HomeMy WebLinkAbout2129 N Hathaway St #2 - Plan
Date: 1/30/2026 PROFESSIONAL BUILDING DESIGNS, INC.
11122 BIXLER CIR
GARDEN GROVE CA 92840
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
RESPONSE TO PLAN CHECK#1
**********************
CLIENT : MR. JULIO VALDEZ.
PROJECT NAME : 2 CAR GARAGE CONVERT TO ADU.
LOCATION : 2129 N HATHAWAY ST. SANTA ANA, CA 92705.
JOB NUMBER : 25655.
Structural requirements:
S1.0 Please see the updated foundation plan and Details 3/SD1 and 16/SD1 for revisions per city
mark-ups.
DESIGNED BY: TUNG VO, M.S., P.E.
PROFESSIONAL BUILDING DESIGNS, INC.
11122 BIXLER CIR
GARDEN GROVE CA 92840
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
2nd SUBMITAL: January 30, 2026
VERTICAL, LATERAL
DESIGNED BY: TUNG VO, M.S., P.E.
STRUCTURAL ANALYSIS
**********************
SUBMITAL FOR BUILDING DEPARTMENT
CLIENT : MR. JULIO VALDEZ.
PROJECT NAME : 2 CAR GARAGE CONVERT TO ADU.
LOCATION : 2129 N HATHAWAY ST. SANTA ANA, CA 92705.
JOB NUMBER : 25655.
DESIGN CRITERIA SHEET
Job# 25655
CODE: 2022 CALIFORNIA BUILDING CODE
In all cases calculations will supersede this design criteria sheet.
TIMBER
Douglas fir-larch-19% max. moisture content.
4X Members: No .2 or Better
6X,8X Beams and Headers: No.1 or Better
2X Joists and Rafters: No. 2 or Better
Plates and Blocking: Standard Grade or Better
Studs: Stud Grade or Better
Mud Sills: Pressure Treated Utility Grade or Better
CONCRETE
1.Drypack shall be composed of one part Portland cement to not more than three -part sand.
2.All structural concrete…………………………. f’c=2500 psi w/inspection.
All slab-on –grate/continuous footing /pads……… f’c=2500 psi w/inspection.
All concrete shall reach minimum compressive strength at 28 days.
REINFORCING STEEL
1. All reinforcing shall be A.S.T.M.A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger.
Welded wire fabric to be A.S.T.M. A-185, lab 1-1/2 spaces ,9” min.
2. Development length of Tension Bars shall be calculated per ACI318-19 Section 12.2.2. Class B splice =1.3xld.
Splice lengths for 2500 psi concrete is: # 4 Bars (40k) =21”, #5 Bars (60k) =39”, #6 Bars (60k) =47”
(30 dia. for compression).
Masonry reinforcement shall have lappings of 48dia.or 2’-0”. This is in all cases U.N.O.
3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry.
4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars.
Cover for cast-in-place concrete shall be as follows, U.N.O:
A. Concrete cast against & permanently exposed to earth…………………3”
B. Concrete exposed to earth or weather <= #5 Bar ………………………1 ½” #6#18 bars 2”
C. Concrete not exposed to weather or in contact with ground
Slab, wall, joist, <= #11bars …………………………………………… 3/4”
Beams & Columns: Primary reinforcement, ties, stirrups, spirals………….1 ½”
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in accordance with “specification for the Design,
Fabrication and Erection of Structural Steel Buildings “, AISC, current edition. Steel to conform to ASTM
A992.Round pipe columns shall conform to ASTM A35, Grade B.Square /Rectangular Steel tubes ASTM
A500,Grade B .
2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops
or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding.
3. All steel exposed to weather shall be hot –dip galvanized after fabrication, or other approved weatherproofing
method
4. Where finish is attached to structure steel, provide ½” both holes @ 4’-0” O.C. for attachment of nailers,
U.N.O. see architectural drawings for finishes (nelson studs ½”x3” CPL may replace bolts).
MASONY
1. Concrete block shall be of size shown on architectural drawing and/or called for in specifications and conform
to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06%
2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.),
retaining walls are to be as shown in details.
3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted).
LOADING & LATERAL ANALYSIS
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 25655
Plan :
GENERAL INPUT :
Code :2022 CBC Wind Speed:95 mph
Risk Category :II Wind Exposure:C
Importance Factor, I (Seis.)1.00 Mean Roof Height :11.25 ft
Soil Site Class :D Building Width, B :40 ft
Seismic Category :D Building Lenght, L :61.25 ft
Spectral Accel., Ss :1.315 Typ. Roof Slope:4/12
Spectral Accel., S1 :0.468 Risk Category II
Structure Height, hn :11.25 ft Topographic Factor Kzt 1.00
Seismic Resist. System (R) :6.5 Direction Factor Kd :0.85
Soil Bearing Pressure:1500 psf Gust Effect Factor G :0.85
Concrete Strength:2500 psi Gcpi(+/-)0.18
Foundation Type : Conventional Load Combination Factor (W) :1.00
ANALYSIS SEISMIC DESIGN :(Using Equivalent Force Procedure per ASCE 7-16)
Site Coefficients :
Fa ==1.20 (ASCE 7-16 Table 11.4-1)
Fv ==1.80 (ASCE 7-16 Table 11.4-2)
Maximum Spectral Response Accelerations :
SMS=Fa*Ss =1.58 (USGS Seismic Design Geodatabase)
SM1=Fv*S1 =0.84 (USGS Seismic Design Geodatabase)
Design Spectral Accelerations :
SDS=SMS*2/3 =1.052
SD1=SM1*2/3 =0.56
Determine Building Period :
Ta=Ct*(hn^x)=0.123 sec. (Approximate Fundemental Period using Eq. 12.8-7)
TL =8.000 sec. (Long-period transition period per ASCE 7-16 Maps 22-15/20)
Ct =0.020
x =0.750
Seismic Response Coefficients :
Cs=0.7*SDS*I/(R)=0.113 (ASCE 7-16 Section 12.8-2)CONTROL
Cs-max 0.703 (Eq. 12.8-3 & 12.8-4)
Cs-min 0.010 (Eq. 12.8-5 & 12.8-6)
ANALYSIS WIND DESIGN :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16
for Building of any Height- See detail on pages Lateral Analytical Section )
LOADDING CONDITIONS :
ROOF LOADING :FLOOR LOADING :
Slope :
Roof Material : 5.50 Floor Material : 4.00
Built-up : 3.50 Built-up : 0.00
Sheathing : 1.50 Sheathing : 3.00
Roof Rafters : 1.50 Floor Joist : 1.50
Ceiling Joist : 1.50 Carpet : 1.00
Drywall : 1.50 Drywall : 2.50
Miscellaneous : 5.00 Miscellaneous : 3.00
Total Dead Load(D.L) : 20.00 psf Total Dead Load(D.L) : 15.00 psf
Live Load (L.L) : 20.00 psf Live Load (L.L) : 40.00 psf
Snow Load :
WALL LOADING :CEILING LOADING :
Exterier Wall :(DL )15.00 psf Dead Load :6.00 psf
Interier Wall :10.00 psf Live Load :10.00 psf
BEAM DESIGN
Job Number 25655
Plan :1
Code : AF&PA NDS-2018
Design Method:ASD
Load Combination: 2021 IBC/2022 CBC & ASCE 7-16
All timber shall be Douglas Fir-Larch-19% max .moisture content.
Timber Properties :
Sawn Lumber(DFL)
2X Josit& Rafters(No.2)
4X Swan Beams(No.2)
6X Swan Beams(No.1)
Glued Laminated Beam
Glulam 24F-V4 DF/DF
Glued Laminated Beam
TimberStrand LSL 1.55E
Parallam PSL 2.0E
Microllam LVL 1.9E
Wood Post Axial Loads Capacity:
POST HEIGHT (FT)
Post 7 8 9 10 12 14 18.67 22
2x4 DFL STANDARD 3.29 2.64 2.14 1.76 1.25 0.93 --- ---
2x4 DFL STUD 2.89 2.42 2.01 1.69 1.22 0.91 ------
4x4 DFL No.2 8.73 7.00 5.69 4.69 3.33 2.48 --- ---
2x6 DFL STUD 5.16 5.16 5.16 4.93 4.00 3.18 1.94 1.43
2x6 DFL No.2 5.16 5.16 5.16 5.16 5.06 3.88 2.28 1.67
4x6 DFL No.2 13.58 10.93 8.90 7.35 5.22 3.89 --- ---
4x8 DFL No.2 17.71 14.30 11.67 9.66 6.87 5.12 --- ---
4x10 DFL No.2 22.32 18.10 14.81 12.27 8.74 6.52 ------
4x12 DFL No.2 27.15 22.01 18.01 14.92 10.63 7.93 --- ---
6x6 DFL No.1 26.37 24.84 23.01 20.99 16.90 13.42 8.15 6.00
6x8 DFL No 1 35.96 33.87 31.38 28.62 23.05 18.30 11.11 8.19
8x8 DFL No.1 52.82 51.56 50.01 48.16 43.51 37.99 25.86 19.67
Fb Fv E
900
900
180 1.6 E
180 1.6 E
1350 170 1.6 E
265 1.8 E2400/1850
2.0 E
1.9 E
1.55 E2350
2900
2600
310
285
285
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)296 @ 2 1/2"3281 (3.50")Passed (9%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)262 @ 1' 3/4"1665 Passed (16%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1308 @ 9' 3"1765 Passed (74%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.304 @ 9' 3"0.603 Passed (L/714)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.486 @ 9' 3"0.904 Passed (L/446)--1.0 D + 1.0 L (All Spans)
Member Length : 18' 6"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"111 185 296 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"111 185 296 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 11" o/c
Bottom Edge (Lu)18' 6" o/c
• Only vertical loads are available for Attic Joist member types. No tension loading will be considered in the design for these members.
Dead
Floor/Ceiling
Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 18' 6"24"6.0 10.0 Ceiling
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, R1 : CJ over Bedroom
1 piece(s) 2 x 10 DF No.2 @ 24" OC
ForteWEB Software Operator Job Notes 11/20/2025 1:32:05 PM UTC
Tung Vo
(714) 928-2006
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25655
Page 3 / 5
SHEARWALL DESGIN GENERAL
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number :25655
Plan :
GENERAL MATERIALS
Code : AF&PA NDS-2018 &SDPWS-2021(ASD) Descript. Material Size
Design Method : Segment & FTAO Top Plate DF/SPine 2-2X4 Min.
Load Combo : 2021 IBC/2022 CBC & ASCE 7-16 Sill Plate DF/SPine 2X4 Min.
HD Manufacturer : SIMPSON Wall Stud DF/SPine 2X4 @ 16" O.C. Min.(U.N.O)
Panel Schedule : 2022 CBC Chord DF/SPine 2X4 Min.
2022 CBC
16d's Sinker SDS Screws(*)
1 260 6" O.C. 16" O.C. 24" O.C.
2 380 4" O.C. 12" O.C. 16" O.C.
3 490 3" O.C. 8" O.C. 12" O.C.
4 640 2" O.C. 6" O.C. 10" O.C.
5 800 (2) 3" O.C. 5" O.C. 6" O.C.
3(D.S.)1020 (2) 3" O.C. 4" O.C. N/A
4(D.S.)1330 (2) 3" O.C. 3" O.C. N/A
5(D.S.)1740 (2) 3" O.C. 2.5" O.C. N/A
Notes:
-(*) Use 1/4"dia. x6"SDS Screws
DRAG TYPE FORCE SCHEDULE
Type
A
B
C
D
E
F
FORMULAS MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2)
Top Plate Splice
Simpson MST48 or ALT.(32)16d sinker per top plate splice
sheae
-Periodic Special Inspection is Required.
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-For Holdown Attached To Inside Face Of End Post.
Load Capacity
Simpson MSTC52 or ALT.(36)16d sinker per top plate splice
1192
2134
3230
4267
4745
5653
Simpson ST22 or ALT.(10)16d sinker per top plate splice
Simpson ST6224 or ALT.(16)16d sinker per top plate splice
Simpson ST6236 or ALT.(22)16d sinker per top plate splice
Simpson MST37 or ALT.(24)16d sinker per top plate splice
Sill Plate Connection Framing(2)
Clips
SHEAR WALL SCHEDULE of
10d's @ 12" O.C.
15/32"
Allowable
Shear(plf)Sheathing (Plywood/OSB)
3/8"
15/32"
8d's @ 6" O.C.
8d's @ 4" O.C.
8d's @ 3" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
8d's @ 12" O.C.
3/8"
15/32"
10d's @ 4" O.C.
10d's @ 3" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
10d's @ 12" O.C.
15/32"
Panel
Type
Edge Nail
(common)
Field Nail
(common)
3/8"
3/8"
-Provide 3" Nominal Or Wider Framing At Adjoining Panel Edges With Nails Staggered.
-Use Clips @ 6" O.C. On Simpson Strong Wall & Hardy Frame (U.N.O.).
-Use Spacing Per Schedule If Number Of Framing Clips Are Not Specified On Framing Plans.
-Sheathing Conforms to Either Doc PS 1 Or PS 2 Standards.
8d's @ 2" O.C.
10d's @ 2" O.C.
10d's @ 2" O.C.
-Sheathing Panel Joint And Sill Plate Nailing Shall Be Staggered In All Cases.
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
38 0.75b b a
Bending Shear Nail slip Chord splice slip n
w w
h hv h v dheEA GtL L
D = + + + = + + +D D D D
W/H
W/H
REF.
(N) WALL
(E) WALL
WALL LEGEND
Job Number : 25655LATERAL SHEAR WALL LAYOUT
Plan :
ROOF SHEAR WALL LAYOUT
SECTION 1
21
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)Job Number : 25655
1 Plan :
GENERAL INPUT : (1 STORY)
Base Height Above Ground (ft)0.50 Plate Height (ft)8.00
South Roof Height (N-S Direction-ft)12.00 West Roof Height (E-W Direction-ft)10.75
South Roof Type (N-S Direction) Slope West Roof Type (E-W Direction) Gable
Roof Depth (N-S-ft)24.25 Roof Depth (E-W-ft)24
Diaphragm Depth (N-S Direction-ft)19 Diaphragm Depth (E-W Direction-ft)21
Diaphragm Span (N-S Direction-ft)21 Diaphragm Span(E-W Direction-ft)19
Number of Ext. Wall (N-S)2 Number of Ext. Wall (E-W)2
Number of Int. Wall (N-S)1.5 Number of Int. Wall (E-W)0.5
SEISMIC ANALYSIS :(Using Equivalent Force Procedure per ASCE 7-16)
Determine Section Weight :
For N-S Direction :
Area(ft^2) Unit
Roof 582 20
Ext.Wall(ft.)168 15
Int. Wall(ft)126 10
Sum:15,420 Ev(ASD)
Base Shear :(V=Cs*W) :1,747.0 3244 lbs
3 72.75
For E-W Direction :
Area(ft^2) Unit
Roof 582 20
Ext.Wall(ft.)152 15
Int. Wall(ft)38 10
Sum:14,300 Ev(ASD)
Base Shear :(V=Cs*W) :1,620.1 3009 lbs
2.78 66.7
WIND ANALYSIS :(MWFRS Directional Procedure Chapter 27 Part1 per ASCE 7-16 for Building of any Height)
The Velocity Pressures :
qz = 0.00256 Kz Kzt Kd V2 (ASCE 7-16 Equation27.3-1)
Kzt = 1.0 (Flat Terrian)
Kd = 0.85 (ASCE 7-16 Table 26.6-1)
Kz = 2.01*(max(z,15)/zg)(2/a)( ASCE 7-16 Tables 27.3-1)
h(ft)kz qz(psf)
Roof 10.67 0.849 16.67
Wall 8.00 0.849 16.67
p=qz*G*Cp-qi*(+/-GCpi) for windward wall (psf), where : qi=qh(Eq. 27.3-1, Sect.27.3.2)
p=qh*G*Cp-qi*(+/-GCpi) for leeward wall, side wall & roof (psf), where : qi=qh( Eq. 27.3-1, Sect.27.3.2)
The Internal Pressures:
Gcpi(+/-) 0.18
qh 16.67 psf
+qhGCpi 3 psf
-qhGCpi -3 psf
(see next page for details)
SECTION NUMBER :
Weight(Ib)
11640
2520
1260
Unit
FN-S(psf)
Unit
FN-S(plf)
Weight(Ib)
11640
2280
380
Unit
FE-W(psf)
Unit
FE-W(plf)
LATERAL ANALYTICAL SECTION
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code) Job Number : 25655
SECTION NUMBER : 1 (cont.)Plan :
Normal to Ridge Wind Load Tabulation for MWFRS with q ≥ 10o(N-S Direction):
(w/+Gcpi) (w/-Gcpi)
All 0.80 16.67 14.34 8.34
Cond.1 -0.36 16.67 -2.14 -8.14
Cond.2 0.14 16.67 4.95 -1.05
All -0.57 16.67 -5.06 -11.06
All -0.39 16.67 -2.58 -8.58
All -0.70 16.67 -6.92 -12.92
Design Sumary Wind Loading (N-S Direction):
Horizontal Vertical
Roof 9.50 3.50
1st Floor 16.92 0.00 105.67 plf
Parallel to Ridge Wind Load Tabulation for MWFRS (E-W Direction):
(w/+Gcpi) (w/-Gcpi)
Roof 0.80 16.67 14.34 8.34
Wall 0.80 16.67 14.34 8.34
Cond.1 -0.90 16.67 -9.75 -15.75
Cond.2 -0.18 16.67 0.45 -5.55
Cond.1 -0.90 16.67 -9.75 -15.75
Cond.2 -0.18 16.67 0.45 -5.55
Cond.1 -0.50 16.67 -4.08 -10.08
Cond.2 -0.18 16.67 0.45 -5.55
Cond.1 N/A N/A N/A N/A
Cond.2 N/A N/A N/A N/A
All -0.50 16.67 -4.08 -10.08
All -0.70 16.67 -6.92 -12.92
Design Sumary Wind Loading (E-W Direction):
Horizontal Vertical
Roof 18.42 4.98
Wall 18.42 0.00 124.34 plf
DIAPHRAGMS ANALYSIS (ASD METHOD) :
Design Sumary Loading :
Seis.(N-S)Wind(N-S)Govern Seis.(E-W)Wind (E-W)Govern
Roof 72.8 63.4 Seismic 66.7 74.6 Wind
For N-S Direction :
Max. Diaphragm Shear @ Roof :
Vn-s=wL/2B 30.63 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :93.82
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
For E-W Direction :
Max. Diaphragm Shear @ Roof :
Ve-w=wL/2B 43.07 plf < 180 plf OK
USE : 15/32" APA(OR OSB) RATED SHEATHING EXP 1 WITH A MIN. PANEL INDEX OF 32/16.
