HomeMy WebLinkAboutHISTORIC-606 S Van Ness Ave Unit #2 - PlanROOM NAME
101
101
1
1
1
ROOM NAME/NUMBER
DOOR NUMBER
WINDOW NUMBER
KEYNOTE
WALL TYPE
REVISION NUMBER
REVISION CLOUD
FIXTURE/ACCESSORY INDICATOR
A
1i
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
8
:
5
0
A
M
A0.1
B.N.
F.M.
TITLE SHEET
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
ACCESSORY DWELLING UNIT
SHEET
NUMBER SHEET NAME
A0.1 TITLE SHEET
A0.2 GENERAL NOTES
A0.3 TITLE 24
A0.4 MANDATORY RESIDENTIAL MEASURES
A0.5 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
A0.6 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
A1.0 EXISTING SITE PLAN
A1.1 PROPOSED SITE PLAN
A2.0 EXISTING FLOOR PLAN
A2.1 PROPOSED FLOOR PLAN
A2.2 ADU FLOOR PLAN
A2.3 ELECTRICAL PLAN
A3.0 NORTH AND SOUTH ELEVATIONS
A3.1 EAST AND WEST ELEVATIONS
A3.2 SECTION
A4.0 WINDOW & DOOR SCHED., TYPES,& NOTES
A5.0 DETAILS
G1.0 DRIANGE PLAN
UNIT 2, 606 S VAN NESS AVE,
SANTA ANA, CA 92701
DESIGNER
TETSUYA TAKEUCHI
EMAIL: TEDITAKEUCHI@GMAIL.COM
PHONE: 949 243 4783
SUBCONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS &
FIELD CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY
THE ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE
PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME.
ARCHITECTURAL
STRUCTURAL
PROJECT DESCRIPTION
PROJECT INFORMATION
DO NOT SCALE DRAWINGS
SHEET INDEX
PROJECT TEAM
VICINITY MAPSYMBOLS LEGEND
ABBREVIATIONS GENERAL NOTES
Vinyl Composition TileV.C.T.
Outside Diameter (DIM.)
Powder Actuated Device
Combination Paper TowelDispenser & Receptacle
ReinforcedREINF.
FLASH.Flashing
Face of Concrete
Face of Sheathing
F.O.F.F.O.C.FLUOR.Fluorescent
Face of Finish
FTG.FT.F.S.FPRF.
Footing
F.O.SH.
Foot or FeetFull SizeFireproof
F.O.S.Face of Studs
RequiredREQ.RESIL.RM.ResilientRoomR.O.Rough OpeningRUB.Rubber
Expansion Bolt
Expansion Joint
Electrical Panelboard
Electrical Water Cooler
Fire ExtinguisherFire Extinguisher Cab.
Flat Head Wood ScrewFire Hose Cabinet
DIA.DET.DetailDiameter
DR.
DWG.D.S.P.DS.DWR.
D.O.DN.
DoorDrawer
Drawing
DownDISP.Dispenser
Door Opening
DownspoutDry Standpipe
ELEV.ELEC.EL.E.J.
EA.E.B.
E.EachEast
Elevator
ElevationElectrical
DIM.Dimension
EXP.EXPO.EXST.E.W.C.EQPT.EQ.E.P.ENGR.ENCL.
Equal
ExistingExposed
Enclosure
Equipment
Expansion
Engineer
F.E.C.F.E.FDN.F.D.F.B.F.A.Flat BarFloor DrainFoundation
Fire Alarm
EXT.Exterior
FL.FIXT.FIN.F.H.W.S FinishFixtureFloor
F.H.C.
EMER.Emergency
Not In ContrastN.N.I.C.North
Not To Scale
On Center
N.T.S.
O.A.OBS.O.C.O.D.
OverallObscure
NOM.Nominal
P.A.D.Pre-castPRCST.
P.Paint
Opposite Hand
Opposite
O.H.OPNG.OPP.Opening
OFF.Office
NO. or #Number
Paper Towel Dispenser
Plastic Laminate
PT.PointP.T.D.P.T.D/R
P.LAM.PLAS.PLYWD.PR.
PlasterPlywoodPair
Paper Towel Reptacle
Quarry TileQ.T.QTY.Quantity
P.T.R.PartitionPTN.
Roof DrainReferenceRefrigeratorREF.REFR.RGTR.Register
RAD.R.D.RadiusR.Riser
PL.Plate
Verify in fieldVestibuleVertical
West
Wall CoveringWater Closet
Wide FlangeWhere Occurs
With
Wood
Without
Water Resistant
Waterproof
WeightWainscot
VESTV.I.F.
W.
W.C.WDW.F.W.O.
W/WC.
WT.W.R.
WP.W/O
WSCT.
VERT.
HDWE.HardwareAbove Finish Floor
Construction Joint
Cased Opening
ACOUS.
ADJ.A.D.Adjustable
AcousticalArea Drain
APPROX.
A.F.F.ASPH.ASB.ARCH.
Asphalt
A.P.ALT.AL.
ApproximateArchitecturalAsbestos
AluminumAlternateAccess Panel
AGGR.Aggregate
BKG.
BM.BLKG.BLK.BLDG.
BITUMBD.B.B.
BackingBuildingBlockBlockingBeam
BoardBulletin Board
Bituminous
C.G.C.J.
CAB.
C.I.CER.CEM.C.B.Cabinet
CementCeramic
Corner Guard
Catch Basin
Cast Iron
BOT.Bottom
CONSTR.CONN.CONC.COL.C.O.CLR.CLO.CLKG.CalkingClosetClear
ColumnConcreteConnectionConstruction
CTR.CNTR.CTSKCPT.CORR.CorridorCarpet
CounterCenter
Countersunk
CONT.Continuous
CLG.Ceiling
HR.HORIZ.H.M.
Hour
Hollow MetalHorizontal
INTER.INT.INSUL.INFO.INC.I.D.IncandescentInformationInsulation
IntermediateInterior
Inside Diameter (Dim.)
HGT.Height
Kit.
JT.JAN.
Kitchen
JanitorJoint
LaboratoryLaminateLavatory
MasonaryMAS.MAT.Material
LAB.LAM.LAV.LKR.LT.LockerLight
MET.MetalManufacturer
Minimum
MFR.MH.MIN.Manhole
Machine BoltMedicine CabinetMechanicalMembrane
M.B.M.C.MECH.MEMB.
MiscellaneousMasonry Opening
MUL.Mullion
MISC.M.O.MTD.Mounted
MIR.Mirror
MaximumMAX.
Diameter or RoundPound or Number#
@
&AndAngleAtCenterline
A.B.
(N)(R)NewRelocated
Anchor Bolt
(E)Existing
GA.
GR.GND.GL.G.B.GALV.GuageGalvanizedGrab BarGlassGroundGrade
HDWD.H.C.H.B.Hose BibbHollow CoreHardwood
GYP.Gypsum
ShelfSH.
SheetSimilar
Shower
Sanitary Napkin DispenserSanitary Napkin ReceptacleSpecificationSee Pluming Drawing
See Structural DrawingStainless Steel
Square
See Mechanical DrawingSheet Metal Screw
SuspendedSymmetrical
StorageStructural
StationStandardSteel
Tongue and Groove
Top of Pavement
ThickThreshold
Top of Curb
TreadTowel Bar
TelephoneTerrazzo
Service Sink
Telephone PanelboardToilet Paper Dispenser
Top of WallTelevision
Typical
Top of Parapet
Top of Sheathing
Unless Otherwise NotedUrinal
Unfinished
SHT.SIM.
SHR.
SQ.
S.ST.
SYM.
STA.STD.STL.
THK.
T.B.T.C.TEL.TER.
TRD.
T.V.
TYP.
UR.
UNF.
T.&G.
T.O.PV.
U.O.N.
T.P.B.T.P.D.
T.O.W.
THRES.
S.N.D.
STOR.
SUSP.STRL.
S.P.D.
S.S.D.
S.SK.
S.N.R.SPEC.
S.M.D.S.M.S.
T.O.P.
T.O.SH.
See Architectural Drawing
Rain Water LeaderRedwood
South
RWD.
S.
R.W.L.
S.A.D.
Seat Cover Dispenser
Soap Dispenser
See Electrical Drawing
Schedule
SectionS.D.
S.C.D.SCHED.
SECT.S.E.D.
Solid CoreS.C.
PROJECT DATA
1. THIS PROJECT AND ALL WORK ASSOCIATED WITH THE PROJECT
SHALL CONFORM TO STATE AND LOCAL CODE JURISDICTIONS.
2. THE TERM DESIGNER AS USED IN THESE DOCUMENTS SHALL REFER
TO BN DESIGN BUILD INC.
3. THE DESIGNER SHALL NOT HAVE CONTROL OR CHARGE OF AND
SHALL NOT BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES,
SEQUENCE ON PROCEDURE, OR FOR SAFETY PRECAUTIONS AND
PROGRAMS IN CONNECTION WITH THE WORK, ALL WHICH SHALL BE
THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. SHORING, TEMPORARY SUPPORTS, AND SAFETY OF ERECTION
BRACING DURING DEMOLITION AND / OR CONSTRUCTION IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR AND HAS NOT BEEN
CONSIDERED BY THE STRUCTURAL ENGINEER OR THE DESIGNER.
5. ALL WORK NOTED "N.I.C." OR "NOT IN CONTRACT" IS TO BE
ACCOMPLISHED BY A CONTRACTOR OTHER THAN THE GENERAL
CONTRACTOR AND IS NOT TO BE PART OF THE CONSTRUCTION
AGREEMENT. THE GENERAL CONTRACTOR SHALL COORDINATE WITH
"OTHER"CONTRACTORS PER REQUIREMENTS ESTABLISHED BY THE
OWNER.
6. THE GENERAL CONTRACTOR AND ALL SUB CONTRACTORS ARE
RESPONSIBLE FOR EXAMINING CONTRACT DOCUMENTS, FIELD
CONDITIONS, AND CONFIRMING THAT WORK IS BUILDABLE AS SHOWN
BEFORE PROCEEDING WITH CONSTRUCTION. IF THERE ARE ANY
QUESTIONS REGARDING THESE OR OTHER COORDINATION ITEMS, THE
CONTRACTOR IS RESPONSIBLE FOR OBTAINING CLARIFICATION
BEFORE PROCEEDING WITH WORK IN QUESTIONS OR RELATED WORK.
7. CONTRACTOR SHALL MAINTAIN RECORD DOCUMENTS OF
CONSTRUCTION CHANGES (AS-BUILT DRAWINGS) AND SHALL PROVIDE
SAID DOCUMENTATION TO THE OWNER & DESIGNER UPON
COMPLETION OF CONSTRUCTION.
8. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE TO
COORDINATE WITH ALL SUB CONTRACTORS PER REQUIREMENTS
ESTABLISHED BY THE OWNER, WHICH ARE UNDER SEPARATE
CONTRACT WITH THE OWNER.
9. THE STRUCTURAL, ELECTRICAL, MECHANICAL, & PLUMBING & OTHER
DRAWINGS AND JOB SPECIFICATIONS ARE SUPPLEMENTARY TO THE
DESIGNERURAL CONSTRUCTION DRAWINGS. ANY DISCREPANCY
BETWEEN THESE DOCUMENTS SHALL BE IMMEDIATELY BRING TO THE
ATTENTION OF THE DESIGNER FOR CLARIFICATION.
10. THEN INTENT OF DRAWINGS AND SPECIFICATIONS IS TO INCLUDE
ALL LABOR, MATERIALS & SERVICES NECESSARY FOR THE
COMPLETION OF ALL WORK SHOWN, DESCRIBED, OR REASONABLY
IMPLIED, BUT NOT LIMITED TO THAT EXPLICITLY INDICATED ON THE
CONTRACT DOCUMENTS.
11. INSTALL ALL MANUFACTURED ITEMS, MATERIALS, AND EQUIPMENT
IN STRICT ACCORDANCE WITH THE MANUFACTURER
RECOMMENDATIONS, UNLESS NOTED OTHERWISE.
12. ANY WORK INSTALLED IN CONFLICT WITH THE CONSTRUCTION
DRAWINGS, WITHOUT THE PRIOR APPROVAL OF THE OWNER AND THE
DESIGNER SHALL BE CORRECTED AT THE CONTRACTOR'S EXPENSE.
13. THE GENERAL CONTRACTOR SHALL NOTIFY THE DESIGNER
IMMEDIATELY OF ANY SPECIFIED MATERIALS OR EQUIPMENT WHICH
ARE EITHER UNAVAILABLE OR THAT WILL CAUSE A DELAY IN THE
CONSTRUCTION COMPLETION SCHEDULE. THE CONTRACTOR SHALL
SUBMIT CONFIRMATIONS OF DELIVERY DATES FOR ORDERS OF
MATERIALS AND EQUIPMENT HAVING LONG LEAD TIMES.
14. ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SHALL BE
SUBMITTED IN WRITING TO THE DESIGNER. SUBSTITUTIONS SHALL BE
OF EQUAL QUALITY.
15. UNLESS OTHERWISE NOTED IN THE CONTRACT DOCUMENTS, THE
CONTRACTOR SHALL SUBMIT 3 SETS OF SHOP DRAWINGS.
FABRICATION SHALL NOT BEGIN UNTIL AFTER RECEIVING THE
DESIGNER'S OR ENGINEER'S APPROVAL.
16. THE DESIGNER'S REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE
THE GENERAL CONTRACTOR OR SUBCONTRACTOR FROM
RESPONSIBILITY FOR DEVIATIONS FROM THE DRAWINGS AND
SPECIFICATIONS UNLESS HE HAS, IN WRITING, AND BROUGHT TO THE
ATTENTION OF THE DESIGNER SUCH DEVIATIONS AT THE TIME OF THE
SUBMISSION, NOR SHALL IT RELIEVE HIM FROM RESPONSIBILITY FOR
ERRORS OF ANY SORT IN THE SHOP DRAWINGS.
17. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR
OBTAINING ALL REQUIRED BUILDING PERMITS PRIOR TO STARTING
CONSTRUCTION.
18. PRIOR TO THE ISSUANCE OF A BUILDING PERMIT, THE APPLICANT
SHALL HAVE EVIDENCE OF CURRENT WORKMAN'S COMPENSATION
INSURANCE COVERAGE ON FILE WITH THE STATE LABOR CODES.
19. CONTRACTOR PROVIDE CONTINUOUS INSPECTIONS AS SET FORTH
IN LOCAL AND STATE CODES AND PER THE CONTRACT DOCUMENTS AS
NEEDED.
20. THE CONTRACTOR, AT HIS OWN EXPENSE, SHALL KEEP THE
PROJECT AND SURROUNDING AREAS FREE FROM TRASH AND DEBRIS.
THE WORK SHALL BE IN CONFORMANCE WITH THE AIR & WATER
POLLUTION CONTROL STANDARDS AND REGULATIONS OF THE STATE
DEPARTMENT OF HEALTH.
21. CONSTRUCTION WASTE & DEBRIS SHALL BE DEPOSITED AT AN
APPROPRIATE SITE.
22. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE GENERAL
CLEANING OF THE JOB AFTER COMPLETION.
23. THE CONTRACTOR SHALL PROVIDE PEDESTRIAN PROTECTION,
WHERE REQUIRED PER STATE AND LOCAL CODES.
24. IF TRENCHES OR EXCAVATIONS 5'-0" OR MORE IN DEPTH ARE
REQUIRE, OBTAIN A BUILDING OR GRADING PERMIT.
25. NO HAZARDOUS MATERIALS SHALL BE USED OR STORED WITHIN
THE BUILDING WHICH DOES NOT COMPLY WITH THE LOCAL FIRE
AUTHORITY AND STATE & COUNTY REQUIREMENTS.
26. THE CONTRACTOR IS RESPONSIBLE FOR BLOCKING OFF SUPPLY &
RETURN AIR GRILLES & DUCTS TO KEEP DUST FROM ENTERING INTO
THE BUILDING DISTRIBUTION SYSTEMS.
27. ALL CONSTRUCTION & DEMOLITION SHALL BE DONE IN
ACCORDANCE WITH LOCAL & STATE CODES.
28. UNLESS OTHERWISE NOTED OR INDICATED, ALL DIMENSIONS ON
THESE DOCUMENTS SHALL BE TO FACE OF CURB, FACE OF
CONCRETE, FACE OF FINISH OR CENTERLINE OF GRIDS.
29. ALL VERTICAL DIMENSIONS SHOWN ARE FROM FLOOR SLAB,
UNLESS NOTED OTHERWISE.
30. DIMENSIONS TAKE PRECEDENCE. DO NOT SCALE THE DRAWINGS.
LARGER DETAILED DRAWINGS TAKE PRECEDENCE OVER SMALLER
SCALED DRAWINGS.
31. WHERE ELECTRICAL, MECHANICAL, OR PLUMBING ITEMS
PENETRATE A FOOTING, SLAB, WALL CEILING ETC. IT IS REQUIRED
THAT AN APPROPRIATELY SIZED OPENING OR CLEARANCE BE
FURNISHED. CONTRACTOR SHALL COORDINATE THE INSTALLATION OF
ALL ITEMS WITH THE CONSTRUCTION DOCUMENTS PRIOR TO THE
INSTALLATION. ANY CONFLICT WITH THE CONSTRUCTIONS
DOCUMENTS, SHALL BE BROUGHT TO THE DESIGNER'S ATTENTION
IMMEDIATELY.
32. THE CONTRACTOR SHALL PROVIDE AND LOCATE ACCESS PANELS
IN WALLS & CEILING CONSTRUCTION AS REQUIRED TO PROVIDE
ACCESS TO FIRE SPRINKLER, MECHANICAL, PLUMBING & ELECTRICAL
WORK. CONTRACTOR SHALL SUBMIT A PLAN OF ALL PROPOSED
ACCESS PANEL TO THE DESIGNER FOR APPROVAL.
33. ALL PENETRATIONS AT RATED CONSTRUCTION SHALL BE
PROTECTED TO MAINTAIN RATING.
34. INTERIOR WALLS & CEILINGS SHALL BE INSTALLED IN ACCORDANCE
TO STATE & LOCAL CODES, INCLUDING REQUIREMENTS FOR FLAME
SPREAD AND SMOKE DENSITY RATINGS FOR FINISH MATERIALS.
35. ALL NEW CONSTRUCTION MATERIALS SHALL BE 100% ASBESTOS
FREE.
36. ALL INSPECTIONS SHALL BE CALLED FOR AND PASSED BEFORE ANY
WORK CONTINUES TO THE NEXT PHASE.
37. MANDATORY SPECIAL INSPECTIONS PER THE REQUIREMENTS OF
THE ENGINEERING SUBMITTED AND I.C.C. PORTIONS OF THIS PROJECT
REQUIRE SPECIAL INSPECTION.
38. NO ROOFTOP EQUIPMENT SHALL BE VISIBLE FROM THE GROUND.
39. A 4'-0" WALKWAY WILL BE MAINTAINED ALONG THE SIDE WALK IN
FRONT OF THE BUILDING SITE DURING CONSTRUCTION.
40. PEDESTRIAN PROTECTION, FENCES, RAILING OR CANOPIES, SHALL
BE ALONG THE PUBLIC RIGHT OF WAY IN ACCORDANCE WITH C.B.C.
41. A CONSTRUCTION FENCE SHALL BE MAINTAINED ALONG THE SIDE
WALK IN FRONT OF THE BUILDING SITE DURING CONSTRUCTION. THIS
FENCE SHALL BE INSTALLED PRIOR TO EXCAVATION AND/OR
FOUNDATION TRENCHING.
42. TEMPORARY TOILET FACILITIES SHALL BE ON SITE DURING THE
CONSTRUCTION AND WILL BE AVAILABLE ALL DURING CONSTRUCTION
TIMES.
STRUCTURAL ENGINEER
BENJAMIN NOROUZI ASSOC. AIA, NCARB
GENERAL CONTRACTOR B
EMAIL: INFO@BNDESIGNBUILDINC.COM
PHONE: (909) 257-7040
OWNER
W BISHOP ST W BISHOP ST
S
R
O
S
S
S
T
S
P
A
R
T
O
N
S
T
RICHLAND ST RICHLAND STS
V
A
N
N
E
S
S
S
T
MOHAMMAD JALALPOUR
EMAIL: INFO@BNDESIGNBUILDINC.COM
PHONE: (909) 257-7040
S0.01 CONSTRUCTION NOTES
S0.02 CONSTRUCTION NOTES
S1.01 TYPICAL FOUNDATION DETAILS
S1.21 TYPICAL WOOD DETAILS
S1.22 TYPICAL WOOD DETAILS
S1.23 TYPICAL WOOD DETAILS
S1.24 TYPICAL WOOD DETAILS
S1.25 TYPICAL WOOD DETAILS
S1.26 TYPICAL WOOD DETAILS
S2.01 FOUNDATION PLAN
S2.11 CEILING PLAN
S2.22 ROOF PLAN
S4.01 SPECIFIC DETAILS
NOTE:
MINIMUM 2.07 KWDC PHOTOVOLTAIC SYSTEM WILL BE
SUBMITTED UNDER A SEPARATE PERMIT AND SHALL BE
ISSUED PRIOR TO BUILDING FRAME INSPECTION REQUEST.
•
THE SCOPE WILL CONSIST OF THE FOLLOWING:
NEW DETACHED ADU 730 SF WITH (3) BEDROOMS,
(2) BATHROOMS, A LAUNDRY CLOSET, A COMBINED LIVING
AND KITCHEN AREA, AND A COVERED ENTRY
REV DATE REMARKS
1 10.03.2024 City Correction
2 06.25.2025 City Correction
AREA DESCRIPTION EXISTING DEMOLISHED PROPOSED NET
(E) MAIN UNIT 1,251 SF -- -- 1,251 SF
(E) FRONT PORCH 80 SF -- -- 80 SF
(E) GARAGE 220 SF -- -- 220 SF
NEW ADU UNIT 730 SF 730 SF
(ADU + COVERED ENTRY)
____________________________________________________________________
TOTAL BUILDING 1,551 SF 2,281 SF
FOOTPRINT
LOT COVERAGE: 1,251 + 80 + 220 + 730 / 7,004 = 0.32%
REQUIREMENT PROVIDED
MINIMUM SIDE YARD SETBACK 4 FEET 25'-3" - 5'-0" FEET
MINIMUM REAR YARD SETBACK 4 FEET 5'-0" FEET
WALL SEPARATION 5 FEET 15'-0" - 15'-9" FEET
OPEN SPACE FOR ADUS 1,200 SQ.FT. 1,600 SQ.FT.
ADU / SFD = 730 ADU sf / 1,251 (MAIN UNIT) = 58 %
THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE PURPOSE ONLY. THE
APPLICANT IS RESPONSIBLE FOR THE GIVEN “SFR SF” OF THE EXISTING
PRIMARY RESIDENCE; BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR
THE ACCURACY OF THE GIVEN “SFR SF”.
BUILDING DEPARTMENT: CITY OF SANTA ANA
2022 CALIFORNIA BUILDING CODE;
• 2022 CALIFORNIA RESIDENTIAL CODE;
• 2022 CALIFORNIA MECHANICAL CODE;
• 2022 CALIFORNIA PLUMBING CODE;
• 2022 CALIFORNIA ELECTRICAL CODE;
• 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE;
• 2022 CALIFORNIA FIRE CODE;
• 2022 BUILDING ENERGY EFFICIENCY STANDARDS
• 2022 INTERNATIONAL PROPERTY MAINTENANCE CODE; AND
• SANTA ANA MUNICIPAL CODE
OWNER NAME: TETSUYA TAKEUCHI
GENERAL PLAN: LOW DENSITY RESIDENTIAL
STRUCTURE TYPE: SINGLE FAMILY HOME
APN: 01016309
ZONE: SD40 (SPECIFIC DEVELOPMENT)
GENERAL PLAN DISTRICT: LR 7.0
OCCUPANCY CLASSIFICATION: R-3 / U
TYPE OF CONSTRUCTION: TYPE V-B
TOTAL OF #UNIT: 1
NUMBER OF STORIES: 1
BUILT IN : 1922
LOT SIZE: 7,004 SQ. FT.
FLOOR SIZE: 1,251 SQ. FT.
FLOOD ZONE, HIGH FIRE: NONE
GRADING: NONE
PARKING: NOT REQUIRED, ADU WITHIN 0.5 MILES
OF PUBLIC TRANSIT
FIRE SPRINKLERS: N/A (EXISTING PRIMARY HOME IS NOT
EQUIPPED WITH FIRE SPRINKLERS)
PHOTOVOLTAIC SYSTEM: TO BE FILED AS A DEFERRED
SUBMITTAL - SEE CF1R
OCCUPANCY LOAD: HABITABLE AREA 730 SQFT
(INCLUDING BATHROOM)
2
2
GENERAL NOTES
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
8
:
5
2
A
M
A0.2
B.N.
F.M.
GENERAL NOTES
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
GREEN CODE BUILDING
THE FLOOR SHALL BE CONCRETE SLAB ON GRADE AND SHALL BE A MINIMUM
OF FOUR-INCH (4 ”) (FIVE-INCH (5”) AT WATER TREATMENT ROOM) THICK WITH
MINIMUM CONCRETE STRENGTH OF 3,000-PSI. IT WILL INCLUDE ONE OF THE
FOLLOWING, WIRE MESH OR FIBER MESH, AND/OR REBAR REINFORCEMENT
OVER A 10 MILL MINIMUM VAPOR BARRIER (STEGO WRAP OR EQUAL) AND
GRANULAR FILL PER LESSOR'S SOILS AND/OR STRUCTURAL ENGINEERING
TEAM BASED ON SOIL CONDITIONS AND REPORT FROM THE SOILS ENGINEER.
FINISH FLOOR ELEVATION TO BE A MINIMUM OF 8" ABOVE FINISH GRADE. THE
SLAB SHALL INCLUDE PROPER EXPANSION CONTROL JOINTS. FLOOR SHALL
BE LEVEL (1/8” WITH 10’ OF RUN), SMOOTH, BROOM CLEAN WITH NO ADHESIVE
RESIDUES, IN A CONDITION THAT IS ACCEPTABLE TO INSTALL FLOOR
COVERINGS IN ACCORDANCE WITH THE FLOORING MANUFACTURER ’S
SPECIFICATIONS.
CONCRETE FLOOR SHALL BE CONSTRUCTED SO THAT NO MORE
THAN 3-LBS. OF MOISTURE PER 1,000SF/24 HOURS IS EMITTED PER
COMPLETED CALCIUM CHLORIDE TESTING RESULTS AFTER 28 DAY
CURE TIME. MEANS AND METHODS TO ACHIEVE THIS LEVEL WILL
BE RESPONSIBILITY OF THE LESSOR. LESSEE REQUIRES THAT
LESSOR PROVIDE MOISTURE CONTROL TREATMENT ADMIXTURE
(CONCURE ADMIXTURE, NO SUBSTITUTES – CONTACT EMIL PIKULA
OF CONCURE (480) 820-7171 FOR SPECIAL PRICING AND
PROCEDURES) IN THE MIX DESIGN. FLOOR SLAB SHALL BE CURED
ACCORDING TO ACI AND RESILIENT FLOORING INSTITUTE
GUIDELINES, WATER CURE OR EMPLOY THE USE OF CONCURE
2100 CURE AND SEAL. FLOORING CONTRACTOR SHALL ADDRESS
ALL CRACKS, EXPANSION JOINTS, SAW CUTS, ETC., USING
CONCURE 670 CRACK FILL BINDER. CONTACT CONCURE SYSTEMS
(480-820-7171) FOR APPROVAL AND METHOD FOR MOISTURE
TESTING.
CONCRETE SLAB NOTE
1. EACH APPLIANCE PROVIDED AND INSTALLED MEETS ENERGY
STAR IF AN ENERGY STAR DESIGNATION IS APPLICABLE FOR
THAT APPLIANCE. (GBC 4.506.1)
2. WHERE FUTURE SPACE FOR SOLAR IS REQUIRED, AN ELECTRICAL
CONDUIT SHALL BE PROVIDED FROM THE ELECTRICAL SERVICE
EQUIPMENT TO SUCH SPACE. THE CONDUIT SHALL BE ADEQUATELY
SIZED BY THE DESIGNER BUT SHALL NOT BE LESS THAN ONE INCH.
THE CONDUIT SHALL BE LABELED AS PER THE LOS ANGELES FIRE
DEPARTMENT REQUIREMENTS AND THE ELECTRICAL PANEL SHALL BE SIZED
TO ACCOMMODATE THE INSTALLATION OF A FUTURE ELECTRICAL SOLAR
SYSTEM. (4.211.4)
3. THE FLOW RATES FOR ALL PLUMBING FIXTURES SHALL COMPLY WITH THE
MINIMUM FLOW RATES IN TABLE 4.303.2/TABLE 9.403.2. (4.303.1)
4. WHEN SINGLE SHOWER FIXTURES ARE SERVED BY MORE THAN ONE
SHOWERHEAD, THE COMBINED FLOW RATE OF ALL THE SHOWERHEADS
SHALL NOT EXCEED THE MAXIMUM FLOW RATES SPECIFIED IN THE 20
PERCENT REDUCTION COLUMN CONTAINED IN TABLE 4.303.2 OR THE
SHOWER SHALL BE DESIGNED TO ONLY ALLOW ONE SHOWERHEAD TO BE IN
OPERATION AT A TIME.(4.303.1.3.2)
5. INSTALLED AUTOMATIC IRRIGATION SYSTEM CONTROLLERS SHALL BE
WEATHER- OR SOIL-BASED CONTROLLERS. (4.304.2)
6. ANNULAR SPACES AROUND PIPES, ELECTRIC CABLES, CONDUITS, OR
OTHER OPENINGS IN PLATES AT EXTERIOR WALLS SHALL BE PROTECTED
AGAINST THE PASSAGE OF RODENTS BY CLOSING SUCH OPENINGS WITH
CEMENT MORTAR, CONCRETE MASONRY, OR METAL PLATES. (4.406.1)
7. MATERIALS DELIVERED TO THE CONSTRUCTION SITE SHALL BE
PROTECTED FROM RAIN OR OTHER SOURCES OF MOISTURE.(4.407.4)
8. FOR ALL NEW EQUIPMENT, A COMPLETED OPERATION AND MAINTENANCE
MANUAL INCLUDING, AT A MINIMUM, THE ITEMS LISTED IN SECTION 4.410.1 OR
9.410.1, SHALL BE COMPLETED AND PLACES IN THE BUILDING AT THE TIME OF
FINAL INSPECTION. (4.410.1)
9. AT LEAST 50% OF ALL AREAS RECEIVING RESILIENT FLOORING SHALL
COMPLY WITH THE VOLATILE ORGANIC COMPOUND (VOC) LIMITS OR BE
CERTIFIED UNDER THE RESILIENT FLOOR COVERING (RCFI) FLOORSCORE
PROGRAM. (4.504.4)
10. ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT
OPENINGS SHALL BE COVERED WITH TAPE, PLASTIC, OR SHEET METAL UNTIL
THE FINAL STARTUP OF THE HEATING AND COOLING EQUIPMENT. (4.504.1)
11. DESIGNERURAL PAINTS AND COATINGS, ADHESIVES, CAULKS AND
SEALANTS SHALL COMPLY WITH THE VOLATILE ORGANIC
COMPOUND (VOC) LIMITS. (4.504.2.1)
12. THE VOC CONTENT VERIFICATION CHECKLIST, FORM GRN 2,
SHALL BE COMPLETED AND VERIFIED PRIOR TO FINAL INSPECTION
APPROVAL. THE MANUFACTURER ’S SPECIFICATIONS SHOWING
VOC CONTENT FOR ALL APPLICABLE PRODUCTS SHALL BE READILY
AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE FIELD INSPECTOR
FOR VERIFICATION. (4.504.2.4)
13. THE FORMALDEHYDE EMISSIONS VERIFICATION CHECKLIST,
FORM GRN 3, SHALL BE COMPLETED PRIOR TO FINAL INSPECTION
APPROVAL. THE MANUFACTURER ’S SPECIFICATIONS SHOWING
FORMALDEHYDE CONTENT FOR ALL APPLICABLE WOOD PRODUCTS
SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE
FIELD INSPECTOR FOR VERIFICATION. (4.504.5)
14. ALL NEW CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE
TESTING AND PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING:
A. CARPET AND RUG INSTITUTE ’S GREEN LABEL PLUS PROGRAM
B. CALIFORNIA DEPARTMENT OF PUBLIC HEALTH STANDARD
PRACTICE FOR THE TESTING OF VOCS (SPECIFICATION01350)
C. NSF/ANSI 140 AT THE GOLD LEVEL
D. SCIENTIFIC CERTIFICATIONS SYSTEMS INDOOR ADVANTAGE™ GOLD
(4.504.3)
15. ALL NEW CARPET CUSHION INSTALLED IN THE BUILDING INTERIOR SHALL
MEET THE REQUIREMENTS OF THE CARPET AND RUG INSTITUTE GREEN
LABEL PROGRAM. (4.504.3)
16. BUILDING MATERIALS WITH VISIBLE SIGNS OF WATER DAMAGE
SHALL NOT BE INSTALLED. WALL AND FLOOR FRAMING SHALL NOT BE
ENCLOSED UNTIL IT IS INSPECTED AND FOUND TO BE SATISFACTORY BY THE
BUILDING INSPECTOR. (4.505.3)
17. BATHROOM EXHAUST FANS SHALL BE ENERGY STAR COMPLIANT AND BE
DUCTED TO TERMINATE TO THE OUTSIDE OF THE BUILDING. (4.506.1)
18. BATHROOM EXHAUST FANS, NOT FUNCTIONING AS A COMPONENT OF A
WHOLE HOUSE VENTILATION SYSTEM, MUST BE CONTROLLED BY A
HUMIDISTAT WHICH SHALL BE READILY ACCESSIBLE. (4.506.1)
19. THE SIZE AND LAYOUT OF THE HEATING AND AIR-CONDITIONING
SYSTEMS SHALL BE IN ACCORDANCE WITH ACCA MANUAL J, ACCA 29-D AND
ACCA 36-S, ASHRAE HANDBOOKS. (4.507.2
1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND
UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITY
(POWER POLES, PULL-BOXES, TRANSFORMERS, VAULTS, PUMPS,
VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE
HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY
POWER LINES -WHETHER OR NOT THE LINES ARE LOCATED ON THE
PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS
AND/OR ADDITIONAL EXPENSES.”
