (Lu)4' 3" o/c
Lateral Connections
Supports Plate Size Plate Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ------
1 - Uniform (PSF)0 to 4' 3"1'16.0 ---Default Load
2 - Uniform (PLF)0 to 4' 3"N/A 84.8 106.5 --Linked from: CJ-1,
Support 1
3 - Uniform (PLF)0 to 4' 3"N/A 77.3 -122.3 -97.5 Linked from: RR-1,
Support 1
4 - Point (lb)2'N/A 947 120 1067 16/-879 Linked from: C4,
Support 1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
CEILING, HDR-3
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 19 / 23Page 75 of 108
1011 W Second St
5/1/2025
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 2' 6"17.5
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
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 20 / 23Page 76 of 108
1011 W Second St
5/1/2025
Wall Height: 6' 5"Member Height: 6' 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 21 50 Passed (41%)----
Compression (lbs)1729 8272 Passed (21%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)1729 6563 Passed (26%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.02 @ mid-span 0.20 Passed (L/3656)--1.0 D + 0.75 L + 0.75 Lr
Bending/Compression 0.16 1 Passed (16%)1.25 1.0 D + 0.75 L + 0.75 Lr
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
•Applicable calculations are based on NDS.
•The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to
the U.S. Wall Guide for multiple-member connection requirements.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 893 290 825 -673 Linked from: HDR-3, Support 1
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
MEMBER REPORT PASSED
CEILING, JACK-3
2 piece(s) 2 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 21 / 23Page 77 of 108
1011 W Second St
5/1/2025
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)115 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)106 1008 Passed (11%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)219 @ mid-span 532 Passed (41%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.19 @ mid-span 0.25 Passed (L/489)--1.0 D + 0.6 W
Bending/Compression 0.41 1 Passed (41%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
An error occurred while attempting to execute the subreport.
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 3'16.7
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
MEMBER REPORT PASSED
CEILING, KING-3
1 piece(s) 2 x 4 DF No.2
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 22 / 23Page 78 of 108
1011 W Second St
5/1/2025
1011 W 2nd
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
22
Appendix G : Joist Design
Page 79 of 108
1011 W Second St
5/1/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)191 @ 10' 5 1/4"1406 (1.50")Passed (14%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)169 @ 2' 2 5/8"1631 Passed (10%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)418 @ 6' 11/16"1700 Passed (25%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.054 @ 5' 11 7/8"0.314 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.087 @ 6'0.471 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•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.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"103 163 -130 265/-16 Blocking
2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"78 125 -102 203/-14 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live Wind
Vertical Load Location (Side)Spacing (0.90)(non-snow: 1.25)(1.60)Comments
1 - Uniform (PSF)0 to 10' 8 3/4"16"12.0 20.0 -16.0 Default Load
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
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 11' 2 7/16"
MEMBER REPORT PASSED
ROOF, RR-1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 2 / 23Page 80 of 108
1011 W Second St
5/1/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)218 @ 2 1/2"3281 (3.50")Passed (7%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)197 @ 10 3/4"1305 Passed (15%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)945 @ 9' 1"1098 Passed (86%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.391 @ 9' 1"0.592 Passed (L/545)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.703 @ 9' 1"0.887 Passed (L/303)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•A 19.3% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• 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 Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"97 121 218 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"97 121 218 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 18' 2"16"8.0 10.0 Default Load
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
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
CEILING, CJ-1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 8 / 23Page 81 of 108
1011 W Second St
5/1/2025
1011 W 2nd
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
23
Appendix H : Stud Wall Design
Page 82 of 108
1011 W Second St
5/1/2025
Wall Height: 8'Member Height: 7' 7 1/2"O. C. Spacing: 16.00"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 40 50 Passed (80%)----
Compression (lbs)413 1512 Passed (27%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)413 2789 Passed (15%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 1008 Passed (5%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 594 Passed (17%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.08 @ mid-span 0.25 Passed (L/1089)--1.0 D + 0.6 W
Bending/Compression 0.19 1 Passed (19%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•A bearing area factor of 1.25 has been applied to base plate bearing capacity.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
Supports Type Material
Top Dbl 2X Spruce-Pine-Fir
Base 2X Spruce-Pine-Fir
Max Unbraced Length Comments
5'
System : Wall
Member Type : Stud
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Loads Spacing (0.90)(1.00)(non-snow: 1.25)(1.60)Comments
1 - Point (lb)N/A 103 -163 -130 Linked from: RR-1, Support 1
2 - Point (lb)N/A 97 121 --Linked from: CJ-1, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Effective Wind Area
determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Spacing (1.60)Comments
1 - Uniform (PSF)Full Length 16.00"16.9
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
MEMBER REPORT PASSED
CEILING, Stud Wall-1
1 piece(s) 2 x 4 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/19/2023 12:30:03 PM UTC
negar kordbache
sazan
(443) 942-2153
negarkordbache@gmail.com
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
File Name: 1011 W 2nd St Santa Ana, Ca 92703
Page 23 / 23Page 83 of 108
1011 W Second St
5/1/2025
1011 W 2nd
U.S. Office:
Canada Office:
2610 Vista Del Oro, Newport Beach, CA 92660
550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4
+1 949-822-1913
+1 289-597-0455
24
Appendix I : Foundation Design
Page 84 of 108
1011 W Second St
5/1/2025
Sazan
Project:
1011
Job Ref.