UNBOCKLED DIAPHRAGMS W/8d @ COMMON NAIL @ 6" O.C. B.N., 6" O.C. E.N., 12' O.C F.N.
CHORD FORCE :163.22
SPICE W/ MINI (5)16d SINKER EACH SIDE OF SPLICE @ 8" O.C.(STANDARD CONSTRUCTIONS)
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Windward Wall 11.34
Windward Roof -5.14
1.95
Leeward Roof -8.06
Leeward Wall -5.58
Side Walls -9.92
Location Net Pressure (psf)
Surface Location Cp q(psf)qGCp(psf)Net Pressure (psf)
Windward Wall 11.34
11.34
Leeward Wall -7.08
Side Walls -9.92
Location Net Pressure (psf)
Windward
Roof
0 to h/2 -12.75
-2.55
h/2 to h -12.75
-2.55
h to 2h -7.08
-2.55
>2h N/A
N/A
JOB NUMBER : 25655
PLAN:
Story 1 Line :1 Redundancy(ρ) 1.3 Y Dir.
Lateral loads :
at B
Max. Drag Force : 654 lb Use Drag Type A (See Shear wall Schedule) Alt. ST22
Total Wall Length : 18.75 ft Total Panel Length : 3.75 ft Net Length : 3.52 ft
Shear Diaphragm : 64 plf Design Wall Shear : 319 plf
Use ( 3 A35) or (3 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear : 0.84
Max. Panel Deflection :1.806 " < 1.92 "ok
Shear Wall Design
A 3.75 8 2.13
Holdown & Deflection Check
A 3.75 3.52 8 2450 2854 2450 2854 4X4 4X4 2 24"
Holdown L. R.
H/L Adjust Factor Actual (plf)Height
(ft)
Length
(ft)SW Type Allowable (plf)
380
Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
0.938 319
Span (ft) Deep (ft) Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDUE3 HDUE3 0.3225
23.25 24.00 1088 737
Sum :1196 737
Right
2
1Y_ROOF
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)108
Down
(lb)
Panel
Span(ft) Seis. (lbs) Wind (lbs)
From Line 2
Lateral Loads:
0% 0 0
Uplift Above 00 lbs
DM = (4.0/1.0) X Ds X 1.4 =
0 1.75 4.75 8.5 11.5 13 15 18.7518.7518.7518.75
4.75 8.50000000000
A
JOB NUMBER :25655
PLAN:
Story 1 Line :2 Redundancy(ρ)1.3 Y Dir.
Lateral loads :
at B
Max. Drag Force :865 lb Use Drag Type A (See Shear wall Schedule)Alt.ST22
Total Wall Length :18.75 ft Total Panel Length :5.00 ft Net Length :5.00 ft
Shear Diaphragm :63 plf Design Wall Shear :236 plf
Use ( 3 A35) or (3 LS50) Along Line Shear Panel or for Framing Clips Spacing See S.W. Schedule
USE TYPE 2 ok Ratio Shear :0.62
Max. Panel Deflection :1.127 " <1.92 "ok
Holdown & Deflection Check
A 5.00 5.00 8 1753 2090 1753 2090 4X4 4X4 2 40"
Uplift Above 00 lbs
Span(ft)Seis. (lbs)Wind (lbs)
From Line 2
Lateral Loads:
0%0 0
Post size
Panel Length
(ft)
Net L
(ft)
Height
(ft)
Left
Seis. Wall (lbs)92
Down
(lb)
1Y_ROOF 23.25 24.00 1088 737
Sum :1180 737
Right
Span (ft)Deep (ft)Wind (lbs)Seis. (lbs)
(Per ASCE 7-16, IBC 2021,CBC 2022 & LABC 2023 Code)
SHEAR WALL DESIGN
Deflection (in.)A.B.Spacing
(in.)
HDUE3 HDUE3 0.2013
Holdown L.R.Uplift
(lb)
Down
(lb)Holdown Uplift
(lb)
M = (4.0/1.0) X s X 1.4 =
0 1.5 4.5 7.75 13.75 18.7518.7518.7518.7518.7518.75
13.75 18.750000000000
A
ASCE Hazards Report
Address:
2129 N Hathaway St
Santa Ana, California
92705
Standard:ASCE/SEI 7-16 Latitude:33.764429
Risk Category:II Longitude:-117.854172
Soil Class:D - Default (see
Section 11.4.3)
Elevation:165.93904850886827 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: Wed Nov 19 2025
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.
https://ascehazardtool.org/Wed Nov 19 2025
SS : 1.315
S1 : 0.468
F a : 1.2
F v : N/A
SMS : 1.578
SM1 : N/A
SDS : 1.052
SD1 : N/A
T L : 8
PGA : 0.552
PGA M : 0.662
F PGA : 1.2
Ie : 1
C v : 1.363
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.
Wed Nov 19 2025
https://ascehazardtool.org/Wed Nov 19 2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
https://ascehazardtool.org/Wed Nov 19 2025
AREA TABULATION
AREA
SFR
(E) SFR
TOTALEXIST'G TO BE
REMAIN
EXIST'G TO BE
CONVERTED
1,618
LOT AREA
TOTAL LIVING
LOT COVERAGE
6,000
1,618
399(E) 2 CAR
GARAGE 399
2,017
34%
TITLE 24 REQUIREMENTS
WALLS:R-15 INSULATION
GLASS WINDOWS:'U' FACTOR= 0.30
SHGC = 0.23
ROOF ATTIC:R-30 INSULATION
DHW SYSTEM:(N) TANKLESS WTR/HTR
UEF 0.95
200 KBTU's
THE ADU SF / SFD SF IS FOR PARK & REC FEE PURPOSE ONLY. THE APPLICANT IS
RESPONSIBLE FOR THE GIVEN "SFR SF" OF THE EXISTING PRIMARY RESIDENCE;
BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE ACCURACY OF THE
GIVEN '"SFR SF"
ADU/SFD= 399 S.F. / 1,618 S.F.= 0.25% RATIO
PARK & REC FEE:
1
1
PROJECT DATA
SITE
ADDRESS
OWNER
LEGAL
SCOPE OF
PROPOSED
WORK
SHEET INDEX
VICINITY MAP
APPLICABLE CODES
CONSTRUCTION
NOTES
CONSULTANTS
SPECIAL INSPECTIONS REQUIRED
TYPE OF CONSTRUCTION:
OCCUPANCY GROUP:
SPRINKLED:
STORIES:
2129 N Hathaway St.
Santa Ana, CA 92705
Mr. Julio Valdez (714) 679 - 5521
APN: 396 - 183 - 10
A-1 PROJECT DATA
TUNG THANH VO
11122 BIXLER CIR, GARDEN GROVE, CA, 92840
PH (714) 928-2006
PROJECT
DATA
A-1
Araceli Maciel
PH 714 / 285 1121
Revisions
AA
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Engineer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
R3
VB
(E) SFR: NO
1
1 VERIFY ALL DIMENSIONS, DO NOT SCALE DRAWINGS.
2 IT SHALL BE THE RESPONSABILITY OF THE CONTRACTOR TO VERIFY ALL
EXISTING CONDITIONS ON THE SITE PRIOR TO COMMENCING WORK AND
IS TO NOTIFY THE OWNER AT ONCE UPON DISCOVERY OF ANY OMISSIONS
OR CONFLICTS IN THE DRAWINGS
3 PREPARATION OF BUILDING SITE SHALL BE PER SECTION 3302 CBC (ALL
STUMPS AND ROOTS SHALL BE REMOVED FROM THE SOIL TO A DEPTH
OF AT LEAST 12 INCHES BELOW THE SURFACE OF THE GROUND TO BE
OCCUPIED BY THE BUILDING)
A-3 (E) SFR & GARAGE FLR PLAN
A-4 (N) GARAGE CONV. TO A.D.U. FLR PLAN
A-2 (E) SITE PLAN
399 S.F. (E) ATTACHED 2 CAR GARAGE TO BE
CONVERTED INTO (N) A.D.U.=
KITCHEN & LAUNDRY FACILITIES, LIV'G RM, DINE &
SLEEP'G AREA WITH FULL BATHRM & WALK-IN CLOSET
STRUCTURAL
CONSULTANT
ENERGY
CONSULTANT
A-5 ELEVATIONS
FLOOD ZONE:"X"
ZONING:R-1
APN: 396 - 183 - 10
UTILITIES NOTE
UTILITIES WILL BE UNDERGROUNDED
PER SAME SECTION 41.626
A.D.U. DISTANCE TO NEAREST BUS STOP 776 FT < 2,640 FT= 1
2 MILE
11 S.F. (E) LAUNDRY TO BE RELOCATED FROM
GARAGE TO (E) INTERIOR SFR
*
TUNG THANH VO
11122 BIXLER CIR, GARDEN GROVE, CA, 92840
PH (714) 928-2006
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CGBSC)
2022 CALIFORNIA ENERGY CODE (CENC)
AD-1 ARCHITECTURAL DETAILS
GC-1 & GC-2 GREEN BUILDING STANDARDS CODE
S-0 S-01 TYPICAL DETAILS
S-1 FOUNDATION & FRAMING PLAN
SD-1 STRUCTURAL DETAILS
T24-0 MANDATORY MEASURES
T24-1 ENERGY CALCULATIONS
GENERAL STRUCTURAL
NOTES
U-1 UTILITY PLAN
2129 N Hathaway St
(N) A.D.U. UNIT 2
FIRE SEVERITY HAZARD ZONE (FSHZ):NO
1
1
1
1 02/06/26 A.B.
02/06/26
PL 50.00'
PL
1
2
0
.
0
0
'
4
:
1
2
(E) WTR METER
W
M
(E) SIDEWALK
(E) YARDSCAPE
AREA TABULATION
AREA
SFR
(E) SFR
TOTALEXIST'G TO BE
REMAIN
EXIST'G TO BE
CONVERTED
1,618
LOT AREA
TOTAL LIVING
LOT COVERAGE
6,000
1,618
399(E) 2 CAR
GARAGE 399
2,017
34%
(E) GAS METER
399 S.F.
(E) 2 CAR
GARAGE CONV TO
(N) A.D.U.
TOTAL
S.F.R. = 1,618 S.F.
4 : 124 : 12
4
:
1
2
N HATHAWAY ST
E
W
S
LANDSCAPE
REAL PALM
SMALL PINE
CONCRETE
GRASS
FLOOR FINISHES
(E) POOL
(E) CONC.
DRIVEWAY
(E) GRASS
(E) CONCRETE
42
'
-
2
"
19
'
-
0
"
36
'
-
0
"
5'-0"5'-0"
6'-10"
15
'
-
0
"
5'
-
1
"
12'-3"
15
'
-
0
"
36
'
-
0
"
44
'
-
9
"
(E) 6'-0'' HGT
CONC. WALL.
(E) 6'-0'' HGT
CONC. WALL.
11'-0"
11
'
-
0
"
19
'
-
0
"
5'-0"
(E) ELECTRIC POST
4
:
1
2
4 : 124 : 12
4
:
1
2
(E) 6'-0'' HGT
CONC. WALL.
S.F.R. 1
1,294 S.F.
S.F.R. 2
158 S.F.
S.F.R. 3
166 S.F.
PL 50.00'
PL
1
2
0
.
0
0
'
4'
-
0
"
6"
THERE ARE NO EXISTING
EASEMENTS ON SITE
6'-9"
(E) DATE PALM TREE SMALL TREES
SMALL TREES
(E) 5 PINE TREES
(E) SAGO PALM
5 GALS. SHRUBS
(5) 1 GAL.
SHRUBS
(5) 1 GAL.
SHRUBS
(N) CONC.
SIDEWALK
7'
-
0
"
16
'
-
5
"
5'-0"
50'-0"
22
'
-
1
0
"
39
'
-
3
"
2
'
-
7
"
22
'
-
1
0
"
(E) 6'-0'' HGT
CONC. WALL.
29
'
-
9
"
1'
-
5
"
(N
)
S
E
W
E
R
E
X
T
.
3"
ø
(E
)
S
E
W
E
R
3"
ø
3" ø (N) SEWER EXTENSION
$
(N) ELECTRIC METER
100 AMP
PER EDISON LOCATION
(E) OVERHEAD SERVICE
(E) ELECTRIC METER
1
1
1
1
1
1
1
(N) CONDENSER
1
1
(E) SEWER
(N) SEWER EXTENSION FOR (N) A.D.U.
1
4
:
1
2
4
:
1
2
ATTIC VENT CALCULATIONS
ATTIC AREA: _______________ S.F.
ATTIC VENT REQUIRED= __________ SQ. IN.
PROVIDE (4) _________________________________
GOOD FOR___________ SQ. IN.
TOTAL ATTIC PROVIDED __________SQ. IN.
399
383
399/150x144= 383 SQ.IN.
12"x14" ATTIC VENT (GABLE END)
672
882
PROVIDE (3)__________________________________
GOOD FOR___________ SQ. IN.
SLANT BACK ROOF VENTS (LOMANCO)
210
16" x 22" x 6" TH. 70 SQ. IN. EACH
3x70 SQ. IN. = 210 SQ. IN.
ROOF PLAN A.D.U. (ROOF VENTS)SC=1/4"=1'-0"
(E) CALIF.
FRAM'G
ROOF VENTS (TYP)
1
1
1 02/06/26 A.B.
SITE PLAN Sc = 1/8"=1'-0"
SITE PLAN
A-2
Araceli Maciel
PH 714 / 285 1121
Revisions
AA
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Araceli Maciel
Plan preparer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
02/06/26
*WINDOW SCHEDULE
SIZE FRAME OPERATION U-FACTOR
MAX.
SHGC
MAX.REMARKS
WIDTH x HEIGHT
3'-0" x 2'-0"VINYL
#
(N)=NEW
(E)=EXIST'G
(E)1
VINYL SLIDER4'-0" x 5'-0"
4'-0" x 4'-0"FIXVINYL
*DOOR SCHEDULE
SIZE FRAME OPERATION U-FACTOR
MAX.
SHGC
MAX.REMARKS
WIDTH x HEIGHT
#
(N)=NEW
(E)=EXIST'G
SWING
3'-0" x 6'-8"SWINGSOLID
WOOD
HOLLOW
CORE
SWINGHOLLOW
CORE
2'-8" x 6'-8"
2'-6" x 6'-8"
VINYL SLIDER6'-0" x 3'-0"
(N)5 SWINGHOLLOW CORE
W/ 2 VENTS2'-0" x 6'-0"
VINYL SLIDER6'-0" x 3'-6"
6'-0" x 6'-8"
(E)2
(E)3
(E)4
(E)5
SLIDER
(E)1
(E)2
(E)3
(E)4 SLIDERVINYL
(E
)
1
5
6
7
0
G
A
R
A
G
E
D
R
(E) 2 CAR
GARAGE
(E) BEDRM 1(E) BEDRM 2
(E) BEDRM 3
(E) BEDRM 4
(E) BA 1
(E) BA 2
(E) KITCH
(E) LIV'G RM
(E) ENTRY
(E) FAMILIY
ROOM
(E) DINE IN RM
W/H
E
W
N S
1
1
2
2
2
2
3
4 4
5
11
2
33
3
3
2
2
4
5
5
(E)
WASHING
MACHINE
(E)
DRYER
40'-0"
19
'
-
0
"
42
'
-
2
"
21'-0"
40'-0"
6'-9"12'-3"
13'-5"
6'-4"
11
'
-
0
"
44
'
-
9
"
16
'
-
5
"
19
'
-
0
"
2'
-
7
"
3
(E) LAUND.
REF.
FAU
A-3
Araceli Maciel
PH 714 / 285 1121
Revisions
AA
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Araceli Maciel
Plan preparer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
(E) SFR &
GARAGE
FLR PLAN
(E) S.F.R. FLOOR PLAN Sc = 1/4"=1'-0"
02/06/26
EXISTING WALLS TO REMAIN
*WINDOW SCHEDULE
SIZE FRAME OPERATION U-FACTOR
MAX.
SHGC
MAX.REMARKS
WIDTH x HEIGHT
4'-0" x 4'-0"VINYL
#
(N)=NEW
(E)=EXIST'G
(N)1
VINYL SLIDER(N)3
6'-0" x 4'-0"(N)2
DUAL GLAZE
DUAL GLAZE
TEMPERED
VINYL
*DOOR SCHEDULE
SIZE FRAME OPERATION U-FACTOR
MAX.
SHGC
MAX.REMARKS
WIDTH x HEIGHT
#
(N)=NEW
(E)=EXIST'G
(N)2 SWING
3'-0" x 6'-8"SWINGSOLID
WOOD(N)1
HOLLOW
CORE2'-8" x 6'-8"
DUAL GLAZE
PROVIDE 2x8" SOLID WOOD
(BACK W/C & SHOWER)
PROVIDE 5 8 TYPE 'X' GYPSUM BOARD w/
MN 6d COOLER NAILS OR #6 DRYWALL
SCREWS x 1 7 8 L. @ 6" o/c (FROM FLOOR
TO ROOF SHT'G
3'-0" x 1'-0"
SLIDER
SLIDER
EXISTING WALLS TO BE REMOVED
NEW WALLS
(N)3 SWINGHOLLOW
CORE
W&D
STACK.
(N) ENTRY
SLOPE
(N) BEDRM
(N)
BA
(N) KITCH
4" Ø DRYER VENT
(E) 2668 DR
TO BE REMOVED
& FINISH PROPERLY
(E) 15670 GARAGE DR
TO BE REMOVED
& PROVIDE
(N) 6'-0"w x 4'-0"L
VINYL-SL
(N) LIV'G RM
21'-0"
3'-0"
19
'
-
0
"
4'
-
0
"
3'-0"
19
'
-
0
"
3'
-
0
"
5'
-
4
"
7'
-
5
"
1
3
1
2'-0" x 6'-0"
2
REF.
SH & POLE
2
VINYL SLIDER(N)4 DUAL GLAZE3'-0" x 3'-0"
4
3 2
2
3'
-
5
"
(N) DINE IN
3'-0"6'-8"
TEMPERED
4'-10"
7'-10"13'-2"
W/H
(E) LAUND
TO BE RELOCATED
TO SFR
A/C UNIT:
MINI SPLIT
(INTERIOR)
CONDENSER W/
GRILL PROTECTOR
& LOCK
1.2.