2. OBTAIN PERMITS FROM PUBLIC WORKS PRIOR TO CONSTRUCTION FOR:
A. TEMPORARY PEDESTRIAN PROTECTION AS REQUIRED. FOR ANY
CONSTRUCTION NEAR ANY STREET OR PUBLIC AREA.
3. OUTLETS ALONG WALL COUNTER SPACE, ISLAND AND PENINSULA
COUNTER SPACE IN KITCHENS SHALL HAVE A MAXIMUM SPACING OF 48".
(210-52 NEC)
4. THE FIRST LIGHT IN THE NEW AND REMODELED BATHROOMS AND KITCHEN
SHALL BE AN ENERGY EFFICIENT LIGHT MEETING A MINIMUM OF 40 LUMENS
PER WATT (E.G. FLUORESCENT LAMP). (T-24, SEC. 130(B) & 150(K))
5. EVERY SPACE INTENDED FOR HUMAN OCCUPANCY SHALL BE PROVIDED
WITH NATURAL LIGHT BY MEANS OF EXTERIOR GLAZED OPENINGS IN
ACCORDANCE WITH SECTION R303.1 OR SHALL BE PROVIDED WITH
ARTIFICIAL LIGHT THAT IS ADEQUATE TO PROVIDE AN AVERAGE
ILLUMINATION OF 6 FOOT-CANDLES OVER THE AREA OF THE ROOM AT A
HEIGHT OF 30 INCHES ABOVE THE FLOOR LEVEL. (R303.1)
6. KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, BIDETS, LAUNDRY
TUBS AND WASHING MACHINE OUTLETS SHALL BE PROVIDED WITH HOT AND
COLD WATER AND CONNECTED TO AN APPROVED WATER SUPPLY (CRC
R306.4.)
7. FINISH MATERIALS INCLUDING ADHESIVES, SEALANTS, CAULKS, PAINTS
AND COATING, AEROSOL PAINTS AND SYSTEMS AND COMPOSITE WOOD
PRODUCTS SHALL MEET THE VOLATILE ORGANIC COMPOUND (VOC)
EMISSION LIMITS IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING
STANDARDS CODE, CHAPTER 4 DIVISION 4.5. (R330)
8. WHEN A VAPOR RETARDER IS REQUIRED, A CAPILLARY BREAK SHALL BE
INSTALLED IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING
STANDARDS CODE, CHAPTER 4, DIVISION 4.5. (R506.2.3.1)
9. ANNULAR SPACE AROUND PIPES, ELECTRIC CABLES, CONDUITS OR OTHER
OPENINGS IN BOTTOM/SOLE PLATES AT EXTERIOR WALLS SHALL BE
PROTECTED AGAINST THE PASSAGE OF RODENTS BY CLOSING SUCH
OPENINGS IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING
STANDARDS CODE, CHAPTER 4, DIVISION 4.4. (R602.3.4.1)
BATHROOMS
1. ALL SHOWER ENCLOSURES, REGARDLESS OF SHAPE, SHALL HAVE A
MINIMUM 22" CLEARANCE AND FINISHED INTERIOR AREA OF NOT LESS THAN
1024 SQUARE INCHES (0.66 M2 ) AND SHALL BE CAPABLE OF ENCOMPASSING
A 30 INCH DIAMETER (0.76 M) CIRCLE. THE MINIMUM AREA AND DIMENSIONS
SHALL BE MAINTAINED TO A POINT 70 INCHES (1.8 M) ABOVE THE SHOWER
DRAIN OUTLET. (CPC 410.4)
2. BATHTUB AND SHOWER FLOORS, WALLS ABOVE BATHTUBS WITH A
SHOWERHEAD, AND SHOWER COMPARTMENTS SHALL BE FINISHED WITH A
NONABSORBENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TO A
HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR (R307.2).
3. PROVIDE ULTRA LOW FLUSH WATER CLOSETS FOR ALL NEW
CONSTRUCTION. EXISTING SHOWER HEADS AND TOILETS MUST BE ADAPTED
FOR LOW WATER CONSUMPTION.
4. A MIN 12" SQ. ACCESS PANEL TO THE BATHTUB TRAP SLIP JOINT
CONNECTION IS REQUIRED. (PLUMBING CODE SECTION 405.2)
LAUNDRY ROOM
1. CLOTHES DRYER(S) LOCATED IN AN AREA THAT IS HABITABLE OR
CONTAINING FUEL BURNING APPLIANCES SHALL BE EXHAUSTED TO THE
OUTSIDE OR TO AN AREA WHICH IS NOT HABITABLE AND DOES NOT CONTAIN
OTHER FUEL BURNING APPLIANCES (BUT NOT BENEATH THE BUILDING OR IN
THEATTIC AREA). (M.C. 504.3.1)
MEANS OF EGRESS
1. PROVIDE 32" WIDE DOORS TO ALL INTERIOR ACCESSIBLE ROOMS WITHIN A
DWELLING UNIT.
2. PROVIDE EMERGENCY EGRESS FROM SLEEPING ROOMS. MIN.- 24" CLEAR
HT, 20" CLEAR WIDTH, 5.7 SQ.FT. MIN. AREA.
GRADING AND FOUNDATION
1. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
REPORT MAY BE REQUIRED.
2. FOUNDATION AND FLOOR SLABS SHALL CONFORM TO THE FOLLOWING OR
THE RECOMMENDATION OF AN APPROVED SOILS REPORT :
A. DEPTH OF FOOTINGS BELOW THE NATURAL AND FINISHED GRADES SHALL
NOT BE LESS THAN 18 INCHES FOR EXTERIOR AND SEE
STRUCTURALFOUNDATION PLAN FOR INTERIOR FOOTINGS.
B. EXTERIOR WALLS AND INTERIOR BEARING WALLS SHALL BE SUPPORTED
ON CONTINUOUS FOOTINGS.
C. FOOTINGS SHALL BE REINFORCED WITH A MINIMUM 4 - ½ -INCH DIAMETER
DEFORMED REINFORCING BARS. TWO BARS SHALL BE PLACED WITHIN 4
INCHES OF THE BOTTOM OF THE FOOTING AND TWO BARS WITHIN 4 INCHES
OF THE TOP OF THE FOOTINGS.
D. THE SOIL BELOW AN INTERIOR CONCRETE SLAB SHALL BE SATURATED
WITH MOISTURE TO A DEPTH OF 18 INCHES PRIOR TO PLACING THE
CONCRETE.
E. CONCRETE FLOOR SLABS ON GRADE SHALL BE PLACED ON A 4" FILL OF
COARSE AGGREGATE OR ON A MOISTURE BARRIER MEMBRANE. THE SLABS
SHALL BE AT LEAST 3½ INCH THICK AND SHALL BE REINFORCED WITH #4
REBARS AT 16 INCH ON CENTER IN BOTH DIRECTIONS.
3. CONCRETE SLABS ON EXPANSIVE SOIL, COMPACTED FILL OR SLOPES OVER
1:10 SHALL BE PLACED ON A 4-INCH FILL OF COARSE AGGREGATE OR ON A
BED COVERED MOISTURE BARRIER MEMBRANE.
4. OPENINGS SHALL BE AS CLOSE TO CORNERS AS PRACTICABLE AND SHALL
PROVIDE CROSS VENTILATION ALONG THE LENGTH OF AT LEAST TWO
OPPOSITE SIDES. OPENING SHALL HAVE 1/4 INCH CORROSION RESISTANT
METAL MESH COVERING.
5. PROVIDE CORROSION RESISTANT WEEP SCREED BELOW THE STUCCO A
MINIMUM OF 4" ABOVE EARTH OR 2" ABOVE PAVED AREA.
6. PROVIDE RAIN GUTTERS AND CONVEY RAIN WATER TO THE STREET.
7. SMOKE DETECTORS SHALL BE PROVIDED FOR ALL DWELLING UNITS
INTENDED FOR HUMAN OCCUPANCY, UPON THE OWNER ’S APPLICATION FOR
A PERMIT FOR ALTERATIONS, REPAIRS, OR ADDITIONS, EXCEEDING ONE
THOUSAND DOLLARS ($1,000). (R314.6.2)
8. AN APPROVED SMOKE ALARM SHALL BE INSTALLED IN EACH SLEEPING
ROOM & HALLWAY OR AREA GIVING ACCESS TO A SLEEPING ROOM, AND ON
EACH STORY AND BASEMENT FOR DWELLINGS WITH MORE THAN ONE STORY.
SMOKE ALARMS SHALL BE INTERCONNECTED SO THAT ACTUATION OF ONE
ALARM WILL ACTIVATE ALL THE ALARMS WITHIN THE INDIVIDUAL DWELLING
UNIT. IN NEW CONSTRUCTION SMOKE ALARMS SHALL RECEIVE THEIR
PRIMARY POWER SOURCE FROM THE BUILDING WIRING AND SHALL BE
EQUIPPED WITH BATTERY BACK UP AND LOW BATTERY SIGNAL. (R314)
1.TERMINATION OF ALL ENVIRONMENTAL AIR DUCTS (E.G., DRYERS,
BATH FANS, RANGE VENTS, ETC.) SHALL BE AT LEAST 3 FEET FROM
OPENINGS INTO THE BUILDING AND EQUIPED W/ A BACK-DRAFT
DAMPER. VENT DUCTS MAY BE COMBINED AND VENT AT ROOF BUT
CONSULT DESIGNER FOR LOCATION.
2.ALL VENTING FANS IN BATHROOMS CONTAINING A BATHTUB,
SHOWER, AND SPAS SHALL BE CONTROLLED BY A HUMIDISTAT AND BE
ENERGY STAR RATED.
3.ALL BATHROOMS CONTAINING A BATHTUB, SHOWER, SPA, AND
SIMILAR FIXTURES SHALL BE MECHANICALLY VENTED PER CMC, CAL.
ENERGY CODE AND ASHARE 62.2. THE MECHANICAL FAN SHALL VENT
ONE C.F.M. PER ONE SF OF AREA WITH A MIN. FAN SIZE OF 50 C.F.M.
a.WITH A 50 CFM FAN, USE 4 ” DIAM. FLEX VENT PIPE WITH A MAX.
LENGTH OF 70’
b.WITH AN 80 CFM FAN, USE 5 ” DIAM. FLEX VENT PIPE WITH A MAX.
LENGTH OF 70’
4.ALL FANS INSTALLED TO MEET ALL OF THE PRECEDING
REQUIREMENTS MUST BE SPECIFIED AT A NOISE RATING OF A MAXIMUM
1 “SONE” (FOR THE CONTINUOUS USE CALCULATION) OR 3 “SONE” (FOR
THE INTERMITTENT USE CALCULATION).
5.EVERY KITCHEN SHALL HAVE HOOD TO THE OUTSIDE OF THE
BUILDING W/ MIN. LESS THAN 750 SF REQUIRES 85% CE OR 280 CFM . 6 ”
DIAM. EQUIPPED WITH BACKDRAFT DAMPER, THAT HAS A MAXIMUM
SOUND RATING OF 3-SONES AND THE REQUIREMENT FOR HERS
VERIFICATION.
6.ALL NEW FIREPLACES SHALL BE DIRECT VENT, SEALED COMBUSTION,
CLOSEABLE DOORS, WITH OUTSIDE AIR INTAKE
7.ANY EXISTING NON-EPA PHASE TWO WOOD BURNING FIREPLACE
WILL BE REPLACED WITH A PHASE II CERTIFIED GAS UNIT FIREPLACE
(M.C.C 19.80.080) OR CONVERTED TO A DEDICATED GAS LOG FIREPLACE
PER CODE.
8.PRE-FABRICATED FIREPLACE INSTALLATION INSTRUCTIONS ARE TO
BE ON THE JOB SITE AT THE TIME OF INSPECTION. FACTORY BUILT
FIREPLACES MUST BE INSTALLED IN STRICT ACCORDANCE WITH THE
MANUFACTURERS SPECIFICATIONS & INSTRUCTIONS AND ESR - 2401.
9.GENERAL CONTRATOR TO PROVIDE GAS LINE TO EXTERIOR
FIREPLACE FIRE BOX AND GAS LIGHTER SWITCH. INSTALL IN COMPLETE
ACCORDANCE W/ ALL LOCAL & STATE BLDG. CODE REQUIREMENTS.
FIREPLACE GAS OUTLET "LOG LIGHTER" CONTROL VALVES SHALL BE
LOCATED OUTSIDE THE MINIMUM REQUIRED HEARTH AREA & WITHIN 4
FEET MAXIMUM FROM THE OUTLET, PER CPC 1211.17.
10.PER CALGREEN SECTION 4.503.1, GAS FIREPLACES SHALL BE DIRECT-
VENT AND SEALED-COMBUSTION TYPE. PER CAL. ENERGY CODE
SECTION 150.0(E)1, GAS FIREPLACES SHALL BE PROVIDED WITH
CLOSEABLE DOORS AND OUTSIDE COMBUSTION INTAKE WITH DAMPER
OR COMBUSTION AIR CONTROL DEVICE WHEN LOCATED ON AN
EXTERIOR WALL. FIREPLACE INSTALLATION AND VENTING SYSTEM MUST
CONFORM TO STANDARD ANSI Z21.88b 2008 CSA 2.33a 2008 VENTED GAS
FIREPLACE HEATERS AND NATIONAL FUEL GAS CODE, Z223.1, LATEST
EDITION.
11.NON-COMBUSTIBLE BACKER BOARD MUST BE USED TO SHEET IN
FRONT OF THE FIREPLACE EXTENDING A MIN. 6" BELOW, 12" ABOVE & 10"
AT SIDES. STANDARD SHEET ROCK MAY BE USED BEYOND THIS POINT IF
PER MANUF. RQMTS. BACKER BOARD MATERIALS SHALL MEET CRC
TABLE R702.4.2 STANDARDS, SUCH AS ASTM C1178 FOR GLASS MAT
BACKING PANELS AND ASTM C1288 FOR FIBER-CEMENT BACKER BOARD.
12. PROVIDE ADEQUATE COMBUSTION AIR FOR FUEL-BURNING
APPLIANCES AND WATER HEATERS WITH OPENING SHALL HAVE A FREE
AREA OF NOT LESS THAN 1 SQUARE INCH PER 1000 BTU/H (0.002 M2/KW)
OF THE TOTAL INPUT RATING OF APPLIANCES IN THE SPACE, BUT NOT
LESS THAN 100 SQUARE INCHES (0.065 M2). ONE OPENING SHALL
COMMENCE WITHIN 12 INCHES OF THE TOP OF THE ENCLOSURE, AND
ONE OPENING SHALL COMMENCE WITHIN 12 INCHES OF THE BOTTOM
OF THE ENCLOSURE (SEE FIGURE 701.5). THE DIMENSION OF AIR
OPENINGS SHALL BE NOT LESS THAN 3 INCHES .IT MUST HAVE
ADEQUATE VOLUME VOLUME SHALL BE NOT LESS THAN 50 CUBIC FEET
PER 1000 BRITISH THERMAL UNITS PER HOUR (BTU/H) (4.83 M3/KW).
TOTAL INPUT; ALL DOORS CLOSED). SCREENS SHALL BE NOT LESS
THAN 1/4 OF AN INCH (6.4 MM) MESH. [NFPA 54:9.3.7.2] PER 2022 CMC,
Section 701.
13.IF FURNACE OR WATER HEATER IS IN CRAWL SPACE THE APPLIANCE
SHALL BE ON A NON-COMBUSTABLE FLOORING OR SLAB FOR
MOUNTING OR ANCHORAGE W/ A MIN. 3 ” ABOVE GRADE AND LOCATED
NO MORE THAN 20 ’ FROM ACCESS OPENING. EQUIPMENT SUPPORTED
FROM ABOVE MUST HAVE 6 ” CLEAR ABOVE FINISH GRADE.
14.PROVIDE UNOBSTRUCTED PASSAGE WAY W/ SOLID FLOORING MIN.
24” WIDE BTWN ACCESS OPENING AND EQUIPMENT AND A 30 ” X 30”
PLATFORM ON SERVICE SIDE OF THE EQUIPMENT UNLESS THE
EQUIPMENT CAN BE SERVICED FROM THE ACCESS ENTRANCE.
15.HVAC SYSTEM DESIGN AND SIZING SHALL MEET CALGREEN SECTION
4.507.2 REQUIREMENTS. HEATING AND AIR CONDITIONING SYSTEMS
SHALL BE SIZED, DESIGNED, AND EQUIPMENT SELECTED USING THE
FOLLOWING METHODS:
a.THE HEAT LOSS AND HEAT GAIN IS ESTABLISHED ACCORDING TO
ANSI/ACCA 2 MANUAL J –
(RESIDENTIAL LOAD CALCULATION), ASHRAE HANDBOOKS OR OTHER
EQUIVALENT DESIGN SOFTWARE OR METHODS.
b.DUCT SYSTEMS ARE SIZED ACCORDING TO ANSI/ACCA 1 MANUAL D –
2014 (RESIDENTIAL DUCT SYSTEMS), ASHRAE HANDBOOKS OR OTHER
EQUIVALENT DESIGN SOFTWARE OR METHODS.
c.SELECT HEATING AND COOLING EQUIPMENT ACCORDING TO
ANSI/ACCA 3 MANUAL S – 2014 (RESIDENTIAL EQUIPMENT SELECTION)
OR OTHER EQUIVALENT DESIGN SOFTWARE OR METHODS.
EXCEPTION: USE OF ALTERNATE DESIGN TEMPERATURES NECESSARY
TO ENSURE THE SYSTEMS
FUNCTIONS ARE ACCEPTABLE.
MECHANICAL NOTES (MN):
1.THE CONTRACTOR SHALL, IN WRITING, CALL TO THE ATTENTION OF THE
DESIGNER ANY DISCREPANCIES BETWEEN SPECIFICATIONS, PLANS,
DETAILS OR SCHEDULES. THE DESIGNER WILL THEN INFORM THE
CONTRACTOR, IN WRITING, WHICH DOCUMENT TAKES PRECEDENCE.
2.FAILURE TO REPORT A CONFLICT IN THE CONTRACT DOCUMENTS
SHALL BE DEEMED EVIDENCE THAT THE CONTRACTOR HAS ELECTED TO
PROCEED IN THE MORE EXPENSIVE MANNER.
3.THE CONTRACTOR SHALL INVESTIGATE, VERIFY AND BE RESPONSIBLE
FOR ALL CONDITIONS AND DIMENSIONS OF THE PROJECT AND SHALL
NOTIFY THE DESIGNER ABOUT CONDITIONS REQUIRING MODIFICATION
BEFORE PROCEEDING WITH WORK.
4.DIMENSIONS:
a.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL
DIMENSIONS AND CONDITIONS AT THE JOB SITE AND TO CROSS CHECK
DETAILS AND DIMENSIONS SHOWN ON THE OVERALL DRAWINGS WITH
RELATED REQUIREMENTS ON THE STRUCTURAL, MECHANICAL, AND
ELECTRICAL PLANS
b.USE DIMENSIONS SHOWN RATHER THAN SCALING DRAWINGS.
c.ALL DIMENSIONS SHOWN ARE F.O.S. (FACE OF STUD) UNLESS
CENTERLINE IS SHOWN.
d.ALL DIMENSIONS ARE TO THE ROUGH UNLESS OTHERWISE SHOWN.
e.CEILING HEIGHT DIMENSIONS ARE FROM FINISHED FLOOR TO FINISH
FACE OF CEILING.
f.ALL DIMENSIONS SHALL BE VERIFIED IN THE FIELD BEFORE
PROCEEDING WITH THE WORK.
5.PRIOR TO THE START OF CONSTRUCTION, PROPERTY LINES MUST BE
SURVEYED. PRIOR TO FOUNDATION INSPECTION, SETBACK STAKES MUST
BE ESTABLISHED BY A LICENSED LAND SURVEYOR OR CIVIL ENGINEER TO
ENSURE THAT NEW CONSTRUCTION IS LOCATED IN ACCORDANCE WITH
THE APPROVED PLANS.
6.PROVIDE ALL NECESSARY ANCHORAGE BLOCKING, BACKING AND
FRAMING NOT NECESSARILY LIMITED TO THE INSTALLATION OF LIGHT
FIXTURES, FIRE EXTINGUISHERS, TOILET ACCESSORIES, BRACKETS,
HANDICAP EQUIPMENT, AND TOILET PARTITIONS.
7.ALL DOORS NOT LOCATED BY DIMENSION ON PLAN OR DETAIL SHALL BE
5” FROM FACE OF STUD TO FACE OF NEAREST DOOR BUCK OR CENTERED
ON ROOM.
8.DOOR SIZES INDICATED ON THE DRAWINGS ARE OPENING DIMENSIONS;
ALLOWANCES FOR THRESHOLDS, ETC. SHALL BE TAKEN FOR NET DOOR
SIZES.
9.DETAILS MARKED TYPICAL (TYP.) SHALL APPLY IN ALL CASES UNLESS
SPECIFICALLY INDICATED OTHERWISE.
10.WHERE NO SPECIFIC DETAIL IS SHOWN THE FRAMING OR
CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO THAT INDICATED FOR
LIKE CASES OF CONSTRUCTION ON THIS PROJECT.
11.THE CONTRACT DOCUMENTS INCLUDE THE OWNER / CONTRACTOR
CONTRACT, THE PROJECT MANUAL, DESIGN SPECIFICATIONS, APPROVED
SHOP DRAWINGS, THESE DRAWINGS, AND ANY DRAWINGS PROVIDED BY
INTERIOR DESIGNERS ASSOCIATED WITH THE PROJECT.
12.TEMPORARY NUMBERS MUST BE INSTALLED DURING CONSTRUCTION.
13.SKYLIGHT MANUF. TO BE “VELUX”
14.EACH EMERGENCY ESCAPE WINDOW ON THE FLOOR PLAN SHALL BE
LABELED. EMERGENCY ESCAPE WINDOWS SHALL HAVE A MINIMUM NET
CLEAR OPENING OF 5.7 SF. THE NET CLEAR OPEN HEIGHT SHALL BE 24 ”
AND WIDTH SHALL BE 20 ” DURING NORMAL OPERATION OF THE OPENING.
THE EMERGENCY ESCAPE OPENING SHALL HAVE THE BOTTOM OF THE
CLEAR OPENING NO HIGHER THAN 44 ” ABOVE THE FLOOR.
15.TEMPERED SAFETY GLAZING IS REQUIRED AT HAZARDOUS LOCATIONS.
TEMPERED GLAZING IS REQUIRED:
a.IN BOTH PANES OF FRENCH DOORS,
b.ADJACENT TO DOORS WHERE WINDOW IS W/IN 24 ” ARC OF EITHER
VERTICAL EDGE OF A DOOR IN A CLOSED POSITION AND LESS THAN 60 ”
ABOVE A WALKING SURFACE. MEASUREMENTS ARE FROM THE NEAREST
EXPOSED EDGE OF GLASS. (SEE EXCEPTIONS)
c.IN SHOWERS AND BATHTUBS ENCLOSURES INCLUDING WINDOWS IF
BOTTOM IS LESS THAN 60 ” ABV. STANDING SURFACE.
d.ADJACENT TO STAIRS, LANDINGS AND RAMPS WITHIN 36 ”
HORIZONTALLY OF A WALKING SURFACE, IF WITHIN 36 ” ABOVE THE PLANE
OF THE WALKING SURFACE. C R C §R 308 (ALL MEASUREMENTS ARE TO
NEAREST EXPOSED EDGE OF GLASS)
e.ALL EXTERIOR GLAZING PANES ARE REQUIRED TO BE TEMPERED WHEN
STRUCTURE IS SUBJECT TO W.U.I. GUIDELINES.
16.OPERABLE WINDOWS ON UPPER FLOORS MUST BE AT LEAST 36 ’’ FROM
THE FLOOR WALKING SURFACE. OTHERWISE PROVIDE FALL PROTECTION
FOR THE WINDOWS PER CRC R312.1. THE INTERMEDIATE RAILING TO BE
SPACED SUCH THAT A 4 ’’ DIAMETER SPHERE CANNOT PASS THROUGH.
17.ADDITION: VENT ATTICS AND ENCLOSED RAFTER SPACES W/ 1/150 OF
AREA AT EAVES – PROVIDE AT LEAST 1” AIRSPACE BETWEEN INSULATION
AND PLYWD. SHEATHING OR VENT SPACE W/ 1/300 OF ATTIC SPACE W/ AT
LEAST 40% BUT NOT MORE THAN 50% OF REQUIRED VENTILATION AREA
PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE
ATTIC OR RAFTER SPACE AND NOT MORE THAN 3 ’ BELOW THE RIDGE OR
HIGHEST POINT OF THE SPACE.
18. EXISTING ATTIC VENTS: VENT ALL ATTICS AND ENCLOSED RAFTER
SPACES W/ 1/150 OF AREA AT EAVES – PROVIDE AT LEAST 1” AIRSPACE
BETWEEN INSULATION AND PLYWD. SHEATHING OR VENT SPACE W/ 1/300
OF ATTIC SPACE W/ AT LEAST 40% BUT NOT MORE THAN 50% OF REQUIRED
VENTILATION AREA PROVIDED BY VENTILATORS LOCATED IN THE UPPER
PORTION OF THE ATTIC OR RAFTER SPACE AND NOT MORE THAN 3 ’ BELOW
THE RIDGE OR HIGHEST POINT OF THE SPACE.
19. VENTILATION OPENINGS FOR ENCLOSED ATTICS, ENCLOSED EAVE
SOFFIT SPACES, ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS
ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND
UNDERFLOOR VENTILATION OPENINGS SHALL BE FULLY COVERED WITH
NON-CORROSIVE METAL WIRE MESH WITH OPENINGS A MINIMUM OF 1/16 ”
(1.6 MM) AND NOT EXCEED 1/8 ”
20.PROVIDE ATTIC AND UNDER-STORY ACCESS LARGE ENOUGH TO
REPLACE / REMOVE EQUIPMENT BUT NOT LESS THAN 22 ” X 30” WITH 30”
HEADROOM W/ WEATHER STRIPS TO PREVENT BACK DRAFT.
21.ALL STAIRWAYS SHALL HAVE A 36” MIN. WIDTH AND 36 ” MIN. LANDING OR
FLOOR AT THE TOP AND BOTTOM. ALSO A MAX. RISE OF 7 ¾” / MIN. RUN OF
10” MEASURED FROM THE NOSING (11 ” WHERE NO NOSING). STAIRS SHALL
HAVE HANDRAILS ON EA. SIDE WITH A MIN. HEIGHT OF 34 ” AND A MAX. OF
38” WITH A GRASPABLE DIAMETER OF 1.25 ” MIN. AND 2” MAX.
1.PROVIDE A NON-REMOVABLE BACKFLOW PREVENTION DEVICE ON
ALL EXTERIOR HOSE BIBS, AND LAWN SPRINKLER / IRRIGATION
SYSTEMS.
2.INSTALL A SEISMIC SHUT-OFF VALVE AT GAS METER IF NONE EXIST.
3.USE COPPER PIPE ONLY FOR WATER SUPPLY PIPES. IN 1 AND 2-
STORY BUILDINGS USE CAST IRON FOR WASTE LINE VERTICAL DROPS
AND BTWN FLOORS OVER LIVING SPACE TO REDUCE SOUND AND ABS
PLASTIC FOR VENTS. PLASTIC PIPING IS NOT ALLOWED IN 3 OR MORE
STORY BLDG.
4.THE MINIMUM SLOPE FOR SANITARY LINES IS ¼” / FT
5.EA. PLUMBING VENT SHALL TERMINATE NOT LESS THAN 10 ’ FROM, OR
AT LEAST 3’ ABOVE ANY OPERABLE WINDOW, DOOR, OPENING, OR AIR
INTAKE. COMBINE PLUMBING VENTS AND TERMINATE ON THE NORTH
FACING ROOF PLANE WHERE POSSIBLE TO AVOID IMPACT ON FUTURE
SOLAR PANEL INSTALLATIONS. LOOP VENTS TO CONFORM TO CPC
Section 909.1
6.PROVIDE ACCESS TO ALL PLUMBING CLEAN-OUTS INCLUDING THOSE
UNDER FLOORS.
7.WATER HEATER IS TO HAVE A PRESSURE RELIEF VALVE AND DRAIN
PIPE SLOPING DOWNWARD TO THE EXTERIOR OF THE BUILDING W/
TERMINATION DOWNWARD. CONDENSATE DRAIN LINE TERMINATION
FOR TANKLESS WATER HEATERS AND HVAC EQUIPMENT SHALL
COMPLY WITH CPC SECTION 814.1 REQUIREMENTS.
8.ANY NEW WATER HEATER MUST COMPLY WITH THE REQUIRED “FIRST
HOUR RATING ” FOR THIS PROJECT PER CPC 501.0 AND TABLE 5-1.
9.FOR A WATER HEATER LOCATED IN AN ATTIC OR SPACE WHERE
DAMAGE MIGHT RESULT FROM A LEAKING WATER HEATER, A
WATERTIGHT PAN OF CORROSION RESISTANT MATERIAL SHALL BE
INSTALLED BENEATH THE WATER HEATER W/ A MIN. ¾” DIAM. DRAIN TO
AN APPROVED LOCATION.
10.WHERE A BACKFLOW PREVENTION DEVICES ARE INSTALLED, AN
APPROVED EXPANSION TANK SHALL BE INSTALLED AT THE WATER
HEATER.
11.APPLIANCES SHALL BE ACCESSIBLE FOR INSPECTION, SERVICE,
REPAIR AND REPLACEMENT WITHOUT REMOVING PERMANENT
CONSTRUCTION. A 30” X 30” PLATFORM OR S.O.G. SHALL BE PROVIDED
IN FRONT OF THE APPLIANCE.
12.INSTALL APPROVED AIR GAP FITTING AT DISHWASHER TO WASTE
CONNECTION PER CPC SEC. 807.3.
13.WATER CLOSET AND BIDETS MUST HAVE A MIN. OF 15 ” FROM CENTER
CLEAR ON EA. SIDE AND 24 ” CLEAR IN FRONT.
14.ALL NEW AND EXISTING PLUMBING FIXTURES SHALL COMPLY TO
ADOPTED CODE FOR WATER CONSERVATION REQMTS.
a.TOILETS / WATER CLOSETS TO USE NO MORE THAN 1.28 GALLONS
PER FLUSH
b.URINALS MAY US NO MORE THAN 0.5 GALLONS PER FLUSH
c.THE MAX, FLOW RATE FOR A SHOWER HEAD IS 1.8 GALLONS PER
MINUTE AT 80 PSI
d.INTERIOR FAUCETS MAY NOT EXCEED SPECIFIED FLOW RATES
e.RESIDENTIAL LAVATORY FAUCETS MUST NOT EXCEED 1.2 GALLONS
PER MINUTE AT 20 PSI
f.THE MIN. FLOW RATE OF RESIDENTIAL LAVATORY FAUCETS IS 0.8
GALLONS PER MINUTE AT 20PSI
15.PROVIDE SHOWERS, TUB AND TUB-SHOWER COMBINATIONS WITH
INDIVIDUAL CONTROL VALVES OF THE PRESSURE BALANCE OR THE
THERMOSTATIC MIXING VALVE TYPE INSTALLED AND ADJUSTED PER
MANUF. INSTRUCTIONS TO DELIVER A MAX. OF 120 DEG. F.
16.SHOWER STALLS SHALL BE A MINIMUM FINISHED INTERIOR OF 1,024
SQUARE INCHES, BE CAPABLE OF ENCOMPASSING A 30 INCH DIAMETER
CIRCLE. ANY DOORS SHALL SWING OUT OF THE ENCLOSURE HAVE A
CLEAR OPENING OF 22 INCHES MINIMUM. SHOWER SHALL HAVE A
WATER DAM W/ 2 ” MIN. AND 9” MAX. ABOVE THE HIGH POINT OF THE
SHOWER DRAIN. THE FINISH FLOOR OF THE SHOWER SHALL HAVE A
MIN. ¼” AND MAX. ½” PER FT. PITCH TO DRAIN. WATERPROOF
MEMBRANE TO EXTEND 3 ” MIN. ABOVE THE TOP OF THE DAM AT BACK
AND SIDES. CONTROL VALVES LOCATED TO BE ADJUSTABLE PRIOR TO
ENTERING THE SHOWER.