1
Fondansion:
1
Sheet no./rev
R1
Calc. by
N.K
Date
2023/02/02
Chk'd by
Date
2023/02/02
App'd by
Date
2023/02/02
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilisation; 0.545
Description Unit Applied Resisting Utilization Result
Soil bearing Ksf 818.03 1500 0.545 Pass
Moment,
positive kip_ft 8.92 19.08 0.468 Pass
Moment,
negative kip_ft 0 25.45 0 Pass
Shear kip 2.237 19.08 0.117 Pass
Pad footing details
Length of footing L=22.1 ft
Width of footing b=12 in
Footing area A=1.84 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , D , L , Lr
Point loads
P (Kip) a (ft) loadCase
-0.97 0.5 Eh
-0.85 0.5 W
0.97 21.5 Eh
0.85 21.5 W
0.893 8.9 D
0.29 8.9 L
0.825 8.9 Lr
-0.673 8.9 W
0.893 13 D
0.29 13 L
0.825 13 Lr
Page 85 of 108
1011 W Second St
5/1/2025
-0.673 13 W
0.249 17.8 D
0.132 17.8 L
0.178 17.8 Lr
-0.142 17.8 W
0.249 20 D
0.132 20 L
0.178 20 Lr
-0.142 20 W
Eh
W
Page 86 of 108
1011 W Second St
5/1/2025
D
L
Lr
Distributed Loads
W1 (Kip) W2 (Kip) a (ft) b (ft) loadCase
0.318 0.318 0 22.1 D
Page 87 of 108
1011 W Second St
5/1/2025
0.190 0.190 0 22.1 Lr
0.095 0.095 0 22.1 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D
ASD02: +D+L
ASD03: +D+Lr
ASD04: +D+S
ASD05: +D+0.75L+0.75Lr
ASD06: +D+0.75L+0.75S
ASD07: +D+0.6W
ASD08: +D+0.75L+0.45W+0.75Lr
ASD09: +D+0.75L+0.45W+0.75S
ASD10: +D+0.15D+0.7Eh
ASD11: +D+0.11D+0.525Eh+0.75L+0.75S
ASD12: +0.6D-0.15D+0.7Eh
ASD13: +D+0.15D-0.7Eh
ASD14: +D+0.11D-0.525Eh+0.75L+0.75S
ASD15: +0.6D-0.15D-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD01 465.74 376.24 1500 OK 3.68 0.4 0
ASD02 623.25 484.9 1500 OK 3.68 0.47 0
ASD03 777.95 625.13 1500 OK 3.68 0.41 0
ASD04 465.74 376.24 1500 OK 3.68 0.4 0
ASD05 818.03 644.4 1500 OK 3.68 0.45 0
ASD06 583.87 457.73 1500 OK 3.68 0.46 0
ASD07 537.62 215.85 1995 OK 3.68 1.58 0
ASD08 871.94 524.12 1995 OK 3.68 0.93 0
ASD09 637.78 337.44 1995 OK 3.68 1.14 0
ASD10 710.77 257.5 1995 OK 3.68 1.73 0
ASD11 766.48 367.74 1995 OK 3.68 1.3 0
ASD12 385.17 0 1995 OK 3.68 3.8 0.36
ASD13 607.84 360.43 1995 OK 3.68 -0.93 0
ASD14 630.49 503.73 1995 OK 3.68 -0.4 0
Page 88 of 108
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5/1/2025
ASD15 344.48 34.41 1995 OK 3.68 -3 0
ASD05
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D
LRFD02: +1.2D+1.6L+0.5Lr
LRFD03: +1.2D+1.6Lr+L
LRFD04: +1.2D+1.6Lr+0.5W
LRFD05: +1.2D+1.6Lr-0.5W
LRFD06: +1.2D+1.6S+L
LRFD07: +1.2D+1.6S+0.5W
LRFD08: +1.2D+1.6S-0.5W
LRFD09: +1.2D+W+L+0.5Lr
LRFD10: +1.2D-W+L+0.5Lr
LRFD11: +1.2D+W+L+0.5S