2
1
W&D
STACK.
(E) BEDRM 3
(E) BEDRM 4
(E) BA 1
(E) BA 2
(E) KITCH
(E) ENTRY
(E) FAMILIY
ROOM
W/H
REF.
WASHER &
DRYER
RELOCATED
(N)4 SWINGHOLLOW
CORE3'-0" x 6'-8"
(N) 4" Ø
DRYER VENT
THRU ATTIC
2'-6"
3'
-
1
"
FAU
CL
R
8'
-
6
"
2x4 STUDS @16" o/c
w/ R-15 INSUL.
(E) 2x4 COLLAR TIES @48" o/c
w/ (N) 2x8 C.J.'s @ 24" o/c
w/ R-30 INSUL.
SECTION A SC=1/4"=1'-0"
2x4 STUDS @16" o/c
w/ R-15 INSUL.
(E) 2x6 R.R. @ 24" o/c
12
4
CL
R
8'
-
6
"
(E) 2x6 CLG JST. @ 24" o/c
(N) A.D.U.(E) BEDRM 4 (E) BEDRM 3
(E) 2x6 R.R. @ 24" o/c
(E) 2x8 RD BD
(E) RF RTR
(E) CALIF. FRAM'G(N) 2x8 C.J. @ 24" o/c
w/ R-30 INSUL.
2x4 STUDS @16" o/c
w/ R-15 INSUL.
EXT. STUCCO
FINISH
(E) SLAB ON GRADE:
APPLY REDGARD PROOFING &
CRACK PREVENTION MEMBRANE,
CURE PRO-RED WATER PROOFING
MEMBRANE 963, CBP 232 ICC- ESR #1463
SECTION B SC=1/4"=1'-0"
A-4
B
A-4
A
13
'
-
1
0
"
CONCRETE SLAB PER PLAN:
APPLY REDGARD PROOFING &
CRACK PREVENTION MEMBRANE,
CURE PRO-RED WATER PROOFING
MEMBRANE 963, CBP 232 ICC- ESR #1463 (E) FOOT'G TO VERIFY AT FIELD.
IF NOT, PROVIDE (N) 12" W. x 24" DP.
w/ 2-#4 T&B
(N) CONC. LANDING- 7 3/4"
1
AD1
2
AD1
24
"
mi
n
.
30" min.
PROVIDE 5/8" TYPE 'X' GYPSUM BOARD*
& 3" THK. ROCKWOOL AFB SEMI-RIGID
BATT. INSULATION STC 50 (FLR TO CEIL'G)
*5/8" TYPE 'X' GYPSUM BOARD=
ALONG THIS WALL FROM FLR TO ROOF SHEAT'G.
APPLIED VERTICALLY OR HORIZONTALLY
NAILED w/ 6d COOLER OR #6 DRYWALL SCREWS x 1 7/8" L. @ 6" o/c
PROVIDE 5/8" TYPE 'X'
GYPSUM BOARD*
& 3" THK. ROCKWOOL AFB
SEMI-RIGID BATT. INSULATION
STC 50 (FLR TO CEIL'G)
EXTERIOR STUCCO
FINISH & UNDERSIDE O.H.
*5/8" TYPE 'X' GYPSUM BOARD=
ALONG THIS WALL FROM FLR TO ROOF SHEAT'G.
APPLIED VERTICALLY OR HORIZONTALLY
NAILED w/ 6d COOLER OR #6 DRYWALL SCREWS x 1 7/8" L. @ 6" o/c
N S
W
E
W.I.C.
(N) 3'-0" HGT.
VINYL FENCE w/
4030 GATE DOOR
1
AD1
2
AD1
SD1
4
SD1
5
SD1
11
3
AD1
FLOOR PLAN KEY NOTES
3
AD1
6
AD1
10
SD1
0.3 0.23
0.3 0.23
0.3 0.23
0.3 0.23
1
1
1
1
TO HAVE (2) 12" x 12" VENTS (144 S.F.)
TOTAL VENT= 288 SQ. IN.
LAUNDRY DOOR2*
*
1
3'
-
2
"
1
1
1
3'-9"
1 02/06/26 A.B.
A-4
Araceli Maciel
PH 714 / 285 1121
Revisions
AA
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Araceli Maciel
Plan preparer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
(N) GARAGE
CONV TO
A.D.U.
(N) FLOOR PLAN GARAGE CONV. TO (N) A.D.U.Sc = 1/4"=1'-0"
02/06/26
(E) STUCCO
G.I. WEEP SCREED
STUCCO WALL FINISH TO MATCH EXISTING:
PORTLAND CEMENT PLASTER (7 8" THICK 3-COAT STUCCO
O/ MIN. 1-LAYER OF 60-MINUTE GRADE 'D' BUILDING PAPER )
USE 2- LAYERS OF BLD'G PAPER O/ PLYWOOD.
2.
3.
4.
1.
5.
EXTERIOR ELEVATIONS KEY NOTES
(E) 1X4 VERTICAL WOOD SIDING
(E) ASPHALT SHINGLE ROOFING
(E) SFR(N) ADU
12
4
12
4
2
3
5
5
3
2
12
4
12
4
12
4
5
(E) SFR (N) ADU
2 2 2
2
3 3 3
4
12
4
12
4
12
4
12
4
(E) SFR(N) ADU
5
2 2
3 3 3
4
44
1
12
'
-
1
"
8'
-
0
"
6"
T.O.P.
R.L.
R.L.
R.L.
11
'
-
0
"
14
'
-
2
"
12
'
-
1
"
8'
-
0
"
0'
-
6
"
T.O.P.
R.L.
R.L.
14
'
-
2
"
14
'
-
2
"
R.L.
6"
8'
-
0
"
12
'
-
1
"
R.L.
T.O.P.
6.12" X 14" ATTIC VENTS
6
6
(E) PLANTER
ELEVATIONS
A-5
02/06/26
Sc = 1/4"=1'-0"E L E V A T I O N S
SOUTH
WEST
Araceli Maciel
PH 714 / 285 1121
Revisions
AA
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Araceli Maciel
Plan preparer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
NORTH
1
2
4
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"SC= 1" = 1'-0"SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
SC= 1" = 1'-0"
1-HOUR STC 50 TO 54
SC= 1" = 1'-0"
6
INTERIOR PARTITION
1-HOUR RATED
EXTERIOR STUCCO WALL
SC= 1" = 1'-0"
WALL GRAB BAR BACKING DETAIL
STUCCO UNDERSIDE DETAIL
HINGED DR THRESHOLD
STUCCO SCREED
SC= 1" = 1'-0"5
3SC= 1" = 1'-0"
SC= 1" = 1'-0"7OVERHANG 2' TO <5' DETAIL
1
1
1'-0"
O.H.
4'-0"
TO PROP.
LINE
NORTH
1
1 02/06/26 A.B.
AD-1
Araceli Maciel
PH 714 / 285 1121
Revisions
ADA
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Araceli Maciel
Plan preparer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
ARCHITECTURAL
DETAILS
02/06/26
1
1
1
CHAPTER 4
RESIDENTIAL MANDATORY MEASURES
DIVISION 4.1 PLANNING AND DESIGN
DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
agency.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65
percent of the non-hazardous construction and demolition waste in accordance with either Section
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
management ordinance.
Exceptions:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or
recycle facilities capable of compliance with this item do not exist or are not located reasonably
close to the jobsite.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
jobsites are located in areas beyond the haul boundaries of the diversion facility.
4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
necessary and shall be available during construction for examination by the enforcing agency.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
reuse on the project or salvage for future use or sale.
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
bulk mixed (single stream).
3. Identify diversion facilities where the construction and demolition waste material collected will be
taken.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
generated.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the
enforcing agency, which can provide verifiable documentation that the percentage of construction and
demolition waste material diverted from the landfill complies with Section 4.408.1.
Note: The owner or contractor may make the determination if the construction and demolition waste
materials will be diverted by a waste management company.
4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
Section 4.408.1
4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined
weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds
per square foot of the building area, shall meet the minimum 65% construction waste reduction
requirement in Section 4.408.1
4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
documenting compliance with this section.
2. Mixed construction and demolition debris (C & D) processors can be located at the California
Department of Resources Recycling and Recovery (CalRecycle).
4.410 BUILDING MAINTENANCE AND OPERATION
4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
following shall be placed in the building:
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
life cycle of the structure.
2. Operation and maintenance instructions for the following:
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
appliances and equipment.
b. Roof and yard drainage, including gutters and downspouts.
c. Space conditioning systems, including condensers and air filters.
d. Landscape irrigation systems.
e. Water reuse systems.
3. Information from local utility, water and waste recovery providers on methods to further reduce
resource consumption, including recycle programs and locations.
4. Public transportation and/or carpool options available in the area.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
and what methods an occupant may use to maintain the relative humidity level in that range.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
water.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
feet away from the foundation.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
painting, grading around the building, etc.
9. Information about state solar energy and incentive programs available.
10. A copy of all special inspections verifications required by the enforcing agency or this code.
11. Information from the Department of Forestry and Fire Protection on maintenance of defensible
space around residential structures.
12. Information and/or drawings identifying the location of grab bar reinforcements.
4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a
building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the
depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper,
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section
42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of
this section.
DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
DIVISION 4.5 ENVIRONMENTAL QUALITY
4.303 INDOOR WATER USE
4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3,
and 4.303.4.4.
Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving
plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final
completion, certificate of occupancy, or final permit approval by the local building department. See Civil
Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential
buildings affected and other important enactment dates.
4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-type Toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume
of two reduced flushes and one full flush.
4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
4.303.1.3 Showerheads.
4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only
allow one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
4.303.1.4 Faucets.
4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
not be less than 0.8 gallons per minute at 20 psi.
4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
buildings shall not exceed 0.5 gallons per minute at 60 psi.
4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver
more than 0.2 gallons per cycle.
4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
minute at 60 psi.
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
4.303.1.4.5 Pre-rinse spray valves.
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7) and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY: The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January
1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)]
4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial
buildings.
Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the
California Plumbing Code.
4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in
accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
1701.1 of the California Plumbing Code.
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI
LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20
PSI
LAVATORY FAUCETS IN COMMON & PUBLIC
USE AREAS 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.2 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
4.304 OUTDOOR WATER USE
4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with
a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
NOTES:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations,
Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are
available at: https://www.water.ca.gov/
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
NOTE:
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A
CONVENIENCE FOR THE USER.
SECTION 4.102 DEFINITIONS
4.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar
pervious material used to collect or channel drainage or runoff water.
WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
used for perimeter and inlet controls.
4.106 SITE DEVELOPMENT
4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
management of storm water drainage and erosion controls shall comply with this section.
4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
property, prevent erosion and retain soil runoff on the site.
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
by the enforcing agency.
3. Compliance with a lawfully enacted storm water management ordinance.
Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or
are part of a larger common plan of development which in total disturbs one acre or more of soil.
(Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html)
4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1. Swales
2. Water collection and disposal systems
3. French drains
4. Water retention gardens
5. Other water measures which keep surface water away from buildings and aid in groundwater
recharge.
Exception: Additions and alterations not altering the drainage path.
4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Section 4.106.4.1
or 4.106.4.2. Electric vehicle supply equipment (EVSE) shall comply with the California Electrical Code.
Exceptions:
1. On a case-by-case basis, where the local enforcing agency has determined EV charging and
infrastructure are not feasible based upon one or more of the following conditions:
1.1 Where there is no local utility power supply or the local utility is unable to supply adequate
power.
1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional
local utility infrastructure design requirements, directly related to the implementation of Section
4.106.4, may adversely impact the construction cost of the project.
2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional
parking facilities.
4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit
overcurrent protective device.
Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is
installed in close proximity to the proposed location of an EV charger at the time of original construction in
accordance with the California Electrical Code.
4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
location shall be permanently and visibly marked as "EV CAPABLE".
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to
additions or alterations of existing residential buildings where the addition or alteration increases the
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
specific area of the addition or alteration.
The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking
facilities or the addition of new parking facilities serving existing multifamily buildings. See Section
4.106.4.3 for application.
Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing
lighting fixtures are not considered alterations for the purpose of this section.
Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
other important enactment dates.
301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
high-rise buildings, no banner will be used.
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
Exceptions:
1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall
comply with Chapter 4 and Appendix A4, as applicable.
2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California
Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with
Chapter 4 and Appendix A4, as applicable.
4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities.
When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the
requirements of Section 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A
parking space served by electric vehicle supply equipment or designed as an EV charging space shall count as at
least one standard automobile parking space only for the purpose of complying with any applicable minimum parking
space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details.
4.106.4.2.1 Reserved.
4.106.4.2.2 Multifamily dwellings, hotels and motels
1. EV ready parking spaces with receptacles.
a. Hotels and motels. Forty (40) percent of the total number of parking spaces shall be equipped
with low power Level 2 EV charging receptacles.
b. Multifamily parking facilities. Forty (40) percent of the total number of parking spaces shall be
equipped with low power Level 2 EV charging receptacles. EV charging receptacles required by
this section shall be located in at least one assigned parking space per dwelling unit where
assigned parking is provided but need not exceed forty (40) percent of the total number of assigned
parking spaces provided on the site.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
c. Receptacle power source. EV charging receptacles in multifamily parking facilities shall be
provided with a dedicated branch circuit connected to the dwelling unit’s electrical panel, unless
determined as infeasible by the project builder or designer and subject to concurrence of the local
enforcing agency.
Exception: Areas of parking facilities served by parking lifts, including but not limited to
automated mechanical-access open parking garages as defined in the California Building
Code; or parking facilities otherwise incapable of supporting electric vehicle charging.
d. Receptacle configurations. 208/240V EV charging receptacles shall comply with one of
the following configurations:
1. For 20-ampere receptacles, NEMA 6-20R
2. For 30-ampere receptacles, NEMA 14-30R
3. For 50-ampere receptacles, NEMA 14-50R
2. EV ready parking spaces with EV chargers.
a. Hotels and motels. Ten (10) percent of the total number of parking spaces shall be equipped
with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be equipped
with J1772 connectors.
b. Multifamily parking facilities. Ten (10) percent of the total number of parking spaces shall be
equipped with Level 2 EV chargers. At least fifty (50) percent of the required EV chargers shall be
equipped with J1772 connectors. Where common use parking or unassigned parking is provided,
EV chargers shall be located in common use or unassigned parking areas and shall be available
for use by all residents or guests.
Where low power Level 2 EV charging receptacles or Level 2 EV chargers are installed beyond
the minimum required, an automatic load management system (ALMS) may be used to reduce
the maximum required electrical capacity to each space served by the ALMS. The electrical system
and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW
simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall
have a minimum capacity of 40 amperes, and installed EV chargers shall have a capacity of not
less than 30 amperes.
4.106.4.2.2.1 Electric vehicle charging stations (EVCS).
Electric vehicle charging stations required by Section 4.106.4.2.2, Item 2, with EV chargers installed shall
comply with Section 4.106.4.2.2.1.1.
Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels
shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable
requirements.
4.106.4.2.2.1.1 Electric vehicle charging stations (EVCS) spaces with EV chargers installed; dimensions
and location.
EVCS spaces shall be designed to comply with the following:
1.The minimum length of each EVCS space shall be 18 feet (5486 mm).
2.The minimum width of each EVCS space shall be 9 feet (2743 mm).
3.One in every 25 EVCS spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum
aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the
EVCS space is 12 feet (3658 mm). Surface slope for this EVCS space and the aisle shall not exceed 1
unit vertical in 48 units horizontal (2.083 percent slope) in any direction. These EVCS spaces shall also
comply with at least one of the following:
a. The EVCS space shall be located adjacent to an accessible parking space meeting the requirements
of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking
space.
b. The EVCS space shall be located on an accessible route, as defined in the California Building Code,
Chapter 2, to the building.
Exception: Electric vehicle charging stations designed and constructed in compliance with the California
Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.2.1.1.
4.106.4.2.2.1.2 Accessible electric vehicle charging station spaces.
In addition to the requirements in Section 4.106.4.2.2.1.1, all EV chargers, where installed, shall comply with the
accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and
EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A.
4.106.4.2.3 Reserved.
4.106.4.2.4 Reserved.
4.106.4.2.5 Electric vehicle ready space signage.
Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans
Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its
successor(s).
4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing
multi-family buildings.
Where new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or
altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or
altered shall be EV capable spaces to support future Level 2 electric vehicle supply equipment. The service panel
or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for
future EV charging purposes as “EV CAPABLE.”
Notes:
1.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future
EV charging.
2.There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use.
SECTION 4.501 GENERAL
4.501.1 Scope
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
SECTION 4.502 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
93120.1.
DIRECT-VENT APPLIANCE. A fuel-burning appliance with a sealed combustion system that draws all air for
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 1 (July 2024 Supplement)
Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
4.201 GENERAL
4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy
Commission will continue to adopt mandatory standards.
DIVISION 4.2 ENERGY EFFICIENCY
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
Product Class 3 (> 8.0 ozf)1.28
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
OWNER
ü OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
ü OWNER
OWNER
OWNER
GC-1
Araceli Maciel
PH 714 / 285 1121
P.O.Box 672
Orange
California 92856
aadrafting@msn.com
Revisions
Plan preparer:
Revision
Date By:
Site:
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.B.
GREEN
BUILDING
STANDARDS
CODE
Araceli Maciel
21
2
9
N
H
a
t
h
a
w
a
y
S
t
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
AP
N
:
3
9
6
-
1
8
3
-
1
0
11/28/2025
Mr.
Julio Valdez
(714) 679-5521
N
T
R
A
C
T
5
9
1
0
B
L
K
L
O
T
4
8
12/03/25
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundredths of a gram (g O³/g ROC).
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
and 94701.
MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
4.503 FIREPLACES
4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves,
pellet stoves and fireplaces shall also comply with applicable local ordinances.
4.504 POLLUTANT CONTROL
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency to
reduce the amount of water, dust or debris which may enter the system.
4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section.
4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the
requirements of the following standards unless more stringent local or regional air pollution or air quality
management district rules apply:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
shall comply with local or regional air pollution control or air quality management district rules where
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17,
commencing with section 94507.
4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
Table 4.504.3 shall apply.
4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
8, Rule 49.
4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the
enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification.
2. Field verification of on-site product containers.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS
702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
recognized state, national or international association, as determined by the local agency. The area of certification
shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
the appropriate section or identified applicable checklist.
