HomeMy WebLinkAbout2726 W Strawberry Ln & Unit# 2 - Plan
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address: Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing Area to Total Resulting Stories: Area Added in Past 2 Years
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler
Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
(PR400-402) Fire Sprinkler
Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
2726 W Strawberry Ln &
Unit# 23/17/2025
P R O JE C T I N FO R M A T I O N :
A P P LI C A B LE C O D E
A LL W O R K S H A LL C O M P LY W I TH LO C A L B U I LD I N G C O D ES A M EN D M EN TS
O F S H E E T S
A S S H O W N
V I C I N I TY M A P
N O R TH
FI R E S P R I N K L E R :
* 2 02 2 C A LI FO R N I A EN ER G Y C O D E
* 2 02 2 C A LI FO R N I A FI R E C O D E
* 2 02 2 C A LI FO R N I A P LU M B I N G C O D E
* 2 02 2 C A LI FO R N I A M EC H A N I C A L C O D E
* 2 02 2 C A LI FO R N I A ELEC TR I C A L C O D E
* 2 02 2 C .R .C
* 2 02 2 C A LI FO R N I A B U I LD I N G C O D E
A LL W O R K S H A LL C O M P LY W I TH TH E FO LLO W I N G C A LI FO R N I A C O D ES :
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MINH V. TRAN
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4 . S O L A R P A N E L
3. P LU M B I N G W O R K
2 . M EC H A N I C A L W O R K
1 . ELEC TR I C A L W O R K
R O O F P LA N S , V EN T C A LC U LA TI O N , W I N D O W / D O O R S C H ED U LE
S I TE P LA N , LO T C O V ER A G E, A N D FLO O R A R EA R A TI O
2 0 2 2 C A L I F O R N I A G R E E N B U I L D I N G S T A N D A R D C O M P L I A N C E
2 0 2 2 C A L I F O R N I A G R E E N R E S I D E N T I A L P R O J E C T C H E C K L I S T
H E R S R A T E R V E R I FI C A T I O N :
* V ER I FI ED D U C T D ES I G N
* D U C T LEA K A G E TES TI N G
* V ER I FI ED H EA T P U M P R A TED H EA TI N G C A P A C I TY
* FA N EFFI C A C Y W A TTS / C FM
* V ER I FI ED R EFR I G ER A N T C H A R G E
* V E R I FI E D S E E R / S E E R 2
* V E R I FI E D E E R / E E R 2
* M IN IM U M A IRFLO W
* K I TC H EN R A N G E H O O D
* IN D O O R A IR Q U A LITY V EN TILA TIO N
* Q U A LITY IN S U LA TIO N IN S TA LLA TIO N (Q II)
TH E FO LLO W I N G I S A S U M M A R Y O F TH E FEA TU R ES TH A T M U S T B E FI ELD -V ER I FI ED B Y A C ER TI FI ED H ER S R A TER S :
R EV IS IO N S B Y
B Y T H E I N S P E C T O R .
A N D P LU M B I N G C O D E C O M P LI A N C E A N D TH ES E D I S C I P LI N ES A R E S U B JEC T TO FI ELD I N S P EC TI O N A N D A P P R O V A L
TH E P LA N S FO R S I N G LE FA M I LY D W ELLI N G S A N D D U P LEX ES A R E N O T C H EC K ED FO R ELEC TR I C A L, M EC H A N I C A L,
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EX I S TI N G FLO O R P LA N
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T H E N E A R E S T B U S S T O P 0 .3 M I L E S
W A L K IN G D IS T A N C E B Y M IL E S T O
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L O T S I Z E = 1 1 ,6 4 6 S .F
N U M B E R O F S T O R Y : 1
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A D D R E S S : 2 7 2 6 S T R A W B E R R Y L A N E , S A N T A A N A , 9 2 7 06
O W N ER : JA M ES D U N G P H A M & JO Y C E N G A P H A M
A P N : 1 01 - 1 2 1 - 2 8
O F T H E C O U N T Y R E C O R D E R O F S A I D C O U N T Y .
A S P E R M A P R E C O R D E D I N B O O K 4 1 , P A G E 1 4 , P A G E 2 7 O F M I S C E L L A N E O U S M A P S , I N T H E O FFI C E
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TI TLE: N EW D ETA C H ED A D U
S A N TA A N A , C A 9 2 7 06
2 7 2 6 S T R A W B E R R Y L A N E , U N I T 2
N EW D ETA C H ED A C C ES S O R Y D W ELLI N G U N I T (A D U )
ELEC TR IC A L M EC H A N IC A L P LA N
T Y P E O F O C C U P A N C Y : R -3 /U
T Y P E O F C O N S T R U C T I O N : V B
G E N E R A L S T R U C T U R E N O T E SS N 1
S - 1 F O U N D A T I O N F R A M I N G P L A N S
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S T R U C T U R A L D E T A I L SS D 2
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R ES P O N S I B LE FO R TH E G I V EN " S FR S F" O F TH E EX I S TI N G P R I M A R Y R ES I D EN C E; B U I LD I N G
T H E A D U S F / S FD S F R A T I O N I S FO R P A R K & R E C FE E P U R P O S E O N L Y . T H E A P P L I C A N T I S
FEM A FLO O D Z O N E V ER I FI C A TI O N
M A N A G EM EN T A G EN C Y (FEM A ) FLO O D Z O N E
A P P LI C A N T TO V ER I FY I F P R O JEC T I S LO C A TED W I TH I N A FED ER A L EM ER G EN C Y
FO R R EV I EW A N D A P P R O V A L P R I O R TO B U I LD I N G P ER M I T I S S U A N C E
P R O V I D E A N ELEV A TI O N C ER TI FI C A TI O N W I TH S U P P O R TI N G D O C U M EN TS TO TH E C I TY
P R O JEC T I S LO C A TED I N FLO O D I N S U R A N C E R A TE M A P (FI R M ) Z O N E A O R A E. P LEA S E
P R O JE C T I S N O T L O C A T E D I N FL O O D I N S U R A N C E R A T E M A P (FI R M ) Z O N E
X
X
D E FE R R E D S U B M I T T A L S :
S O LA R P A N EL M I N I M U M S I Z E S H O U LD B E 2 .31 K W
5
4
5
2 /2 1 /2 02 5
Bldg #101121201-02
APPROVALS:
PLNG - C. Santana
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - Y. Soto
2726 W Strawberry Ln &
Unit# 23/17/2025
ENAL YRREBWARTS
8'-0"
6'-0"
20'-0"
30'-0"
53'-9"
28'-8"
5'-0"
OF SHEETS
AS SHOWN
REVISIONS BY
m
inhvantran10@
yahoo.com
FO
UNTAIN VALLEY CA 92708
18891 SAN CARLO
S STREET
M
INH V. TRAN
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
E
R
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
LAWN
LEGEND:
CONCRETE
SCALE: 1/8 " = 1'- 0"
SITE PLAN NORTH
1
1
PROPERTY LINE 178.72'
PROPERTY LINE 137.35'
PRO
PERTY LINE 125.00'
CL
1
PL
PL
PL
SITE PLAN SPECIFICATION
1
2
3
4
5
6
7
PROTECT IN PLACE (E) CONCRETE BLOCK WALL
PROTECT IN PLACE (E) WATER HEATER
8 PROTECT IN PLACE (E) CONDESING UNIT
9
PROTECT IN PLACE (E) WATER METER
10 PROTECT IN PLACE (E) POWER POLE
PROTECT IN PLACE (E) 200 AMP ELECTRICAL METER
PROTECT IN PLACE (E) 1-1/4" GAS METER
2
2
PROTECT IN PLACE (E) 6 FEET HEIGHT WOOD SIDE GATES
1
9
4 5
6
(E) WATER METER
(N) WATER METER (1" MINIMUM)
AWAY FROM DRIVEWAY APPROACH
PER CITY STD. 3 FEET MIN.
7
8
10
DECIDED BY SCE COMPANY
& PANEL EXACT LOCATION TO BE
PROPOSED 200 AMP ELECTRIC METER
BY THE GAS COMPANY
LOCATION TO BE VERIFIED
PROPOSE GAS METER
1,206 S.F
EXISTING RESIDENCE 1 STORY
NOT A PART
SITE PLAN NOTES:
SWIMMING POOL
(E)
FISH TANK
(E)
(N) 1 STORY ADU
SETBACK
ADU
SETBACK
ADU
SETBACK
ADU
EASEMENT
UTILITY
SETBACK
REAR YARD
18'-0"
2% MIN
4 IN SEWER LINE
11
13
11
12
13
13 PROTECTING IN PLACE (E) LANDSCAPE AREA
12
11
LOT COVERAGE FLOOR AREA
ACCESSORY DWELLING UNIT ACCESSORY DWELLING UNIT
1,206 SF
(E) MAIN RESIDENCE
1,206 SFEXISTING LIVING AREA
(E) MAIN RESIDENCE
TOTAL FLOOR AREA
86 SF
PROPOSE FL. LIVING AREA
EXISTING FLOOR AREA
EXISTING PORCH AREA 88 SF
230 SFEXISTING ENCLOSED PATIO
10. FOR SITE DRAINAGE INFORMATION SEE GRADING AND DRAINAGE PLANS,
9. FENCES, GATES, AND FIRE SPRINKLERS ARE TO BE INSTALLED WITH SEPARATE PERMITS,
BUILDING, AND DEMOLITION OF EXISTING BUILDING.
8. A SEPARATE PERMIT IS REQUIRED FOR SWIMMING POOLS, SPA, RETAINING WALL, ACCESSORY
7. RESIDENTIAL FIRE SPINKLERS ARE ALL NEW CONTRUCTION.
6. ALL UTITLITY SERVICES, INCLUDING TELEPHONE AND ELECTRIC POWER, SHALL BE UNDERGROUND.
5. A SEPARATE PERMIT IS REQUIRED TO PERFORMED ALL WORK WITHIN STREET RIGHT OF WAY.
DRIVEWAY APRONS AS MAY BE REQUIRED BY THE CITY ENGINEER.
4. REPLACE ALL BROKEN, CRACKED OR UPHEAVED CURB, CURB & GUTTER, SIDEWALK AND
3. DO NOT BLOCK NATURAL DRAINAGE COURSES FROM ADJACENT PROPERTIES.
2. LOT DRAINAGE SHALL BE CONDUCTED TO THE STREET OR AS SHOWN ON THE PLANS.
1. ALL LANDSCAPING AREAS, INCLUDING THE PARKWAY SHALL BE AUTOMATICALLY IRRIGATED.
(1- STORY)
SINGLE FAMILY RESIDENCE
NEIGHBOR BUILDING (E)
(2- STORY)
SINGLE FAMILY RESIDENCE
NEIGHBOR BUILDING (E)
13
13
13
PROPOSE LIVING AREA
140 SF
TOTAL COVERAGE 1,524 SF 1,224 SF
GRAND TOTAL COVERAGE (1,524+1,224) = 2,748 SF
11,646 SF
2,748 / 11,646 = 23.6% < 35% ALLOWABLE OKLOT COVERAGE
LOT SIZE
= 2022 S.F.
OPEN SPACE
PCC DRIVEWAY
(E)
(N) HEAT PUMP MINI SPLIT FOR THE ADU
3
11
11
11
11
12
OPEN PATIO = 140 S.F
OPEN PORCH = 86 S.F
FLR LV. AREA = 998 S.F
PROPOSE OPEN PATIO
998 SF
PROPOSE PORCH AREA
998 SF
APPROACH
(E) DRIVEWAY
PATIO
ENCLOSED
(E)
PO
RCH
(E)
13
13
13
11
13
CONCRETE WALKWAY
PL
(N) LANDSCAPE AREA
TOTAL FLOOR AREA
PROPOSE FL. LIVING AREA
998 SF
PRIVATE/COMMON SPACE CALCULATIONS
543 455
PRIVATE AREA COMMON AREA
PRIVATE/COMMON RATIO 455/998 : 543/988= 46 : 54 3
1
2
BOTANICAL NAME COMMON NAME TYPE SIZE
SHRUB
ITEM NO.SYMBOL QUANTITY
SHRUBFRENCH LAVENDER 2' X 2'
WATER NEED
FROM WULCOLS
LAVANDULA DENTATA LOW1 GAL 5
HEIGHT X SPREAD
MATURE SIZE
CALLISTEMON "LITTLE JOHN"
BOTLEBRUSH
LITTLE JOHN DWARF
TALL FISCUE FLATMARTHON II LAWN SOD
PLANTING LEGEND
YES
DROUGHT TOLERANT
NATIVE AND/OR
CALIFORNIA
EXISTING LANDSCAPING TO BE PROTECTED IN PLACE
1
3
2
(N) CONCRETE WALKWAY
(N) CONCRETE WALKWAY
(N) CONCRETE WALKWAY
18" LATERAL SPACING
DRIP EMITTER SPACING 18" O.C,
IRRIGATION LEGEND
SYMBOL MANUFACTURE MODEL NO.DESCRIPTION PSI RAD.GPM
30RAINBIRDSPRAY NOZZLESHE-VAN-10 F, H, T, Q
30RAINBIRDSPRAY NOZZLESHE-VAN-12 F, H, T, Q 12
10
2.37, 1.18, 0.79, 0.59
1.78, 0.89, 0.60, 0.45
11
12/4/2024
(N) HEAT PUMP TANK WATER HEATER FOR THE ADU
A-0.1
Site Plan
DESCRIPTION
DESIG
NER
DATE
JOB
SHEET
SCALE
DRAWN
(1,206 + 988) = 2,204 SF
UNPERMITTED STRUCTURE
DEMOLITION 112 S.F. (E) STORAGE SHED
UNPERMITTED STRUCTURE
DEMOLITION 192 S.F. (E) STORAGE SHED
UNPERMITTED STRUCTURE
DEMOLITION 178 S.F. (E) STORAGE SHED
UNPERMITTED STRUCTURE
DEMOLITION 265 S.F. (E) OPEN PATIO
1
ADDRESS:
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED ADU
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
PRO
JECT:
2
140 SF
PATIO
COVER
86 SF
PORCH
COVER
3
3
3
WM
MINI SPLIT HP
MG
W/H
MG
W
/H
2726 W Strawberry Ln &
Unit# 23/17/2025
1'-0"
1'-0"
1'-0"
AS SHOWN
DESIG
N
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
m
inhvantran10@
yahoo.com
714-726-5175
FO
UNTAIN VALLEY, CA 92708
18891 SAN CARLO
S ST.
M
INH V. TRAN
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
E
R
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
SCALE: 1/4 " = 1'- 0"
BEDROOM 1
(E)
BEDROOM 3
(E)
BEDROOM 2
(E)
LIVING ROOM
(E)
DINING ROOM
(E)
KICHEN
(E)
BATH
(E)
CLOSET
(E)
CLOSET
(E)
8' CEILING
8' CEILING 8' CEILING
8' CEILING8' CEILING
8' CEILING
PORCH
(E)
NORTH
PATIO
ENCLOSED
(E)
W/H
WASHER DRYER
1
2
4
3
1
2
3
4
EXISTING HOUSE FLOOR PLAN SPECIFICATION
PROTECT IN PLACE EXISTING WATER HEATER
PROTECT IN PLACE EXISTING WASHER AND DRYER
PROTECT IN PLACE EXISTING 200 AMP ELECTRICAL METER
PROTECT IN PLACE EXISTING CONDENSING UNIT
4:12
4:12
4:12
4:12
EXISTING FLOOR PLAN - MAIN HOUSE (NO CHANGE)
9/26/2024
DESCRIPTION
House
Plan - Main
Existing Floor
A-1.1
REVISIONS BY
1
ADDRESS:
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED A.D.U
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
PROJECT:
2
2
REF
WASHER DRYER
2726 W Strawberry Ln &
Unit# 23/17/2025
7'-6"3'-6"5'-6"8'-0"16'-3"
3'-0"5'-6"13'-6"
10'-9"
3'-6"
6'-9"
3'-6"
AS SHOWN
REVISIONS BY
DESIGN
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
m
inhvantran10@
yahoo.com
714-726-5175
FO
UNTAIN VALLEY, CA 92708
18891 SAN CARLO
S ST.
M
INH V. TRAN
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INEER
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
CLEAN OUT
S
WP
S
3
B
AFCI
30"x30" ATTIC ACCESS
WALL SWITCH, SINGLE POLE
3-WAY SWITCH
FLUORESCENT LIGHT
EXHAUSTED FAN, 50 CFM MIN.
SENSOR LIGHT
A/C DISCONNECT SWITCH
GARBAGE DISPOSAL
CEILING LIGHT
WALL LIGHT
HANGING LIGHT (METAL HALIDE LAMP)
DOOR BELL
HOSE BIBB
SYMBOL DESCRIPTION
G
ELECTRICAL RECEPTACLE WITH TAMPER RESISTANT
AND HALLWAY
ROOM, DINING ROOM, LIVING ROOM, CLOSET
AND TAMPER RESITANTIN ALL BEDROOM, FAMILY
RECEPTACLE WITH ARC FAULT CIRCUIT INTERUPTION
GFCI RECEPTACLE WITH TAMPER RESITANT
MONOXIDE DETECTOR
HARD WIRE W/ BATTERY BACK-UP SMOKE/CARBON
SUPPLY AIR REGISTER
GASKET OR CAULKED BETWEEN HOUSING & CEILING
COVER (IC); AIR TIGHT (AT) AND SEALED WITH A
APPROVED FOR ZERO CLEARANCE INSULATION
RECESS LIGHT (METAL HALIDE LAMP) SHALL BE
LIGHT WITH REMOTE CONTROL
AUTOMATIC GARAGE DOOR OPENER AND
RESITANT
GFCI WATER-PROOF RECEPTACLE W/ TAMPER
S DIMMER SWITCH
DS
1
233
1
1
18'9" X 11'9"
LIVING ROOM
18'3" X 12'0"
KITCHEN
13'0" X 5'0"
7.75" M
AX
BEDROOM 2 BEDROOM 1
BEDROOM 3
7.75" M
AX
7.75" MAX
7.75" MAX
10'0" X 9'9"10'0" X 9'9"
10'0" X 9'9"
BATH 2 BATH 1
5'X9'9"5'X9'9"
W.I.C.
1
2
2
3
3
4
4
4
31
5 6
4
8 9
31
5 6
4
8 9
WINDOW
EGRESS
WINDOW
EGRESS
TEMPERED TEMPERED
16
A-6
16
A-6
18
A-6
10' CEILING10' CEILING
10' CEILING
CLG
DO
W
N
CLG
DO
W
N
18
A-6
19
A-6
10' CEILING
HALL
NORTH SCALE: 1/4 " = 1'- 0"
15'3" +/- VAULTED CEILING
15'3" +/- VAULTED CEILING
WINDOW
EGRESS
2
13'0" X 5'0"
10'-9"8'-0"
3'-3"
5
PROPOSED FLOOR PLAN - ADU
TOTAL FLOOR AREA
PROPOSE FL. LIVING AREA
998 SF
PRIVATE/COMMON SPACE CALCULATIONS
543 455
PRIVATE/COMMON RATIO 455/998 : 543/988= 46 : 54
PRIVATE COMMON
PORCH
FRONT
455 S.F.
AREA
COMMON
543 S.F.
AREA
PRIVATE
1
2/19/2025
PERMANENTLY AND VISIBLY MARKED AS "EV CAPABLE.
THE RACEWAY TERMINATION LOCATION SHALL BE
FUTURE ELECTRIC VEHICLE CHARGING AS "EV" CAPABLE.
PROTECTION DEVICE SPACE DESERVED FOR
SERVICE PANEL SHALL IDENTIFY THE OVERCURRENT
TERMINATE AT A LISTED CABINET IN THE GARAGE. THE
DIAMETER, ORIGINATES AT MAIN SERVICE PANEL AND
THE RACEWAY SHOULD NOT BE LESS THAN 1-INCH INSIDE
CIRCUIT DEDICATED FOR ELECTRIC VEHIVLE CHARGER.
PRE-WIRE 40 AMP CIRCUIT 208 / 240 VOLT BRANCH
EV
ENERGY REQUIREMENT:
REQUIRED TO BE INTERGAL (I.E BUILT-IN)
II. A HUMIDITY CONTROL MAY BE A SEPERATE COMPONENT TO THE EXHAUST FAN AND IS NOT
MANUAL OR AUTOMATIC MEANS OF ADJUSTMENT.
RANGE OF LESS OR EQUAL TO 50% TO A MAXMUM OF 80%. A HUMIDITY CONTROL MAY UTILIZE
I. HUMIDITY CONTROLS SHALL BE CAPABLE OF ADJUSTMENT BETWEEN A RELATIVELY HUMIDITY
BE CONTROL BY A HUMIDITY CONTROL.
B. UNLESS FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION SYSTEM, FANS MUST
BUILDING.
A. FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED TO TERMINATE OUTSIDE THE
9. EXHAUST FAN IN BATHROOMS
LIVING ROOM, FAMILY ROOM AND BEDROOM ETC. SHALL BE HIGH EFFICACY AND DIMMING CONTROLLED
8. ALL PERMANTLY INSTALLED LIGHTING IN OTHER ROOMS SUCH AS HALLWAYS, DINNING ROOM,
TO BE USED IN CALIFORNIA.
SOCKET. ALL LED'S SHOULD BE ON THE LIST OF THE ENERGY COMMISSION APPROVED LIST
7. ALL LED'S SHOULD HAVE GU-24 LINE VOLTAGE SOCKET OR USE IC RATED WITH 4 PIN BASE
6. FOR ALL KITCHEN LIGHTING MUST BE HIGH EFFICACY.
5. ALL BATHROOM OUTLETS SHALL BE GROUND-FAULT CIRCUIT TYPE.
RATED FOR INSULATION CONTACT (IC-RATED) AND AIR TIGHT (AT) LISTED.
4. LUMAINARIES THAT ARE RECESSED INTO INSULATED CEILINGS ARE REQUIRED TO BE
MOTION SENSOR WITH AN INTERGRAL PHOTO CONTROL AND ASTRONOMICAL TIME-SWITCH CONTROL.
3. ALL OUTDOOR LIGHTING ATTACHED TO THE BUILDING SHALL BE HIGH EFFICACY AND CONTROLED BY
DIMMERS OR MANUAL SWITCH ON AUTOMATIC VACANCY SENSOR OFF.
2. ALL ROOMS (EXCEPT BATHROOMS GARAGE, AND UTILITY ROOMS) ARE TO BE ELECTRIC
AND CONTROLLED BY A VACANCY SENSOR.
1. BATHROOM, GARAGE, LAUNDRY, UTILITY AND CLOSET LUMINARIES SHALL HAVE HIGH EFFICACY
FLOOR PLAN SPECIFICATION
FLUORESCENT LIGHT (TYP.).
MEDICINE CABINET (TYP.).
MIRROR (TYP.).
1
2
3
MIN. 22" WIDE TEMPERED GLASS DOOR FOR SHOWER (TYP.)
6
5
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
ALL BATHROOMS FLOORING SHALL BE LAID OVER 15 LB. FELT (TYP.)
30" DIA. MIN CLEARANCE SPACE FOR SHOWER (TYP).
CABINET ABOVE (TYP.).
GARBAGE DISPOSAL.
REFRIGERATOR SPACE.
CEILING LIGHT WELL WITH FLORESCENT LIGHTS.
DISWASHER, OVEN, OR MICROWAVE SPACES.
AUTOMATIC GARAGE DOOR OPENER WITH REMOTE CONTROL AND LIGHT FIXTURE
DABMAR LIGHTING FIXTURE (GM-135).
RETURN AIR GRILL FOR FIRST FLOOR A/C SYSTEM.
FRONT DOOR TO BE RECESSED 4" DEEP.22
" SOLID WOOD CORE OR 20 MIN. RATING DOOR WITH SOLID JAMB. DOOR TO8
31
STANDARDS 119(D). AND WIRING TO PANEL.
EXTERIOR LIGHT FIXTURE WITH SENSOR ( PER 2019 ENERGY EFFICIENCY
ENCOMPASS 30 INCH (762 MM) DIAMETER CIRCLE.
RECEPTOR SHALL BE NOT LESS THAN 1024 SW IN OF FLOOR AREA, AND
BE LABELED CATEGORY ii. SWING DOOR OUTWARD. NET AREA OF SHOWER
SHALL BE MOISTURE RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST
EQUAL TO 72" ABOVE DRAIN. MATERIAL OTHER THAN STRUCTURAL ELEMENTS
WALL COVERINGS IN SHOWERS AND TUBS TO BE CEMENT PLASTER, TILE OR
BE TIGHT FITTING WITH WEATHER STRIPPING AND SELF-CLOSING AND SELF-LATCHING.
ARE MADE OF BRASS AND W/O SLIP JOINTS (TYP.)
12" MIN ACCESS PANEL EXCEPT WHERE CONCEALED FIXTURE CONNECTION
RESISTANT & LABELLED SAFETY GLAZING (TYP.).
WITHIN 5' OF DRAIN OF SHOWER OR BATHROOM FLOOR TO BE SHATTER
PROVIDE 6'-0" HT. NON-ABSORBENT WALLS ADJACENT TO SHOWER. WINDOWS
SHOWER ENCLOSURE WITH APPROVED SHATTER RESISTANT MATERIALS AND
4
16'-0 " X 8'-0" GARAGE DOOR. EQUIPPED WITH LASER BEAM SAFETY RELEASE.
32
33
34
WASHER AND DRYER WIH TWO SEPARATE 20 AMP CIRCUITS.
A/C DISCONNECT SWITCH.
HOSE BIBB WITH NON-REMOVABLE BACKFLOW DEVICE.
23
24
25
26
27
28
29 CLOSET DOOR.
TIGHT FITTING, SELF-LATCHING AND SELF-CLOSING.
SOLID WOOD CORE OR 1-HR FIRE RATED ACCESS COVER, COVER TO BE
30" X 30" ATTIC ACCESS WITH 30" CLEAR HEADROOM AND MIN. 1-3/8" THICK
USE OF PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE.
IN SHOWERS OR TUB-SHOWERS, MAX TEMP. OF 120 F TO BE PROVIDED BY THE
30
31
DRYER VENT TO OUTSIDE AIR WITH BACK DRAFT DAMPER. PROVIDE 4" DIA. SMOOTH GALV.
RANGE OR 250 CFM OR 80% CE FOR NATURAL GAS RANGE.
HOOD OVER ELECTRIC RANGE SHALL BE 110 CFM OR 50% CE FOR ELECTRIC
UNPROTECTED COMBUSTIBLE MATERIAL OR 24" TO METAL VENTILATION HOOD.
HOOD VENT TO OUTSIDE AIR. PROVIDE 30" CLEARANCE ABOVE RANGE TO
35 ALL WATER CLOSETS SHOULD HAVE A MINIMUM 30" CLEAR WIDTH AND 24" CLEAR IN FRONT.
36 LAUNDRY ROOM DOOR SHALL BE LOUVERED FOR COMBUSTION AIR.
30" X 30" ATTIC ACCESS WITH 30" CLEAR HEADROOM.
200 AMP ELECTRIC PANEL EXACT LOCATION TO BE APPROVED BY EDISON PLANNER.
HEAT PUMP MINI-SPLIT.
"PANASONIC" WHISPER WARM FV-11VH2 - CEILING MT'D EXHAUST FAN ---110 CFM.
IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE: (CENERGYC 150.0(N)(1))
HEAT PUMP WATER HEATER TANK. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED
27
DESCRIPTION
Floor Plan
A-2.1
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED A.D.U
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
ADDRESS:
PROJECT:
4
2
PATIO
COVER
3
A-4.1
B
A-4.1
B
A-4.1
A
A-4.1
A
4
4
4
4
REF.
4' X 6'
ISLAND
WASHER
DRYER
W/H
2726 W Strawberry Ln &
Unit# 23/17/2025
AS SHOWN
REVISIONS BY
DESIG
N
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
m
inhvantran10@
yahoo.com
714-726-5175
FO
UNTAIN VALLEY, CA 92708
18891 SAN CARLO
S ST.
M
INH V. TRAN
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
E
R
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
ENERGY REQUIREMENT:
REQUIRED TO BE INTERGAL (I.E BUILT-IN)
II. A HUMIDITY CONTROL MAY BE A SEPERATE COMPONENT TO THE EXHAUST FAN AND IS NOT
MANUAL OR AUTOMATIC MEANS OF ADJUSTMENT.
RANGE OF LESS OR EQUAL TO 50% TO A MAXMUM OF 80%. A HUMIDITY CONTROL MAY UTILIZE
I. HUMIDITY CONTROLS SHALL BE CAPABLE OF ADJUSTMENT BETWEEN A RELATIVELY HUMIDITY
BE CONTROL BY A HUMIDITY CONTROL.
B. UNLESS FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION SYSTEM, FANS MUST
BUILDING.
A. FANS SHALL BE ENERGY STAR COMPLIANT AND BE DUCTED TO TERMINATE OUTSIDE THE
9. EXHAUST FAN IN BATHROOMS
LIVING ROOM, FAMILY ROOM AND BEDROOM ETC. SHALL BE HIGH EFFICACY AND DIMMING CONTROLLED
8. ALL PERMANTLY INSTALLED LIGHTING IN OTHER ROOMS SUCH AS HALLWAYS, DINNING ROOM,
TO BE USED IN CALIFORNIA.
SOCKET. ALL LED'S SHOULD BE ON THE LIST OF THE ENERGY COMMISSION APPROVED LIST
7. ALL LED'S SHOULD HAVE GU-24 LINE VOLTAGE SOCKET OR USE IC RATED WITH 4 PIN BASE
6. FOR ALL KITCHEN LIGHTING MUST BE HIGH EFFICACY.
5. ALL BATHROOM OUTLETS SHALL BE GROUND-FAULT CIRCUIT TYPE.
RATED FOR INSULATION CONTACT (IC-RATED) AND AIR TIGHT (AT) LISTED.
4. LUMAINARIES THAT ARE RECESSED INTO INSULATED CEILINGS ARE REQUIRED TO BE
MOTION SENSOR WITH AN INTERGRAL PHOTO CONTROL AND ASTRONOMICAL TIME-SWITCH CONTROL.
3. ALL OUTDOOR LIGHTING ATTACHED TO THE BUILDING SHALL BE HIGH EFFICACY AND CONTROLED BY
DIMMERS OR MANUAL SWITCH ON AUTOMATIC VACANCY SENSOR OFF.
2. ALL ROOMS (EXCEPT BATHROOMS GARAGE, AND UTILITY ROOMS) ARE TO BE ELECTRIC
AND CONTROLLED BY A VACANCY SENSOR.
1. BATHROOM, GARAGE, LAUNDRY, UTILITY AND CLOSET LUMINARIES SHALL HAVE HIGH EFFICACY
18'9" X 11'9"
LIVING ROOM
18'3" X 12'0"
KITCHEN
13'0" X 5'0"
7.75" M
AX
BEDROOM 2 BEDROOM 1
BEDROOM 3
7.75" M
AX
7.75" MAX
10'0" X 9'9"10'0" X 9'9"
10'0" X 9'9"
W.I.C.
31
5 6
4
8 9
31
5 6
4
8 9
11
12
24
13
FLOOR PLAN SPECIFICATION
FLUORESCENT LIGHT (TYP.).
MEDICINE CABINET (TYP.).
MIRROR (TYP.).
1
2
3
MIN. 22" WIDE TEMPERED GLASS DOOR FOR SHOWER (TYP.)
6
5
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
ALL BATHROOMS FLOORING SHALL BE LAID OVER 15 LB. FELT (TYP.)
30" DIA. MIN CLEARANCE SPACE FOR SHOWER (TYP).
CABINET ABOVE (TYP.).
GARBAGE DISPOSAL.
REFRIGERATOR SPACE.
CEILING LIGHT WELL WITH FLORESCENT LIGHTS.
DISWASHER, OVEN, OR MICROWAVE SPACES.
AUTOMATIC GARAGE DOOR OPENER WITH REMOTE CONTROL AND LIGHT FIXTURE
DABMAR LIGHTING FIXTURE (GM-135).
RETURN AIR GRILL FOR FIRST FLOOR A/C SYSTEM.
FRONT DOOR TO BE RECESSED 4" DEEP.22
" SOLID WOOD CORE OR 20 MIN. RATING DOOR WITH SOLID JAMB. DOOR TO8
31
STANDARDS 119(D). AND WIRING TO PANEL.
EXTERIOR LIGHT FIXTURE WITH SENSOR ( PER 2019 ENERGY EFFICIENCY
ENCOMPASS 30 INCH (762 MM) DIAMETER CIRCLE.
RECEPTOR SHALL BE NOT LESS THAN 1024 SW IN OF FLOOR AREA, AND
BE LABELED CATEGORY ii. SWING DOOR OUTWARD. NET AREA OF SHOWER
SHALL BE MOISTURE RESISTANT. GLASS ENCLOSURE DOORS AND PANELS MUST
EQUAL TO 72" ABOVE DRAIN. MATERIAL OTHER THAN STRUCTURAL ELEMENTS
WALL COVERINGS IN SHOWERS AND TUBS TO BE CEMENT PLASTER, TILE OR
BE TIGHT FITTING WITH WEATHER STRIPPING AND SELF-CLOSING AND SELF-LATCHING.
ARE MADE OF BRASS AND W/O SLIP JOINTS (TYP.)
12" MIN ACCESS PANEL EXCEPT WHERE CONCEALED FIXTURE CONNECTION
RESISTANT & LABELLED SAFETY GLAZING (TYP.).
WITHIN 5' OF DRAIN OF SHOWER OR BATHROOM FLOOR TO BE SHATTER
PROVIDE 6'-0" HT. NON-ABSORBENT WALLS ADJACENT TO SHOWER. WINDOWS
SHOWER ENCLOSURE WITH APPROVED SHATTER RESISTANT MATERIALS AND
4
16'-0 " X 8'-0" GARAGE DOOR. EQUIPPED WITH LASER BEAM SAFETY RELEASE.
32
33
34
WASHER AND DRYER WIH TWO SEPARATE 20 AMP CIRCUITS.
A/C DISCONNECT SWITCH.
HOSE BIBB WITH NON-REMOVABLE BACKFLOW DEVICE.
23
24
25
26
27
28
29 CLOSET DOOR.
TIGHT FITTING, SELF-LATCHING AND SELF-CLOSING.
SOLID WOOD CORE OR 1-HR FIRE RATED ACCESS COVER, COVER TO BE
30" X 30" ATTIC ACCESS WITH 30" CLEAR HEADROOM AND MIN. 1-3/8" THICK
USE OF PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE.
IN SHOWERS OR TUB-SHOWERS, MAX TEMP. OF 120 F TO BE PROVIDED BY THE
30
31
DRYER VENT TO OUTSIDE AIR WITH BACK DRAFT DAMPER. PROVIDE 4" DIA. SMOOTH GALV.
RANGE OR 250 CFM OR 80% CE FOR NATURAL GAS RANGE.
HOOD OVER ELECTRIC RANGE SHALL BE 110 CFM OR 50% CE FOR ELECTRIC
UNPROTECTED COMBUSTIBLE MATERIAL OR 24" TO METAL VENTILATION HOOD.
HOOD VENT TO OUTSIDE AIR. PROVIDE 30" CLEARANCE ABOVE RANGE TO
29
29
16
A-6
16
A-6
16
A-6
18
A-6
10' CEILING10' CEILING
10' CEILING
CLG
DO
W
N
CLG
DO
W
N
22
18
A-6
19
A-6
10' CEILING
HALL
NORTH SCALE: 1/4 " = 1'- 0"
10
15'3" +/- VAULTED CEILING
15'3" +/- VAULTED CEILING
10
13'0" X 5'0"
3'-3"
27
MECHANICAL/PLUMBING PLAN
PORCH
FRONT
12/4/2024
NORTH SCALE: 1/4 " = 1'- 0"
ELECTRICAL PLAN
CLEAN OUT
S
WP
S
3
B
AFCI
30"x30" ATTIC ACCESS
WALL SWITCH, SINGLE POLE
3-WAY SWITCH
FLUORESCENT LIGHT
EXHAUSTED FAN, 50 CFM MIN.