LRFD12: +1.2D-W+L+0.5S
LRFD13: +1.2D+Eh+L+0.2S+0.21D
LRFD14: +1.2D-Eh+L+0.2S+0.21D
LRFD15: +0.9D+Eh-0.21D
LRFD16: +0.9D-Eh-0.21D
LRFD17: +0.9D+W
LRFD18: +0.9D
Combination 2 results: Envelop
Page 89 of 108
1011 W Second St
5/1/2025
X Vmax Vmin Mmax Mmin φMn_Pos φMn_Neg φVn Check
V
Check
M
8.85 2.23714 -
0.222845 8.31 0 19.08 25.45 14.17 Ok Ok
13 0 -
2.070485 8.92 -0.32 19.08 25.45 14.17 Ok Ok
13 0 -
2.070485 8.92 -0.32 19.08 25.45 14.17 Ok Ok
3.9 0.779515 0 2.43 -1.29 19.08 25.45 14.17 Ok Ok
H =24
h =22
bf =24
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 9.43 in
Yb = h-Yt12.57 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-
bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 14305.22 in4
St = I/Yt= 1517.65 in3
Sb = I/Yb= 1137.68 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 90 of 108
1011 W Second St
5/1/2025
Sazan
Project:
1011
Job Ref.
2
Fondansion:
2
Sheet no./rev
R1
Calc. by
N.K
Date
2023/02/02
Chk'd by
Date
2023/02/02
App'd by
Date
2023/02/02
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilisation; 0.41
Description Unit Applied Resisting Utilization Result
Soil bearing Ksf 614.37 1500 0.41 Pass
Moment,
positive kip_ft 8.75 19.08 0.459 Pass
Moment,
negative kip_ft 0 25.45 0 Pass
Shear kip 1.727 19.08 0.091 Pass
Pad footing details
Length of footing L=22.1 ft
Width of footing b=12 in
Footing area A=1.84 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , D , L , Lr
Point loads
P (Kip) a (ft) loadCase
-0.78 0.5 Eh
-0.7 0.5 W
0.78 21.5 Eh
0.7 21.5 W
0.918 11 D
0.12 11 L
1.023 11 Lr
-0.842 11 W
Page 91 of 108
1011 W Second St
5/1/2025
Eh
W
D
Page 92 of 108
1011 W Second St
5/1/2025
L
Lr
Distributed Loads
W1 (Kip) W2 (Kip) a (ft) b (ft) loadCase
0.318 0.318 0 22.1 D
0.190 0.190 0 22.1 Lr
0.095 0.095 0 22.1 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D
ASD02: +D+L
ASD03: +D+Lr
ASD04: +D+S
ASD05: +D+0.75L+0.75Lr
ASD06: +D+0.75L+0.75S
Page 93 of 108
1011 W Second St
5/1/2025
ASD07: +D+0.6W
ASD08: +D+0.75L+0.45W+0.75Lr
ASD09: +D+0.75L+0.45W+0.75S
ASD10: +D+0.15D+0.7Eh
ASD11: +D+0.11D+0.525Eh+0.75L+0.75S
ASD12: +0.6D-0.15D+0.7Eh
ASD13: +D+0.15D-0.7Eh
ASD14: +D+0.11D-0.525Eh+0.75L+0.75S
ASD15: +0.6D-0.15D-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD01 360.82 357.54 1500 OK 3.68 -0.01 0
ASD02 461.54 457.46 1500 OK 3.68 -0.01 0
ASD03 598.17 592.34 1500 OK 3.68 -0.01 0
ASD04 360.82 357.54 1500 OK 3.68 -0.01 0
ASD05 614.37 608.58 1500 OK 3.68 -0.01 0
ASD06 436.36 432.48 1500 OK 3.68 -0.01 0