4.505 INTERIOR MOISTURE CONTROL
4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.
4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
California Residential Code, Chapter 5, shall also comply with this section.
4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the
following:
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
ACI 302.2R-06.
2. Other equivalent methods approved by the enforcing agency.
3. A slab design specified by a licensed design professional.
4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
moisture content. Moisture content shall be verified in compliance with the following:
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
found in Section 101.8 of this code.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
of each piece verified.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
recommendations prior to enclosure.
4.506 INDOOR AIR QUALITY AND EXHAUST
4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the
following:
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
humidity control.
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
adjustment.
b. A humidity control may be a separate component to the exhaust fan and is not required to be
integral (i.e., built-in)
Notes:
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
tub/shower combination.
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
4.507 ENVIRONMENTAL COMFORT
4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be
sized, designed and have their equipment selected using the following methods:
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems),
ASHRAE handbooks or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
Equipment Selection), or other equivalent design software or methods.
Exception: Use of alternate design temperatures necessary to ensure the system functions are
acceptable.
TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVE 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
QUALITY MANAGEMENT DISTRICT RULE 1168.
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NON-POROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
TABLE 4.504.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
THICKNESS OF 5/16" (8 MM).
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
ARCHITECTURAL COATINGS2,3
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COMPOUNDS
COATING CATEGORY VOC LIMIT
FLAT COATINGS 50
NON-FLAT COATINGS 100
NONFLAT-HIGH GLOSS COATINGS 150
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS &
UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
AVAILABLE FROM THE AIR RESOURCES BOARD.
DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)
4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California
Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions
from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for
California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the
California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic
Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017
(Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1.
4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving
resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the
Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
Version 1.2, January 2017 (Emission testing method for California Specification 01350)
See California Department of Public Health's website for certification programs and testing labs.
hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx.
4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
by or before the dates specified in those sections, as shown in Table 4.504.5
4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested
by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
5. Other methods acceptable to the enforcing agency.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/AYN/AYN/AYN/A RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 2 (July 2024 Supplement)Y = YES
N/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
ü
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
OWNER
GC-2
Araceli Maciel
PH 714 / 285 1121
P.O.Box 672
Orange
California 92856
aadrafting@msn.com
Revisions
Plan preparer:
Revision
Date By:
Site:
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.B.
Araceli Maciel
GREEN
BUILDING
STANDARDS
CODE
21
2
9
N
H
a
t
h
a
w
a
y
S
t
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
AP
N
:
3
9
6
-
1
8
3
-
1
0
11/28/2025
Mr.
Julio Valdez
(714) 679-5521
N
T
R
A
C
T
5
9
1
0
B
L
K
L
O
T
4
8
12/03/25
UTILITY PLAN
U-1
1 02/06/26 A.B.
Araceli Maciel
PH 714 / 285 1121
Revisions
Revision
Date By:
Site:
21
2
9
N
H
a
t
h
a
w
a
y
S
t
.
Sa
n
t
a
A
n
a
,
C
A
9
2
7
0
5
Owner:
Sheet content:
SHEET NUMBER:
DRAWN:
CHECKED:
DATE:
JOB NO:
A.H.
Mr. Julio Valdez
(714) 679 - 5521
Araceli Maciel
Plan preparer:
P.O.Box 672
Orange
California 92856
aramaci65@gmail.com
09/28/2025
AP
N
:
3
9
6
-
1
8
3
-
1
0
NT
R
:
5
9
1
0
B
L
K
L
o
t
:
4
8
02/06/26
SLOPE
REF.
SH & POLE
W/H
2
1
(E) BEDRM 3
(E) BEDRM 4
(E) BA 1
(E) BA 2
(E)
KITCH
(E) ENTRY
(E) FAMILIY
ROOM
W/H
REF.
WASHER &
DRYER
RELOCATED
(N) 4" Ø
DRYER VENT
THRU ATTIC
FAU
(N) CONC. LANDING- 7 3/4"
1
AD1
2
AD1
24
"
mi
n
.
30" min.
N S
W
E
UNDER
COUNTER
1/
4
"
SL
O
P
E
1/
4
"
SL
O
P
E
1/4"
SLOPE
1/4"
SLOPE
110v
UTILITY FLOOR PLAN SC=1/4"=1'-0"
UTILITY LEGEND
FOOTNOTES
a.ALL OUTLETS ARE TO BE AFCI WITH NO EXCEPTIONS
b.ALL LIGHTS ARE HIGH EFFICACY WITH NO EXCEPTIONS
c.ALL RECEPTACLES REQUIRED GFCI SHALL BE COMBINATION
OF AFCI, GFCI (CEC 210.52(E)(1))
d.ALL NEW RECEPTACLES IN BATHROOM WET AREAS OR OVER
THE COUNTER, SHALL BE COMBINATION OF GFCI and AFCI
PER 2019 CODE REQUIREMENTS.
e.EXTERIOR RECEPTACLES REQUIRED FOR DECK/PORCH SHALL
BE ON AFCI, GFCI, AND W.P.
f.MINIMUM LIGHTING IS REQUIRED FOR LANDING, STEPS,
DECK PER CODE, 1 FOOT CANDLE. LOCATE LIGHTING
WITH SENSOR OR TIME SCHEDULE SWITCH PER CODE.
ELECTRICAL NOTES
a.WHERE A COMPARTMENT OR SPACE FOR DOMESTIC CLOTHES DRYER IS PROVIDED,
NOT LESS THAN A 4 INCH DIAMETER MOISTURE EXHAUST DUCT OF APPROVED
MATERIAL SHALL BE INSTALLED. [CMC 504.3.1]
b.MOISTURE EXHAUST DUCTS FOR THE DRYER SHALL TERMINATE ON THE OUTSIDE OF
THE BUILDING AND SHALL BE EQUIPPED WITH A BACKDRAFT DUMPER. [CMC 504.3]
c.WHERE A CLOSET IS DESIGNED FOR INSTALLATION OF A CLOTHES DRYER, AN
OPENING OF NOT
LESS THAN 100 SQUARE INCHES FOR MAKEUP AIR SHALL BE PROVIDED IN DOOR
OR BY OTHER APPROVED MEANS. [CMC 504.3.1]
d.SHOW ON THE PLANS THAT ENVIRONMENTAL AIR DUCT EXHAUST FROM CLOTHES
DRYER SHALL TERMINATE NOT LESS THAN 3 FEET FROM A PROPERTY LINE AND 3 FEET
FROM OPENINGS IN ANY DIRECTION FROM OPENINGS INTO THE BUILDING.
[CMC 504.5]
e.A DOMESTIC CLOTHES DRYER DUCT SHALL BE OF METAL AND A MINIMUM OF 4
INCHES IN DIAMETER. THE EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED
HORIZONTAL AND VERTICAL LENGTH OF 14 FEET, INCLUDING TWO 90 DEGREE
ELBOWS. TWO FEET SHALL BE DEDUCTED FOR EACH 90 DEGREE ELBOW IN EXCESS
OF TWO. (CMC 504.2.2.1)
f.LAUNDRY VENTILATION EXHAUST SHALL TERMINATE AT LEAST 3 FEET FROM THE
PROPERTY LINE AND 3 FEET FROM OPENINGS INTO ANY BUILDINGS. (CMC 504.5)
DRYER NOTES:
RECESSED DOWNLIGHT LUMINAIRES IN CEILINGS. LUMINAIRES RECESSED
INTO CEILINGS SHALL MEET ALL OF THE FOLLOWING REQUIREMENTS:
a.BE LISTED, AS DEFINED IN SECTION 100.1, FOR ZERO CLEARANCE
INSULATION CONTACT (IC) BY UNDERWRITERS LABORATORIES
OR OTHER NATIONALLY RECOGNIZED TESTING/RATING LABORATORY
b.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. AN EXHAUST FAN HOUSING SHALL
NOT BE REQUIRED TO BE CERTIFIED AIRTIGHT
c.BE SEALED WITH A GASKET OR CAULK BETWEEN THE LUMINAIRE
HOUSING AND CEILING, AND HAVE ALL AIR LEAK PATHS BETWEEN
CONDITIONED AND UNCONDITIONED SPACES SEALED WITH A
GASKET OR CAULK
d.SHALL NOT CONTAIN SCREW BASE SOCKETS
RECESSED LIGHT NOTES
SMOKE ALARM NOTES
a.SMOKE ALARM: IN EACH SLEEPING ROOM
b.SMOKE ALARM & CARBON MONOXIDE ALARM:
i. OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE
BEDROOMS.
ii. ON EACH FLOOR INCLUDING BASEMENTS AND HABITABLE ATTICS.
c.SPECIFY UL217 FOR SMOKE DETECTOR AND UL2034/2075 FOR CARBON
MONOXIDE DETECTOR ON PLAN.
d.SMOKE ALARMS AND SMOKE DETECTORS SHALL NOT BE INSTALLED WITHIN A 36
IN. (910 mm) HORIZONTAL PATH FROM THE SUPPLY REGISTERS OF A FORCED AIR
HEATING OR COOLING SYSTEM AND SHALL BE INSTALLED OUTSIDE OF THE DIRECT
AIRFLOW FROM THOSE REGISTERS.
A COMPLIANT DIMMER UNLESS THEY ARE CONTROLLED BY A VACANCY SENSOR
OR AN OCCUPANCY SENSOR. THE COMBINED USE OF NEMA SSL-7A-COMPLIANT
DIMMER WITH LED LUMINAIRES CAN ENSURE FLICKER FREE OPERATION WHEN THE
LUMINAIRE IS DIMMED.
a.WATER CLOSETS 1.28 gallons/flush
b.SHOWERHEADS - SINGLE 1.8 gpm @ 80 psi
c.SHOWERHEADS - MULTIPLE 1.8 gpm @ 80 psi combined
d.LAVATORY FAUCETS 1.2 gpm @ 60 psi
e.KITCHEN FAUCETS 1.8 gpm @60 psi
ALL PLUMBING FIXTURES AND FITTINGS SHALL COMPLY
WITH THE FOLLOWING MAX. FLOWRATES:
#
SHOWER NOTES
a.SHOWER COMPARTMENTS SHALL BE NOT LESS THAN 1,024 SQ. IN.,
SHALL HAVE A MINIMUM CEILING HEIGHT OF 6'-8" AND ALSO BE
CAPABLE OF ENCOMPASSING A 30" DIAMETER CIRCLE AT THE
SHOWERHEAD.
b.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.
c.SHOWER THRESHOLD SHALL BE NO LESS THAN 2 INCHES ABOVE
SHOWER DRAIN. THE FINISHED FLOOR OF THE RECEPTOR SHALL SLOPE
UNIFORMLY FROM THE SIDES TOWARDS THE DRAIN NOT LESS THAN
1/4" PER FOOT AND NOT MORE THAN 1/2" PER FOOT.
d.GLAZING IN ENCLOSURE FOR OR WALLS FACING HOT TUBS, BATHTUBS,
SHOWERS WHIRL-POOLS, SAUNAS, STEAM ROOMS WHERE THE BOTTOM
EDGE OF THE GLAZING IS LESS THAN 60" ABOVE THE ANY STANDING SURFACE.
a.A 120V ELECTRICAL RECEPTACLE THAT IS WITHIN 3 FEET FROM THE WATER HEATER
b.A CATEGORY III OR IV VENT, OR A TYPE B VENT WITH STRAIGHT PIPE.
c.CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN THE FINISH
SURFACE BELOW.
d.A GAS SUPPLY LINE WITH AVAILABLE CAPACITY FOR NOT LESS THAN A 200,000
BTU/HR SYSTEM".)
e.THE PIPING FOR ALL SPACE CONDITIONING AND SERVICE WATER HEATING
SYSTEMS SHALL BE INSULATED IN ACCORDANCE WITH TABLE 120.3-A.
ALL WATER HEATER INSTALLATION LOCATIONS, REGARDLESS OF
PROPOSE WATER HEATING SYSTEM, SHALL HAVE:a.CONTROL VALVES AND SHOWERHEADS SHALL BE LOCATED
ON THE SIDEWALL OF SHOWER COMPARTMENTS OR OTHERWISE
ARRANGED SO THAT THE SHOWERHEAD DOES NOT DISCHARGE DIRECTLY
AT THE ENTRANCE TO THE COMPARTMENT SO THAT THE BATHER
CAN ADJUST THE VALVES PRIOR TO STEPPING INTO THE SHOWER SPRAY.
SHOWER CONTROL
b. SHOWER SHALL BE PROVIDED WITH MIXING VALVE THAT WILL PROVIDE
SCALD AND THERMAL SHOCK PROTECTION.
HOT WATER PIPING NOTE
a. PROVIDE INSULATION OF DOMESTIC HOT WATER PIPING.
110v
9v
WHOLE HOUSE IAQ FAN NOTE
THE WHOLE-BUILDING VENTILATION EXHAUST FAN WILL OPERATE
CONTINUOUSLY AND IS REQUIRED TO BE RATED FOR SOUND AT A MAXIMUM OF
1 SONE. THIS EXHAUST FAN CAN BE CONTROLLED BY A STANDARD ON/OFF
SWITCH BUT THE SWITCH MUST BE LABELED CLEARLY DISPLAYING THE
FOLLOWING TEXT, OR EQUIVALENT:
"THIS SWITCH CONTROLS THE INDOOR AIR QUALITY VENTILATION FOR THE HOME.
LEAVE SWITCH IN THE 'ON' POSITION AT ALL TIMES UNLESS THE OUTDOOR AIR
QUALITY IS VERY POOR".
CFM REQUIRED= 44
HEAT PUMP SPACE HEATER READY
SYSTEMS USING GAS OR PROPANE FURNACE TO SERVE
INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING:
1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED
WITHIN 3 FT. FROM THE FURNACE AND ACCESSIBLE TO THE FURNACE WITH
NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BE RATED
AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS
"240 V READY"
HEAT PUMP WATER NOTE
THE HPWH WILL BE INSTALLED ACCORDING TO MANUFACTURER'S REQUIREMENTS
PER SHEET U-2.
W/H
b
a
e
d
PROVIDE 2x8" SOLID WOOD
(BACK W/C & SHOWER)
PROVIDE 5 8 TYPE 'X' GYPSUM BOARD w/
MN 6d COOLER NAILS OR #6 DRYWALL
SCREWS x 1 7 8 L. @ 6" o/c (FROM FLOOR
TO ROOF SHT'G
(E) BEDRM 1(E) BEDRM 2 (E) LIV'G RM
(E) DINE IN RM
9v
9v
9v 9v
9v
9v
6
AD1
3'
-
5
"
2'-8"
1
11
STRUCTURAL STEEL
REINFORCED CONCRETE
WOOD
CONCRETE MASONRY
STRUCTURAL WOODGENERAL REQUIREMENTS
1.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL GRADES,
DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING
AND COMMENCING CONSTRUCTION. CROSS CHECK ALL DETAILS AND
DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED
REQUIREMENTS ON THE ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND CIVIL
DRAWINGS AND NOTIFY THE ENGINEER AND THE ARCHITECT OF ANY
DISCREPANCIES PRIOR TO STARTING WORK.
2.EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN
THE PLANS OR SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS
SHALL CONFORM TO THE REQUIREMENTS OF THE BUILDING CODE, LATEST
ADDITION, AS WELL AS ALL APPLICABLE STATE AND LOCAL ORDINANCES AS
ADOPTED BY THE CONTROLLING JURISDICTION.
3.THE CONTRACT DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT
INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE SHOWN ON THESE
DRAWINGS IS STRUCTURALLY SOUND ONLY IN THE COMPLETED FORM. GENERAL
CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH
MEASURES INCLUDE, BUT ARE NOT LIMITED TO; BRACING, SHORING FOR
CONSTRUCTION EQUIPMENT,AND SHORING FOR THE STRUCTURE.
4.TIN NO CASE SHALL DIMENSIONS BE SCALED FROM DRAWINGS AND/OR DETAILS.
ANY DISCREPANCIES FOUND WITHIN THE CONTRACT DOCUMENTS SHALL BE
BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER FOR
CLARIFICATION PRIOR TO PROCEEDING. ANY WORK INSTALLED PRIOR TO
AND/OR IN CONFLICT WITH SUCH CLARIFICATION SHALL BE CORRECTED BY THE
CONTRACTOR AT HIS EXPENSE AND AT NO ADDITIONAL COST TO THE OWNER.
5.THE PRECISE DIMENSIONS AND LOCATIONS OF ALL DOOR AND WINDOW
OPENINGS, INTERIOR AND EXTERIOR WALLS SHALL BE DETERMINED FROM THE
ARCHITECTURAL DRAWINGS. OTHER FLOOR, WALL AND ROOF OPENINGS AS
REQUIRED FOR MECHANICAL, ELECTRICAL AND/OR SIMILAR REQUIREMENTS
SHALL BE VERIFIED FROM SHOP DRAWINGS, EQUIPMENT DATA, ETC. AS
REQUIRED.
6.FLOOR AND WALL OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB
ELEVATIONS, DEPRESSED AREAS, AND ALL OTHER ARCHITECTURAL,
MECHANICAL, ELECTRICAL, AND/OR CIVIL REQUIREMENTS MUST BE
COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION.
7.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION AND
COORDINATION WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL,
PLUMBING, FIRE SPRINKLER DRAWINGS,AND ALL OTHER RELATED DRAWINGS.
THE CONTRACTOR IS RESPONSIBLE FOR THE AND ALL OTHER RELATED
DRAWINGS.
8.IN ALL CASES WHERE A CONFLICT MAY OCCUR SUCH AS BETWEEN ITEMS
INCLUDED IN THE SPECIFICATIONS AND NOTES ON THE DRAWINGS, OR BETWEEN
GENERAL NOTES AND SPECIFIC DETAILS, THE ENGINEER SHALL BE NOTIFIED AND
HE WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.
9.ALL MATERIALS SHALL BE FURNISHED AS SHOWN HEREIN UNLESS ALTERNATES
ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER AND STRUCTURAL
ENGINEER OF RECORD.
10.ANY REFERENCE TO THE WORDS APPROVED OR APPROVAL IN THESE
DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW
AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUBCONTRACTORS OF
ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR
SPECIFICATION.
11.WHERE A DETAIL, SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL
APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS NOTED OTHERWISE.
DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY
INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING
OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF
CONSTRUCTION.
12.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE
RESPONSIBILITY OF THE DISCIPLINES WHO MAKE THESE ATTACHMENTS. REVIEW
AND COORDINATE ALL THE REQUIREMENTS IN THE ARCHITECTS PROJECT
SPECIFICATION AS APPLICABLE.