SENSOR LIGHT
A/C DISCONNECT SWITCH
GARBAGE DISPOSAL
CEILING LIGHT
WALL LIGHT
HANGING LIGHT (METAL HALIDE LAMP)
DOOR BELL
HOSE BIBB
SYMBOL DESCRIPTION
G
ELECTRICAL RECEPTACLE WITH TAMPER RESISTANT
AND HALLWAY
ROOM, DINING ROOM, LIVING ROOM, CLOSET
AND TAMPER RESITANTIN ALL BEDROOM, FAMILY
RECEPTACLE WITH ARC FAULT CIRCUIT INTERUPTION
GFCI RECEPTACLE WITH TAMPER RESITANT
MONOXIDE DETECTOR
HARD WIRE W/ BATTERY BACK-UP SMOKE/CARBON
SUPPLY AIR REGISTER
GASKET OR CAULKED BETWEEN HOUSING & CEILING
COVER (IC); AIR TIGHT (AT) AND SEALED WITH A
APPROVED FOR ZERO CLEARANCE INSULATION
RECESS LIGHT (METAL HALIDE LAMP) SHALL BE
LIGHT WITH REMOTE CONTROL
AUTOMATIC GARAGE DOOR OPENER AND
RESITANT
GFCI WATER-PROOF RECEPTACLE W/ TAMPER
S DIMMER SWITCH
DS
PERMANENTLY AND VISIBLY MARKED AS "EV CAPABLE.
THE RACEWAY TERMINATION LOCATION SHALL BE
FUTURE ELECTRIC VEHICLE CHARGING AS "EV" CAPABLE.
PROTECTION DEVICE SPACE DESERVED FOR
SERVICE PANEL SHALL IDENTIFY THE OVERCURRENT
TERMINATE AT A LISTED CABINET IN THE GARAGE. THE
DIAMETER, ORIGINATES AT MAIN SERVICE PANEL AND
THE RACEWAY SHOULD NOT BE LESS THAN 1-INCH INSIDE
CIRCUIT DEDICATED FOR ELECTRIC VEHIVLE CHARGER.
PRE-WIRE 40 AMP CIRCUIT 208 / 240 VOLT BRANCH
EV
32
23
A-6
21
A-6
22
A-6
35 ALL WATER CLOSETS SHOULD HAVE A MINIMUM 30" CLEAR WIDTH AND 24" CLEAR IN FRONT.
ABOVE GROUND
A CONSUMER INSTANTANEOUS GAS WITH EFFICIENCY 0.96 TO BE INSTALLED 48" MIN.
35 35
25
36 LAUNDRY ROOM DOOR SHALL BE LOUVERED FOR COMBUSTION AIR.
36
23
26
7.75" MAX
30" X 30" ATTIC ACCESS WITH 30" CLEAR HEADROOM.
30
200 AMP ELECTRIC PANEL EXACT LOCATION TO BE APPROVED BY EDISON PLANNER.
HEAT PUMP MINI-SPLIT.
"PANASONIC" WHISPER WARM FV-11VH2 - CEILING MT'D EXHAUST FAN ---110 CFM.
DESCRIPTION
Plans
Electrical
Plumbing/
Mechanical/
A-3.1
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED A.D.U
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
ADDRESS:
PROJECT:
1
3
2
3
3
3
PATIO
COVER
3
1"O CW
34
34
1"O HW
1"O CW
1"O HW
1"O HW
1"O CW
1"O CW
1"O HW
1/2"O HW
1/2"O CW
3/4"O HW
3/4"O CW
3/4"O HW
3/4"O CW
3/4"O HW
3/4"O CW
3
REF.
4' X 6'
ISLAND
WASHER
DRYER
CLIMATE
MINI SPLIT HP
W/H
REF.
4' X 6'
ISLAND
WASHER
DRYER
S DSS
SDSSDS
SDS
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
AFCI
GFCI
AFCI
GFCI
AFCI
GFCI
AFCI
240V
GFCI
AFCI
AFCI
AFCI
AFCI
AFCI
SDSS
S
S
S
SS
EV B
W/H
WP
WP
WP
WP
GFCI
AFCI
2726 W Strawberry Ln &
Unit# 23/17/2025
8'-0"
8'-0"
10'-0"15'-4"
13'-10"
14'-3"
10'-0"
10'-0"
10'-0"
5'-0"
14'-4"
5'-0"
3'-0"
3'-0"
3'-0"
AS SHOWN
REVISIONS BY
SCALE : 1/4" = 1'- 0"
(E) C.B.W
SETBACK
SCALE : 1/4" = 1'- 0"
PL
(E) C.B.W
SETBACK
SCALE : 1/4" = 1'- 0"
PL
SCALE : 1/4" = 1'- 0"
(E) C.B.W
SETBACK
ELEVATION SPECIFICATION
1
2
3
4
5
NEW WINDOW WITH COLOR FINISH TO MATCH THE MAIN HOUSE
EXTERIOR STUCCO WITH COLOR FINISH TO MATCH THE MAIN HOUSE
1" X 4" WOOD TRIMBOARD BASE (CEDAR PLANK PAINT) WITH COLOR FINISH TO MATCH MAIN HOUSE
2 X 6 FASCIA BOARD WITH COLOR FINISH TO MATCH THE MAIN HOUSE
1 2
3
4
5
6
6
7
8
DABMAR LIGHT FIXTURE (GM-135) (TYP)
9
FRENCH DOOR
(SEE STRUCTURE FOR SIZE TYP)
2 X ROOF RAFTER WITH COLOR FINISH TO MATCH THE MAIN HOUSE
7
8
9 1 2 59
8"
F.F.
T.P
TOP RIDGE
TOP RIDGE
(E) C.B.W
1 2
6
15'-3"
TOP RIDGE
TOP RIDGE
TOP RIDGE
9
3
1 2 9
3
4
5 5
8"
F.F.
T.P
8"
F.F.
T.P
15'-3"
TOP RIDGE
TOP RIDGE
T.P
TOP RIDGE
13'-10"
PL
14'-3"
13'-10"
15'-3"
TOP RIDGE
TOP RIDGE
49595 DARK CHARCOAL, BLACK STREAKS
CONC. FLAT TILE ROOF OVER 30 LBS. FELT ON ROOF SHEATHING (EAGLE ROOFING PRODUCT CRRC 0918-016),
SOLID WOOD DOOR
6
2
A-6
4
6
A-6
TYP
12
A-6
3 A-6
10
7
1
8
SECTION A-A
CLOSET
5
9
" = 1'- 0"4
1SCALE:
LIVING ROOM
BEDROOM 2 BEDROOM 1
LIVING ROOM KITCHEN
VAULTED CEILING
SECTION B-B
" = 1'- 0"4
1SCALE:
1
5
12
A-6
6
A-6
TYP
2
A-6
9
4
12
A-6
T.P
TYP
12
4
TYP
12
4
TYP
12
4
ADU - FRONT ELEVATION (NORTH)
ADU - REAR ELEVATION (SOUTH)
ADU - LEFT ELEVATION (EAST)
ADU - RIGHT ELEVATION (WEST)
SETBACK
PL
2 X ROOF RAFTER (SEE STRUCTURE FOR SIZE TYP)
" STUCCO FINISH OVER METAL LATH & FELT (TYP)8
7
2 X CEILING JOIST (SEE STRUCTURE FOR SIZE TYP)
8
7
6
5
4
3
2
1 R-15 INSULATION FOR EXTERIOR WAL (TYP)
R-19 INSULATION FOR FLOOR AREA
SECTION SPECIFICATION
R-30 INSULATION FOR CEILING AREA (TYP)
" GYPSUM BOARD FINISH (TYP)8
5INTERIOR
PLYWOOD SHEATHING
"32
15SHINGLE ROOF OVER 30LBS FELT ON —"
9 R-30 INSULATION BELOW ROOF DECK (TYP)
DESCRIPTION
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
A-4.1
Sections
Building
Elevations/
Exterior
m
inhvantran10@
yahoo.com
714-726-5175
FO
UNTAIN VALLEY, CA 92708
18891 SAN CARLO
S ST.
M
INH V. TRAN
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
E
R
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
DESIG
N
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED A.D.U
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
ADDRESS:
PRO
JECT:
1
2
3
2/8/2025
2726 W Strawberry Ln &
Unit# 23/17/2025
1'-6"
1'-6"
1'-6"
1'-6"
AS SHOWN
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
B
B
ROOM FLOOR BASE WALL CEILING
CO
NCRETE
CARPET
TILE / M
ARBLE
HARD W
O
O
D
W
O
O
D
PLASTIC
G
YP. BD "X"
G
YP. BD
G
YP. BD "W
P"
G
YP. BD "X"
G
YP. BD
G
YP. BD "W
P"
CRO
W
N M
O
LDING
I
II
III
A
B
a
b
FOYER
LIVING RM
DINING RM
FAMILY RM
KITCHEN
BEDROOMS
BATHS
MASTER BED
W.I.C
STAIRWAY
GARAGE
II
II
II
II
II
II
II
II
II
B B
FINISH SCHEDULENOTES:
* FOR 8' CEILING HEIGHT, USE 4" BASE BOARD
* FOR 9' OR 10' CEILING HEIGHT, USE 6"
BASE BOARD
* FOR CEILING HEIGHT ABOVE 10', USE 8"
BASE BOARD
* FOR CEILING HEIGHT UP TO 12', USE 6"
CROWN MOLDING
* FOR CEILING HEIGHT ABOVE 12', USE 8"
CROWN MOLDING
A
A
A
A
A
A
A
A
B
B
A
A
A
A
A
A
A
A
a
a
a
a
4" BASE BOARD
6" BASE BOARD
8" BASE BOARD
FLAT PAINT
SEMI GLOSS PAINT
6" CROWN MOLDING
8" CROWN MOLDING
NORTH SCALE: 3/8 " = 1'- 0"
NOTES:
CALCULATION FOR WHOLE HOUSE VENTILATION FOR INDOOR AIR QUALITY (IAQ)
C. TYPICAL VENT AREA
NOTE: ALL TYPE 1 VENTS SHOULD BE PAINTED SAME COLOR AS ROOF
1. 24" HALF ROUND DORMER LOUVER VENT : 3.14 X 1.002/2 = 1.57 S.F
3. VENT AREA PROVIDED :
4 X 1.57 (TYPE 1) = 6.3 S.F
CALCULATION FOR NATURAL LIGHTING AND VENTILATION AREA
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INEER
STATE OF CALIFORNIA
MINH V. TRAN
9-30-25
65250
m
inhvantran10@
yahoo.com
714-726-5175
FO
UNTAIN VALLEY, CA 92708
18891 SAN CARLO
S ST.
M
INH V. TRAN
DESIG
NER
A.D.U. ROOF PLAN
A. ATTIC VENTILATION CALCULATION (ADU)
A DOUBLE HUNG
SINGLE / B SLIDING
C FIXED D FIXED / STACKED
L
A
WINDOW SCHEDULE
EVERY SLEEPING ROOM SHALL HAVE AN EGRESS WINDOW HAVE A
ALL WINDOWS SHALL BE DUAL GLAZED AND LABELED
FINISHED SILL HEIGHT NOT MORE THAN 44" ABOVE FINISHED FLOOR
ALL NEW GLAZING SHALL COMPLY WITH STANDARDS OF THE U.S
CONSUMER PRODUCT SAFETY COMMISION MANUFACTURES TO
SUPPLY CERTIFICATE OF COMPLIANCE TO THE OWNER
MATERIALSIZE
W
INDO
W
SYM
BO
L
W
INDO
W
TYPE
W
IDTH
HEIG
HT
VINYL
TEM
PERED
O
BSCURE
WINDOW
TOP OF
1
2
CLEAR PANEL NO GRID FOR ALL WINDOWS
8' - 0"
3
8' - 0"B 5' - 0"
B 4' - 0"
B 8' - 0"
ALL WINDOWS SHOULD RECESS MINIMUM 2 IN
U FACTOR: 0.30, SHGC: 0.21
5' - 0"
4' - 0"
4' - 0"3' - 0"
A SWINGING
FLUSH
B SWINGING
C SLIDING DOOR
TEMP. GLASS
DO
O
R SYM
BO
L
DO
O
R TYPE
W
IDTH
HEIG
HT
THICKNESS
SO
LID
HO
LLO
W
KEYLO
CK
DEADLO
CK
DO
O
R VIEW
ER
PRIVACY LO
CK
SELF CLO
SING
TEM
PER G
LASS
W
O
O
D
MATERIALHARDWARECORESIZE
DOOR SCHEDULE
1
BE DUAL PANELS
ALL GLAZED OPENING SHALL
2
3
D 3' - 6"8' - 0""431 RECESS DOOR 4" DEEP
B 5' - 0"8' - 0""831
A 2' - 6"8' - 0""831
TIGHT FITTING & SELF CLOSING W WEATHER STRIPPING4
A 2' - 8"8' - 0""831
IRO
N
5 2' - 5"A 6' - 8""831
DOOR
FRONT
D
H
6 X 0.58 (TYPE 2) = 3.5 S.F
3. ALL TYPE 1 VENTS SHOULD BE PAINTED SAME COLOR AS ROOF.
4. ATTIC VENTS OPENING SHALL HAVE CORROSION-RESISTANT WITRE MESH OR OTHER
APPROVED MATERIALS WITH 1/16 INCH MINIMUM AND 1/4 INCH MAXIMUM OPENING.
THE ADU SHALL BE SUBSTANTIALLY THE SAME AS THE MAIN HOUSE.
1. THE DESIGN, PITCH, COLOR, MATERIAL, AND TEXTURE OF THE ROOF EAVE DETAILS OF
THE ADU SHALL BE SIMILAR AND COMPATIBLE WITH THE MAIN HOUSE.
2. THE COLOR, MATERIAL, TEXTURE OF ALL BUILDING WALLS, WINDOWS, AND DOORS OF
REVISIONS BY
(TYP 1 OF 4)
LOUVER VENT
24" HALF ROUND DORMER
4:12
4:12
4:12 4:12
1
A-6
4. TOTAL PROVIDED = 9.8 S.F > 6.7 S.F REQUIRED
(TYP 1 OF 6)
6" X 14" EAVE VENT
REQUIRED :
PROVIDED:
OK
1. BEDROOM 1 = 10'0" X 9'9" = 97.5 SF
LIGHT (8%) = 97.5 SF X 8% = 7.8 SF
VENTILATION (4%) = 97.5 X 4% = 3.9 SF
LIGHT = WINDOW (5'0" X 5'0")= 25 SF
VENTILATION = W 1/2 OPENABLE = 12.5 SF
REQUIRED :
PROVIDED:
OK
2. BEDROOM 2 = 10'0" X 9'9" = 97.5 SF
LIGHT (8%) = 97.5 SF X 8% = 7.8 SF
VENTILATION (4%) = 97.5 X 4% = 3.9 SF
LIGHT = WINDOW (5'0" X 5'0")= 25 SF
VENTILATION = W 1/2 OPENABLE = 12.5 SF
REQUIRED :
PROVIDED:
OK
3. BEDROOM 3 = 10'0" X 9'9" = 97.5 SF
LIGHT (8%) = 97.5 SF X 8% = 7.8 SF
VENTILATION (4%) = 97.5 X 4% = 3.9 SF
LIGHT = WINDOW (5'0" X 5'0")= 25 SF
VENTILATION = W 1/2 OPENABLE = 12.5 SF
5. SO, OK
65 CFM @ 3/8" S.P > 30.5 CFM
"PANASONIC" WHISPER FV-08VQ5 CEILING MT'DEXHAUST FAN
4. WE USE EXHAUST FAN:
REQUIRED VENTILATION = 998/100+ (3+1) X 7.5 = 40.0 CFM
3. PER ANSI ASHRAS 62.2 EQUATION 4.1A
2. TOTAL BEDROOM = 3
1. TOTAL AREA : 998 S.F
4:12
4:12
NOTES
NOTES
NOTES
DESCRIPTION
Notes
Schedules &
Roof Plan/
A-5.1
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED ADU
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
ADDRESS:
PRO
JECT:
1
2SOLAR READY
4
B. VAULTED CEILINGS VENTILATION CALCULATION (ADU)
1. NO ATTIC AREA TO BE VENTILATED: 448 S.F.
2. 6 X 14 EAVE VENT : NET FREE VENTILATION AREA = 52 SQ. IN.
1. ATTIC AREA TO BE VENTILATED: 550 S.F.
2. VENT AREA REQUIRED: 550 S.F / 150 = 3.70 S.F.
2. VENT AREA REQUIRED: 448 S.F / 150 = 3.0 S.F.
3. ACTUAL RIDGE VENT 2" PER INCH: 17 L.F. X 2"/12"= 2.83 S.F. = 408 SQ. IN.
3
4
2/8/2025
4. NO. OF VENTS PROVIDED = 408 SQ. IN. / 52 SQ. IN. = 7.8 = 8.0 VENTS EACH SIDE
2726 W Strawberry Ln &
Unit# 23/17/2025
24" D.C. each side. (LOAD-BEARING)
nailed to top and bottom plates at 7" o.c. Stagger joints
1-7/8" long, 0.0915" shank,‚" heads, 7" o.c. Wallboard
2 x 4 wood studs spaced 24" o.c., with 6d coated nails
applied parallel with of at right angles to each side of
One layer†" type X gypsum wallboard or veneer base
INSULATION
R-15
(2X6 MIN. FOR PLUMBING WALL)
2 X STUD @ 16" O.C.
(SEE STUCTURAL PLAN)
PLYWOOD IF OCCURS
OVER PLYWOOD)
(2-LAYERS
GRAD "D" FELT
LATH
METAL
GARAGE EXTERIOR WALL)
(5/8" TYPE X GYP. BD. FOR
" X GYP. BD.8
5
(SEE STRUCTURAL PLAN)
PLYWOOD IF OCCURS
FOR BATHROOM)
WATER RESISTANT TYPE
UNDER STAIR
SIDE & USABLE SPACE
(TYPE X GYP. BD. FOR GARAGE
" X GYP. BD.8
5
PLUMBING WALL)
(2X6 MIN FOR
2XSTUD @ 16" O.C.
" GYP. BD.8
5
HABITABLE AREA
BETWEEN GARAGE &
R-15 INSULATION
FOR BATHROOM)
WATER RESISTANT TYPE
UNDER STAIR
SIDE & USABLE SPACE
(TYPE X GYP. BD. FOR GARAGE
" X GYP. BD.8
5
2 x FJ @ 16" O.C.
FOR FLOOR COVERING
SEE FIN. SCHEDULE " GYPCRETE4
3
T&G PLYWD
" CDX32
19
OVERHANG (IF OCCURS)
OVER GARAGE OR
R-19 INSULATION
2 ND FLOOR
HABITABLE AREA
BETWEEN GARAGE &
R-13 INSULATION
ASSEMBLY DESCRIPTION: Gypsum Wallboard, Wood Studs
Fire Test:
Approx. Weight: 7 psf
Thickness: 4-7/8"
UL R3501-47, 48, 9-i7-65;
Sound Test: NGC 2404, 10-14-70
Design U314
R1319-129.7-22-70
Design U309
Gypsum Wallboard, Wood Studs
GA File No. WB 3510
Fire Rating: 1-Hour
4" TYP.
6" M
IN.
TO WD. BLK'G
MET HANGER & NAILED
VENT PIPE W/SHT.
COMPOUND
FLASHING
2 X BLK'G
2 X RAFTER
VENT PIPE (TYP.)
FLASHING AROUND
24 GA. G.I.
ALL AROUND
SEALANT
4" TYP.
ROOF SHEATHING
ROOFING FELT
ROOF RAFTER RIDGE
A35 @ EA RAFTER
FIN. GRADE
LATH OVER GRADE "D" FELT
" EXT. STUCCO ON METAL8
7
R-15 INSULATION
" GYP. BD.8
5
@ EACH A. BOLT
3"X3'X0.229 PLATE WASHER
SILL PLATE
2 X P.T.
CONC. FOOTING
CONC. (SEE STR'L FOR DETAILS)
EMBEDDED 7" MIN. INTO
" ANCHOR BOLT8
5
2X4 OR 2X6
AS REQUIRED
8" M
IN.
"8
7 CO
NC.
4" ABO
VE
G
RADE.
6" ABO
VE
FINISH GRADE
8" M
IN.
1-3/4"
BUILDING PAPER
WOOD STUD
P.T. 2 X SILL PLATE
EXTERIOR PLASTER
REINFORCE MESH
WEEP SCREED
#26 G.I.
FOUNDATION
1'-4"
& POLE SEE
PROVIDE SHELF
4
HOLLOW CORE SLIDING DOOR
" GYP. BD.8
5
SOFIT
6'-8"
1-1/2" WOOD FRAMING
" PLYWOOD ON8
5
2X WOOD BLKF
2X4 WOOD CONT.
INT. GYP. BD.
2X4 WOOD STUD
POLE
1-1/2" O
5'-0" TO
FIN. FLO
O
R
6" M
IN.
THE FLOOR (MIN.)
UNOBSTRUCTED TO
FLOURESCENT
RECESSED
6"
6"
18"
" EXT. STUCO FINISH8
7
SERVICE
INCONMING UNDERGROUND
2 X STUD @ O.C.
ALLOWED INTO GARAGE SIDE
WALL, NO FURRED OUT IS
ENCLOSED WITHIN 2XSTUD
ELECTRICAL SERVICE IS
ROMEX CABLE
CONDUIT TO PROTECT
GALVANIZED METAL
" TYPE "X" GYP. BD.8
5
OUTSIDE INSIDE
CERAMIC TILE
ADHENSIVE
WOOD STUDS @16" O.C.
SEALANT
BATH TUB
GYP. BD.
" WATER RESISTANT8
5
SEALANT
WALL
SPACER
1X4
@ 32" O.C.
2X4 STRECHERS
" X 3-/12"4
3
" PLYWD4
3
TOP SET
" X 1-1/4" ASH4
3
VENEER
" PLYWD. W/ASH4
3
" X 1-1/2" ASH4
3
VENEER
" PLYWD. W/ASH4
3
" X 1-1/2" ASH4
3
TOP
SIMULATED MARBLE
ONE PIECE
2'-8"
SCRIBE
3-1/2"
4"1'-10"
SEE DETAIL "A"
NOTE
DETAIL "A"
TOP VIEW
GYPSUM BOARD
" TYPE "X"8
5
METAL ANGLE
1"X1"X1/8"
1/3 HEIG
HT
1/3 HEIGHT
HEIG
HT
WD. SHIM
WD. TRIM
GRADE "D" FELT
METAL LATH OVER
CEM. PLASTER ON
2 X WD. STUD
1 X WD. FRAME
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FOR FLOOR COVERING
SEE FIN. SCHEDULE
1" MORTAR BED
10X10 W.W.F.
4" CONC. SLAB W/6X6-
ANOTHER LAYER OF 2" CLEAN SAND
6-MIL VISQUEEN AND BELOW
2" CLEAN SAND OVER
RESIDENTIAL GRADE, MIN. 30 OZ. CARPET
" X 24 PCF URETHANE2
1MIN.
(SEE STRUCTURAL PLAN)
4" CONC. SLAB W/REINFORCEMENT
ANOTHER LAYER OF 2" CLEAN SAND
6-MIL VISQUEEN AND BELOW
2" CLEAN SAND OVER
GROUT
QUARRY TILE/CERAMIC TILE
1" MORTAR BED
(SEE STRUCTURAL PLAN)
4" CONC. SLAB W/REINFORCEMENT
ANOTHER LAYER OF 2" CLEAN SAND
6-MIL VISQUEEN AND BELOW
2" CLEAN SAND OVER
OR SEE PLAN
7.75" MAX
OR SEE PLAN
CORE DOOR
1-3/4" SOLID
" MAX. THRESHOLD2
1
PROPERTY LINE
REBAR IN GROUT FILLED CELLS
W/ #4 @32" O.C. VERT. & HORIZ.
6" CONC. BLK. WALL
@18" O.C.
OMIT 1ST COURSE HEADJOINT
1 #4 T&B
EQ EQ
FL
2%
9"
12"
18"
24"
6'-0" O
R 4'-0"
(NO RETAINING
SO
IL)
SCALE
N.T.S.
SCALE
N.T.S.
SCREW
" X 2-1/2" LAG8
3
3" DIA FLUE
PROVIDE SOLID BACK BEHIND WATER HEATER FOR MOUNTING PURPOSE
THERMOMETER
SECURE TO WALL
SHUT-OFF VALVE (TYP)
HW TO FIXTURE
CW SUPPLY
CHECK VALVE (TYP)
HEATER
WATER
TANKLESS
UNION (TYP)
DRAIN VALVE
G
GAS SUPPLY
6" LONG DIRT LEG
1/3 HEIG
HT
EXT SIDING SHINGLE ROOF
ELECTRICAL SERVICE DETAIL24
EXTERIOR WALL FOOTING
20
BATH TUB TO WALL 21
BATH ROOM COUNTER 22
23 GARAGE HEADER
19STEP DOWN AT EXTERIOR DOOR
18QUARRY TILE / CERAMIC TILE FLOORING
17CARPET OVER CONC. SLAB ON GRADE
HARD WOOD OVER CONC. SLAB ON GRADE 16 11 EXTERIOR WALL 6
7INTERIOR WALL
FLOOR / CEILING ASSEMBLY 813
12
BLOCK WALL SECTION 14 HOUSE & GARAGE SEPARATION WALL 9
10VENT PIPE DETAIL15 W.I.C LIGHTING 5
SHELF AND POLE
CLOSET 3
2
1RIDGE / HIP DETAIL
REVISIONS BY
A-3
2
AND 7 SQUARE INCH 1,000 BTU FOR GRAVITY FEED TYPE.
5. AIR SUPPLY OPENING OF 2 SQUARE INCH PER 1,000 BTU FOR BLOWER TYPE
4. LIGHT OVER EQUIPMENT WITH SWITCH AT ACCESS.
WITH 30" HEADROOM.
3. A LEVEL UNOBSTRUCTED WORK PLATFORM MIN. 30" IN FRONT OF EQUIPMENT
FLOORING FROM ACCESS TO EQUIPMENT/CONTROL PANEL.
2. UNOBSTRUCTED PASSAGE 24" WIDE WITH SOLID CONTIUNOUS
1. ATTIC ACCESS MIN. 30"X30" NOT OVER 20' FROM EQUIPMENT.
FURNACE
ATTIC
5' M
IN.
30"
OPENING
ACCESS
30"X30"
DRAIN TAILPIECE.
CONNECT TO LAVATORY
CONDENSATE DRAIN LINE
DRAIN TAILPIECE.
CONNECT TO LAVATORY
CONDENSATE DRAIN LINE
R-30 INSULATION
SWITCH
LIGHT
ACCESS PANEL
SEAL AT THE ATTIC
WEATHER STRIP OR
ACCESS WAY
24" WIDE SOLID FLOOR
OVERFLOW PAN
WATERTIGHT
LIGHT OVER CONTROLS
ELECTRICAL DISCONNECT
PROVIDE POSITIVE
ATTIC FURNACE INSTALLATION REQUIREMENTS
20' MAX.
AIR FURNACE - ATTIC
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
ER
STATE OF CALIFORNIA
65250
MINH V. TRAN
9-30-25
DESIG
NER
m
inhvantran10@
yahoo.com
714-726-5175
FO
UNTAIN VALLEY, CA 92708
18891 SAN CARLO
S ST.
M
INH V. TRAN
4
NO SCALE
1-HOUR FIRE RATED EAVE RAFTER
PLYWD SHEATH'G
R-30 INSULATION
EAVE VENTS
WOOD RAFFLE @
R-13 INSULATION
W/ KICKOUT
ROOF EDGING
SET IN MASTIC
24 GAGI FLASHING
Z BAR FLASHING
1-30# FELT OVER 15/32"
PLYWD SHEATH'G
1-30# FELT OVER 15/32"
SHINGLE ROOF ON
EAVE PROJECTION FROM 2 FT. TO 5 FT. FROM PROPERTY LINE
FOR OVERHANG
SEE ROOF PLAN
2X FASCIA
(2-LAYER OVER PLYWOOD)
GRADE "D" FELT
ON METAL LATH OVER
EXTERIOR STUCCO7/8"PROVIDE 2 X FIRE BLOCK
" TYPE X GYP. BD.8
5
PLYWD SHEATH'G
R-30 INSULATION
EAVE VENTS
WOOD RAFFLE @
R-13 INSULATION
W/ KICKOUT
ROOF EDGING
SET IN MASTIC
24 GAGI FLASHING
Z BAR FLASHING
1-30# FELT OVER 15/32"
PLYWD SHEATH'G
1-30# FELT OVER 15/32"
SHINGLE ROOF ON
(2-LAYER OVER PLYWOOD)
GRADE "D" FELT
ON METAL LATH OVER
EXTERIOR STUCCO7/8"
FOR OVERHANG
SEE ROOF PLAN
2X FASCIA
PROVIDE 2 X FIRE BLOCK
" TYPE X GYP. BD.8
5
1-HOUR RATED WALL AND EAVE RAFTER
9/26/2024
TANK WATER HEATER DETAILS
METAL WEEP SCREED DETAIL
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
A-6.1
DESCRIPTION
Details
Finish
Wall/Roof
Architectural
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED ADU
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
ADDRESS:
PRO
JECT:
1
2
2
2726 W Strawberry Ln &
Unit# 23/17/2025
E1
4'-0"
TD1 TD1
1
8'-0"
TD1 TD1
1
12
'
-
0
"
TD1
TD1
1
12
'
-
0
"
TD1
TD11
4'-0"
TD1TD1
1
8'-0"
TD1TD1
1
1
22
22
2
01
SD1
01
SD1
01
SD1
01
SD1
05
SD1
TYP.
05
SD1
TYP.
02
SD1
03
SD1
TYP.
03
SD1
TYP.
08
SD1
1
1
08
SD1
09
SD1 W/C
B
4
4
W/C
B
4
4
09
SD1
09
SD1 W/C
B
4
4
W/C
B
4
4
09
SD1
2'-0"SQ.X18" PAD
W/ (4) #4 EAC. WAY@ BOTT.
07
SD1
TYP.
2'-0"SQ.X18" PAD
W/ (4) #4 EAC. WAY@ BOTT.
2'-0"SQ.X18" PAD
W/ (4) #4 EAC. WAY@ BOTT.
222
22
2
SL
O
P
E
PE
R
A
R
C
H
.
SL
O
P
E
PE
R
A
R
C
H
.
E
16
SD1
16
SD1
RB1
1
1 RR1
1 1
1 1
孷宻
孻季
宋
宇
宕
224T
224T
孷宛
孹
季
宋
宇
宕
孷宛孹季宋宇宕 孷宛孹季宋宇宕
孷宛孹季宋宇宕孷宛孹季宋宇宕 孷宛孹季宋宇宕
孷宛孹季宋宇宕 孷宛孹季宋宇宕
12
SD1
1
4'-0"
1
8'-0"
1
12
'
-
0
"
1
12
'
-
0
"
1
4'-0"
1
8'-0"
5 1/4" X 11 7/8" PSL 2.2E RIDGE BM.
2 CJ1
RB2
5 1/4" X 11 7/8" PSL 2.2E RIDGE BM.
10
SD1
11
SD1 11
SD1
10
SD1
10
SD1
11
SD1
11
SD1
13
SD1
66KP
13
SD1
46KP
19
SD1
46KP
4414
SD1 44 14
SD1
13
SD124KP
13
SD124KP
4414
SD1 44 14
SD1
R/
R
W
/
E
.
N
.
17
SD1
18
SD1
18
SD1
R/
R
W
/
E
.
N
.
17
SD1
5 1/4" X 7" PSL 1.8E CL'G BMCB1
RB3
1
3
/
4
"
X
7
1
/
4
"
L
S
L
1
.
5
5
E
R
I
D
G
E
B
M
.
RB4
2X
8
D
F
L
2
R
I
D
G
E
B
M
.
46
13
SD124
KP
3 1/2" X 9 1/4" PSL 2.2E RIDGE BM.
B1
孷宛孷季宋宇宕 孷宛孷季宋宇宕
4X
6
D
F
L
2
B2
4X
6
D
F
L
2
B2
3 1/2" X 9 1/4" PSL 2.2E RIDGE BM.
4X
6
D
F
L
2
4X
6
D
F
L
2
H1
11
SN2
4611
SN2
06
SN2
TYP.
1 2X6 DFL #2 @ 16" O.C. ROOF RAFTERS
FRAMING PLAN KEYNOTES:
2X6 DFL #2 @ 16" O.C. CEILING JOISTS
SCALE: 1/4" = 1'
FOUNDATION PLAN
S-1
01
SCALE: 1/4" = 1'
FRAMING PLAN
S-1
02
2
1
2 12" (W) x 24" (D) CONT. FOOTING W/ (2) #5 (OR (3) #4) @TOP & BOTT.
5" THICK CONC.SLAB W/ #4 @18" O.C. ON CENTERS AT EA. WAY OVER 4" BASE OF 1/2" OR LARGER
CLEAN AGGREGATE WITH 10 MIL VAPOR RETARDER IN DIRECT CONTACT WITH CONCRETE. SLAB
SHALL BE TIED-IN TO CONTINUOUS 12" X 24" FOUNDATION.
FOUNDATION PLAN KEYNOTES:
INTERIOR BEARING WALL
SHEAR WALL
X
LEN LENGTH
TYPE
Consultant:
Address:
Address
Phone
e-mail
AD
D
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E
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S
:
SHEET NAME
DATE
DRAWN BY:
CHECKED BY:
SHEET NUMBER
REVISION
STAMP
PR
O
J
E
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9/
3
0
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2
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4
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W
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07/22/2024
HP
2
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Description Date
SA
N
T
A
A
N
A
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C
A
9
2
7
0
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2
7
2
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S
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2
7
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6
FOUNDATION PLAN NOTES
1. ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF
2. SEE SPECIFICATIONS ON SHEET SN1 FOR ADDITIONAL INFORMATION.
3. CEMENT USED IN THE FOUNDATIONS SHALL BE TYPE II. UNLESS
OTHERWISE REQUIRED BY THE SOIL ENGINEER.
4. THE FLOOR SLAB SHALL BE POURED LEVEL TO WITHIN 1
8 INCH IN 10
FEET.
5. THE FLOOR SLAB AND FOUNDATION MAY BE POURED
HOMOGENEOUSLY (AT THE SAME TIME), WITH A COLD JOINT
BETWEEN THE SLAB AND FOUNDATION, AT THE CONTRACTOR
DECISION. THE DETAILS DRAWN GENERALLY SHOW TWO POURS.
6. ANCHOR BOLTS: AT ALL EXTERIOR WALLS, INSTALL A 5
8" DIA. ANC.
BOLTS @6'-0" O.C. U.N.O. W/ MIN. 7" EMBEDMENT AND W/ 3"x3"x0.229
THK. PLATE WASHER (THE HOLE IN THE PLATE WASHER IS
PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO
1/16 INCH LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH
NOT TO EXCEED 1% INCHES, PROVIDED A STANDARD CUT WASHER IS
PLACED BETWEEN THE PLATE WASHER AND THE NUT) INCLUDING AT
LEAST ONE WITHIN A MAXIMUM OF 11 7/8" FROM EACH END. PLATES
SMALLER THAN 24" IN LENGTH, SHALL BE PROVIDED WITH AT LEAST
TWO ANCHOR BOLTS UNLESS OTHERWISE INDICATED ON PLANS.
PROVIDE ALL EXTERIOR WALLS AS INDICATED ON PLANS. SEE FLOOR
FRAMING PLAN FOR REFERENCE IN PROVIDING AN EXTENSION OF
ANCHOR BOLTS ABOVE CONCRETE. HARDWARE SHALL BE TIED
IN-PLACE PRIOR TO PLACEMENT OF CONCRETE.
7. SHOT PINS: AT ALL INTERIOR, NON-BEARING, NON SHEAR WALLS AND
PARTITIONS, INSTALL A 0.145" DIA. x 2.875" LONG, SHANK AND METAL
PLATE WASHER AT 36" O.C. ADDING ONE AT EACH END. PLATES
SMALLER THAN 16" OR LONGER AND INDICATED AS SHEAR WALLS,
PLACE TWO ADDITIONAL FAASTENERS, ONE AT 6" AND ANOTHER AT
10" FROM EACH END.