17.ALL GLASS BATH AND SHOWER ENCLOSURES AND DOORS SHALL BE
TEMPERED AND MAINTAIN NO LESS THAN 22 ” CLEAR OPENING
18.FIXED PANELS OF TEMPERED GLASS SHOWER ENCLOSURES MUST
BE ATTACHED TO THE FRAMING W/ CLIPS, TRACKS OR CHANNELS ON AT
LEAST TWO SIDES.
19.CEMENTITIOUS TILE BRD. TO BE USED UNDER TUB AND IN SHOWER
ENCLOSURES UNDER SMOOTH, HARD, NON-ABSORBENT TILE TO A
HEIGHT OF 72 “ MIN. ABOVE DRAIN INLET.
20.GAS LINE SIZING SHALL BE BASED ON CPC SECTION 1216
16.ATTIC FURNACE INSTALLATION SHALL COMPLY WITH MINIMUM
CLEARANCES PER CMC SECTION 904.2 AND ALL INSTALLATION
REQUIREMENTS PER CMC SECTION 904.10.
17.JOINTS OF DUCTWORK SHALL BE MADE AIRTIGHT BY MEANS OF
TAPE, MASTIC OR GASKETS. ALL JOINTS SHALL BE MECHANICALLY
FASTENED. ALL DUCTS SHALL BE SUPPORTED PER MANUFACTURER
INSTRUCTIONS. ALL DUCTS AND JOINTS SHALL BE SEALED AND
INSULATED TO A MIN. R4.2
18.CLOSURE SYSTEMS FOR RIGID AIR DUCTS AND PLENUMS SHALL BE
LISTED IN ACCORDANCE WITH UL 181A, FOR FLEXIBLE AIR DUCT
SYSTEM, CLOSURE SYSTEMS SHALL BE LISTED UL181B.
19.THE LOCATION OF DUCTS INSTALLED IN CRAWL SPACES SHALL NOT
OBSTRUCT ACCESS TO THE ANY AREA OF THE CRAWL SPACE. WHERE
ACCESS IS REQUIRED UNDER DUCTS THERE MUST BE 18 ” CLEAR.
FACTORY MADE DUCTS SHALL BE INSTALLED 4 ” CLEAR OF EARTH.
20.FOR APPLIANCES WITH VENTING SYSTEMS OTHER THAN DIRECT
VENTING, TERMINATIONS SHALL BE NOT LESS THAN 4 ’ BELOW OR 4 ’
HORIZONTALLY FROM, AND NOT LESS THAN 1 ’ ABOVE A DOOR, AN
OPERABLE WINDOW OR A GRAVITY AIR INLET INTO A BUILDING. THE
BOTTOM OF THE VENT TERMINAL SHALL BE AT LEAST 12 ” ABOVE GRADE.
21.PROVIDE MIN. ¾″ CONDENSATE DRAIN LINE TO APPROVED LOCATION
FROM COOLING EQUIPMENT OR COOLING COILS. FOR UNITS INSTALLED
IN ATTIC OR FURRED SPACE, PROVIDE SECONDARY DRAIN PAN AND
MIN. ¾″ DRAIN LINE OR PROVIDE A STANDING OVERFLOW AND
SEPARATE SECONDARY MIN. ¾″ DRAIN LINE FOR THE PRIMARY DRAIN
PAN. ROUTE THE SECONDARY DRAIN DISCHARGE TO AN APPROVED
LOCATION THAT CAN BE READILY OBSERVED.
22.PRIMARY RESIDENCE:
g.WATER HEATER FLUE SHALL EXTEND AT LEAST 3 ’ ABOVE THE
HIGHEST POINT WHERE IT PASSES THROUGH THE ROOF AND AT LEAST
2’ HIGHER THAN ANY PORTION OF A BUILDING WITHIN A HORIZ.
DISTANCE OF 10’
h.SIZE, INSTALL AND BALANCE THE HVAC / HEATING SYSTEM TO
PROVIDE ADEQUATE AIR VOLUMES, REDUCED AIR FLOW NOISE AND
PROPER TEMPERATURES IN EACH ROOM
i.INSTALL MANUALLY ADJUSTABLE BAFFLES IN EACH SUPPLY DUCT
FOR FUTURE BALANCING REQUIREMENTS.
23.PER THE CEC, ALL NEW LOW-RISE RESIDENTIAL BUILDINGS OR
ADDITIONS OF 1000 SF OR GREATER ARE REQUIRED TO HAVE A WHOLE-
BUILDING MECHANICAL VENTILATION SYSTEM. EXHAUST-ONLY
VENTILATION REQUIREMENTS (ASHRAE 62.2):
THE FOLLOWING IS A CHECKLIST OF THE MINIMUM BEST PRACTICES
GUIDE FOR WHOLE-BUILDING VENTING AND LOCAL VENTILATION
EXHAUST. THE VENTING SOLUTIONS MUST CONFORM TO THESE
PRACTICES IN ORDER TO COMPLY WITH ASHRAE 62.2
GENERAL REQUIREMENTS:
·DESIGN REQUIREMENTS SHOWN ON BUILDING DESIGN DRAWINGS
·COMPLIANCE WITH THE VENTILATION AIRFLOW REQUIREMENTS
DEMONSTRATED BY:
-PRESCRIPTIVE VENTILATION SYSTEM INSPECTION. VISUALLY
INSPECTING PRESCRIPTIVE DUCT SIZING AND FAN RATINGS
OR
-PERFORMANCE VENTILATION SYSTEM TESTING. TESTING TO
CONFIRM THE DELIVERY OF THE MINIMUM VENTILATION AIRFLOW
·COMPLETE, SIGN AND MAKE AN INSTALLATION CERTIFICATE (CF-6R-
MECH-05) AVAILABLE AT THE SITE
WHOLE-BUILDING VENTILATION:
·WHOLE-BUILDING EXHAUST VENTILATION SYSTEM MEETS THE
REQUIRED WHOLE-BUILDING VENTILATION AIRFLOW, WHICH IS CFM
WHOLE-BUILDING VENTILATION REQUIREMENT CALCULATIONS
EQUATION 4.1A (FROM ASHRAE 62.2):
QFAN = 0.01 X AFLOOR + 7.5 X (NBR + 1)
WHERE:
AFLOOR = CONDITIONED FLOOR AREA, FT²
NBR = NUMBER OF BEDROOMS; NOT TO BE LESS THAN ONE
QFAN = VENT. AIRFLOW REQUIREMENT = MIN. FAN AIRFLOW RATING,
(CFM)
PLUMBING NOTES (PN):
GENERAL NOTES (GN):
9. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED IN
DWELLING UNITS AND IN SLEEPING
UNITS WITHIN WHICH FUEL-BURNING APPLIANCES ARE INSTALLED AND IN
DWELLING UNITS THAT HAVE ATTACHED GARAGES. CARBON MONOXIDE
ALARM SHALL BE PROVIDED OUTSIDE OF EACH SEPARATE DWELLING UNIT
SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM(S) AND ON
EVERY LEVEL OF A DWELLING UNIT INCLUDING BASEMENTS. (R315)
10. 9. 4.408.1 CONSTRUCTION WASTE MANAGEMENT. RECYCLE AND/OR
SALVAGE FOR REUSE A MINIMUM OF 65 PERCENT OF THE NON-HAZARDOUS
CONSTRUCTION AND DEMOLITION WASTE IN ACCORDANCE WITH EITHER
SECTION 4.408.2, 4.408.3 OR 4.408.4, OR MEET A MORE STRINGENT LOCAL
CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT ORDINANCE.
REV DATE REMARKS
(E) DRIVEWAY
APN : 01016309
NO : 606
(E) WALK WAY
(E) CONCRETE SLAB
(E) AVOCADO TREE
(E)
ELECTRICAL
PANEL
100 AMPS
S
V
A
N
N
E
S
S
P.
L
.
5
6
.
3
'
(E) GARAGE
UP
UP
(E)
COVERED
PORCH
(E) VINYL
FENCE, 6' H.
(E) WOOD
FENCE, 6' H.
(E) WOOD
FENCE, 6' H.
(E) BLOCK
FENCE, 6' H.
(E) BLOCK
FENCE, 6' H.
(E) COVERED PATIO LAWN
LAWN
(E) LANDSCAPE
(E) LANDSCAPE
(E) TREE
P.
L
.
5
6
.
3
'
P.L. 125'
P.L. 125'
4" / 1'-0"4" / 1'-0"
6"
/
1
'
-
0
"
6"
/
1
'
-
0
"
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
2"
/
1
'
-
0
"
WATER METER
(E) GATE
(E) GAS
METER
(E) TREE
(E) CRAWL SPACE
ACCESS DOOR
(E) WOOD FENCE
36" H. WILL BE REMOVED
(E) WOOD FENCE
36" H. WILL BE REMOVED
(E) WOOD
FENCE, 6' H.
EXISTING HOUSE
UNDER SEPARATE PERMIT
(E) AC UNIT
15
'
-
0
"
10'-7"
1,600 SF OPEN SPACE
N.I.C
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
N.I.C
PREPARE A PORTION OF EXISTING YARD
FOR NEW CONSTRUCTION
AREA OF WORK
THE EXISTING WOODEN FENCE WILL BE
REMOVED ON THE SIDE OF THE PROPERTY
THE EXISTING WOODEN FENCE WILL BE
REMOVED ON THE SIDE OF THE PROPERTY
(E
)
S
I
D
E
S
E
T
B
A
C
K
5'
-
0
"
(E
)
S
E
T
B
A
C
K
1'
-
9
"
(E
)
S
I
D
E
S
E
T
B
A
C
K
14
'
-
1
1
"
(E) FRONT SETBACK
27'-0"
(E) REAR SETBACK
42'-9 1/2"
(E) GARAGE FRONT SETBACK
63'-9"
25
'
-
3
"
33
'
-
0
"
1'-0"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
1'-0"
1'
-
0
"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
15'-0"
(E) SETBACK
41'-0"
SITE
BUS STOP
PATH OF TRAVEL TO THE NEAREST
BUS STOP (0.3 MILES)
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
1
1
A
M
A1.0
B.N.
F.M.
EXISTING SITE
PLAN
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
3/16" = 1'-0"1 EXISTING SITE PLAN
SITE KEYNOTES
1 EXISTING CONCRETE PAD
2 WATER METER
3 EXISTING ELECTRICAL PANEL
4 PROPERTY LINE
5 EXISTING WOOD FENCE
6 EXISTING DRIVEWAY
7 EXISTING GAS METER
8 EXISTING GATE
9 EXISTING CRAWL SPACE ACCESS DOOR
10 EXISTING AC UNIT
4
21
N
O
R
T
H
0 2'-8"5'-4"10'-8"
SCALE: 3/16" = 1'-0"
1
4
3
6
5
5
5
7
8
9
10
8. ALL EXTERIOR DIMENSIONS ARE FROM FACE OF FINISH.
9. CONTRACTORS TO VERIFY ALL (E) DIMENSIONS AND CONDITIONS PRIOR TO
CONSTRUCTION.
10.CARE SHALL BE TAKEN TO ELIMINATE DAMAGE TO (E) MATERIALS AND SURFACES
DURING CONSTRUCTION. ANY DAMAGES TO EXISTING CONSTRUCTION SHALL BE REPLACED
OR REPAIRED AT NO ADDITIONAL COST.
11.INSULATION SHALL BE PROTECTED FROM DAMAGE, INCLUDING THAT DUE TO SUNLIGHT,
MOISTURE, EQUIPMENT MAINTENANCE & WIND. CELLULAR FOAL INSULATION SHALL BE
PROTECTED AS ABOVE OR PAINTED WITH A COATING THAT IS WATER RETARDANT &
PROVIDES SHIELDING FROM SOLAR RADIATION THAT CAN CAUSE DEGRADATION OF THE
MATERIAL.
REV DATE REMARKS
1 10.03.2024 City Correction
NOTE:
THE APPLICANT/PROPERTY OWNER
SHALL BE RESPONSIBLE FOR
CONFIRMING ALL EXISTING UTILITY
EASEMENTS AND CLEARANCE ON-
SITE THAT MAY AFFECT THE PROJECT.
1. PROPOSED ADU TO BE LOCATED IN THE REAR YARD AS INDICATED ON THE
SITE PLAN.
2. ALL LEVELS, DIMENSIONS AND ANGLES HAVE TO BE CHECKED AND VERIFIED
PRIOR TO COMMENCING ANY WORK ON SITE. VERIFICATION SHALL INCLUDE,
BUT NOT BE LIMITED TO:
A. MIN. SETBACKS TO PROPERTY LINES AS INDICATED ON THE SITE PLAN.
3. SMOKE AND CARBON MONOXIDE ALARMS ARE REQUIRED TO BE INSTALLED IN
RESIDENTIAL GROUP R OCCUPANCIES WHEN ALTERATIONS, REPAIRS, OR
ADDITIONS REQUIRING A BUILDING PERMIT OCCUR. SMOKE AND CARBON
MONOXIDE ALARMS SHALL BE INSTALLED PER MANUFACTURER'S
INSTRUCTIONS, AND APPLICABLE PROVISIONS OF CBC, CRC, CFC, AND COUNTY
OR MUNICIPAL STANDARDS.
ADDRESS IDENTIFICATION NOTES:
1. ADDRESS SPEC - THE ADDRESS IDENTIFICATION CHARACTERS SHALL
CONTRAST WITH THEIR BACKGROUND, AND EACH CHARACTER SHALL BE NOT
LESS THAN 4-INCHES IN HEIGHT WITH A STROKE WIDTH OF NOT LESS THAN 0.5-
INCH.
PUBLIC RIGHT OF WAY:
1. THERE IS AN EXISTING CURB CUT FOR THE PROPERTY, TO REMAIN. THE
PROJECT DOES NOT INCLUDE ANY WORK IN THE PUBLIC RIGHT OF WAY.
UTILITIES:
1. UTILITY CONNECTIONS ARE INDICATED ON THE SITE PLAN AND LABELED.
2. THE PROJECT CONTACT AND/OR THEIR LICENSED CONTRACTOR SHALL
CONFIRM THE LOCATION, SIZE AND CAPACITY OF ALL UTILITY LINES INCLUDING,
BUT NOT LIMITED TO, GAS SERVICE, WATER SERVICE, SEWER/WASTE SERVICE,
ELECTRICITY AND DATA SERVICE. THE PROPOSED SERVICE CONNECTIONS FOR
THE ADU SHALL BE VERIFIED AND DETERMINED TO BE VIABLE CONNECTION
PATHS PRIOR TO COMMENCING WORK ON THE PROJECT. IF ANY REQUIRED
UTILITY LINE OR CONNECTION IS MISSING, DISPLACED OR OTHERWISE
INACCURATE, THE CONTRACTOR AND/OR PROJECT CONTACT SHALL NOTIFY ALL
PARTIES AND A REVISION TO
THE PLANS SHALL BE MADE.
3. WATER SUPPLY:
ADU TO BE CONNECTED TO THE COLD WATER SUPPLY TO THE PRIMARY HOME.
4. SEWER:
ADU TO BE CONNECTED THE SEWER LINE ON THE PROPERTY.
5. ELECTRICAL ENERGY:
PROVIDE MAIN SWITCH FOR THE ADU IN THE MAIN HOUSE ELECTRICAL PANEL
BOARD. INSTALL ELECTRICAL PANEL IN THE ADU.
6. GAS:
ADU TO BE CONNECTED TO THE GAS SUPPLY TO THE PRIMARY HOME.
7. WATER MAINS AND SERVICES, INCLUDING METERS, MUST BE LOCATED AT
LEAST 10' HORIZONTALLY FROM OR AT LEAST 1' VERTICALLY ABOVE ANY
PARALLEL PIPELINE CONVEYING UNTREATED SEWAGE (SEWER LATERAL).
CALIFORNIA WATERWORKS STANDARDS, TITLE 22, CHAPTER 16, SECTION 64572.
GENERAL SITE PLAN NOTES:GENERAL SITE PLAN NOTES:
(E) DRIVEWAY
APN : 01016309
NO : 606
(E) CONCRETE SLAB
(E)
ELECTRICAL
PANEL
100 AMPS
S
V
A
N
N
E
S
S
P.
L
.
5
6
.
3
'
(E) GARAGE
UP
UP
(E)
COVERED
PORCH
(E) WOOD
FENCE, 6' H.
(E) BLOCK
FENCE, 6' H.
(E) COVERED PATIO
ADU
730 SF
LAWN
LAWN
(E) LANDSCAPE
(E) LANDSCAPE
(E) TREE
P.
L
.
5
6
.
3
'
P.L. 125'
P.L. 125'
4" / 1'-0"4" / 1'-0"
6"
/
1
'
-
0
"
6"
/
1
'
-
0
"
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
2"
/
1
'
-
0
"
WATER METER
(E) GAS
METER
(E) TREE
(E) WOOD FENCE
36" H.
(E) WOOD FENCE
36" H.
EXISTING HOUSE
(E) AC UNIT
10'-7"
N.I.C
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
N.I.C
4" / 1'-0"4" / 1'-0"
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
SE
T
B
A
C
K
25
'
-
3
"
SETBACK
5'-0"
WALL SEPARATION
15'-0"
WA
L
L
S
E
P
A
R
A
T
I
O
N
15
'
-
9
"
SE
T
B
A
C
K
5'
-
0
"
SETBACK
4'-0"
SE
T
B
A
C
K
4'
-
0
"
SE
T
B
A
C
K
24
'
-
3
"
1'
-
0
"
(N) CONCRETE PAD(N) WALK WAY
ENTRY
(E) AVOCADO
TREE
HAS BEEN APPROVED
UNDER SEPARATE PERMIT
4'
-
0
"
4'-0"
(N) 1GL. SHURBS
24” BOX CANOPY
TREE
(N) 5GL. SHURBS
24” BOX
CANOPY TREE
(N) 5GL. SHURBS
(N) 1GL. SHURBS
(N) 1GL. SHURBS
(N) 1GL. SHURBS
HARDSCAPE/PAVEMENT
PA
T
H
O
F
T
R
A
V
E
L
PATH OF TRAVEL
(N) SANDBAGS
(N) SANDBAGS
THE GRADE SHALL FALL NOT FEWER THAN 6IN WITHIN THE FIRST 10FT. WHERE LOT
LINES, WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6IN OF FALL WITHIN
10FT, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY
FROM THE STRUCTURE.IMPERVIOUS SURFACES WITHIN 10FT OF THE BUILDING
FOUNDATION SHALL BE SLOPED NOT LESS THAN 2% AWAY FOR THE BUILDING PER
2022 CRC, SECTION R401.3.
EXISTING 4" D SEWER LINE
NEW 4" D
SEWER LINE
(E) CLEANOUT CITY
LATERAL(E) CLEANOUT
NEW CLEANOUT
SE
D
I
M
E
N
T
B
A
R
R
I
E
R
(N) SANDBAGS
5% SLOPE 2% SLOPE
5%
5%
5%
5% SLOPE 5% SLOPE
2% SLOPE
2% SLOPE
2%THE PROPOSED ROOF
SHINGLES MATCHES
THE PRIMARY
DWELLING UNIT
MATERIAL, STYLE,
AND COLOR.
NOTE:
LOCATION OF DS
CONNECT TO EXISTING
DRAINS/ STORMWATE
GALVANIZED STEEL HALF
ROUND DORMER VENT. REFER
TO ATTIC CALCULATION ROOF
VENT W/ SCREEN ROOF VENTS
W/ WIRE MESH OF LESS THAN
1/4" OPENING
2.84 2.84
2.84
2.84 2.84
DOWNSPOUT
GRAY AREA:
PROTECT UNDERSIDE OF EAVE
WITH 1-HOUR PROTECTION
AND NO EAVE VENTS. TYPE X
GYPSUMSHEATHING UNDER
SOFFIT AND WALL MATERIAL (TYP.)
1'-0"
1'
-
0
"
1'-0"ENCLOSURE OF
TANKLESS W.H.
199,000BTU
MINI SPLIT
ELECTRICAL
SUB PANEL 100A
ASPHALT SHINGLE
CLASS A ESR 1475
TWO LAYERS OF
UNDERLAYMENT
INSTALLED
PER CRC TBL. R905.1.1(2)
(E
)
S
I
D
E
S
E
T
B
A
C
K
5'
-
0
"
(E
)
S
E
T
B
A
C
K
1'
-
9
"
(E
)
S
I
D
E
S
E
T
B
A
C
K
14
'
-
1
1
"
WALL SEPARATION
3'-0"
WALL SEPARATION
5'-0"
(E) FRONT SETBACK
27'-0"
(E) REAR SETBACK
42'-9 1/2"
(N) CANOPY
TREES
(E) GARAGE FRONT SETBACK
63'-9"
(N) CANOPY
TREES
WATER
HEATER
VENT
1'-0"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
1'-0"
1'
-
0
"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
(E) CRAWL SPACE
ACCESS DOOR
(E) SETBACK
41'-0"
3'
-
0
"
2'-6"
2'
-
6
"
2.84
RIDGE
VALL
E
Y
RI
D
G
E
VALL
E
Y
A5.0
9
A5.0
9 EAVE VENT,
SEE SPEEC.
EAVE VENT,
SEE SPEEC.
EAVE VENT,
SEE SPEEC.
4"
/
1
'
-
0
"
4" / 1'-0"
4"
/
1
'
-
0
"
2'-8"
2'
-
3
"
1'-0"
1'
-
0
"
1'-0"
1'
-
6
"
1"
C
O
P
P
E
R
P
I
P
E
RI
G
I
D
N
O
N
-
M
E
T
A
L
L
I
C
EL
E
C
T
R
I
C
A
L
C
O
N
D
U
I
T
4"
N
O
N
-
M
E
T
A
L
L
I
C
S
E
W
E
R
L
I
N
E
SEWER LINES - EXISTING AND PROPOSED
NEW LINES: 4" PVC SANITARY LINE WITH 1/4" -
1' MIN. FALL. JOINTS AND INSPECTIONS POINTS TO
COMPLY WITH APPLICABLE CODES
W W
WATER LINES - EXISTING AND PROPOSED
NEW LINES: 3/4" PVC WATER LINE. PIPES,
JOINTS AND CONNECTIONS TO COMPLY WITH
APPLICABLE CODES
GAS LINES - EXISTING AND PROPOSED
NEW LINES: 3/4" NATURAL GAS SUPPLY LINES. PIPES,
JOINTS AND CONNECTIONS TO COMPLY
WITH RELEVANT CODES
G G
ELECTRICAL SERVICE LINE TO ADUEE
COAX/DATA SERVICE LINE TO ADUDD
EXISTING WALLS TO REMAIN
PROPOSED WALLS
LANDSCAPE (PERMEABLE)
CONCRETE SURFACE (IMPERMEABLE)
TILE SURFACE (PERMEABLE)
GRAVEL (PERMEABLE)
W E G UTILITY METERS AND SHUT-OFFS:
WATER, ELECTRICAL, GAS
SHUT-OFF VALVE
WASTE LINE CLEANOUT
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
1
5
A
M
A1.1
B.N.
F.M.
PROPOSED SITE
PLAN
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
4
21
N
O
R
T
H
0 2'-8"5'-4"10'-8"
SCALE: 3/16" = 1'-0"
1
4
3
6
5
5
5
7
9
10
3/16" = 1'-0"1 PROPOSED SITE PLAN
DRAINAGE NOTES:
1. RAINWATER DISTRIBUTION OVER PERMEABLE AREA ON THE PROPERTY.
2. GRADING TO SLOPE 5% AWAY FROM THE WALLS, FOR MIN. 10'. WHERE LESS THAN 10' SPACE
IS AVAILABLE - SEE
BELOW.
3. SWALES ALONG SIDE WALLS OF THE ADU TO DIVERT STORMWATER TO THE STREET.
4. SWALES ALONG SIDE WALLS OF THE ADU TO DIVERT STORMWATER OVER PERMEABLE AREA
ON THE
PROPERTY (LANDSCAPE).
SITE PREPARATION NOTES:
1. TAKE NECESSARY PRECAUTIONS TO MINIMIZE DISTURBANCE OF EXISTING VEGETATION TO
REMAIN.
2. SOIL DISTURBANCE SHALL BE LIMITED TO THAT WHICH IS NECESSARY FOR SITE
PREPARATION AS DESCRIBED IN THIS SECTION INCLUDING UTILITY CONNECTIONS. PREVENT
WATER FROM RUNNING INTO EXCAVATED AREAS.
3. BACKFILL MATERIAL SHALL BE FREE OF ORGANIC MATTER AND ROCKS OR LUMPS OVER 6
INCHES (2 INCHES AT UTILITY TRENCHES). COMPACT BACKFILL TO AT LEAST 90 PERCENT
RELATIVE COMPACTION PER ASTM D-1557; IN LIFTS NOT EXCEEDING 8 INCHES UNCOMPACTED.
4. DEPRESSION FROM REMOVAL OF OBSTRUCTIONS SHALL BE OPENED TO WORKING SIZE;
REMOVE DEBRIS AND SOFT MATERIAL; BACKFILL AND COMPACT AS NECESSARY.
5. SURFACE DRAINAGE SHALL SLOPE 3% FROM BUILDING FOUNDATIONS FOR A MINIMUM OF 5
FEET AND AT LEAST 1% TO SUITABLE COLLECTION POINTS.
6. TRENCHING SHALL BE TRUE TO GRADES INDICATED. EXTEND UTILITY TRENCHES TO BE
SUFFICIENT DEPTH STANDARDS AND LOCAL CODES. PROPERLY SUPPORT TRENCHES.
7. UNUSUAL CONDITIONS NOT COVERED IN THE PROJECT, IF ENCOUNTERED, SHALL BE
BROUGHT TO THE ATTENTION OF THE PROJECT'S CONTACT AND RESOLVED ACCORDING TO
APPLICABLE CODES.
8. IF DEEMED NECESSARY, HAZARDOUS WASTE TESTING SHALL BE CONDUCTED INCLUDING
ASBESTOS TESTING & REMEDIATION.
9. STORM WATER DRAINAGE AND RETENTION SHALL BE FURNISHED DURING CONSTRUCTION.
MEANS OF DRAINAGE AND RETENTION AS FOLLOWS:
A. STORM WATER CONVEYED TO A PUBLIC DRAINAGE SYSTEM SHALL BE FILTERED BY A
BARRIER SYSTEM, WATTLES OR OTHER APPROVED METHOD.
B. IMPLEMENT STORM WATER MANAGEMENT METHODS PER THE JURISDICTION'S MUNICIPAL
CODE,
ORDINANCE, OR OTHER REQUIREMENTS.
C. GRADING AND PAVING SHALL BE CONDUCTED TO MANAGE SURFACE WATER INCLUDE
SWALES, WATER COLLECTION AND DISPOSAL SYSTEMS, FRENCH DRAINS, WATER RETENTION
GARDENS OR OTHER MEASURES AS INDICATED OR NECESSARY TO KEEP SURFACE WATER
AWAY FROM BUILDINGS AND AID IN GROUNDWATER RECHARGE.
10. AVOID LAND-DISTURBING WORK DURING ANY WET WEATHER SEASON. PROJECT CONTACT
TO VERIFY CLIMATE AND WEATHER FORECASTS PRIOR TO COMMENCING THE LAND-
DISTURBING WORK.
11. EXISTING VEGETATION TO REMAIN SHALL BE PROTECTED,
INSTALL APPROPRIATE/PROTECTIVE
FENCING/PERIMETER CONTROLS PRIOR TO COMMENCING WORK.
12. ALL IMPERVIOUS SURFACES SHALL BE SWEPT (NOT WASHED OR
HOSED DOWN), AND MAINTAINED FREE OF DEBRIS AND
ACCUMULATIONS OF DIRT.
13. ALL CONSTRUCTION WASTE SHALL BE CONTAINED ON SITE AND
COVERED, INCLUDING TRASH, PAINT, GROUT, CONCRETE, ETC. ANY
WASH OUT FACILITY SHALL BE CONTAINED, MAINTAINED, AND ITS
CONTENTS DISPOSED OF PROPERLY; NO MATERIAL SHALL BE
WASHED INTO THE STREET.
14. CATCH BASINS AND/OR DROP INLETS THAT RECEIVE STORM
WATER MUST BE COVERED OR OTHERWISE PROTECTED FROM
RECEIVING SEDIMENT, MUD, DIRT, OR ANY DEBRIS, INCLUDING PRIOR
GUTTER FILTRATION AS APPROPRIATE AND IN A MANNER NOT
IMPEDING TRAFFIC SAFETY.
15. PROPERLY INSTALLED SILT FENCE OR EQUIVALENT CONTROL
SHALL BE EVIDENT ALONG SITE PERIMETER TO PREVENT MOVEMENT
OF SEDIMENT AND DEBRIS OFF-SITE. NO SEDIMENT MAY LEAVE OR
RUNOFF THE SITE. PROJECT CONTACT SHALL VERIFY, IF APPLICABLE,
IF ADDITIONAL SLOPE STABILIZATION BMPS SHALL BE IMPLEMENTED
TO PREVENT SLOPE EROSION AND SEDIMENTATION ON-SITE AND
OFF.
16. ALL STOCKPILES SHALL BE CONTAINED AND COVERED WHEN NOT
ACTIVE, AND SECURED AT THE END OF EACH DAY. STOCKPILES
SHALL BE SECURELY COVERED OVERNIGHT, AND PRIOR TO, DURING,
AND AFTER RAIN EVENTS. NO MATERIALS SHALL LEAVE THE SITE OR
BE MOVED INTO THE STREET.
17. PROJECT CONTACT AND SUBCONTRACTORS MUST ENSURE ALL
CONSTRUCTION VEHICLES AND EQUIPMENT ARE MAINTAINED IN
WORKING ORDER, AND WILL NOT CAUSE DIRT, MUD, OIL, GREASE, OR
FUEL TO BE DISCHARGED OR TRACKED OFF-SITE INTO THE STREET.
SITE KEYNOTES
1 EXISTING CONCRETE PAD
2 WATER METER
3 EXISTING ELECTRICAL PANEL
4 PROPERTY LINE
5 EXISTING WOOD FENCE
6 EXISTING DRIVEWAY
7 EXISTING GAS METER
8 EXISTING GATE
9 EXISTING CRAWL SPACE ACCESS DOOR
10 EXISTING AC UNIT
SITE PLAN LEGEND
ATTIC VENTILATION CALCULATION UNIT #2
NEW ATTIC SPACE AREA 730 S.F.
REQUIRED VENTILATION 730 / 150 = 4.8 NFA SQ. FT.
4.8 X 144 = 691 SQ. INCHES OF NFA
(A LEAST 40% MINIMUM FOR RIDEG AND 60% MAXIMUM AT THE UPPER PORTION OF
THE ROOF EAVE)
691 40 % 276 SF IN ROOF VENTS (276 / 60 = 4.6 = 6 ROOF VENT PROVIDED )
691 60% 414 SF IN EAVE/ROOF VENTS (414 / 39 = 10.6 = 11 ROOF VENT PROVIDED )
REV DATE REMARKS
1 10.03.2024 City Correction
2 06.25.2025 City Correction
NOTE:
THE APPLICANT/PROPERTY OWNER
SHALL BE RESPONSIBLE FOR
CONFIRMING ALL EXISTING UTILITY
EASEMENTS AND CLEARANCE ON-
SITE THAT MAY AFFECT THE PROJECT.
2.84 ROOF VENT
2
2
2
2
2
2
EX. WALL TO REMAIN
EX. WALL TO BE REMOVED
AREA NOT IN
CONTRACT (N.I.C.)
EX. DOOR TO REMAIN
1
2
3
INTERIOR WALL
1 HOUR FIRE
RATED WALL
EXTERIOR WALL
FLOOR
CEILING
ROOF
2
B
3
C
1
A
TYPICAL, FIRE RATED WALL
2X4 WOOD STUDS @ 16" O.C. w/ 5/8"
TYPE 'X' GYP. ONE. SIDE W/ SOUND
INSULATION
INTERIOR WALL
2X4 WOOD STUDS @ 16" O.C. w/ 1/2"
BD. EA. SIDE w/ SOUND INSULATION
EXTERIOR WALL
1/2" GYP. BD. 2X4 WOOD STUDS @ 16"
O.C. INSULATION R -15 w/ 5/8"
PLYWOOD, 1" RIGID INSULATION,
BUILDING 2 LAYERS PAPER, AIR SPACE,
WOOD SIDING
(E)
ELECTRICAL
PANEL
100 AMP
(E) WOOD
FENCE, 6' H.
(E) WOOD
FENCE, 6' H.
(E) BLOCK
FENCE, 6' H.
(E) BLOCK
FENCE, 6' H.
(E) COVERED STORAGE
P.
L
.
5
6
.
3
'
(E) AVOCADO TREE
(E) TREE
(E) TREE
8'
-
6
"
17
'
-
3
1
/
2
"
WALL SEPARATION
5'-0"
WA
L
L
S
E
P
A
R
A
T
I
O
N
15
'
-
0
"
SETBACK
5'-0"22'-9 1/2"
WALL SEPARATION
15'-0"
SE
T
B
A
C
K
25
'
-
3
"
11
'
-
0
"
11
'
-
0
"
11'-5"
5'-0"
3'-4 1/2"
9'-2"
3'-4 1/2"
8'-9"
7'-10"
3'
-
0
"
2'
-
0
"
TEMP. GLASS
2'
-
0
"
2'
-
1
0
"
2'
-
1
0
"
6'
-
9
"
4'
-
3
"
KITCHEN
LIVING ROOM
MASTER BEDROOMBATH
WALK IN CLOSET
DINING ROOM
MASTER BATH
STACK.