13.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING
UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWING OR NOT, AND TO
PROTECT THEM FROM DAMAGE. REPAIR AND REPLACEMENT OF SAID WORK
SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
14.VIBRATIONAL EFFECTS OF MECHANICAL AND/OR ANY OTHER EQUIPMENT HAVE
NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER.
15.UNLESS NOTED OTHERWISE, ELEVATIONS SHOWN ON THE STRUCTURAL
DRAWINGS ARE TO THE TOP OF BEAMS AND FOUNDATIONS. BEAMS DENOTED AS
"DROP" HAVE THE TOP OF BEAM AT THE HEIGHT OF THE TOP PLATE. BEAMS
DENOTED AS "FLUSH" HAVE THE BOTTOM OF BEAM AT THE HEIGHT OF THE TOP
PLATE, U.N.O.
5.LUMBER GRADES ( U.N.O. )
6X & 8X POSTS/BEAMS/HEADERS: #1 DFL
4X POSTS/BEAMS/HEADERS: #2 DFL
2X JOISTS/RAFTERS: #2 DFL
STUDS: D.F.L. STUD GRADE (UP TO 9'-0"), D.F.L. #2 (HIGHER THAN 9'-0")
TOP PLATES & MUD SILLS: D.F.L. CONSTRUCTION GRADE,#2, OR BETTER.
6.TYPICAL FLOOR SHEATHING
23/32" APA RATED STURD-I-FLOOR T&G EXP I (OR OSB) WITH MIN.
SPAN RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS
OF USE
B.N.:10D COMMON NAILS AT 6" O.C.
E.N.:10D COMMON NAILS AT 6" O.C.
F.N.:10D COMMON NAILS AT 12" O.C.
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING
ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. APPLY GLUE IN
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE
USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE
QUICK DRIVE SCREWS (ICC-ER-1472), MIN 2" LONG @ 6" O.C. B.S., @ 6" O.C. E.S.
AND 12" O.C. F.S.
7.TYPICAL ROOF SHEATHING DOC PS1 OR DOC PS2.
15/32" APA RATED SHEATHING EXP 1 (OR OSB) WITH A MIN. PANEL INDEX OF 32/16.
REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE.
B.N.:8D COMMON NAIL AT 6" O.C.
E.N.:8D COMMON NAIL AT 6" O.C.
F.N.:8D COMMON NAIL AT 12" O.C.
NOTE*: ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE
FOLLOWING APPROVED AGENCIES, APA, PFS/TECO OR PITTSBURG.
SHEAR WALL NOTES:
1.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 INCHES NOMINAL OR WIDER, AND NAILS
SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
2.WHERE SHEAR DESIGN VALUES EXCEED 350 PLF., ALL FRAMING MEMBERS RECEIVING
EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH
NOMINAL MEMBER, OR TWO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER IN
ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE
STAGGERED IN ALL CASES. SEE SECTION 2305.3.11 FOR SILL PLATE SIZE AND ANCHORAGE
REQUIREMENTS. NAILS SHALL BE PLACED NOT LESS THAN 1/2" EDGE DISTANCE FROM THE
PANEL EDGES AND 3/8" FROM THE EDGE OF THE CONNECTING
MEMBERS.
3.ANCHOR BOLTS FOR SHEAR WALLS SHALL INCLUDE STEEL PLATE WASHERS, A MINIMUM
OF 0.229 INCHES BY 3 INCHES BY 3 INCHES IN SIZE, BETWEEN THE SILL PLATE AND NUT.
ANCHOR BOLTS:
1.MINIMUM 5/8"Ø STEEL BOLTS EMBEDDED 7" @ 48" O.C. INTO THE FOUNDATION WITH
MINIMUM 3" S.Q x 0.25" PLATE WASHER FOR THE ANCHOR BOLTS. MINIMUM EDGE DISTANCE
1-7/8" AND WITHIN 12" OF EACH END OF EACH PLATE.
2.ALL SHEAR HARDWARE AND ANCHOR BOLTS W/ NON-STANDARD SPACING ARE TO BE FIXED
IN PLACE FOR THE FOUNDATION INSPECTION.
3.FASTENERS FOR PRESERVATIVE-TREATED SHALL BE NOT DIPPED ZINC-COATED
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
4.A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT TO
THE PLATE.
5.HOLDOWN CONNECTORS BOLTS HOLES SHALL NOT BE MORE THAN 1/16" OVERSIZED AT
THE CONNECTOR OF THE HOLD DOWN TO THE POST.
6.HOLD DOWN CONNECTORS SHALL BE RE-TIGHTENED JUST PRIOR TO COVERING THE WALL
FRAMING.
7.ALL FOUNDATIONS SHALL BEAR UPON LIKE MATERIAL.
8.FINAL SOILS / AS-GRADED REPORT WILL BE REQUIRED AT FOUNDATION / SLAB INSPECTION.
NAILING SCHEDULE: (TABLE R602.3(1) W/ FOOT NOTES 2022 CRC)
ITEM DESCRIPTION OF BUILDING
ELEMENTS
NUMBER AND TYPE OF
FASTENERa, b, c
SPACING AND
LOCATION
1 Blocking between ceiling joists or
rafters to top plate
4-8d box (2 1/2″ × 0.113″) or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Toe nail
2 Ceiling joists to top plate
4-8d box (2 1/2″ × 0.113″); or 3-8d
common 2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Per joist, toe nail
3
Ceiling joist not attached to parallel
rafter, laps over partitions [see
Sections R802.3.1, R802.3.2 and
Table R802.5.1(9)]
4-10d box (3″ × 0.128″); or 3-16d
common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
Face nail
4
Ceiling joist attached to parallel rafter
(heel joint) [see Sections R802.3.1
and R802.3.2 and Table R802.5.1(9)]
Table R802.5.1(9)Face nail
5 Collar tie to rafter, face nail or 11/4″ ×
20 ga. ridge strap to rafter
4-10d box (3″ × 0.128″); or 3-10d
common (3″ × 0.148″);
or 4-3″ × 0.131″ nails
Face nail each rafter
6 Rafter or roof truss to plate
3-16d box nails (3 1/2″ × 0.135″);
or 3-10d common nails (3″ × 0.148″);
or 4-10d box (3″ × 0.128″);
or 4-3″ × 0.131″ nails
2 toe nails on one
side and 1 toe nail on
opposite side of each
rafter or truss
7
Roof rafters to ridge, valley
or hip rafters or roof rafter to
minimum 2″ ridge beam
4-16d (3 1/2″ × 0.135″); or 3-10d
common (3 1/2″ × 0.148″); or 4-10d box
(3″ × 0.128″); or 4-3″ × 0.131″ nails
Toe nail
3-16d box 3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
End nail
WALL
8 Stud to stud (not at braced wall
panels)
16d common (3 1/2″ × 0.162″)24″ o.c. face nail
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails 16″ o.c. face nail
9
Stud to stud and abutting studs at
intersecting wall corners (at braced
wall panels)
4-10d box (3″ × 0.128″); or 3-16d
common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
12″ o.c. face nail
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
10 Built-up header (2″ to 2″ header with
1/2″ spacer)
16d common (3 1/2″ × 0.162″)16″ o.c. each edge
face nail
16d box (3 1/2″ × 0.135″)12″ o.c. each edge
face nail
11 Continuous header to stud
5-8d box (2 1/2″ × 0.113″);
or 4-8d common (2 1/2″ × 0.131″);
or 4-10d box (3″ × 0.128″)
Toe nail
12 Top plate to top plate
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails 12″ o.c. face nail
13
Double top plate splice for SDCs
A-D2 with seismic braced wall line
spacing < 25'
8-16d common (3 1/2″ × 0.162″); or
12-16d box (3 1/2″ × 0.135″); or 12-10d
box (3″ × 0.128″); or 12-3″ × 0.131″ nails
Face nail on each
side of end joint
(minimum 24″ lap
splice length each
side of end joint)Double top plate splice SDCs D0, D1,
or D2; and braced wall line spacing ≥
25'
12-16d (3 1/2″ × 0.135″)
14
Bottom plate to joist, rim joist, band
joist or blocking (not at braced wall
panels)
16d common (3 1/2″ × 0.162″)16″ o.c. face nail
16d box (3 1/2″ × 0.135″);
or 3″ × 0.131″ nails 12″ o.c. face nail
15
Bottom plate to joist, rim joist, band
joist or blocking (at braced wall
panel)
3-16d box (3 1/2″ × 0.135″);
or 2-16d common (3 1/2″ × 0.162″);
or 4-3″ × 0.131″ nails
3 each 16″ o.c. face
nail 2 each 16″ o.c.
face nail 4 each 16″
o.c. face nail
16 Top or bottom plate to stud
4-8d box (2 1/2″ × 0.113″); or 3-16d box
(3 1/2″ × 0.135″); or 4-8d common
(2 1/2″ × 0.131″); or 4-10d box (3″ ×
0.128″); or 4-3″ × 0.131″ nails
Toe nail
3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
End nail
17 Top plates, laps at corners and
intersections
3-10d box (3″ × 0.128″); or 2-16d
common (3 1/2″ × 0.162″);
or 3-3″ × 0.131″ nails
Face nail
18 1″ brace to each stud and plate
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 2-10d box
(3″ × 0.128″); or 2 staples 1 3/4″
Face nail
19 1″ × 6″ sheathing to each bearing
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 2-10d box
(3″ × 0.128″); or 2 staples, 1″ crown,
16 ga., 1 3/4″ long
Face nail
20 1″ × 8″ and wider sheathing to each
bearing
3-8d box (2 1/2″ × 0.113″); or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3 staples,
1″ crown, 16 ga., 1 3/4″ long Face nailWider than 1″ × 8″ 4-8d box (2 1/2″ ×
0.113″); 3-8d common (2 1/2″ × 0.131″);
or 3-10d box (3″ × 0.128″); or 4 staples,
1″ crown, 16 ga., 1 3/4″ long
FLOOR
21 Joist to sill, top plate or girder
4-8d box (2 1/2″ × 0.113″); or 3-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 3-3″ × 0.131″ nails
Toe nail
22 Rim joist, band joist or blocking to sill
or top plate (roof applications also)
8d box (2 1/2″ × 0.113″)4″ o.c. toe nail
8d common (2 1/2″ × 0.131″);
or 10d box (3″ × 0.128″);
or 3″ × 0.131″ nails
6″ o.c. toe nail
23 1″ × 6″ subfloor or less to each joist
3-8d box (2 1/2″ × 0.113″); or 2-8d
common (2 1/2″ × 0.131″); or 3-10d box
(3″ × 0.128″); or 2 staples, 1″ crown,
16 ga., 1 3/4″ long
Face nail
24 2″ subfloor to joist or girder 3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″)Blind and face nail
25 2″ planks
(plank & beam—floor & roof)
3-16d box (3 1/2″ × 0.135″); or 2-16d
common (3 1/2″ × 0.162″)
At each bearing, face
nail
26 Band or rim joist to joist
3-16d common (3 1/2″ × 0.162″) 4-10
box (3″ × 0.128″), or 4-3″ × 0.131″ nails;
or 4-3″ × 14 ga. staples, 7/16″ crown
End nail
27 Built-up girders and beams, 2-inch
lumber layers
20d common (4″ × 0.192″)
Nail each layer as
follows: 32″ o.c. at top
and bottom and
staggered.
10d box (3″ × 0.128″);
or 3″ × 0.131″ nails
24″ o.c. face nail at
top and bottom
staggered on
opposite sides
And: 2-20d common (4″ × 0.192″);
or 3-10d box (3″ × 0.128″);
or 3-3″ × 0.131″ nails
Face nail at ends and
at each splice
28 Ledger strip supporting joists or
rafters
4-16d box (3 1/2″ × 0.135″); or 3-16d
common (3 1/2″ × 0.162″); or 4-10d box
(3″ × 0.128″); or 4-3″ × 0.131″ nails
At each joist or rafter,
face nail
29 Bridging to joist 2-10d (3″ × 0.128″)Each end, toe nail
ITEM DESCRIPTION OF BUILDING
ELEMENTS
NUMBER AND TYPE OF FASTENER a,
b, c
SPACING OF
FASTENERS
Edges
(inches)h
Intermediat
e supports
c, e (inches)
Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing
to framing [see Table R602.3(3) for wood structural panel exterior wall sheathing to wall framing]
30 3/8″ – 1/2″
6d common (2″ × 0.113″) nail
(subfloor, wall) 8d common
(21/2″ × 0.131″) nail (roof)
6 12f
31 19/32″ – 1″8d common nail (21/2″ × 0.131″)6 12f
32 11/8″ – 11/4″10d common (3″ × 0.148″) nail; or 8d
(21/2″ × 0.131″) deformed nail 6 12
Other wall sheathing
33 1/2″ structural cellulosic fiberboard
sheathing
1 1/2″ galvanized roofing nail, 7/16″ head
diameter, or 1″ crown staple 16 ga., 1
1/4″ long
3 6
34 25/32″ structural cellulosic fiberboard
sheathing
1 3/4″ galvanized roofing nail, 7/16″ head
diameter, or 1″ crown staple 16 ga., 1
1/4″ long
3 6
35 1/2″ gypsum sheathingd
1 1/2″ galvanized roofing nail; staple
galvanized, 1 1/2″ long; 1 1/4″ screws,
Type W or S
7 7
36 5/8″ gypsum sheathingd
1 3/4″ galvanized roofing nail; staple
galvanized, 1 5/8″ long; 1 5/8″ screws,
Type W or S
7 7
Wood structural panels, combination subfloor underlayment to framing
37 3/4″ and less 6d deformed (2″ × 0.120″) nail; or 8d
common (2 1/2″ × 0.131″) nail 6 12
38 7/8″ – 1″8d common (2 1/2″ × 0.131″) nail; or 8d
deformed (2 1/2″ × 0.120″) nail 6 12
39 1 1/8″ – 1 1/4″10d common (3″ × 0.148″) nail; or 8d
deformed (2 1/2″ × 0.120″) nail 6 12
1.REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318,
AND CRSI'S MANUAL OF STANDARD PRACTICE.
2.REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE
STEEL) AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN
SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE
PLANS.
3.WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL
BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF
EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2
INCHES.
4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO
THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
CONDITION COVER
A. CAST AGAINST AND PERMANENTLY EXPOSED
TO EARTH 3"
B. EXPOSED TO EARTH OR WEATHER
(INCLUDING SLABS ON GRADE)
#6 AND LARGER 2"
#5 AND SMALLER 1 1/2"
C. NOT EXPOSED TO WEATHER OR
IN CONTACT WITH SOIL:
1. STRUCTURAL SLABS, WALLS w/
#11 BARS AND SMALLER 3/4"
#14 BARS AND LARGER 1 1/2"
2. BEAMS, COLUMNS 1 1/2"
5.LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE
PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED
6.MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC
APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.
7.ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY
BARS IN A MANNER THAT MAY DAMAGE REINFORCING.
8.REINFORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON
CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING
CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND
APPROVAL.
9.TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE
6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB
OVER THE TOP OF THE FLUTE OF THE METAL DECK.
10.ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO
PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER
MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT
OF CONCRETE.
11.DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,
SIZE AND SPACING AS THE MAIN REINFORCING, UNO.
12.CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
COATED WHEN RESTING ON EXPOSED SURFACES.
1.CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST
EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION
DOCUMENTS.
2.PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
3.AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR
LOWSHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE
FORLIGHTWEIGHTCONCRETE SHALL CONFORM TO ASTM C-330
4.DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN
MIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
5.CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS
NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY
REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME.
6.CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND
SHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
7.ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS
SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
8.THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c:
a. ALL LOCATIONS, U.N.O: MIN 4500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS
REQUIRED WHEN f'c > 4500 PSI.
b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT:
4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT:
4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
9.TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE
WITH ASTM C94.
10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI
305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF
CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB
CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF
CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY
WORK.
12.MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE
BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOW ABILITY/WORKABILITY. THE
SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S
RECOMMENDATIONS.
1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH CONFORMING TO WEST
COAST LUMBER INSPECTION BUREAU GRADING RULES #17. MOISTURE CONTENT NOT
TO EXCEED 19% AT TIME OF CONSTRUCTION.
2.WOOD-BASED STRUCTURAL USE PANELS SHALL MEET THE REQUIREMENTS OF DOC
PS 2-10. STRUCTURAL SHEATHING MAY BE EITHER OSB OR PLYWOOD.
3.STRUCTURAL COMPOSITE LUMBER (SCL) SHALL CONFORM TO THE MANUFACTURER'S
ICC REPORT IN COMPLIANCE WITH THE GOVERNING BUILDING CODE FOR THE
PROJECT LISTED.
4.ENGINEERED GLU-LAM BEAMS SHALL BE INSPECTED AND AN A.I.T.C. CERTIFICATE OF
COMPLIANCE SHALL BE PROVIDED TO THE INSPECTOR PRIOR TO INSTALLATION. ALL
GLU-LAM BEAMS SHALL BE FABRICATED WITH WATERPROOF GLUE WITH STANDARD
CAMBER U.N.O.
5.GLU-LAM BEAMS MAY NOT BE SUBSTITUTED FOR STRUCTURAL COMPOSITE LUMBER
(SCL) BEAMS UNLESS WRITTEN AUTHORIZATION IS PROVIDED BY THE ENGINEER OF
RECORD.
6.ALL WOOD FRAMING MEMBERS DIRECTLY AGAINST CONCRETE OR MASONRY
INSTALLED IN A DRY OR ENCLOSED ENVIRONMENT SHALL BE PRESSURE TREATED
DOUG-FIR TREATED WITH SODIUM BORATE (SBX/DOT). CORROSION RESISTANT
CONNECTORS ARE NOT REQUIRED WITH SODIUM BORATE TREATED LUMBER. IF
OTHER TREATMENTS ARE USED, GALVANIZED FASTENERS PER "FASTENER
REQUIREMENTS" NOTE 3 ARE REQUIRED.
7.LUMBER GRADE STAMPS ARE TO REMAIN IN PLACE AFTER INSTALLATION WHERE
POSSIBLE.