8. HOLDOWNS: SEE FOUNDATION PLAN OR FLOOR FRAMING PLAN FOR
REFERENCE TO HOLDOWN LOCATION AND HARDWARE EXTENSION
TO CONCRETE FOUNDATION. (SEE DETAILS PER PLAN FOR MORE
INFORMATION)
9. RESIDENTIAL FLOOR SLAB: PLACE SLAB REINFORCEMENT IN CENTER
OF SLAB. REINFORCEMENT SHALL BE CHAIRED AND TIED IN PLACE
PRIOR TO PLACEMENT OF CONCRETE. A VISQUEEN VAPOR BARRIER
SHALL BE PLACED AT ALL MOISTURE SENSITIVE FLOOR AREAS.
PROVIDE SEAMS WITH AT LEAST 6" OVERLAP AND SEAL TAPE.
10. REFER TO ARCH. DWG. FOR TOP-OF-SLAB ELEVATIONS.
11. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS
AND SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES OR
INCONSISTENCIES WITH ANY WORK SO INVOLVED PRIOR TO
STARTING CONSTRUCTION
12. CONSULT ENGINEERING FOR TWO-POUR CONDITION.
13. WHERE TOP PLATE OR SOLE PLATES ARE CUT FOR PIPES, A METAL
TIE MINIMUM 0.058" THK. AND 1 1/2" WIDE SHALL BE FASTENED TO
EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT
LESS THAN 6-6d NAILS.
14. ALL SHEAR HARDWARE AND ANCHOR BOLTS WITH NON-STANDARD
SPACING ARE TO BE FIXED IN PLACE FOR THE FOUNDATION
INSPECTION. INDICATE HOLD-DOWN LOCATIONS, ANCHOR BOLTS
WITH NON-STANDARD LENGTH OR SPACING.
15. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A
SPECIFIED COMPRESSIVE STRENGTH NO GREATER THAN 2500 PSI.
SPECIAL INSPECTION WILL NOT BE REQUIRED.
16. FASTENERS AND CONNECTORS TO BE GALVANIZED FOR
PRESERVATIVE TREATED WOOD.
FRAMING NOTES
1. REFER TO STRUCTURAL GENERAL NOTES SHEET SN1 FOR MORE
INFORMATION
2. SEE 10/SN2 FOR FLOOR & ROOF DIAPHRAGM,
a. ROOF SHEATHING: AS PER R602 C.R.C. 15/32" PLYWOOD W/ 8d
@6:6:12 (COMMON NAIL) PANEL SPAN RATING 24/0 OR BETTER
b. FLOOR SHEATHING: 23/32" PLYWOOD W/10d @ 6:6:12 (COMMON
NAIL) PANEL SPAN RATING 32/16 OR BETTER
3. MULTIPLE ELEMENT MEMBERS (i.e. DBL JOISTS, DBL. STUDS, etc.)
SHALL BE NAILED TOGETHER W/16d's @8" O.C. STAGGERED. BEAMS
COMPOSED OF MULTIPLE PIECES (4x OR LARGER) SHALL BE
BOLTED TOGETHER W/ 5/8"Ø M.B.'S @16" O.C. STAGG.
4. WALL STUDS:
a. SIZE OF EXTERIOR AND INTERIOR STUD WALLS SHOULD MATCH
WITH ARCHITECTURAL DRAWINGS.
b. CONSIDER THE FOLLOWING MINIMUM REQUIREMENTS:
xxx ALL INTERIOR WALLS SHALL BE 2x4 STUDS @16" O.C., U.N.O.
xxx WALLS W/ UNSUPPORTED HEIGHT OF MORE THAN 10'-0", SHALL
BE 2x6 STUDS @16" O.C.
5. WHERE HANGERS ARE NEEDED, WHETHER INDICATED ON PLAN OR
NOT, U.N.O. SEE "U" OR "LB" HANGERS FOR JOISTS/RAFTERS, &
"HU" OR "HW" HANGERS FOR BEAMS OR MULTIPLE JOISTS.
6. WHERE SHEAR WALLS ARE THRU WALLS AS INDICATED ON PLANS,
SHEAR MATERIAL SHALL BE CONT. THRU WALLS.
7. ALL POSTS/MULTIPLE STUDS IN WALLS SHALL RECEIVE EDGE
NAILING FROM WALL SHEATHING. ALL BEAMS, DRAG GIRDER
TRUSSES SHALL RECEIVE BOUNDARY NAILING FROM SHEATHING.
8. WHENEVER A DETAIL IS CALLED ON A WALL LINE (FOR EXAMPLE,
1/SD1 WITH A35'S @24" O.C.), IT NEEDS TO BE APPLIED TO THE FULL
LENGTH OF THAT WALL. NOT JUST AT THE SPOST IT IS KEYED OUT
OR JUST AT SHEAR PANEL PORTION OF THE WALL.
9. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING,
FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO
SUPPORTS.
10. WHERE TOP PLATES OR SOLE PLATES ARE CUT FOR PIPES, A
METAL TIE MINIMUM 0.058" THK. AND 1 1/2" WIDE SHALL BE
FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE
OPENING WITH NOT LESS THAN 6-16d NAILS.
11. COORDINATE AND VERIFY ALL DIMENSIONS WITH ARCHITECT
DRAWINGS.
FOUNDATION PLAN
S1
FRAMING PLAN
(PLF)
SHEAR
ALLOWABLE
220
2022 CALIFORNIA BUILDING CODE (1), (3)
SHEAR WALL SCHEDULE
PANEL
TYPE
SHEAR
8 d's
@ 4" O.C.
NAILING
(COMMON)
EDGE
8 d's
@ 6" O.C.
3/8" APA
rated
rated
3/8" APA
SHEATHING
8 d's
@ 12" O.C.
@ 12" O.C.
8 d's
FIELD
(COMMON)
NAILING
(4) (2)@ 4" O.C.
@ 6" O.C. @ 16" O.C.
@ 12" O.C.
@ 24" O.C.
@ 16" O.C.
FRAMING CLIPS A35's,
LS50's OR LTP5's
(5), (6)(8)
260
320
380
(9)
(7)
(7)
SILL PLATE CONNECTION
SINKER
16d's SCREWS
RIM BOARDLSL & DF
1/4"Øx6"
SDS SCREWS
RIM BOARDLVL
1/4"Øx6"
SDS
@ 14" O.C.
@ 10" O.C.
1
2
NOTE: REFER TO SHEAR WALL SCHEDULE ON SHEET SN1
FOR DETAILS AND NOTES NOT SHOWN
2X4 @16" O.C. STUD WALL
XX
X
ANCHOR BOLT SPACING (IN)
NUMBER OF ANCHOR BOLTS
NOTES:
1. SCARIFY TOP 12" OR RECOMPACT 4' OVEREXCAVATION PRIOR TO TRENCHING FOR THE UTILITY
AND/ OR FOUNDATION. 90% COMPACTION REPORT IS REQUIRED AT THE TIME OF FOUDNATION
INSPECTION. DAMP PROOFING, BASE COURSE AND PRE-SATURATION ARE REQUIRED.
2. ALL CONCRETE SHALL BE f'c = 2500 PSI MIN. WITH TYPE V CEMENT. MAXIMUM WATER CEMENT
RATIO OF 0.45.
3. LINE AND GRADE CERTIFICATE SHALL BE SUBMITTED TO THE BUILDING INSPECTOR PRIOR TO
FOUNDATION INSPECTION.
4. SOIL COMPACTION REPORT SHALL BE SUBMITTED TO THE BUILDING INSPECTOR AT THE TIME OF
FOUNDATION INSPECTION FOR ALL NEW CONSTRUCTION AND/OR ADU PROJECTS.
NOTES:
1. WHEN SOLAR PANEL IS REQUIRED, SOLAR PLANS SHALL BE REVIEWED AND APPROVED BY
BUILDING DIVISION PRIOR TO ROOF SHEATHING INSPECTION.
224 2-2X4 STUDS
44 4X4 DFL#2 POST
46 4X6 DFL#2 POST
TD1 SIMPSON HDU2 24T 2X4 TRIMMER
224T 2-2X4 TRIMMER
66 6X6 DFL#1 POST
CALIFORNIA FRAMING
SIGNED DATE: 9/30/2024
SOIL ENGINEER REVIEW 2/21/25
2726 W Strawberry Ln &
Unit# 23/17/2025
SEE TABLE.
END LENGTH
6'-0"
*
SEE FRAMING PLAN.
CONT. JOIST OR BLOCKING,7.
OF EDGE NAILING SEE PLAN.BEAM OR JOIST (S), W/ LINE6.
5.
4.
1.
2.
3.
3'-0"
3'-0"
6'-3"
CAPACITY
1700#
3400#
4585#
6490#D CMST14
NAIL SIZE AND SPACING
BEAM/ JOIST (S).
PLAN.
FOR CONDITION C &D.
MIN. 3 1/2" WIDE MEMBER
ROWS OF NAILS.MIN. 1/2" SPACING BETWEEN
C CMSTC16
B* (2) CS16
A CS16
STRAP
DBL. TOP PLATE.
POST OR MULTI STUD, SEE
SPACING AND END LENGTH
SIMILAR CONDITION (FLUSH
SIMPSON STRAP PER TABLE133273
5
6
4
10d BOX AT 3 1/2"
10d BOX AT 4 1/2"
8d BOX/SINKER AT 4 1/8"
8d BOX/SINKER AT 4 1/8"
REFER TO 17/SN2 FOR CS16
NAILING PATTERN.
-
-
NOTES:
(2) ROWS OF NAILS FOR EA.
STRAP.
DRAG DETAIL
6 3 4
1
PLYWOOD SHEATHING
2-16d TOE NAIL EACH RAFTER
TYPICAL ROOF RAFTER PER
5.
6.2 EDGE NAILING
3.
2.
TO RIDGE
PLAN
1.RIDGE PER PLAN
SIMP. ST6236 STRAP @ 48" O.C.,FULLY NAIL STRAP W/ 16d SINKER
OR 10 d's COMMON NAILS
5
CONNECTION DETAIL
2" DEEPER THAN ROOF RATER
4.
1.BEAM PER PLAN
2
3
TYP. @ EACH SIDE OF BEAM
O.C. STAGGERED TO POST
2X KING STUD W/(3) 16d's TO
SIDE OF BEAM & 16d's @ 12"
1
2.
3.
POST PER PLAN
BEAM CONNECTION DETAIL
CENTER @ PENETRATION
ADD (2) #4 X 4' LONG
TRENCH PERPENDICULAR TO FOOTING
TO FOOTINGSTRENCH PARALLEL
FILL
COMPACTED
4
MI
N
.
MI
N
.
6"
6"
PROPER SHORING
NOTES:
RESPONSIBLE FOR
CONTRACTOR IS
CREATE PIPE SLEEVE 2"
LARGER THAN PIPE.
LINE.
NOT TO EXTEND BELOW THIS
BOTTOM OF TRENCH EXCV.
PER SOILS REPORT.
BACKFILL TRENCH EXCV.
FINISH GRADE.4.
3.
2.
1.
TYP. TRENCH @ FOOTINGS D5117
1 3
10'-0" MIN.
18"
1
2
1
2
2
R
WHEN REQUIRED.
FOR VERTICAL PIPES:5.
2X4 WALLS - MAX. PIPE SIZE IS 3".
5
2X6 WALLS - MAX. PIPE SIZE IS 4".
-
MIN. SPACING OF-
OF VERTICAL
PENETRATION IS 6".
3/4"
MIN.
Consultant:
Address:
Address
Phone
e-mail
AD
D
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E
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S
:
SHEET NAME
DATE
DRAWN BY:
CHECKED BY:
SHEET NUMBER
REVISION
STAMP
PR
O
J
E
C
T
9/
3
0
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2
0
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07/22/2024
HP
2
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2
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Description Date
SA
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2
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0
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2
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2
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C
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2
7
0
6
A.B. EDGE DISTANCE
'b' = 2 3/4" FOR 2x6
'b' = 1 3/4" FOR 2x4
8"
MI
N
.
2"
CLR.
3"
CL
R
.
'b'
STUD WALL ON EXT. GRADE BEAM
d f
e
p
WEEP SCREED. (MIN. 4" ABOVE GRADE
2X STUDS @ 16 " O.C.
CONT. REBAR T&B PER TABLE (U.N.O.).
INTERIOR FINISH.
WHERE INDICATED ON PLANS)
W/ 5/8" DIA. ANCHOR BOLTS
5" CONC. SLAB W/ #4 BARS
a.
b.
f.
e.
d.
2X P.T.D.F. SILL (USE 3Xc.
SLAB. U.N.O.
@ 18" O.C. E/W @ MID HT. OF
7" EMBEDMENT. (FOR DUAL POUR, THEp.
h.EXTERIOR FINISH W/ G.I. BASE
r
q. PLYWOOD PER PLAN.
r. TOP OF NATURAL GRADE OR
COMPACT FILL. PRESATURATION TO
OR MASA/MASAP.
MIN. 10 MIL VAPOR BARRIER WITH OVER
JOINTS LAPPED NOT LESS THAN 6 IN.
7" EMBEDMENT INTO THE 1st. POUR
STARTS FROM THE COLD JOINT).
b
a
c
q
W
D
h
- VAPOR BARRIER TO HAVE
PER MANUF. (U.N.O.).
NOTES:
USE #4 DOWELS 24" @ 36" O.C.
FOOTING DIMENSIONS/REINF. U.N.O.
# OF
STORIES
W
WIDTH
D
DEPTH
1 12"24"
24"
EMBED MIN. 12" ON FIRST POUR
FOR DUAL POUR
LOWEST ADJACENT GRADE.
- "D" IS EMBEDMENT DEPTH BELOW
2-#5 TOP & BOTTOM
CONTINUOUS
REBAR "e"
s
s. SLAB ON GRADE WHERE OCCURS
z
t.
NOT USED
t
x.
OPTIONAL CURB
y.
y
CONT. #4 REBAR
MIN. 6" LAP AT ALL SEAMS
x
z.
3" MIN.
1'
-
0
"
M
I
N
.
V
@VENEER MATCH ITS THICKNESSv.
OR 3-#4 TOP & BOTTOM
AGGREGATE
110% OF OPTIMUM MOISTURE
CONTENT.
OVER 4" BASE OF 1/2" OR LARGER CLEAN
AND 2" ABOVE PAVE AREAS).
4"
MI
N
.
3"
CLR.
3"
CL
R
.
"L
e
"
W
D
INT. BEARING FOOTING
a q
- SEE DETAIL #1 FOR LEGEND
& INFORMATION NOT SHOWN.
NOTES:
d
c
e
f
z
NOTE:
SEE DETAIL #1 FOR LEGEND &
INFORMATION NOT SHOWN
NON-BEARING INTERIOR WALL
d 1 a 1.FOR INTERIOR NON-SHEAR WALLS
USE SIMPSON PDPAWL-MG SERIES
0.157Ø PINS WITH A PENETRATION OF
1 1/4" INTO SLAB AT 16" O.C. TO BE
INSTALLED IN ACCORDANCE WITH ICC
ESR-2138. ACTUAL SLAB THICKNESS
TO BE MINIMUM 4". PLATES SMALLER
THAN 16" IN LENGTH SHALL HAVE
MINIMUM OF TWO FASTENERS.
NOTE:
INFORMATION NOT SHOWN.
SEE DETAIL #1 FOR LEGEND AND
2. #3 X 24" DOWELS @ 24" O.C.
1. SEE DETAIL #3
HOUSE TO PORCH
3"
CL
R
.
e
r
D
d
2"
MI
N
.
PORCH SLAB
SLOPE TO DRAIN
6" MIN.
FINISH
GRADE
6"
MI
N
.
FACE OF STUDS12
W
3"
CLR
4"
NOTES:
AND INFORMATION NOT SHOWN
- SEE DETAIL #1 FOR LEGEND
EXTERIORINTERIOR
STUD
FACE OF
SEE PLANS 24" SQ. MIN.
SEE PLANS
PAD REINFORCEMENT,2.
1.
COLUMN BASE, SEE PLAN
POST IN WALL OR USE
1
2 2
d
-4x4 POSTS CAN BE REPLACED WITH 2-2x4
AS LONG AS NAILS ARE MAINTAINED WITH
MIN. EDGE DISTANCE AS REQUIRED BY THE
MANF. SPEC. & S.W. EDGE NAILS STAGG
ON BOTH STUDS.
3"
CL
R
.
SEE PLANS 24" SQ. MIN.
FACE OF
PAD FOOTING
1
1. ROOF SHEATHING.
ROOF RAFTER
RSRS 03 NAILS AT 6" O.C.
B.N. U.N.O.
2X FULL HEIGHT BEVELED BLK'G
DBL. TOP PLATE OR BEAM.
SIMPSON A35 SPACING
2.
3.
4.
5.
6.
SHEAR TRANSFER DETAIL
PER SW SCHEDULE
(AT NON-SHEAR WALL, SPACING
IS 48" O.C. MAX.).
2
3
4
5
6
SHEAR PANEL WHERE OCCURS7.
7
11
8.
9
2X C.J. WHERE OCCURS. SEE ARCH.9.
8
2X STUDS @ 16" O.C. TYP.
10
W/ 3-16d EAC. END TO JOISTS
2X FASCIA BOARD W/ 3-16d TYP.10.
11
5-16d COMMON NAILS TYP.11.
@ EA. C.J. TO R.R.
9"
TYP.
HOLDOWN, SEE PLAN
FOR TYPE AND
LOCATION
"L
e
"
9"
TYP.
SDS SCREW
WHERE REQ'D
2X OR 2-2X
TRIM
4X MIN. U.N.O.
E.N. TO HOLDOWN
SILL PLATE
SILL BOLT
HOLDOWN
ANCHOR
SEE SCHEDULE
SEE NOTE #3
6" MIN.
VARIES
SEE MFGR POST
WHERE REQ'D
CONCRETE
CURB
FF
HOLDOWN ANCHOR
SEE SCHEDULE
SILL BOLT
SILL PLATE
HOLDOWN,
SEE PLAN FOR
TYPE AND
LOCATION
4x MIN. U.N.O.
SEE NOTE #3
6" MIN.4"
MI
N
.
VARIES
SEE MFGR
"L
e
"
"L
e
"
SEE NOTE #3
1 3/4" AT 2x4 STUDS
2 3/4" AT 2x6 STUDS
INTERIOR WALLA AT CONCRETE CURBB
EXTERIOR WALLC INTERIOR WALLD
HOLDOWN AND EMBEDMENT SCHEDULE
(MIN. 2500 PSI CONCRETE)
MODEL NO
HDU2-SDS2.5
HDU4-SDS2.5
HDU5-SDS2.5
MINIMUM POST SIZE
2-2X (4X @ CORNER)
2-2X (4X @ CORNER)
2-2X (4X @ CORNER)
ANCHOR BOLT
SIZE
5/8"
5/8"
5/8"
MIN. EMBED
"Le"
21"
18"
18"
ANCHOR *
TYPE
SSTB24
SB5/8X24
SB5/8X24
CAPACITY (LBS.)
CORNER
3325
5730
5730
3325
5730
5730
END
* MATERIAL OF SSTB & SB IS ASTM F 1554 GRADE 36 PER ICC ESR-2611
* * NOT APPLICABLE FOR HOLDOWN LOCATION @ CORNER OR END
NOTES:
1. BOLT HOLD DOWN TO POST PER MFGR, PROVIDE STANDARD CUT WASHERS ON OPPOSITE SIDE
OF POST FROM HOLDOWN. POST MAY BE COUNTER SUNK A MAXIMUM OF 12 INCH TO RECESS
BOLT AND WASHER.
TYP. HOLDOWN INSTALLATION
4"
MI
N
.
NOTE:
PLYWOOD NOT
SHOWN FOR
CLARITY
NOTES:
4x4 POSTS CAN BE REPLACED
W/ 2-2x4 AS LONG AS NAILS ARE
MAINTAINED W/ MIN. EDGE DISTANCE
AS REQUIRED BY THE MANUF. SPEC.
BOTH STUDS.
-
PLAN VIEW
SB/SSTB @ CONC. CORNER
PLAN VIEW
SB/SSTB @ CONC. END
85" MIN4
5" MIN.
4 16
"
RE
T
U
R
N
7
MI
N
.
& S.W. EDGE NAILS STAGGERED ON
- FOR NON-MONO POUR FOUNDATIONS,
USE (2) #5 DOWELS PER EACH
SB/SSTB BOLTS, PLACED WITHIN 2"
18"
18
"
FROM THE BOLT.
TYP. WOOD POST ON SILL PLATER
PRESSURE TREATED3.
2.
1.
TOP OF CONC. SLAB
POST SEE PLAN FOR SIZE
1
2
4
A35 @ EAC. SIDE OR BC PER PLAN4.
3 CONT. SILL PLATE
CL
5
2X WALL STUD5.
1
4
5
1.BEAM, SEE PLAN FOR SIZE.
DBL. TOP PLATE
MULTI-STUD OR POST, SEE PLAN.
SIMPSON A34.
SILL PLATE.
2.
3.
4.
5.
CEILING BEAM DETAILR
3
2
STRUCTURAL DETAILS
SD1
CONNECTION AT KING POST
14
3
4
5
2
1.
2.
3.
4.
5.
16d NAILS AT 6" O.C. STAGG.
EACH SIDE.
2X K. STUD EACH SIDE.
ST12 EACH SIDE K. POST TO
SUPPORTING BM. AS AN ALT.
BM PER PLAN.
KING POST.
USE 2X K. STUD SIMILAR TO
ABOVE.
CONNECTION DETAIL
POST W/ SIMPSON ECCQ OR
PROVIDE SHIM UNDER AND @THE SIDE OF THE SMALLER
BEAM AS REQUIRED.
POST W/ SIMPSON CCQ OR
ALIGN BEAMS TO RECEIVE
ALT. LOCATION OF STRAP
ON TOP OF BEAMS.
NOTES:
-STRAP.
2.
3.
4.
CC , SEE PLAN.
1. CENTERED SIMPSON ST6236
1
1
2
3 1
433
ECC, SEE PLAN.
-
MULTI - STUD OR
71
1.
4.
3.
2.
(2) #4 E/ W PER PLAN.
OF COLUMN BASE.12" 12" THRU STIRRUP
#3 MIN. "V" BAR BENT
CB/LCB/CBSQ PER PLAN.
SIMPSON COLUMN BASE
2
WHERE OCCURS.
1
WHERE OCCURS.
1"
7.
6.
5
CL
R
TOP OF CONCRETE SLAB
PAD FOOTING PER PLAN.
2
PLATE & ANCHOR BOLTS5.
3CLR3"
3"
38"
M
I
N
.
4
6
4"
3" BATTER
SEE PLANS
POST PER PLAN.
COLUMN BASE DETAIL
SHEAR TRANSFER DETAIL
11.
8.
6.
10.
9.
7.
5.
3.
ROOF SHEATHING W/ LINE OF
2X FLAT OUTRIGGERS @ 4'-0" O.C.,
FOR EAVES UP TO 24" DO NOT
4.
E.N. @ BLOCKING.
1.
2.
RAFTER WHERE OCCURS TO RUN
FOR EAVES UP TO 12" & 2'-0"O.C.
OVER CUT. NAIL W/ (2) 16d's @
EACH END.
R
6 6
1
2-2X TOP PLATES, WHERE OCCURS
2X STUDS @ 16" O.C. TYP.
3
2
SHEAR PANEL WHERE OCCURS
3 10
7
2X BLK'G @ 48" O.C.
8
A35 PER SHEAR WALL SCHEDULE
9
9
2X C.J./BLK'G WHERE OCCURS.
B.N.
4
2X FLAT OUTIGGER @ 24" O.C.
11
2X FASCIA W/ 2-16d E.N.
@ EAC. OUTRIGGER
W/ B.N. @ ROOF SHEATHING &
W/ 2-16d E.N. @ EAC. END
(3) 8d COMMON TOE NAILS TO
TOP PLATES
OR 48" O.C. @ NON-SHEAR WALL 12
12.PROVIDE 2X BRACING @ 48" O.C.
WHEN WALL STUDS ARE NOT
CONTINUOUS.
1
A B
B
4
3
1
6
A
1
5
4
23
CALIF. FRM'G (PLAN VIEW)
CONNECTION DETAIL
2x
6
R
I
D
G
E
(
U
.
N
.
O
.
)
CALIF. FRAM'G. @ RIDGE
B.N.
MI
N
1
2
"
1.R/R OR TRUSS PER PLAN.
ROOF SHEATHING.
MIN. 1X CONT. BOARD W/
(3)16d's TO EACH ROOF
FRAMING ELEMENT.
2X R/R @ CA. FRAMING.
USE 2X4 @ 24" O.C. FOR MAX.
SPAN OF 6'-0" & 2X6 @ 24"
O.C. FOR MAX. SPAN OF 10'-0".
2X6 PURLIN & 2X4 KICKER @
8'-0" O.C. MAX. TO LIMIT
R/R SPAN @ CALIF. FRAMING.
(1) BAY WIDTH X 30" ACCESS
& VENTILATION OPENING PER
ARCHITECTURAL. PROVIDE 2X
BLKG. & BOUNDARY NAILING
OF ROOF SHEATHING AROUND
OPENING.
2.
3.
4.
5.
6.
& TOE NAIL W/ (3) 8d's.
CC
CALIFORNIA FRAMING DETAIL
DRAG DETAIL
A CS16 1700# 3'-6"
B (2)CS16 3400# 3'-6"
END LENGTHSTRAPCAPACITY**
OF 8d SINKER NAILS @
4
1
7 1
5
2
62
3
END LENGTH.7.
7
CS16 & NAIL W/16d's @ 4" O.C.
MEMBER TO RECEIVE 2ND.ADD 2"X4"X48" LONG*
STAGGERED TO ROOF
TYPICAL ROOF RAFTER
WHERE APPLICABLE.ALL BAYS OF BLOCKING.
HIP BEAM
SEE PLAN FOR NO. OF BAYS
2X FLAT BLK'G. W/ E.N.
ALONG LINE OF DRAG.
DBL. TOP PLATE OR BEAM.
ROOF SHEATHING W/ E.N.
(MIN. 4 BAYS).
6.
5.
4.2
2.
3.
7 SIMPSON CS16 W/ (2) ROWS1.
*
RAFTER/TRUSS TOP CHORD.
4 1/8" O.C. CUT TO FIT OVER
SIGNED DATE: 2/20/2025
3
3 BLDG PC 3 02/20/25
40*-&/(*/&&33&7*&8
2726 W Strawberry Ln &
Unit# 23/17/2025
Consultant:
Address:
Address
Phone
e-mail
AD
D
R
E
S
S
:
SHEET NAME
DATE
DRAWN BY:
CHECKED BY:
SHEET NUMBER
REVISION
STAMP
PR
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12/08/2024
HP
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Description Date
SA
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C
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2
7
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6
2
7
2
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S
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1ST PC RESPONSE 12/08/241
&
Χ
&
TYP. BORE & NOTCH @ PLATES 01
TYP. BORE & NOTCH @ STUD
SUPPORT
C OFL
1
1
NOTCHING
BORING
TYP. BORE & NOTCH @ BM OR JOIST 03
D/
4
D/
3
MA
X
D/
6D
2"
MI
N
.
D
2"
MI
N
.
D D/
6
02
TYP. SHEAR WALL INTERSECTIONS 09
TYP. REINFORCING BENDS 13 TYPICAL REINFORCEMENT DETAILS 05
05
SN2
STRUCTURAL DETAILS
SD2TYP. EXTERIOR AND INTERIOR BEARING/SHEAR WALL FRAMING
TYP. INTERIOR NON-BEARING STUD WALL FRAMING
16
ALT. CONDITION
PROVIDE B.N. @ ALL EDGES.
24". PROVIDE ADEQUATE FRAMING
MEMBERS TO LIMIT SPAN.
SHEATHING.
-SEE GENERAL NOTES FOR PLYWOOD
TYPE, THICKNESS, SPACING, & NAIL SIZE.
-PROVIDE MIN. 3/8" EDGE DISTANCE @
FRAMING MEMBER & 5/16" TO EDGE OF
PLYWOOD DIAPHRAGM.
-ALL DIAPHRAGM BOUNDARIES SHOULD
BE FULLY SUPPORTED BY FRAMING
MEMBERS W/ BOUNDARY NAILING
-T&G EDGE TO BE LOCATED OVER
CONTINUOUS PANEL JOINT.
-MAX. UNSUPPORTED SHEATHING TO BE
DIAPHRAGM
OPENING IN
TYP. APPROVED HANGERS USE
(3) 16d TOE NAILS IF LENGTH
NOTES:
-STAGGERED JOINTS AS SHOWN
-NAILS SHALL BE DRIVEN TIGHT BUT
SHALL NOT FRACTURE SURFACE OF
TAIL JOIST/TRUSS PER PLAN.
TYP. 2-BAYS OF BLKG. USE
CS16 OVER BLK'G AND
OF TAIL JOIST < 6'-0".
16.
17.
18.
8. DISCONTINUOUS PANEL EDGE,
EDGE NAILING PER PLAN.
CONT. PANEL EDGE W/ BLKG.
(IF BLOCKED DIAPHRAGM),
EDGE NAILING PER PLAN.
24" MIN. UNLESS FULLY
FIELD NAILING PER PLAN.
FRAMING MEMBERS.
DIRECTION OF FACE GRAIN
PERPENDICULAR TO SUPPORT.
BLOCK OUT EDGES OF THE
OPENING W/ DBL. STRUCT'L.
MEMBERS/BEAM (U.N.O.) AND
12.
13.
14.
15.
1/8" GAP U.N.O.
9.
10.
11.
BLOCKED @ ALL EDGES.
ROOF OR FLOOR SHEATHING.
2X4 W/ NAILS TO BE
ROOF OR FLOOR FRAMING
2X4 BLK'G 6'-0" LONG MAX W/ (2) 16d
PANEL EDGE WHERE 2X FLAT
BLKG. IS NEEDED @ BLOCKED
DIAPHRAGM BOUNDARY &
COMMON NAILS @ EA. END.
MATCHED W/ EDGE NAILING.
6.
7.
DIAPHRAGM.
B.N. PER PLAN.
3.
4.
5.
2.
1.
MEMBER.
PANEL JOINT.
1
3
4
2
6 14 7 8 9
10
11 13
10
18
17
12
16
15
1/8" GAP
16" MIN.
OFFSET EDGE
SUPPORT
NAIL @ 2 1/16" O.C. U.N.O.
48" MAX.48
"
MA
X
.
ON FRAMING PLAN.
PROVIDE SINGLE BLOCKING
W/ E.N. WHEN OPENING < 24"x24",
AND STRAPS PER NOTE 18
DO NOT APPLY.
51/8" GAP
79
10 8 6
3
2
5
42
3
42
3
2 1
1
1
1.BOTTOM CHORD OF TRUSS
(MAX. @ 24" O.C.)
2.
3.
4.
2X8 BRACING.
5.
6.
7.
8.
9.
SIMP. STC @ EACH CONNECT.
IX OVER 2X PLATE OR (2)
2X BLK'G. @ 24" O.C. W/ (2)
16d's TO EACH MEMBER.
2X MEMBER W/(2) 16d TO BLK'G.
(2) 2X TOP PLATE.
(2) 16d'S @ 12" O.C.
TYP. EDGE NAILING.
2X TOP PLATE WHEN TRUSS
BOT. CHORD IS CAMBERED
10.2X CEILING JOIST OR BOTTOM
CHORD OF CAMBERED TRUSS.
ALT. CONDITION
PERPENDICULAR PARALLEL
3
4
111
ALT. CONNECTION 2X BLK'G. X 12" LONG @ ±6'-0"
O.C. NAILED TO TOP PLATE
11.
W/ (3) 16d's.
NON-BEARING WALL DETAIL 06
TYPICAL SPLICE TOP PLATE 08
14
PLY. FLR/ROOF DIAPHRAGM TYP.10
FLOOR SHTG
11
1
/
8
"
1 1/4" RIM JST
1
3
/
4
"
3
5
/
8
"
LS50 PER
2x STUDS @
16" O/C
PENETRATION
DBL TOP FL
2x STUDS @
16" O/C
NOTE:
- PROVIDE F.H. SOLID BLOCKING UNDER BEAMS OR POST ABOVE.
- NEED TO BE REVIEWED BY STRUCTURAL ENGINEER IF THE RIM JOIST
SUPPORTS MORE THAN ONE FLOOR AND ROOF.
PLANS
Ø = 7 3/8" MAX
6
1
/
2
"
13"x6 1/2"
DUCT OPENING
L = 1'-1"
S = 1'-1"
MIN.
MI
N
.
EQEQ
CL
DUCT
RIM OPENING @ MULTI DUCT 04
1/
2
"
1
1
/
4
"
NAILS
2 1/16"
07CS16 DRAG STRAP NAILING PATTERN
NAIL BOTH PLWD. PANELS
ON SAME MEMBER.
BOTH SIDES OF DBL. SIDED
WINDOW SILL FOR STRAP ON
INSTALL HOLDOWN ON RETURN
SHEAR PANELS.
APPLICABLE.
USE FULL WIDTH BLK'G. &
WALL @ CORNERS WHEN
NOTES:
FULL LENGTH OF SHEAR PANEL).
WINDOW SILL WHERE OCCURS.
CONT. STUD/S OR POST W/ B.N.
SHEAR PANEL TYPE PER PLAN
ALL AROUND OPENING. PROVIDE
BLK'G ABOVE & BELOW OPENING
TYP. EACH CORNER OF OPENING.
SILL & ACROSS SHEAR PANEL
EXTEND ONTO HDR. OR WINDOW
2X BLK'G W/8d @ 2 1/16" O.C.
CS16 OVER SHEAR PANEL OVER
3.2X STUD PER PLAN.
NAILING/SCREWS/BOLT
SHEAR WALL.
B.N. AT BLK'G & EDGES OF
HEADER PER PLAN.
& W/HOLDOWN PER PLAN AT
8.
7.
6.
5.
4.
DOUBLE 2X TOP PLATE.
(ALT. INSTALL OVER 2X MIN.
2.
1.
16
835
2 6 1
7
4
5
6 18"
5
5
3
4
2
1
1
5 4
5
OUTSIDE EDGES OF SHEAR PANEL
& EDGES OF DOORWAYS.
5
7 1
NAILING PATTERN.
REFER TO 17/SN2 FOR CS16
PER PLAN.-
-
-
-
STAGGERED FACE NAILS PER9.
NOTE 5 OF DETAIL 2/SN3.
PANEL EDGE.10.
9
9
10
1/8"
10
USE (2)CS16 W/ (2)-2x or 4x BLKG11.
AT KEY NOTE 15A
11
11
OPENING @ SHEAR WALL
11
12
15
HEADER SCHEDULE (SEE NOTE 1)
OPENING WIDTH HEADER
UP TO 3'-6"4X4
UP TO 5'-5"4X6
UP TO 6'-10"4X8
UP TO 8'-5"4X10
UP TO 9'-9"4X12
DATA FROM CRC TABLE R502.5(1)
DF #1 HEADER, ALLOWABLE SPANS
3
2
4
2
4 1
SIDE VIEW END VIEW
1. BM., SEE PLAN.
SIMPSON STRAP EACH SIDE
OF BEAM TO POST.
POST, SEE PLAN.
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.
2.
3.
4.
NOTE:
-
POST & BEAM CONNECTION
ADD SHIMS AS REQUIRED.
IF THERE IS DBL. TOP PLATE-
BTWN. BM. & POST, INCREASE
LENGTH OF STRAP TO
ACCOMMODATE.
EQ
.
EQ
.
FILL ALL STRAP HOLES WITH-
NAILS.