ASD07 443.34 229.3 1995 OK 3.68 1.18 0
ASD08 672.93 515.73 1995 OK 3.68 0.5 0
ASD09 496.83 337.72 1995 OK 3.68 0.71 0
ASD10 552.02 274.09 1995 OK 3.68 1.25 0
ASD11 577.45 370.41 1995 OK 3.68 0.81 0
ASD12 301.75 21.51 1995 OK 3.68 3.2 0
ASD13 555.8 270.31 1995 OK 3.68 -1.26 0
ASD14 581.69 366.17 1995 OK 3.68 -0.83 0
ASD15 303.23 20.03 1995 OK 3.68 -3.21 0
ASD05
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Page 94 of 108
1011 W Second St
5/1/2025
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D
LRFD02: +1.2D+1.6L+0.5Lr
LRFD03: +1.2D+1.6Lr+L
LRFD04: +1.2D+1.6Lr+0.5W
LRFD05: +1.2D+1.6Lr-0.5W
LRFD06: +1.2D+1.6S+L
LRFD07: +1.2D+1.6S+0.5W
LRFD08: +1.2D+1.6S-0.5W
LRFD09: +1.2D+W+L+0.5Lr
LRFD10: +1.2D-W+L+0.5Lr
LRFD11: +1.2D+W+L+0.5S
LRFD12: +1.2D-W+L+0.5S
LRFD13: +1.2D+Eh+L+0.2S+0.21D
LRFD14: +1.2D-Eh+L+0.2S+0.21D
LRFD15: +0.9D+Eh-0.21D
LRFD16: +0.9D-Eh-0.21D
LRFD17: +0.9D+W
LRFD18: +0.9D
Combination 2 results: Envelop
X Vmax Vmin Mmax Mmin φMn_Pos φMn_Neg φVn Check
V
Check
M
10.95 1.72714 -
0.302845 8.66 0 19.08 25.45 14.17 Ok Ok
11 0.0154855 -1.42286 8.75 0 19.08 25.45 14.17 Ok Ok
11 0.0154855 -1.42286 8.75 0 19.08 25.45 14.17 Ok Ok
17.4 0.037155 -0.68286 2.47 -1.15 19.08 25.45 14.17 Ok Ok
Page 95 of 108
1011 W Second St
5/1/2025
H =24
h =22
bf =24
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 9.43 in
Yb = h-Yt12.57 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-
bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 14305.22 in4
St = I/Yt= 1517.65 in3
Sb = I/Yb= 1137.68 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 96 of 108
1011 W Second St
5/1/2025
Sazan
Project:
1011
Job Ref.
A
Fondansion:
A
Sheet no./rev
R1
Calc. by
N.K
Date
2023/02/02
Chk'd by
Date
2023/02/02
App'd by
Date
2023/02/02
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilisation; 0.442
Description Unit Applied Resisting Utilization Result
Soil bearing Ksf 881.8 1995 0.442 Pass
Moment,
positive kip_ft 8.25 23.85 0.346 Pass
Moment,
negative kip_ft 0 27.93 0 Pass
Shear kip 2.191 23.85 0.092 Pass
Pad footing details
Length of footing L=18.16 ft
Width of footing b=16 in
Footing area A=2.02 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , Lr , D , L
Point loads
P (Kip) a (ft) loadCase
-1.7 0.5 Eh
-1.72 0.5 W
1.7 17.5 Eh
1.72 17.5 W
-1.08 9 W
1.3 9 Lr
0.89 9 D
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Eh
W
Lr
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D
Distributed Loads
W1 (Kip) W2 (Kip) a (ft) b (ft) loadCase