LAUNDRY
REF.
SINK
DW
7'
-
8
"
9'-5"
8'-2 1/2"3'-0"2'-6"5"2'-6"1'-0"4'-0"1'-6 1/2"3'-0"4"3'-0"1'-6 1/2"
3'
-
1
1
"
3'
-
0
"
1'
-
7
"
25
'
-
9
1
/
2
"
SE
T
B
A
C
K
5'
-
0
"
31'-0"
SETBACK
5'-0"
1'-8 1/2"3'-0"4"3'-0"5'-8 1/2"2'-0"7'-0 1/2"3'-0"4"3'-0"1'-10 1/2"
TV
LANDING
3'
-
0
"
BEDROOM #2
A3
.
1
1
A3
.
1
2
A3
.
0
1
A3
.
0
2
2'-0"2'-10"3'-0"
5'
-
0
"
1'-7 1/2"
CLOSET
3'-10"2'-0"2'-4"
TEMP.
GLASS
DS DS
DS
DS
DS
(N) WALKWAY
ALL NONABSORBENT SURFACE MATERIAL
SHALL EXTEND TO A HEIGHT OF NOT
LESS THAN 6 FT ABOVE THE FLOOR
1/2"
THRESHOLD
SAFETY
GLAZING
NOTE:
IF SHOWER IS SERVED BY MORE THAN ONE SHOWERHEAD,
THE COMBINED FLOW RATE OF ALL SHOWERHEADS AND/OR
OTHER SHOWER OUTLETS CONTROL BY A SINGLE VALVE
SHALL NOT EXCEED 1.8 GPM AT 80 PSI. OR THE SHOWER
SHALL BE DESIGNED TO ALLOW ONLY ONE SHOWER OUTLET
TO BE IN OPERATION AT A TIME.
SINK CENTERED TO
KITCHEN WINDOW,
CONTRACTOR TO VERIFY
03
02
03
03
02
02
02
01
05
04
06
03
05
02
07
01 01 03 03
01
02
0101020101
DROPPED
CEILLING 8'-0"
EGRESS EGRESS
SAFETY GLAZINGSAFETY GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
TANKLESS
WATER
HEATER
199,000BTU
ALL NONABSORBENT SURFACE
MATERIAL SHALL EXTEND TO A
HEIGHT OF NOT LESS THAN 6 FT
ABOVE THE FLOOR
THE INTERIOR FINISHED FLOOR SHALL BE NOT
MORE THAN 1/2" LOWER THAN THE TOP OF THE
DOOR THRESHOLD. EXTERIOR DOOR LANDING
SHALL BE NOT MORE THAN 73/4IN BELOW THE
TOP OF THE DOOR THRESHOLD PER 2022 CRC,
SECTION R311.3.1
2.462.46
2.17
2.18
2.182.93
2.14
2.15
LOUVER
DOOR
2.51
2.50
03
3'
-
0
"
8'
-
0
"
(N) CANOPY
TREES
4'-0"
(N) CONCRETE PAD
MINI SPLIT
1
A3.2
ENTRY
SD
S/CSD
NATURAL LIGHT 8% REQUIRED
100 SQ. FT. X 8%= 8 SQ. FT.
WINDOW 01 X 2 = 24 SQ. FT. PROVIDED
NATURAL VENTILATION 4% REQUIRED
100 SQ. FT. X 4%= 4 SQ. FT.
WINDOW 01 X 2 = 24 SQ. FT. PROVIDED
24 SQ. FT. X 50%= 12 SQ. FT. PROVIDED
NATURAL LIGHT 8% REQUIRED
110 SQ. FT. X 8%= 8.8 SQ. FT.
WINDOW 01 X 2 = 24 SQ. FT. PROVIDED
NATURAL VENTILATION 4% REQUIRED
115 SQ. FT. X 4%= 4.4 SQ. FT.
WINDOW 01 X 2 = 24 SQ. FT. PROVIDED
24 SQ. FT. X 50%= 12 SQ. FT. PROVIDED
(N) CANOPY
TREES
2'-6"
2'
-
6
"
ENCLOSURE OF
WATER HEATER
ELECTRICAL
SUB PANEL
100A
3'
-
0
"
3'
-
0
"
9'-4 1/2"6'-8"
13
'
-
6
"
21'-10 1/2"
3'
-
0
"
4" SLAB UNDER MINI SPLIT UNIT
03
2
A3.2
2'-6"1'
-
1
0
"
ATTIC
ACCESS
MINI SPLIT
BLOWER
MINI SPLIT
BLOWER
MINI SPLIT
BLOWER
MINI SPLIT
BLOWER
COMMON AREA = 400 SQ.FT
PRIVATE AREA = 330 SQ.FT TOTAL AREA = 730 SQ.FT
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
1
9
A
M
A2.2
B.N.
F.M.
ADU FLOOR PLAN
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
0 1'-4"2'-8"5'-4"
SCALE: 3/8" = 1'-0"
2.14 36" GAS RANGE / OVEN AND OVERHEAD EXHAUST HOOD VENTED TO EXTERIOR
SEE MECHANICAL NOTES ON SHEET A0.2 FOR ADDITIONAL VENTING
REQUIREMENTS
2.15 36" KITCHEN SINK WITH GARBAGE DISPOSAL - VERIFY DIMENSIONS WITH
MANUFACTURER'S SPECIFICATIONS.
2.17 LAUNDRY-APPLIANCES, CABINETS AND FIXTURES AS SELECTED BY OWNERS,
INSTALL ENERGY STAR WASHERS DRYERS AS SELECTED BY OWNERS.
WASHING MACHINE SHALL MEET CEE TIER 2 REQUIREMENTS (MODIFIED
ENERGY FACTOR 20, WATER FACTOR 60).SEE INTERIOR DESIGN/CABINET
CONSUL TANT DRAWINGS FOR ADDITIONAL INFORMATION. INSTALL UTILITIES
FOR LAUNDRY APPLIANCES. SEE UTILITY PLANS FOR ADDITIONAL
INFORMATION. PROVIDE ELEVATED COUNTER OVER TOP OF FRONT LOADING
WASHER/DRYER AS REQUIRED COORDINATE WITH CABINET SUB
2.18 BATHROOMS: ALL FIXTURES AND FINISHES AS SELECTED. TANK TYPE
PORCELAIN WATER CLOSET . ENAMEL LAVS. PROVIDE PLUMBING PER CODE
FOR ALL FIXTURES AND SEPARATE SHOWER. MIRROR OVER LAVS AS
SELECTED BY INTRIOR DESIGN CONSULTANT OR CONTRACTOR.
2.46 DOWNSPOUT
2.50 PROPOSED NEW CLOSET DOOR
2.51 PROPOSED NEW POCKET DOOR
2.93 30" BUILT- IN ENERGY STAR REFRIGERATOR W/ WATER LINES FOR ICEMAKERS
GENERAL NOTES
1- CONTRACTOR SHALL NOT SCALE , DRIVER OR REQUEST DIMENSIONS FROM THE STRUCTURAL
ENGINEER,
PLUMBING ENGINEER,CIVIL ENGINEER OR ELECTRICAL ENGINEER... FOR ANY ITEMS ON THE
DOCUMENTS.
ALL DIMENSIONS NEEDED WILLBE REQUESTED OF THE DESIGNER IN WRITING IN THE FORM OF AN
RFI.(FAILURE TO
ADHERE TO THIS PROCESS WILLRESULT IN DENIAL OF CHANGE ORDERS )
2- GENERAL CONTRACTOR SHALL NOT EXCLUDE (ANY) PORTION OF WORK, OR RELATED WORK FOR
(ANY)PORTION OF THE WORK SHOWN OR REFERENCED ON THE DOCUMENTS.
A. ALL DIMENSIONS FOR THE PROJECT SHALL BE OBTAINED FROM THE DESIGNERURAL DRAWING,IN THE
EVENT THAT THEY ARE NOT PROVIDED THE GC SHALL ASK THE DESIGNER IN WRITING IN THE FORM OF
AN RFI.
B. IN THE EVENT OF ANITEM BEING UNCLEAR ON THE DRAWINGS DURING BIDDING,THE GC SHALL ASK(IN
A BID RFI)TO THE DESIGNER FOR THE INFO, THE GC SHALL ASK THIS INFO IN A TIMLY MANNER SO AS TO
GIVE THE DESIGNER TIME TO ANSWER AND DISTRIBUTETO ALL PARTIES. IN TEH EVENT THAT THE GC
FAILS TO CLARIFY THIS INFO DUE TO OVERLOOKING IT OR NOT RECEIVING AN ANSWER FORM
THEDESIGNER, GC SHALL IDENTIFY THE ITEM/S IN QUETION IN THEIR BID CLARIFICATIONS.
C. GC SHALL REVIEW ALL SUBCONTRACTOR SCOPE TO THE FULL-SET OF DOCUMENTS,IT IS GC
RESPONSIBILITY TO UNDERSTAND AND DISCUSS SUB-CONTRACTOR SCOPE ATTHE TIME OF BID TO THE
POINT THAT THEY FEEL COMFOR TABLE THAT THE DRAWING INTENT HAS BEEN SATISFIED. ANY
UNCLEAR ITEMS SHALL BE DISCUSSED WITH THE SUBCONTRACTOR TO CLARIFY THE NEED FOR A BID
RFI
3- ALL DIMENSIONS ARE TO STRUCTURE-FACE OF STUD OR STRUCTURE CONCRETE WALL.
4- GENERAL CONTRACTOR TO VERIFY ALL DOOR FRAME WIDTHS,COORDINATE WITH WALL TYPE
SCHEDULE FOR WALL THICKNESS REFER TO DOOR SCHEDULE.
5-PROVIDE OPENING FOR DOOR SIZE SCHEDULE, JAMBS ARE FLUSH AS SHOWN OR AS DIMENSIONED
GREEN CODE BUILDING
1. THE FLOW RATES FOR ALL PLUMBING FIXTURES SHALL COMPLY WITH THE
MINIMUM FLOW RATES IN TABLE 4.303.2/TABLE 9.403.2. (4.303.1
PLUMBING NOTES
1. PROVIDE A NON-REMOVABLE BACKFLOW PREVENTION DEVICE ON
ALL EXTERIOR HOSE BIBS, AND LAWN SPRINKLER / IRRIGATION
SYSTEMS.
WALL LEGEND
FLOOR PLAN GENERAL NOTES:FLOOR PLAN GENERAL NOTES:
1. SEE SHEET A4.0 FOR ASSEMBLIES AND ROOM FINISH, WINDOWS, DOORS SCHEDULE.
2. SEE SHEET A2.2 FOR ELECTRICAL APPLIANCE SCHEDULE.
3. SMOKE ALARM SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP AND SHALL BE
INSTALLED IN ACCORDANCE WITH NFPA 72.
4. CARBON MONOXIDE ALARM SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP.
ATTIC ACCESS:
1. 22"X30" MIN. W/ WEATHER-STRIP OR SEAL TO PREVENT DRAFTS. DOUBLE FRAMING
PERPENDICULAR TO ROOF RAFTER TIES'/CEILING JOISTS' SPAN.
ROOF PLAN GENERAL NOTES:
1. NOT IN USED.
2. FOR PLUMBING AND/OR DUCTING VENTS, IF APPLICABLE, INSTALL GALVANIZED IRON ROOF
JACKS, AS REQUIRED.
PROPOSED KEYNOTES
N
O
R
T
H
3/8" = 1'-0"1 ADU FLOOR PLAN
AGING-IN-PLACE REQUIREMENTS
A. REINFORCEMENT FOR GRAB BAR INSTALLATION FOR BATHROOMS SHALL BE PROVIDED. (R327.1.1)
I. AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH
REINFORCEMENT INSTALLED. IF THERE IS NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE ON THE SECOND OR
THIRD FLOOR OF THE DWELLING SHALL COMPLY.
1. REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING
AGENCY.
2. REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER OR OTHER CONSTRUCTION MATERIAL
PROVIDING EQUAL HEIGHT AND LOAD
CAPACITY.
3. REINFORCEMENT SHALL BE LOCATED BETWEEN 32 INCHES AND 39¼ INCHES ABOVE FINISHED FLOOR FLUSH WITH THE
WALL FRAMING.
4. WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL
AND THE BACK WALL.
5. SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED.
6. BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE
BATHTUB AND THE BACK WALL.
ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE
LOCATED NO MORE THAN 6 INCHES
ABOVE THE BATHTUB RIM.
B. ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS INTENDED TO BE USED BY OCCUPANTS SHALL BE
LOCATED NO MORE THAN 48 INCHES MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES
MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR UNLESS EXCEPTION MET. (R327.1.2)
C. INTERIOR DOOR WIDTH (AT LEAST ONE BEDROOM DOOR AND ONE BATHROOM DOOR WITH 32 ” CLEAR OPENING),
EFFECTIVE JULY 1, 2024 (R327.1.3)
D. DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES ABOVE EXTERIOR FLOOR OR
LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL HEIGHT REQUIREMENT
CANNOT BE MET FOR INTEGRATED DOORBELL FEATURES, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO
BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE
TOP OF THE DOORBELL BUTTON OR CONTROL.
REV DATE REMARKS
1 10.03.2024 City Correction
2 06.25.2025 City Correction
2
2
2
2
2
22
2
2
SERVICE LOAD CALCULATION
TOTAL GENERAL LOAD :10,454VA
DWELLNG INFORMATION:
FLOOR AREA :
HEATER TYPE :
DRYER :
OVEN:
COOKTOP :
730 SQFT
GAS
GAS
N/A
GAS
GENERAL LOAD :
GENERAL LIGHTING(FLOOR AREA X 3VA/SFT) :
SMALL APPLIANCE(2-20ACK BY CEC210.11):
LAUNDRY(1-20ACKT BY CEC210.11) :
BATHROOM(1-20ACKT BY CEC210.11) :
DISHWASHER :
MICROWAVE OVEN :
GRABAGE DISPOSAL :
BATHROOM FANS :
GARAGE DOOR OPENER :
DRYER :
OVEN :
REFRIGERATOR :
COOKTOP :
2190VA
3000VA
1500VA
0VA
1500VA
0VA
864VA
400VA
0VA
0VA
0VA
1000VA
0VA
FIRST 10 KVA AT 100% :
REMAINDER AT 40% (454VA X O.4) :
SUBTOTAL GENERAL LOAD :
10000VA
182 VA
10,182 VA
AIR CONDITIONING KVA CALCULATION :
OUTDOOR CONDENSING UNIT :
INDOOR FANCOIL UNIT :
TOTAL AC LOAD :
4152VA
0VA
WATER HEATER :
CAR CHARGER :
0VA
0VA
PROVIDED SERVICE RATING :100 AMPS
CALCULATED LOAD FOR SERVICE :
(10,182 VA+4,152 VA+0VA)/240V= 60 A(SERVICE RATING)
4152VA
GROUNDING
ELECTRODE
CONDUCTOR
GROUNDING
ELECTRODE
BOLTED-TYPE CONNECTION
DEVICE OR EXOTHERMIC WELD
NONMETALLIC PROTECTIVE
SLEEVE
NO. 4 AWG OR LARGER BARE
COPPER CONDUCTOR OR STEEL
REINFORCING BAR OR ROD NOT
LESS THAN 1/2" IN. DIAMETER
2 IN.
MINIMUM
CONCRETE FOUNDATION
20 FT
MINIMUM
1'
-
6
"
3'
-
8
"
4'
-
0
"
5'
-
0
"
6'
-
6
"
MI
N
.
7
'
-
6
"
FINISHED FLOOR
OUTLETS ABOVE THE FLOOR
LIGHT SWITCHES
OUTLETS ABOVE THE
COUNTERTOP
THERMOSTAT
ELECTRICAL PANEL
TO BE MOUNTED AT
HIGHEST POINT IN ROOMSD
NOTE :
COMBINATION SMOKE & CO
ALARMS
SMOKE ALARM SHALL BE
INTERCONNECTED HARDWIRED
WITH BATTERY BACKUP AND
SHALL BE INSTALLED IN
ACCORDANCE WITH NFPA 72.
CARBON MONOXIDE ALARM BE
INTERCONNECTED HARWARD
WITH BATTERY BACKUP
NOTE :
-SMOKE ALARM SHALL BE INSTALLED NOT LESS
THAN 3FT HORIZONTALLY FROM THE DOOR OF THE
BATHROOM PER 2022 CRC, SECTION R314.3.
-SMOKE ALARMS SHALL BE INSTALLED A MINIMUM
OF 20FT HORIZONTAL DISTANCE FROM A
PERMANENTLY INSTALLED COOKING APPLIANCE OR
PLEASE SHOW THAT IONIZATION OR
PHOTOELECTRIC SMOKE ALARMS SHALL BE
PROVIDED IN ACCORDANCE WITH 2022 CRC,
SECTION R314.3.3 ITEM 4 EXCEPTION.
NOTE :
SCREENS OR OTHER DEVICES THAT
OBSTRUCT THE FLOW OF THE EXHAUST
DUCT SHALL NOT BE USED AT CLOTHES
DRYER EXHAUST DUCTS IN ACCORDANCE
WITH 2022 CMC, SECTION 504.4
NOTE :
CLOTHES DRYER MOISTURE
EXHAUST DUCT MUST BE IN 4-IN.
IN DIAMETER AND LENGTH IN
LIMITED TO 14-FT. WITH 2 ELBOWS.
THE DUCT LENGTH SHALL BE
REDUCED BY 2-FT. FOR EVERY
ELBOW IN EXCESS OF TWO.
NOTE :
1. A RESERVED SINGLE POLE
CIRCUIT BREAKER SPACE SHALL
BE PROVIDED IN THE ELECTRICAL
PANEL ADJACENT TO THE CIRCUIT
BREAKER FOR THE BRANCH
CIRCUIT AND LABELED WITH THE
WORDS "FUTURE 240V USE." PER
2022 CALIFORNIA ENERGY CODE,
SECTION 150.0(N)1.A
NOTE :
GROUNDING ELECTRODE
SYSTEM FOR THE NEW
SUBPANEL SHALL BE PROVIDED
IN ACCORDANCE WITH 2022 CEC,
ARTICLE 250.32.
NOTE:
ADD DOUBLE PROTECTION
OUTLET AFCI AND GFCI PER
SECTION 210.8A 910 AND
210.12 OF CEC 2022 FOR
LAUNDRY AND KITCHEN AREA.
NOTE :
PANEL LOAD SCHEDULES
AND SINGLE LINE DIAGRAMS
TO BE PROVIDED DURING
INSPECTION.
NOTE :
PLUMBING INSPECTOR TO VERIFY IF GRIT TRAP FROM
PERFORATED PIPE REQUIRED PRIOR TO SS TIE IN.
LICENSE PLUMBER TO INCREASE GAS LINE IF REQUIRE
VERIFIED FIELD CONDITIONS, BENDS, LENGTH... IN FIELD
SD
REF.
SINK
DW
TANKLESS
WATER
HEATER
199,000BTU
MINI SPLIT
UNIT
LIGHT
LIGHT
3'
-
0
"
3'-0"
3'
-
0
"
3'
-
0
"
EQEQ
3'-0"
3'
-
0
"
3'
-
0
"
3'-0"
EQ
EQ
GFCI GFCI
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCI
GFCI
GF
C
I
GF
C
I
FAN
VACANCY
SENSOR
FAN
15"
SMALL APPLIANCE
20 AMP
G.D
20A
42"
KITCHEN
HOOD
15"
42"
42"
220
WP
WPWP
20A
42"
VACANCY
SENSOR
S/CSD
AF
C
I
AFCI
AFCI
AF
C
I
AFCI
AF
C
I
AFCI
AFCI
AFCI
AF
C
I
AFCI
TV
/
D
A
T
A
DELTA BREEZSLIM
70 CFM WITH HUMIDITY SENSOR
CFM EXHAUST BATH FAN, WHITE
NOTE :
EVERY KITCHEN SHALL HAVE HOOD TO THE
OUTSIDE OF THE BUILDING W/ MIN. LESS
THAN 750 SF REQUIRES 85% CE OR 280 CFM .
6” DIAM. EQUIPPED WITH BACKDRAFT
DAMPER, THAT HAS A MAXIMUM SOUND
RATING OF 3-SONES AND THE REQUIREMENT
FOR HERS VERIFICATION.
P.
L
.
5
6
.
3
'
NOTE :
LUMINAIRES TO BE CONTROLLED
BY EITHER DIMMERS OR
VACANCY SENSORS IN DINING
ROOM AND LIVING ROOM.
NOTE :
WATER PIPING SHALL MEET THE INSULATION REQUIREMENTS OF 2022 CALIFORNIA
ENERGY CODE, SECTION 150.0(J)2.A.
ALL DOMESTIC HOT WATER PIPING SHALL BE INSULATED AS SPECIFIED IN SECTION 609.11
OF THE CALIFORNIA PLUMBING CODE. IN ADDITION, THE FOLLOWING PIPING CONDITIONS
SHALL HAVE A MINIMUM INSULATION WALL THICKNESS OF 1 INCH OR A MINIMUM
INSULATION R-VALUE OF 7.7:
I. THE FIRST 5 FEET (1.5 METERS) OF COLD WATER PIPES FROM THE STORAGE TANK.
II. ALL HOT WATER PIPING WITH A NOMINAL DIAMETER EQUAL TO OR GREATER THAN 3/4
INCH (19 MILLIMETER) AND LESS THAN 1 INCH.
III. ALL HOT WATER PIPING WITH A NOMINAL DIAMETER LESS THAN 3/4 INCH THAT IS:
A. ASSOCIATED WITH A DOMESTIC HOT WATER RECIRCULATION SYSTEM;
B. FROM THE HEATING SOURCE TO THE KITCHEN FIXTURES;
C. FROM THE HEATING SOURCE TO A STORAGE TANK OR BETWEEN STORAGE TANKS;
OR
D. BURIED BELOW GRADE.
GF
C
I
WP3D
AFCIAFCI
P-SWP
WP WP
CONTROLLED BY A MANUAL ON AND OFF SWITCH THAT
DOES NOT OVERRIDE TO ON THE AUTOMATIC ACTIONS OF
ITEMS B) OR C) BELOW; AND
B) CONTROLLED BY PHOTOCELL AND MOTION SENSOR.
CONTROLS THAT OVERRIDE TO ON SHALL NOT BE ALLOWED
UNLESS THE OVERRIDE AUTOMATICALLY REACTIVATES THE
MOTION SENSOR WITHIN 6 HOURS; OR CONTROLLED BY
ONE OF THE FOLLOWING METHODS:
I) PHOTOCONTROL AND AUTOMATIC TIME SWITCH CONTROL.
II) ASTRONOMICAL TIME CLOCK.
III) ENERGY MANAGEMENT CONTROL SYSTEM.
KITCHEN
LIVING ROOM
MASTER BEDROOM
BATH
WALK IN CLOSET
DINING ROOM
MASTER BATH
STACK.
LAUNDRY
BEDROOM #2
CLOSET
ENTRY
3'
-
0
"
EQ
EQ
3'-0"
72"
GFCIWP
(E) AVOCADO TREE
(N) WALKWAY
(N) CONCRETE PAD
3D
20A
MINI SPLIT
BLOWER MINI SPLIT
BLOWER
MINI SPLIT
BLOWER MINI SPLIT
BLOWER
SYMBOLS
SINGLE POLE SWITCH SCONCE FIXTURE: UP LIT - LED
D= DIMMER
V = MANUAL ON, AUTO OFF SCONCE: UP AND DOWN LIT - LED
WP = WATER PROOF
T = TIMER SWITCH
THREE-WAY DIMMER SWITCH FLUORESCENT FIXTURE
SINGLE OUTLET EXHAUST FAN w/100 CFM MIN.
FAN w/100 CFM MIN.
EXTERIOR LIGHT V = W/ MANUAL ON, AUTO OFF
H = W/ AUTO ON HUMIDISTAT SENSOR
DUPLEX OUTLET EXHAUST FAN w/50 CFM MIN.
WP = WATER PROOF V = MANUAL ON, AUTO OFF
GFCI = GROUND FAULT CIRCUIT INTER. H = W/ AUTO ON HUMIDISTAT SENSOR
AFCI = ARC FAULT CIRCUIT INTER.
USB
QUADROPOLE OUTLET SURFACE MOUNTED FIXTURES
M = MOTION SENSOR
P = MOTION SENSOR W/ PHOTO SENSE
E = HIGH EFFICIENCY
WALL MOUNTED LAMP LV = LOW VOLTAGE
MOTION SENSOR/PHOTOCELL.
SPEAKER
220V OUTLET RECESSED FIXTURE-LED
R = RANGE OUTLET
D = CLOTHES DRYER OUTLET
H = RADIANT HEATER H3 WALL MOUNTED FIXTURE - LED
SPECIAL-PURPOSE OUTLET HOME SECURITY PANEL
DW = DISHWASHER OUTLET
GD = GARBAGE DISPOSAL
S = STEAM SHOWER SMOKE DETECTOR
CARBON MONOXIDE DETECTOR
CLOCK OUTLET SMOKE & CARBON MONOXIDE DETECTOR
EXIT LIGHT OUTLET HOSE BIB
DATA OUTLET 1.SWITCHES TO BE 42" ABV. FF UON
T = TELEPHONE 2. OUTLETS TO BE 15" ABV. FF UON
TV = TELEVISION 3. OUTLETS ABV. COUNTER TOPS TO BE
EN = ETHERNET 42" ADV. FF UON
M = MULTI (TELE./TV/EN)
J BOX COVE LIGHTING
CAMERA DIFFUSER
RECESSED LINEAR LIGHT VACANCY SENSOR
CL
.
C
SD
S
HB
3D
W
PP
-
S
S/C
R
0 1'-4"2'-8"5'-4"
SCALE: 3/8" = 1'-0"
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
2
2
A
M
A2.3
B.N.
F.M.
ELECTRICAL
PLAN
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
3" = 1'-0"2 GROUNDING ELECTRODE
3/8" = 1'-0"1 ELECTRICAL PLAN
1. FRIDGE (20 AMP)
2. COOKTOP/RANGE (20 AMP, 120/240V)
3. RANGE HOOD (15-20 AMP)
4. COUNTERTOP RECEPTACLES (2 CIRCUITS, 20 AMP)
5. KITCHEN LIGHTING (15-20 AMP)
6. EACH ROOM/HALLWAY SHALL HAVE SEPARATE CIRCUITS FOR LIGHTS AND
RECEPTACLES (20 AMP)
7. WALL MOUNTED AIR CONDITIONERS (20 AMP EACH)
8. BATHROOM RECEPTACLES AND LIGHTS (20 AMP)
9. BATHROOM FAN (20 AMP)
10. DINING ROOM: SEPARATE (20 AMP) CIRCUIT FOR ENTERTAINMENT CENTER
11. WASHER AND DRYER (GAS: 20 AMP OR ELECTRIC: 30 AMP)
FIXTURE MOUNTING HEIGHTS
1. WHOLE BUILDING VENTILATION PER ASHRAE STANDARD 62.2, SOLUTION: EXHAUST VENTILATION THROUGH BATHROOM FAN(S).
2. THE BATH FAN(S) RUNS INTERMITTENTLY ON A TIMER (100 CFM EVERY 4 HOURS FOR 1 HOUR, WITH MANUAL OVERRIDE) AND WHILE IT IS RUNNING,
FRESH AIR SHALL BE PULLED FROM THE OUTSIDE.
HEATING AND COOLING:
1. INSTALL MINI SPLIT OUTDOOR COMPRESSOR AND INDOOR WALL UNITS.
2. UNITS LOCATION PER ELECTRICAL PLAN.
3. INSTALLATION, PIPING AND CLEARANCES ACCORDING TO MANUFACTURER'S RECOMMENDATIONS
ELECTRICAL SYSTEM TO BEELECTRICAL SYSTEM TO BE
INSTALLED WITH SEPARATECIRCUITS FOR:INSTALLED WITH SEPARATECIRCUITS FOR:
METHOD OF VENTILATION:METHOD OF VENTILATION:
NOTE :
WATER PIPING SHALL MEET THE INSULATION
REQUIREMENTS OF 2022 CALIFORNIA ENERGY CODE,
SECTION 150.0(J)2.A.
ALL DOMESTIC HOT WATER PIPING SHALL BE
INSULATED AS SPECIFIED IN SECTION 609.11 OF THE
CALIFORNIA PLUMBING CODE. IN ADDITION, THE
FOLLOWING PIPING CONDITIONS SHALL HAVE A
MINIMUM INSULATION WALL THICKNESS OF 1 INCH
OR A MINIMUM INSULATION R-VALUE OF 7.7:
I. THE FIRST 5 FEET (1.5 METERS) OF COLD WATER
PIPES FROM THE STORAGE TANK.
II. ALL HOT WATER PIPING WITH A NOMINAL
DIAMETER EQUAL TO OR GREATER THAN 3/4 INCH (19
MILLIMETER) AND LESS THAN 1 INCH.
III. ALL HOT WATER PIPING WITH A NOMINAL
DIAMETER LESS THAN 3/4 INCH THAT IS:
A. ASSOCIATED WITH A DOMESTIC HOT WATER
RECIRCULATION SYSTEM;
B. FROM THE HEATING SOURCE TO THE KITCHEN
FIXTURES;
C. FROM THE HEATING SOURCE TO A STORAGE
TANK OR BETWEEN STORAGE TANKS; OR
D. BURIED BELOW GRADE.
NOTE :
PLUMBING INSPECTOR TO VERIFY IF GRIT TRAP
FROM
PERFORATED PIPE REQUIRED PRIOR TO SS TIE IN.
LICENSE PLUMBER TO INCREASE GAS LINE IF
REQUIRE VERIFIED FIELD CONDITIONS, BENDS,
LENGTH... IN FIELD
GENERAL ELECTRICAL NOTES FOR
NEW DETACHED RESIDENTIAL
1. WATER HEATING SYSTEM (WATER HEATER) – (SECTION 150.0(N))
A. SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE
INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A SPACE AT LEAST 2.5
FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR THE FUTURE
INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH) BY MEETING
EITHER A OR B LISTED UNDER SECTION 150.0(N).
I. IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER:
A. A DEDICATED 125 VOLT, 20 AMP ELECTRICAL RECEPTACLE THAT IS
CONNECTED TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR,
10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER
HEATER.
II. ISOLATE BOTH ENDS OF THE UNUSED CONDUCTOR.
B. A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL
PANEL ADJACENT TO THE CIRCUIT BREAKER
C. A CONDENSATE DRAIN THAT ALLOWS NATURAL DRAINING OF THE
WATER HEATER.
D. . IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER
HEATER: SEE ADDITIONAL CODE REQUIREMENTS.
B. WHEN A SECOND WATER HEATER IS INSTALLED AS PART OF THE
ADDITION SHALL COMPLY WITH SECTION (150.2(A)(D). ENERGY STORAGE
SYSTEM (ESS) READY: ALL SINGLE-FAMILY RESIDENCES THAT INCLUDE
ONE OR TWO DWELLING UNITS, AND ADU SHALL MEET THE FOLLOWING:
A. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED:
I. ESS READY INTERCONNECTION EQUIPMENT [AUTO TRANSFER SWITCH
AND PANEL] WITH A MINIMUM BACKED-UP CAPACITY OF 60 AMPS AND A
MINIMUM OF FOUR ESS-SUPPLIED BRANCH CIRCUITS, OR
II. A DEDICATED, MINIMUM 1” RACEWAY FROM THE MAIN SERVICE TO A
SUBPANEL THAT SUPPLIES THE BRANCH CIRCUITS IN SECTION 150.0(S)(2).
B. A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE SUPPLIED BY THE ESS:
THE REFRIGERATOR, ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE
PRIMARY EGRESS, AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING
ROOM RECEPTACLE OUTLET.
C. THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225
AMPERES WITH SPACE TO INSTALL FUTURE ISOLATION
EQUIPMENT/TRANSFER SWITCH WITHIN 3 FEET. HEAT PUMP SPACE
HEATER (FURNACE) READY: SYSTEM USING GAS FURNACE TO SERVE
INDIVIDUAL DWELLING UNITS SHALL INCLUDE A DEDICATED 240 VOLT,
MINIMUM 30 AMPS BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3-
FT FROM THE FURNACE FOR A FUTURE HEAT PUMP SPACE HEATER
INSTALLATION. ELECTRIC COOKTOP READY: SYSTEM USING GAS TO SERVE
INDIVIDUAL DWELLING UNITS SHALL INCLUDE A DEDICATED 240 VOLT,
MINIMUM 50 AMPS CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3-FT FROM
THE COOKTOP FOR A FUTURE ELECTRIC COOKTOP INSTALLATION.
ELECTRIC CLOTHES DRYER READY: CLOTHES DRYER USING GAS TO SERVE
INDIVIDUAL DWELLING UNITS SHALL INCLUDE A DEDICATED 240 VOLT,
MINIMUM 30 AMPS BRANCH CIRCUIT WIRING SHALL BE INSTALLED 3-FT
FROM THE CLOTHES DRYER LOCATION FOR A FUTURE ELECTRIC CLOTHES
DRYER INSTALLATION.