4
SIGNED DATE: 12/8/2024
2726 W Strawberry Ln &
Unit# 23/17/2025
15 Bottom plate to joist, rim joist, band joist or blocking (at
braced wall panels)
3-16d box (31/2″ × 0.135″); or
2-16d common (31/2″ × 0.162″); or
4-3” x 0.131 nails
16 Top or bottom plate to stud
4-8d box (2 ½” x 0.113”); or
3-16d box (31/2″ × 0.135″); or
4-8d common (21/2″ × 0.131″); or
4-10d box (3” x 0.128”); or
4-3” x 0.131 nails
3-16d box (3 ½” x 0.135”); or
2-16d common (3 ½” x 0.162”); or
3-10d box (3”x 0.128”); or
3-3” x 0.131 nails
17
18
Top plates, laps at corners and intersections
1″ brace to each stud and plate
3-10d box (3” x 0.128”); or
2 –16d common (3 ½” x 0.162”): or
3-3” x 0.131 nails
3-8d box (21/2″ × 0.113″); or
2-8d common (2 ½”x 0.131”); or
2010d box (3” x 0.128”); or
2 staples 1 3/4″ ×
19 1″ × 6″ sheathing to each bearing
3-8d box (21/2″ × 0.113″); or
2-8d common (2 ½” x 0.131”); or
2-10d box (3” x 0.128”); or
2 staples, 1” crown, 16 ga., 1 3/4″ long
3-8d box (21/2″ × 0.113″); or
3-8d common (2 ½” x. 0.131”); or
3-10d box (3” x 0.128”); or
3 staples 1” crown, 16 ga., 1 ¾” long
20 1″ × 8″ and wider sheathing to each bearing Wider than 1” x 8”
4-8d box (2 ½” x 0.113”); or
3-8d common (2 ½” x 0.131”); or
3-10d common (3” x 0.128”); or
4 staples, 1” crown, 16 ga., 13/4″ long
Floor
21 Joist to sill, top plate or girder
22 Rim joist, band joist or blocking to sill or top plate
(roof application also)
23
24
25
26
1″ × 6″ subfloor or less to each joist
2″ subfloor to joist or girder
2″ planks (plank & beam - floor & roof)
Band or rim joist to joist
4-8d box (21/2″ × 0.113″); or
3-8d common (2 ½” x 0.131”); or
3-10d box (3”x 0.128”); or
3-3” x 0131” nails
8d box (21/2″ × 0.113″)
8d common (2 ½” x 0.131”); or
10d box (3” x 0.128”); or
3” x 0.131” nails
3-8d box (21/2″ × 0.113″); or
2-8d common (2 ½” x 0.131”); or
3-10d box (3” x 0.128”); or
2 staples, 1” crown, 16 ga., 1 3/4″ long
3-16d box (3 ½” x 0.135”)
2-16d common (3 ½ ” x 0.162”)
3-16d box (31/2″ × 0.135″); or
2-16d common (3 ½” x 0.162”)
3-16d common (3 ½” x 0.162”)
4-10 box (3” x 0.128”), or
4-3” x 0.131” nails, or
4-3” x 14 ga. staples, 7/16” crown
20d common (4” x 0.192”); or
27 Built-up girders and beams, 2-inch lumber layers
10d box (3” x 0.128”); or
3” x 0.131” nails
And:
2-20d common (4” x 0.192J; or
3-10d box(3 ½” x 0.128”); or
3-3” x 0.131” nails
28
29
Ledger strip supporting joists or rafters
Bridging to joist
4-16d box (3 ½” x 0.135”); or
3-16d common (31/2″ × 0.162″); or
4-10d box (3” x 0.128”); or
4-3” x 0.131 nails
2-10d (3” x 0.128”), or 2-8d common
(2 ½” x 0.131”; or 2- 3” x 0.131”) nails
Face nail at ends and at each splice
At each joist or rafter, face nail
Each end, toe nail
Face nail
3 each 16” o.c. face nail
2 each 16” o.c. face nail
4 each 16” o.c. face nail
Toe nail
End nail
Face nail
Face nail
Face nail
Toe nail
4” o.c. toe nail
6” o.c. toe nail
Face nail
Blind or face nail
At each bearing
End nail
Nail each layer as follows: 32” o.c. at top and
bottom and staggered.
24” o.c. face nail at top and bottom staggered on
opposite sides.
ITEM
Roof
1
RESIDENTIAL NAILING SCHEDULE
TABLE R602.3(1) FASTENER SCHEDULE FOR STRUCTURAL MEMBERS
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF
FASTENERa, b, c
Blocking between joists or rafters to top plate, toe nail
2
3
4
5
6
Ceiling joists to plate, toe nail
Ceiling joists not attached to parallel rafter, laps over
partitions, face (see Sections R802.3.2, R802.3.2 and
Table R802.5.1(9))
Ceiling joist attached to parallel rafter (heel joint)
(see Sections R802.3.1 and R802.3.2 and Table
R802.5.1(9))
Collar tie to rafter, face nail or 11/4″ × 20 gage ridge
strap to rafter
Rafter or roof truss to plate
4-8d box (2 ½ x 0.113”)or
3-8d (21/2″ × 0.113″); or
3-10d box (3”x0.128”);or
3-3”x0.131” nails
4-8d box (2 ½ x 0.113”)or
3-8d (21/2″ × 0.113″); or
3-10d box (3”x0.128”);or
3-3”x0.131” nails
4-10d box (3”x0.128”);or
3-16d common (3 ½” x 0.162”);or
4-3”x0.131” nails
Table R802.5.1(9)
4-10d box (3”x0.128”); or
3-10d common (3″ × 0.148″); or
4-3”x0.131 nails
3-16d box nails (31/2″ × 0.135″) or
3-10d common nails (3″ × 0.148″); or
4-10d box (3”x0.128”); or
4-3”x0.131” nails
7 Roof rafters to ridge, valley or hip rafters or roof rafter to
minimum 2” ridge beam
4-16d (31/2″ × 0.135″); or
3-10d common (3″ × 0.148″); or
4-10d box (3”x0.128”); or
4-3” x 0.131 nails
3-16d box (31/2″ × 0.135″); or
3-16d common (31/2″ × 0.148″); or
3-10d box (3”x0.128”); or
3-3” x 0.131 nails
Wall
8
9
10
11
12
13
16d common (3 ½ ″ × 0.162″)
Stud to stud (not at braced wall panels)l
Stud to stud and abutting studs at intersecting wall
corners (at braced wall panels)
Built-up header (2” to 2” header with 1/2″ spacer
Continuous header to stud
Top plate to top plate
Double top plate splice
10d box (3” x 0.128”); or
3”x 0.131” nails
16d box (31/2″ × 0.135″); or
3” x 0.131” nails
16d common (3 ½” x 0.162”)
16d common (31/2″ × 0.162″)
16d box (3 ½” x 0.135”)
5-8d box (21/2″ × 0.113″); or
4-8d common (2 ½”x 0.131”); or
4-10d box (3” x 0.128”)
16d common (3 ½” x 0.162”)
10d box (3″ × 0.128″); or
3” x 0.131” nails
8-16d common (31/2″ × 0.162″); or
12-16d box (3 ½” x 0.135”); or
12-10d box (3” x 0.128”); or
12-3” x 0.131 nails
14 Bottom plate to joist, rim joist, band joist or blocking (not
at braced wall panels)
16d common (3 ½” x 0.162”)
16d box (3 ½” x 0.135”); or
3” x 0.131” nails
Toe nail
SPACING OF FASTENERS
Per joist, toe nail
Face nail
Face nail
Face nail each rafter
2 toe nails on one side and 1 toe nail on opposite
side of each rafter or trussi
Toe nail
End nails
24″ o. c. face nail
16” o. c. face nail
12″ o.c.
16” o.c. face nail
16″ o.c. each edge face nail
12” o.c. each edge face nail
Toe nail
16” o.c. face nail
12” o.c. face nail
Face nail on each side of end joist (minimum 24” lap
splice length each side of end joint)
16” o.c. face nail
12 “ o.c. face nail
MATERIALS
30
31
32
3/8" - 1/2"
19/32" - 1"
11/8" - 11/4"
6d common (2" × 0.113") nail (subfloor wall)j
8d common (21/2" × 0.131") nail (roof); or RSRS-01(2⅜” x
0.113” nail (roof) j
8d common nail (21/2" × 0.131"); or RSRS-01; (2⅜” x
0.113”) nail (roof)j
10d common (3" × 0.148") nail or
8d (21/2" × 0.131") deformed nail
Other wall sheathing h
33
34
35
36
37
38
39
1/2" structural cellulosic
fiberboard sheathing
25/32" structural cellulosic
fiberboard sheathing
1/2" gypsum sheathingd
5/8" gypsum sheathingd
3/4" and less
7/8" - 1"
11/8" - 11/4"
11/2" galvanized roofing nail, 7/16" head diameter or
1¼” long 16 ga. Staple with 7/16” or 1” crown
13/4" galvanized roofing nail, 7/16" head diameter or
1½" long 16 ga. Staple with 7/16” or 1” crown
11/2" galvanized roofing nail; staple galvanized,
11/2" long; 11/4 screws, Type W or S
13/4" galvanized roofing nail; staple galvanized,
15/8" long; 1 5/8”screws, Type W or S
6d deformed (2" × 0.120") nail or
8d common (21/2" × 0.131") nail
3
3
7
7
Wood structural panels, combination subfloor underlayment to framing
6
8d common (21/2" × 0.131") nail or
8d deformed (21/2" × 0.120") nail
10d common (3" × 0.148") nail or
8d deformed (21/2" × 0.120") nail
6
6
6
6
7
7
12
12
12
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)
6
6
6
12f
12f
12
Edges
(inches) i
Intermediate supports c, e
(inches)
FOR SI: 1 INCH = 25.4 MM, 1 FOOT = 304.8 MM, 1 MILE PER HOUR = 0.447 M/S; 1 KSI = 6.895 MPA.
a.NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED.
NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING
YIELD STRENGTHS AS SHOWN: 80 KSI FOR SHANK DIAMETER OF 0.192 INCH (20D COMMON NAIL), 90
KSI FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 KSI
FOR SHANK DIAMETERS OF 0.142 INCH OR LESS.
b.STAPLES ARE 16 GAGE WIRE AND HAVE A MINIMUM 7/16-INCH ON DIAMETER CROWN WIDTH.
c.NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS
ARE 48 INCHES OR GREATER.
d.FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9-FOOT PANELS SHALL BE APPLIED VERTICALLY.
e.SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R602.3(2).
f.WHERE THE ULTIMATE DESIGN WIND SPEED IS 130 MPH OR LESS, NAILS FOR WOOD STRUCTURAL
PANEL ROOF SHEATHING TO GABLE END WALL FRAMING SHALL BE SPACE 6 INCHES ON CENTER.
WHERE THE ULTIMATE WIND SPEED IS GREATER THAN 130 MPH, NAILS FOR ATTACHING PANEL ROOF
SHEATHING TO INTERMEDIATE SUPPORTS SHALL BE SPACED 6 INCHES ON CENTER FOR MINIMUM
48-INCH DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 4 INCHES ON CENTER TO
GABLE END WALL FRAMING.
g.GYPSUM SHEATHING SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE
WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C 208.
h.SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGE SUPPORTED
BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS ONLY. SPACING OF
FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING
MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF AND FLOOR SHEATHING PANEL EDGES
PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY
OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS
OR SOLID BLOCKING.
j.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH
THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS FROM THE
CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE
OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED.
j.RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667.
·THE FASTENER SCHEDULE PROVIDES MINIMUM NAILING REQUIREMENTS (I.E. SIZE,
SPACING) FOR CONNECTING BUILDING ELEMENTS USED IN WOOD FRAMED
CONSTRUCTION. FOR WOOD STRUCTURAL PANELS, BOTH EDGE NAILING AND
INTERMEDIATE (FIELD) NAILING ARE SPECIFIED. IN ADDITION TO THE NAILING FOR
WOOD STRUCTURAL PANELS, FASTENERS ARE SPECIFIED FOR GYPSUM WALL
SHEATHING, CELLULOSIC FIBERBOARD WALL SHEATHING AND COMBINATION
SUBFLOOR UNDERLAYMENT.
GENERAL NOTES
1.BUILDING CODE: 2022 CALIFORNIA BUILDING CODE (C.B.C.)
2022 CALIFORNIA RESIDENTIAL CODE (C.R.C)
2.FLOOR LIVE LOAD = N/A
3.ROOF LOAD: DL = 15 PSF LL = 20 PSF
4.CEILING LOAD:DL = 5 PSF LL = 20 PSF
5.WIND DESIGN DATA:
a)BASIC WIND SPEED ...............................................110MPH
b)WIND IMPORTANT FACTOR, I ...............................1.0
c)OCCUPANCY CATEGORY......................................II
d)WIND EXPOSURE ...................................................C
6.EARTHQUAKE DESIGN DATA:
a)SEISMIC IMPORTANT FACTOR, I .........................1.0
b)SEISMIC DESIGN CATEGORY .............................II
c)SITE CLASS............................................................D
d)Ss.............................................................................1.329
e)S1 ............................................................................0.473
f)SDS...........................................................................1.063
g)SD1 ..........................................................................NULL
h)DESIGN BASE SHEAR.............................................6103#
i)Cs..............................................................................0.154
j)RESPONSE MODIFICATION FACTOR....................R=6.5
k)REDUNDANCY FACTOR ........................................ρ=1.3
l)ANALYSIS PROCEDURE .......................................Equivalent Lateral Force Procedure
USE LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR
RESISTANCE OR STEEL SHEETS
7. SOIL REPORT NO : GEO252524LP, DATED: 09/12/2024, BY TMC ENGINEERS INC.
STRUCTURAL NOTES AND SPECIFICATIONS
FOUNDATION
1.FOUNDATION HAVE BEEN DESIGNED USING ALLOWABLE SOIL BEARING CAPACITY OF 1,500 PSF,
2.FOUNDATION DESIGN SHALL BE 24" MIN. DEPTH OF FTG BELOW LOWEST ADJACENT FINAL GRADE, AND
12" MIN. WIDTH FOR 1 STORY, 15" MIN. WIDTH FOR 2 STORY, BEAR ON FIRM NATIVE OR PROPERLY
COMPACTED SOILS.
3.FOUNDATION DESIGN IS BASED ON NON-EXPANSIVE SOIL. IF FOUND THAT SOIL EXPANSIVE SO THAT
FOOTINGS ARE REDESIGNED PRIOR TO POURING OF CONCRETE FOUNDATIONS.
4.EXISTING FOUNDATIONS ARE ASSUMED TO BE IN GOOD CONDITION.CONTRACTOR SHALL NOTIFY THE
ENGINEER OF ANY FOUNDATION WITH SIGNIFICANT SETTLEMENT, SEVERE CRACKING OR ANY
INDICATION OF STRUCTURAL FAILURE OR DISTRESS OR DEFECT.
5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, FENCE ENCLOSURES AND PROTECTION
LIFE AND PROPERTY UNTIL THE PROJECT IS COMPLETE.
6.A DILIGENT SEARCH SHALL BE CONDUCTED BY THE SOIL ENGINEER AND GRADING OR GENERAL
CONTRACTOR TO LOCATE CESSPOOLS, SEPTIC TANK ETC, IF FOUND, PROPER ABANDONMENT
PROCEDURE SHALL BE CONDUCT AS DIRECTED BY THE SOILS ENGINEER. ABANDONMENT AND/OR
COMPACTION REPORT SHALL BE SUBMITTED TO THE CITY BUILDING DEPARTMENT AND ENGINEER
REPORT.
7.CONTRACTOR SHALL BRACE OR PROTECT FORM LATERAL LOADS FOR THE PIT AND RETAINING WALLS
UNTIL ATTACHING SLABS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. NO
VERTICAL EXCAVATIONS 4'-0" OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESEND
SHALL BE PERMITTED
REINFORCING STEEL
1.REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO THE REQUIREMENTS OF A.S.T.M.
A-615 GRADE 60 FOR BARS LARGER THAN #4, GR.40 FOR #4 OR SMALLER. WELDED WIRE FABRIC SHALL
CONFORM TO A.S.T.M. A-82 AND A-185 . LAP 12 INCHES MINIMUM.
2.DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS SHALL CONFORM TO THE LATEST
EDITION OF A.C.I.
3.MANUAL OF STANDARD PRACTICE FOR DETAILING AND REINFORCED CONCRETE STRUCTURES.
4.MINIMUM COVER FORECAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:
a.POURED AGAIN EARTH 3 INCHES
b.POURED AGAIN FORM BELOW GRADE 2 INCHES
c.FORMED SLABS 3/4 INCH
d.SLAB ON GRADE, TOP COVER 1 INCH
e.COLUMN AND BEAM MAIN BARS 1-1/2 INCHES
f.WALLS EXPOSED TO WEATHER # 6 AND LARGER 2 INCHES
g. WALL EXPOSED TO WEATHER # 5 AND SMALLER 1-1/2 INCHES
5.BARS SHALL BE CLEAN OF RUST, GREASE AND OTHER DELETERIOUS MATERIAL THAT MAY AFFECT
BOND.
6.ALL BEND SHALL BE MADE COLD.
7.LAP SPLICE LENGTH SHALL BE 42 BARS DIAMETERS MINIMUM AND SHALL BE STAGGERED.
8.DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL HAVE SAME SIZE AS THE VERTICAL
REINFORCEMENT, EMBEDMENT OF DOWELS SHALL BE 36 BAR DIAMETER OR 2'-0" MINIMUM UNLESS
OTHERWISE SHOWN. DOWELS SHALL BE EQUAL IN SIZE AND SPACING.
9.FOR STEM WALLS LONGER THAN 24", PROVIDE #4 VERTICAL BARS @ 24" O.C.
10.LANDING - 3 ½" CONC W/ 6X6 10/10 WIRE MESH.
11.PROVIDE VERTICAL AND HORIZONTAL REBAR IN FOUNDATION STEM WALL THAT EXCEEDS 24" IN
HEIGHT MEASURED FROM TOP OF FOOTING.
12.MINIMUM LAP OF MESH SHALL BE NOT LESS THAN THE SPACING OF THE CROSS WIRE PLUS TWO
INCHES OR 60 DIA, OR 8 IN. WHICHEVER IS GREATER
13.ALL REINFORCING BARS, EMBEDS, ANCHOR BOLTS, HOLDOWNS ETC. SHALL BE SECURED IN PLACE
PRIOR TO PLACEMENT OF CONCRETE.
14.CODE REQUIRED INSPECTIONS BY JURISDICTION AUTHORITY SHALL BE MADE AN SIGNED OFF PRIOR
TO PLACEMENT OF CONCRETE.
FRAMING LUMBER
1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR LARCH OF THE FOLLOWING MINIMUM GRADES:
a.2X JOIST / RAFTERS NO.2 OR BETTER
b.4X POSTS / BEAMS / HEADERS NO.2 OR BETTER
c.6X AND 8X POSTS / BEAMS / HEADERS NO.1 OR BETTER
d.FLOOR JOIST ABOVE GARAGE TO BE D.F.NO.1 OR BETTER
e.STUDS: STUD GRADE (UP TO 9'-0"), NO.2 FOR TALLER THAN 9'-0"
f.TOP PLATES & MUD SILLS: CONSTRUCTION GRADE OR BETTER
2.WALL SILLS, NAILERS, AND LEDGERS IN CONTACT WITH CONCRETE: PRESERVATIVE TREATED
3.STRUCTURE PANELS SHALL BE DOUGLAS FIR CONFORMING TO U.S. PRODUCT STANDARD PS-1-95 CD
WITH EXTERIOR GLUE, AND SHALL BEAR THE STAMP OF AN APPROVED FABRICATOR.
4.INSTALLATION OF VERTICAL AND HORIZONTAL SHEATHING SHALL FIRST BE APPROVED BY THE
INSPECTOR PRIOR TO COVERING.
5.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN ON APPROVED
PLANS.
6.MAXIMUM MOISTURE CONTENT OF ALL NUMBER SHALL BE 19%.
7.BOLT HOLES TO BE NOMINAL DIAMETER OF BLOT PLUS 1/16 INCH UNLESS NOTED OTHERWISE.
PROVIDE WASHERS UNDER HEAD AN NUTS OF BOLTS AND LAG SCREWS.
8.FRAMING CONNECTION HARDWARE: AS MANUFACTURED BY SIMPSON STRONGTIE CO. OR APPROVED
EQUIVALENTS DESIGNATIONS USED. USE NAILS PER ICBO APPROVAL AND AS RECOMMENDED BY
SIMPSON FOR EACH DEVICE.
9.THE NUMBER OF NAILS CONNECTING LUMBER SHALL NOT BE LESS THAN THE MINIMUM REQUIRED ON
2022 CRC R602.3(1)
10.ALL NAILS USED ON STRUCTURAL PANELS SHALL BE COMMON NAILS. ALL NAILING TO BE PER CBC 2022
CRC R602.3(1) , UNLESS OTHERWISE NOTED.
11.PROVIDE CONTINUOUS EDGE SUPPORT ALONG TOP AND BOTTOM OF 2X14 JOISTS.
12.BUILT-UP FRAMING MEMBERS SHALL BE CONNECTED AS FOLLOWS: a. 2-2X 16D AT 12" O.C.
STAGGERED TOP AND BOTTOM. b. 3-2X 5/8" DIA. M.B. AT 18" O.C. STAGGERED TOP & BOTTOM. c. 4-2X
5/8" DIA. M.B. AT 18" O.C. STAGGERED TOP & BOTTOM.
13.PROVIDE DOUBLE JOISTS UNDER PARALLEL PARTITIONS.
14.PROVIDE SOLID BLOCKING UNDER ALL NON-PARALLEL PARTITIONS.
15.INSTALL LAG BOLTS BY DRILLING LEAD HOLE 65% TO 75% OF SHANK DIAMETER AND FULL DIAMETER
FOR SHANK PORTION.
16.USE SOAP OR OTHER APPROVED LUBRICANT ON THREADS. INSTALLATION SHALL BE BY TIGHTENING
OF SCREW NOT BY HAMMERING.
17.TRUSS JOISTS SHOP DRAWINGS SHALL BE PROVIDED BY THE SUPPLIER AND SUBMITTED TO THE
BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BE STAMPED
AND WET SIGNED BY A LICENSED ENGINEER.
STEEL
1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO A.S.T.M. A-36 AND SHALL BE
FABRICATED AND ERECTED IN ACCORDANCE WITH THE A.I.S.C. SPECIFICATIONS FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDING, LATEST EDITION.
2.PIPE COLUMNS SHALL CONFORM TO A.S.T.M. A-53 GRADE B.
3.TUBULAR STEEL SHALL CONFORM TO A.S.T.M. A500 GRADE B.
4.BOLTS SHALL CONFORM TO A.S.T.M. A-307 UNLESS NOTED OTHERWISE.
5.SHOP DRAWING SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER AND BUILDING DEPARTMENT
FOR REVIEW PRIOR TO FABRICATION.
6.FABRICATION SHALL BE DONE IN THE SHOP OF LICENSED FABRICATORS.
7.USED ELECTRIC ARC PROCESS WELDING WITH E70XX ELECTRODES.
8.ALL WELDING SHALL BE DONE IN THE SHOP OF LICENSED FABRICATOR OR PROVIDE CONTINUOUS
SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR.
9.WHERE A FILLET WELD SYMBOL IS USED IN THE PLANS WITHOUT INDICATION OF SIZE, THE MINIMUM
WELD SIZE AS SPECIFIED IN THE A.I.S.C. MANUAL OF STEEL CONSTRUCTION SHALL BE USED.
CONCRETE
1.THE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE F'C=2,500 PSI @ 28 DAYS UNLESS
OTHERWISE NOTED, WATER_CEMENT RATIO OF 0.45, TYPE V CEMENT.
2.AGGREGATES SHALL CONFORM TO A.S.T.M. C33
3.READY-MIXED CONCRETE SHALL BE IN ACCORDANCE WITH REQUIREMENTS OF ASTM C94.
4.MAXIMUM SLUMP SHALL BE 5" UNLESS NOTED OTHERWISE.
5.CONCRETE SHALL BE MAINTAINED MOIST A MINIMUM OF 10 DAYS AFTER PLACEMENT.
6.PRIOR TO PLACING CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL WELL SECURED IN
PROPER POSITIONS.
7.USE TYPE II OR V CEMENT AS REQUIRED AGAINST SULFATE ATTACK.
8.ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED.
9.HOLD-DOWNS SHALL BE RE-TIGHTENED JUST PRIOR TO COVER THE WALL FRAMING.
1.ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE 2019 CALIFORNIA BUILDING CODES AND
ALL AMENDMENTS AND LOCAL, COUNTY, STATE AND FEDERAL REGULATIONS.
2.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK
ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO BID AND SIGNING OF CONTRACT. ALL
DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND ENGINEER AND BE
RESOLVED IN WRITING BEFORE PROCEEDING WITH THE WORK.
3.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB EXCEPT WHERE THEY
ARE IN CONFLICT WITH DETAILS AND NOTES ON OTHER DOCUMENTS; THE MORE STRICT CONDITION
APPLIES SUBJECT TO REVIEW BY THE ENGINEER.
4.ALL INFORMATION SHOWN ON THE PLANS RELATIVE TO EXISTING CONDITION WERE CAREFULLY TAKEN
IN THE FIELD BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS ARE IN CONFLICT
WITH THE PLANS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT PROPER CHANGES CAN BE
MADE.
5.REQUIRED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT
FOR REVIEW.
6.MODIFICATION OF STRUCTURAL PLANS AND MATERIAL SUBSTITUTIONS SHALL NOT BE DONE WITHOUT
WRITTEN APPROVAL OF THE ENGINEER.
7.THE APPROVED PLANS AND SPECIFICATIONS REPRESENT THE FINISH STRUCTURE AND DO NOT INCLUDE
THE MOTHODS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPEVISE AND DIRECT THE WORK AND
SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION METHODS, MEANS, TECHINQUES, SEQUENCES
AND PROCEDURES INCLUDING BUT NOT LIMITED TO SHORING, INSURANCE, FENCING, CONSTRUCTION
CANOPY, SCAFFOLDING ETC. FIELD OBSERVATIONS BY THE ENGINEER SHALL NOT BE CONSIDERD AS
INSPECTIONS AS REQUIRED BY THE CODE.
8.REFER TO THE ARCHITECTURAL PLANS FOR DIMENSIONS, OPENINGS, LAYOUT ETC.
BAR SIZE MINIMUM EMBEDMENT *REMARKS
#3 3 1/2"
#4 OR 1/2" Ø 4 1/4"
#5 OR 5/8" Ø 5 1/2"
#6 OR 3/4" Ø 6 3/4"
DESIGN CRITERIA
FASTENER NOTES
EPOXY ANCHORS
1.EPOXY FOR EPOXY ANCHORS SHALL BE SET-XP BY "SIMPSON STRONG-TIE" (ICC ESR. #2508)
2.ANCHORS USED FOR EPOXY ANCHORS SHALL BE ASTM A-307 THREADED RODS UNO. SIZE AND
EMBEDMENT SHALL BE AS INDICATED ON PLANS
3.ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE EPOXY MANUFACTURER'S
RECOMMENDATIONS AND THE CURRENT ICC REPORT
4.ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH CBC-2011 SECTION 1704 AND IN ACCORDANCE
WITH THE SPECIFIC SPECIAL INSPECTION REQUIREMENTS SET FORTH IN THE CORRESPONDING ICC
REPORT
5.DRILLED HOLES SHALL BE CLEANED OF DUST AND ANY DEBRIS USING NYLON BRUSH AND COMPRESSED
AIR OIL, SCALE, AND RUST SHALL BE REMOVED FROM THREADED RODS PRIOR TO INSTALLATION
6.UNLESS NOTED OTHERWISE IN THE PLANS, EPOXY ANCHORS SHALL HAVE THE FOLLOWING MINIMUM
EMBEDMENT.
EXPOSED TO WEATHER
1.ALL EXPOSED STEEL MEMBERS SHALL BE COATED WITH A ZINC RICH PRIMER.
2.ALL EXTERIOR HANGERS AND OTHER SIMPSON TYPE PRODUCTS SHALL BE GALVANIZED.
3.ALL PLYWOOD SHALL BE OF AN EXP. 1 GRADE.
FRAMING
1.DOUBLE FLOOR JOISTS REQUIRED UNDER PARALLEL BEARING PARTITIONS.
2.APPLY CONT. LINE OF GLUE TO FLOOR PANELS AT ALL JOISTS.
3.BLOCKINGS ARE REQUIRED AT ALL SHEARWALL PANEL EDGES.
4.CONSTRUCT OF PLYWOOD SHEARWALL SHALL BE WITH COMMON NAILS ONLY.
8.POWER DRIVEN PINS ARE NOT PERMITTED AT FOUNDATIONS HORIZONTAL
9.HOLDDOWN BOLT HOLES AT EACH END OF THE PLYWOOD SHEARWALLS SHALL HAVE TOLERANCE OF NO
MORE THAN 1/16".
10.ALL POSTS WITH HOLDDOWNS OR UPLIFT STRAPS SHALL HAVE CONTINUOUS EDGE NAILING.
11.ANCHOR BOLTS SHALL BE MIN. 5/8" DIA., 7" EMB. INTO CONCRETE, @ 4' OC U.O.N. ON SHEARWALL
SCHEDULE, 12" FROM ENDS, 2 MINIMUM PER PLATE, AND WITH 3"X3"X.229" STEEL PLATE WASHERS. BOLTS
SHALL EXTEND 5" INTO FOOTING ON TWO POUR SYSTEM (EXTRA LONG BOLTS). PROVIDE MINIMUM EDGE
DISTANCE OF 1 7/8" FOR THE 5/8" DIA. ANCHOR BOLTS.
12.PLATE WASHERS FOR ALL ANCHOR BOLTS TYPICAL:
PLYWOOD SHEATHING:
1.SLOPED/FLAT NON-ASSEMBLY ROOF SHEATHING: 15/32" APA RATED SHEATHING EXP 1 WITH A MIN. PANEL
INDEX OF 32/16. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE. ROOF SHEATHING RING
SHANK #03 (2 1/2" X 0.131") NAIL @ 6" O.C. @ PANEL EDGES & 12" O.C. @ INTERMEDIATE.
2.FLOOR/ROOF DECK/DECK SHEATHING: 23/32" APA RATED STURD-I-FLOOR T&G EXP I WITH MIN. SPAN
RATING OF 24" O.C. REFER TO NER 108 FOR INSTALLATION AND CONDITIONS OF USE. T&G OR BLOCKING
REQUIRED ALL EDGES, 10D @ 6" @ PANEL EDGES & 12" @ INTERMEDIATE.
3.VERTICAL PLYWOOD SHEATHING: SEE SHEAR WALL SCHEDULE.
4.ALL STRUCTURAL RATED PANELS MUST BE STAMPED BY ONE OF THE FOLLOWING APPROVED AGENCIES,
APA, PFS/TECO OR PITTSBURG.
5.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.
6.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.
GLULAM/PARALLAM/MICROLAM BEAMS
1.GLUE LAMINATED BEAM S SHALL BE PER AMERICAN INSTITUTE OF TIMBER CONSTRUCTION 117.
CONBINATION SYMBOLS SHALL BE AS FOLLOWS:
a)24F-V4 DF/DF FOR SIMPLE BEAMS
b)24F-V8 DF/DF FOR CANTILEVERED BEAMS
2.PARALLAM BEAMS SHALL BE 2.0E PSL, ICC # ESR-1387
3.MICROLAM BEAMS SHALL BE 2.0E LVL
4.LAMINATED BEAMS SHALL BE FABRICATED BY A LICENSED FABRICATOR AND SHALL BE ACCOMPANIED TO
THE JOB SITE WITH CERTIFICATE OF FABRICATION.
BOLT SIZE (A307)PLATE SIZE (ASTMA-36)MIN. EDGE DISTANCE (IN.)
5/8" Ø 0.229" x 3" x 3"1 7 8
3/4" Ø 0.229" x 3" x 3"2 1 2
7/8" Ø 5/16" x 3" x 3"2 5 8
1 1/4" Ø 3/8" x 3 1/2" x 3 1/2"3 3 4
SHEET INDEX
DEFERRED SUBMITTAL
Consultant:
Address:
Address
Phone
e-mail
AD
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SHEET NAME
DATE
DRAWN BY:
CHECKED BY:
SHEET NUMBER
REVISION
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A
W
B
E
R
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Y
L
A
N
E
,
U
N
I
T
2
Description Date
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
6
2
7
2
6
S
T
R
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W
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6
1ST PC RESPONSE 12/08/241
GENERAL NOTES
AND REQUIREMENT
SN1
(4)
(2)
(1)
(3)
870
(PLF)
SHEAR
ALLOWABLE
220
2022 CALIFORNIA BUILDING CODE (1), (3)
SHEAR WALL SCHEDULE
PANEL
TYPE
SHEAR
8 d's
10 d's
@ 2" O.C.
8 d's
@ 2" O.C.
@ 3" O.C.
15/32" APA
Structural I
rated
3/8" APA
rated
10 d's
@ 12" O.C.
8 d's
@ 12" O.C.
8 d's
@ 12" O.C.
8 d's
@ 4" O.C.
NAILING
(COMMON)
EDGE
8 d's
@ 6" O.C.
3/8" APA
rated
rated
3/8" APA
SHEATHING
8 d's
@ 12" O.C.
@ 12" O.C.
8 d's
FIELD
(COMMON)
NAILING
STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN.
PERIODIC SPECIAL INSPECTION IS REQUIRED.
(4) (2)
3
2
1
4
5
(5)
(6)
USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.).
@ 4" O.C.
@ 6" O.C.
@ 3" O.C.
@ 2" O.C.
@ 16" O.C.
@ 12" O.C.
@ 8" O.C.
@ 6" O.C.
@ 5" O.C.
@ 24" O.C.
@ 16" O.C.
@ 12" O.C.
@ 10" O.C.
@ 6" O.C.
SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED.
USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS.
FRAMING CLIPS A35's,
LS50's OR LTP5's
(5), (6)
2 ROWS
STAGG.
@ 3" O.C.
(4) (2)
(4) (2)
(4) (2)
(8)
260
320
380
410
490
(7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX.
(8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS.
(9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C.
(9)
(7)
(7)
(7)
3/8" APA
rated 530
640 (7)
(10)FOR DOUBLE SIDED SHEAR PANELS:
(10)(10)(10)
(10)(10)(10)
(10)(10)(10)
a. USE HALF THE SPACING OF SILL PLATE FASTENERS STAGGERED FOR TYPE .
b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING,
FOR TYPES & .
3
4 5
c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND SPACING,
FOR TYPES , & .3 4 5
SILL PLATE CONNECTION
SINKER
16d's SCREWS
RIM BOARD
LSL & DF
1/4"Øx6"
SDS
SCREWS
RIM BOARD
LVL
1/4"Øx6"
SDS
@ 14" O.C.
@ 10" O.C.
@ 7" O.C.
@ 5" O.C.
@ 4" O.C.
(10)
(10)
(10)
PRESCRIPTIVE TABLES
JOIST
SPACING
ATTICS WITHOUT STORAGE,
LL=10PSF
ATTICS WITH STORAGE,
LL=20PSF
2X4 2X6 2X8 2X10 2X4 2X6 2X8 2X10
12"12'-5"19'-6"25'-8"--9'-10"14'-10"18'-9"22'-11"
16"11'-3"17'-8"23'-4"--8'-11"13'-0"16'-6"20'-2"
24"9'-10"15'-0"19'-1"23'-3"7'-3"10'-8"13'-6"16'-5"
DF #2 CEILING JOISTS, ALLOWABLE SPANS
DATA FROM CRC TABLE R802.5.1(1) & R802.5.1(2) ATTIC WITH STORAGE ARE THOSE WHERE THE CLEAR HEIGHT BETWEEN
THE CEILING JOIST AND RAFTER IS 42" OR GREATER. ATTICS SHALL BE UNINHABITABLE. CEILING DEAD LOAD SHALL NOT
EXCEED 5 PSF.