8.LUMBER GRADES ARE TO BE AS FOLLOWS:
STUDS UP TO 10'-0"..............................................................................................STUD GRADE
STUDS OVER 10'-0".............................................................................................................DF #2
BLOCKING............................................................................................STANDARD OR BETTER
PLATES & SILL.....................................................................................STANDARD OR BETTER
TOP PLATES........................................................................................................................DF #2
4X4 BEAMS/POSTS.............................................................................STANDARD OR BETTER
4X6 THROUGH 4X12BEAMS/POSTS.................................................................................DF #2
4X14BEAMS/POSTS.............................................................................................................DF#1
6X & LARGER BEAMS/POSTS............................................................................................DF #1
2X RAFTER/JOIST...............................................................................................................DF #2
9.UTILITY GRADE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE.
10.THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH
CURRENT
APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL
PROPERTIES:
FOR "LVL" & "PSL" BEAMS:
Fb = 2900 psi (MIN), Fv = 290 psi (MIN), E = 2.0 x 106 psi (MIN).
FOR "LSL" BEAMS/HEADERS:
Fb = 2325 psi (MIN), Fv = 400 psi (MIN), E = 1.55 x 106 psi (MIN).
FOR MANUFACTURED RIM BOARD WITH MIN 1 1/4" THICK, CONTINUOUSLY SUPPORTED
BY WALL , AND MATCHES JOIST DEPTH:
Fc I (PERPENDICULAR)........ = 680 psi (MIN)
Fc // (PARALLEL)..................... = 1400 psi (MIN)
Ft = 1075 psi (MIN), E = 1.3 x 106 psi (MIN)
GLU-LAM BEAM SHALL BE 24F-V4, DF/DF
Fb = 2400 psi @ BOTTOM, Fb = 1850 psi @ TOP
Fv = 265 psi (MIN), E = 1.8 x 106 psi (MIN).
11.ROOF SHEATHING SHALL BE 15/32" APA RATED SHEATHING EXP 1 WITH A SPAN
RATING OF 24/0 WITH 8D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 12" O/C
FIELD NAILING.
12.FLOOR SHEATHING SHALL BE 23/32" APA RATED SHEATHING EXP 1 WITH A MINIMUM
SPAN RATING OF 48/24 WITH 10D NAILS AT 6" O/C AT EDGES AND BOUNDARIES AND 10"
O/C FIELD NAILING.
FOUNDATION
1.THE FOUNDATION DESIGN IS BASED UPON CHAPTER 4 C.R.C. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR ALL REQUIREMENTS THEREIN AND MAINTAIN A COPY
ON THE JOB SITE AT ALL TIMES.
2.THE ENGINEER OF RECORD MUST BE INFORMED OF ANY CHANGES IN DESIGN
CRITERIA MADE BY ANY SOILS GEOLOGIST IN THE COURSE OF CONSTRUCTION.
3.ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON FIRM UNDISTURBED NATURAL
SOILS OR APPROVED COMPACTED FILL. CONTRACTOR TO PROVIDE BUILDING
INSPECTOR WITH COMPACTION REPORTS AND/OR WRITTEN APPROVAL OF
COMPACTED FILL FROM A SOIL GEOLOGIST FOR ANY REQUIRED FILL.
4.ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM
DENSITY OF 90% OF THE MAXIMUM OBTAINABLE IN ACCORDANCE WITH ASTM D 1557.
5.ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS SHALL
BE INSPECTED AND APPROVED BY THE CITY BUILDING INSPECTOR BOTH PRIOR TO,
AND AFTER PLACEMENT OF REINFORCEMENT. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL
SECTIONS DURING EXCAVATION AND FOR FORMING AND PLACEMENT OF CONCRETE.
6.THE CONTRACTOR SHALL INFORM THE ARCHITECT AND ENGINEER OF THE LOCATION
OF EXISTING UTILITIES AND COMMENCE WORK ONLY AFTER WRITTEN APPROVAL
FROM THE ARCHITECT.
7.ALL RETAINING WALLS HAVE BEEN DESIGNED AS A FREE DRAINING CONDITION.
DESIGN FOR THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE
REQUIREMENTS OF THE SOILS REPORT.BACK FILL AGAINST WALLS SHALL BE PLACED
EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED.
8.FOOTING WITH MINIMUM REINFORCEMENT OF: 2#4 @ TOP & 2#4 @ BOTTOM. OR U.N.O
9.EXISTING FOOTING : USE EPOXY FOR A.B. WITH SAME LENGTH AS REGULAR BOLTS
WITH SPECIAL INSPECTION.
GENERAL
1.ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN
ACCORDANCE WITH BUILDING CODE, CHAPTER 21.
MATERIALS
2.ALL MATERIALS MAKING UP FINISHED CONCRETE MASONRY CONSTRUCTION SHALL
CONFORM TO STANDARDS REQUIRED BY BUILDING CODE SEC. 2103.
3.MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270
AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR
MASONRY STRUCTURES (TMS 602-16).
4.GROUT SHALL COMPLY WITH ARTICLE 2.2 OF TMS 602-16 AND SHALL ATTAIN A
MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 1500 PSI OR THE REQUIRED
COMPRESSION, F'M, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF
GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019.
5.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD BEARING
CONCRETE MASONRY UNITS. CONCRETE BRICK SHALL CONFORM TO ASTM C55,
SPECIFICATIONS FOR CONCRETE BUILDING BRICK.
6.GRADE N CONCRETE BRICKS ARE FOR USE AS ARCHITECTURAL VENEER AND
FACING, LIMITED TO IN EXTERIOR WALLS.
7.GRADE S CONCRETE BRICKS ARE FOR GENERAL USE WHERE MODERATE STRENGTH
AND RESISTANCE TO FROST ACTION AND MOISTURE PENETRATION IS REQUIRED.
STRENGTH
8.THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, F'M, SHALL BE 2000 PSI,
UNLESS NOTED OTHERWISE. IF HIGHER F'M IS NOTED, IT SHALL BE VERIFIED BY
PRISM TESTS AS REQUIRED IN ARTICLE 1.4 SPECIFICATION OF MASONRY
STRUCTURES (TMS 602-16).
9.REINFORCING STEEL SHALL CONFORM TO ASTM A615. GRADE 40 FOR SIZES #3 AND
GRADE 60 FOR SIZES #4 AND LARGER.
SPECIAL INSPECTION
10.SPECIAL INSPECTION FOR CONCRETE MASONRY CONSTRUCTION SHALL BE CARRIED
OUT IN ACCORDANCE WITH BUILDING CODE SECTION 1704 AND REQUIREMENTS IN
SPECIAL INSPECTION TABLES ON SHEET SN-1. MASONRY COMPRESSIVE STRENGTH,
F'M SHALL BE VERIFIED BY UNIT STRENGTH METHOD OR PRISM TEST METHOD PRIOR
TO AND DURING CONSTRUCTION AS DESCRIBED IN ARTICLE 1.4 SPECIFICATION FOR
MASONRY STRUCTURES (TMS 602-16).
1.SOILS
SOILS ALLOWABLE DESIGN VALUES IS 1500 PSF,
2.BUILDING CODE - 2022 CALIFORNIA BUILDING CODE
3.DESIGN LOADS:
4.LATERAL LOADS:
ROOF LOAD
DEAD LOAD = 20 PSF
LIVE LOAD = 20 PSF
TOTAL = 40 PSF
RISK CATEGORY: II
SEISMIC DESIGN CATEGORY: D
SEISMIC IMPORTANCE FACTOR (I) = 1.0
SITE CLASS = D
WIND SPEED:95 MPH
WIND EXPOSURE:C
Ss:1.315
S1:0.468
Csy:0.113
Ry:6.5
Csx:0.113
RX: 6.5
DESIGN CRITERIA
SHEET INDEX
No.SHEET NO.SHEET NAME
1 S0.0 - GENERAL STRUCTURAL NOTES.
2 S0.1 - TYPICAL DETAILS.
3 S1.0 - FOUNDATION & FRAMING PLAN.
4 SD1 - STRUCTURAL DETAILS.
BASIC SEISMIC FORCE RESISTING SYSTEM: PLYWOOD SHEAR WALL
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
TYPE
ALLOWABLE
SHEAR
(PLF)
1
2
3
4
5
260 PLF
380 PLF
490 PLF
640 PLF
800 PLF
3/8" APA STRUCT. RATED PLYWOOD
(or OSB) WITH 8d COMMON NAILS AT 6"
O.C. EDGES AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD
(or OSB) WITH 8d COMMON NAILS AT 4"
O.C. EDGES AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD
(or OSB) WITH 8d COMMON NAILS AT 3"
O.C. EDGES AND 12" O.C. FIELD
3/8" APA STRUCT. RATED PLYWOOD
(or OSB) WITH 8d COMMON NAILS AT 2"
O.C. EDGES AND 12" O.C. FIELD
15/32" APA STRUCT I. RATED PLYWOOD
WITH 10d COMMON NAILS AT 2" O.C.
EDGES AND 12" O.C. FIELD
PANEL
SILL PLATE
NAILING
(16D SINKER)
6" O.C., OR
A35 @ 24"
O.C.
4" O.C., OR
A35 @ 16"
O.C.
3" O.C., OR
A35 @ 12"
O.C.
2" O.C., OR
A35 @ 10"
O.C.
(2)3" O.C., OR
A35 @ 6" O.C.
FRAMING CLIP
A35's,LS50's
OR LTP4's.
16" O.C.
12" O.C.
8" O.C.
6" O.C.
5" O.C.
5/8" Ø
A.B.
SPC'G
48"
42"
36"
24"
18"
SHEAR WALL SCHEDULE
5
4
3
1
2
R E V I S I O N
11122 BIXLER CIR.,
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
GARDEN GROVE, CA92840
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
PBD, INC.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY
PBD, INC.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25655
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
01/30/2026
2
C
A
R
G
A
R
A
G
E
C
O
N
V
E
R
T
T
O
A
D
U
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
1
2
9
N
H
a
t
h
a
w
a
y
S
t
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
5
01/30/2026 BLDG CMNT.
DATE BY
GE
N
E
R
A
L
ST
R
U
C
T
U
R
A
L
N
O
T
E
S
S0.0
02/06/26
5
4
3
1
2
R E V I S I O N
11122 BIXLER CIR.,
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
GARDEN GROVE, CA92840
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
PBD, INC.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY
PBD, INC.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25655
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
01/30/2026
2
C
A
R
G
A
R
A
G
E
C
O
N
V
E
R
T
T
O
A
D
U
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
1
2
9
N
H
a
t
h
a
w
a
y
S
t
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
5
01/30/2026 BLDG CMNT.
DATE BY
1
2
3
4
6
TYPICAL FLOOR/ROOF OPENING DETAIL
PROVIDE EDGE NAILING TO
ALL EDGES OF OPENING.
DOUBLE JOIST OR RAFTER
EACH SIDE OF OPENINGPER SCHEDULE
SIMPSON HANGER
BLOCKING WHERE
(PROVIDE FILLER
REQUIRED)NOTE:
JOIST OR RAFTER
SEE PLAN
OPENING
SEE PLAN
BEAM OR GIRDER
8'-0" MAX.
4'
-
0
"
M
A
X
.
CEILING JOIST PARALLEL TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
STUDS WALL
CEILING JOIST PERPENDICULAR TO WALL
NEW CEILING JOIST
PER PLAN.
2x8 LEDGER
w/ (2) 16d'S NAIL @ 16"
OC INTO STUDS
SIMPSON HANGER JOIST.1/2" DRYWALL AT
BOTTOM OF
CEILING JOISTS
CEILING JOIST TO WALL DETAIL
PERPENDIULAR TO
ROOF FRAMING
PARALLEL TO
ROOF FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
1/
4
"
~
1
/
2
"
CL
R
.
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.
SIMPSON "DTC"
CLIP @48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
CEILING
JOIST
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL
9
10
11 STUD NOTCHING AND BORING
DBL. TOP PLATES
STUD, TYP.
BORED HOLE MAX.
DIAMETER 40%
OF STUD DEPTH
5/8 " MIN.
TO EDGE
NOTCH MUST
NOT EXCEED 25%
OF STUD DEPTH
BORED HOLES SHALL
NOT BE LOCATED IN
THE SAME CROSS
SECTION OF CUT OR
NOTCH IN STUD
IF HOLE IS BETWEEN 40%
AND 60% OF STUD DEPTH
THEN STUD MUST BE
DOUBLE AND NO MORE
THAN TWO SUCCESSIVE
STUDS ARE DOUBLE AND
SO BORED
25%
40%5/8 "
D
NOTCH/BORE
% OF STUD
2x4
STUDS
2x6
STUDS
2x8
STUDS
25%
40%
60%
7/8"
1-3/8"
2"
1-3/8"
2-1/8"
3-1/4"
1-3/4"
2-7/8"
4-1/4"
DBL. TOP PLATES
STUD, TYP.
BORED HOLE MAX.
DIAMETER 60%
OF STUD DEPTH
5/8" MIN.
BORED HOLES SHALL
NOT BE LOCATED IN
THE SAME CROSS
SECTION OF CUT OR
NOTCH IN STUD
TO EDGE
NOTCH MUST
NOT EXCEED 40%
OF STUD DEPTH
40%
60%
MIN.
D
D60%
MIN.D
D
D
60%D5/8 "
D
12
13 ROOF/FLOOR DIAPHRAGM LAYOUT
FIELD
NAILING
EDGE NAILING
AT ALL BLOCKED
EDGES
BLK'G. AT
DIAPHRAGM
EDGES
EDGE
NAILING
BLOKED
SHT'G.
UNBLOKED
SHT'G.
SHEATHING
ABOVE
FRAMING
MEMBERS
BELOW
FIELD
NAILING
EDGE
NAILING
NO EDGE
NAILING AT
UNBLOCKED
EDGES
NOTE:
1.SEE SHEET S0.0 EOR PLYWOOD THICKNESS, NAILING AND ADDITIONAL NOTES.
2.PANELS SHALL NOT BE LESS THAN 4 FT. X 8 ET. EXCEPT AT BOUNDARIES AND
CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSIONS SHALL BE 24" UNLESS
ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY FRAMING MEMBERS
OR BLOCKING.
3.LONG DIMENSION OF PLYWOOD SHALL RUN ACROSS (PERPENDICULAR TO) JOISTS
OR RAFTERS.
4.NAILS SHALL NOT BE DRIVEN THROUGH OUTER PLY.
5.BLOCKED SHT'G. (WHERE INDICATED) REQUIRES ALL PANELS EDGES TO RECEIVE
EDGE NAILING.
6.WHERE JOISTS OR RAFTERS LAP SPLICE OCCURS AND PLYWOOD JOINT IS
CONTINUOUS.
VENEER TO WOOD WALL
STEEL ANGLE SCHEDULE
SIZE
L4x3 1/2x3/8
L6x3 1/2x1/2
L7x4x5/8
8'-0"
14'-0"
16'-0"
EXTERIOR
SHEATHING
SEE ARCH. FOR
INSULATION AND
MEMBRANE
STUD WALL
PER PLAN
BEAM OR
HEADER
PER PLAN
1/2" DIA. LAG SCREW
@12" O.C. WITH 2.5"
MIN. EMBED TO BEAM
OR HEADER
LLV STEEL ANGLE SUPPORT 3'-6" VENEER
HEIGHT MAX AND NEED TO EXTENT AND
BEAR ON EACH SIDE OF OPENING 4" MIN.
SEE SCHEDULE FOR SIZE
FERO PAC-TIE WITH 2-#6 x 2" DECK
SCREW AND WASHERS AS FOLLOWS: -
TYPICAL AT 16" HORIZONTAL AND AT
24" VERTICAL - AROUND OPENINGS AT
12" HORIZONTAL AND AT 16" VERTICAL -
NOT MORE THAN 12" FROM EDGE OF
OPENINGS. - LOCATE ROW OF TIES
MAX 12" ABOVE BEARING LEVEL AND 8"
FROM TOP OF WALL.
ADD 9 GAUGE WIRE JOINT REINF. @24"
O.C. VERTICAL FOR BUILDING IN SEISMIC
DESIGN CATEGORIES C, D, E, F.OPENING
SPAN MAX.
DRILLING HOLES AND NOTCHING OF THE JOIST
D
13 SPAN
HOLES AND
NOTCHES ALLOWED
13 SPAN
HOLES AND
NOTCHES ALLOWED
13 SPAN
HOLES AND
NOTCHES ALLOWED
D/3 (RAFT. OR C.J.)
D/4 (FLOOR JOIST)
D/
6
D/
6
MIN.
12"D/
3
MI
N
.
2"
MI
N
.
2"
D
D/
4
ALTERNATE
BOTTOM NOTCH
NOTE:
1.DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN THE SAME 1/3 SPAN.
2.MAX. ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES PER 1/3 SPAN.
3.THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY
MUST BE SPECIFICALLY DETAILED.
4.NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED SEGMENTS OF JOISTS.
5.REFER TO MANUFACTURER'S RECOMMENDATIONS FOR NOTCHES AND HOLES WHERE
I-JOIST TRUSSES ARE USED.
6.ANY OVER CUTS ARE TO BE INCLUDED IN THE MAXIMUM NOTCH DEPTH DIMENSION.
JOIST SIZE MAX. NOTCH
DEPTH: D/4
MAX. NOTCH
DEPTH: D/6
MAX. SIZE
HOLE: D/3
2X6
2X8
2X10
2X10
2X14
1-3/8"
1-3/4"
2-1/4"
2-3/4"
3-1/4"
7/8"
1-1/8"
1-1/2"
1-7/8"
2-1/8"
1-1/2"
2-3/8"
3"
3-3/4"
4-3/8"
UPPER TOP
PLATE
3/8" TYP.
SHEAR WALL PENETRATIONS SHEAR WALL NAILING
SHEATHING
PER PLAN
FIELD NAILING
6"
M
I
N
.
HOLES TO BE
MIN. 6" FROM
PLATES, TYP.
FOR HOLES UP TO 16" SQ.,
PROVIDE BLKG. AND E.N.,
HOLES LESS THAN 5" SQ.
DO NOT REQUIRE BLKG. OR
E.N.
EDGE
NAILING PER
PLAN, TYP.
FRAMING MEMBER PER
SHEAR WALL SCHEDULE
1.SHEAR WALL EDGE NAILING TO HAVE MIN. EDGE DISTANCE OF 3/8".
2.WHEN SHEATHING IS NAILED TO TRIMMER, TRIMMER AND KING STUD TO BE STITCH NAILED TOGETHER WITH 16D'S, SPACING TO MATCH EDGE NAILING
OF SHEAR WALL.