REV DATE REMARKS
2 06.25.2025 City Correction
2 2
22
FINISH GROUND0' - 0"
EXISTING HOUSE RIDGE15' - 0"
ADU FINISH FLOOR0' - 6"
CEILING8' - 6"
ADU RIDGE13' - 1"
PR
O
P
E
R
T
Y
L
I
N
E
WALL SEPARATION
15'-0"
REAR SETBACK
5'-0"
EXISTING HOUSE
01010303
02
VI
F
3'
-
0
"
VI
F
3'
-
0
"
VI
F
4'
-
0
"
2.58
2.43
2.46SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
01
2.46
2.46
ALL NEW WINDOWS WILL BE MULTI-LITE
WINDOWS. ALL NEW EXTERIOR DOORS
SHALL BE FRENCH MULTI-LITE DOORS.
4" WOOD SIDING
MATCH EXISTING
2'
-
0
"
2'
-
0
"
5 1/2"
2"
3
1
/
2
"
OVERHANG
1'-0"OVERHANG
1'-0"
SETBACK
4'-0"
WALL SEPARATION
3'-0"
THE EAVES HAVE DECORATIVE GUTTER,
SIMILAR TO THE MAIN UNIT
WALL VENT
15
'
-
0
"
13
'
-
1
"
WALL SEPARATION
5'-0"
2.19
2.84
2.84
4" / 1'-0"4" / 1'-0"
4"
FINISH GROUND
0' - 0"
EXISTING HOUSE RIDGE15' - 0"
ADU FINISH FLOOR0' - 6"
CEILING8' - 6"
ADU RIDGE13' - 1"
EXISTING HOUSE
EXISTING GARAGE
4" / 1'-0"
4" / 1'-0"
PR
O
P
E
R
T
Y
L
I
N
E
WALL SEPARATION
5'-0"
DETACHED ADU
31'-0"
REAR SETBACK
5'-0"
4" WOOD SIDING
MATCH EXISTING
EGRESS
SAFETY
GLAZING
EGRESSEGRESSEGRESS
2.58
2.46
2.842.84
2.46
01 01 01 01
02
2'
-
0
"
VI
F
3'
-
0
"
OVERHANG
1'-0"OVERHANG
1'-0"
5 1/2"
2"
3
1
/
2
"
2'
-
0
"
VI
F
3'
-
0
"
SETBACK
4'-0"
WALL SEPARATION
3'-0"
THE EAVES HAVE DECORATIVE GUTTER,
SIMILAR TO THE MAIN UNIT
4"
WALL VENT
15
'
-
0
"
13
'
-
1
"
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
3
2
A
M
A3.0
B.N.
F.M.
NORTH AND
SOUTH
ELEVATIONS
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
0 1'-4"2'-8"5'-4"
SCALE: 3/8" = 1'-0"
3/8" = 1'-0"1 NORTH ELEVATION
3/8" = 1'-0"2 SOUTH ELEVATION
NOTE:
ALL BUILDING MATERIALS AND COLORS TO MATCH EXISTING.
WINDOWS ON THE ADU SHALL MATCH THE EXISTING WINDOWS IN STYLE,
TREM, AND METHOD OF OPERATION
1. THE ADU SHALL RESEMBLE THE PRIMARY HOME IN TERMS OF STYLE, INCLUDING, BUT NOT LIMITED TO MATERIALS, COLORS
AND SHAPE OF WALLS, ROOF, DOORS, WINDOWS AND TRIMS.
2. SEE SHEET A5.0 FOR DETAILS OF ALL EXTERIOR LIGHTS, ELECTRICAL APPLIANCES AND OUTLETS.
ROOFING:
1. ASPHALT SHINGLES, COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT
CONTACT DURING CONSTRUCTION.
2. DOUBLE LAYER OF UNDERLAYMENT IS REQUIRED FOR 2-4 ”/12” ROOF.
3. ROOF GUTTERS SHALL BE PROVIDED WITH THE MEANS TO PREVENT THE ACCUMULATION OF LEAVES AND DEBRIS IN THE
GUTTER.
FASCIA, GUTTER, DOWNSPOUTS:
1. 1x FASCIA AND GUTTER COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT
CONTACT DURING CONSTRUCTION.
2. USE DIA 5" GUTTER AND DOWNSPOUTS, 26 GA. GALV. AS REQUIRED.
3. INSTALL CONCRETE SPLASH BLOCKS AT DOWNSPOUT LOCATIONS FOR DRAINAGE AWAY FROM STRUCTURE.
FLASHING AT ROOF TO WALL, ROOF VALLEY & RIDGE CONNECTIONS, ROOF PENETRATIONS:
1. USE 26 GA. GALV.
FLASHING/DRIP EDGE/ WEEP SCREED AT THE CONNECTION WALL TO FOUNDATION:
1. USE 26 GA. GALV.
EXTERIOR WALLS:
1. EXTERIOR FINISH: WOOD SIDING ON MESH TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH
PROJECT CONTACT DURING CONSTRUCTION.
DOOR AND WINDOW TRIMS:
1. COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT CONTACT DURING
CONSTRUCTION.
MINI SPLIT OUTDOOR INSTALLATION:
1. PROVIDE A PAD UNDER THE COMPRESSOR. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR SIZE, THICKNESS AND
INSTALLATION INSTRUCTIONS.
REV DATE REMARKS
1 10.03.2024 City Correction
2 06.25.2025 City Correction
2
2
2
FINISH GROUND0' - 0"
EXISTING HOUSE RIDGE15' - 0"
4" / 1'-0"
4" / 1'-0"
PR
O
P
E
R
T
Y
L
I
N
E
PR
O
P
E
R
T
Y
L
I
N
E
SIDE SETBACK
25'-3"
ADU
25'-9 1/2"
SIDE SETBACK
5'-0"
ADU FINISH FLOOR
0' - 6"
CEILING8' - 6"
ADU RIDGE
13' - 1"
OVERHANG
1'-0"OVERHANG
1'-0"
SETBACK
4'-0"
SETBACK
24'-3"
01
2.19
2.58
2.84 2.84 2.84
VI
F
3'
-
0
"
TANKLESS WATER
HEATER 199,000BTU MINI SPLIT
ELECTRICAL
SUB PANEL
100A
SAFETY
GLAZING
2.462.46
ALL NEW WINDOWS WILL BE MULTI-LITE
WINDOWS. ALL NEW EXTERIOR DOORS
SHALL BE FRENCH MULTI-LITE DOORS.
4" WOOD SIDING
MATCH EXISTING 2'
-
0
"
THE EAVES HAVE DECORATIVE GUTTER,
SIMILAR TO THE MAIN UNIT
WALL VENT
4"
ENCLOSURE OF
WATER HEATER
FINISH GROUND
0' - 0"
EXISTING HOUSE RIDGE15' - 0"
PR
O
P
E
R
T
Y
L
I
N
E
PR
O
P
E
R
T
Y
L
I
N
E
SIDE SETBACK
25'-3"
DETACHED ADU
25'-9 1/2"
SIDE SETBACK
5'-0"
ADU FINISH FLOOR0' - 6"
CEILING8' - 6"
ADU RIDGE13' - 1"
EXISTING HOUSE BEYOND
OVERHANG
1'-0"OVERHANG
1'-0"
SETBACK
4'-0"
SETBACK
24'-3"
4" WOOD SIDING
MATCH EXISTING 2.46
2.842.84
2.46
THE EAVES HAVE DECORATIVE GUTTER,
SIMILAR TO THE MAIN UNIT
15
'
-
0
"
13
'
-
1
"
4"
2.84
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
4
2
A
M
A3.1
B.N.
F.M.
EAST AND WEST
ELEVATIONS
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
0 1'-4"2'-8"5'-4"
SCALE: 3/8" = 1'-0"
3/8" = 1'-0"1 EAST ELEVATION
3/8" = 1'-0"2 WEST ELEVATION
NOTE:
ALL BUILDING MATERIALS AND COLORS TO MATCH EXISTING.
WINDOWS ON THE ADU SHALL MATCH THE EXISTING WINDOWS IN STYLE,
TREM, AND METHOD OF OPERATION
1. THE ADU SHALL RESEMBLE THE PRIMARY HOME IN TERMS OF STYLE, INCLUDING, BUT NOT LIMITED TO MATERIALS, COLORS
AND SHAPE OF WALLS, ROOF, DOORS, WINDOWS AND TRIMS.
2. SEE SHEET A5.0 FOR DETAILS OF ALL EXTERIOR LIGHTS, ELECTRICAL APPLIANCES AND OUTLETS.
ROOFING:
1. ASPHALT SHINGLES, COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT
CONTACT DURING CONSTRUCTION.
2. DOUBLE LAYER OF UNDERLAYMENT IS REQUIRED FOR 2-4 ”/12” ROOF.
3. ROOF GUTTERS SHALL BE PROVIDED WITH THE MEANS TO PREVENT THE ACCUMULATION OF LEAVES AND DEBRIS IN THE
GUTTER.
FASCIA, GUTTER, DOWNSPOUTS:
1. 1x FASCIA AND GUTTER COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT
CONTACT DURING CONSTRUCTION.
2. USE DIA 5" GUTTER AND DOWNSPOUTS, 26 GA. GALV. AS REQUIRED.
3. INSTALL CONCRETE SPLASH BLOCKS AT DOWNSPOUT LOCATIONS FOR DRAINAGE AWAY FROM STRUCTURE.
FLASHING AT ROOF TO WALL, ROOF VALLEY & RIDGE CONNECTIONS, ROOF PENETRATIONS:
1. USE 26 GA. GALV.
FLASHING/DRIP EDGE/ WEEP SCREED AT THE CONNECTION WALL TO FOUNDATION:
1. USE 26 GA. GALV.
EXTERIOR WALLS:
1. EXTERIOR FINISH: WOOD SIDING ON MESH TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH
PROJECT CONTACT DURING CONSTRUCTION.
DOOR AND WINDOW TRIMS:
1. COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT CONTACT DURING
CONSTRUCTION.
MINI SPLIT OUTDOOR INSTALLATION:
1. PROVIDE A PAD UNDER THE COMPRESSOR. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR SIZE, THICKNESS AND
INSTALLATION INSTRUCTIONS.
REV DATE REMARKS
1 10.03.2024 City Correction
2 06.25.2025 City Correction
2
FINISH GROUND0' - 0"
ADU FINISH FLOOR0' - 6"
CEILING
8' - 6"
ADU RIDGE13' - 1"
PR
O
P
E
R
T
Y
L
I
N
E
PR
O
P
E
R
T
Y
L
I
N
E
ATTIC SPACE
R-30
LAUNDRY
R-30
8'
-
0
"
WALK IN CLOSET
8'
-
0
"
VI
F
3'
-
0
1
/
2
"
R-15
A5.0
5
A5.0
4 A5.0
3
03
A5.0
14 A5.0
13
2'-0"
1'-0"1'-0"
SETBACK
5'-0"SETBACK
25'-3"
SETBACK
4'-0"
4" / 1'-0"4" / 1'-0"
FINISH GROUND0' - 0"
ROOF EAVE
9' - 7"
ADU FINISH FLOOR
0' - 6"
CEILING
8' - 6"
ADU RIDGE13' - 1"
ATTIC
SPACE
VI
F
3'
-
2
"
VI
F
1'
-
8
"
PR
O
P
E
R
T
Y
L
I
N
E
REAR SETBACK
5'-0"
SETBACK
4'-0"
4" / 1'-0"4" / 1'-0"
ENCLOSURE
OF WATER
HEATER
R-30
R-15
R-30
8'
-
0
"
8'
-
0
"
060103
1'-0"
A5.0
5
A5.0
3
A5.0
13
A5.0
4
A5.0
11
A5.0
9
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
4
3
A
M
A3.2
B.N.
F.M.
SECTION
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
0 1'-4"2'-8"5'-4"
SCALE: 3/8" = 1'-0"
3/8" = 1'-0"1 SECTION A-A
NOTE:
ALL BUILDING MATERIALS AND COLORS TO MATCH EXISTING.
WINDOWS ON THE ADU SHALL MATCH THE EXISTING WINDOWS IN STYLE,
TREM, AND METHOD OF OPERATION
1. THE ADU SHALL RESEMBLE THE PRIMARY HOME IN TERMS OF STYLE, INCLUDING, BUT NOT LIMITED TO
MATERIALS, COLORS AND SHAPE OF WALLS, ROOF, DOORS, WINDOWS AND TRIMS.
2. SEE SHEET A5.0 FOR DETAILS OF ALL EXTERIOR LIGHTS, ELECTRICAL APPLIANCES AND OUTLETS.
ROOFING:
1. ASPHALT SHINGLES, COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE
CONFIRMED WITH PROJECT CONTACT DURING CONSTRUCTION.
2. DOUBLE LAYER OF UNDERLAYMENT IS REQUIRED FOR 2-4 ”/12” ROOF.
3. ROOF GUTTERS SHALL BE PROVIDED WITH THE MEANS TO PREVENT THE ACCUMULATION OF LEAVES
AND DEBRIS IN THE GUTTER.
FASCIA, GUTTER, DOWNSPOUTS:
1. 1x FASCIA AND GUTTER COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE
CONFIRMED WITH PROJECT CONTACT DURING CONSTRUCTION.
2. USE DIA 5" GUTTER AND DOWNSPOUTS, 26 GA. GALV. AS REQUIRED.
3. INSTALL CONCRETE SPLASH BLOCKS AT DOWNSPOUT LOCATIONS FOR DRAINAGE AWAY FROM
STRUCTURE.
FLASHING AT ROOF TO WALL, ROOF VALLEY & RIDGE CONNECTIONS, ROOF PENETRATIONS:
1. USE 26 GA. GALV.
FLASHING/DRIP EDGE/ WEEP SCREED AT THE CONNECTION WALL TO FOUNDATION:
1. USE 26 GA. GALV.
EXTERIOR WALLS:
1. EXTERIOR FINISH: WOOD SIDING ON MESH TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION
TO BE CONFIRMED WITH PROJECT CONTACT DURING CONSTRUCTION.
DOOR AND WINDOW TRIMS:
1. COLOR TO MATCH THE MAIN HOUSE. THE EXACT COLOR SELECTION TO BE CONFIRMED WITH PROJECT
CONTACT DURING CONSTRUCTION.
MINI SPLIT OUTDOOR INSTALLATION:
1. PROVIDE A PAD UNDER THE COMPRESSOR. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR SIZE,
THICKNESS AND INSTALLATION INSTRUCTIONS.
ELEVATIONS GENERAL NOTESELEVATIONS GENERAL NOTES
REV DATE REMARKS
3/8" = 1'-0"2 SECTION B-B
- 03 -
INTERIOR SWING DOOR
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
SAFETY
GLAZING
- 01 -
EXTERIOR
SINGLE MULTI-LITE FRENCH DOOR
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
- 04 -
INTERIOR LOUVER DOOR
(MIN. OPENING OF 100SF)
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
- 05 -
INTERIOR SWING DOOR
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
- 06 -
INTERIOR POCKET DOOR
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
- 07-
INTERIOR CLOSET DOOR
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
- 02-
INTERIOR CLOSET DOOR
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
MINIMUM SIZE
WINDOW FOR 24" CLEAR WIDTH
MINIMUM SIZE
WINDOW FOR 24" CLEAR HEIGHT
FINISH FLOOR
EGRESS WINDOW REQUIREMENTS PER CRC. SECTION 1029
OPENABLE
AREA = MIN.
5.7 SF NET
AREA 2' - 0"
3'
-
5
"
3'
-
8
"
2' - 10"
2'
-
0
"
3'
-
8
"
CLRCLR
CL
R
CL
R
MA
X
MA
X
FLOOR
SLAB ON GRADE
VINYL PLANKS
UNDERLAYMENT
CAST-IN-PLACE CONCRETE
NOTES:
1. IN BATHROOMS USE CERAMIC
TILE IN PLACE OF VINYL
CEILING
TYPICAL
WOOD FRAMING, INSULATED
GYPSUM WALL BOARD 1/2"
EXTERIOR WALL
TYPICAL 2x4EWP4
HOUSE WRAP
SIDING ON MESH
PLYWOOD, SHEATHING GRADE 5/8"
WOOD FRAMING, INSULATED
GYPSUM WALL BOARD 1/2"
NOTES:
1. INSULATION: MIN. R-15, MINERAL
WOOL OR FIBERGLASS
ROOF
ASPHALT SHINGLE
WOOD FRAMING
PLYWOOD, SHEATHING
GRADE 5/8"
UNDERLAYMENT
ASPHALT ROOFING SHINGLE
INTERIOR WALL
TYPICAL IW4
GYPSUM WALL BOARD 1/2"
WOOD FRAMING
GYPSUM WALL BOARD 1/2"
NOTES:
1. IN BATHROOMS USE WATERPROOF
CEMENT BACKER BOARDS OR GREENBOARDS.
2. USE CEMENT BACKER BOARDS IN WALL
AREAS IN DIRECT CONTACT WITH WATER.
INTERIOR WALL
TYPICAL IW6
GYPSUM WALL BOARD 1/2"
WOOD FRAMING
GYPSUM WALL BOARD 1/2"
NOTES:
1. IN BATHROOMS USE WATERPROOF
CEMENT BACKER BOARDS OR GREENBOARDS.
2. USE CEMENT BACKER BOARDS IN WALL
AREAS IN DIRECT CONTACT WITH WATER.
EXTERIOR SINGLE-HUNG
WINDOW -01-
EGRESS
VI
F
3'
-
0
"
2'
-
0
"
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
5 1/2"
2"
3
1
/
2
"
EXTERIOR SINGLE-HUNG
WINDOW -02-
SAFETY
GLAZING
VI
F
4'
-
0
"
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
5 1/2"
2"
3
1
/
2
"
EXTERIOR SINGLE-HUNG
WINDOW -03-
VI
F
3'
-
0
"
2'
-
0
"
SE
E
S
C
H
E
D
U
L
E
SEE SCHEDULE
5 1/2"
2"
3
1
/
2
"
SAFETY
GLAZING24" MIN. OPENING
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
1
:
1
8
:
2
1
A
M
A4.0
B.N.
F.M.
WINDOW & DOOR
SCHED., TYPES,&
NOTES
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
DOOR
NUMBER
NAME.
TYPE
DOOR DIMENSION DOOR MATERIAL & FINISH
FRAME MATERIAL &
FINISH
HARDWARE
HARDWARE
W H T MATERIAL FINISH
GLASS
FINISH MATERIAL FINISH EX
I
T
D
E
V
I
C
E
FI
R
E
-
R
A
T
E
D
01 FRENCH Door 3' - 0"7' - 0"2"WOOD AND GLASS FF CLEAR FF U - FACTOR 0.3, SHGC 0.23
02 CLOSET Door 4' - 0"6' - 8"1 3/4"WOOD FF FF
04 LOUVER Door 2' - 8"6' - 8"1 3/4"WOOD FF FF
05 SWING Door 2' - 8"6' - 8"1 3/4"WOOD FF FF
06 POCKET Door 2' - 4"6' - 8"1 3/4"WOOD FF FF
07 CLOSET Door 7' - 0"6' - 8"1 3/4"WOOD FF FF
DOOR TYPES
DOOR SCHEDULEDOOR SCHEDULE 1. ALL MOUNTING ACCESSORIES SHALL BE PROVIDED ACCORDING TO MANUFACTURER'S
REQUIREMENTS. AND MUST COMPLY WITH CBC 1010.1.9
2. DOORS/WINDOWS MANUFACTURER, MODEL AND DETAILS ARE FOR DESIGN PURPOSES AND SHALL BE
VERIFIED WITH THE PROJECT CONTACT.
3. DURING CONSTRUCTION AND INSTALLATION ANY DOORS AND WINDOWS CAN BE REPLACED WITH
EQUIVALENT BRAND AND MODEL PROVIDED IT MEETS ALL THE REQUIREMENTS FOR:
A. ENERGY PERFORMANCE;
B. EGRESS (IF APPLICABLE);
C. TEMPERED GLAZING (IF APPLICABLE);
D. SIZE (GLAZED AREA FOR NATURAL LIGHT ACCESS);
E. DOES NOT IMPACT THE STRUCTURAL PLAN.
4. PROJECT CONTACT AND/OR THEIR LICENSED CONTRACTOR TO VERIFY MANUFACTURER'S
RECOMMENDATIONS
FOR, BUT NOT LIMITED TO, ROUGH OPENING SIZES AND INSTALLATION PRIOR TO COMMENCING THE
FRAMING.
5. PROJECT CONTACT AND/OR THEIR LICENSED CONTRACTOR TO VERIFY ALL WINDOW DIMENSIONS,
MODELS, ROUGH OPENINGS IN THE FRAMING DURING CONSTRUCTION AND TEMPERED GLAZING
REQUIREMENTS PRIOR TO ORDERING DOORS AND WINDOWS FOR THE PROJECT.
6. ALL DOORS AND WINDOWS SHALL BE INSTALLED AND WATERPROOFED ACCORDING TO THESE PLANS
AND MANUFACTURER'S RECOMMENDATIONS.
7. ALL WINDOWS AND DOORS WITH GLAZING SHALL HAVE THE CERTIFYING LABEL ATTACHED, SHOWING
U-VALUE. THE LABEL SHALL BE NOT REMOVED UNTIL THE FINAL INSPECTION.
EMERGENCY ESCAPE (EGRESS) WINDOWS (CBC 1030 and CRC R310.1)
1. AT LEAST ONE WINDOW IN EACH BEDROOM IS REQUIRED TO MEET THESE REQUIREMENTS:
A. MINIMUM NET 5.7 SQFT OF OPENABLE AREA;
B. MINIMUM NET 20" CLEAR WIDTH WHEN OPEN;
C. MINIMUM NET 24": CLEAR HEIGHT WHEN OPEN;
D. MAXIMUM HEIGHT OF 44" FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING;
TEMPERED GLAZING REQUIREMENTS (CBC 2406 and CRC 308.1, R308.4)
1. ALL DOORS WITH GLAZING SHALL BE OF TEMPERED GLAZING.
2. WINDOW GLAZING REQUIREMENTS ARE INDICATED ON THE FLOOR PLAN SHEET A2.0.
3. PROJECT CONTACT AND/OR THEIR LICENSED CONTRACTOR TO VERIFY TEMPERED GLAZING
REQUIREMENTS PRIOR TO WINDOW ORDERING AND INSTALLATION, SEE THE REQUIREMENTS BELOW.
4. TEMPERED GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS:
A. WITHIN A 2’ ARC OF EITHER THE EDGE OF A DOOR AND WHERE THE BOTTOM EXPOSED EDGE OF THE
GLAZING IS LESS THAN 60” ABOVE THE
WALKING SURFACE.
B. ADJACENT TO A BOTTOM STAIR LANDING WHERE GLAZING IS LESS THAN 36 INCHES ABOVE THE
LANDING AND WITHIN 60 INCHES
HORIZONTALLY OF THE LANDING.
C. ADJACENT TO STAIRS WHERE GLAZING IS LOCATED LESS THAN 36 INCHES ABOVE THE PLANE OF THE
ADJACENT WALKING SURFACE.
D. WITHIN A PORTION OF WALL ENCLOSING A TUB/SHOWER WHERE THE BOTTOM EXPOSED EDGE OF
THE GLAZING IS LESS THAN 60 INCHES
ABOVE THE STANDING SURFACE AND DRAIN INLET.
E. WITHIN 60 INCHES OF A TUB/SHOWER WHERE THE GLAZING IS LESS THAN 60 INCHES ABOVE THE
WALKING SURFACE.
F. ANY GLAZING MEETING ALL THE FOLLOWING CONDITIONS:
A. EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET
B. EXPOSED BOTTOM EDGE IS LESS THAN 18 INCHES ABOVE THE FINISHED FLOOR
C. EXPOSED TOP EDGE IS GREATER THAN 36 INCHES ABOVE THE FINISHED FLOOR
D. WHERE A WALKING SURFACE IS WITHIN 36 INCHES HORIZONTALLY OF THE GLAZING
5. WHERE REQUIRED, TEMPERED GLAZING (EXCEPT TEMPERED SPANDREL GLASS) SHALL BE
PERMANENTLY IDENTIFIED BY A MANUFACTURER MARKING THAT IS PERMANENTLY APPLIED AND
CANNOT BE REMOVED WITHOUT BEING DESTROYED (E.G. SAND BLASTED, ACID ETCHED, CERAMIC
FIRED, LASER ETCHED, OR EMBOSSED). A LABEL SHALL BE PERMITTED IN LIEU OF THE MANUFACTURER ’
S DESIGNATION.
1. USE 5⁄8" GYPSUM BOARD THROUGHOUT THE BUILDING.
2. DRYWALL (SHEETROCK) IS THE INTERIOR FINISH MOST COMMONLY USED IN RESIDENTIAL
CONSTRUCTION. THE FOLLOWING GUIDELINES PERTAIN TO ITS
APPLICATION. SAME APPLIES TO WATERPROOF CEMENT WALL BOARDS.
3. WALLBOARD SHALL NOT BE INSTALLED UNTIL WEATHER PROTECTION FOR THE INSTALLATION IS
PROVIDED.
4. WHEN PRACTICAL, WALLBOARD SHOULD BE APPLIED FIRST TO THE CEILINGS, AND THEN TO WALLS.
SHEETS SHOULD BE BROUGHT INTO CONTACT BUT
NOT FORCED INTO PLACE. SPACES BETWEEN SHEETS SHOULD NOT EXCEED 1/4" AND TAPERED EDGES
SHOULD BE PLACED NEXT TO EACH OTHER WHEREVER POSSIBLE.
5. CUTOUTS FOR ELECTRICAL OUTLETS, PIPES, FIXTURES OR OTHER SMALL OPENINGS SHOULD BE CUT
OUT NEATLY WITH A MAXIMUM CLEARANCE OF 1/4".
IF THERE ARE ANY GAPS EXCEEDING 1/4", THEY MUST BE FILLED WITH TAPING COMPOUND AND
DRYWALL TAPE.
6. NAILING:
A. NAILS SHOULD BE DRIVEN SO THAT THE HEAD LIES IN A SMALL DIMPLE FORMED BY THE LAST BLOW
OF THE HAMMER. TAKE CARE NOT TO
FRACTURE THE BOARD WHEN NAILING. FRACTURES OF THE WALLBOARD CAUSED BY OVER DRIVING
MUST BE CORRECTED BY ADDITIONAL
NAILING. NAILS MUST BE BETWEEN 3/8" AND 1" FROM THE EDGES, AND NAILS ON ADJACENT EDGES
SHOULD BE OPPOSITE EACH OTHER. IF YOU
ARE USING THE SINGLE NAILING SYSTEM, THE NAILS SHOULD BE SPACED 7" ON CENTER ON THE
CEILINGS AND 8" ON CENTER ON THE WALLS. THE
DOUBLE NAILING SYSTEM IS ALSO PERMITTED. GROUPS OF TWO NAILS 2 - 2 1/2" APART ARE SPACED 12"
ON CENTER IN THIS SYSTEM. APPROVED
SCREWS MAY ALSO BE USED TO APPLY WALLBOARD.
B. SCREWS MUST BE PLACED 3/8" FROM THE END OR EDGES OF THE BOARD AND SPACED 12" ON
CENTER. SCREWS MUST BE USED FOR FASTENING
WALLBOARD AT POCKET DOORS.
C. FASTENERS AT THE TOP AND BOTTOM PLATES OF VERTICAL ASSEMBLIES, OR THE EDGES AND ENDS
OF HORIZONTAL ASSEMBLIES
PERPENDICULAR TO SUPPORTS, AND AT THE WALL LINE MAY BE OMITTED EXCEPT ON SHEAR-
RESISTING ELEMENTS OR FIRE RESISTIVE
ASSEMBLIES. ALL EDGES OF BRACED WALL PANELS AND FIREWALLS MUST BE NAILED TO FRAMING.
7. CORNERS:
A. ALL METAL REINFORCED CORNERS MUST FIT SNUGLY AGAINST WALLBOARD AND SHOULD BE NAILED
APPROXIMATELY 12" ON CENTER.
B. ALL "L" EDGE METAL TRIM SHOULD BE NAILED EVERY 6". PAPERBACK CORNER BEAD IS ACCEPTABLE
IF INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
8. BATHROOM:
A. WATERPROOF CEMENT WALL BOARD SHALL BE USED IN THE BATHROOM AND BACKED WITH A VAPOR
BARRIER.
9. DRYWALL FASTENERS:
A. 6D CEMENT-COATED BOX NAIL, OR 1 7/8" DRYWALL NAIL
B. SCREWS SHALL BE LONG ENOUGH FOR THE FULL-DIAMETER PORTION TO PENETRATE INTO WOOD
FRAMING NOT LESS THAN 5/8 INCH AND
THROUGH METAL FRAMING NOT LESS THAN 1/4 INCH.
DOORS AND WINDOWS DOORS AND WINDOWS
SCHEDULE NOTES:SCHEDULE NOTES:
ROOM FINISHES NOTES:ROOM FINISHES NOTES:
DRYWALL:DRYWALL:
1. SEE FINISH SCHEDULE FOR FINISH INFORMATION ON SPECIFIC ROOMS.
2. BATHROOM TILES AND UNDERLAYMENT SHALL BE TYPE AND COLOR AS SELECTED BY PROJECT
CONTACT.
3. FLOOR PLANKS SHALL BE TYPE AND COLOR AS SELECTED BY PROJECT CONTACT.
4. TOP OF PLANK FLOOR TO BE FLUSH WITH TOP OF BATHROOM TILE FLOORING.
5. KITCHEN COUNTER-TOPS, SPLASH AND CABINETRY SHALL BE COLOR AND FINISH AS SELECTED BY
PROJECT CONTACT.
6. CONSULT PROJECT CONTACT FOR ALL INTERIOR TRIM INCLUDING, BUT NOT LIMITED TO, CEILING
MOLDINGS, LIGHTING MOLDINGS, WOOD BASES AND DOOR AND WINDOW CASINGS.
TYPICAL ASSEMBLIESTYPICAL ASSEMBLIES
CONTRACTOR TO VERIFY ALL SIZES IN THE FIELD PRIOR TO ORDERING DOORS.
GRAY LAMINATE ARCHITECTURAL
ROOFING SHINGLES
WOOD SIDING
MATCH EXISTING
0'
-
4
"
ALL NEW EXTERIOR DOORS SHALL BE FRENCH MULTI-LITE DOORS.
ALL WINDOWS SHALL HAVE A 5.5 ” TRIM WIDTH, 2 ” SILL, AND 3.5 ” APRON
TO MATCH THE EXISTING BUILDINGS.
Window Schedule
Window Type Width Height Sill Height Finish Comments
01 3' - 0"4' - 0"3' - 0"VINYL U - FACTOR 0.3, SHGC 0.23
02 2' - 0"3' - 0"4' - 0"VINYL U - FACTOR 0.3, SHGC 0.23
03 2' - 6"4' - 0"3' - 0"VINYL U - FACTOR 0.3, SHGC 0.23
WINDOW TYPESWINDOW TYPES
WINDOW SCHEDULEWINDOW SCHEDULE CONTRACTOR TO VERIFY ALL SIZES IN THE FIELD PRIOR TO ORDERING WINDOWS.
THE NEW WINDOWS WILL MATCH THE EXISTING WINDOW TRIM
FENESTRATIONS MUST HAVE TEMPORARY AND PERMANENT LABELS FOR
VERIFICATION OF THE BUILDING INSPECTOR.” 110.6(A)(5)
REV DATE REMARKS
1 10.03.2024 City Correction
2 06.25.2025 City Correction
OFF-WHITE COLOR MATCH THE PROPOSED WINDOWS FOR THE PRIMARY DWELLING
2
2
2
FINISH FLOOR
BASE
INSULATION
1/2" GYP. BD. EA. SIDE O/ 2X4 WOOD
STUD, 16" O.C.- SEE WALL LEGEND.
1/2" GYPSUM BOARD
2X4 BOTTOM PLATE
CEILING FRAMING
MEMBER, SEE
STRUCTURAL
DRAWINGS
SHIM
SECONDARY WEATHER BARRIER
PERMABASE CEMENT BOARD
FACADES BASE COAT/ADHESIVE WITH
EMBEDDED MONOMESH AT JOINTS
CHAMELEON COLOR FINISH
CLOSING BEAD
APPROVED SEALANT.USE CLOSED
CELL BACKER ROD,IF GAP GREATER THAN 1/4"
DRIP EDGE FLASHING
1/2" GYP
5/8" PLYWOOD
INSULATION
RECESSED CEILING LIGHT
ALLOW AIR SPACE PER MANUF.
RECOMMENDATION
4 MIL POLY VB
STUCCO WARP OR EQUIVALENT
WOVEN WIRE FABRIC
OR EXPANDED METAL LATH
FS23 MULTI PRIMER
COLOR FINISH
FASTENER
CASING BEAD
FLASHING (BY OTHERS)
WARP DUPONT TYVEK STUCCO WRAP
OR EQUIVALENT INTO OPENING
SEALANT
WINDOW
FASTENER
WINDOW
SEALANT OVER BACKER ROD
WARP DUPONT TYVEK STUCCO WRAP
OR EQUIVALENT INTO OPENING
CASING BEAD
FINISH
FS23 MULTI PRIMER
SCRATCH/BROWN COAT
WITH STUCORITE ADMIX
WOVEN WIRE FABRIC
OR EXPANDED METAL LATH
STUCCO WARP OR EQUIVALENT
SUBSTRATE
SILL PAN
FLOOR FINISH
CONCRETE FOUNDATION. DO NOT PAINT.