TIE
SPACING
ROOF PITCH
3:12 4:12 5:12 7:12 9:12
SPAN SPAN SPAN SPAN SPAN
12'20'28'36'12'20'28'36'12'20'28'36'12'20'28'36'12'20'28'36'
12"4 6 8 1 3 5 6 8 3 4 5 6 3 4 4 5 3 3 4 4
16"5 8 10 13 4 6 8 10 3 5 6 8 3 4 5 6 3 4 4 5
24"7 11 15 19 5 8 12 15 4 7 9 12 3 5 7 9 3 4 6 7
RAFTER TIE CONNECTIONS, #16d COMMON NAILS
DATA FROM CRC TABLE R802.5.2 VALUES ADJUSTED FOR DF#2 FRAMING. THE NUMBER OF NAILS SPECIFIED IN THE TABLE
SHALL BE PROVIDED AT EACH CONNECTION. WHEN FULL-HEIGHT INTERIOR BEARING WALLS OR PURLIN BRACING ARE
PROVIDED, RAFTER TIE NAILING MAY BE REDUCED PROPORTIONAL TO THE REDUCTION IN RAFTER SPAN; NO LESS THAN 3
NAILS SHALL BE PROVIDED AT EACH CONNECTION. NO SNOW LOAD
JOIST
SPACING
DL = 10PSF, LL = 40PSF
2X6 2X8 2X10 2X12
12"10'-9"14'-2"18'-0"20'-11"
16"9'-9"12'-9"15'-7"18'-1"
24"8'-3"10'-5"12'-9"14'-9"
DF #2 FLOOR JOISTS, ALLOWABLE SPANS
DATA FROM CRC TABLE R502.3.1(2)
SHEATHING GRADE ALLOWABLE LL(PSF)ROOF FLOOR
SPAN
RATING
FLOOR/R
OOF
SPAN
THICKNE
SS
SPAN
@16"O.C.
SPAN
@24"'O.C.
MAX. SPAN (in.)LOADS (psf)
PANEL EDGES WITH T&G
JOINTS OR BLOCKING
MAX. SPAN (in.)
WITH
EDGE
SUPPOR
T
WITHOUT
EDGE
SUPPOR
T
TOTAL
LOAD
LIVE
LOAD
24
0
3
8 100 30 24 20 40 30 0
24
16
7
16 100 40 24 24 50 40 16
32
16
15
32 180 70 32 28 40 30 16
40
20
19
32, 5
8 305 130 40 32 40 30 20
48
24 3/4, 3/4, 0 -175 48 36 45 35 24
PLYWOOD OR OSB FLOOR AND ROOF SHEATHING, ALLOWABLE SPANS
DATA FROM CRC TABLE R503.2.1.1(1) SHEATHING PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS AND
PERPENDICULAR TO SUPPORTS. FOR 1/2" SHEATHING MAXIMUM SPAN SHALL BE 24". EDGE SUPPORT MAY BE PROVIDED BY
TONGUE AND GROOVE EDGES, 2X BLOCKING OR PANEL EDGE CLIPS.
SIGNED DATE: 12/8/2024
1
2726 W Strawberry Ln &
Unit# 23/17/2025
TABLE - MAXIMUM FIXTURE WATER USE
FIXTURE TYPE FLOW RATE
(RESIDENTIAL)
SHOWER HEADS
2.0 GMP @ 80 PSI
(RESIDENTIAL)
LAVATORY FAUCETS
MIN. 0.8 GPM @ 20 PSI
MAX. 1.2 GPM @ 60 PSI
COMMON & PUBLIC USE AREAS
LAVATORY FAUCETS IN 0.5 GPM @ 60 PSI
KITCHEN FAUCETS 1.8 GPM @ 60 PSI
METERING FAUCETS 0.25 GAL/CYCLE
WATER CLOSET 1.28 GAL/FLUSH
URINALS 0.125 GAL/FLUSH
1,2TABLE 4.504.1 - ADHESIVE VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
ARCHITECTURAL APPLICATIONS CURRENT 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
THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER,
QUALITY MANAGEMENT DISTRICT RULE 1168.
THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE
RESIDENTIAL MANDATORY MEASURES
CHAPTER 4
PLANNING AND DESIGNDIVISION 4.1
Commission will continue to adopt mandatory standards.
For the purposes of mandatory energy efficiency standards in this code, the California Energy 4.201.1 SCOPE.
4.201 GENERAL
ENERGY EFFICIENCYDIVISION 4.2
WATER EFFICIENCY AND CONSERVATIONDIVISION 4.3
ordinance, if more restrictive.
corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling
depositing, storage and collection of non-hazaradous materials for recycling, including (at a minimum) paper,
building site, provide readily accessible area(s) that serves all buildings on the site and is identified for the
Where 5 or more multifamily dwelling units are constructed on a 4.410.2 RECYCLING BY OCCUPANTS.
] code. Green Building Standards
California 10. A copy of all special inspections verifications required by the enforcing agency or this [
9. Information about state solar energy and incentive programs available.
painting, grading around the building, etc.
8. Information on required routine maintenance measures, including, but not limited to, caulking,
feet away from the foundation.
7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5
water.
6. Information about water-conserving landscape and irrigation design and controllers which conserve
and what methods an occupant may use to maintain the relative humidity level in that range.
5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent
4. Public transportation and/or carpool options available in the area.
resource consumption, including recycle programs and locations.
3. Information from local utility, water and waste recovery providers on methods to further reduce
e. Water reuse systems.
d. Landscape irrigation systems.
c. Space conditioning systems, including condensers and air filters.
b. Roof and yard drainage, including gutters and downspouts.
appliances and equipment.
photovoltaic systems, electric vehicle chargers, water-heating systems and other major
a. Equipment and appliances, including water-saving devices and systems, HVAC systems,
2. Operation and maintenance instructions for the following:
life cycle of the structure.
1. Directions to the owner or occupant that the manual shall remain with the building throughout the
following shall be placed in the building:
disc, web-based reference or other media acceptable to the enforcing agency which includes all of the
At the time of final inspection, a manual, compact 4.410.1 OPERATION AND MAINTENANCE MANUAL.
4.410 BUILDING MAINTENANCE AND OPERATION
Department of Resources Recycling and Recovery (CalRecycle).
2. Mixed construction and demolition debris (C & D) processors can be located at the California
documenting compliance with this section.
(Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in
1. Sample forms found in "A Guide to the California Green Building Standards Code
:Notes
compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4..
. Documentation shall be provided to the enforcing agency which demonstrates 4.408.5 DOCUMENTATION
in Section 4.408.1
lbs./sq.ft. of the building area, shall meet the minimum 65% construction waste reduction requirement
weight of construction and demolition waste disposed of in landfills, which do not exceed 2
Projects that generate a total combined 4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE.
Section 4.408.1
lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in
weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4
Projects that generate a total combined 4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR].
materials will be diverted by a waste management company.
The owner or contractor may make the determination if the construction and demolition waste Note:
demolition waste material diverted from the landfill complies with Section 4.408.1.
enforcing agency, which can provide verifiable documentation that the percentage of construction and
Utilize a waste management company, approved by the 4.408.3 WASTE MANAGEMENT COMPANY.
by weight or volume, but not by both.
5. Specify that the amount of construction and demolition waste materials diverted shall be calculated
generated.
4. Identify construction methods employed to reduce the amount of construction and demolition waste
taken.
3. Identify diversion facilities where the construction and demolition waste material collected will be
bulk mixed (single stream).
2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or
reuse on the project or salvage for future use or sale.
1. Identify the construction and demolition waste materials to be diverted from disposal by recycling,
necessary and shall be available during construction for examination by the enforcing agency.
in conformance with Items 1 through 5. The construction waste management plan shall be updated as
. Submit a construction waste management plan 4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN
jobsite are located in areas beyond the haul boundaries of the diversion facility.
3. The enforcing agency may make exceptions to the requirements of this section when isolated
close to the jobsite.
recycle facilities capable of compliance with this item do not exist or are not located reasonably
2. Alternate waste reduction methods developed by working with local agencies if diversion or
1. Excavated soil and land-clearing debris.
Exceptions:
management ordinance.
4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste
percent of the non-hazardous construction and demolition waste in accordance with either Section
Recycle and/or salvage for reuse a minimum of 65 4.408.1 CONSTRUCTION WASTE MANAGEMENT.
4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING
agency.
openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing
sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such
Annular spaces around pipes, electric cables, conduits or other openings in 4.406.1 RODENT PROOFING.
4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE
EFFICIENCY
MATERIAL CONSERVATION AND RESOURCE DIVISION 4.4
2. Field verification of on-site product containers.
1. Manufacturer's product specification.
enforcing agency. Documentation may include, but is not limited to, the following:
Verification of compliance with this section shall be provided at the request of the 4.504.2.4 Verification.
8, Rule 49.
Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation
, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air Regulations
California Code of compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of
Limits for ROC in Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic
Aerosol paints and coatings shall meet the Product-weighted MIR 4.504.2.3 Aerosol Paints and Coatings.
Table 4.504.3 shall apply.
Board, Suggested Control Measure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in
coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources
listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss
apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories
the ARB Architectural Suggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits
Architectural paints and coatings shall comply with VOC limits in Table 1 of 4.504.2.2 Paints and Coatings.
commencing with section 94507.
, Title 17, California Code of Regulations prohibitions on use of certain toxic compounds, of
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
units of product, less packaging, which do not weigh more than 1 pound and do not consist of more
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
tricloroethylene), except for aerosol products, as specified in Subsection 2 below.
compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and
Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic
applicable or SCAQMD Rule 1168 VOC limits, as shown in Table 4.504.1 or 4.504.2, as applicable.
shall comply with local or regional air pollution control or air quality management district rules where
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks
management district rules apply:
requirements of the following standards unless more stringent local or regional air pollution or air quality
Adhesives, sealant and caulks used on the project shall meet the 4.504.2.1 Adhesives, Sealants and Caulks.
Finish materials shall comply with this section.4.504.2 FINISH MATERIAL POLLUTANT CONTROL.
to reduce the amount of water, dust or debris which may enter the system.
openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency
startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component
At the time of rough installation, during storage on the construction site and until final CONSTRUCTION.
4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING
4.504 POLLUTANT CONTROL
pellet stoves and fireplaces shall also comply with applicable local ordinances.
applicable, and shall have a permanent label indication they are certified to meet the emission limts. Woodstoves,
woodstove or pellet stove shall comply with U.S. EPA New Source Performance Standards (NSPS) emission limits as
. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed 4.503.1 GENERAL
4.503 FIREPLACES
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a).
with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings VOC.
ozone formation in the troposphere.
Any compound that has the potential, once emitted, to contribute to REACTIVE ORGANIC COMPOUND (ROC).
Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a).
product (excluding container and packaging).
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
The sum of all weighted-MIR for all ingredients in a product subject to this PRODUCT-WEIGHTED MIR (PWMIR).
The weight of the water in wood expressed in percentage of the weight of the oven-dry wood.MOISTURE CONTENT.
and 94701.
Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700
/g ROC). ³hundredths of a gram (g O
compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
The maximum change in weight of ozone formed by adding a MAXIMUM INCREMENTAL REACTIVITY (MIR).
ENVIRONMENTAL QUALITYDIVISION 4.5
1701.1 of the California Plumbing Code.
in accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table
Plumbing fixtures and fittings shall be installed 4.303.2 STANDARDS FOR PLUMBING FIXTURES AND FITTINGS.
reduction.
: Where complying faucets are unavailable, aerators or other means may be used to achieve Note
minute at 60 psi.
to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per
per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not
The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons 4.303.1.4.4 Kitchen Faucets.
more than 0.25 gallons per cycle.
Metering faucets when installed in residential buildings shall not deliver 4.303.1.4.3 Metering Faucets.
buildings shall not exceed 0.5 gallons per minute at 60 psi.
faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential
The maximum flow rate of lavatory 4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas.
not be less than 0.8 gallons per minute at 20 psi.
not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall
The maximum flow rate of residential lavatory faucets shall 4.303.1.4.1 Residential Lavatory Faucets.
4.303.1.4 Faucets.
: A hand-held shower shall be considered a showerhead.Note
allow one shower outlet to be in operation at a time.
a single valve shall not exceed 2.0 gallons per minute at 80 psi, or the shower shall be designed to only
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by
. When a shower is served by more than one 4.303.1.3.2 Multiple showerheads serving one shower
WaterSense Specification for Showerheads.
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
Showerheads shall have a maximum flow rate of not more than 2.0 4.303.1.3.1 Single Showerhead.
4.303.1.3 Showerheads.
The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush.
The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush. 4.303.1.2 Urinals.
of two reduced flushes and one full flush.
: The effective flush volume of dual flush toilets is defined as the composite, average flush volume Note
Specification for Tank-type Toilets.
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
The effective flush volume of all water closets shall not exceed 1.28 gallons per 4.303.1.1 Water Closets.
urinals) and fittings (faucets and showerheads) shall comply with the following:
Plumbing fixtures (water closets and 4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS.
INDOOR WATER USE4.303
SIGNOFF
INSPECTOR
SIGNOFF
INSPECTOR
SIGNOFF
INSPECTOR
SIGNOFF
INSPECTOR
Irrigation Association.
: More information regarding irrigation controller function and specifications is available from the Note
controller(s). Soil moisture-based controllers are not required to have rain sensor input.
rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the
2. Weather-based controllers without integral rain sensors or communication systems that account for local
response to changes in plants' needs as weather conditions change.
1. Controllers shall be weather- or soil moisture-based controllers that automatically adjust irrigation in
builder and installed at the time of final inspection shall comply with the following:
. Automatic irrigation system controllers for landscaping provided by the 4.304.1 IRRIGATION CONTROLLERS
4.304 OUTDOOR WATER USE
NewN
Additions and AlterationsAA
High RiseHR
Low RiseLR
Office of Statewide Health Planning and DevelopmentOSHPD
Division of the State Architect, Structural SafetyDSA-SS
California Building Standards CommissionBSC
Department of Housing and Community DevelopmentHCD
ABBREVIATION DEFINITIONS:
IS INCLUDED AS A CONVENIENCE FOR THE USER.
THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND
NOTE:
Chapter 2, to the building. Code,
California Building 2. The EV space shall be located on an accessible route, as defined in the
from the accessible parking space.
Chapter 11A, to allow use of the EV charger California Building Code, requirements of the
1. The EV space shall be located adjacent to an accessible parking space meeting the
least one of the following options:
When EV chargers are installed, EV spaces required by Section 4.106.2.2, Item 3, shall comply with at
areas and available for use by all residents.
indicate the location of proposed EV spaces. At least one EV space shall be located in common use
Construction documents shall 4.106.4.2.1 Electric vehicle charging space (EV space) locations.
EV chargers are installed for use.
facilitating future EV charging. There is no requirement for EV spaces to be constructed or available until
Construction documents are intended to demonstrate the project's capability and capacity for Note:
Calculations for the number of EV spaces shall be rounded up to the nearest whole number.
case less than one, shall be electric vehicle charging stations (EV spaces) capable of supporting future EVSE.
building site, 3 percent of the total number of parking spaces provided for all types of parking facilities, but in no
Where 17 or more multifamily dwelling units are constructed on a 4.106.4.2 New multifamily dwellings.
location shall be permanently and visibly marked as "EV CAPABLE".
protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination
The service panel or subpanel circuit directory shall identify the overcurrent 4.106.4.1.1 Identification.
protective device.
minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent
concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere
proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or
service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the
shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main
dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway
For each 4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages.
to the homeowner or developer by more than $400.00 per unit.
infrastructure design requirements on the utility side of the meter so as to increase the utility side cost
2. Where there is evidence substantiating that meeting the requirements will alter the local utility
1. Where there is no commercial power supply.
and infrastructure are not feasible based upon one or more of the following conditions:
On a case-by-case basis, where the local enforcing agency has determined EV charging Exceptions:
. Article 625California Electrical Code,(EVSE) shall be installed in accordance with the
4.106.4.1 and 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply equipment
New construction shall comply with Sections 4.106.4 Electric vehicle (EV) charging for new construction.
: Additions and alterations not altering the drainage path.Exception
recharge.
5. Other water measures which keep surface water away from buildings and aid in groundwater
4. Water retention gardens
3. French drains
2. Water collection and disposal systems
1. Swales
water include, but are not limited to, the following:
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
Construction plans shall indicate how the site grading or drainage system will 4.106.3 GRADING AND PAVING.
3. Compliance with a lawfully enacted storm water management ordinance.
by the enforcing agency.
disposal method, water shall be filtered by use of a barrier system, wattle or other method approved
2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar
1. Retention basins of sufficient size shall be utilized to retain storm water on the site.
property, prevent erosion and retain soil runoff on the site.
during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent
or more, shall manage storm water drainage during construction. In order to manage storm water drainage
than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre
Projects which disturb less 4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION.
management of storm water drainage and erosion controls shall comply with this section.
and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes,
Preservation and use of available natural resources shall be accomplished through evaluation 4.106.1 GENERAL.
4.106 SITE DEVELOPMENT
used for perimeter and inlet controls.
such as hay, straw or similar material shaped in the form of tubes and placed on a downflow slope. Wattles are also
Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials WATTLES.
pervious material used to collect or channel drainage or runoff water.
A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar FRENCH DRAIN.
(and are included here for reference)The following terms are defined in Chapter 2
4.102.1 DEFINITIONS
SECTION 4.102 DEFINITIONS
shall comply with the specific green building measures applicable to each specific occupancy.
In mixed occupancy buildings, each portion of a building 302.1 MIXED OCCUPANCY BUILDINGS.
SECTION 302 MIXED OCCUPANCY BUILDINGS
high-rise buildings, no banner will be used.
specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-rise and
buildings, or both. Individual sections will be designated by banners to indicate where the section applies
individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential
The provisions of 301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD]
other important enactment dates.
et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and
of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1,
Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate
improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures.
On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or Note:
specific area of the addition or alteration.
building's conditioned area, volume, or size. The requirements shall apply only to and/or within the
additions or alterations of existing residential buildings where the addition or alteration increases the
The mandatory provisions of Chapter 4 shall be applied to 301.1.1 Additions and alterations. [HCD]
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
application checklists and may be included in the design and construction of structures covered by this code,
the application checklists contained in this code. Voluntary green building measures are also included in the
Buildings shall be designed to include the green building measures specified as mandatory in 301.1 SCOPE.
SECTION 301 GENERAL
GREEN BUILDING
CHAPTER 3
Website: http://opr.ca.gov/docs/ZEV_Guidebook.pdf.
governments, residents and businesses.
Vehicle Community Readiness Guidebook" which provides helpful information for local
3. The Governor's Office of Planning and Research (OPR) published a "Zero-Emission
facilities and for use of EV charging spaces.
2. See Vehicle Code Section 22511 for EV charging space signage in off-street parking
Number 13-01. Website: www.dot.ca.gov/trafficops/policy/13-01.pdf
Vehicle Signs and Pavement Markings can be found in the New Policies & Directives
and specifications for all official traffic control devices in California. Zero Emission
on Uniform Traffic Control Devices (California MUTCD)" to provide uniform standards
1. The California Department of Transportation adopts and publishes the "Californa Manual
Notes:
California Electrical Code.with the
protective device space(s) reserved for future EV charging purposes as "EV CAPABLE" in accordance
The service panel or subpanel circuit directory shall identify the overcurrent 4.106.4.2.5 Indentification.
original construction.
underground, enclosed, inaccessible or in concealed areas and spaces shall be installed at the time of
40-ampere minimum branch circuit. Raceways and related components that are planned to be installed
at the full rated amperage of the EVSE. Plan design shall be based upon a at all required EV spaces
including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs
electrical load calculations to verify that the electrical panel service capacity and electrical system,
shall also provide information on amperage of future EVSE, raceway method(s), wiring schematics and
termination point and proposed location of future EV spaces and EV chargers. Construction documents
Construction documents shall indicate the raceway 4.106.4.2.4 Multiple EV spaces required.
installation of a branch circuit overcurrent protective device.
capacity to install a 40-ampere minimum dedicated branch circuit and space(s) reserved to permit
documents shall identify the raceway termination point. The service panel and/or subpanel shall provide
cabinet, box or enclosure in close proximity to the proposed location of the EV spaces. Construction
diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed
volt dedicated branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside
Install a listed raceway capable of accommodating a 208/240- 4.106.4.2.3 Single EV space required.
horizontal (2.083 percent slope) in any direction.
a. Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units
EV space is 12 feet (3658 mm). minimum width of the
wide minimum aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the
3. One in every 25 EV spaces, but not less than one EV space, shall have an 8-foot (2438 mm)
2. The minimum width of each EV space shall be 9 feet (2743 mm).
1. The minimum length of each EV space shall be 18 feet (5486 mm).
designed to comply with the following:
The EV space shall be4.106.4.2.2 Electric vehicle charging space (EV space) dimensions.
combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere.
A fuel-burning appliance with a sealed combustion system that draws all air for DIRECT-VENT APPLIANCE.
93120.1.
wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17, Section
structural panels, structural composite lumber, oriented strand board, glued laminated timber, prefabricated
medium density fiberboard. "Composite wood products" does not include hardboard, structural plywood,
Composite wood products include hardwood plywood, particleboard and COMPOSITE WOOD PRODUCTS.
cores, not including furniture, fixtures and equipment (FF&E) not considered base building elements.
Agrifiber products include wheatboard, strawboard, panel substrates and door AGRIFIBER PRODUCTS.
(and are included here for reference)The following terms are defined in Chapter 2
5.102.1 DEFINITIONS
SECTION 4.502 DEFINITIONS
irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors.
The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous,
4.501.1 Scope
SECTION 4.501 GENERAL
AS SHOWN
OF SHEETS
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
ER
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
M
INH V. TRAN
18891 SAN CARLO
S ST.
FO
UNTAIN VALLEY CA 92708
714-726-5175
m
inhvantran10@
yahoo.com
RESIDENTIAL MANDATORY MEASURES, SHEET 1
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
RESIDENTIAL MANDATORY MEASURES, SHEET 1
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
9/26/2024
T-1.2
Compliance
Cal Green
JOB
SHEET
DRAWN
DATE
SCALE
DESCRIPTION
DESIGN
ADDRESS:
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED A.D.U.
PRO
JECT:
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
1
2
REVISIONS BY
2
2726 W Strawberry Ln &
Unit# 23/17/2025
TABLE 4.504.2 - SEALANT VOC LIMIT
(Less Water and Less Exempt Compounds in Grams per Liter)
SEALANTS CURRENT 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
1TABLE 4.504.5 - FORMALDEHYDE LIMITS
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
2THIN MEDIUM DENSITY FIBERBOARD 0.13
93120.12.
CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH
WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF.
MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE
BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED
THICKNESS OF 5/16" (8 MM).
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM
2,3ARCHITECTURAL COATINGS
TABLE 4.504.3 - VOC CONTENT LIMITS FOR
COMPOUNDS
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT
COATING CATEGORY CURRENT 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
1LOW SOLIDS COATINGS 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
UNDERCOATERS
SPECIALTY PRIMERS, SEALERS &
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
EXEMPT COMPOUNDS
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER &
ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE.
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS
AVAILABLE FROM THE AIR RESOURCES BOARD.
SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS
THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
CHAPTER 7
the appropriate section or identified applicable checklist.
documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in
methods acceptable to the enforcing agency which demonstrate substantial conformance. When specific
limited to, construction documents, plans, specifications, builder or installer certification, inspection reports, or other
Documentation used to show compliance with this code shall include but is not 703.1 DOCUMENTATION.
703 VERIFICATIONS
project they are inspecting for compliance with this code.
the Special inspectors shall be independent entities with no financial interest in the materials or Note:
shall be closely related to the primary job function, as determined by the local agency.
recognized state, national or international association, as determined by the local agency. The area of certification
particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a
this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the
employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with
[BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall
homes in California according to the Home Energy Rating System (HERS).
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
project they are inspecting for compliance with this code.
1. Special inspectors shall be independent entities with no financial interest in the materials or the
Notes:
4. Other programs acceptable to the enforcing agency.
3. Successful completion of a third party apprentice training program in the appropriate trade.
performance contractors, and home energy auditors.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
1. Certification by a national or regional green building program or standard publisher.
considered by the enforcing agency when evaluating the qualifications of a special inspector:
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
When required by the enforcing agency, the owner or the 702.2 SPECIAL INSPECTION [HCD].
5. Other programs acceptable to the enforcing agency.
4. Programs sponsored by manufacturing organizations.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
2. Public utility training programs.
1. State certified apprenticeship programs.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
HVAC system installers shall be trained and certified in the proper 702.1 INSTALLER TRAINING.
702 QUALIFICATIONS
edacceptable.
Use of alternate design temperatures necessary to ensure the system functions are Exception:
Equipment Selection), or other equivalent design software or methods.
3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential
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),
Load Calculation), ASHRAE handbooks or other equivalent design software or methods.
1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential
sized, designed and have their equipment selected using the following methods:
Heating and air conditioning systems shall be 4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN.
4.507 ENVIRONMENTAL COMFORT
2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code.
tub/shower combination.
1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or
Notes:
integral (i.e., built-in)
b. A humidity control may be a separate component to the exhaust fan and is not required to be
adjustment.
equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of
a. Humidity controls shall be capable of adjustment between a relative humidity range less than or
humidity control.
2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a
1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building.
following:
Each bathroom shall be mechanically ventilated and shall comply with the 4.506.1 Bathroom exhaust fans.
4.506 INDOOR AIR QUALITY AND EXHAUST
recommendations prior to enclosure.
enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying
Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to
acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing.
3. At least three random moisture readings shall be performed on wall and floor framing with documentation
of each piece verified.
2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end
found in Section 101.8 of this code.
moisture verification methods may be approved by the enforcing agency and shall satisfy requirements
1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent
moisture content. Moisture content shall be verified in compliance with the following:
shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent
Building materials with visible signs of water damage 4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS.
3. A slab design specified by a licensed design professional.
2. Other equivalent methods approved by the enforcing agency.
ACI 302.2R-06.
shrinkage, and curling, shall be used. For additional information, see American Concrete Institute,
a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding,
1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with
following:
A capillary break shall be installed in compliance with at least one of the 4.505.2.1 Capillary break.
California Residential Code, Chapter 5, shall also comply with this section.
California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the
Concrete slab foundations required to have a vapor retarder by 4.505.2 CONCRETE SLAB FOUNDATIONS.
.California Building Standards CodeBuildings shall meet or exceed the provisions of the 4.505.1 General.
4.505 INTERIOR MOISTURE CONTROL
SIGNOFF
INSPECTOR
SIGNOFF
INSPECTOR
SIGNOFF
INSPECTOR
SIGNOFF
INSPECTOR
ENVIRONMENTAL QUALITY (continued)DIVISION 4.5
5. Other methods acceptable to the enforcing agency.
0121, CSA 0151, CSA 0153 and CSA 0325 standards.
Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered
CCR, Title 17, Section 93120, et seq.).
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
2. Chain of custody certifications.
1. Product certifications and specifications.
by the enforcing agency. Documentation shall include at least one of the following:
Verification of compliance with this section shall be provided as requested 4.504.5.1 Documentation.
by or before the dates specified in those sections, as shown in Table 4.504.5
formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.),
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
Hardwood plywood, particleboard and medium density fiberboard 4.504.5 COMPOSITE WOOD PRODUCTS.
February 2010 (also known as Specification 01350).
Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers", Version 1.1,
4. Meet the California Department of Public Health, "Standard Method for the Testing and Evaluation of
3. Certification under the Resilient Floor Covering Institute (RFCI) FloorScore program.
2. Products certified under UL GREENGUARD Gold (formerly the Greenguard Children & Schools program).
the Collaborative for High Performance Schools (CHPS) High Performance Products Database. in
Version 1.1, February 2010 (also known as Specification 01350), certified as a CHPS Low-Emitting Material
Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,"
1. Products compliant with the California Department of Public Health, "Standard Method for the Testing and
resilient flooring shall comply with one or more of the following:
Where resilient flooring is installed , at least 80% of floor area receiving 4.504.4 RESILIENT FLOORING SYSTEMS.
All carpet adhesive shall meet the requirements of Table 4.504.1.4.504.3.2 Carpet adhesive.
requirements of the Carpet and Rug Institute's Green Label program.
All carpet cushion installed in the building interior shall meet the 4.504.3.1 Carpet cushion.
Gold.TM4. Scientific Certifications Systems Indoor Advantage
3. NSF/ANSI 140 at the Gold level.
February 2010 (also known as Specification 01350).
Organic Chemical Emissions from Indoor Sources Using Environmental Chambers" Version 1.1,
2. California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile
1. Carpet and Rug Institute's Green Label Plus Program.
requirements of at least one of the following:
All carpet installed in the building interior shall meet the testing and product 4.504.3 CARPET SYSTEMS.
AS SHOWN
OF SHEETS
RESIDENTIAL MANDATORY MEASURES, SHEET 1
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
8/17/2024
Checklist
Cal Green
T-1.3
DRAWN
JOB
DATE
SCALE
REVISIONS BY
SHEET
DESIGN
M
INH V. TRAN
18891 SAN CARLO
S ST.
FO
UNTAIN VALLEY CA 92708
714-726-5175
m
inhvantran10@
yahoo.com
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
ER
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE, UNIT 2
NEW
DETACHED A.D.U.
PRO
JECT:
SANTA ANA, CA 92706
2726 STRAW
BERRY LANE
ADDRESS:
DESCRIPTION
2
1
2
2726 W Strawberry Ln &
Unit# 23/17/2025
RESTRICTIVE NOTICE
DATE REVISIONS
SHEET DESCRIPTION
PROJECT OWNER
PROJECT ADDRESS
STAMP
NO:
REVISIONS
DATE SIGNED: 10/3/24
THESE DESIGNS, DRAWINGS, AND
SPECIFICATIONS ARE THE EXCLUSIVE
PROPERTY OF DONG ENGINEERING.
THESE DRAWINGS CANNOT BE COPIED,
TRANSFERRED, OR REPRODUCED NOR
CAN ANY OTHER STRUCTURES BE BUILT
FROM THEM WITHOUT WRITTEN CONSENT.
SHEET
DE#:
TEL- 714-617-5979
GARDEN GROVE, CA 92841
7661 GARDEN GROVE BLVD.,
DONG ENGINEERING, INC.
INFO@DONGENGINEERING.COM
240357
AD
U
AD
U
:
2
7
2
6
S
T
R
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W
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W
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R
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L
N
,
2726 W Strawberry Ln &
Unit# 23/17/2025
RESTRICTIVE NOTICE
DATE REVISIONS
SHEET DESCRIPTION
PROJECT OWNER
PROJECT ADDRESS
STAMP
NO:
REVISIONS
DATE SIGNED: 10/3/24
THESE DESIGNS, DRAWINGS, AND
SPECIFICATIONS ARE THE EXCLUSIVE
PROPERTY OF DONG ENGINEERING.
THESE DRAWINGS CANNOT BE COPIED,
TRANSFERRED, OR REPRODUCED NOR
CAN ANY OTHER STRUCTURES BE BUILT
FROM THEM WITHOUT WRITTEN CONSENT.
SHEET
DE#:
TEL- 714-617-5979
GARDEN GROVE, CA 92841
7661 GARDEN GROVE BLVD.,
DONG ENGINEERING, INC.
INFO@DONGENGINEERING.COM
240357
AD
U
AD
U
:
2
7
2
6
S
T
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,
2726 W Strawberry Ln &
Unit# 23/17/2025
PROPOSED
FRONT PORCH
PROJECT ADDRESS: 2726 STRAWBERRY AVE., SANTA ANA, CA 92706
ENGINEER: LY PHAN, P.E., RCE 63381., EXP. 09/30/2024
ADDRESS: 10820 KEENAN PL., STANTON CA90680
PHONE NO.: (714)-548-1233
EMAIL: EMAILLY10@gmail.com
DATE SIGNED: 07/22/2024.
2726 W Strawberry Ln &
Unit# 23/17/2025
DESIGN CRITERIA:
Roof Load
Asphalt Shingle roof = 3.5 psf
Sheathing = 1. 5 psf
Roof Rafter = 2. 5 psf
Insulation = 1.5 psf
Solar = 2.0 psf
Misc. = 4.0 psf
---------------------------------------------------------
Total Roof Dead Load = 15.0 psf
LL = 20.0 psf
DL + LL = 35.0 psf
Ceiling Load without storage
DL = 5.0 psf
LL =10.0 psf
Ceiling Load with storage
DL = 5.0 psf
LL =20.0 psf
Exterior Wall
DL = 14.0 psf
Interior Wall
DL = 10.0 psf
Allowable Soil bearing pressure = 1,500 psf
2726 W Strawberry Ln &
Unit# 23/17/2025
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 20232726 Strawberry.wsw July 21, 2024 12:03:29
-5'0'5'10'15'20'25'30'35'40'45'
-10'
-5'
0'
5'
10'
15'
20'
25'
30'
D-1
A-1
1-
1
1-
3
1-
2
A-3A-2
D-3D-2 D-5D-4
A-5A-4
3-
1
7-
1
B-2
6-
1
5-
1
C-1
B-1
C-2
4-
1
2-
1
8-
2
8-
1
371 27 188 77 81 77 81 371
63.5
92.7100.4 100.4 100.4100.4100.4 100.4 121.2121.2 ~ 121.9136.9 ~ 137.2121.8 ~ 122.6122.6 ~ 126.1126.1 ~ 129.0129.0 ~ 132.2132.2132.2 ~ 125.8125.8 ~ 120.8
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.
7
13
8
.
0
~
1
3
7
.
3
14
4
.
2
43
.
8
2199
163
4
182
6
2073 1714
1526
20
6
7
191
0
22
0
5
186
5
Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution
Vertical element required
C Factored compression force (lbs)
Factored hold-down force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 1
2726 W Strawberry Ln &
Unit# 23/17/2025
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 20232726 Strawberry.wsw July 21, 2024 12:03:29
-5'0'5'10'15'20'25'30'35'40'45'50'
-15'
-10'
-5'
0'
5'
10'
15'
20'
25'
30'
35'
D-1
A-1
1-
1
1-
3
1-
2
A-3A-2
D-3D-2 D-5D-4
A-5A-4
3-
1
7-
1
B-2
6-
1
5-
1
C-1
B-1
C-2
4-
1
2-
1
8-
2
8-
1
50.0
97.4
97.4 ~ 122.7 122.7 ~ 97.4
50.0
39
.
8
39
.
8
~
3
4
.
2
69
.
3
~
5
6
.
7
56
.
7
~
6
3
.
7
63
.
7
~
5
3
.
8
53
.
8
~
6
5
.
1
30
.
0
~
3
5
.
6
35
.
6
-7.3
68.7
68.7 ~ 115.5 115.5 ~ 68.7
-7.3
-8
.
5
-8
.
5
~
-
7
.
3
68
.
7
~
1
2
2
.
8
12
2
.
8
~
1
3
8
.
0
13
8
.
0
~
1
1
6
.
5
11
6
.
5
~
6
8
.
3
-7
.
7
~
-
9
.
1
-9
.
1
1388
858 1065
1308 995 789
21
4
1
1874
23
5
5
1900
Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution
Vertical element required
C Factored compression force (lbs)
Factored hold-down force (lbs)
Factored shearline force (lbs)
Applied point load or discontinuous shearline force (lbs)
Unfactored uplift wind load (plf,lbs)
Unfactored dead load (plf,lbs)
Unfactored applied shear load (plf)
Level 1 of 1
2726 W Strawberry Ln &
Unit# 23/17/2025
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks® Shearwalls 2023
2726 Strawberry.wsw Jul. 21, 2024 11:26:22
Project Information
COMPANY AND PROJECT INFORMATION
Company Project
Gemini Design
DESIGN SETTINGS
Design Code
IBC 2021/AWC SDPWS 2021
Wind Standard
ASCE 7-16 Directional (All heights)
Seismic Standard
ASCE 7-16
Load Combinations
For Design (ASD)
0.70 Seismic + 0.60 Dead
0.60 Wind + 0.60 Dead
For Deflection (Strength)
1.00 Seismic + 0.90 Dead
1.00 Wind + 0.90 Dead
Building Code Capacity Modification
Wind Seismic
1.00 1.00
Service Conditions and Load Duration
Duration
Factor
-
Temperature
Range
-
Moisture Content
Fabrication Service
19% (<=19%) 10% (<=19%)
Max Shearwall Offset [ft]
Plan
(within story)
8.00
Elevation
(between stories)
-
Maximum Height-to-width Ratio
Wood panels
Blocked Unblocked
Fiberboard Lumber
Wind Seismic
Gypsum
Blocked Unblocked
3.5 2.0 - - - 2.0 1.5
Ignore shear resistance contribution of...