3.SHEAR WALL PENETRATIONS ARE TO BE IN CONFORMANCE WITH THE DETAIL BELOW. LIMIT ONE PENETRATION GREATER THAN 5" SQUARE PER STUD
BAY. CUTS TO BE MINIMUM 16" FROM EDGE OF SHEAR WALL, ALL DIRECTIONS.
4.CONTACT ENGINEER OF RECORD FOR HOLES LARGER THAN 16" SQUARE.
5.TOTAL LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE TOTAL WALL LENGTH.
PRESSURE TREATED
SILL PLATE w/ A.B.'s PER
SHEAR WALL
SCHEDULE
HOLDOWN AS
OCCURS, TYP.
2x STUD TYP. MIN
3x POST AT SHEAR
WALL TYPES 1, 2 &
3.
SHEAR PANEL w/
E.N. PER PLAN,
MIN. WIDTH OF
PANEL = 16"
2x4 STUDS AT
16"O.C. TYP.,
U.N.O.
HDR. 6" DEEP & LESS PROVIDE
(2) 16d, TRIM. TO HDR., ADD (1)
16d FOR EA. ADD'L 2" OF DEPTH
USE LTP4 EA. SIDE WHEN
GREATER THAN 2x KING
POST
2x KING STUD AT NO
HOLDOWN CONDITION
OR POST PER PLAN AT
HOLDOWN CONDITION.
PER TABLE ABV.
HEADER PER PLAN
2x TRIM. U.N.O.
STITCH NAIL w/ 16d AT 6" o/c
AT SHEAR WALLS, 16d AT 12"
o/c AT NON-SHEAR WALLS
E.N. PER
SHEAR WALL
SCHEDULE
HOLDOWN AS
OCCURS
MIN. 1/8"
STAGGER AT
2" E.N.
FRAMING PLATE
E.N. INTO UPPER TOP PLATE
1/8"
3/8"3/8"
TYPICAL WALL FRAMING5
SHEAR WALL/ INTERSECTION
PLYWOOD AT
INTERSECTION w/ POST
POST AT PER PLAN
INTERSECTION w/o POST
16d @ 12" O.C.
OUTSIDE CORNER w/ POST
NOTE:
SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS,
ORIENTATIONS AND SCHEDULE REFERENCES
DOUBLE 2x, MIN.
OUTSIDE CORNER w/o POST
DOUBLE-SIDED WALL
POST AT PER PLAN
16d @ 12" O.C.16d @ 12" O.C.
FOR 2x STUD
20d @ 6" O.C.
FOR 3x STUD
PLY. CONT. THRU
WALL INTERSECTION
ATDOUBLE-SIDED
WALL
16d @ 12" O.C.
FOR 2x STUD
20d @ 6" O.C.
FOR 3x STUD
2x OR 3x STUD AS
REQ'D., TYP. PER
S.W. SCHED.
7
8WOOD SHEARWALL SILL PLATE ANCHORAGE
SHEARWALL
WHERE OCCURS
SILL PLATE ANCHORAGE
PER SHEARWALL SCHEDULE
CONCRETE SLAB OR
PRECAST PLANK
SHEARWALL SHEATHING SEE
PLAN AND SCHEDULE
PLATE WASHER
3 GA x 3 x 3- .229" MIN THICKNESS
12" MAX12" MAX
E.Q.E.Q.
2x4 SHEAR WALLS AND
ALL DOUBLE SIDED SHEAR WALLS
TYPICAL NON-BEARING PARTITION WALL
AT ROOF FRAMING DETAIL
PERPENDIULAR TO
TRUSS FRAMING
PARALLEL TO
TRUSS FRAMING
2x STUD SEE
ARCH'L FOR
SIZE AND
SPACING
1/
4
"
~
1
/
2
"
CL
R
.
CL
R
.
SIMPSON
"DTC" CLIP
@48"o.c.
CEILING
SEE ARCH'L
(2)2x TOP
~P'S
TRUSS
BOTTOM
CHORD
1/
4
"
~
1
/
2
"
2x6 BLOCKING
W/SIMPSON "LUS"
HANGER EA. END
SIMPSON "DTC"
CLIP @48"o.c.
TYPICAL NON-BEARING PARTITION WALL
AT SAWN LUMBER FRAMING DETAIL
FLOOR JOIST
PARALLEL TO WALL
FLOOR JOIST
PERPENDICULAR TO WALL
2x BLOCKING
@ 24"o.c.
(2)16d TOE
NAIL AT JOIST
TO PLATE
2x BLOCKING
(CONT.)(2)16d TOE NAIL
16d @ 24"o.c.16d @ 16"o.c.
TOP PLATE SPLICING, NOTCHING & BORING
STANDARD PLATE SPLICE CONDITION
ALL EXTERIOR, BEARING OR SHEAR WALLS, U.N.O. ON PLAN
PLATE SPLICE COND.
PER PLAN
NON-LAPPED
CHANNEL CONDITION
ALLOWABLE TOP PLATE NOTCHING AND BORING
ALL EXTERIOR BEARING OR SHEAR WALLS
2X UPPER
TOP-PLATE
(12)- 16d
P-NAIL (GUN)
EACH SIDE OF
SPLICE, U.N.O.
(ALT. CS16x36")^3
2X LOWER
TOP-PLATE
LOCATE
STUD AT
ALL SPLICES
TYPICAL
UPSIZED CONDITION WHERE
SPECIFICALLY INDICATED ON PLANS
ST OR MST TYPE STRAP
MUST BE PLACED ON
TOP OF UPPER PLATE
THE NUMBER OF SPLICES MAY BE
REDUCED BY NOT CUTTING PLATES
AT INTERIOR WALL INTERSECTIONS
THE NUMBER OF SPLICES MAY BE
REDUCED BY NOT CUTTING PLATES
AT INTERIOR WALL INTERSECTIONS
SHIM W(2) - 16d (AT 1X PLATE COND.
ONLY) FOR HEIGHT ADJUSTMENT
LTP4 PER
INTERSECTION
CONT. 2-2X
TOP PLTS.
EXTERIOR
WALL
1X OR 2X
PLATE
2X STUD
AT CHANNEL
EQ.EQ.
REQUIRED
TOP PALTE
SPLICE
(PER PLAN)
STANDARD
ST6224
MST48
CONT. DBL.
TOP PLATES
"NOTCH/BORE" DIMENSION OR +B2 B1
4,5
2,3
STRAP NOT REQUIRED STRAP REQUIRED
PLAN VIEW PLAN VIEW
ST6236
1 MIN. 1-1/4"
MIN. 1-3/4"
MIN. 2-5/8"
MIN. 3-1/2"
MIN. 2-3/4"
MIN. 1/2" to 1-1/4"
MIN. 1-3/8" to 2-5/8"
MIN. 1/2" to 1-3/4"
MIN. 2-3/8" to 3-1/2"
(1) - CS16
(1) - CS16
(1) - CS16
(1) - CS16
CALL ENGINEER
MAX.
2" .2"
TOP PLATES
"NOTCH/BORE"
CS16 W/(12)-8d
NAILS ON EACH SIDE
(WHERE REQ'D. BY
CHART ABOVE)NOTCH CONDITION BORE CONDITION
1
6"
A
A B1
B2
48" MINIMUM LAP
14
TY
P
I
C
A
L
D
E
T
A
I
L
S
S0.1
TYPICAL NOTCHED BEAMS
MATCH SLOPE OF ROOF
OVERALL BEAM DEPTH.
FLUSH BEAM
NOTCHED
AS SHOWN.
DBL.TOP PLATE,
DBM. BEAM OR POST.
MIN.5" FOR 14" DEEP
BEAM & MIN. 4" FOR 11 7/8"
DEEP BEAM. SEE PLANS
HIGHER HEEL STAND IS
REQ'D
02/06/26
FRAMING SCHEDULE
PAD SCHEDULE
PAD
2'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
SYM.
F2.0
2'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
3'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.
F2.5
F3.0
LEGEND
3'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F3.5
DESCRIPTIONSYM.
F2.0
POST OR TRIMMER AS NOTED
SDX
X
PAD NUMBER
DETAIL NUMBER
DETAIL SHEET NUMBER
DROP IN SLAB (VERIFY PRIOR TO
CONSTRUCTION)
SHEAR PANEL LENGTH AND NUMBER, STRAP & POST EACH THE END
SHEARWALL PER SHCEDULE & PLAN.
REFER TO SD-0 FOR PANEL TYPE, MIN. 2-2x4 @ EA. END.
INDICATES ROOF TRUSSES BY
TRUSS SUPPLIER
INDICATES FLOOR JOISTS BY JOIST SUPPLIER,OR U.N.O PER SCHEDULE &
PLAN
INDICATES DECK JOIST OR ROOF RAFTER PER SCHEDULE & PLAN
X BEAM NUMBER, REFER TO REPORT
CALCULATIONS
KEY NOTE NUMBER
BEARING WALL
CALIFORNIA FRAMING
XX
GREATE BEAM @ FOUNDATION SEE PLAN FOR SIZE
KEY NOTES
FJ
RR
RT
X NUMBER OF ANCHOR BOLTS
LINE OF 2X FLAT BLOCKING W/ EDGE NAIL. & CONTINUOUS CS16 STRAP OVER U.N.O.
SEE PLAN FOR NUMBER OF BAYS.
BLOCKED FLOOR DIAPHRAGM W/ 10d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
BLOCKED ROOF DIAPHRAGM W/ 8d's @ 4" O.C. B.N., 4" O.C. E.N. & 12" O.C. FIELD.
PROVIDE SOLID BLOCKING
TRUSS HANGER BY TRUSS SUPPLIER
CONTINUOUS FULL HT. BLKG. W/E.N. SEE PLANS FOR NUMBER OF BAYS ( U.N.O.)
1
2
3
4
5
6
EXISTING SLAB & FOOTING
INDICATES CEILING JOIST PER SCHEDULE & PLANCJ
NEW FOOTING
SYMBOL SIZE MAX. SPACING U.N.O
4'-0" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.0
4'-6" SQ. X 24" DEEP PAD W/ (3) #4 E.W.F4.5
NEW SLAB
CONSTRUCTION NOTES
1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS (S1.0 & S0.0) FOR
MORE INFORMATION.
2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS
AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF
RECORD IF DIFFERENT THAN PLANS.
3.AS AN ALTERNATE TO USING SIMPSON PRODUCTS OTHER CONNECTORS CAN BE
USED, AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER THAN
SIMPSON'S.
4.USE SIMPSON " IUS " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER
FRAMING MEMBERS (U.N.O.) AND " LUS " HANGERS FOR CONNECTION OF SOLID
JOISTS.
5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ROOF FRAMING LEVELS
(5B/SD2.0), UNO ON PLANS.
6.USE ST22 STRAP FOR LEDGER SPLICES, UNO.
7.USE (1)CS16 X 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL
RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES.
8.PLYWOOD IS APPLIED ON EITHER SIDE OF SHEAR WALLS
9.INTERIOR NON-BEARING WALLS MAY BE FRAMED WITH 2X STUDS AT 24" O.C.,
MAX.
10.HEARDER AT OPENING AT EXTERIOR & INTERIOR BEARING WALL SHOULD BE MIN.
4X6 ,U.N.O
11.HEADER AT NON-BEARING WALLS, USE 2X4 FOR OPENINGS UP TO 3'-0" MAX.,
(2)2X4 FOR OPENINGS UP TO 6'-0" MAX., 4X6 FOR OPENINGS UP TO 12'-0" MAX.,
(UNO).
12.2X6 WALL SHOULD BE AT PLUMPING WALL.
13.TOTAL MINIMUM NUMBER OF ANCHOR BOLTS. REQUIREMENTS. FOR NON-SHEAR
WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR
BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555.
14.FOUNDATION 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.SIMPSON SET-3G EPOXY ESR-4057 SPECIAL INSPECTION REQUIRED
24" O.C.CJ 2X10 CJ
X
X'-X"
(N) ENTRY (N) CONC
LAND'G
(N) BEDRM
(N) BA
(N) KITCH
(N) LIV'G RM
SH & POLE
(N) DINE IN
W/H
(E) BEDRM 3
(E) BEDRM 4
(E) BA 1
(E) BA 2
(E) KITCH
(E) ENTRY
(E) FAMILIY
ROOM
W/H
REF.
(E) HDR.
(E) HDR.
(E
)
H
D
R
.
(E) HDR.
(E) HDR.
(E
)
H
D
R
.
(E
)
H
D
R
.
(E
)
H
D
R
.
(E
)
H
D
R
.
(E
)
H
D
R
.
4X
6
4X
8
4X
6
4X
1
0
4X
6
(N) WALL
(E) WALL
WALL LEGEND
E
CJ
EXISTING ROOF SYSTEM
TO BE REMAINED,
VERIFY ON FIELD.
2
5'
-
0
"
15A
SD1
11
SD1
4X4
4X4
2
3'
-
9
"
11
SD1
4X4
15A
SD1
4X4
10
S0.1
TYP.
E
EXISTING ROOF SYSTEM
TO BE REMAINED,
VERIFY ON FIELD.
21
R1
(E
)
H
D
R
.
(N) ENTRY (N) CONC
LAND'G
(N) BEDRM
(N) BA
(N) KITCH
(N) LIV'G RM
SH & POLE
(N) DINE IN
W/H
(E) BEDRM 3
(E) BEDRM 4
(E) BA 1
(E) BA 2
(E) KITCH
(E) ENTRY
(E) FAMILIY
ROOM
W/H
REF.
(N) WALL
(E) WALL
WALL LEGEND
2
5'
-
0
"
2
3'
-
9
"
EXISTING FOOTING
ASSUMED 12" X12" ,
VERIFY ON FIELD.
EXISTING CONCRETE SLAB
HDUE
3
HDUE
3
2
5
SD1
2
SD1
5
SD1
4
SD1
HDUE
3
HDUE
3
2
5
SD1
2
SD1
5
SD1
9
SD1
TYP.
EXISTING CONCRETE SLAB
EXISTING FOOTING
ASSUMED 12" X12" ,
VERIFY ON FIELD.
APPLY TWO COATS OF REDGARD VAPOR BARRIER
(ICC-ESR #1413) OVER EXISTING SLAB
NOTE:
* VERIFY IN FIELD (E) FOOTING @ GARAGE DOOR
IF NOT, PROVIDE (N) 12" W X 24" D W/(2) #4 T&B.
** VERIFY (E) FOOTING AT GARAGE
IF NOT, PROVIDE (N) FOOTING 12"W X 14"D W/ (2) #4 T&B.
(**)
(*
*
)
(*
)
(*
*
)
(*
*
)
3
SD1
TYP.
16
SD1
TYP.
(**)
5
4
3
1
2
R E V I S I O N
11122 BIXLER CIR.,
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
GARDEN GROVE, CA92840
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
PBD, INC.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY
PBD, INC.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25655
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
01/30/2026
2
C
A
R
G
A
R
A
G
E
C
O
N
V
E
R
T
T
O
A
D
U
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
1
2
9
N
H
a
t
h
a
w
a
y
S
t
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
5
01/30/2026 BLDG CMNT.
DATE BY
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
FO
U
N
D
A
T
I
O
N
&
F
R
A
M
I
N
G
P
L
A
N
S1.0
FOUNDATION PLAN
SCALE : 1/4" = 1'-0"
1
1
1
ROOF PLAN A.D.U. (ROOF VENTS)
SCALE: 1/4" = 1'-0"
(*)
(**)
(**)
(**)
30" L #4 REBAR DOWELL
18" L #4 REBAR @ 18" O/C w/ EPOXY
1
AD1
2
AD1
02/06/26
5
4
3
1
2
R E V I S I O N
11122 BIXLER CIR.,
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
GARDEN GROVE, CA92840
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
PBD, INC.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY
PBD, INC.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25655
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
01/30/2026
2
C
A
R
G
A
R
A
G
E
C
O
N
V
E
R
T
T
O
A
D
U
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
1
2
9
N
H
a
t
h
a
w
a
y
S
t
.
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
5
01/30/2026 BLDG CMNT.
DATE BY
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
SD1
1
2
4
NEW EXTERIOR FOOTING
(2)#4 REBAR CONT.
T & B (U.N.O.).
STUD WALL
SHEAR PANEL WHERE OCCURS
WITH B.N. AT SILL PLATE
8"
MI
N
.
P.T.D.F. SILL PLATE
W/ ANCHOR BOLTS
PER 2/SD1.
(MIN. 5/8" DIAMETER @ 48" O.C.)
3"
W
PER SCHED.
#3 @ 24" O.C.
BENT 3' INTO SLAB
VAPOR BARRIER.
WHERE OCCURS
EXTEND 1.1/2"
INTO FTG.
SLOPE TO DRAIN
SCREED 26 GAUGE
@ STUCCO FINISH
F.G.
FOOTING DIMENSIONS
# OF
STORIES
W
WIDTH
D
DEPTH
1 12"24"
2 15"24"
MIN.4" THK. CONC. SLAB
w/ #4 @ 18" O.C. EA WAY
OVER 3" SAND
OVER 15 MIL. VAPOR BARRIER
OVER 4" AGGREGATES OF 1/2" OR LARGER
PRESATURATION TO
110% OF OPTIMUM
MOISTURE CONTENT.
90% COMPACTION OR
COMPACTED FILL BY
SOIL ENGINEER
D
M
I
N
.
PE
R
S
C
H
E
D
.
H
(2)#5 OR (3)#4
REBAR CONT.
AT MID WHEN H >32"
4"
INTERIOR PARTITION, TYP.
2x P.T D.F SILL PLATE
w/ 7 32"Øx312" SHOT PINS
@ 32" OC w/ 14 GA PER ICC-ESR 2138
. WASHERS AND FIRST 2 PINS PLACED
6" AND 10" FROM PLATE ENDS
CONCRETE SLAB
2x STUDS @ 16" OC
2x P.T D.F SILL PLATE
w/ 7 32"Øx312" SHOT PINS
@ 32" OC w/ 14 GA PER ICC-ESR 2138
. WASHERS AND FIRST 2 PINS PLACED
6" AND 10" FROM PLATE ENDS
CONCRETE SLAB
2x STUDS @ 16" OC
BEARING NONE SHEAR WALL
NONE BEARING
CONCRETE FOOTING
SIZE & REBARS
PER DETAIL 1/SD1
W
PER SCHEDULE
PE
R
S
C
H
E
D
U
L
E
SE
E
D
E
T
A
I
L
1
/
S
D
1
7
8TYP. REINFORCING DETAILS
BEND
R= 5(d) FOR #14 THRU #18
LAP SPLICE
STIRRUP
6(d
)
M
I
N
.