FACE OF INT. FINISH
WOOD SIDING OVER METAL LATH AND
2-LAYER BUILDING PAPER OR APPROVED
BUILDING WRAP
.
R15 KRAFT FACED HIGH PERFORMANCE
FIBERGLASS BATT INSULATION
991375 BY CERTAINTEED O.A.E.
FINISH GRADE
NO. 26 GALVANIZED SHEET GAGE (19 MIL) OR 50 MIL PVC NONCORROSIVE
WEEP SCREED THAT PERMITS TRAPPED WATER TO ESCAPE FROM BEHIND THE
EXTERIOR WALL COVERING; WITH A MINIMUM 3-1/2 ” TALL ATTACHMENT FLANGE
PLACED AT OR BELOW THE SILL/CONCRETE INTERFACE; AND WITH THE WEEP
SCREED PLACED A MINIMUM OF 4 INCHES ABOVE EARTH OR 2 INCHES ABOVE
PAVED AREAS.
5/8" PLYWOOD SHEATHING
SUBFLOOR
UNDERLAYMENT PER STRUCTURAL PLAN
BOTTOM OF FLANGE SET BELOW
TOP OF FUNDATION AND PLATE LINE
MI
N
4
"
NEW (2) LAYERS OF 15# FELT LAID WITH 19" OVERLAP OF WATERPROOFING UNDERLAYMENT
FIRST AND SUCCEEDING
COURSES OF UNDERLAY TO
BE 36" WIDE AND LAPPED 19"2-PLY UNDERLAYMENT
TYPE 15 FELT
SEALING STRIP APPROVED SELF-SEALING SHINGLES
OR INTERLOCKING SHINGLES
18"
36"17"
19"
RIDGE SHINGLE
METAL RIDGE FLASH
ROOF SHINGLES
UNDERLAYMENT
PLYWD SHEATHING
PROVIDE HOLES
& KNOTCHES PER
FOR CROSS-VENT
2* RIDGE BOARD / BLKG
SEE
ELEV
RIDGE CAP
E.N.E.N.
4" MIN
DOOR PER SCHEDULE
2" ALUMINUM THRESHOLD, OR
THRESHOLD MATERIAL TO MATCH
ADJACENT FLOOR FINISH
MATERIAL
FLOOR FINISH PER
OWNER
1/
2
"
M
A
X
ALUMINUM THRESHOLD
DOOR SHOE WITH
INTEGRAL DRIP
BUMPER SEAL
SET THRESHOLD IN A BED
OF SEALANT CONTINUOUS
ALONG BACK EDGE AND
BOTH JAMBS
DOOR AS SCHEDULED
THRESHOLD FASTENERS
SET IN SEALANT
SHEET METAL SILL PAN,
SEE
SILL END DAM BEYOND
INT EXT
PEDESTRIAN TRAFFIC COATING
5/8" GYP BD ON
2X FRAMING
SLIDING DOOR
TRACK AND
HARDWARE
7/8" STUCCO, MATCH EXISTING
2X6 P.G. CEDAR FASICA
2X4 EXT.WALL FRAMIN
R-15 INSUL.TYP.U.O.N.
12
1/2" GYPSUM BOARD,
AT WALL
1/2" GYPSUM BOARD,
TY AT CEILINGS.
R-30 ATTIC INSUL,TYP.
G.S.M. OGEE
GUTTERS W/ LEAF
GUARDS TO
MATCH EXISTING.
1X6 T&G ROUGH SAWN
STARTER BOARD
2 x 4 BLOCK
CLASS "A" 30-YR ASPHALT-COMP. SHINGLE
PROOFING
OVER APPROVED UNDERLAYMENT OVER
PLYW. SHTG. PER STRUCT. DRWGS
4
TYP. U.O.N.
7/8" STUCCO
GYP 5/8" TYPE X
GALVANIZED STEEL HALF ROUND DORMER VENT. REFER
TO ATTIC CALCULATION
ROOF VENT W/ SCREEN ROOF VENTS W/ WIRE MESH OF
LESS THAN 1/4" OPENING
SHEATING
SCALE
3" = 1'-0"WALL TYPE B (INTERIOR WALL)1
SCALE
3" = 1'-0"DOOR HEAD 3
SCALE
1 1/2" = 1'-0"RECESSED LIGHTING 4
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
4
7
A
M
A5.0
B.N
B.N
DETAILS
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
SCALE
3" = 1'-0"WINDOW HEADER DETAIL.7
SCALE
3" = 1'-0"WINDOW SILL DETAIL.8
SCALE
3" = 1'-0"FOUNDATION EDGE DETAIL.5
SCALE
12" = 1'-0"UNDERLAYMENT 12
SCALE
3" = 1'-0"TYPICAL RIDGE DETAIL.11
REV DATE REMARKS
SCALE
3" = 1'-0"INTERIOR DOOR SILL 13
SCALE
3" = 1'-0"EXTERIOR DOOR TRASHHOLD 14
SCALE
3" = 1'-0"CLOSET DOOR HEAD 15
SCALE
3" = 1'-0"1HR ROOF EAVE DETAIL 9
1.REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICAN CONCRETE INSTITUTE ACI 301
“SPECIFICATIONS FOR STRUCTURAL CONCRETE” AND CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
“MANUAL OF STANDARD PRACTICE.”
2.REINFORCING STEEL FOR FOUNDATIONS, SLABS ON GRADE, AND ELEVATED SLABS SHALL CONFORM TO
ASTM A615/A615M, GRADE 60, UNLESS NOTED OTHERWISE. BARS TO BE WELDED SHALL CONFORM TO
LOW ALLOY ASTM A706/A706M, GRADE 60.
3.WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064/A1064M. SPLICE LENGTH
FOR WELDED WIRE REINFORCEMENT SHALL BE AT LEAST 8 INCHES, MEASURED BETWEEN OUTERMOST
CROSS WIRE OF EACH REINFORCEMENT SHEET.
4.ALL REINFORCING STEEL SHALL BE SPLICED AS SPECIFIED ON THESE DRAWINGS. IF NO LOCATION IS
SPECIFIED, LOCATE SPLICES IN AREAS OF MINIMUM STRESS. SPLICE LENGTHS SHALL NOT BE LESS THAN
THE LENGTHS INDICATED ON THESE DRAWINGS.
5.MINIMUM CONCRETE COVER AND CLEARANCES BETWEEN REINFORCING STEEL BARS SHALL BE
SATISFIED AT ALL LOCATIONS INCLUDING SPLICES. THE CLEARANCE BETWEEN THE REINFORCING STEEL
BARS SHALL NOT BE LESS THAT THE GREATER VALUE OF ONE BAR DIAMETER, ONE INCH, AND 4/3 TIMES
THE MAXIMUM SIZE OF THE AGGREGATE. AT COLUMNS AND BEAM, PROVIDE 1 1/2 INCHES OR 1.5 TIMES
THE LARGEST LONGITUDINAL BAR DIAMETER, WHICHEVER IS GREATER. FOR CONSIDERING THE COVER
AND CLEAR DISTANCE IN BUNDLED BARS, TOTAL AREA OF BUNDLE SHALL BE CONSIDERED FOR
CALCULATING EQUIVALENT BAR DIAMETER.
6.CONCRETE COVERAGE FOR REINFORCING STEEL PLACED IN CAST-IN-PLACE CONCRETE SHALL BE AS
TABLE CONCOV-1.
7.IF SPACERS AND CHAIRS ARE RESTING ON EXPOSED CONCRETE SURFACES, THEY SHALL BE PASTIC
COATED OR USE PLASTIC.
8.ELECTRODES UTILIZED IN WELDING OF REINFORCING STEEL, SHALL BE LOW HYDROGEN ELECTRODE
AS SPECIFIED IN AMERICAN WELD SOCIETY AWS D1.4 “STRUCTURAL WELDING CODE - REINFORCING
STEEL.”
9.ALL REINFORCING STEEL SHALL BE BENT COLD AND PRIOR TO PLACING THE BARS. RE-BENDING OF
PREVIOUSLY BENT REINFORCING STEEL IS NOT PERMITTED. BENDING OF REINFORCEMENT IN
PREVIOUSLY CAST CONCRETE IS NOT PERMITTED. OFFSET BARS SHALL BE BENT PRIOR TO PLACEMENT IN
THE FORMS. HOOKING AND WALKING-IN ARE NOT PERMITTED.
10.FIRMLY SECURE ALL REINFORCING STEEL BARS AND WELDED WIRE REINFORCING WHILE PLACING
CONCRETE. WHERE REQUIRED, ADDITIONAL CHAIRS, CONCRETE BLOCKS, STEEL BARS, BOLSTERS, OR
OTHER APPROVED MEANS AND METHODS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH ALL
REQUIRED SUPPORTS FOR ALL REINFORCING.
11.PRIOR TO FINAL INSPECTION, CLEARLY MARK ALL REINFORCING STEEL SO THEIR IDENTIFICATION CAN
BE PROPERLY MADE AT THE TIME OF INSPECTION.
REINFORCING STEEL
BAR SIZE
NO.
YIELD STRENGTH OF STEEL
60,000 PSI (420 MPA)
SPLICE LENGTH OR
TENSION DEVELOPMENT
LENGTH (IN.)
LAP SPLICE LENGTH-TENSION
4 30
5 38
6 45
TENSION DEVELOPMENT LENGTH FOR STRAIGHT BAR
4 23
5 28
6 34
TENSION DEVELOPMENT LENGTH FOR:
A. 90° AND 180° STANDARD HOOKS WITH NOT LESS THAN 2
1/2" OF SIDE COVER PERPENDICULAR TO PLANE OF HOOK.
B. 90° STANDARD HOOKS WITH NOT LESS THAN 2" OF
COVER ON THE BAR EXTENSION BEYOND THE HOOK.
4 9
5 11
6 13
TENSION DEVELOPMENT LENGTH FOR BAR WITH 90° OR
180° STANDARD HOOK HAVING LESS COVER THAN
REQUIRED IN ITEMS A AND B.
4 12
5 15
6 18
TABLE CAST-1. CONCRETE MINIMUM MECHANICAL PROPERTIES
LOCATION COMPRESSIVE
STRENGTH (PSI)TYPE
FOOTING 4,500 NORMAL WEIGHT (145 PCF)
SLAB-ON-GROUND 4,500 NORMAL WEIGHT (145 PCF)
ALL OTHER STRUCTURAL ELEMENTS 4,500 NORMAL WEIGHT (145 PCF)
TABLE FUND-1. SOIL PROPERTIES
PARAMETER VALUE UNIT
ALLOWABLE BEARING CAPACITY (D+L)1,500 PSF
FRICTION COEFFICIENT N/A
PASSIVE SOIL RESISTANCE N/A PCF
AT REST SOIL PRESSURE N/A PCF
ACTIVE SOIL PRESSURE N/A PCF
INCREMENTAL SEISMIC PRESSURE N/A PCF
1.ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE,
ACI 301 “SPECIFICATION FOR STRUCTURAL CONCRETE” AND ALL APPLICABLE MODIFICATIONS AS NOTED
IN THE CONTRACT DOCUMENTS OR BY LOCAL AUTHORITIES.
2.CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM MECHANICAL PROPERTIES AT 28-DAY, UNLESS
NOTED OTHERWISE IN TABLE CAST-1.
3.UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, CONCRETE MIX
SHALL CONFORM TO THE REQUIREMENTS FOR CONCRETE ASSIGNED TO EXPOSURE CLASSES F1, S2, W0,
AND C1, AS DEFINED IN TABLE 19.3.1.1 OF ACI 318.
4.UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, PORTLAND
CEMENT FOR CONCRETE SHALL CONFORM TO ASTM C150 TYPE V.
5.UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS, WATER CEMENT RATIO (W/cm) SHALL BE
BASED ON THE REQUIREMENTS FOR SPECIFIED EXPOSURES, AND IT SHALL NOT EXCEED 0.45.
6.DETERIORATED OR CONTAMINATED MATERIALS SHALL NOT BE USED IN CONCRETE PRODUCTION.
CONCRETE PRODUCTION INCLUDING EQUIPMENT USED TO MIX; BATCH AND DELIVERY SHALL CONFORM
TO ASTM C94 OR ASTM C685.
7.CONCRETE SHALL BE MOIST CURED FOR AT LEAST 7 DAYS OF PLACEMENT EXCEPT IF APPROVED
ACCELERATED CURING COMPOUND OR HIGH-SOLIDS CURING COMPOUND IS USED.
8.THE CONCRETE MAINTAINED AT A TEMPERATURE OF AT LEAST 50°F DURING THE CURING TIME BUT
NOT LESS THAN 7 DAYS.
9.UNLESS APPROVED BY ARCHITECT, NO CURING COMPOUNDS, SEALERS, HARDENERS, ETC., SHALL BE
ADDED TO OR APPLIED ON CONCRETE RECEIVING FINISHES.
10.AGGREGATE SHALL CONFORM TO ASTM C33 FOR NORMALWEIGHT CONCRETE. NORMALWEIGHT
CONCRETE SHALL HAVE A MINIMUM DRY UNIT WEIGHT OF 145 PCF.
11.MAXIMUM AGGREGATE SIZE FOR FOUNDATION CONCRETE SHALL BE 1-1/2 IN. MAXIMUM AGGREGATE
SIZE FOR OTHER MEMBERS SHALL BE 1 IN. BUT NOT LARGER THAN THE LEAST OF, ¾ THE MINIMUM
CLEAR SPACING BETWEEN REINFORCING STEEL BARS INCLUDING SPLICES AND 1/5 THE NARROWEST
DIMENSIONS BETWEEN SIDE OF THE FORMS.
12.FRESH CONCRETE SLUMP IN FLATWORK SHALL NOT BE MORE THAN 4 INCHES.
13.CONCRETE MIX SHALL BE BASED ON THE REQUIREMENTS STATED IN SECTION 4.2.3 OF ACI 301 FOR
TRIAL MIXTURE OR/AND FIELD EXPERIENCES.
14.UNLESS NOTED OTHERWISE, ALL PREVIOUSLY HARDENED CONCRETE AT CONSTRUCTION JOINT SHALL
BE CLEAN, FREE OF LAITANCE, AND INTENTIONALLY ROUGHENED TO FULL AMPLITUDE OF ¼ IN. PRIOR TO
FRESH CONCRETE PLACEMENT.
15.UNLESS APPROVED BY THE STRUCTURAL ENGINEER, CENTER TO CENTER SPACING OF THE PIPES AND
CONDUITS SHALL NOT BE LESS THAN 3 TIMES THE LARGEST DIAMETER OF PIPES OR CONDUITS, AND
CLEAR SPACING BETWEEN THE EMBEDMENTS SHALL NOT BE LESS THAN 4 IN.
16.EMBEDMENTS PARALLEL TO THE CONSTRUCTION JOINTS SHALL NOT BE PLACED CLOSER THAN
DEVELOPMENT LENGTH OF THE LARGER BAR CROSSING THE CONSTRUCTION JOINT. CROSSING OF THE
CONDUITS SHALL NOT BE PERMITTED.
17.PIPES AND CONDUITS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB, FOUNDATION, AND WALL
THICKNESS OR BEAM AND GIRDER SIDE DIMENSION.
18.SLEEVES SHALL BE PROVIDED FOR PLUMBING AND ELECTRICAL PENETRATIONS AND OPENINGS.
ALUMINUM EMBEDMENTS SHALL BE COATED OR COVERED. NO CONTACT BETWEEN ALUMINUM AND
CONCRETE OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL IS PERMITTED.
19.DO NOT DAMAGE REINFORCING STEEL. WHERE CONFLICT OCCURS BETWEEN REINFORCING STEEL AND
EMBEDMENTS OR SLEEVES LAYOUT, REPOSITION THE SLEEVES OR REINFORCING STEEL. UNLESS
APPROVED BY STRUCTURAL ENGINEER, CORING IS NOT PERMITTED.
20.CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 304. PROPERLY SECURE ALL REINFORCING
STEEL, EMBEDMENT PARTS, PIPES, CONDUITS, ANCHORS, AND OTHER CONCRETE EMBEDMENTS IN
POSITION, PRIOR TO PLACING CONCRETE. REMOVE DEBRIS AND CLEAN REINFORCING STEELS AND FORM
PRIOR TO PLACING CONCRETE.
21.KEYED CONSTRUCTION JOIST SHALL BE PROVIDED AS SHOWN ON THESE DRAWINGS.
22.FORMWORK DESIGN, CONSTRUCTION, AND REMOVAL SHALL BE IN ACCORDANCE WITH ACI 347 AND
ACI 347.2R. CONSTRUCTION LOADS MAY BE GREATER THAN THE SPECIFIED STRUCTURAL LIVE LOADS.
23.GROUT SHALL BE NON-METALLIC, NON-SHRINK AND SHALL ATTAIN A 28-DAY COMPRESSIVE STRENGTH
OF AT LEAST TWICE THE STRENGTH OF THE CONCRETE BEARING ON, BUT NOT LESS THAN 7,000 PSI.
GROUT SHALL NOT CONTAIN CHLORIDES. UNLESS APPROVED BY STRUCTURAL ENGINEER, GROUT
THICKNESS SHALL NOT BE LESS THAN 1 IN. INFORM STRUCTURAL ENGINEER FOR WRITTEN APPROVAL
WHERE GROUT WITH MORE THAN 1 1/2 IN. THICKNESS IS REQUIRED.
24.WHERE LEAN CONCRETE IS SPECIFIED ON THE DRAWINGS, LEAN CONCRETE SHALL CONTAIN A
MINIMUM OF 2 SACKS OF CEMENT PER CUBIC YARD ON CONCRETE.
25.ALUMINUM OR ALUMINUM ALLOY PIPES SHALL NOT BE USED FOR PUMPING AND DELIVERING FRESH
CONCRETE.
26.UNLESS NOTED OTHERWISE BY STRUCTURAL ENGINEER OR CONTRACT DOCUMENTS, AT LEAST TWO
6X12 IN. OR THREE 4X8 IN. CONCRETE SAMPLES SHALL BE MOLDED, FIELD-CURED, AND TESTED IN
ACCORDANCE WITH ASTM C31 AND ASTM C39.
27.CONCRETING IN HOT WEATHER AND COLD WEATHER SHALL BE IN ACCORDANCE WITH ACI 305.1 AND
ACI 306.1 AND ACI 301. ACI 301 SHALL BE CONSIDERED AS GOVERNING DOCUMENT UNLESS NOTE
OTHERWISE ON THE CONTRACT SPECIFICATIONS OR DOCUMENTS.
28.IF ANCHOR BOLTS ARE PLACED IN THE TOP OF A COLUMNS PILE OR PEDESTAL, THE BOLTS SHALL BE
ENCLOSED BY TRANSVERSE REINFORCEMENT THAT ALSO SURROUNDS AT LEAST FOUR LONGITUDINAL
BARS WITHIN THE PILE OR PEDESTAL. THE TRANSVERSE REINFORCEMENT SHALL BE DISTRIBUTED
WITHIN THE TOP 5 IN. OF THE COLUMN OR PEDESTAL AND SHALL CONSIST OF AT LEAST TWO NO. 4 OR
THREE NO. 3 BARS.
29.THE TESTING AGENCY PERFORMING ACCEPTANCE TESTING SHALL COMPLY WITH ASTM C1077.
CAST IN PLACE CONCRETE
FOUNDATIONS
1.NO GEOTECHNICAL REPORT WAS PROVIDED. THE DESIGN OF FOUNDATION IS BASED ON THE DEFAULT
VALUE PROVIDED IN FOUNDATION REQUIREMENTS FOR RESIDENTIAL PROJECTS AND ACCESSORY
STRUCTURES DATED 06/22/2020 BY THE COUNTY OF ORANGE DEPARTMENT OF PUBLIC WORKS. SEE TABLE
FUND-1 FOR THE DESIGN PARAMETERS RECOMMENDED BY THE ABOVE REFERENCED DOCUMENT AND
WERE CONSIDERED FOR THE FOUNDATION DESIGN OF THIS PROJECT. A 33% INCREASE FOR BEARING
CAPACITY WAS CONSIDERED FOR LOAD COMBINATIONS INCLUDING WIND OR SEISMIC LOADS.
2.EXTERIOR & INTERIOR FOUNDATIONS SHALL BE CARRIED AT LEAST 24 IN. INTO FIRM UNDISTURBED
NATURAL OR COMPACTED SOIL UNO ON THE PLANS OR DETAILS.
3.EXCAVATION AND STABILITY OF SLOPES ARE NOT PART OF THE DESIGN SCOPE, AND CONTRACTOR
SHALL REMAIN SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING BUT NOT LIMITED
TO LAGGING, SHORING, RESHORING UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.
4.NO CONSTRUCTION, EXPANSION OR COLD JOINTS ARE PERMITTED IN THE FOUNDATIONS AND GRADE
BEAMS, UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS.
5.STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE
CONCRETE PLACING.
6.NOTIFY THE OWNER'S REPRESENTATIVE, IF ANY BURIED CONSTRUCTIONS THAT ARE NOT INDICATED
ON THESE DRAWINGS ARE FOUND ON THE CONSTRUCTION SITE. UNLESS SPECIFICALLY SHOWN ON THESE
DRAWINGS, DO NOT DAMAGE ANY EXISTING BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS,
FOUNDATIONS, ETC.
7.LOCATE ALL UTILITIES PRIOR TO COMMENCING THE WORK. EXISTING EMBEDDED OR SURFACE
UTILITIES SHALL BE PROTECTED TO REMAIN UNDAMAGED DURING AND AFTER CONSTRUCTION WORK.
8.UNLESS NOTED OTHERWISE, OR REQUIRED BY THE LOCAL AUTHORITIES, REMOVE ABANDONED
FOUNDATIONS, UTILITIES, PIPES, ETC. WHEREVER INTERFERE WITH THE NEW CONSTRUCTION OR
IMPOSE DANGERS.
9.UNLESS NOTED OTHERWISE ON CONTRACTUAL DOCUMENTS, OR REQUIRED BY THE LOCAL
AUTHORITIES, EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE APPROVED REPRESENTATIVE
OF GEOTECHNICAL ENGINEER OR INSPECTORS PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY
THE GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.
10.WHERE EXCAVATION IS CAPABLE OF MAINTAINING A VERTICAL CUT WITHOUT SLOUGHING,
FOUNDATIONS MAY BE CAST DIRECTLY AGAINST EXCAVATIONS PROVIDED. WHERE FOUNDATIONS ARE
CAST AGAINST EARTH, DIMENSIONS OF THE FOUNDATIONS SHALL BE ENLARGED BY AN ADDITIONAL ONE
INCH IN THE DIRECTION OF THE SIDE CAST AGAINST EARTH.
11.CONCRETE SHALL NOT BE PLACED ON FROZEN GRADE. FOUNDATIONS THAT MAY SUBJECT TO
FREEZING TEMPERATURES AFTER FOUNDATION CONSTRUCTION SHALL BE ADEQUATELY PROTECTED FROM
FREEZING.
12.ALL EARTHWORK INCLUDING BUT NOT LIMITED TO EXCAVATION, BACKFILL, AND COMPACTION SHALL
BE DONE IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS STATED IN GEOTECHNICAL
INVESTIGATION REPORT OR THE REQUIREMENTS OF THE CITY OF THE PROJECT.
13.FOUNDATION EXCAVATION, BACKFILLING, AND COMPACTION SHALL BE OBSERVED AND APPROVED BY
THE GEOTECHNICAL ENGINEER OF RECORD, IF APPLICABLE, AND THE GOVERNING AGENCY PRIOR TO
PLACING REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER OF
COMPLIANCE TO THE OWNER.
14.FOR SLOT-CUTTING METHOD OF EXCAVATION, PROVIDE SUPPORTING COMPUTATIONS BY A
REGISTERED GEOTECHNICAL ENGINEER AND A DRAWING SHOWING THE LOCATION OF SLOTS, THEIR
WIDTH AND SEQUENCE OF SLOT CUTS. SLOT CUT TO BE AT LEAST 36" AWAY FROM ANY PROPERTY LINES
AND NOT EXCEED 5 FEET IN DEPTH.
15.TEMPORARY CUT SLOPES SHALL NOT EXCEED RECOMMENDED DEPTH IN THE GEOTECHNICAL
INVESTIGATION REPORT. DO NOT PERMIT ANY PERSON TO DESCEND INTO TRENCHES OR EXCAVATIONS
GREATER THAN FIVE FEET IN DEPTH UNLESS NECESSARY PERMIT FROM STATE OF CALIFORNIA DIVISION
OF INDUSTRIAL SAFETY IS OBTAINED PRIOR TO ISSUANCE OF BUILDING OR GRADING PERMIT.
CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMIT, AND INSTALLATION OF ALL SHORING AND
SHEATHING NECESSARY TO SAFELY RETAIN EARTH BANKS.
16.CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS FROM SURFACE WATER,
GROUNDWATER OR SEEPAGE. DEWATERING SHALL EFFECTIVELY ELIMINATE ANY HYDROSTATIC PRESSURE
ON SHORING. ENSURE THAT CONTAMINATED WATER IS NOT DISPOSED OF IN PUBLIC SEWER OR STORM
DRAIN SYSTEM AND ENSURE THAT DIRTY WATER IS NOT DISPOSED OF INTO PUBLIC RIGHT-OF-WAY.
17.SIDEWALKS OR PAVING IMMEDIATELY ADJACENT TO BUILDING PERIMETER SHALL BE SLOPED TO
PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. LANDSCAPE IRRIGATION IS NOT PERMITTED
WITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED IN PROTECTED
PLANTERS THAT DIRECT DRAINAGE AWAY FROM STRUCTURE AND FOUNDATIONS. DISCHARGE FROM
DOWNSPOUTS, ROOF DRAINS, AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN
FIVE FEET OF BUILDING PERIMETER.
18.UNLESS ADEQUATELY BRACED AND SHORED, RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL
WALLS HAVE ATTAINED FULL DESIGN STRENGTH. FOR PIT WALLS AND BUILDING WALLS BELOW GRADE,
BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ATTACHED FLOORS ARE PLACED, CURED FOR AT
LEAST 7 DAYS, AND HAVE ATTAINED 70% DESIGN STRENGTH. BACKFILL PLACED IMMEDIATELY BEHIND
RETAINING WALLS SHALL BE COMPACTED WITH HAND OPERATED EQUIPMENT.
19.WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12"
ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.
23. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.
TABLE WIND-1. WIND DESIGN DATA
CASE VALUE
BASIC WIND SPEED 95 MPH
IMPORTANCE FACTOR, Iw 1.0
EXPOSURE CATEGORY B
ENCLOSURE CLASSIFICATION ENCLOSED BUILDING
INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18
WIND BASE SHEAR IN EAST- WEST DIRECTION 4.7 KIPS
WIND BASE SHEAR IN NORTH- SOUTH DIRECTION 5.6 KIPS
TABLE EQ-1. EARTHQUAKE DESIGN DATA
PARAMETER VALUE
SITE CLASS D-DEFAULT
IMPORTANCE FACTOR, IE 1.0
MAPPED SPECTRAL RESPONSE ACCELERATION, SS 1.29 G
MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.461 G
SITE COEFFICIENT, FA 1.2
SITE COEFFICIENT, FV 1.839
DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS 1.032 G
DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 0.565 G
SEISMIC DESIGN CATEGORY D
RESPONSE MODIFICATION COEFFICIENT (S) OF LIGHT-
FRAME (WOOD), R 6.5
OVERSTRENGTH FACTOR (WOOD), Ω0 3
DEFLECTION AMPLIFICATION FACTOR (WOOD), CD 4
SEISMIC RESPONSE COEFFICIENT, CS 0.159 (LRFD)
SEISMIC BASE SHEAR OF LIGHT- FRAME (WOOD)4.5 KIPS
ANALYSIS PROCEDURE ELF PROC AND CRC BRACED WALL
METHOD.
RESPONSE MODIFICATION COEFFICIENT (S) OF OMF
(STEEL), R
N/A
OVERSTRENGTH FACTOR (STEEL), Ω0 N/A
DEFLECTION AMPLIFICATION FACTOR (STEEL), CD N/A
SEISMIC RESPONSE COEFFICIENT, CS N/A
SEISMIC BASE SHEAR OF OMF (STEEL)N/A
ANALYSIS PROCDURE N/A
TABLE LL-1. MINIMUM LIVE LOAD
RESIDENTIAL AREAS VALUE
PRIVATE ROOMS AND CORRIDORS SERVING THEM 40 PSF
PUBLIC ROOMS 100 PSF
CORRIDORS SERVING PUBLIC ROOMS 100 PSF
UNINHABITABLE ATTICS WITHOUT STORAGE 10 PSF
UNINHABITABLE ATTICS WITH STORAGE 20 PSF
HABITABLE ATTICS AND SLEEPING AREAS 30 PSF
ALL OTHER AREAS 40 PSF
BALCONIES AND DECKS
1.5 TIMES THE LIVE LOAD FOR THE AREA
SERVED. NOT REQUIRED TO EXCEED 100
PSF
ROOFS
ORDINARY FLAT, PITCHED, AND CURVED ROOFS 20 PSF
ROOF AREAS USED FOR OCCUPANTS SAME AS OCCUPANCY SERVED
ROOF AREAS USED FOR ASSEMBLY PURPOSES 100 PSF
1.BN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DRAWINGS FOR THE NEW DETACHED
ADU PROJECT LOCATED AT 606 S VAN NESS AVE, SANTA ANA, CA 92701.
2.THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE
AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK FOR LATERAL
AND GRAVITY LOADS. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR
CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OF
WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO
THE PROVIDED DOCUMENTS OR CODE COMPLIANCE.
3.BN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE.
SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT BN WAS NOT AWARE OF, OR WHICH WAS
UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, BN RESERVES THE RIGHT TO REVISE THE DESIGN AS
NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED.
4.BN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL AND
CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDER
SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED
OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. BN WILL NOT BE RESPONSIBLE FOR LATENT
DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE.
5.THE CLIENT IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION, AND
STRUCTURAL ENGINEER DISCLAIMS ANY LIABILITIES FOR DISCREPANCIES BETWEEN THE DOCUMENTS
THEMSELVES OR PROVIDED INFORMATION AND FIELD CONDITIONS.
6.STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK.
7.ALL WORK SHALL BE INACCORDANCE WITH THE 2022 EDITION OF CALIFORNIA BUILDING CODE (CBC),
CALIFORNIA RESIDENTIAL CODE (CRC), AND ALL AMENDMENTS OF THE CITY OF THE PROJECT LOCATION
AND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE.
8.ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS FOR THE OCCUPATIONAL
SAFETY AND HEALTH ADMINISTRATION (OSHA) OF PROJECT STATE AND ALL APPLICABLE LOCAL CODES
AND ORDINANCES. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFTEY OF PERSONEL AND
JOBSITE OF THIS CONTRACT DURING THE CONSTRUCTION. ENGINEER AND THE OWNER SHALL REMAIN
HARMLESS FROM ANY AND ALL LIABILITIES OF THE CONSTRUCTION WORK.
9.THE JURISDICTION PERMIT SET SHALL NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING THE
WORK PRIOR TO ACQUIRING THE JURISDICTION’S PERMIT. BN SHALL HAVE NO LIABILITY OR
RESPONSIBILITY FOR THE SAFETY, AND/OR COSTS OF ANY CONSTRUCTION THAT IS PERFORMED PRIOR
TO ACQUIRING THE JURISDICTION’S PERMIT. FAILURE TO OBTAIN A BUILDING PERMIT IS A VIOLATION OF
CONTRACTORS LICENSE LAW. CONSTRUCTION PERFORMED WITHOUT A PERMIT CAN EXPOSE A
HOMEOWNER TO ADDITIONAL LIABILITY AND COSTS.
10.CONSTRUCTION DOCUMENTS IDENTIFIED AS BID SET OR ISSUED FOR PERMIT ON ANY OR ALL SHEETS
ARE SUBJECTED TO REVIEW AND APPROVAL BY BUILDING OFFICIALS. THIS REVIEW MAY RESULT CHANGES
TO THE DOCUMENTS. DRAWING SETS/SHEETS THAT ARE NOT APPROVED BY BUILDING OFFICIALS SHALL
NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING ANY PREPARATION WORK. THESE DOCUMENTS
ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL CONSTRUCTION DOCUMENTS AND THEY
SHALL NOT IN ANY WAY BE USED AS SUCH.
11.DESIGN OF HANDRAILS AND GUARDRAILS ARE NOT INCLUDED WITH THIS SCOPE OF WORK.
12.ALL GUARDRAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A LATERAL POINT LOAD OF 200
POUNDS APPLIED HORIZONTALLY AT RIGHT ANGLES, AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS
REQUIRED AT 3-STORY AND MULTI-FAMILY.