0.2186 0.2186 0 18.16 D
0.44 0.44 0 18.16 D
0.0133 0.0133 0 18.16 L
0.0266 0.0266 0 18.16 Lr
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D
ASD02: +D+L
ASD03: +D+Lr
ASD04: +D+S
ASD05: +D+0.75L+0.75Lr
ASD06: +D+0.75L+0.75S
ASD07: +D+0.6W
ASD08: +D+0.75L+0.45W+0.75Lr
ASD09: +D+0.75L+0.45W+0.75S
ASD10: +D+0.14D+0.7Eh
ASD11: +D+0.11D+0.525Eh+0.75L+0.75S
ASD12: +0.6D-0.14D+0.7Eh
ASD13: +D+0.14D-0.7Eh
ASD14: +D+0.11D-0.525Eh+0.75L+0.75S
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ASD15: +0.6D-0.14D-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD01 531.37 530.86 1500 OK 3.03 -0.01 0
ASD02 541.37 540.82 1500 OK 3.03 -0.01 0
ASD03 605.89 603.65 1500 OK 3.03 -0.01 0
ASD04 531.37 530.86 1500 OK 3.03 -0.01 0
ASD05 594.6 593.09 1500 OK 3.03 -0.01 0
ASD06 538.87 538.33 1500 OK 3.03 -0.01 0
ASD07 744.7 264 1995 OK 3.03 1.44 0
ASD08 753.09 394.46 1995 OK 3.03 0.94 0
ASD09 698.87 338.19 1995 OK 3.03 1.05 0
ASD10 881.8 329.14 1995 OK 3.03 1.38 0
ASD11 804.35 389.7 1995 OK 3.03 1.04 0
ASD12 522.29 0 1995 OK 3.03 3.42 1.17
ASD13 881.23 329.71 1995 OK 3.03 -1.39 0
ASD14 803.76 390.29 1995 OK 3.03 -1.06 0
ASD15 523.31 0 1995 OK 3.03 -3.43 16.96
ASD10
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D
LRFD02: +1.2D+1.6L+0.5Lr
LRFD03: +1.2D+1.6Lr+L
LRFD04: +1.2D+1.6Lr+0.5W
LRFD05: +1.2D+1.6Lr-0.5W
LRFD06: +1.2D+1.6S+L
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LRFD07: +1.2D+1.6S+0.5W
LRFD08: +1.2D+1.6S-0.5W
LRFD09: +1.2D+W+L+0.5Lr
LRFD10: +1.2D-W+L+0.5Lr
LRFD11: +1.2D+W+L+0.5S
LRFD12: +1.2D-W+L+0.5S
LRFD13: +1.2D+Eh+L+0.2S+0.2D
LRFD14: +1.2D-Eh+L+0.2S+0.2D
LRFD15: +0.9D+Eh-0.2D
LRFD16: +0.9D-Eh-0.2D
LRFD17: +0.9D+W
LRFD18: +0.9D
Combination 2 results: Envelop
X Vmax Vmin Mmax Mmin φMn_Pos φMn_Neg φVn Check
V
Check
M
8.95 2.190822 -
0.8351815 8.14 -0.42 23.85 27.93 18.89 Ok Ok
9 0.3815255 -1.649178 8.25 -0.46 23.85 27.93 18.89 Ok Ok
9 0.3815255 -1.649178 8.25 -0.46 23.85 27.93 18.89 Ok Ok
13.95 0.0648185 -0.839178 3.42 -2.28 23.85 27.93 18.89 Ok Ok
H =24
h =22
bf =24
bw =16
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 10.13 in
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Yb = h-Yt11.87 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-
bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 16875.77 in4
St = I/Yt= 1665.48 in3
Sb = I/Yb= 1422.03 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
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Sazan
Project:
1011
Job Ref.