Wall segments Seismic
Side with invalid aspect ratio Any gypsum, lumber, fiberboard
Forces based on...
Hold-downs Applied loads
Drag struts Applied loads
Shearwall relative rigidity: Wall capacity
Non-identical materials and construction on the shearline: Allowed, except for material type
Deflection Equation: 3-term from SDPWS 4.3-1
Drift limit for wind design: 1 / 500 story height
FTAO strap: Continuous at top of highest opening and bottom of lowest
SITE INFORMATION
Risk Category Category II - All others
Wind
ASCE 7-16 Directional (All heights)
Seismic
ASCE 7-16 12.8 Equivalent Lateral Force Procedure
Design Wind Speed 110 mph
Exposure Exposure C
Enclosure Partially open
Structure Type Regular
Building System Bearing Wall
Design Category D
Site Class D
Topographic Information [ft]
Shape
-
Height
-
Length
-
Site Location: -
Elev: 0ft
Rigid building - Static analysis
Spectral Response Acceleration
S1: 0.470g Ss: 1.330g
Fundamental Period E-W N-S
T Used 0.129s 0.129s
Approximate Ta 0.129s 0.129s
Maximum T 0.181s 0.181s
Response Factor R 6.50 6.50
Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads
Eccentricity (%)15 15
Loaded at 75%
Min Wind Loads: Walls
Roofs
16 psf
8 psf
Serviceability Wind Speed 100 mph
1
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WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
Structural Data
STORY INFORMATION
Hold-down
Story Floor/Ceiling Wall Length subject to Bolt
Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in]
Ceiling 12.83 0.0
Level 1 2.83 10.0 10.00 13.75 14.5
Foundation 2.00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions [ft]Face Type Slope Overhang [ft]
Block 1 1 Story E-W Ridge
Location X,Y =0.00 0.00 North Side 18.4 1.50
Extent X,Y =40.50 24.50 South Side 18.4 1.50
Ridge Y Location, Offset 12.25 0.00 East Gable 90.0 1.50
Ridge Elevation, Height 16.91 4.08 West Gable 90.0 1.50
Block 2 1 Story N-S Ridge
Location X,Y =24.50 24.50 North Gable 90.0 1.50
Extent X,Y =16.00 5.00 South Joined 161.6 1.00
Ridge X Location, Offset 32.50 0.00 East Side 18.4 1.50
Ridge Elevation, Height 15.49 2.66 West Side 18.4 1.50
Block 3 1 Story N-S Ridge
Location X,Y =22.00 -7.50 North Joined 161.6 1.50
Extent X,Y =18.50 7.50 South Gable 90.0 1.50
Ridge X Location, Offset 31.25 0.00 East Side 18.4 1.50
Ridge Elevation, Height 15.91 3.08 West Side 18.4 1.50
2
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Unit# 23/17/2025
WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
SHEATHING MATERIALS by WALL GROUP
Sheathing Fasteners Apply
Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes
in in lbs/in in in
1 Ext Structural sheath 24/0 3/8 -3 Horz 25000 6d Common N 6 6 Y
Legend:
Grp – Wall Design Group number, used to reference wall in other tables (created by program)
Surf – Exterior or interior surface when applied to exterior wall
Ratng – Span rating, see SDPWS Table C4.2.3C
Thick – Nominal panel thickness
GU - Gypsum underlay thickness
Ply – Number of plies (or layers) in construction of plywood sheets
Or – Orientation of longer dimension of sheathing panels or lumber planks. Dbl. = Double diagonal.
Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.3A-B
Type – Fastener type from SDPWS Tables 4.3A-D:
Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof: galvanized roofing nail; Cooler: cooler nail; WBoard: wallboard
nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail
Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown
Common nails: 6d = 0.113 x 2”, 8d = 0.131 x 2.5”, 10d = 0.148 x 3”, 12d = 0.148 x 3.5”
Box or casing nails: 6d = 0.099 x 2”, 8d = 0.113 x 2.5”, 10d = 0.128 x 3”, 12d = 0.126 x 3.5”
Gauge, roofing and GWB nails: 13 ga = 0.92” x 1-1/8”; 11 ga = 0.120” x 1-1/8” (GWB nail for gypsum lath & plaster), 1-1/4” (gyp. L&P), 1-1/2”
(wire lath & plaster, 1/2” fiberboard ,1/2” GWB), 1-3/4” (GSB, 5/8” GWB, 25/32” fiberboard, 2-ply GWB base), 2-3/8” (2-ply GWB face)
Cooler or wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB.
Drywall screws: No. 6, 1-1/4” long.
RS – Ring-shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2.
Eg – Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face
ply.
Fd – Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply.
Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o)
Apply Notes – Notes below table legend which apply to sheathing side
FRAMING MATERIALS and STANDARD WALL by WALL GROUP
Wall Species Grade b d Spcg SG E Fcp Standard Wall
Grp in in in psi^6
1 D.Fir-L Stud 1.50 3.50 16 0.50 1.40 625
Legend:
Wall Grp – Wall Design Group
b – Stud breadth (thickness)
d – Stud depth (width)
Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less.
SG – Specific gravity
E – Modulus of elasticity
Standard Wall - Standard wall designed as group.
Fcp - Compressive strength perpendicular to grain
Notes:
Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs.
The following factors are applied to Fcp for compressive design and deformation under wall segment end studs :
Bearing area factor Cb from NDS 3.10.4, under window openings.
3
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WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
Loads
WIND SHEAR LOADS (as entered or generated)
Level 1 Magnitude Trib
Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht
Case Dir Dir Start End Start End [ft]
Block 1 W L Gable 1 W->E Wind Line 0.00 12.25 0.0 62.1
Block 1 W Wall Min W->E Wind Line 0.00 24.50 40.0
Block 1 W L Gable Min W->E Wind Line 0.00 12.25 0.0 32.6
Block 1 W Wall 1 W->E Wind Line 0.00 24.50 76.0
Block 1 W R Gable 1 W->E Wind Line 12.25 24.50 62.1 0.0
Block 1 W R Gable Min W->E Wind Line 12.25 24.50 32.6 0.0
Block 1 E L Gable Min W->E Lee Line 0.00 12.25 0.0 32.6
Block 1 E L Gable 1 W->E Lee Line 0.00 12.25 0.0 28.6
Block 1 E Wall 1 W->E Lee Line 0.00 24.50 35.1
Block 1 E Wall Min W->E Lee Line 0.00 24.50 40.0
Block 1 E R Gable Min W->E Lee Line 12.25 24.50 32.6 0.0
Block 1 E R Gable 1 W->E Lee Line 12.25 24.50 28.6 0.0
Block 1 W L Gable Min E->W Lee Line 0.00 12.25 0.0 32.6
Block 1 W Wall Min E->W Lee Line 0.00 24.50 40.0
Block 1 W Wall 1 E->W Lee Line 0.00 24.50 35.1
Block 1 W L Gable 1 E->W Lee Line 0.00 12.25 0.0 28.6
Block 1 W R Gable 1 E->W Lee Line 12.25 24.50 28.6 0.0
Block 1 W R Gable Min E->W Lee Line 12.25 24.50 32.6 0.0
Block 1 E Wall Min E->W Wind Line 0.00 24.50 40.0
Block 1 E Wall 1 E->W Wind Line 0.00 24.50 76.0
Block 1 E L Gable Min E->W Wind Line 0.00 12.25 0.0 32.6
Block 1 E L Gable 1 E->W Wind Line 0.00 12.25 0.0 62.1
Block 1 E R Gable 1 E->W Wind Line 12.25 24.50 62.1 0.0
Block 1 E R Gable Min E->W Wind Line 12.25 24.50 32.6 0.0
Block 1 S Roof Min S->N Wind Line -1.50 42.00 18.3
Block 1 S Roof 1 S->N Wind Line -1.50 42.00 -7.3
Block 1 S Wall Min S->N Wind Line 0.00 40.50 40.0
Block 1 S Wall 1 S->N Wind Line 0.00 40.50 76.0
Block 1 N Roof 1 S->N Lee Line -1.50 42.00 50.0
Block 1 N Roof Min S->N Lee Line -1.50 42.00 18.3
Block 1 N Wall 1 S->N Lee Line 0.00 40.50 47.5
Block 1 N Wall Min S->N Lee Line 0.00 40.50 40.0
Block 1 S Roof Min N->S Lee Line -1.50 42.00 18.3
Block 1 S Roof 1 N->S Lee Line -1.50 42.00 50.0
Block 1 S Wall 1 N->S Lee Line 0.00 40.50 47.5
Block 1 S Wall Min N->S Lee Line 0.00 40.50 40.0
Block 1 N Roof 1 N->S Wind Line -1.50 42.00 -7.3
Block 1 N Roof Min N->S Wind Line -1.50 42.00 18.3
Block 1 N Wall Min N->S Wind Line 0.00 40.50 40.0
Block 1 N Wall 1 N->S Wind Line 0.00 40.50 76.0
Block 2 W L Roof 1 W->E Wind Line 16.50 26.00 -0.0 -9.1
Block 2 W L Roof Min W->E Wind Line 16.50 26.00 0.0 12.6
Block 2 W Ctr Roof 1 W->E Wind Line 26.00 31.00 -9.1
Block 2 W Ctr Roof Min W->E Wind Line 26.00 31.00 12.6
Block 2 E L Roof 1 W->E Lee Line 16.50 26.00 0.0 35.6
Block 2 E L Roof Min W->E Lee Line 16.50 26.00 0.0 12.6
Block 2 E Ctr Roof Min W->E Lee Line 26.00 31.00 12.6
Block 2 E Ctr Roof 1 W->E Lee Line 26.00 31.00 35.6
Block 2 W L Roof 1 E->W Lee Line 16.50 26.00 0.0 35.6
Block 2 W L Roof Min E->W Lee Line 16.50 26.00 0.0 12.6
Block 2 W Ctr Roof Min E->W Lee Line 26.00 31.00 12.6
Block 2 W Ctr Roof 1 E->W Lee Line 26.00 31.00 35.6
Block 2 E L Roof 1 E->W Wind Line 16.50 26.00 -0.0 -9.1
Block 2 E L Roof Min E->W Wind Line 16.50 26.00 0.0 12.6
Block 2 E Ctr Roof Min E->W Wind Line 26.00 31.00 12.6
Block 2 E Ctr Roof 1 E->W Wind Line 26.00 31.00 -9.1
Block 2 N L Gable Min S->N Lee Line 24.50 32.50 0.0 21.3
Block 2 N L Gable 1 S->N Lee Line 24.50 32.50 0.0 25.3
Block 2 N R Gable Min S->N Lee Line 32.50 40.50 21.3 0.0
Block 2 N R Gable 1 S->N Lee Line 32.50 40.50 25.3 0.0
Block 2 N L Gable 1 N->S Wind Line 24.50 32.50 0.0 40.4
Block 2 N L Gable Min N->S Wind Line 24.50 32.50 0.0 21.3
Block 2 N R Gable 1 N->S Wind Line 32.50 40.50 40.4 0.0
Block 2 N R Gable Min N->S Wind Line 32.50 40.50 21.3 0.0
Block 3 W Ctr Roof 1 W->E Wind Line -9.00 -1.50 -8.5
4
2726 W Strawberry Ln &
Unit# 23/17/2025
WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
WIND SHEAR LOADS (as entered or generated) (continued)
Block 3 W Ctr Roof Min W->E Wind Line -9.00 -1.50 14.3
Block 3 W R Roof 1 W->E Wind Line -1.50 9.25 -8.5 -0.0
Block 3 W R Roof Min W->E Wind Line -1.50 9.25 14.3 0.0
Block 3 E Ctr Roof 1 W->E Lee Line -9.00 -1.50 39.8
Block 3 E Ctr Roof Min W->E Lee Line -9.00 -1.50 14.3
Block 3 E R Roof Min W->E Lee Line -1.50 9.25 14.3 0.0
Block 3 E R Roof 1 W->E Lee Line -1.50 9.25 39.8 0.0
Block 3 W Ctr Roof 1 E->W Lee Line -9.00 -1.50 39.8
Block 3 W Ctr Roof Min E->W Lee Line -9.00 -1.50 14.3
Block 3 W R Roof 1 E->W Lee Line -1.50 9.25 39.8 0.0
Block 3 W R Roof Min E->W Lee Line -1.50 9.25 14.3 0.0
Block 3 E Ctr Roof Min E->W Wind Line -9.00 -1.50 14.3
Block 3 E Ctr Roof 1 E->W Wind Line -9.00 -1.50 -8.5
Block 3 E R Roof 1 E->W Wind Line -1.50 9.25 -8.5 -0.0
Block 3 E R Roof Min E->W Wind Line -1.50 9.25 14.3 0.0
Block 3 S L Gable Min S->N Wind Line 22.00 31.25 0.0 24.6
Block 3 S L Gable 1 S->N Wind Line 22.00 31.25 0.0 46.8
Block 3 S R Gable 1 S->N Wind Line 31.25 40.50 46.8 0.0
Block 3 S R Gable Min S->N Wind Line 31.25 40.50 24.6 0.0
Block 3 S L Gable Min N->S Lee Line 22.00 31.25 0.0 24.6
Block 3 S L Gable 1 N->S Lee Line 22.00 31.25 0.0 29.2
Block 3 S R Gable Min N->S Lee Line 31.25 40.50 24.6 0.0
Block 3 S R Gable 1 N->S Lee Line 31.25 40.50 29.2 0.0
Legend:
Block - Block used in load generation
Accum. = loads from one block combined with another
Manual = user-entered loads (so no block)
F - Building face (north, south, east or west)
Element - Building surface on which loads generated or entered
Load Case - One of the following:
ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5
ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4
Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS.
Surf Dir - Windward or leeward side of the building for loads in given direction
Prof - Profile (distribution)
Location - Start and end points on building element
Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load
Trib Ht - Tributary height of area loads only
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads
before distributing them to the shearlines.
5
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Unit# 23/17/2025
WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
DEAD LOADS (for hold-down calculations)
Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi]
Line Width [ft] Start End Start End
A 1 Line 0.00 3.00 140.0*
A 1 Line 3.00 11.00 140.0*
A 1 Line 11.00 23.00 140.0*
A 1 Line 23.00 27.00 140.0*
A 1 Line 27.00 40.50 140.0*
B 1 Line 0.00 10.50 100.0*
B 1 Line 0.50 10.50 100.0*
B 1 Line 10.50 23.50 100.0*
B 1 Line 10.50 23.50 100.0*
C 1 Line 0.00 10.00 140.0*
C 1 Line 10.00 14.00 140.0*
C 1 Line 14.00 29.00 140.0*
C 1 Line 29.00 37.00 140.0*
C 1 Line 37.00 40.50 140.0*
1 1 Line 0.00 7.50 140.0*
1 1 Line 7.50 17.50 140.0*
1 1 Line 17.50 24.50 140.0*
2 1 Line 0.00 24.50 100.0*
2 1 Line 10.50 14.00 100.0*
2 1 Line 14.00 24.00 100.0*
3 1 Line 0.00 10.50 100.0*
3 1 Line 0.00 10.00 100.0*
3 1 Line 14.00 24.50 100.0*
4 1 Line 0.00 2.00 140.0*
4 1 Line 2.00 12.00 140.0*
4 1 Line 12.00 24.50 140.0*
6
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Unit# 23/17/2025
WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
BUILDING MASSES
Level 1 Magnitude Trib
Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width
Dir Element Line Start End Start End [ft]
E-W Roof Block 1 1 Line -1.50 26.00 326.2 326.2
E-W Roof Block 1 4 Line -1.50 26.00 326.2 326.2
E-W Roof Block 2 Line 24.50 31.00 142.5 142.5
E-W Roof Block 2 4 Line 24.50 31.00 142.5 142.5
E-W Roof Block 3 3 Line -9.00 0.00 161.2 161.2
E-W Roof Block 3 4 Line -9.00 0.00 161.2 161.2
E-W R Gable Block 1 1 Line 0.00 12.25 57.1 0.0
E-W L Gable Block 1 1 Line 12.25 24.50 0.0 57.1
E-W L Gable Block 1 4 Line 0.00 12.25 57.1 0.0
E-W R Gable Block 1 4 Line 12.25 24.50 0.0 57.1
N-S Roof Block 1 A Line -1.50 42.00 206.2 206.2
N-S Roof Block 1 C Line -1.50 42.00 206.2 206.2
N-S Roof Block 2 C Line 23.00 42.00 37.5 37.5
N-S Roof Block 2 Line 23.00 42.00 60.0 60.0
N-S Roof Block 3 Line 20.50 42.00 78.8 78.8
N-S Roof Block 3 A Line 20.50 42.00 56.2 56.2
N-S R Gable Block 2 Line 24.50 32.50 37.3 0.0
N-S L Gable Block 2 Line 32.50 40.50 0.0 37.3
N-S L Gable Block 3 Line 22.00 31.25 43.1 0.0
N-S R Gable Block 3 Line 31.25 40.50 0.0 43.1
Both Wall 1-1 n/a 1 Line 0.00 7.50 70.0 70.0
Both Wall 1-2 n/a 1 Line 7.50 17.50 70.0 70.0
Both Wall 1-4 n/a 1 Line 17.50 24.50 70.0 70.0
Both Wall 1-3 n/a Line 10.50 14.00 50.0 50.0
Both Wall 2-2 n/a 2 Line 0.00 24.50 50.0 50.0
Both Wall 2-3 n/a Line 14.00 24.00 50.0 50.0
Both Wall 2-1 n/a Line 0.00 10.50 50.0 50.0
Both Wall 3-1 n/a 3 Line 0.00 10.00 50.0 50.0
Both Wall 3-2 n/a Line 14.00 24.50 50.0 50.0
Both Wall 4-1 n/a 4 Line 0.00 2.00 70.0 70.0
Both Wall 4-2 n/a 4 Line 2.00 12.00 70.0 70.0
Both Wall 4-3 n/a 4 Line 12.00 24.50 70.0 70.0
Both Wall A-1 n/a A Line 0.00 3.00 70.0 70.0
Both Wall A-2 n/a A Line 3.00 11.00 70.0 70.0
Both Wall A-3 n/a A Line 11.00 23.00 70.0 70.0
Both Wall A-4 n/a A Line 23.00 27.00 70.0 70.0
Both Wall A-5 n/a A Line 27.00 40.50 70.0 70.0
Both Wall B-2 n/a B Line 0.50 10.50 50.0 50.0
Both Wall B-4 n/a B Line 10.50 23.50 50.0 50.0
Both Wall B-1 n/a Line 0.00 10.50 50.0 50.0
Both Wall B-3 n/a Line 10.50 23.50 50.0 50.0
Both Wall C-1 n/a C Line 0.00 10.00 70.0 70.0
Both Wall C-2 n/a C Line 10.00 14.00 70.0 70.0
Both Wall C-3 n/a C Line 14.00 29.00 70.0 70.0
Both Wall C-4 n/a C Line 29.00 37.00 70.0 70.0
Both Wall C-5 n/a C Line 37.00 40.50 70.0 70.0
Legend:
Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both
Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor
area number
Wall line - Shearline that equivalent line load is assigned to
Location - Start and end points of equivalent line load on wall line
Trib Width. - Tributary width; for user applied area loads only
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WoodWorks® Shearwalls 2726 Strawberry.wsw Jul. 21, 2024 11:26:22
SEISMIC LOADS
Level 1
Force Profile Location [ft]Mag [lbs,plf,psf]
Dir Start End Start End
E-W Line -9.00 -1.50 49.6 49.6
E-W Point -7.50 -7.50 61 61
E-W Line -1.50 0.00 150.0 150.0
E-W Point 0.00 0.00 436 436
E-W Line 0.00 2.00 145.0 147.9
E-W Line 2.00 7.50 147.9 155.7
E-W Line 7.50 10.00 155.7 159.3
E-W Line 10.00 10.50 151.6 152.4
E-W Point 10.50 10.50 177 177
E-W Line 10.50 12.00 152.4 154.5
E-W Line 12.00 12.25 154.5 154.9
E-W Line 12.25 14.00 154.9 152.4
E-W Point 14.00 14.00 181 181
E-W Line 14.00 17.50 160.0 155.0
E-W Line 17.50 24.00 155.0 145.7
E-W Line 24.00 24.50 138.0 137.3
E-W Point 24.50 24.50 436 436
E-W Line 24.50 26.00 144.2 144.2
E-W Line 26.00 31.00 43.8 43.8
E-W Point 29.50 29.50 46 46
N-S Line -1.50 0.00 63.5 63.5
N-S Point 0.00 0.00 371 371
N-S Line 0.00 0.50 92.7 92.7
N-S Line 0.50 3.00 100.4 100.4
N-S Line 3.00 10.00 100.4 100.4
N-S Point 7.00 7.00 27 27
N-S Line 10.00 10.50 100.4 100.4
N-S Point 10.50 10.50 188 188
N-S Line 10.50 11.00 100.4 100.4
N-S Line 11.00 14.00 100.4 100.4
N-S Point 13.50 13.50 77 77
N-S Line 14.00 20.50 100.4 100.4
N-S Point 16.50 16.50 81 81
N-S Line 20.50 22.00 121.2 121.2
N-S Point 22.00 22.00 77 77
N-S Line 22.00 23.00 121.2 121.9
N-S Line 23.00 23.50 136.9 137.2
N-S Point 23.50 23.50 81 81
N-S Line 23.50 24.50 121.8 122.6
N-S Line 24.50 27.00 122.6 126.1
N-S Line 27.00 29.00 126.1 129.0
N-S Line 29.00 31.25 129.0 132.2
N-S Line 31.25 32.50 132.2 132.2
N-S Line 32.50 37.00 132.2 125.8
N-S Line 37.00 40.50 125.8 120.8
N-S Point 40.50 40.50 371 371
N-S Line 40.50 42.00 99.2 99.2
Legend:
Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element.
Location - Start and end of load in direction perpendicular to seismic force direction
Notes:
All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy
factor to seismic loads before distributing them to the shearlines.
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Design Summary
SHEARWALL DESIGN
Wind Shear Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All shearwalls have sufficient design capacity.
HOLD-DOWN DESIGN
Wind Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
Seismic Loads, Flexible Diaphragm
All hold-downs have sufficient design capacity.
COMPRESSION FORCE DESIGN
Wind Loads, Flexible Diaphragm
Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs.
Seismic Loads, Flexible Diaphragm
Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs.
Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D) for walls that otherwise pass.
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Flexible Diaphragm Wind Design
ASCE 7 Directional (All Heights) Loads
SHEAR RESULTS
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 1
Ln1, Lev1 - S->N - - 2141 - - - - - - 3360 -
- N->S - - 2133 - - - - - - 3360 -
Wall 1-2 1 S->N 178.4 - 2141 - 1.0 - 280 - 280 3360 0.64
1 N->S 177.7 - 2133 - 1.0 - 280 - 280 3360 0.63
Line 4
Ln4, Lev1 - S->N - - 2355 - - - - - - 3360 -
- N->S - - 2338 - - - - - - 3360 -
Wall 4-1 1 S->N 196.2 - 2355 - 1.0 - 280 - 280 3360 0.70
1 N->S 194.9 - 2338 - 1.0 - 280 - 280 3360 0.70
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 1388 - - - - - - 3136 -
Wall A-2 1 Both 123.9 - 991 - 1.0 - 280 - 280 2240 0.44
Wall A-4 1 Both 99.1 - 396 - .80 - 280 - 224 896 0.44
Line C
LnC, Lev1 - Both - - 1308 - - - - - - 3136 -
Wall C-2 1 Both 93.4 - 374 - .80 - 280 - 224 896 0.42
Wall C-4 1 Both 116.8 - 934 - 1.0 - 280 - 280 2240 0.42
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir - Direction of wind force along shearline.
v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.3.4
FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers.
V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect ratio factor from SDPWS
4.3.5.5.1. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4.
Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for
presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1.
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Hold-Down and Compression Design (flexible wind design)
Level 1 Tensile Hold-down
Line- Location [ft] Load or Compressive Stud Force [lbs]Cap Crit
Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp.
Line 1
V Elem 0.00 0.12 1 0 70 70 Compression
V Elem 0.00 0.88 1 0 70 70 Compression
V Elem 0.00 6.13 1 0 105 105 Compression
V Elem 0.00 7.38 1 0 105 105 Compression
1-2 L End 0.00 7.63 1 2378 504 1874 HDU2-SDS 3075 0.61
1-2 L End 0.00 7.63 1 -2369 840 3209 Compression 6562 0.49
V Elem 7.00 10.63 1 0 245 245 Compression
V Elem 7.00 13.88 1 0 245 245 Compression
1-2 R End 0.00 19.38 1 2369 504 1865 HDU2-SDS 3075 0.61
1-2 R End 0.00 19.38 1 -2378 840 3218 Compression 6562 0.49
V Elem 0.00 19.63 1 0 350 350 Compression
V Elem 0.00 24.38 1 0 350 350 Compression
Line 4
4-1 L End 40.50 0.12 1 2404 504 1900 HDU2-SDS 3075 0.62
4-1 L End 40.50 0.12 1 -2387 840 3227 Compression 6562 0.49
4-1 R End 40.50 11.88 1 2387 504 1883 HDU2-SDS 3075 0.61
4-1 R End 40.50 11.88 1 -2404 840 3244 Compression 6562 0.49
V Elem 40.50 12.13 1 0 35 35 Compression
V Elem 40.50 12.38 1 0 35 35 Compression
V Elem 40.50 17.63 1 0 35 35 Compression
V Elem 40.50 17.87 1 0 35 35 Compression
V Elem 40.50 23.13 1 0 105 105 Compression
V Elem 40.50 24.38 1 0 105 105 Compression
Line A
V Elem 0.12 0.00 1 0 210 210 Compression
V Elem 2.88 0.00 1 0 210 210 Compression
A-2 L End 3.13 0.00 1 1279 336 943 HDU2-SDS 3075 0.31
A-2 L End 3.13 0.00 1 -1279 560 1839 Compression 6562 0.28
A-2 R End 10.88 0.00 1 1279 336 943 HDU2-SDS 3075 0.31
A-2 R End 10.88 0.00 1 -1279 560 1839 Compression 6562 0.28
V Elem 11.13 0.00 1 0 35 35 Compression
V Elem 11.38 0.00 1 0 35 35 Compression
V Elem 15.63 0.00 1 0 105 105 Compression
V Elem 16.88 0.00 1 0 105 105 Compression
V Elem 21.13 0.00 1 0 140 140 Compression
V Elem 22.88 0.00 1 0 140 140 Compression
A-4 L End 23.13 0.00 1 1057 168 889 HDU2-SDS 3075 0.29
A-4 L End 23.13 0.00 1 -1057 280 1337 Compression 6562 0.20
A-4 R End 26.88 0.00 1 1057 168 889 HDU2-SDS 3075 0.29
A-4 R End 26.88 0.00 1 -1057 280 1337 Compression 6562 0.20
V Elem 27.13 0.00 1 0 70 70 Compression
V Elem 27.88 0.00 1 0 70 70 Compression
V Elem 32.13 0.00 1 0 175 175 Compression
V Elem 34.38 0.00 1 0 175 175 Compression
V Elem 39.63 0.00 1 0 70 70 Compression
V Elem 40.38 0.00 1 0 70 70 Compression
Line C
V Elem 0.12 24.50 1 0 350 350 Compression
V Elem 4.88 24.50 1 0 350 350 Compression
C-2 L End 10.13 24.50 1 997 168 829 HDU2-SDS 3075 0.27
C-2 L End 10.13 24.50 1 -996 280 1276 Compression 6562 0.19
C-2 R End 13.88 24.50 1 997 168 829 HDU2-SDS 3075 0.27
C-2 R End 13.88 24.50 1 -996 280 1276 Compression 6562 0.19
V Elem 14.13 24.50 1 0 35 35 Compression
V Elem 14.38 24.50 1 0 35 35 Compression
V Elem 19.63 24.50 1 0 420 420 Compression
V Elem 25.38 24.50 1 0 420 420 Compression
V Elem 28.63 24.50 1 0 35 35 Compression
V Elem 28.88 24.50 1 0 35 35 Compression
C-4 L End 29.13 24.50 1 1205 336 869 HDU2-SDS 3075 0.28
C-4 L End 29.13 24.50 1 -1205 560 1765 Compression 6562 0.27
C-4 R End 36.88 24.50 1 1205 336 869 HDU2-SDS 3075 0.28
C-4 R End 36.88 24.50 1 -1205 560 1765 Compression 6562 0.27
V Elem 37.13 24.50 1 0 245 245 Compression
V Elem 40.38 24.50 1 0 245 245 Compression
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
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At vertical element – Shearline
Posit'n – Position of stud pack that hold-down is attached to or which is applying compression force:
V Elem – Vertical element: column or strengthened studs required where not at wall end or opening
L or R End – At left or right wall end
L or R Op n – At left or right side of opening n
t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1
Location – Co-ordinates in Plan View
Load Case – Results are for critical load case:
ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8
ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1
ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min"
Tensile Hold-down or Compressive Stud Force – Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs
at the other end, for each force direction. Includes forces transferred from upper levels.
Shear – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.60; h = wall height, beff = wall
segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width). For perforated walls = V x h / Co
sum (bi) from SDPWS Eqn. 4.3-8.
Dead – Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression
Uplift – Uplift wind load component, factored for ASD by 0.60
Cmb'd – Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS
4.3.6.4.2.1 when openings are staggered.
Hold-down – Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate
Cap – Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional
area of end studs. Refer to Framing materials table for details
Crit. Resp. – Critical Response = Combined ASD force / Allowable ASD tension load
Notes:
HDU2-SDS2.5 for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 6 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt.
Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table
for joist depth, and to the Shear Results table for perforated factor Co.
Most severe of wind load cases is used for overturning calculation.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
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COLLECTOR FORCES (flexible wind design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft] Load Force [lbs]Force [lbs]
Wall or Opening X Y Case ---> <------> <---
Line 1
1-2 Left Wall End 0.00 7.50 -655 653
1-2 Right Wall End 0.00 19.50 437 -435
Line 4
4-1 Right Wall End 40.50 12.00 1202 -1193
Line A
A-2 Left Wall End 3.00 0.00 -103 103
A-2 Right Wall End 11.00 0.00 614 -614
A-4 Left Wall End 23.00 0.00 203 -203
A-4 Right Wall End 27.00 0.00 463 -463
Line C
C-2 Left Wall End 10.00 24.50 -323 323
C-2 Right Wall End 14.00 24.50 -78 78
C-4 Left Wall End 29.00 24.50 -563 563
C-4 Right Wall End 37.00 24.50 113 -113
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Load Case - Results are for critical load case:
ASCE 7 All heights Case 1 or 2
ASCE 7 Low-rise corner; Case A or B
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls)
Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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MWFRS DEFLECTION (flexible wind design)
These deflections are used to determine shearwall stiffness for force distribution
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 1
Line 1
1-2 1 S->N ExtS 178.4 12.00 10.00 10.5 .008 8.4 140 .029 .211 0.27 0.49
N->S ExtS 177.7 12.00 10.00 10.5 .008 8.4 140 .029 .211 0.27 0.49
Line 4
4-1 1 S->N ExtS 196.2 12.00 10.00 10.5 .009 8.4 140 .029 .233 0.27 0.51
N->S ExtS 194.9 12.00 10.00 10.5 .009 8.4 140 .029 .231 0.27 0.51
Line A
A-2 1 Both ExtS 123.9 8.00 10.00 10.5 .008 8.4 140 .029 .147 0.37 0.52
A-4 1 Both ExtS 99.1 4.00 10.00 10.5 .013 8.4 140 .029 .117 0.75 0.88
Line C
C-2 1 Both ExtS 93.4 4.00 10.00 10.5 .013 8.4 140 .029 .111 0.74 0.86
C-4 1 Both ExtS 116.8 8.00 10.00 10.5 .008 8.4 140 .029 .138 0.36 0.51
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B.
W Gp – Wall design group, refer to Sheathing and Framing Materials tables.
Dir – Force direction.
Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on
each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side.
v – ASD shear force per unit distance on wall segment.
Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table.
Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2.
FTAO walls = Unit shear force in pier beside opening(s).
b – Wall or segment length.
Segmented wall or FTAO wall segments = Width of wall segment between openings.
Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2.
FTAO wall = Length of wall including openings.
h – Wall height.
FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged.
Defl – Horizontal shear wall deflection due to given term:
Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table
For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3
Shear = vh / 1000 Ga; Ga = vw / (vw / Gvtv + 0.75 en), from SDPWS Ex. C4.3.4-1.
vw = ASD sheathing capacity.
Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table.
en = Nail slip from Table C4.2.3D of form aVn^b for WSP, constant for other materials.
Vn = Shear force per nail along panel edge at ASD capacity vw.
Hold – Anchorage system (hold-down) = da x h / beff.
da = Vertical hold-down displacement; refer to Hold-down Displacement table for components.
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
beff is given in the Shear Wall Dimensions table.
For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555.
Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2.
For FTAO walls, the average of the values for the segments, as per APA T555.
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MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design)
These displacements are used to determine deflections for force distribution
Wall,Hold-Tensio
n Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 1
Line 1
1-2 S->N HDU2-SDS 1874 .054 .002 0.055 - - .248 3218 0.01 0.32 0.27
N->S HDU2-SDS 1865 .053 .002 0.055 - - .248 3209 0.01 0.32 0.27
Line 4
4-1 S->N HDU2-SDS 1900 .054 .002 0.056 - - .248 3244 0.01 0.32 0.27
N->S HDU2-SDS 1883 .054 .002 0.056 - - .248 3227 0.01 0.32 0.27
Line A
A-2 Both HDU2-SDS 943 .027 .001 0.028 - - .248 1839 0.01 0.28 0.37
A-4 Both HDU2-SDS 889 .025 .001 0.026 - - .248 1337 0.01 0.28 0.75
Line C
C-2 Both HDU2-SDS 829 .024 .001 0.025 - - .248 1277 0.01 0.28 0.74
C-4 Both HDU2-SDS 869 .025 .001 0.026 - - .248 1765 0.01 0.28 0.36
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B
Dir – Force direction
Tens., Comp. force – Accumulated ASD hold-down tension force T and end stud compression force C from overturning, dead loads and wind uplift
da – Vertical displacements due to the following components:
Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation
Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max ASD elongation or displacement
* - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es )
Ab = bolt cross-sectional area
Es = steel modulus = 29000000 psi
L = Lb – Lh
Lb = Total bolt length shown in Storey Information table
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database
Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Nails = en from SDPWS Table C4.2.3D using values for wood structural panels
Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T / number of fasteners
Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc.
Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls
Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table
Crush – Deformation of bottom plate at compression end of wall segment
= 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1]
r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs
Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra
Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da
h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
h and b are shown in Deflection table, beff in the Shear Wall Dimensions table
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Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Level Mass Area Story Shear Fx [lbs]Shear Resistance [lbs]Diaphragm Force [lbs]
[lbs] [sq.ft]E-W N-S E-W N-S E-W N-S
Fpx Design Fpx Design
1 39668 992.3 4272 4272 4480 4800 5909 5909 5909 5909
All 39668 - 6103 6103 - - - - - -
Legend:
Mass – Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12.
Story Shear – Total ASD-factored shear force induced at level x from Eqn. 12.8-11.
Shear Resistance – Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation (4.1.8).
Diaphragm Force – used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1.
Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3.
Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per
12.10.1.1. Omega = 2.5 as per 12.2-1.
Redundancy Factor p (rho):
E-W 1.00, N-S 1.00
Automatically calculated according to ASCE 7 12.3.4.2.
Vertical Earthquake Load Ev
Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140
compression.
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SHEAR RESULTS (flexible seismic design)
N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line 1
Level 1
Ln1, Lev1 - Both - - 2067 - - - - - - 2400 -
Wall 1-2 1 Both 172.3 - 2067 - 1.0 - 200 - 200 2400 0.86
Line 4
Ln4, Lev1 - Both - - 2205 - - - - - - 2400 -
Wall 4-1 1 Both 183.7 - 2205 - 1.0 - 200 - 200 2400 0.92
E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp.
Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio
Line A
Level 1
LnA, Lev1 - Both - - 2199 - - - - - - 2240 -
Wall A-2 1^Both 196.3 - 1571 - 1.0 - 200 - 200 1600 0.98
Wall A-4 1^Both 157.1 - 628 - .80 - 200 - 160 640 0.98
Line C
LnC, Lev1 - Both - - 2073 - - - - - - 2240 -
Wall C-2 1 Both 148.1 - 592 - .80 - 200 - 160 640 0.93
Wall C-4 1 Both 185.1 - 1481 - 1.0 - 200 - 200 1600 0.93
Legend:
W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is
critical for all walls in the Standard Wall group.
For Dir – Direction of seismic force along shearline.
v – Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS)
vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as
per 4.3.3.4
FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers.
V – ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment
Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect ratio factor from SDPWS
4.3.5.5.1. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4.
Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for
presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments.
Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6.
C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4.
Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co.
V – Total factored shear capacity of shearline, wall or segment.
Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting
wall.
Notes:
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1.
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Hold-Down and Compression Design (flexible seismic design)
Level 1 Tensile Hold-down
Line- Location [ft]or Compressive Stud Force [lbs]Cap Crit
Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp.
Line 1
V Elem 0.00 0.12 0 70 10 80 Compression
V Elem 0.00 0.88 0 70 10 80 Compression
V Elem 0.00 6.13 0 105 15 120 Compression
V Elem 0.00 7.38 0 105 15 120 Compression
1-2 L End 0.00 7.63 2296 504 118 1910 HDU2-SDS 3075 0.62
1-2 L End 0.00 7.63 -2296 840 118 3254 Compression 6562 0.50
1-3 L End 7.00 10.63 0 245 34 279 Compression -
1-3 R End 7.00 13.88 0 245 34 279 Compression -
1-2 R End 0.00 19.38 2296 504 118 1910 HDU2-SDS 3075 0.62
1-2 R End 0.00 19.38 -2296 840 118 3254 Compression 6562 0.50
1-4 L End 0.00 19.63 0 350 49 399 Compression -
1-4 R End 0.00 24.38 0 350 49 399 Compression -
Line 4
4-1 L End 40.50 0.12 2251 504 118 1865 HDU2-SDS 3075 0.61
4-1 L End 40.50 0.12 -2251 840 118 3208 Compression 6562 0.49
4-1 R End 40.50 11.88 2251 504 118 1865 HDU2-SDS 3075 0.61
4-1 R End 40.50 11.88 -2251 840 118 3208 Compression 6562 0.49
V Elem 40.50 12.13 0 35 5 40 Compression
V Elem 40.50 12.38 0 35 5 40 Compression
V Elem 40.50 17.63 0 35 5 40 Compression
V Elem 40.50 17.87 0 35 5 40 Compression
V Elem 40.50 23.13 0 105 15 120 Compression
V Elem 40.50 24.38 0 105 15 120 Compression
Line A
A-1 L End 0.12 0.00 0 210 29 239 Compression -
A-1 R End 2.88 0.00 0 210 29 239 Compression -
A-2 L End 3.13 0.00 2027 336 78 1769 HDU2-SDS 3075 0.58
A-2 L End 3.13 0.00 -2026 560 78 2665 Compression 6562 0.41
A-2 R End 10.88 0.00 2027 336 78 1769 HDU2-SDS 3075 0.58
A-2 R End 10.88 0.00 -2026 560 78 2665 Compression 6562 0.41
V Elem 11.13 0.00 0 35 5 40 Compression
V Elem 11.38 0.00 0 35 5 40 Compression
V Elem 15.63 0.00 0 105 15 120 Compression
V Elem 16.88 0.00 0 105 15 120 Compression
V Elem 21.13 0.00 0 140 20 160 Compression
V Elem 22.88 0.00 0 140 20 160 Compression
A-4 L End 23.13 0.00 1675 168 39 1546 HDU2-SDS 3075 0.50
A-4 L End 23.13 0.00 -1675 280 39 1994 Compression 6562 0.30
A-4 R End 26.88 0.00 1675 168 39 1546 HDU2-SDS 3075 0.50
A-4 R End 26.88 0.00 -1675 280 39 1994 Compression 6562 0.30
V Elem 27.13 0.00 0 70 10 80 Compression
V Elem 27.88 0.00 0 70 10 80 Compression
V Elem 32.13 0.00 0 175 25 199 Compression
V Elem 34.38 0.00 0 175 25 199 Compression
V Elem 39.63 0.00 0 70 10 80 Compression
V Elem 40.38 0.00 0 70 10 80 Compression
Line C
C-1 L End 0.12 24.50 0 350 49 399 Compression -
C-1 L Op 1 4.88 24.50 0 350 49 399 Compression -
C-2 L End 10.13 24.50 1580 168 39 1451 HDU2-SDS 3075 0.47
C-2 L End 10.13 24.50 -1579 280 39 1899 Compression 6562 0.29
C-2 R End 13.88 24.50 1580 168 39 1451 HDU2-SDS 3075 0.47
C-2 R End 13.88 24.50 -1579 280 39 1899 Compression 6562 0.29
V Elem 14.13 24.50 0 35 5 40 Compression
V Elem 14.38 24.50 0 35 5 40 Compression
C-3 R Op 1 19.63 24.50 0 420 59 479 Compression -
C-3 L Op 2 25.38 24.50 0 420 59 479 Compression -
V Elem 28.63 24.50 0 35 5 40 Compression
V Elem 28.88 24.50 0 35 5 40 Compression
C-4 L End 29.13 24.50 1911 336 78 1653 HDU2-SDS 3075 0.54
C-4 L End 29.13 24.50 -1911 560 78 2549 Compression 6562 0.39
C-4 R End 36.88 24.50 1911 336 78 1653 HDU2-SDS 3075 0.54
C-4 R End 36.88 24.50 -1911 560 78 2549 Compression 6562 0.39
C-5 L End 37.13 24.50 0 245 34 279 Compression -
C-5 R End 40.38 24.50 0 245 34 279 Compression -
Legend:
Line-Wall:
At wall or opening – Shearline and wall number
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At vertical element – Shearline
Posit'n – Position of stud pack that hold-down is attached to:
V Elem – Vertical element: column or strengthened studs required where not at wall end or opening
L or R End – At left or right wall end
L or R Op n – At left or right side of opening n
t @ Op n – Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1
Location – Co-ordinates in Plan View
Tensile Hold-down or Compressive Stud Force – Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs
at the other end, for each force direction. Includes forces transferred from upper levels.
Shear – Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.70; h = wall height , beff = wall
segment length – (tension stud pack width + hold-down anchor bolt offset) – (1/2 compression stud pack width). For perforated walls = V x h / Co
sum (bi) from SDPWS Eqn. 4.3-8.
Dead – Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression
Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2 Sds x ASD factor x unfactored D = 0.233 SDS x factored D. Refer to Seismic
Information table for more details.
Cmb'd – Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from
SDPWS 4.3.6.4.2.1 when openings are staggered.
Hold-down – Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate
Cap – Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional
area of end studs. Refer to Framing materials table for details.
Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load
Notes:
HDU2-SDS2.5 for studs with thickness > 0'-3" and depth > 0'-3.5" : Uses 6 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt.
Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force
Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table
for joist depth, and to the Shear Results table for perforated factor Co.
Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS
4.3.6.4.3 for foundation anchor bolt requirements.
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COLLECTOR FORCES (flexible seismic design)
Level 1 Drag Strut Strap/Blocking
Line- Position on Wall Location [ft]Force [lbs]Force [lbs]
Wall or Opening X Y ---> <------> <---
Line 1
Shearline force 2859 2859
1-2 Left Wall End 0.00 7.50 -875 875
1-2 Right Wall End 0.00 19.50 584 -584
Line 4
Shearline force 3050 3050
4-1 Right Wall End 40.50 12.00 1556 -1556
Line A
Shearline force 3041 3041
A-2 Left Wall End 3.00 0.00 -225 225
A-2 Right Wall End 11.00 0.00 1346 -1346
A-4 Left Wall End 23.00 0.00 445 -445
A-4 Right Wall End 27.00 0.00 1014 -1014
Line C
Shearline force 2868 2868
C-2 Left Wall End 10.00 24.50 -708 708
C-2 Right Wall End 14.00 24.50 -172 172
C-4 Left Wall End 29.00 24.50 -1234 1234
C-4 Right Wall End 37.00 24.50 248 -248
Legend:
Line-Wall - Shearline and wall number
Position…- Side of opening or wall end that drag strut is attached to
Location - Co-ordinates in Plan View
Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression.
Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added
to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1.
Refer to Seismic Information table for diaphragm forces and omega factor.
For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied.
For perforated walls, this force is converted to vmax using 4.3.6.4.1.1.
Strap/Blocking Force – For FTAO walls, force transferred from above and below opening to shearwall pier.
-> Due to shearline force in the west-to-east or south-to-north direction
<- Due to shearline force in the east-to-west or north-to-south direction
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DEFLECTION (flexible seismic design)
Wall,W Bending Ga Nail slip Shear Hold Total
segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl
plf ft ft sq.in in in lbs in in in in
Level 1
Line 1
1-2 1 Both ExtS 246.1 12.00 10.00 10.5 .011 8.4 140 .029 .292 0.29 0.59
Line 4
4-1 1 Both ExtS 262.5 12.00 10.00 10.5 .012 8.4 140 .029 .311 0.29 0.61
Line A
A-2 1 Both ExtS 280.5 8.00 10.00 10.5 .019 8.4 140 .029 .332 0.43 0.78
A-4 1 Both ExtS 224.4 4.00 10.00 10.5 .031 8.4 140 .029 .266 0.86 1.15
Line C
C-2 1 Both ExtS 211.5 4.00 10.00 10.5 .029 8.4 140 .029 .251 0.84 1.12
C-4 1 Both ExtS 264.4 8.00 10.00 10.5 .018 8.4 140 .029 .313 0.42 0.75
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B.
W Gp – Wall design group, refer to Sheathing and Framing Materials tables.
Dir – Force direction.
Srf – Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on
each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side.
v – Unfactored (strength-level) shear force per unit distance on wall segment = ASD force / 0.70, as per ASCE 7 12.8.6,.
Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table.
Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2.
FTAO walls = Unit shear force in pier beside opening(s).
b – Wall or segment length.
Segmented wall or FTAO wall segments = Width of wall segment between openings.
Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2.
FTAO wall = Length of wall including openings.
h – Wall height.
FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged.
Defl – Horizontal shear wall deflection due to given term:
Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table
For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3
Shear = vh / 1000 Ga; Ga = 1.4 vs / (1.4 vs / Gvtv + 0.75 en) from SDPWS Eqn. C4.2.3-3.
vs = ASD sheathing capacity.
Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table.
en = Nail slip from Table C4.2.3D, of form aVn^b for WSP, constant for other materials.
Vn = Strength-level shear force per nail along panel edge at ASD capacity = 1.4 vs.
Hold – Anchorage system (hold-down) = da x h / beff.
da = Vertical hold-down displacement; refer to Hold-down Displacement table for components.
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
beff is given in the Shear Wall Dimensions table.
For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555.
Total Defl – Deflection from bending + shear + hold-down, as per Eqn. 4.3-2.
For FTAO walls, the average of the values for the segments, as per APA T555.
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HOLD-DOWN DISPLACEMENT (flexible seismic design)
Wall,Hold-Tensio
n Vert. Displacement Slippage Shrink Comp.Crush Total Horz
segment Dir down force Manuf Add da Vf da +Extra force da da Defl
lbs in in in lbs in in lbs in in in
Level 1
Line 1
1-2 Both HDU2-SDS 2693 .073 .003 0.076 - - .248 4625 0.02 0.34 0.29
Line 4
4-1 Both HDU2-SDS 2628 .072 .003 0.074 - - .248 4560 0.02 0.34 0.29
Line A
A-2 Both HDU2-SDS 2503 .068 .002 0.070 - - .248 3791 0.02 0.33 0.43
A-4 Both HDU2-SDS 2197 .059 .002 0.061 - - .248 2841 0.01 0.32 0.86
Line C
C-2 Both HDU2-SDS 2060 .056 .002 0.058 - - .248 2704 0.01 0.32 0.84
C-4 Both HDU2-SDS 2338 .063 .002 0.066 - - .248 3626 0.02 0.33 0.42
Legend:
Wall, segment – Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B
Dir – Force direction
Tens., Comp. force – Accumulated strength-level hold-down tension force T and end compression force C from overturning, dead loads and vertical
earthquake loads
da – Vertical displacements due to the following components:
Vert. Displacement – Elongation when slippage calculated separately; displacement when combined elongation/slippage used
Manuf – Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation
Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength-level elongation or displacement
* - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs,
causing the segment to draw less force due to lower than actual stiffness.
Add – Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = TL / ( Ab x Es )
Ab = bolt cross-sectional area
Es = steel modulus = 29000000 psi
L = Lb – Lh
Lb = Total bolt length shown in Storey Information table
Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database
Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation
Nails = en from SDPWS Table C4.2.3D using values for wood structural panels
Bolts = Vf / (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T / number of fasteners
Shrink + Extra – Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc.
Shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls
Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table
Crush – Deformation of bottom plate at compression end of wall segment
= 0.02” x [ r / 0.73, r < 0.73; (1 + ( r - 0.73 ) / 0.27), 0.73 < r < 1; 2 r^3, r > 1]
r = fcp / Fcp’; Fcp’ = Ct CM Fcp; fcp = C / A, A = cross sectional area of end studs
Total da – Vert. Displacement + Slippage + Shrink + Crush + Extra
Horz Defl – Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / beff x da
h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall
beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width)
h and b are shown in Deflection table, beff in the Shear Wall Dimensions table
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Level
Member Name Results (Max UTIL %)Current Solution Comments
RR1 Passed (58% M)1 piece(s) 2 x 8 DF No.2 @ 16" OC
RB1 Passed (97% ΔT)1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
RB2 Passed (86% ΔT)1 piece(s) 5 1/4" x 11 1/4" 2.2E Parallam® PSL
RB3 Passed (68% R)1 piece(s) 1 3/4" x 7 1/4" 1.55E TimberStrand® LSL
RB4 Passed (80% R)1 piece(s) 2 x 8 DF No.2
CJ1 Passed (75% M)1 piece(s) 2 x 6 DF No.2 @ 16" OC
CB1 Passed (99% R)1 piece(s) 5 1/4" x 7" 1.8E Parallam® PSL
C1 Passed (62% B/C)1 piece(s) 4 x 6 DF No.2
B1 Passed (87% ΔL)1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
B2 Passed (67% M)1 piece(s) 4 x 6 DF No.2
H1 Passed (86% ΔT)1 piece(s) 4 x 8 DF No.2
2726 STRAWBERRY
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 1 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)424 @ 1' 6 3/4"1482 (1.50")Passed (29%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)303 @ 2' 2 3/8"1631 Passed (19%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)985 @ 7' 8 9/16"1700 Passed (58%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.187 @ 7' 7 13/16"0.640 Passed (L/823)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.379 @ 7' 7 15/16"0.854 Passed (L/405)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 14' 8 5/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 1.50"1.50"1.50"217 206 424 Blocking
2 - Beveled Plate - DF 1.50"1.50"1.50"169 162 331 Blocking
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)10' 2" o/c
Bottom Edge (Lu)14' 6" o/c
Dead Roof Live
Vertical Load Location (Side)Spacing (0.90)(1.25)Comments
1 - Uniform (PSF)0 to 13' 9"16"20.0 20.0 ROOF
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, RR1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 2 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4904 @ 2"11484 (3.50")Passed (43%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)4328 @ 1' 3 3/8"15066 Passed (29%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)25956 @ 10' 11"37317 Passed (70%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.739 @ 10' 11"1.075 Passed (L/349)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)1.384 @ 10' 11"1.433 Passed (L/186)--1.0 D + 1.0 Lr (All Spans)
Member Length : 21' 10"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"2284 2620 4904 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"2284 2620 4904 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)21' 10" o/c
Bottom Edge (Lu)21' 10" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 21' 10"N/A 19.5 --
1 - Uniform (PSF)0 to 21' 10" (Front)12'15.8 20.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, RB1
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 3 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4880 @ 2"11484 (3.50")Passed (42%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)4251 @ 1' 2 3/4"14273 Passed (30%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)22475 @ 9' 6 1/2"33694 Passed (67%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.506 @ 9' 6 1/2"0.938 Passed (L/445)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)1.078 @ 9' 6 1/2"1.250 Passed (L/209)--1.0 D + 1.0 Lr (All Spans)
Member Length : 19' 1"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"2590 2290 4880 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"2590 2290 4880 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' 1" o/c
Bottom Edge (Lu)19' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 19' 1"N/A 18.5 --
1 - Uniform (PSF)0 to 19' 1" (Front)12'21.1 20.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, RB2
1 piece(s) 5 1/4" x 11 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 4 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2787 @ 7' 6 1/4"4091 (5.50")Passed (68%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1266 @ 6' 8 1/4"3278 Passed (39%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-2113 @ 7' 6 1/4"3889 Passed (54%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.103 @ 3' 6 1/2"0.368 Passed (L/857)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.169 @ 3' 5 1/2"0.490 Passed (L/521)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 17' 6 1/2"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"463 614 1077 Blocking
2 - Stud wall - SPF 5.50"5.50"3.75"1255 1532 2787 Blocking
3 - Stud wall - DF 3.50"3.50"1.50"117 155 272 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' 10" o/c
Bottom Edge (Lu)10' 4" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 17' 6 1/2"N/A 4.0 --
1 - Uniform (PSF)0 to 7' (Front)9' 6"15.8 20.0 Default Load
2 - Tapered (PSF)7' to 16' 6" (Front)9' 6" to 0 15.8 20.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, RB3
1 piece(s) 1 3/4" x 7 1/4" 1.55E TimberStrand® LSL
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 5 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1789 @ 5' 5 1/4"2231 (3.50")Passed (80%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)745 @ 4' 8 1/4"1631 Passed (46%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-1052 @ 5' 5 1/4"1478 Passed (71%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.041 @ 9' 7 5/16"0.401 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.067 @ 9' 8 3/16"0.535 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 13' 7 1/2"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"272 373 645 Blocking
2 - Stud wall - SPF 3.50"3.50"2.81"803 986 1789 Blocking
3 - Stud wall - DF 3.50"3.50"1.50"85 109 194 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)13' 8" o/c
Bottom Edge (Lu)9' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 13' 7 1/2"N/A 2.8 --
1 - Uniform (PSF)0 to 5' (Front)8'15.8 20.0 Default Load
2 - Tapered (PSF)5' to 12' 9" (Front)8' to 0 15.8 20.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, RB4
1 piece(s) 2 x 8 DF No.2
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 6 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)508 @ 13' 11 1/4"2231 (3.50")Passed (23%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)255 @ 13' 4"990 Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-636 @ 13' 11 1/4"848 Passed (75%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.423 @ 6' 7 1/2"0.686 Passed (L/390)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.506 @ 6' 6 7/8"0.915 Passed (L/325)--1.0 D + 1.0 L (Alt Spans)
Member Length : 24' 4 1/2"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"38 162/-11 200 Blocking
2 - Stud wall - SPF 3.50"3.50"1.50"102 406 508 None
3 - Stud wall - DF 3.50"3.50"1.50"23 127/-35 150/-12 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)13' 2" o/c
Bottom Edge (Lu)11' 1" 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 24' 4 1/2"16"5.0 20.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, CJ1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 7 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4949 @ 3' 11"5020 (2.25")Passed (99%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)4935 @ 3' 2 1/2"7044 Passed (70%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)9204 @ 2' 5/8"11854 Passed (78%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.051 @ 2' 5/8"0.125 Passed (L/890)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.101 @ 2' 5/8"0.188 Passed (L/445)--1.0 D + 1.0 Lr (All Spans)
Member Length : 3' 10 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories
1 - Stud wall - SPF 3.50"2.25"2.20"2462 54 2444 4906 1 1/4" Rim Board
2 - Stud wall - SPF 3.50"2.25"2.22"2484 54 2466 4950 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 11" o/c
Bottom Edge (Lu)3' 11" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 3' 11 3/4"N/A 11.5 ----
1 - Uniform (PSF)0 to 4' 1" (Front)1' 3 15/16"5.0 20.0 -Default Load
2 - Point (lb)2' 5/8" (Front)N/A 2284 -2620 SUPPORT 2 OF
RB1
3 - Point (lb)2' 5/8" (Front)N/A 2590 -2290 SUPPORT 1 OF
RB2
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 LY PHAN
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
Level, CB1
1 piece(s) 5 1/4" x 7" 1.8E Parallam® PSL
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 8 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Wall Height: 14'Member Height: 13' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 30 50 Passed (59%)----
Compression (lbs)4880 9668 Passed (50%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)4880 8181 Passed (60%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)94 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)88 3696 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)320 @ mid-span 2717 Passed (12%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.16 @ mid-span 1.36 Passed (L/1025)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Bending/Compression 0.62 1 Passed (62%)1.25 1.0 D + 1.0 Lr
•Lateral deflection criteria: Wind (L/120)
•Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Spruce-Pine-Fir
Base 2X Spruce-Pine-Fir
Max Unbraced Length Comments
8'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live
Vertical Load Tributary Width (0.90)(1.25)Comments
1 - Point (lb)N/A 2590 2290 Default Load
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (13' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi
(+/- 0.18), Effective Wind Area determined using full member span and trib. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 1'23.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
Level, C1
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 9 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1116 @ 2"4922 (2.25")Passed (23%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1056 @ 1' 3/4"7824 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)7237 @ 8' 9"15519 Passed (47%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.387 @ 8' 11 7/8"0.444 Passed (L/550)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.725 @ 8' 11 7/8"0.887 Passed (L/294)--1.0 D + 1.0 Lr (All Spans)
Member Length : 17' 10 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"2.25"1.50"533 588 1121 1 1/4" Rim Board
2 - Stud wall - DF 3.50"2.25"1.50"518 568 1086 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)17' 11" o/c
Bottom Edge (Lu)17' 11" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)1 1/4" to 17' 11 3/4"N/A 10.1 --
1 - Uniform (PSF)0 to 18' 1" (Front)1' 6"15.0 20.0 Default Load
2 - Point (lb)8' 9" (Front)N/A 463 614
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 LY PHAN
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
Level, B1
1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 10 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)833 @ 2"7656 (3.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)668 @ 9"2888 Passed (23%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1444 @ 3' 9 1/2"2151 Passed (67%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.096 @ 3' 9 1/2"0.363 Passed (L/906)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.176 @ 3' 9 1/2"0.483 Passed (L/494)--1.0 D + 1.0 Lr (All Spans)
Member Length : 7' 7"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"378 455 833 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"378 455 833 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 7" o/c
Bottom Edge (Lu)7' 7" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 7' 7"N/A 4.9 --
1 - Uniform (PSF)0 to 7' 7" (Front)6'15.8 20.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by LY PHAN
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
Level, B2
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 11 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5158 @ 1 1/2"6563 (3.00")Passed (79%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)2327 @ 10 1/4"3806 Passed (61%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)1712 @ 4' 4 11/16"2691 Passed (64%)0.90 1.0 D (All Spans)
Live Load Defl. (in)0.062 @ 4' 8 13/16"0.358 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.267 @ 5' 1 5/8"0.313 Passed (L/483)--1.0 D + 1.0 Lr (All Spans)
Member Length : 11'
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (5/16").
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories
1 - Trimmer - DF 3.00"3.00"2.36"2948 2210 5158 None
2 - Trimmer - DF 3.00"3.00"1.50"538 80 618 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)11' o/c
Bottom Edge (Lu)11' o/c
Dead Roof Live
Vertical Loads Location Tributary
Width
(0.90)(1.25)Comments
0 - Self Weight (PLF)0 to 11'N/A 6.4 --
1 - Uniform (PSF)0 to 11'5'15.0 -WALL
2 - Point (lb)6"N/A 2590 2290
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 LY PHAN
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
Level, H1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 12/8/2024 5:23:57 PM UTC
Hai Pham
Gemini Design
(714) 707-8839
hainp@uci.edu
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 2726 STRAWBERRY
NEW DETACHED ADU IN SANTA ANA
Page 12 / 12
2726 W Strawberry Ln &
Unit# 23/17/2025
FOOTING/PAD ANALYSIS
Soil Bearing SB = 1500 psf
Concrete density dconc =150 pcf
EXTERIOR FOOTING
Post width parallel to footing Bp =3.5 in
Footing width B =12 in
Footing depth D =24 in
Loads:
Weight of footing W f =375 plf
Roof W r =210 plf
Floor W fl =101 plf
Wall W w = 150 plf
Total weight W total =836.25 plf
Footing Width required Bf =W total / SB =6.7 in OK
USE 12" Wide x 24" Deep Continuous Footing W/ (2) #5 Cont. @ T & B (U.N.O).
INTERIOR FOOTING
post width parallel to footing Bp =3.5 in
Footing width B = 12 in
Footing depth D = 24 in
Loads:
Weight of footing W f =375 plf
Roof W r =47 plf
Floor W fl =300 plf
Wall W w = 45 plf
Total weight W total =767 plf
Footing Width required Bf =W total / SB =6.1 in OK
USE 12" Wide x 24" Deep Continuous Footing W/ (2) #5 Cont. @ T & B (U.N.O).
PAD @ Support 1 of RB1
Post width parallel to footing Bp =3.5 in
Continuous footing F1
USE 12" WIDE X 24" DEEP CONTINUOUS FOOTING W/ (2) #5 CONT. @ T & B (U.N.O)
Footing width B = 12 in
Footing depth D = 24 in
Loads:
Weight of footing W f =375 plf
Wall W w = 150 plf from 0.00' to 1.00'
Total weight W total =525 plf
Point load from support 1 of RB1 P =4904 lb
S = 63.5 in Width 12"
Capacity of Point Load on Footing Pcap = SB x S x B/144 = 7938 lb
Allowable Point Load on Footing PAllow = Pcap - (W total x S)/12 = 5159 lb No Pad required
PAD @ Support 2 of CB1
Post width parallel to footing Bp =3.5 in
Pad Type P2
Pad width Bpad = 30 in
Pad depth Dpad = 24 in
Loads:
Weight of Pad W p = 1875 lb
Point load from support 2 of CB1 P =4950 lb
Total point load Ptotal = 6825 lb
Required Pad Area Apad = Ptotal / SB = 4.55 sf OK
USE 2'-6" SQ. X 24" DEEP PAD W/ (5) #4 E.W.
2726 W Strawberry Ln &
Unit# 23/17/2025
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem, Ward 1
tphan@santa-ana.org
Ward 2
bvazquez@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Thai Viet Phan
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Benjamin Vazquez
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
ACTING CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
July 10, 2024
Also sent via email to: nvtowing@gmail.com
James Dung Pham
Joyce Nga Pham
2726 W Strawberry Lane
Santa Ana, CA. 92706
Subject: Address Assignment for a new Accessory Dwelling Unit located at 2726 West
Strawberry Lane and (APN: 101-121-28) in Santa Ana, CA
Dear James and Joyce,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new Accessory Dwelling Unit located at 2726 West Strawberry Lane and (APN: 101-121-
28). Notice is hereby given that the following assigned address(es) shall be posted onsite per the
approved address plan, attached hereto as Exhibit A.
Address(es) to be Activated/Posted
1. 2726 W. Strawberry Lane, Unit 2 (Address for new ADU).
To subdivide commercial and/or residential units into multiple units, a building permit (and all other
associated permits), plans, and inspection approvals by the PBA are required. Address(es) will
be verified during inspections by the Building Safety Division.
Please update your records accordingly. Should you have any questions, feel free to contact me
by phone at (714) 667-2709 or by email at ASevilla@santa-ana.org.
Sincerely,
Alexis Sevilla
Planning Technician
Jerry Guevara, AICP, Senior Planner
2726 W Strawberry Ln &
Unit# 23/17/2025
Address Letter for 2726 W. Strawberry Lane
Page 2 of 2
Exhibit A – Address Plan
c:
Vencent Quaglia, United States Post Office
Chris Tuiolosega, United States Post Office
Cipriano Corona, Marketing Manager, United States Post Office
Alex Alvarez, Postmaster Santa Ana, United States Post Office
Federal Express, Administration
Cathy Joseph, Garden Grove Unified School District
Christine Hy, Garden Grove Unified School District
Cathy Slader, Orange Unified School District
Orin Williams, Santa Ana Unified School District
Yvette Miranda, Santa Ana Unified School District
Cristina Bernal, Tustin Unified School District
Orange County Fire Authority
Neal Kelly, Registrar of Voters
Members, Board of Supervisors
Southern California Gas Company
Southern California Edison Company
Claude Parrish, County Assessor's Office
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Mendoza, Police Communications Manager
Chris Hubbard, Police Systems Support Analyst
Alejandra Gutierrez, Treasury & Customer Services Manager
Hector Jimenez, Revenue Supervisor
Alfonso Chavez, Utilities Customer Services Supervisor
Judson Brown, Housing & Neighborhood Development Manager
Rudy Rosas, Principal Civil Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Supervisor
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ali Pezeshkpour, Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Principal
Sergio Verino, Code Enforcement Principal
2726 W Strawberry Ln &
Unit# 23/17/2025
ENAL YRREBWARTS
8'-0"
6'-0"
20'-0"
30'-0"
53
'-9"
28'-8"
5'-0"
DATE
SCALE
DRAWN
JOB
SHEET
OF SHEETS
PROJECT TITL
E
&
LOCATION
:
AS SHOWN
REVISIONS BY
A-0
DESIGN
ER
ENG
INEE
R
m
inh
v
antran1
0
@
yaho
o
.com
FO
U
N
TAIN VA
LL
E
Y CA 92
7
0
8
18
8
9
1
SAN
CARLO
S STREE
T
M
INH
V. TRAN
No.
Exp.
CIVIL
RE
G
ISTERED PROFESSIONAL ENG
INE
E
R
STATE OF CALIFORNIA
MINH V. TRAN
65250
9-30-25
LAWN
LEGEND:
CONCRETE
SCALE: 1/8 " = 1'- 0"
SITE PLANNO
RTH
1
1
PROPERTY LINE 178.72'
PROPERTY LINE 137.35'
PRO
PERTY LINE
125
.00
'
CL
1
PL
PL
PL
SITE PLAN SPECIFICATION
1
2
3
4
5
6
7
PROTECT IN PLACE (E) CONCRETE BLOCK WALL
PROTECT IN PLACE (E) WATER HEATER
8 PROTECT IN PLACE (E) CONDESING UNIT
9
PROTECT IN PLACE (E) WATER METER
10 PROTECT IN PLACE (E) POWER POLE
PROTECT IN PLACE (E) 200 AMP ELECTRICAL METER
PROTECT IN PLACE (E) 1-1/4" GAS METER
2
2
PROTECT IN PLACE (E) 6 FEET HEIGHT WOOD SIDE GATES
1
9
4 5
6
(E) WATER METER
(N) WATER METER (1" MINIMUM)
AWAY FROM DRIVEWAY APPROACH
PER CITY STD. 3 FEET MIN.
7
8
10
DECIDED BY SCE COMPANY
& PANEL EXACT LOCATION TO BE
PROPOSED 200 AMP ELECTRIC METER
BY THE GAS COMPANY
LOCATION TO BE VERIFIED
PROPOSE GAS METER
1,206 S.F
EXISTING RESIDENCE 1 STORY
NOT A PART
SITE PLAN NOTES:
SWIMMING POOL
(E)
FISH TANK
(E)
(N) 1 STORY ADU
SETBACK
ADU
SET
BACK
AD
U
SETBACK
AD
U
EASEMENT
UTILITY
SETBACK
REAR YARD
18'-0"
2% MIN
4 IN SEWER LINE
11
13
11
12
13
13 PROTECTING IN PLACE (E) LANDSCAPE AREA
12
11
NON-PERMITTED STRUCTURAL
DEMOLITION
LOT COVERAGE FLOOR AREA
ACCESSORY DWELLING UNIT ACCESSORY DWELLING UNIT
1,206 SF
(E) MAIN RESIDENCE
1,206 SFEXISTING LIVING AREA
(E) MAIN RESIDENCE
TOTAL FLOOR AREA
86 SF
PROPOSE FL. LIVING AREA
EXISTING FLOOR AREA
EXISTING PORCH AREA88 SF
(1,206 + 1,000) = 2,204 SF230 SFEXISTING ENCLOSED PATIO
10. FOR SITE DRAINAGE INFORMATION SEE GRADING AND DRAINAGE PLANS,
9. FENCES, GATES, AND FIRE SPRINKLERS ARE TO BE INSTALLED WITH SEPARATE PERMITS,
BUILDING, AND DEMOLITION OF EXISTING BUILDING.
8. A SEPARATE PERMIT IS REQUIRED FOR SWIMMING POOLS, SPA, RETAINING WALL, ACCESSORY
7. RESIDENTIAL FIRE SPINKLERS ARE ALL NEW CONTRUCTION.
6. ALL UTITLITY SERVICES, INCLUDING TELEPHONE AND ELECTRIC POWER, SHALL BE UNDERGROUND.
5. A SEPARATE PERMIT IS REQUIRED TO PERFORMED ALL WORK WITHIN STREET RIGHT OF WAY.
DRIVEWAY APRONS AS MAY BE REQUIRED BY THE CITY ENGINEER.
4. REPLACE ALL BROKEN, CRACKED OR UPHEAVED CURB, CURB & GUTTER, SIDEWALK AND
3. DO NOT BLOCK NATURAL DRAINAGE COURSES FROM ADJACENT PROPERTIES.
2. LOT DRAINAGE SHALL BE CONDUCTED TO THE STREET OR AS SHOWN ON THE PLANS.
1. ALL LANDSCAPING AREAS, INCLUDING THE PARKWAY SHALL BE AUTOMATICALLY IRRIGATED.
(1- STORY)
SINGLE FAMILY RESIDENCE
NEIGHBOR BUILDING (E)
(2- STORY)
SINGLE FAMILY RESIDENCE
NEIGHBOR BUILDING (E)
13
13
13
NON-PERMITTED STRUCTURAL
DEMOLITION
PROPOSE LIVING AREA
140 SF
TOTAL COVERAGE1,524 SF 1,224 SF
GRAND TOTAL COVERAGE(1,524+1,224) = 2,748 SF
11,646 SF
2,748 / 11,646 = 23.6% < 35% ALLOWABLE OKLOT COVERAGE
LOT SIZE
= 2022 S.F.
OPEN SPACE
PCC DRIVEWAY
(E)
(N) INSTANTANEOUS TANKLESS WATER HEATER (GAS) FOR THE ADU
(N) HEAT PUMP MINI SPLIT FOR THE ADU
3
11
11
11
11
12
140 SF
PATIO
OPEN
OPEN PATIO = 140 S.F
OPEN PORCH = 86 S.F
FLR LV. AREA = 998 S.F
86 SF
PORCH
OPEN
PROPOSE OPEN PATIO
998 SF
PROPOSE PORCH AREA
998 SF
APPROACH
(E) DRIVEWAY
PATIO
ENCLOSED
(E)
PO
RC
H
(E)
13
13
13
11
SIGNED DATE: 6/4/2024
13
CONCRETE WALKWAY
PL
(N) LANDSCAPE AREA
TOTAL FLOOR AREA
PROPOSE FL. LIVING AREA
998 SF
PRIVATE/COMMON SPACE CALCULATIONS
543 455
PRIVATE AREA COMMON AREA
PRIVATE/COMMON RATIO 455/998 : 543/988= 46 : 54
SAN
TA AN
A
, CA 92
7
0
6
27
2
6
STRAW
BERR
Y LAN
E
NEW
DET
ACHED AD
U
3
1
2
BOTANICAL NAME COMMON NAME TYPE SIZE
SHRUB
ITEM NO.SYMBOL QUANTITY
SHRUBFRENCH LAVENDER 2' X 2'
WATER NEED
FROM WULCOLS
LAVANDULA DENTATA LOW1 GAL 5
HEIGHT X SPREAD
MATURE SIZE
CALLISTEMON "LITTLE JOHN"
BOTLEBRUSH
LITTLE JOHN DWARF
TALL FISCUE FLATMARTHON II LAWN SOD
PLANTING LEGEND
YES
DROUGHT TOLERANT
NATIVE AND/OR
CALIFORNIA
EXISTING LANDSCAPING TO BE PROTECTED IN PLACE
1
3
2
(N) CONCRETE WALKWAY
(N) CONCRETE WALKWAY
(N) CONCRETE WALKWAY
18" LATERAL SPACING
DRIP EMITTER SPACING 18" O.C,
IRRIGATION LEGEND
SYMBOL MANUFACTURE MODEL NO.DESCRIPTION PSI RAD.GPM
30RAINBIRDSPRAY NOZZLESHE-VAN-10 F, H, T, Q
30RAINBIRDSPRAY NOZZLESHE-VAN-12 F, H, T, Q 12
10
2.37, 1.18, 0.79, 0.59
1.78, 0.89, 0.60, 0.45
1
1
1
1
1
11
1
1
1
6/28/2024
WM
W/H
MINI SP
LIT HP
E
MG
W/H
MG
(E) 2726 W STRAWBERRY LANE
(N) 2726 W STRAWBERRY
LANE, UNIT 2
EXHIBIT A - ADDRESS PLAN
2726 W Strawberry Ln &
Unit# 23/17/2025
Page 1 of 1
EXISTING ONE & TWO FAMILY DWELLINGS
ELECTRICAL SERVICES UNDERGROUND
EXCEPTION
CEC 2022 ELC-04
All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41-
626(b). There is a standing exception for one and two family dwellings. This exception
applies only when the new electrical service is designed to be fed from below grade as well as
overhead.