13.THESE DRAWINGS ARE PROVIDED SPECIFICALLY FOR THE PROJECT LISTED ON THE TITLE BLOCK AND
ANY REUSE OR REPRODUCE OF THE DRAWINGS AND DETAILS AS A WHOLE, OR A PART ARE STRICTLY
PROHIBITED UNLESS A WRITTEN APPROVAL FROM THE ENGINEER IS ISSUED.
14.CONTRACTOR SHALL COORDINATE FOR ALL INSPECTIONS AND SPECIAL INSPECTIONS THAT ARE
REQUIRED BY LOCAL AUTHORITIES FOR THE WORK. ALL REPORTS SHALL BE SUBMITTED TO THE OWNER
AND ENGINEERS PRIOR TO THE CONCLUDING OF THE WORK. ALL REPORTED DEFICIENCIES IDENTIFIED BY
THE STRUCTURAL OBSERVER SHALL BE REPAIRED AT NO COSTS TO THE OWNER OR ENGINEERS PRIOR TO
CONCLUSION OF WORK.
15.ALL DIMENSIONS SHALL BE VERIFIED IN FIELD PRIOR TO COMMENCEMENT OF WORK. ANY
DISCREPANCIES BETWEEN THE DIMENSION SHOWN ON THESE DRAWINGS AND CIVIL DRAWINGS,
ARCHITECTURAL DRAWINGS OR FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER. ALL
OPENINGS' LAYOUT, EMBEDMENTS, SLEEVES, AND PENETRATIONS FOR ARCHITECTURAL, MECHANICAL,
AND ELECTRICAL ATTACHMENTS SHALL BE VERIFIED PRIOR TO PERFORMING THE WORK. NO WORK SHALL
BE PERFORMED UNTIL THE DISCREPANCIES ARE RESOLVED.
16.REVIEW ALL CONTRACT DOCUMENTS FOR THE SCOPE OF WORK AND CONTRACTOR MINIMUM
RESPONSIBILITIES. PROJECT DOCUMENTS INCLUDE INFORMATION REQUIRED TO CONVEY THE DESIGN
INTENT. NOTIFY THE ENGINEER PRIOR TO COMMENCING OF THE WORK, IF ANY CLARIFICATIONS OF THE
DESIGN ARE NEEDED.
17.THE DRAWINGS SHALL NOT BE SCALED. SPECIFIC DIMENSIONS SHOWN ON THE DRAWINGS, TAKE
PRECEDENCE OVER THE SCALED DRAWINGS.
18.CONTRACTOR SHALL SCHEDULING SEQUENCE OF ALL WORK AND SUBCONTRACTORS' PLANS AND
COORDINATE ALL WORK AND MAINTAIN CLEAN PATHS FOR ALL CODE REQUIRED EXITS AT ALL THE
PHASES OF CONSTRUCTION. THE SCHEDULE SHALL BE APPROVED BY THE OWNER AND
ARCHITECT-ENGINEER OF THE RECORD PRIOR TO COMMENCING THE WORK.
19. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITH
THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE
REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION.
20.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY SEOR.
21.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE INSTRUCTIONS OR
REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT
THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. DETAILS ON SHEETS TITLED
“TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR
TO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY
OCCUR.
22.TYPICAL AND SIMILAR DETAILS SHALL BE CONSIDERED WHERE THE CONDITIONS ARE NOT
SPECIFICALLY DETAILED. RESPONSIBILITIES OF THE CONTRACTOR INCLUDE UNDERSTANDING THE
EXTENT OF THE TYPICAL DETAILS AND THEIR APPLICATION PRIOR TO PERFORMING WORK.
23.SPECIFIC NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL
DETAILS. IF CONFLICT OCCURS BETWEEN THE CONTRACT DRAWINGS AND THE PROJECT MANUAL,
IMMEDIATELY NOTIFY ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION. NO WORK SHALL BE
PERFORMED IN THE AREA OF QUESTION TILL THE CONFLICT IS RESOLVED.
24.THE STABILITY, AND INTEGRITY OF THE STRUCTURE ARE VERIFIED AS A WHOLE. PROJECT
DOCUMENTS DO NOT INDICATE MEANS AND METHODS OF THE CONSTRUCTION. CONTRACTOR SHALL
TAKE REQUIRED MEASURES TO ENSURE THE STABILITY AND INTEGRITY OF THE STRUCTURE
CONSIDERING ALL FIELD CONDITIONS. NEW COMPONENTS THAT ARE ADDED FOR STABILITY AND ARE
NOT PART OF THE FINAL CONSTRUCTION SHALL BE REMOVED PRIOR TO CONCLUDING THE WORK.
25.DURIG THE CONSTRUCTION, ALL TEMPORARY BRACING ELEMENTS REQUIRED TO RESIST WIND,
SEISMIC, SOIL PRESSURE OR OTHER LATERAL LOADS, SHALL BE MAINTAINED UNTIL THE MAIN LATERAL
FORCE RESISTING SYSTEMS OF THE BUILDING AND THEIR CONNECTIONS ARE COMPLETED. PROJECT
OBSERVATION PROGRAMS AND VISITS PERFORMED BY ENGINEERS AND INSPECTORS SHALL NOT BE
CONSIDERED AS APPROVAL OF CONSTRUCTION MEANS AND METHODS. STRUCTURAL OBSERVATIONS DO
NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL
NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION.
26.CONTRACTOR IS SOLELY RESPONSIBLE FOR PROTECTION OF ALL STRUCTURAL, NONSTRUCTURAL,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE OWNER.
27.ALL MODIFICATIONS AND SUBSTITUTIONS SHALL BE SUBMITTED FOR APPROVAL.
28.THE CONTRACTOR SHALL VERIFY EXISTING CONCEALED AND VISIBLE CONDITIONS AND SHALL MAKE
NECESSARY ADJUSTMENTS TO THE SYSTEMS AND COSTS DUE TO ACTUAL FIELD CONDITIONS. UNLESS
SPECIFICALLY APPROVED BY THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF THE RECORD,
AFTER AWARDING THE PROJECT, NO ADDITIONAL COSTS TO THE OWNER OR ENGINEER ARE ACCEPTED
DUE TO FIELD CONDITIONS.
29.STRUCTURAL DESIGN CAPACITIES PROVIDED ON THESE DRAWINGS ARE APPLICABLE AFTER THE ALL
ELEMENTS AND THEIR CONNECTIONS ARE CONSTRUCTED AND FULLY CURED. WHERE CONSTRUCTION
MATERIALS ARE PLACED ON CONSTRUCTED FLOORS AND ROOFS, MATERIALS SHALL BE DISTRIBUTED
SUCH THAT THE DESIGN LIVE LOAD PER SQUARE FOOT IS NOT EXCEEDED AT ANY LOCATIONS.
30.EQUIPMENT ANCHORAGE TO THE STRUCTURE SHALL BE PROVIDED BY MANUFACTURER IN
ACCORDANCE WITH STATE AND CITY CODES.
31.BRACING SYSTEMS USED FOR ATTACHMENTS SHALL HAVE CURRENT APPROVAL DOCUMENTS AND
EVALUATION REPORT, WHICH CONFORM TO THE GOVERNING CODE, AND AUTHORITY REQUIREMENTS.
32.SUSPENDED EQUIPMENT SHALL BE SECURED WITH APPROVED LATERAL BRACING SYSTEM HAVING
CURRENT APPROVAL DOCUMENTS AND EVALUATION REPORT.
33.UNLESS NOTES OTHERWISE, LOADS FROM ELECTRICAL, MECHANICAL, AND PLUMBING ATTACHMENTS
SHALL BE SUPPORTED BY STRUCTURAL BEAMS.
34.INSTALL ALL MATERIALS AND PRODUCTS SPECIFIED OR SHOWN IN THESE DRAWINGS IN STRICT
CONFORMANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS.
35.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS
LAYOUT OF DOOR AND WINDOW OPENINGS IN STRUCTURAL WALLS, LOCATION AND EXTENT OF
EXTERIOR WALL SYSTEM, LOCATION AND EXTENT OF NON-BEARING CMU WALLS AND LAYOUT OF
OPENINGS THEREIN, LAYOUT OF SLOPES, CONCRETE CURBS, DEPRESSIONS, CHANGES IN LEVEL,
CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS, LAYOUT OF OPENINGS IN FLOORS AND ROOF
AND SLAB EDGES,FRAMING, LAYOUT AND DETAILS STAIR SIZE AND LOCATION.
36.REFER TO ELECTRICAL, MECHANICAL, PLUMBING DRAWINGS FOR LOCATION AND SIZE OF PIPE
SLEEVES, TRENCHES, AND OPENINGS THROUGH WALLS AND SLABS FOR DUCTWORK, LAYOUT, LOCATIONS
AND EXTENT OF ANCHORAGE OF PIPING, ELECTRICAL CONDUITS AND DUCTWORK, TO STRUCTURE,
LAYOUT, LOCATIONS, AND EXTENT OF EQUIPMENT ANCHORAGE TO STRUCTURE, EQUIPMENT PADS, AND
REQUIREMENT WEIGHTS, LAYOUT, LOCATIONS, AND EXTENT OF ELECTRICAL CONDUITS, OUTLETS, AND
BOXES IN CONCRETE SLABS AND WALLS.
37.UNLESS APPROVED BY THE ENGINEER, NO OPENING, HOLES, CUTS OR DISCONTINUITIES NOT SHOWN
ON THE STRUCTURAL DRAWINGS AND EXTENDING INTO OR THROUGH STRUCTURAL ELEMENTS SHALL BE
PERMITTED. ADDITIONAL DETAILING MAY BE REQUIRED AT THESE LOCATIONS.
38.ANY MODIFICATION TO THESE DRAWINGS OR DETAILS WITHOUT A WRITTEN APPROVAL FROM THE
ENGINEER SHALL VOID THE ENGINEER’S RESPONSIBILITY FOR THE WHOLE STRUCTURE. IF ANY
MODIFICATIONS ARE REQUIRED, IT SHALL BE REPORTED TO THE ENGINEER AND SHALL BE APPROVED
PRIOR TO PERFORMING THE WORK.
39.DESIGN DATA
DESIGN OF THE STRUCTURE IS IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE, 2022.
UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE DESIGN LOADS ARE AS TABLE LL-1.
RESIDENTIAL AREAS
RISK CATEGORY =II
CODE LEVEL WIND DESIGN DATA ARE AS TABLE WIND-1.
CODE LEVEL EARTHQUAKE DESIGN DATA ARE AS TABLE EQ-1.
GENERAL NOTES
LAP SPLICE LENGTH
db
GA
P
S
H
A
L
L
N
O
T
E
X
C
E
E
D
TH
E
S
M
A
L
L
E
R
O
F
1
/
2
LA
P
L
E
N
G
T
H
A
N
D
6
"
REINFORCEMENT AS REQD.CONCRETE
NOTE:
BARS ARE REPMITTED TO BE IN CONTACT WITH EACH OTHER
DE
V
E
L
O
P
M
E
N
T
L
E
N
G
T
H
PE
R
T
A
B
L
E
SURFACE OF CONCRETE OR
SECTION FROM WHICH
DEVELOPMENT LENGTH IS
MEASURED
CO
V
E
R
O
N
B
A
R
E
X
T
E
N
T
I
O
N
FO
R
9
0
°
H
O
O
K
A
SECTION A
SIDE COVER
FOR 90° AND
180° HOOK
DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION
90° HOOK
db
12
d
b
EX
T
E
N
S
I
O
N
6d
b B
E
N
D
DI
A
.
180° HOOK
db
6d
b B
E
N
D
DI
A
.
2 1/2", BUT NOT
LESS THAN 4db EXTENSION
HOOKS FOR REINFORCEMENT
IN WALLS AND FOUNDATIONS
90° HOOK
db
12
d
b
EX
T
E
N
S
I
O
N
4d
b B
E
N
D
DI
A
.
135° HOOK
db
4d
b B
E
N
D
DI
A
.
6db
EXTEN
S
I
O
N
HOOKS FOR STIRRUPS IN
LINTELS
FIGURE STANDARD HOOKS
TABLE CONCOV-1. CONCRETE COVERAGE
LOCATION VALUE
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO
EARTH
3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
NO. 6 THROUGH NO. 18 BARS
NO. 5 BARS, W31 OR D31 WIRE, AND SMALLER
2"
1 1/2"
CONCRETE NOT EXPOSED WEATHER OR IN CONTACT WITH
GROUND:
SLAB, WALL, JOIST:
NO. 14 AND NO. 18 BARS
NO. 11 BARS AND SMALLER (*)
BEAMS AND COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS
SLAB-ON-GRADE
1 1/2"
1"
1 1/2"
AT ONE-THIRD OF THE SLAB THICKNESS
FROM THE TOP SIDE
(*) CONCRETE COVER FOR THESE MEMBERS MAY NOT BE ADEQUATE FOR 2 HOURS OF FIRE RATING
FRAMING LUMBER AND ENGINEERED WOOD PRODUCT
1.ALL WOOD OR WOOD BASED MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:
1.1. ALL STRUCTURAL WOOD LUMBERS AND TIMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO
THE REQUIREMENTS OF WWPA OR WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS.
1.2. STRUCTURAL ALL STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR LARCH AND SHALL CONFORM TO
THE REQUIREMENTS OF USDOC PS 1—09 OR MORE RECENT EDITION.
1.3. ALL STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF USDOC PS 2—10 OR MORE
RECENT EDITION.
1.4. ALL STRUCTUR AL SAWN LUMBER INCLUDING END-JOINTED OR EDGE-GLUED LUMBER , MACHINE
STRESS-RATED OR MACHINE-EVALUATED LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A
LUMBER GRADING OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION ODY
BODY THAT COMPLIES WITH DOC PS 20-05 OR MORE RECENT EDITION.
1.5. ENGINEERED WOOD RIM BOAR DS SHALL CONFORM TO ANSI/APA PRR 410-2021 OR MORE RECENT
EDITION.
2.UNLESS NOTED OTHERWISE, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING
TO THE LATEST EDITION OF NDS FOR THE TABLE FL-1.
3.MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.
4.ALL CONNECTORS AND FASTENERS SHALL COMPLY WITH THE APPLICABLE PROVISIONS AND TABLES OF
SECTIONS 2304.10.2 THROUGH 2304.10.7 OF CBC 2022.
5.ALL WOOD AND WOOD BASED MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF AMERICAN
WOOD PROTECTION ASSOCIATION (AWPA) U1 FOR THE USE CATEGORY OF THE COMPONENT.
6.ANY PRESERVATIVE-TREATED WOOD MEMBERS THAT ARE ALTERED, CUT, DRILLED OR NOTCHED ON
THE FIELD, SHALL BE RETREADED AS SPECIFIED BY MANUFACTURER AND APPROVED BY LOCAL
AUTHORITIES. IF NO WRITTEN RECOMMENDATIONS ARE PROVIDED, ALL DRILLED HOLES AND CUT ENDS
NEED TO BE TREATED WITH A PRESERVATIVE, TO CONFORM AMERICAN WOOD PROTECTION ASSOCIATION
(AWPA) STANDARD M4.
7.FASTENERS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED ON THESE DRAWINGS. FASTENERS
SHALL NOT BE PLACED CLOSER THAN THE SPECIFIED EDGE AND END DISTANCES. SPACING OF THE
FASTENERS SHALL BE AS SPECIFIED.
8.FASTENERS HEAD SHALL BE DRIVEN FLUSH WITH THE SURFACES AND SHALL NOT FRACTURE OR
DAMAGE THE LUMBER OR SHEATHING SURFACES.
9.PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK
PORTION OF LAG BOLTS. THREADED CONNECTORS SUCH AS LAG SCREWS AND WOOD SCREWS SHALL BE
INSTALLED BY TURNING WIDTH A WRENCH. HAMMER DRIVEN SCREWS SHALL NOT BE PERMITTED.
10.ALL BOLT HOLES, OTHER THAN LAG BOLT HOLES, SHALL BE DRILLED A MINIMUM OF 1/32" TO A
MAXIMUM OF 1/16" LARGER THAN BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN THE MAIN
MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN. INSPECTOR SHALL VERIFY ALL
HOLES AT JOB SITE
11.PROVIDE LATERAL SUPPORT FOR THE TOP OF INTERIOR NON-BEARING WALLS WHEN MANUFACTURED
TRUSSES ARE USED.
12.ALL ROOF/FLOOR AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED. NAIL GUNS USING "CLIPPED HEAD" OR SINKER
NAILS ARE NOT ACCEPTABLE.
13.ROOF/FLOOR NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE
PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES.
14.STUCCO SHEAR WALLS SHALL UTILIZE FURRING, GALVANIZED NAILS (HAVING A MINIMUM 11 GA.,
1-1/2" LONG, 7/16" DIAMETER HEAD, AND FURRED OUT A MIN OF 1/4") TO ATTACH THE LATH TO THE
STUDS. (TABLE 2306.3(3)).
15.SHOP WELDS SHALL BE PERFORMED WITH LICENSED FABRICATORS.
16.STRUCTURAL WOOD SHEAR WALLS SHALL BE COVERED WITH MINIMUM TWO LAYERS GRADE D FELT
UNDERLAY PRIOR TO PLACING FINISH MATERIAL.
17.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS.
HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALL
FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON
THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.25 IN. BY 3 IN.
BY 3 IN.
18.MAXIMUM MOISTURE CONTENT FOR FRAMING LUMBER INCLUDING PRESERVATIVE-TREATED WOOD
SHALL NOT EXCEED 19% AT THE TIME OF PLYWOOD OR GYPBOARD COVERAGE INSTALLATION.
19.UNLESS NOTED OTHERWISE, FRAMING LUMBER USED FOR COMPLETELY NEW CONSTRUCTIONS SHELL
BE STAMPED AS KILN-DRIED (KD), HEAT TREATED (KD-HT), SURFACE-DRY (S-DRY) LUMBER OR MC-15
LUMBER. (S-DRY) LUMBER SHALL NOT BE PERMITTED TO BE USED IN EXISTING CONSTRUCTION OR FOR
THE NEW CONSTRUCTIONS THAT ARE ATTACHED TO EXISTING CONSTRUCTION.
20.TOP AND BOTTOM PLATES OF WALLS SHALL BE KLIN DRIED FOR BUILDINGS MORE THAN TWO
STORIES.
21.PROVIDE DOUBLE JOISTS OR 4x BEAM GIRDERS UNDER PARALLEL PARTITIONS. STITCH NAIL THE
DOUBLE SWAN JOISTS WITH 16D NAILS SPACED NOT MORE THAN THE LESSER OF JOISTS DEPTH AND 12
IN. NAILS SHALL BE STAGGERED AT THE TOP AND BOTTOM.
22.PROVIDE DOUBLE 2X OR 4X BLOCKING UNDER WALLS OR PARTITIONS PERPENDICULAR TO THE JOISTS.
23.UNO, ALL DISCONTINUOUS WALLS SHALL BE SUPPORTED ON BEAMS, DOUBLE JOISTS OR SOLID
BLOCKING WITH THE WIDTH NOT LESS THAN THE WIDTH OF THE SUPPORTED WALL.
24.ALL WOOD BOLTS AND LAG SCREWS SHALL CONFORM TO REQUIREMENTS OF ANSI/ASME B18.2.1,
WOOD SCREWS SHALL CONFORM TO THE REQUIREMENTS OF ANSI/ASME B18.6.1, AND NAILS SHALL
CONFORM TO THE REQUIREMENTS OF ASTM F1667.
25.ALL NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. UNLESS OTHERWISE NOTED ON
THESE DRAWINGS, ALL NAILS SHALL BE COMMON WIRE NAILS, AND NUMBER OF CONNECTING NAILS AT
EACH LOCATION SHALL NOT BE LESS THAN THE SPECIFIED NUMBERS ON THESE DRAWINGS. ALL NAILS
THAT ARE EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT-DIPPED GALVANIZED COMMON NAILS
THAT CONFORMS TO ASTM A153 CLASS D. NAILS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED IN
TABLE FL-2. NAILS.
26.ALL HORIZONTAL JOINTS OCCURRING IN BRACED / SHEAR WALL PANELS SHALL OCCUR OVER
BLOCKING EQUAL IN SIZE TO THE STUDDING.
27.ALL STEEL BOLT AND RODS SHALL CONFORM TO ASTM A307 OR ASTM F1554 GR. 36. ALL BOLT HOLES
SIZES SHALL INSPECTED AND VERIFIED AT JOB SITE.
28. ALL BOLTS, NUTS, AND LAG SCREWS THAT BEAR ON WOOD MATERIALS SHALL HAVE STANDARD CUT
WASHERS UNDER THE BOLT HEAD AND NUTS. NOT MORE THAN 24 HRS PRIOR TO COVERING THE BOLTS,
ALL BOLTS SHALL BE RETIGHTENED.
29. PROVIDE FULL HEIGHT SOLID BLOCKING AT THE ENDS, ALL JOISTS, BEAMS AND RAFTERS SHALL NOT
BE JOISTS, BEAMS AND RAFTERS. INTERMEDIATE FULL BLOCKING OF SHALL NOT BE SPACED MORE THAN
8 FT FROM THE ADJACENT BLOCK (8 FT OC MAX.) .
30. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED MID-SPAN OF THE JOIST.
31. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END.
32. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS
BEAMS AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE
SPACED NOT MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER.
33. APPROVED METAL BRIDGING THAT HAVE CURRENT ICC ES EVALUATION MAY BE USED INSTEAD OF
SOLID BLOCKING FOR FULL HEIGHT INTERMEDIATE SUPPORTS.
34. DO NOT SUSPEND CEILINGS, SOFFITS, SPRINKLERS, PIPING, MECHANICAL DUCTS, NOR ANY OTHER
ELEMENT FROM 2X4 ROOF FRAMING UNLESS SPECIFICALLY DETAILED.
35. CUTTING, NOTCHING, AND BORING OF WOOD FRAMING MEMBERS SHALL BE IN ACCORDANCE WITH
CBC SECTION 2308.5.9. AND AS SHOWN ON THESE DRAWINGS.
36. FIRE-RETARDANT-TREATED WOOD IS ANY WOOD PRODUCT THAT, WHEN IMPREGNATED WITH
CHEMICALS BY A PRESSURE PROCESS OR OTHER MEANS DURING MANUFACTURE, SHALL HAVE, WHEN
TESTED IN ACCORDANCE WITH ASTM E84 OR UL 723, A LISTED FLAME SPREAD INDEX OF 25 OR LESS AND
SHOW NO EVIDENCE OF SIGNIFICANT PROGRESSIVE COMBUSTION WHEN THE TEST IS CONTINUED FOR
AN ADDITIONAL 20-MINUTE PERIOD. ADDITIONALLY, THE FLAME FRONT SHALL NOT PROGRESS MORE
THAN 10-1/2 FEET BEYOND THE CENTERLINE OF THE BURNERS AT ANY TIME DURING THE TEST.
37. SQUASH BLOCKS WITH THE SAME WIDTH SHALL BE PROVIDED UNDER ALL BEARING POINT LOADS
FROM ABOVE TO THE TOP OF THE TOP PLATES BELOW AT FLOOR LEVELS.
38. LATERAL BRACING OF WEB MEMBERS IN TRUSSES SHALL BE END ON AN EXTERIOR SHEAR/BRACING
WALL.
39. BLOCKING REQUIRED FOR LIGHT FEATURES, CABINETS, HANDRAILS, GUARDRAILS TOWEL BARS OR
OTHER LIGHT ATTACHMENTS ARE NOT SHOWN ON THESE DRAWINGS AND SHALL BE PROVIDED BY GC AS
REQUIRED BASED ON ARCHITECTURAL, AND MEP DRAWINGS.
40. FIREBLOCKS NOT SMALLER THAN 2 IN. NOMINAL SHALL BE PROVIDED TO CUT OFF ALL HORIZONTAL
AND VERTICAL DRAFTS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE
PROVIDED AT STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS, . BETWEEN STAIR
STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING
RUN OF STAIRS, AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOOR.
41. FURRING SHALL BE PROVIDED TO ALIGN SHEAR WALLS WITH ALL OTHER WALLS.
42. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE
INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD.
2x BLK'G SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
43. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
ENGINEERED WOOD PRODUCTS
1.ALL STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBERS AND ORIENTED
STRAND BOARDS SHALL HAVE A CURRENT ICC ES EVALUATION REPORT AND AS A MINIMUM SHALL
CONFORM TO REQUIREMENTS SPECIFIED IN TABLE FL-3 :
2.GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN AMERICAN
INSTITUTE OF TIMBER CONSTRUCTION, ANSI/AITC A 190.1 AND AMERICAN SOCIETY FOR TESTING AND
MATERIALS ASTM D3737.
3.STRUCTURAL GLUED LAMINATED TIMBER SHALL BE MADE OF 1-1/2 IN. DOUGLAS FIR LAMINATION
WITH 24-F COMBINATION AS SPECIFIED IN AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC).
4.UNLESS NOTED OTHERWISE, ALL GLUED LAMINATED TIMBERS SHALL BE GRADE INDUSTRIAL
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S0.01
CONSTRUCTION NOTES
07/15/2025
EXP. 06-30-2026
1.STRUCTURAL OBSERVATION IS REQUIRED FOR THIS PROJECT IN ACCORDANCE WITH SECTION 1704.6
OF THE CBC 2022. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL
SYSTEM BY A LICENSED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED
CONSTRUCTION DOCUMENTS.
2.STRUCTURAL OBSERVATIONS DO NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE
CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSIDERED AS SUPERVISION OF
CONSTRUCTION.
3.THE OWNER OR QWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN
THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL
OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF
THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT
AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW
SCHEDULING OF THE REQUIRED OBSERVATIONS.
4.STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE REQUIRED
INSPECTIONS BY THE CITY OF SANTA ANA.
5.THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL
OBSERVATION SITE VISITS, AND TO ISSUE ALL STRUCTURAL OBSERVATION REPORTS.
6.THE STRUCTURAL OBSERVER SHALL PREPARE A STRUCTURAL OBSERVATION REPORT FOR EACH
STAGE OF CONSTRUCTION OBSERVED. THE CITY OF SANTA ANA STRUCTURAL OBSERVATION
REPORT” FORM, OR A SIMILARLY FORMATTED REPORT, SHALL BE USED FOR ALL STRUCTURAL
OBSERVATION REPORT.
7.IF THE CITY’S FORM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL OBSERVER’S LETTERHEAD,
STATE SITE ADDRESS, PLAN CHECK & PERMIT NUMBERS, STAGES & ELEMENTS OBSERVED, DATE
OBSERVED, & COMPLETE CONTACT INFORMATION FOR STRUCTURAL OBSERVER.
8.ALL STRUCTURAL OBSERVATION REPORTS, REGARDLESS OF FORM USED, SHALL INCLUDE THE
LICENSE STAMP & SIGNATURE OF THE STRUCTURAL OBSERVER RESPONSIBLE FOR THE PROJECT.
9.EACH STRUCTURAL OBSERVATION REPORT SHALL BE GIVEN TO THE OWNER OR OWNER’S
REPRESENTATIVE, PROJECT CONTRACTOR, AND THE BUILDING INSPECTOR.
10.THE CONTRACTOR SHALL RESOLVE ALL DEFICIENCIES & THE FINAL STRUCTURAL OBSERVATION
REPORT ISSUED PRIOR TO FINAL INSPECTION OR ACCEPTANCE OF STRUCTURAL WORK BY THE
BUILDING INSPECTOR.
11.THE LICENSED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL PREPARE ALL CONSTRUCTION
DOCUMENT CHANGES RELATING TO THE STRUCTURAL SYSTEMS. REVIEW & APPROVAL OF SUCH
CHANGES BY THE CHIEF BUILDING OFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THE DESIGN
PROFESSIONAL AND/OR CONTRACTOR PRIOR TO INSTALLATION AND/OR CONSTRUCTION OF SAID
CHANGES.
GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE
LATH AND PORTLAND CEMENT PLASTER (STUCCO) NOTES LATHING AND FURRING FOR CEMENT PLASTER
EXTERIOR PLASTER
STRUCTURAL OBSERVATION
SPECIAL INSPECTION
Special Inspection Program and Designation of
Special Inspectors
601 N. Ross Street, Santa Ana, CA 92701
P.O. Box 4048, Santa Ana, CA 92702-4048
www.ocpublicworks.com
714.667.8888 | myOCeServices.ocgov.com
□ Concrete (Design Mix, Form Work, Placement, etc*.)
□ Erection of Pre-Cast Concrete Members
□ Bolts Installed in Concrete
□ Reinforcing Steel and Pre-Stressing Steel Tendons
□ StructuralWelding/Rebar Welding
□ High-Strength Bolting/Material Verification
□ Steel Frame Joint Details
□ All Masonry Construction
□ Sprayed Fire-Resistive Materials
□ Shotcrete (Curing Temperature, Design Mix,
Placement, Strength etc. per table 1705.3)
□ Soils (Excavation, Fill, etc. per table 1705.6)
□ Smoke-Control System
□ Driven Piles per Table 1705.7
□ Cast in Place Piers per Table 1705.8
□ Mastic and Intumescent Fire-Resistant Coatings
□ Exterior Insulation and Finish Systems (EIFS)
□Wood for High-Load Diaphragms
□ Others
□ Others
□ Others
□ Others
SPECIAL INSPECTIONS
(Only checked items are required)
INSPECTION ITEMS SPECIAL INSPECTORS(S)
NAME,PHONE NUMBER,REGISTRATION#
DECLARATION BY OWNER OR ARCHITECT/ENGINEER OF RECORD:
I, the □ Owner □ Engineer or □ Architect of record,declare that the above listed Special Inspector(s) is/are hired by me.
Print Name Signature Date
*NO SPECIAL INSPECTION REQUIRED IF CONCRETE TRUCK MIX TICKET IS PROVIDED.
Structural Observation Program
Designation of Structural Observation
PROJECT ADDRESS: _________________________________________ PERMIT APPL. NO.__________
Description of Work: ____________________________________________________________________
Owner: _______________________ Architect: ________________________ Engineer: _______________
STRUCTURAL OBSERVATION (Only checked items are required)
Firm or individual to be responsible for the Structural Observation:
Name:Phone: (
FOUNDATION
Footing, Stem Walls, Piers
Mat Foundation
Caisson, Piles, Grade Beams
Stepp’g/Retaining Foundation,
Hillside Special Anchors
WALL
Concrete
Masonry
Wood
Others:
The structure is classified as Occupancy Category III or IV.
The Height of the structure is greater then 75 feet (22,860 mm) above the base. The structure is assigned to Seismic
Design Category E, is classified as Occupancy Category I or II.
DECLARATION BY OWNER I, the Owner of the project, declare that the above listed firm or individual
is hired by me to be the Structural Observer.
)Calif. Registration:
FRAME
Steel Moment Frame
Steel Braced Frame
DIAPHRAGM
Concrete
Steel Deck
Concrete Moment Frame
Masonry Wall Frame Others:
Signature ______________________________Date _________________
Declaration by Engineer or Architect of Record (required if different from the listed Structural Observer) I, the
Engineer or Architect of record for the project, declare that the above listed firm or individual is designated by me
to be responsible for the Structural Observation.
Signature ______________________________
300 N. Flower Street, Santa Ana, CA 92703
P.O. Box 4048, Santa Ana, CA 92702-4048
Revised 02/2017
Date __________________
www.ocpublicworks.com
P: 714.667.8888 I F: 714.667.7575
ocpCustomerCare@ocpw.ocgov.com
Wood
606 S VAN NESS AVE, SANTA ANA, CA 92701
NEW DETACHED ADU
GYPSUM BOARD
1.AN APPROVED AGENCY, RETAINED BY OWNER AND SATISFACTORY TO STRUCTURAL ENGINEER AND
GOVERNING CODE AUTHORITIES, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BY
THE CONTRACT AND APPLICABLE CODE. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION
TO THE INSPECTIONS REQUIRED BY CBC SECTION 110 “INSPECTIONS”.
2.APPROVED AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND TESTS AND SHALL
FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY AND
THE STRUCTURAL ENGINEER. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTED
WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION. IF NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF
THE GOVERNING CODE AUTHORITY AND THE STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF
THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS,
AND CORRECTION OF DISCREPANCIES, SHALL BE SUBMITTED UPON COMPLETION OF THAT PHASE OF
WORK.
3.WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR
ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR’S SHOP, SPECIAL INSPECTION
OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION. SPECIAL INSPECTIONS
DURING FABRICATION ARE NOT REQUIRED WHERE WORK IS DONE ON THE PREMISES OF A
FABRICATOR REGISTERED AND APPROVED BY THE GOVERNING CODE AUTHORITY TO PERFORM SUCH
WORK WITHOUT SPECIAL INSPECTION. FABRICATOR APPROVAL SHALL BE IN ACCORDANCE TO CBC
SECTION 1704.2.5.1. ACCORDING TO 1704A.2.5.1 FABRICATOR APPROVAL IS NOT PERMITTED BY
DSA-SS, DSA-SS/CC, OR OSHPD.
4.EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE
RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A WIND OR SEISMIC FORCE-RESISTING
COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE GOVERNING CODE AUTHORITY AND THE OWNER PRIOR TO
THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR’S STATEMENT OF
RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL
REQUIREMENTS OF INSPECTION.