B
Fondansion:
B
Sheet no./rev
R1
Calc. by
N.K
Date
2023/02/02
Chk'd by
Date
2023/02/02
App'd by
Date
2023/02/02
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilisation; 0.468
Description Unit Applied Resisting Utilization Result
Soil bearing Ksf 701.29 1500 0.468 Pass
Moment,
positive kip_ft 10.11 17.78 0.569 Pass
Moment,
negative kip_ft 0 20.82 0 Pass
Shear kip 4.385 17.78 0.247 Pass
Pad footing details
Length of footing L=18.16 ft
Width of footing b=16 in
Footing area A=2.02 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : W , Eh , D , L , Lr
Point loads
P (Kip) a (ft) loadCase
-4.6 0.5 W
-4.43 0.5 Eh
4.4 17.5 W
4.5 17.5 Eh
0.696 2.84 D
0.041 2.84 L
0.76 2.84 Lr
-0.554 2.84 W
0.696 15.4 D
0.041 15.4 L
0.76 15.4 Lr
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-0.554 15.4 W
4.5 3.1 W
4.3 3.1 Eh
-4.5 15 W
-4.3 15 Eh
W
Eh
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D
L
Lr
Distributed Loads
W1 (Kip) W2 (Kip) a (ft) b (ft) loadCase
0.2186 0.2186 0 18.16 D
0.44 0.44 0 18.16 D
0.0133 0.0133 0 18.16 L
0.0266 0.0266 0 18.16 Lr
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D
ASD02: +D+L
ASD03: +D+Lr
ASD04: +D+S
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ASD05: +D+0.75L+0.75Lr
ASD06: +D+0.75L+0.75S
ASD07: +D+0.6W
ASD08: +D+0.75L+0.45W+0.75Lr
ASD09: +D+0.75L+0.45W+0.75S
ASD10: +D+0.14D+0.7Eh
ASD11: +D+0.11D+0.525Eh+0.75L+0.75S
ASD12: +0.6D-0.14D+0.7Eh
ASD13: +D+0.14D-0.7Eh
ASD14: +D+0.11D-0.525Eh+0.75L+0.75S
ASD15: +0.6D-0.14D-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD01 584.35 461.86 1500 OK 3.03 0 0
ASD02 599.58 469.97 1500 OK 3.03 0 0
ASD03 701.29 447.62 1500 OK 3.03 0.01 0
ASD04 584.35 461.86 1500 OK 3.03 0 0
ASD05 683.48 457.27 1500 OK 3.03 0.01 0
ASD06 595.77 467.95 1500 OK 3.03 0 0
ASD07 725.02 283.81 1995 OK 3.03 1.1 0
ASD08 788.99 323.74 1995 OK 3.03 0.72 0
ASD09 701.28 334.41 1995 OK 3.03 0.8 0
ASD10 904.39 292.34 1995 OK 3.03 1.14 0
ASD11 838.72 343.11 1995 OK 3.03 0.86 0
ASD12 507.03 21.73 1995 OK 3.03 2.8 0
ASD13 760.7 427.92 1995 OK 3.03 -1.14 0
ASD14 694.39 481.38 1995 OK 3.03 -0.86 0
ASD15 446.64 30.57 1995 OK 3.03 -2.84 0
ASD03
FOOTING DESIGN
In accordance with ACI318-19
Material details
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Compressive strength of concrete f'c = 2500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D
LRFD02: +1.2D+1.6L+0.5Lr
LRFD03: +1.2D+1.6Lr+L
LRFD04: +1.2D+1.6Lr+0.5W
LRFD05: +1.2D+1.6Lr-0.5W
LRFD06: +1.2D+1.6S+L
LRFD07: +1.2D+1.6S+0.5W
LRFD08: +1.2D+1.6S-0.5W
LRFD09: +1.2D+W+L+0.5Lr
LRFD10: +1.2D-W+L+0.5Lr
LRFD11: +1.2D+W+L+0.5S
LRFD12: +1.2D-W+L+0.5S
LRFD13: +1.2D+Eh+L+0.2S+0.2D
LRFD14: +1.2D-Eh+L+0.2S+0.2D
LRFD15: +0.9D+Eh-0.2D
LRFD16: +0.9D-Eh-0.2D
LRFD17: +0.9D+W
LRFD18: +0.9D
Combination 2 results: Envelop
X Vmax Vmin Mmax Mmin φMn_Pos φMn_Neg φVn Check
V
Check
M
0.5 4.3848185 -4.439577 0.05 -0.06 17.78 20.82 14.08 Ok Ok
3.1 0.9515255 -
1.1466165 10.11 -10.54 17.78 20.82 14.08 Ok Ok
0.5 4.3848185 -4.439577 0.05 -0.06 17.78 20.82 14.08 Ok Ok
3.1 0.9515255 -
1.1466165 10.11 -10.54 17.78 20.82 14.08 Ok Ok
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H =24
h =22
bf =24
bw =16
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 10.13 in
Yb = h-Yt11.87 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-
bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 16875.77 in4
St = I/Yt= 1665.48 in3
Sb = I/Yb= 1422.03 in3
fr = 5√fc= 250 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
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