This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without
interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the
circuit breaker side of this cabinet.
Only listed combination overhead and underground feed service boxes may be used to connect to
an overhead utility drop. This exception to an underground fed service applies only to existing single
family and two family residences.
Planning & Building Agency
Permits & Plan Check Section
20 Civic Center Plaza
P.O. Box 1988 (M-19)
Santa Ana, CA 92702
(714) 647-5800
Rigid
Conduit
Service
Entrance
Conductor
Riser
Underground
Service
Lateral
METER
Rev. 1/21/2020
2726 W Strawberry Ln &
Unit# 23/17/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 1
To Owner: Mr. Dung
Address: 2524LP 2726 Strawberry Ln,
Santa Ana, CA 92706.
Subject: Report of Geotechnical Engineering Investigation, Proposed Residential
Development at 2726 Strawberry Ln, Santa Ana, CA 92706
Project Number: GEO252524LP
Report Date: Sep. 12, 2024
Gentlemen:
In accordance with your request, I am pleased to submit this geotechnical engineering report for the
proposed development at subject site. The purpose of this report was to evaluate the subsurface
conditions and provide recommendations for foundation designs and other relevant parameters for the
proposed construction.
Based on the findings of our field exploration, laboratory testing and engineering analysis, the proposed
construction of the subject site for the intended use is feasible from the geotechnical engineering
viewpoint, provided that specific recommendations set forth herein are followed.
This opportunity to be of service is sincerely appreciated. If you have any questions pertaining to this
report, please call the undersigned.
Respectfully submitted,
Tien Chu
Dist: (2) Addressee
2726 W Strawberry Ln &
Unit# 23/17/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 2
REPORT OF GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Residential Development at
2726 Strawberry Ln, Santa Ana, CA 92706
Project Number: GEO252524LP
Prepared by TMC ENGINEERS INC.
2726 W Strawberry Ln &
Unit# 23/17/2025
TMC ENGINEERS INC.
Geotechnical, Structural and Civil Engineering
Add: 9542 Pacific Ave, Anaheim, CA92804. Phone: 714-829-5053; Email: Tienchu.pe@gmail.com
Page 3
1.0 INTRODUCTION
1.1 Purpose
This report presents a summary of our preliminary geotechnical engineering investigation for
the proposed development at the subject site. The purposes of this investigation were to
evaluate the subsurface conditions at the area of proposed construction and to provide
recommendations pertinent to grading, foundation design and other relevant parameters.
1.2 Scope of Services
Our scope of services included:
• Review of available soil and geologic data of the area.
• Logging and sampling of hand auger boring to a maximum depth of 5 feet below the
existing ground surface. Boring logs are presented in Appendix “A” (Field Investigation).
• Laboratory testing of representative samples collected from the proposed construction
area to establish engineering characteristics of the on-site soils. The laboratory test results are
presented in Appendix B (Laboratory Testing) and on the boring logs (Appendix A).
• Engineering analyses of the geotechnical data obtained from our background studies,
field investigation, and laboratory testing.
• Preparation of this report presenting our findings, conclusions, and recommendations
for the proposed development.
1.3 Proposed Construction
It is anticipated that the proposed construction is a new ADU residential with a one-story house
in the rear of lot site and room addition at right side of existing house. The structure of the
proposed residential building is anticipated to be one story in height. Column loads are be light.
Final grade is anticipated to be near the existing grade.
1.4 Site Conditions
The subject site is located at South side of Strawberry Ln, North of Westminster Ave., East of
Harbor Blvd, West of Fairview st., South of Trash st.. within a fully development area.
An existing one story house with typical concrete driveway, sidewalks, rear yard.
The subject site is relatively flat and is currently occupied by a residential house and a garage.
No major surface erosions were observed at the time of our field investigation.
2726 W Strawberry Ln &
Unit# 23/17/2025
TMC ENGINEERS INC.
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2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING
2.1 Subsurface Exploration
Our subsurface exploration consisted of drilling hand auger boring to a maximum depth of 5
feet below the existing ground surface. Relatively undisturbed, bulk samples were collected
during drilling for laboratory testing. The approximate locations of the boring are shown on the
attached Site Plan. Boring logs are presented in Appendix A.
2.2 Laboratory Testing
Representative samples were tested for the following parameters: Atterberg Limits, expansion
index. The results of our laboratory testing along with a summary of the testing procedures are
presented in Appendix B.
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS
3.1 Soil Conditions
Based on field observation and testing of sampler of the near ground surface soil. The ground
surface soils consist of silty very fine sand. In general, these soils exist slightly moist to moist
condition.
3.2 Groundwater
Ground water was not encountered at a depth of about 5 feet below the existing ground surface
during our subsurface investigation.
Based on our review of the “Historically Highest Ground Water Contours and Borehole Log
Data Locations, Anaheim and Newport Beach Quadrangle” per page # 22, it is estimated that
the highest ground water level is approximate 10 feet below the existing grade. It should be
noted that the CDMG ground water map is obtained by evaluating technical publications,
geotechnical borehole data, water-well logs dating back to the “turn-of-the-century”. This report
also indicated that ground water levels in the areas from 1960-1997 data are generally 5 to 50
feet deeper than the earlier measured data. No specific date was provided pertaining to the
high ground water level.
Deep footings and excavations are not proposed for this site, therefore the effect due to ground
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water are not anticipated for the proposed structural.
SEISMIC DESIGN CONSIDERATIONS
Although no know active faults traverse through the subject site, like most of Southern
California, the subject site lies within a seismically active area. Earthquake resistance
structural design is recommended. Designing structural to be earthquake-proof is generally
considered to be impractical, especially for private projects, due to cost limitations, significant
damage to structures may be unavoidable during large earthquakes. The structural design of
the proposed structures should be based on the 2022 California Building Code. The following
minimum seismic parameter should be used:
Latitude = 33.7619266,
Longitude = - 117.906705
Site Class: D-default
Ss= 1.33
S1= 0.473
SMS= 1.596
SDS=1.064
Seismic Design Category: D
This minimum code values are intended to protect life and may not provide an acceptable level
of protection against significant cosmetic damage and serious economic loss. A significantly
higher than code lateral design parameter would be necessary to further reduce potential
economic loss during a major seismic event. Structural engineers, however, often regard
higher than code values as impractical for use in structural design. The structural engineer and
project owner must decide what level of risk is acceptable and to assign appropriate seismic
values for use in structural design. The risk of damage to the structural due to a large
earthquake cannot be totally eliminated and obtain appropriate insurance as a mitigation
measure is strongly recommended.
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5.0 SEISMIC HAZARDS
5.1 Liquefaction Potential
Liquefaction is the transformation of a granular material from a solid to a liquid state as a result
of as flow land sliding, lateral spread, loss of bearing capacity, or settlement.
Based on the Seismic Hazard Zones Map, Newport Beach Quadrangle, the site is located
within a potential liquefaction zone. Therefore, liquefaction may occur at the site, and the
property owner(s) should be aware of the risks associated with being in a potential liquefaction
zone. We recommend the proposed new structures should have a strengthened footing
system as recommended in this report, and the proposed new structures will be designed
based on up-to-date building codes to reduce the potential adverse effects due to potential
liquefaction increasing pore-water pressure. The material will then lose strength and can flow
if unrestrained, thus leading to ground failure. Liquefaction can be triggered in saturated
cohesionless material by short-term cyclic loading, such as shaking due to an earthquake.
Ground failure that results from liquefaction can be manifested to the proposed new structures.
It should be recognized that structural mitigation may not reduce the potential of the soils to
liquefy during an earthquake; and there will remain some risks that the structure could still
suffer damage if liquefaction occurs during a very strong earthquake.
Differential settlement due to liquefaction may occur, to reduce the potential adverse effect to
the proposed new structural due to potential liquefaction induced differential settlement and/or
reduction in soil bearing capacity, and it is our opinion that our recommendations shall satisfy
the liquefaction requirements.
5.2 Lurching
Soil lurching refers to the rolling motion on the surface due to the passage of seismic surface
waves. Effects of this nature are not considered significant on the subject site where the
thickness of alluvium does not vary appreciably under structures.
5.3 Surface Rupture
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Surface rupture is a break in the ground surface during or as a consequence of seismic activity.
The potential for surface rupture on the subject site is considered negligible due to the absence
of known active faults at the site.
5.4 Ground Shaking
Throughout southern California, ground shaking, as a result of earthquakes, is a constant
potential hazard. The relative potential for damage from this hazard is a function of the type
and magnitude of earthquake events and the distance of the subject site from the event.
Accordingly, proposed structures should be designed and constructed in accordance with
applicable portions of the building code.
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6.0 CONCLUSIONS
Based on the results of our subsurface investigation, it is our opinion that the proposed
residential development is feasible from a geotechnical standpoint, provided the
recommendations contained herein are incorporated in the design and construction. The
following is a summary of the geotechnical design and construction factors that may affect
development of the site.
6.1 Seismicity
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the site is located in a seismically active region and is subject to seismically induced
ground shaking from nearby and distant faults, which is a characteristic of all Southern
California areas.
6.2 Liquefaction
Differential settlement due to liquefaction is roughly estimated to be about ¼ inch for a
horizontal distance of 40 feet. Please note that this is only a rough estimate.
6.3 Groundwater
Ground water was not encountered at a depth of about 5 feet below the existing ground
surface during our subsurface investigation. In our opinion, groundwater will not be a
problem during the near surface construction.
6.4 Expansion Potential
Based on our field observation and testing of sample of the near ground surface on-site earth
materials, the foundation subgrade soils at the site generally consisted of sandy soil with
some sill and have a very low expansion potential.
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7.0 RECOMMENDATIONS
The following recommendations should be incorporated into the design or construction
phases.
7.1 Grading
7.1.1 Site Preparation
Prior to initiating grading operations, any existing vegetation, trash, debris, over-sized
materials (greater than 12 inches), and other deleterious materials within fill areas should be
removed from the site.
7.1.2 Surficial Soil Removals
For the proposed new house, after removal of existing concrete slabs where occur and/or
vegetation including roots. It is recommended that the top 2 feet thick near surface earth
materials should be over-excavated and re-compacted. Removal should be extended at least
2 feet beyond building lines.
No deeper removal is anticipated, however, if deeper loose soils are encountered, deeper
removal and re-compaction will be required. This will be determined at the field by the project
geotechnical/civil engineer, based on the actual conditions exposed at the time of site grading.
The removed clean on-site earth materials without any debris, vegetation and roots can be re-
used as fill or back fill material.
Fill, back fill material or additional imported soils should be free of organic matter and oversize
material, 6 inches or greater in diameter, placed in near-horizontal loose lift not to exceed 4
inches in thickness and moisture conditioned to slightly over optimum moisture content prior
to compaction.
Imported soil, if any, should have a very low expansion potential and should be geotechnical
observed/tested and accepted by the geotechnical/civil engineer prior to using at the site.
In general, grading at the site should be performed in accordance with the requirements of the
city and under the geotechnical observation and testing of the project geotechnical / civil
engineer. The compaction criteria for fill and backfill material is a minimum of 90% of the
maximum density determined in accordance with ASTM Test Method D1557.
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7.1.3 Structural Backfill
The onsite soils may be used as compacted fill provided they are free of organic materials
and debris. Fills should be placed in relatively thin lifts; brought to near optimum moisture
content, then compacted to obtain at least 90 percent relative compaction based on
laboratory standard ASTM D-1557-07.
7.1.4 Site Drainage
Foundation and slab performance depend greatly on how well runoff waters drain from the
site. This is true both during construction and over the entire life of the structure. The ground
surface around structures should be graded so that water flows rapidly away from structure.
Roof gutters and downspouts should be properly provided and maintained.
In the future, sources of uncontrolled water, such as leaky sewer, water (domestic, irrigation)
or drain pipes should be repaired if identified.
The requirements of the governmental agency and the current CBC should be followed, as
needed.
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7.2 Shallow Foundation Design
7.2.1 Allowable foundation and Lateral Pressure:
Based on our field investigation and laboratory testing results. In accordance with Section
1806.2 of the 2022 California Building Code. It is recommended that the following
parameters should be considered in the foundation design and construction:
For conservative, the lowest values in table 1806.2, 2022 CBC Code, allowable bearing
value of 1500 pounds per square foot.
7.2.2 Settlement
Distress to the existing house due to settlement of the underlying soil was not observed.
Settlement of soils underlying is not a concerned for the proposed development.
Under construction, differential settlement between adjacent columns is not anticipated to
exceed 1/4 inch for the adjacent column spaced at a distance of about 40 feet.
7.2.3 Lateral Pressures
Passive earth pressure may be computed as an equivalent fluid pressure of 150 pounds per
cubic foot, with a maximum earth pressure of 1500 pounds per square foot. An allowable
coefficient of friction between soil and concrete of 0.3 may be used with the dead load forces.
When combining passive pressure and frictional resistance, the passive pressure component
should be reduced by one-third.
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7.2.4 Foundation Construction
It is anticipated that the entire structure will be underlain by onsite soils of very low expansion
potential. All new footings should be founded at a minimum depth of 24 inches below the
lowest adjacent ground surface. All continuous footings should have at least two No. 4
reinforcing bars placed both at the top and two No. 4 reinforcing bars placed at the bottom of
the footings.
+ New building footings:
New continuous footings 12 inches wide at one-story, 15 inches wide at two-story. 24 inches
deep at interior and exterior footings. Shallow pad footings at least 24 square inch and 24
inches deep. All continuous new footings should have at least two No. 4 reinforcing bars
placed at the top and two No. 4 reinforcing bars placed at the bottom of the footings.
7.2.5 Concrete Slab
Concrete slabs should be a minimum of 4 inches thick and reinforced with a minimum of No.
4 bars spacing at 18 inch both ways and its equivalent. All slab reinforcement should be
supported to ensure proper positioning during placement of concrete.
Concrete slabs in moisture sensitive areas should be underlain with a vapor barrier
consist of a minimum of 10-mil vaper retarder with all laps sealed. A minimum of 2 inch of
sand should be placed over the membrane to aid in uniform curing of concrete and 2 inch of
sand under vapor barrier.
Alternate per Cal Green code, a 4-inch-thick base of ½ inch or larger clean aggregate
shall be provided with a 10-mil vaper retarder with all laps sealed in direct contact with
concrete.
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7.3 Temporary Trench Excavation and Backfill
All trench excavations should conform to CAL-OSHA and local safety codes. All utilities
trench backfill should be brought to near optimum moisture content and then compacted to
obtain a minimum relative compaction of 90 percent of ASTM D-1557-07.
7.4 Nonstructural concrete Flatwork: Sidewalk and Private Driveway
4 inches (sidewalk) and 5 inch (driveway) minimum thickness reinforce concrete with # 3 at
24” on center. Crack control with saw cut or deep tool joint to a minimum of 1/3 the concrete
thickness, maximum joint spacing is 5 feet (sidewalk) and 10 feet or quarter cut (driveway)
whichever closer.
8.0 CORROSION POTENTIAL
Sulfate attack was not observed for the existing buildings in this subjected area. Type V
cement with concrete strength 3000 psi is recommended to use, Water-Cement ratio=0.5.
Other requirement from government agencies, if any, can be followed.
It is recommended that the subsurface soils can be corrosive to buried metal pipe. It is
recommended that any underground steel utilities be blasted and given protective coating.
Should additional protective measures be warranted, a corrosion specialist should be
consulted.
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9.0 INSPECTION
As a necessary requisite to the use of this report, the following inspection is recommended:
Temporary excavations.
Removal of surficial soils.
Backfill placement and compaction.
• Foundation excavations. The geotechnical engineer should be notified at least 1 day in
advance of the start of construction. A joint meeting between the client, the contractor, and
the geotechnical engineer is recommended prior to the start of construction to discuss
specific procedures and scheduling.
10.0 INVESTIGATION LIMITATIONS
+ The materials encountered on the subject site and utilized in our laboratory testing program
are believed to be representative of the area. However, soil may vary in characters between
the exploratory borings. Since our investigation is based on the site materials observed,
selected laboratory testing, and engineering analyses, the conclusions and
recommendations are professional opinion. These opinions have been derived in accordance
with current standard of practice.
+ Based on our site investigation and recommendation, we believed that the proposed
improvements will not adversely impact adjoining site.
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11.0 REFERENCES
Ishihara, K. and Yoshimine, M., (1992), “Evaluation of Settlements in Sand Deposits Following
Liquefaction During Earthquakes”, Japanese Society of Soil Mechanics and Foundation Engineering,
Vol. 32, No. 1, pp. 173-188
Guidelines for Evaluating and Mitigating Seismic Hazards in California, 2008 Special Publication 117A,
revised and re-adopted September 11, 2008.
T.Y. Loud, I.M. Idriss, and et. al. (2001), “Liquefaction Resistance of Soils: Summary Report from the
1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils”,
Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 127, No.
GT10, pp. 817-833.
California Geological Survey “Probabilistic Seismic Hazard Mapping Ground Motion Page.”
California Division of Mines and Geology, 1998, Seismic Hazard Zone Report for the Newport Beach
Seismic Hazard Zone.
EERC, “Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework”,
EERC Report No. 2003-06, 26th Annual ASCE Geotehcnial Spring Seminar, Long Beach, April 30,
2003
Southern California Earthquake Center (SCEC), “Recommended Procedures for Implementation of
DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in
California”, March, 1999.
www. conservation.ca.gov/cgs/rghm/psha/fault_parameters/pdf/Documents/B_flt.pdf
Report of Geotechnical Engineering Investigation, Proposed Residential Development 930 S Birch St,
Santa Ana, CA 92701; Project Number: 0119DD
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 601 S SUSAN
ST. SANTA ANA, CA 92704. Project Number: 0116NT
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Santa Ana, CA 92701; Project Number: 0119DD
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Stanford St, Santa Ana, CA 92704; Project Number: 0120KHOA
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St, Santa Ana, CA 92704; Project Number: 9017TMC
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CYPRESS AVE, SANTA ANA , CA 92707; Project Number: 14120DT
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Santa Ana, CA 92706; Project Number: GEO14720DT
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W Ave, Santa Ana, CA 92704; Project Number: GEO0221KHOA
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BAMDAL ST., SANTA ANA, CA 92703; Project Number: GEO16121DT SOIL
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Verne Ave, Santa Ana, CA 92704; Project Number: GEO15521DT
Report of Geotechnical Engineering Investigation, Proposed Residential Development, 601 AND 601
1/2 S. SUSANE ST, SANTA ANA - CA 92704; Project Number: GEO16521DT
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1/2 N. BEWLEY ST., SANTA ANA, CA 92703,; Project Number: GEO 16221DT
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Oakfield Ave, Santa Ana, CA 92703 SOIL REPORT; Project Number: GEO12-0522ESS
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Hastings St., Santa Ana, CA 92703,; Project Number: GEO14-14022QD
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Roberts Dr, Santa Ana, CA 92704; Project Number: GEO15-14523QD
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Dr, Santa Ana, CA 92704; Project Number: GEO16-18123DT
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Cubbon St. Santa Ana, CA 92703; Project Number: GEO17-0123HP
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Santa Ana, CA 92703,; Project Number: GEO18
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Santa Ana, CA 92703; Project Number: GEO19
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St, Santa Ana, CA 92707; Project Number: GEO20
Report of Geotechnical Engineering Investigation, Proposed Residential Development 522 S Raitt St,
Santa Ana, CA 92703,; Project Number: GEO21
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Report of Geotechnical Engineering Investigation, Proposed Residential Development 2222 W Elder
Ave, Santa Ana, CA 92704 ; Project Number: GEO22 0923LP
Report of Geotechnical Engineering Investigation, Proposed Residential Development 718 S Flindridge
Dr, Santa Ana, CA. 92704; Project Number: GEO23 39424TMC
Report of Geotechnical Engineering Investigation, Proposed Residential Development 3925 W. Hazard
Ave, Santa Ana; Project Number: GEO24 0224BT
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APPENDIX A FIELD INVESTIGATION
Subsurface conditions were explored by drilling hand auger boring to a maximum depth of 5 feet at
approximate locations shown on the enclosed Site Plan. Upon completion of excavating, the boreholes
were backfilled with onsite soils that were removed from the excavations.
The drilling of the test boring was supervised by a geotechnical engineer, who continuously logged the
borings and visually classified the soils in accordance with the Unified Soil Classification System.
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GEOTECHNICAL LOG OF TEST HOLES
Test hole Number: BH-1
Hole Diameter: 4 inches
Equipment: Hand-Auger
DEPTH DESCRIPTION
0ft –2 ft Poorly grade sand with sill (SP-SM), dry, fine to medium sand, medium
dense, light brown
2 ft - 5ft Poorly grade sand with sill (SP-SM), dry to moist, fine sand, dense, light
brown
Total depth: 5 ft
No Caving
No free standing water
Hole back fill with on-site soil
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APPENDIX B LABORATORY TESTING
Expansion Index
Expansion Index test was conducted on the existing onsite near surface materials sampled during field
investigation. The test is performed in accordance with ASTM D-4829. The testing results are presented
below:
Sample Location Dry Density
pcf
Moisture
content %
Expansion
Index
Classification
BH-1 2.0’ 125 13.5 Zero Ver Low
Corrosion Potential
Chemical laboratory test were conducted on the existing onsite near surface materials. The rests are
performed in accordance with California Test Method 417, 422, 532 and 643. The resting results are
shown in table below:
Sample Location PH Sulfate Content
% b Wei ht
Min. Resistivity
ohm-cm
Chloride
Content ppm
BH-1 0’ to 5’ 8 0.078 1,952 144
Note: N/R= Not Requested
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2726 W Strawberry Ln &
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CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 1 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
GENERAL INFORMATION
01 Project Name 240357
02 Run Title Title 24 Analysis
03 Project Location 2726 STRAWBERRY LN, UNIT 2,
04 City SANTA ANA 05 Standards Version 2022
06 Zip code 92706 07 Software Version EnergyPro 9.2
08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)0
10 Building Type Single family 11 Number of Dwelling Units 1
12 Project Scope Newly Constructed 13 Number of Bedrooms 3
14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1
16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3
18 Total Cond. Floor Area (ft2)998 19 Glazing Percentage (%)23.55%
20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a
22 Fuel Type All electric 23 No Dwelling Unit:No
COMPLIANCE RESULTS
01 Building Complies with Computer Performance
02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider.
03 This building incorporates one or more Special Features shown below
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
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CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 2 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
ENERGY DESIGN RATINGS
Energy Design Ratings Compliance Margins
Source Energy
(EDR1)
Efficiency1 EDR
(EDR2efficiency)
Total2 EDR
(EDR2total)
Source Energy
(EDR1)
Efficiency1 EDR
(EDR2efficiency)
Total2 EDR
(EDR2total)
Standard Design 31 38.4 26.4
Proposed Design 29.2 33.1 23.7 1.8 5.3 2.7
RESULT3: PASS
1Efficiency EDR includes improvements like a better building envelope and more efficient equipment
2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries
3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded
•Standard Design PV Capacity: 2.31 kWdc
•PV System resized to 2.31 kWdc (a factor of 2.307) to achieve 'Standard Design PV' PV scaling
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 3 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
ENERGY USE SUMMARY
Energy Use Standard Design Source
Energy (EDR1) (kBtu/ft2 -yr)
Standard Design TDV Energy
(EDR2) (kTDV/ft2 -yr)
Proposed Design Source
Energy (EDR1) (kBtu/ft2 -yr)
Proposed Design TDV Energy
(EDR2) (kTDV/ft2 -yr)
Compliance
Margin (EDR1)
Compliance
Margin (EDR2)
Space Heating 0.36 1.7 0.84 5.96 -0.48 -4.26
Space Cooling 1.05 27.47 0.69 22.96 0.36 4.51
IAQ Ventilation 0.46 4.85 0.46 4.85 0 0
Water Heating 2.04 21.44 1.35 14.05 0.69 7.39
Self
Utilization/Flexibility
Credit
0 0
Efficiency Compliance
Total 3.91 55.46 3.34 47.82 0.57 7.64
Photovoltaics -2.53 -76.55 -2.53 -75.99
Battery 0 0
Flexibility
Indoor Lighting 0.86 8.06 0.86 8.06
Appl. & Cooking 2.28 25.9 2.26 25.69
Plug Loads 5.49 55.86 5.49 55.86
Outdoor Lighting 0.2 1.75 0.2 1.75
TOTAL COMPLIANCE 10.21 70.48 9.62 63.19
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 4 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
ENERGY USE INTENSITY
Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage
Gross EUI1 16.96 15.64 1.32 7.78
Net EUI2 4.07 2.75 1.32 32.43
Notes
1. Gross EUI is Energy Use Total (not including PV) / Total Building Area.
2. Net EUI is Energy Use Total (including PV) / Total Building Area.
REQUIRED PV SYSTEMS
01 02 03 04 05 06 07 08 09 10 11 12
DC System Size
(kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth
(deg)
Tilt
Input
Array Angle
(deg)
Tilt: (x in
12)
Inverter Eff.
(%)
Annual
Solar Access
(%)
2.31 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98
REQUIRED SPECIAL FEATURES
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.
•Non-standard roof reflectance
•Insulation below roof deck
•Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3)
•Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 5 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
HERS FEATURE SUMMARY
The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional
detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry
•Quality insulation installation (QII)
•Indoor air quality ventilation
•Verified Refrigerant Charge
•Airflow in habitable rooms (SC3.1.4.1.7)
•Verified heat pump rated heating capacity
•Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.5)
•Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8)
•Compact distribution system expanded credit
•Drain water heat recovery system
BUILDING - FEATURES INFORMATION
01 02 03 04 05 06 07
Project Name Conditioned Floor Area (ft2)Number of Dwelling
Units Number of Bedrooms Number of Zones Number of Ventilation
Cooling Systems
Number of Water
Heating Systems
240357 998 1 3 1 0 1
ZONE INFORMATION
01 02 03 04 05 06 07
Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status
Living Conditioned HVAC1 998 10 DHW Sys 1 New
OPAQUE SURFACES
01 02 03 04 05 06 07 08
Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door
Area (ft2)Tilt (deg)
Front wall Living R-15 Wall 0 Front 407.5 78 90
Left wall Living R-15 Wall 90 Left 245 80 90
Rear wall Living R-15 Wall 180 Back 407.5 80 90
Right wall Living R-15 Wall 270 Right 245 25 90
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 6 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
OPAQUE SURFACES
01 02 03 04 05 06 07 08
Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door
Area (ft2)Tilt (deg)
Roof no Attic Living R-30 Roof No Attic n/a n/a 410 n/a n/a
Roof Attic Living R-30 + R-13 Roof Attic n/a n/a 588 n/a n/a
ATTIC
01 02 03 04 05 06 07 08
Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof
Attic Living Attic RoofLiving Ventilated 4 0.16481 0.891242 No No
FENESTRATION / GLAZING
01 02 03 04 05 06 07 08 09 10 11 12 13 14
Name Type Surface Orientation Azimuth Width
(ft)
Height
(ft)Mult.Area
(ft2)U-factor U-factor
Source SHGC SHGC Source Exterior Shading
W1 Window Front wall Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen
W1 2 Window Front wall Front 0 1 25 0.3 NFRC 0.23 NFRC Bug Screen
D4 Window Left wall Left 90 1 40 0.3 NFRC 0.23 NFRC Bug Screen
D4 2 Window Left wall Left 90 1 40 0.3 NFRC 0.23 NFRC Bug Screen
D4 3 Window Rear wall Back 180 1 40 0.3 NFRC 0.23 NFRC Bug Screen
W3 Window Rear wall Back 180 1 12 0.3 NFRC 0.23 NFRC Bug Screen
W3 2 Window Rear wall Back 180 1 12 0.3 NFRC 0.23 NFRC Bug Screen
W2 Window Rear wall Back 180 1 16 0.3 NFRC 0.23 NFRC Bug Screen
W1 3 Window Right wall Right 270 1 25 0.3 NFRC 0.23 NFRC Bug Screen
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 7 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
OPAQUE DOORS
01 02 03 04
Name Side of Building Area (ft2)U-factor
D1 Front wall 28 0.5
SLAB FLOORS
01 02 03 04 05 06 07 08
Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value
and Depth
Edge Insul. R-value
and Depth Carpeted Fraction Heated
Slab-on-Grade Living 998 130.5 none 0 80%No
OPAQUE SURFACE CONSTRUCTIONS
01 02 03 04 05 06 07 08
Construction Name Surface Type Construction Type Framing Total Cavity
R-value
Interior / Exterior
Continuous
R-value
U-factor Assembly Layers
R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095
Inside Finish: Gypsum Board
Cavity / Frame: R-15 / 2x4
Exterior Finish: 3 Coat Stucco
Attic RoofLiving Attic Roofs Wood Framed
Ceiling 2x4 @ 24 in. O. C.R-8 None / 0 0.112
Roofing: Light Roof (Asphalt Shingle)
Roof Deck: Wood
Siding/sheathing/decking
Cavity / Frame: R-8 / 2x4
R-30 Roof No Attic Ceilings (below
attic)
Wood Framed
Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032
Over Ceiling Joists: R-20.9 insul.
Cavity / Frame: R-9.1 / 2x4
Inside Finish: Gypsum Board
R-30 + R-13 Roof Attic Ceilings (below
attic)
Wood Framed
Ceiling 2x4 @ 16 in. O. C.R-30 None / None 0.032
Over Ceiling Joists: R-20.9 insul.
Cavity / Frame: R-9.1 / 2x4
Inside Finish: Gypsum Board
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 8 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
BUILDING ENVELOPE - HERS VERIFICATION
01 02 03 04 05
Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50
Required Not Required N/A n/a n/a
WATER HEATING SYSTEMS
01 02 03 04 05 06 07 08 09
Name System Type Distribution Type Water Heater Name Number of Units Solar Heating
System
Compact
Distribution HERS Verification Water Heater
Name (#)
DHW Sys 1 Domestic Hot
Water (DHW)Standard DHW Heater 1 1 n/a Expanded DHW Sys
1-hers-dhw DHW Heater 1 (1)
WATER HEATERS - NEEA HEAT PUMP
01 02 03 04 05 06 07 08
Name # of Units Tank Vol. (gal)NEEA Heat Pump
Brand
NEEA Heat Pump
Model Tank Location Duct Inlet Air Source Duct Outlet Air Source
DHW Heater 1 1 40 Rheem Rheem HPLD40-1RH Outside Living Living
WATER HEATING - COMPACT DISTRIBUTION
01 02 03 04 05 06 07
Dwelling Unit type Water Heating System
Name
Master Bath distance of
furthest fixture to Water
Heater (ft)
Kitchen distance of
furthest fixture to Water
Heater (ft)
Furthest Third furthest
fixture to Water Heater
(ft)
Compactness Factor HERS Verification
Dwelling DHW Sys 1 n/a n/a n/a 0.6 Expanded Credit
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 9 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
WATER HEATING - DRAIN WATER HEAT RECOVERY
01 02 03 04 05 06
Dwelling Unit type DHW System and DWHR
Names Installation Configuration Shower Drains Shower Drain Water Heat
Recovery Efficiency (%)HERS Verification
Dwelling DHW Sys 1 - 1 - DWHR-1 Equal Flow 2 43 Required
WATER HEATING - HERS VERIFICATION
01 02 03 04 05 06 07
Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution
Type Recirculation Control Shower Drain Water Heat
Recovery
DHW Sys 1 - 1/1 Not Required Not Required Required Expanded Not Required Required
SPACE CONDITIONING SYSTEMS
01 02 03 04 05 06 07 08 09
Name System Type Heating Unit Name Heating Equipment
Count Cooling Unit Name Cooling Equipment
Count Fan Name Distribution Name Required
Thermostat Type
HVAC1 Heat pump
heating cooling
Heat Pump System
1 1 Heat Pump System
1 1 n/a n/a Setback
HVAC - HEAT PUMPS
01 02 03 04 05 06 07 08 09 10 11 12 13
Name System Type Number of
Units
Heating Cooling
Zonally
Controlled
Compressor
Type HERS VerificationHeating
Efficiency
Type
HSPF/HS
PF2/COP Cap 47 Cap 17
Cooling
Efficiency
Type
SEER/SE
ER2
EER/EER
2/CEER
Heat Pump
System 1 VCHP-ductless 1 HSPF 8 17000 13500 EERSEER 14 12 Not Zonal Single
Speed
Heat Pump System
1-hers-htpump
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 10 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
HVAC HEAT PUMPS - HERS VERIFICATION
01 02 03 04 05 06 07 08 09
Name Verified Airflow Airflow Target Verified EER/EER2 Verified
SEER/SEER2
Verified Refrigerant
Charge
Verified
HSPF/HSPF2
Verified Heating
Cap 47
Verified Heating
Cap 17
Heat Pump System
1-hers-htpump Not Required 0 Not Required Not Required Yes No Yes Yes
VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION - HERS VERIFICATION
01 02 03 04 05 06 07 08 09 10
Name
Certified
Low-Static
VCHP System
Airflow to
Habitable
Rooms
Ductless Units
in Conditioned
Space
Wall Mount
Thermostat
Air Filter Sizing
& Pressure
Drop Rating
Low Leakage
Ducts in
Conditioned
Space
Minimum
Airflow per
RA3.3 and
SC3.3.3.4.1
Certified
non-continuous
Fan
Indoor Fan not
Running
Continuously
Heat Pump System 1 Not required Required Required Required Not required Not required Not required Not required Not required
INDOOR AIR QUALITY (IAQ) FANS
01 02 03 04 05 06 07 08 09
Dwelling Unit Airflow (CFM)Fan Efficacy
(W/CFM)IAQ Fan Type
Includes
Heat/Energy
Recovery?
IAQ Recovery
Effectiveness -
SRE/ASRE
Includes Fault
Indicator Display?HERS Verification Status
SFam IAQVentRpt 59 0.35 Exhaust No n/a / n/a No Yes
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
2726 W Strawberry Ln &
Unit# 23/17/2025
CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E
Project Name:240357 Calculation Date/Time:2024-07-26T12:08:58-07:00 (Page 11 of 11)
Calculation Description:Title 24 Analysis Input File Name:1 STORY ADU NO GARAGE Z8.ribd22x
Registration Number:Registration Date/Time: HERS Provider:
CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000
Schema Version: rev 20220901
Report Generated: 2024-07-26 12:09:42
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
1. I certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:Documentation Author Signature:
Company:Signature Date:
Address:CEA/ HERS Certification Identification (If applicable):
City/State/Zip:Phone:
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.
2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets,
calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
Responsible Designer Name:Responsible Designer Signature:
Company:Date Signed:
Address:License:
City/State/Zip:Phone:
Truong Dong
Dong Engineering 07/26/2024
10692 silver cir
garden grove, CA 92843 (714) 204-2874
Truong Dong
Dong Engineering 07/26/2024
10692 silver cir N/A
garden grove, CA 92843 (714) 204-2874
424-P010142639A-000-000-0000000-0000 07/26/2024 12:12 CHEERS
NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for,
and cannot guarantee, the accuracy or completeness of the information contained in this document.
Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of
this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information.
2726 W Strawberry Ln &
Unit# 23/17/2025