TIE OR HOOK
6(d
)
M
I
N
.
MADE COLD
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
OR
3
"
M
I
N
.
- ALL BENDS SHALL BE
STIRRUP ALT. 135° BENDS
- PUT CROSSTIE W/ EACH
D= 4(d) FOR #3 THRU #5
D= 6(d) FOR #6 THRU #8
OR
3
"
M
I
N
.
12
(
d
)
F
O
R
#
6
T
H
R
U
#
8
DI
M
E
N
S
I
O
N
DE
T
A
I
L
I
N
G
NOTES:
CROSSTIE
MEMBER BELOW, EXCLUDE
CONCRETE IS CAST IN THE
THAN 12 INCHES OF FRESH
BARS SO PLACED THAT MORE
FOR TOP BARS (HORIZONTAL
* INCREASE LENGTH BY 30%
WIRE TIE END
WALLS)
D D
48(d) MASONRY (U.N.O.)
48(d) * IN CONCRETE
90° BEND
8(d)
R
R= 4(d) FOR #9 THRU #11
R= 3(d) FOR #3 THRU #8
2 1/2" MIN.8(d)
180° BEND
R12
"
4(d) OR
4"
M
I
N
.
O
R
4"
M
I
N
.
O
R
6(d
)
STAIR OR RAMP ON GRADE
2"
#3 NOSING
TYPICAL
SEE ARCH. FOR TREAD
AND RISERS
6"
MIN
.
(2)#5 CONT.
#4@12
EACH WAY
#4@12
RAMP LINE
#4@12
1'-6"
2'-0"
1'-2"
1'
-
6
"
M
I
N
.
1'-6"
2'-0"
TYPICAL MANDATORY MINIMUM FORMWORK
(UNLESS FULLY FORMED)
CLEAN OUT
ON DWGS. +2"
WIDTH SHOWN
LAITANCE AND SCUM
HAS SET. REMOVE
AFTER CONCRETE
NOTE:
NOTE:
6"
MIN
11/2" MIN. STARTER WALL
REQUIRED FOR FOOTINGS
CURB OR STARTER WALL
BELOW GRADE
LC
APPLICABLE
FORMWORK
SPECIFICATIONS
2" PLANKING
FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEAT EXCAVATIONS
PROVIDED THE FOUNDATION TRENCH WALLS ARE STABLE AS DETERMINED BY THE
ARCHITECT (STRUCTURAL ENGINEER), SUBJECT TO THE APPROVAL OF THE DIVISION
OF THE STATE ARCHITECT, IN SUCH CASE. THE MINIMUM FORMWORK SHOWN ON THE
DRAWINGS IS MANDATORY TO INSURE CLEAN EXCAVATIONS IMMEDIATELY PRIOR TO
AND DURING THE PLACING OF CONCRETE.
STARTER WALL REQUIRED FOR ALL MASONRY OR CONCRETE WALLS.
STAKES NOT PERMITTED WITHIN FOOTING SECTION.
FORMWORK NOT PERMITTED BELOW GRADE UNLESS FULLY FORMED.
TYPICAL
6
5
3
9 RETROFIT FOR SHEAR WALL
EXIST. SLAB
5 8"Ø ALL-THREADED ROD,
7 8" DRILL BIT w/ SIMP. SET-3G
ESR-4057
w/ 3x3x0.229 PLATE WASHER
EXISTING SILL PLATE
7"
M
I
N
.
2" MIN. FOR 2X4 WALL
3 1/2 " MIN. FOR 2X6 WALL
NOTE:
SIMPSON SET-3G ESR-4057
SPECIAL INSPECTION REQUIRED
EXISTING STUD WALL
HOLD DOWN @ EXISTING FOOTING
NOTE:
SIMPSON SET-3G ESR-4057
SPECIAL INSPECTION REQUIRED
HUD2/HDU4/HDU5/
HDU8/HDU11
HOLDOWN
w/ SDS2.5 SCREWS
ANCHOR BOLT
PER SIMPSON CATALOGUE
OR 5 8"Ø ALL-THREADED ROD
7 8" DRILL BIT w/ SIMP.
SET-3G ESR-4057
SPECIAL INSPECTION REQUIRED
@ EXISTING FOOTING
EXISTING SLAB &
FOOTING
5/8"Ø ALL-THREADED ROD
w/ SIMP. SET-3G ESR-4057
2" MIN. FOR 2X4 WALL
3.5 " MIN. FOR 2X6 WALL
MI
N
.
l
e
PE
R
T
A
B
L
E
EXISTING SLAB &
FOOTING
7/8"Ø ALL-THREADED ROD
w/ SIMP. SET-3G ESR-4057
NEW PAD FOOTING AND
REINFORCING WHERE
OCCURS PER PLAN
3"
CL
R
.
SIMPSON
HOLDOWN
HDU8
HDU2
HDU4
THREADED
ROD
5/8"Ø
HDU5
5/8"Ø
5/8"Ø
7/8"Ø
MIN EMBED
(le)
13"
13"
13"
18"
2" MIN. FOR 2X4 WALL
3 1/2 " MIN. FOR 2X6 WALL
PAD CONDITION FOR HDU8, HDU11 AND CORNER
PAD CONDITION FOR HDU2, HDU4, HDU5
CAPACITY
3075#
4565#
5645#
7870#
MIN PAD
HDU11 1"Ø 20"11175#
24" SQX24" DEEP
36" SQX24" DEEP
MI
N
.
l
e
PE
R
T
A
B
L
E
24" SQX18" DEEP @ CORNER
24" SQX18" DEEP @ CORNER
NEW EXTERIOR FOOTING
AT EXISTING SLAB
P.T.D.F. SILL PLATE
W/ A.B. PER FOUND.
PLAN.
24
"
M
I
N
.
(2) # 4 BARS @ T & B.
PER PLAN.
3"
B.N.
NEW STUD WALL
EXSITING 4" THK.
CONC. SLAB
#4 BARS @ 18" OC
w/ 6" INTO E. FOOTING & 24"
INTO NEW FOOTING
w/ SIMPSON "SET-3G"
EPOXY,
ICC-ESR-4057.
NEW EXTERIOR FOOTING
NOTE:
SIMPSON SET-3G ESR-4057
SPECIAL INSPECTION REQUIRED
CONCRETE CURB
CONCRETE PAVING
1- #4 CONT.
8"
MI
N
.
CJ W/ 8-16d FACE NAILS
LARGER BLOCK (RIPPED TO CORRECT SIZE) FOR GAPS LARGER THAN 1".
USE FULL DEPTH BLKG. INSTALL LS70'S WHERE GAP EXCEEDS 1/4". USE NEXT
H1'S @ 24" O.C. MAY BE INSTALLED IN LIEU OF A35'S FOR SHEAR TRANSFER.
DROP BM. WHERE OCCURS
HEADER WHERE OCCURS
2X BEVELED BLOCKING W/E.N. & A35 @
24" O.C. (SEE ADDITIONAL A35 REQMTS.
@ SHEAR WALLS)
DBL 2X TOP PLATE
2X STUDS @ 16" O.C.
SHEAR PANEL WHERE OCCURS
B.N.
SEAT CUT ALL RAFTERS. DO NOT OVERCUT.
ALT. LOCATION OF BLKG.
NOTES:
ROOF SHEATHING
RR W/ SEAT
CUT AT WALL
B.N.
ROOF RAFTER
PERPENDICULAR TO EXT. WALL
30" MAX.
1X6 STARTER BOARD-SHIPLAP
AT EXPOSED EAVES
2X ROSA FASICA
SIMPSON H2.5A @ 48" O.C. U.N.O.
B.N.:8D COMMON NAIL AT 6" O.C.
POST & BEAM CONNECTION
BM., SEE PLAN
POST, SEE PLAN.
EQ
.
EQ
.
STRAP
A
CAPACITY
-
5600#
2900#
MSTA12
EA. SIDE
(1) CS16B
(2) CS16C
OF EACH STRAP
OVERALL LENGTH
12"
24"
24"
SIMPSON STRAP EACH
SIDE OF BEAM TO POST.
ALT. TO MSTA12 STRAPS, USE 2X
KING STUD EACH SIDE OF BEAM
TO POST & NAIL W/ 16d'S @ 16" O.C.
TO POST & MIN. (5) 16d'S TO BEAM.
CALIF. FRAMING DETAIL
2x VALLEY PLATE W/(3) 16d
INTO EACH RAFTER OR TRUSS
RAFTER PER PLAN
ROOF SHEATHING
B.N.
2X6 PURLIN & 2X4 KICKER @
8'-0" O.C. MAX. TO LIMIT
(2)16d TOENAIL RR TO RR.
RAFTER PER PLAN
2x4 OR 2X6 RAFTERS
@ 24" O.C. MAX.
MAX.SPAN:
2x4 = 4'-0"
2x6 = 8'-0"
2x VALLEY PLATE W/(3) 16d
INTO EACH RAFTER OR TRUSS
2x RIDGE BOARD W/ DEPTH
GREATER THAN JACK RAFTER
ADD 2x4 STRUT FROM JACK RAFTER
TO RAFTER BELOW TO LIMIT OVER
FRAMING RAFTER SPAN
TYPICAL TOP PLATE SPLICE
ST22 STRAP
@ RIDGE OF RAKE WALL
18-16d SINKERS
@ SPLICE, STAGGERED
DO NOT SPLIT TOP PLATE
WITH SPLICE NAILING, SEE TABLE BELOW.
STUDS @
16" O.C.
2-16d FROM TOP
PLATE TO BOTTOM
PLATE OVER EACH STUD
2-16d FROM
PLATE TO EA. STUD
2-2X TOP PLATE 4'
NOTE: SPLICE REQUIRED AT ALL PLATE BREAKS AND ALSO AT CHANNELS FOR
INTERSECTING WALLS AT ANY EXTERIOR WALL, BEARING WALL, OR SHEAR WALL
NO. OF 16d SINKER
MIN. PLATE LAP
ALT. STRAP w/ 16d SINKER ST22 ST6224 ST6236 MST37 MSTC52 CMST12x72"
8 FT.
42
GF
36
8 FT.8 FT.
32
ED
24
6 FT.6 FT.
22
CB
16
4 FT.
10
A
4 FT.
MST60
TYPICAL STUD WALL FRAMING AT OPENING DETAIL
(2)10d TOE
16d @ 12"o.c.
WIDER THAN 6'-0")
TRIMMER AT OPENING
2x TRIMMER (2)2x
U.N.O.
SILL ~P
THAN 4'-0")
SILL AT OPENING WIDER
WHERE OCCURS (2)2x
2x WINDOW SILL
SEE PLAN
POST AT HOLDOWNS
DOUBLE STUDS OR
2x STUDS @ 16"o.c.
TOP AND BOTTOM
6'-0") W/ SIMPSON A34
OPENING WIDER THAN
(2)2x THRU STUDS AT
(1)2x THRU STUD (USE
HEADER DEPTH)
OF ADDITIONAL
(2)16d FOR EA. 2"
(2)16d MIN. (ADD
THAN 8'-0"
OPENING WIDER
SIMPSON A34 AT
NAILS
STAGGER
DETAILS
SEE CBC, TABLE 25Q, OR
FOR BALANCE OF NAILING,
U.N.O. ON PLANS)
OPENING
HEADER SCHEDULE
WIDTH
10'-0"
12'-0"
8'-0"
6'-0"
4'-0"
MAX.
VERTICAL
AND @ 8'-0"o.c.
STOPS AT CEILING
PROVIDE 2x FIRE
NOTE:
STUD WIDTH
WIDTH SAME AS
BEARING
10"
12"
NON-BEARING
8"
6"
4"
12"
14"
8"
10"
6"
MIN. NOMINAL HEADER ''D''
TO 6'-0" ONLY)
(AT OPENINGS UP
BUILT-UPSOLID
''
D
'
'
DE
P
T
H
HD
R
UP PER SCHEDULE
HEADER (SOLID, BUILT-
(2)2x TOP ~PS
EA. SIDE STAGGER
w/ 16d @ 12"o.c.
CONT. PLYWD. SHIM
2x EA. SIDE ANDNOTE:
GABLE END WALL
ROOF SHEATHING
ROOF RAFTER
PER PLAN
CEILING JOIST
PER PLAN
#SHEAR PANEL
SEE PLAN
E.N
B.N B.N
STUD WALL
DBL TOP PLATE
CRIPPLE WALL
SIMPSON LTP4 PER
SHEAR WALL SCHEDULE
SIMPSON A35
PER SHEAR WALL
SCHEDULE
2X4 FLAT OUTRIGGER
@ 24" O.C.
2X FASCIA BOARD
(2) 16d's
2X BLOCKING
@ 24" O.C.
E.N
B.N
10
11
12
13
14
15
1- #4 CONT.
(E) SLAB
MA
T
C
H
(
E
)
6"
M
I
N
.
E.N.
10" L. #3 DOWELS @
18" O.C. EMDEB 4"
w/ SIMPSON SET-XP
ICC ESR 2508 w/ NO
SPECIAL INSPECTION
ROUGHEN (E)
SURFACE AT
(N) CURB
STUCCO
SCREED
SHR PANEL
PER PLAN
6"
EM
B
.
M
I
N
.
2x STUDS @
16" O/C MIN.
8"
MI
N
2x P.T.D.F. SILL PLATE,
5 8"Ø ALL-THREADED ROD,
7 8" DRILL BIT @ 16" O.C. w/ SIMP.
SET-3G EPOXY, ICC-ESR-4057
TO (E) FOOTING,
w/ 3x3x0.229 PLATE WASHER
(N)CONCRETE CURB
FILL OUT PER ARCH.
(N)CONC. CURB AT WALL
6" MIN.
(E) FOOTING
ASSUMED 12" X12" ,
VERIFY ON FIELD.
1
1
NEW FOOTING TO EXISTING FOOTING
NEW EXISTING
24"
EXISTING
SLAB & FOOTING
(2)#4 BARS @ TOP & BOTT.
w/ 6" INTO E. FOOTING
w/ SIMPSON SET-3G ESR-4057
NEW SLAB
& FOOTING
EXISTING
FOOTING 12" X12 ",
VERIFY ON FIELD
6"
NEW EXISTING
24"
EXISTING
SLAB & FOOTING.
(2)#4 BARS @ TOP & BOTT.
w/ 6" INTO E. FOOTING
w/ SIMPSON SIMP. SET-3G ESR-40576"
NOTE:
SIMPSON SET-3G EPOXY ESR-4057
SPECIAL INSPECTION REQUIRED
NEW SLAB
& FOOTING
16
1
02/06/26
5
4
3
1
2
R E V I S I O N
11122 BIXLER CIR.,
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
GARDEN GROVE, CA92840
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
PBD, INC.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY
PBD, INC.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25655
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
11/20/2025
GA
R
A
G
E
C
O
N
V
E
R
S
I
O
N
T
O
A
D
U
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
1
2
9
N
H
a
t
h
a
w
a
y
S
t
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
5
DATE BY
T24-0
TITLE 24
MANDATORY
MEASURES
SUMMARY
12/08/25
5
4
3
1
2
R E V I S I O N
11122 BIXLER CIR.,
PHONE: 657-820-6210
EMAIL: INFO@PBDINC.ORG
GARDEN GROVE, CA92840
PROFESSIONAL BUILDING
DESIGNS, INC.
THIS DRAWING AND DESIGN
CONCEPTS ARE PROPRIETARY TO
PBD, INC.
THE DRAWING OR DESIGN
CONCEPTS SHALL NOT BE USED
OR REPRODUCED IN THE PART
OR IN WHOLE WITHOUT THE
WRITTEN PERMISSION BY
PBD, INC.
ARCHITECTURAL - STRUCTURAL
MECHANICAL - ELECTRICAL - PLUMBING
RESIDENTIAL - COMMERCIAL - INDUSTRIAL
ON TIME - ON BUDGET - PROFESSIONAL WORK
ONE STOP SOLUTION PBD
SHEET NO.:
DRAW BY:
DUY NGUYEN
PLOTE DATE:
JOB NO.: 25655
C 69546
Exp: 06/30/26
TUNG THANH VO
C I V I LSTATE OF CALIFORNIA
REGISTERED PROFESSIONAL ENGINEER
11/20/2025
GA
R
A
G
E
C
O
N
V
E
R
S
I
O
N
T
O
A
D
U
RE
S
I
D
E
N
T
I
A
L
P
R
O
J
E
C
T
F
O
R
Pr
o
j
e
c
t
A
d
d
r
e
s
s
:
2
1
2
9
N
H
a
t
h
a
w
a
y
S
t
,
S
a
n
t
a
A
n
a
,
C
A
9
2
7
0
5
DATE BY
T24-1
TITLE 24
GARAGE
CONVERTION
TO ADU
12/08/25
CERTIFICATE NO. 100035
SANTA ANA UNIFIED SCHOOL DISTRICT
SCHOOL FACILITIES FEE CERTIFICATION OF COMPLIANCE
AND
RECEIPT FOR PAYMENT
FOR
Project Number:PRJ-5389413
Project Request ID:XHTWGYA24K
Request Contact:Araceli Maciel (OTHER)
Job Location / Address: 2129 N Hathaway St, Santa Ana, CA 92705
Permit Issuing Office: City of Santa Ana
This is to certify that all fees due to the Santa Ana Unified School District under Provision of Government Code Section
65995 as a prerequisite to the issuance of a Building Permit have been received, based on the above referenced
information, this Certification is hereby Executed.
PMT-902659
Address Development Type Construction Type Square Feet
2129 N Hathaway St #2, Santa
Ana, CA 92705
Residential Accessory Dwelling
Unit (ADU)
399
Parcel
396-183-10
Tract
5910
Permit Number
101125998
Plan Check Number
101125998
902659-Residential Accessory Dwelling Unit (ADU) fees as required in the amount of:$2,062.83
($5.17 [Rate] x 399 [Square Footage])Note: Fee not included in developer fees total due to
square footage requirement not being met.
Developer Fees Paid:$0.00
Notes:
Exempt less than 500 sq feet
Yvette Miranda
School District Representative Date: 02/20/2026
NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES
Pursuant to Section 66020 of the California Government Code and other applicable law, you have a period of ninety (90)
days from the date of payment of school fees, mitigation payments or other extractions to protest the validity thereof. This
ninety (90) day period commences upon such payment of performance of any other requirement as provided in Section
66020. Any such protest must be in writing and received by the Santa Ana Unified School District within ninety (90)
calendar days of the date of the School District Certification above.