5.CONTRACTOR SHALL SUBMIT MATERIAL CERTIFICATION OR LABORATORY TEST REPORTS CERTIFYING
MATERIALS ARE OF IDENTIFIABLE TESTED STOCK, COMPLYING WITH PROJECT SPECIFICATIONS, TO
OWNER, APPROVED AGENCY, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE
AUTHORITY. IF LABORATORY TEST REPORTS CANNOT BE MADE AVAILABLE, APPROVED AGENCY WILL
PERFORM TESTS AS DIRECTED BY STRUCTURAL ENGINEER. CONTRACTOR SHALL PAY FOR COSTS
RELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALS, MATERIALS FURNISHED
WITHOUT LABORATORY TEST REPORTS, MATERIALS FOUND DEFICIENT AFTER INITIAL TESTS AND
INSPECTIONS, AND/OR MATERIALS REPLACING DEFICIENT MATERIALS.
6.APPROVED AGENCY SHALL SUBMIT MATERIAL TEST REPORTS INDICATING WHETHER TESTED
MATERIALS ARE IN COMPLIANCE OR NONCOMPLIANCE WITH CONTRACT DOCUMENTS TO OWNER,
CONTRACTOR, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY.
7.APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CBC SECTION 1705,
SECTION 1705A “REQUIRED SPECIAL INSPECTIONS AND TESTS” AND WITH THESE DRAWINGS FOR THE
FOLLOWING WORK. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL TEST AND INSPECTION
REQUIREMENTS.
7.1.SOILS: SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL
PLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED IN ACCORDANCE WITH
TABLE 1. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS
SHALL BE USED TO DETERMINE COMPLIANCE.
7.1.1.DURING FILL PLACEMENT THE APPROVED AGENCY SHALL VERIFY THAT PROPER MATERIALS
AND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED
GEOTECHNICAL REPORT.
8.APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE IN ACCORDANCE
WITH CBC SECTION 1705.12 FOR THE FOLLOWING WORK.
8.1.STRUCTURAL WOOD: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING
OPERATIONS OF ELEMENTS OF THE SFRS.
8.1.1.PERIODIC INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
FASTENING OF ELEMENTS OF THE SFRS, INCLUDING WOOD SHEAR WALLS, WOOD
DIAPHRAGMS, DRAG-STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS.
8.1.2.SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND
DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO
OTHER COMPONENTS OF THE SFRS, WHERE FASTENER SPACING IS OF THE SHEATHING AT
EDGES OR BOUNDARIES IS 4 IN. OR LESS.
8.2.SPECIAL INSPECTIONS ARE NOT REQUIRED FOR COLD-FORMED STEEL LIGHT-FRAME SHEAR
WALLS AND DIAPHRAGMS, INCLUDING SCREW INSTALLATION, BOLTING, ANCHORING AND
OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE-RESISTING SYSTEM, WHERE
EITHER OF THE FOLLOWING APPLIES:
8.2.1.THE SHEATHING IS GYPSUM BOARD OR FIBERBOARD.
8.2.2.THE SHEATHING IS WOOD STRUCTURAL PANEL OR STEEL SHEETS ON ONLY ONE SIDE OF
THE SHEAR WALL, SHEAR PANEL OR DIAPHRAGM ASSEMBLY AND THE FASTENER SPACINGS
AT THE EDGES ARE 4 IN. OR LESS.
8.3.ARCHITECTURAL COMPONENTS: PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE
ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING
WALLS AND INTERIOR AND EXTERIOR VENEER.
8.3.1.PERIODIC SPECIAL INSPECTION IS NOT REQUIRED FOR THE FOLLOWING:
8.3.2.EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR AND
EXTERIOR VENEER 30 FEET OR LESS IN HEIGHT ABOVE GRADE OR WALKING SURFACE.
8.3.3.EXTERIOR CLADDING AND INTERIOR AND EXTERIOR VENEER WEIGHING 5 PSF OR LESS.
8.3.4.INTERIOR NONBEARING WALLS WEIGHING 15 PSF OR LESS.
9.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD
WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED
TO RESIST SUSTAINED TENSION LOADS, SHOTCRETE PLACEMENT, CONCRETE STRENGTH f'c > 2500psi,
SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, HIGH LOAD DIAPHRAGMS,
SPECIAL MOMENT-RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATION.
10.SPECIAL INSPECTORS OR INSPECTION AGENCIES SHALL SUBMIT A SIGNED FINAL REPORT TO THE
BUILDING DIVISION STATING THAT ALL ITEMS REQUIRING SPECIAL INSPECTION AND TESTING WERE
FULFILLED AND REPORTED AND, TO THE BEST OF THEIR KNOWLEDGE, IN CONFORMANCE WITH THE
APPROVED DESIGN DRAWINGS, SPECIFICATIONS, APPROVED CHANGE ORDERS AND THE APPLICABLE
PROVISIONS OF THE CBC ITEMS NOT IN CONFORMANCE, UNRESOLVED ITEMS OR ANY DISCREPANCIES
IN INSPECTION COVERAGE (I.E. MISSED INSPECTIONS, PERIODIC INSPECTIONS WHEN CONTINUOUS
WAS REQUIRED, ETC.) SHOULD BE SPECIFICALLY ITEMIZED IN THIS REPORT. ALTERNATE FORMS MAY
BE APPROVED BY THE BUILDING OFFICIALS. THE FINAL REPORT SHALL BE SUBMITTED AT THE SITE
WITHIN SEVEN (7) DAYS OF COMPLETION OF THE JOB.
11.EMPLOYMENT OF SPECIAL INSPECTION IS THE DIRECT RESPONSIBILITY OF THE OWNER, OR THE
ENGINEER/ARCHITECT OF RECORD ACTING AS THE OWNER'S REPRESENTATIVE. SPECIAL INSPECTOR
SHALL BE ONE OF THOSE AS PRESCRIBED IN SEC. 1704.
1.EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER SHALL CONFORM TO THE
FOLLOWIG:
1.1.EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT SHALL CONFORM TO ASTM
C847,ASTM C1032, AND ASTM C150 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C926
AND ASTM C1063.METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION - RESISTANT
MATERIAL..
1.2.FASTENER TO STUDS,TOP AND BOTTOM PLATES, AND BLOCKING SHALL BE 0.120" NAIL X 1-½”
LONG, 7/16" HEAD OR NO. 16 GAGE GALV. STAPLE, 7/8" LEGS. STAPLES SHALL HAVE A MINIMUM
CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR
CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE
ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH
OF 3/4", MEASURED OUTSIDE THE LEGS.
2.ALL WALLS,FLOOR,CIELING AND ROOF GYPSUM BOARD SHALL BE AT LEAST 1/2" THICK (UNO ON ARCH.
DWG.) AND CONFORM TO THE FOLLOWING REQUIREMENTS:
2.1.GYPSUM WALLBOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN
ACCORDANCE WITH ASTM C 840. GYPSUM BASE FOR VENEER PLASTER SHALL CONFORM TO ASTM C
1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C844 BUT NOT LESS THAN THE
FOLLOWING REQUIREMENTS. WATER-RESISTANT GYPSUM BACKING BOARD SHALL CONFORM TO
ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C 840.
2.2.GYPSUM BOARD OR GYPSUM PANEL PRODUCTS SHALL BE INSTALLED PERPENDICULAR TO FRAMING
MEMBERS.END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SHALL NOT OCCUR ON THE
SAME JOIST.
2.3.BOARDS SHALL BE CONNECTED TO THE SUPPORTING ELEMENTS (STUDS, JOISTS,RAFTERS, TOP
AND BOTTOM PLATES, AND BLOCKING) WITH 6D COOLER (0.092" X 1-7/8" LONG, 1/4" HEAD) OR
WALLBOARD NAIL (0.0915" X 1-7/8" LONG, 19/64" HEAD) OR 0.120" NAIL X 1-3/4" LONG, MIN 3/8"
HEAD.
2.4.ALTERNATIVELY BOARDS INSTALLED ON THE WALLS MAY BE CONNECTED TO THE SUPPORTING
MEMBERS WITH NO.16 GAGE GALV. STAPLE, 1-1/2" LEGS, 1-5/8" LONG. STAPLES SHALL HAVE A
MINIMUM CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED
WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS.STAPLES
FOR THE ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN
WIDTH OF 3/4", MEASURED OUTSIDE THE LEGS.
2.5.TYPE S OR W DRYWALL SCREWS SHALL CONFORM TO REQUIREMENTS OF ASTM C 1002.
2.6.FASTENERS SHALL BE SPACED NOT MORE THAN 7 INCHES ON CENTER AT ALL SUPPORTS,
INCLUDING PERIMETER BLOCKING, AND NOT MORE THAN 3/4" FROM THE EDGES AND ENDS OF THE
GYPSUM BOARD OR GYPSUM PANEL PRODUCT.
2.7.PERIMETER EDGES OF ALL GYPSUM BOARDS SHALL BE BLOCKED USING A WOOD MEMBER NOT LESS
THAN 2"X6" NOMINAL DIMENSION. BLOCKING MATERIAL SHALL BE INSTALLED FLAT OVER THE TOP
PLATE OF THE WALL TO PROVIDE A NAILING SURFACE NOT LESS THAN 2" IN WIDTH FOR THE
ATTACHMENT OF THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT.
1. EXTERIOR AND INTERIOR CEMENT PLASTER AND LATHING SHALL BE DONE WITH THE APPROPRIATE
MATERIALS LISTED IN TABLE BELOW.
2. EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER SHALL CONFORM TO THE
FOLLOWING:
2.1 EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT SHALL CONFORM TO ASTM C847,
ASTM C1032, AND ASTM C150 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C926 AND ASTM
C1063. METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIAL.
2.2 FASTENER TO STUDS, TOP AND BOTTOM PLATES, AND BLOCKING SHALL BE 0.120" NAIL X 1-1/2"
LONG, 7/16" HEAD OR NO.16 GAGE GALV. STAPLE, 7/8" LEGS. STAPLES SHALL HAVE A MINIMUM CROWN
WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS
PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF
GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED
OUTSIDE THE LEGS.
3. MATERIALS SHALL BE STORED IN SUCH A MANNER AS TO PROTECT THEM FROM THE WEATHER.
4. INSTALLATION OF THESE MATERIALS SHALL BE IN COMPLIANCE WITH ASTM C926 AND ASTM C1063.
5. METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIAL.
6. BACKING OR A LATH SHALL PROVIDE SUFFICIENT RIGIDITY TO PERMIT PLASTER APPLICATIONS.
6.1 WHERE LATH ON VERTICAL SURFACES EXTENDS BETWEEN RAFTERS OR OTHER SIMILAR PROJECTING
MEMBERS, SOLID BACKING SHALL BE INSTALLED TO PROVIDE SUPPORT FOR LATH AND ATTACHMENTS.
6.2 GYPSUM LATH OR GYPSUM WALLBOARD SHALL NOT BE USED AS BACKING FOR CEMENT PLASTER
UNO.
7. APPROVED WATER-RESISTIVE BARRIERS SHALL BE INSTALLED AND, WHERE APPLIED OVER
WOOD-BASED SHEATHING, SHALL INCLUDE A WATER-RESISTIVE VAPOR-PERMEABLE BARRIER WITH A
PERFORMANCE AT LEAST. EQUIVALENT TO TWO LAYERS OF WATER-RESISTIVE BARRIER COMPLYING WITH
ASTM E2556, TYPE I. THE INDIVIDUAL LAYERS SHALL BE INSTALLED INDEPENDENTLY SUCH THAT EACH
LAYER PROVIDES A SEPARATE CONTINUOUS PLANE AND ANY FLASHING (SEE ARCH DWG. AND INSTALLED
IN ACCORDANCE WITH SECTION 1404.4 OF CBC) INTENDED TO DRAIN TO THE WATER-RESISTIVE BARRIER
IS DIRECTED BETWEEN THE LAYERS.
7.1 EXCEPTION 1: WHERE THE WATER-RESISTIVE BARRIER THAT IS APPLIED OVER WOOD-BASED
SHEATHING HAS A WATER RESISTANCE EQUAL TO OR GREATER THAN THAT OF A WATER-RESISTIVE
BARRIER COMPLYING WITH ASTM E2556, TYPE II AND IS SEPARATED FROM THE STUCCO BY AN
INTERVENING, SUBSTANTIALLY NONWATERY-ABSORBING LAYER OR DRAINAGE SPACE.
7.2 EXCEPTION 2: WHERE THE WATER-RESISTIVE BARRIER IS APPLIED OVER WOOD-BASE SHEATHING IN
CLIMATE ZONE 1A, 2A OR 3A, A VENTILATED AIR SPACE SHALL BE PROVIDE BETWEEN THE STUCCO AND
WATER-RESISTIVE BARRIER.
8. MASONRY AND CONCRETE SURFACES SHALL BE CLEAN, FREE FROM EFFLORESCENCE, SUFFICIENTLY
DAMP AND ROUGH FOR PROPER BOND. IF THE SURFACE IS INSUFFICIENTLY ROUGH, APPROVED BONDING
AGENTS OR A PORTLAND CEMENT DASH BOND COAT MIXED IN PROPORTIONS OF NOT MORE THAN TWO
PARTS VOLUME OF SAND TO ONE PART VOLUME OF PORTLAND CEMENT OR PLASTIC CEMENT SHALL BE
APPLIED. THE DASH BOND COAT SHALL BE LEFT UNDISTURBED AND SHALL BE MOIST CURED NOT LESS
THAN 24 HOURS.
TABLE 2507 - LATH, PLASTERING MATERIALS AND ACCESSORIES
MATERIAL STANDARD
ACCESSORIES FOR GYPSUM VENEER BASE ASTM C1047
BLENDED CEMENT ASTM C595
COLD-FORMED STEEL STUDS AND TRACK, STRUCTURAL AISI S240
COLD-FORMED STEEL STUDS AND TRACK, NONSTRUCTURAL AISI S220
EXTERIOR PLASTER BONDING COMPOUNDS ASTM C932
HYDRAULIC CEMENT ASTM C1157; C1600
GYPSUM CASTING AND MOLDING PLASTER ASTM C59
GYPSUM KEENE'S CEMENT ASTM C61
GYPSUM PLASTER ASTM C28
GYPSUM VENEER PLASTER ASTM C587
INTERIOR BONDING COMPOUNDS, GYPSUM ASTM C631
LIME PLASTERS ASTM C5;C206
MASONRY CEMENT ASTM C91
METAL LATH ASTM C847
PLASTER AGGREGATES
SAND
PERLITE
VERMICULITE
ASTM C35; C897
ASTM C35
ASTM C35
PLASTIC CEMENT ASTM C1328
PORTLAND CEMENT ASTM C150
STEEL SCREWS ASTM C1002; C954
WELDED WIRE LATH ASTM C933
WOVEN WIRE PLASTER BASE ASTM C103
1. PLASTERING WITH CEMENT PLASTER SHALL BE NOT LESS THAN THREE COATS WHERE APPLIED OVER
METAL LATH OR WIRE FABRIC LATH OR GYPSUM BOARD BACKING AS SPECIFIED IN NOTE 5 AND SHALL BE
NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. IF THE PLASTER SURFACE IS
TO BE COMPLETELY COVERED BY VENEER OR OTHER FACING MATERIAL, OR IS COMPLETELY CONCEALED
BY ANOTHER WALL, PLASTER APPLICATION NEED ONLY BE TWO COATS, PROVIDED THAT THE TOTAL
THICKNESS IS AS SET FORTH IN ASTM C926.
2. ON WOOD FRAME OR STEEL STUD CONSTRUCTION WITH AN ON-GRADE CONCRETE FLOOR SLAB
SYSTEM, EXTERIOR PLASTER SHALL BE APPLIED IN SUCH A MANNER AS TO COVER, BUT NOT TO EXTEND
BELOW, THE LATH AND PAPER. THE APPLICATION OF LATH, PAPER AND FLASHING OR DRIP SCREEDS
SHALL COMPLY WITH ASTM C1063.
3. A MINIMUM 0.019-INCH (NO. 26 GALVANIZED SHEET GAGE), CORROSION-RESISTANT WEEP SCREED
WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 3.5 IN. SHALL BE PROVIDED AT OR BELOW THE
FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH ASTM C926. THE WEEP
SCREED SHALL BE PLACED NOT LESS THAN 4 IN. ABOVE THE EARTH OR 2 IN. ABOVE PAVED AREAS AND BE
OF A TYPE THAT WILL ALLOW TRAPPED WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING. THE
WATER-RESISTIVE BARRIER SHALL LAP THE ATTACHMENT FLANGE. THE EXTERIOR LATH SHALL COVER
AND TERMINATE ON THE ATTACHMENT FLANGE OF THE WEEP SCREED.
4. ONLY APPROVED PLASTICITY AGENTS AND APPROVED AMOUNTS THEREOF SHALL BE ADDED TO
PORTLAND CEMENT OR BLENDED CEMENTS. WHERE PLASTIC CEMENT OR MASONRY CEMENT IS USED,
ADDITIONAL LIME OR PLASTICIZERS SHALL NOT BE ADDED. HYDRATED LIME OR THE EQUIVALENT
AMOUNT OF LIME PUTTY USED AS A PLASTICIZER IS PERMITTED TO BE ADDED TO CEMENT PLASTER OR
CEMENT AND LIME PLASTER IN AN AMOUNT NOT TO EXCEED THAT SET FORTH IN ASTM C926.
5. GYPSUM PLASTER SHALL NOT BE USED ON EXTERIOR SURFACES.
6. CEMENT PLASTER COATS SHALL BE PROTECTED FROM FREEZING FOR A PERIOD OF NOT LESS THAN 24
HOURS AFTER SET HAS OCCURRED. PLASTER SHALL BE APPLIED WHEN THE AMBIENT TEMPERATURE IS
HIGHER THAN 40°F, UNLESS PROVISIONS ARE MADE TO KEEP CEMENT PLASTER WORK ABOVE 40°F
DURING APPLICATION AND 48 HOURS THEREAFTER.
7. THE SECOND COAT SHALL BE BROUGHT OUT TO PROPER THICKNESS, RODDED AND FLOATED
SUFFICIENTLY ROUGH TO PROVIDE ADEQUATE BOND FOR THE FINISH COAT. THE SECOND COAT SHALL
NOT HAVE VARIATIONS GREATER THAN 1/4 IN. IN ANY DIRECTION UNDER A 5-FOOT STRAIGHT EDGE.
8. FIRST AND SECOND COATS OF CEMENT PLASTER SHALL BE APPLIED AND MOIST CURED AS SET FORTH
IN ASTM C926 AND TABLE BELOW.
a.THE FIRST TWO COATS SHALL BE AS REQUIRED FOR THE FIRST COATS OF EXTERIOR PLASTER,
EXCEPT THAT THE MOIST-CURING TIME PERIOD BETWEEN THE FIRST AND SECOND COATS SHALL
BE NOT LESS THAN 24 HOURS. MOIST CURING SHALL NOT BE REQUIRED WHERE JOB AND WEATHER
CONDITIONS ARE FAVORABLE TO THE RETENTION OF MOISTURE IN THE CEMENT PLASTER FOR THE
REQUIRED TIME PERIOD.
b.TWENTY-FOUR-HOUR MINIMUM INTERVAL BETWEEN COATS O INTERIOR CEMENT PLASTER. OTHER
METHODS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL.
c.FINISH COAT PLASTER IS PERMITTED TO BE APPLIED TO INTERIOR CEMENT PLASTER BASE COATS
AFTER A 48-HOURS PERIOD.
9. WHERE APPLIED DIRECTLY TO UNIT MASONRY SURFACES, THE SECOND COAT IS PERMITTED TO BE
APPLIED AS SOON AS THE FIRST COAT HAS ATTAINED SUFFICIENT HARDNESS.
10. THE SECOND COAT IS PERMITTED TO BE APPLIED AS SOON AS THE FIRST COAT HAS ATTAINED
SUFFICIENT RIGIDITY TO RECEIVE THE SECOND COAT.
10.1 WHERE USING THIS METHOD OF APPLICATION, CALCIUM ALUMINATE CEMENT UP TO 15 PERCENT
OF THE WEIGHT OF THE PORTLAND CEMENT IS PERMITTED TO BE ADDED TO THE MIX.
10.2 CURING OF THE FIRST COAT IS PERMITTED TO BE OMITTED AND THE SECOND COAT SHALL BE
CURED AS SET FORTH IN ASTM C926 AND TABLE 2512.6.
11. CEMENT PLASTER FINISH COATS SHALL BE APPLIED OVER BASE COATS THAT HAVE BEEN IN PLACE
FOR THE TIME PERIODS SET FORTH IN ASTM C926. THE THIRD OR FINISH COAT SHALL BE APPLIED WITH
SUFFICIENT MATERIAL AND PRESSURE TO BOND AND TO COVER THE BROWN COAT AND SHALL BE OF
SUFFICIENT THICKNESS TO CONCEAL THE BROWN COAT.
TABLE 2512.6 CEMENT PLASTERS
COAT MINIMUM PERIOD MOIST CURING MINIMUM INTERVAL BETWEEN COTTS
FIRST 48 HOURS 48 HOURS
SECOND 48 HOURS 7 DAYS
FINISH -NOTE C
1. ALL WALLS,FLOOR,CIELING AND ROOF GYPSUM BOARD SHALL BE AT LEAST 1/2" THICK (UNO ON ARCH.
DWG.) AND CONFORM TO THE FOLLOWING REQUIREMENTS:
1.1 GYPSUM WALLBOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE
WITH ASTM C 840. GYPSUM BASE FOR VENEER PLASTER SHALL CONFORM TO ASTM C 1396 AND SHALL BE
INSTALLED IN ACCORDANCE WITH ASTM C844 BUT NOT LESS THAN THE FOLLOWING REQUIREMENTS.
WATER-RESISTANT GYPSUM BACKING BOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED
IN ACCORDANCE WITH ASTM C 840.
1.2 GYPSUM BOARD OR GYPSUM PANEL PRODUCTS SHALL BE INSTALLED PERPENDICULAR TO FRAMING
MEMBERS. END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SHALL NOT OCCUR ON THE SAME
JOIST.
1.3 BOARDS SHALL BE CONNECTED TO THE SUPPORTING ELEMENTS (STUDS, JOISTS,RAFTERS, TOP AND
BOTTOM PLATES, AND BLOCKING) WITH 6D COOLER (0.092" X 1-7/8" LONG, 1/4" HEAD) OR WALLBOARD
NAIL (0.0915" X 1-7/8" LONG, 19/64" HEAD) OR 0.120" NAIL X 1-3/4" LONG, MIN 3/8" HEAD.
1.4 ALTERNATIVELY BOARDS INSTALLED ON THE WALLS MAY BE CONNECTED TO THE SUPPORTING
MEMBERS WITH NO.16 GAGE GALV. STAPLE, 1-1/2" LEGS, 1-5/8" LONG. STAPLES SHALL HAVE A MINIMUM
CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS
PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF
GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED
OUTSIDE THE LEGS.
1.5 TYPE S OR W DRYWALL SCREWS SHALL CONFORM TO REQUIREMENTS OF ASTM C 1002.
1.6 FASTENERS SHALL BE SPACED NOT MORE THAN 7 INCHES ON CENTER AT ALL SUPPORTS, INCLUDING
PERIMETER BLOCKING, AND NOT MORE THAN 3/4" FROM THE EDGES AND ENDS OF THE GYPSUM BOARD
OR GYPSUM PANEL PRODUCT.
1.7 PERIMETER EDGES OF ALL GYPSUM BOARDS SHLL BE BLOCKED USING A WOOD MEMBER NOT LESS
THAN 2"X6" NOMINAL DIMENSION. BLOCKING MATERIAL SHALL BE INSTALLED FLAT OVER THE TOP PLATE
OF THE WALL TO PROVIDE A NAILING SURFACE NOT LESS THAN 2" IN WIDTH FOR THE ATTACHMENT OF
THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT.
APPEARANCE GRADE WITH MOISTURE CONTENT BETWEEN 7-14 PERCENT.
5.ALL FABRICATIONS SHALL BE IN ACCORDANCE WITH AITC A190 AND PERFORMED WITH A CERTIFIED
FABRICATOR AS PER AITC.
6.GLUED-LAMINATED TIMBERS SHALL HAVE INSPECTION CERTIFICATE AT NO COST TO THE OWNER, OR
ENGINEER. A COPY OF THE INSPECTION CERTIFICATE SHALL BE SUBMITTED TO THE BUILDING OFFICIALS,
AEOR AND SEOR.
7.UNLESS NOTED OTHERWISE, GLUE LAMINATED TIMERS SHALL NOT HAVE ANY CAMBERS.
8.ENGINEERED STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, DRILLED, OR ALTERED EXCEPT AS
PERMITTED BY THE MANUFACTURER'S WRITTEN RECOMMENDATIONS AND AS SPECIFICALLY SHOWN ON
THESE DRAWINGS, WHICHEVER IS MORE STRICTER.
TABLE FL-2. NAIL PROPERTIES SCHEDULE
DESIGNATION LENGTH (IN.)WIRE DIAMETER (IN.)HEAD DIAMETER (IN.)
6d 2 0.113 0.266
8d 2-1/2 0.131 0.281
10d 3 0.148 0.312
12d 3-1/4 0.148 0.312
16d 3-1/2 0.162 0.344
20d 4 0.192 0.406
30d 4-1/2 0.207 0.438
40d 5 0.225 0.469
50d 5-1/2 0.244 0.5
60d 6 0.263 0.531
TABLE FL-3. STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBER
MEMBER Fb (PSI)Fv (PSI)E (x106 PSI)
PSL (2.2E)PARALLAM 2900 290 2.2
LVL (2.0E)MICROLLAM LVL 2900 285 2.0
GLB 24F-V4 DF/DF GLB 2400 265 1.8
LSL TIMBERSTRAND 2325 310 1.55
TABLE FL-1. REQUIRED GRADE FOR STRUCTURAL WOOD MEMBERS: ALL STRUCTURAL WOOD
MEMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE REQUIREMENTS OF WWPA OR
WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS
JOIST
2x8 & LARGER NO.2 OR BETTER
3x NO.1
STUD
2x4 NO.2 OR BETTER
2x6 NO.2 OR BETTER
PLATE
2x OR 3X NO.2 OR BETTER
POST
4x10 & SMALLER NO.2
4x12 & LARGER NO.1
6x & 8x NO.1
BEAM & STRINGERS & HDR
4x10 & SMALLER NO.2
4x12 & LARGER NO.1
6x & 8x NO.1
WALL
STUD TO STUD (NOT AT BRACED WALL PANELS)16d COMMON 24” O.C. FACE NAIL
STUD TO STUD AND ABUTTING STUDS AT INTERSECTING
WALL CORNERS (AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL
BUILT-UP HEADER 16d COMMON 16” O.C. EACH EDGE, FACE NAIL
CONTINUOUS HEADER TO STUD 4-8d COMMON TOENAIL
TOP PLATE TO TOP PLATE 16d COMMON 16” O.C. FACE NAIL
TOP PLATE TO TOP PLATE, AT END JOINTS 8-16d COMMON
EACH SIDE OF END JOINT, FACE
NAIL (MIN 24” LAP SPLICE
LENGTH EACH SIDE OF END JOINT)
BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL
BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING AT BRACED WALL PANELS 2-16d COMMON 16” O.C. FACE NAIL
STUD TO TOP OR BOTTOM PLATE 4-8d COMMON TOENAIL
TOP OR BOTTOM PLATE TO STUD 2-16d COMMON END NAIL
TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16d COMMON FACE NAIL
1” BRACE TO EACH STUD AND PLATE 2-8d COMMON FACE NAIL
1”X6” SHEATHING TO EACH BEARING 2-8d COMMON FACE NAIL
1”8” AND WIDER SHEATHING TO EACH BEARING 3-8d COMMON FACE NAIL
FLOOR
JOIST TO SILL, TOP PLATE, OR GIRDER 3-8d COMMON TOENAIL
RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,
SILL OR OTHER FRAMING BELOW 8d COMMON 6” O.C., TOENAIL
1”X6” SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON FACE NAIL
2” SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON FACE NAIL
2” PLANK 2-16d COMMON EACH BEARING, FACE NAIL
BUILT UP GIRDERS AND BEAMS,
2” LUMBER LAYERS
20d COMMON
32” O.C. FACE NAIL AT TOP AND
BOTTOM STAGGERED ON
OPPOSITE SIDES
2-20d COMMON ENDS AND AT EACH SPLICE, FACE
NAIL
LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 3-16d COMMON EACH JOIST OR RAFTER, FACE NAIL
JOIST TO BAND JOIST OR RIM JOIST 3-16d COMMON END NAIL
BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8d COMMON EACH END, TOENAIL
2022 CBC TABLE 2304.10.2 - FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE
OF FASTENER
SPACING AND
LOCATION
ROOF
BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR
TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW 3 - 8d COMMON TOENAIL EACH END
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE
WALL TOP PLATE, TO RAFTER OR TRUSS
2 - 8d COMMON TOENAIL EACH END
2-16d COMMON END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER 16d COMMON
@6"O.C.FACE NAIL
CEILING JOISTS TO TOP PLATE 3-8d COMMON TOENAIL EACH JOIST
CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUST) (TABLE AND
SECTION2308.7.3.1)
3-16d COMMON FACE NAIL
CEILING JOISTS ATTACHED TO PARALLEL RAFTER (HEEL
JOINT) (TABLE AND SECTION2308.7.3.1)7-16d COMMON FACE NAIL
COLLAR TIE TO RAFTER 3-10d COMMON FACE NAIL
RAFTER OR ROOF TRUSS TO TOP PLATE
(TABLE AND SECTION 2308.7.5)3-10d COMMON TOENAIL (C)
ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR
ROOF RAFTER TO 2” RIDGE BEAM
2-16d COMMON END NAIL
3-10d COMMON TOENAIL
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S0.02
CONSTRUCTION NOTES
07/15/2025
EXP. 06-30-2026
9
SCALE:NTS.
F F
NOTE:
ADJUST FOUNDATION ELEVATIONS SHOWN ON DWGS. IF
NECESSARY TO MAINTAIN THE MAX. OF 7 IN 10 SLOPE BTWN.
FOUNDATIONS AND ADJACENT EXCAVATIONS FOR DRAINS OR
OTHER ITEMS
LINE OF EXCAVATION
MAINTAIN STABLE
SLOPE
RELATION OF ADJACENT FOUNDATIONS AND EXCAVATIONS F11
SCALE:NTS.
12" MIN.12" MIN.
7
10
7
10
SCALE:NTS.SCALE:NTS.
1" CLEAR SLEEVE
AROUND PIPE
CAULK
PIPE
TRENCH
PIPE
NOTES:
1. DEPTH OF FOUNDATIONS MAY BE DETERMINED BY
LOCATION OF PIPE.
2. GENERAL CONTRACTOR SHALL CONSULT WITH
MECHANICAL CONTRACTOR TO DETERMINE DEPTH AND
LOCATION OF PIPES.
3. NO PIPE INSIDE THE THICKENED PART OF FOUNDATION.
4. WHERE PIPES CROSS UNDER THE FOUNDATION AND ARE
NOT MORE THAN 3' BELOW THE FOUNDATION, EXCAVATION
SHALL BE EXTENDED TO PIPE AND FILLED WITH MASS CONC.
1" CLEAR SLEEVE
AROUND PIPE
CAULK
F
SCALE:NTS.
PIPE THRU FOUNDATION
18" MIN.
6"
NO EXCAVATION
BELOW LINES
NO EXCAVATION
BELOW LINES 6"
MI
N
.
6"
MI
N
.
B
WALL FOUNDATION
2" OF APPROVED HIGHLY
COMPRESSIBLE MATERIAL
AROUND PIPE RUNS
PROVIDE 2500 PSI CONC. BACKFILL
WHERE EXCAVATION RUNS ACROSS
AND UNDER THE LINE OF FOUNDATION
WHEN "B" EXCEEDS 6'-0" FOOTING SHALL BE
STEPPED DN. FROM BOTH SIDES
PIPES CROSSING BENEATH CONT. WALL FOUNDATION
SCALE:NTS.
F
t
³t
4
13 F
F
SCALE:NTS.
1
3"
C
L
R
.
UNDISTURBED NATURAL
SOILS OR ENGINEERED FILL
E.N.
5/8" DIA. @ 48" W/ 7" MIN.
EMBED., UNO IN SHEAR
WALL SCHEDULE STUD WALL PER PLAN
UNO PER SHEAR WALL SCHED.
ELASTOMETRIC JOINT
SEALANT (WHERE REQD.)
ALL TOP & BOT
BARS IN
FOUNDATION
SHALL HAVE
STANDARD HOOKS
AT THE ENDS.
SOG PER PLAN
3" CLR.
VAPOR RETARDER
SEE ARCH./CIVIL
DWG.
H
SEE NOTE 2
EXT. WALL SHEATHING
2x UC4A OR HIGHER SILL PLATE
3x UC4A AT SHEAR WALLS
P.T.
SEE
ARCH./CIVIL
DWGS.
STD. HOOK
NOTE:
1- PROVIDE THICK. FILL
BLANKET UNDER HARD
SCAPE AREAS. AS PER
ARCH./CIVIL DWG. FOR
MORE INFORMATION IF
APPLICABLE.
2- MIN. 8" FROM SOIL AT
UNPAVED AREA OR 2"
FROM T.O. THE PAVED
MATERIAL.
t
EXT. STRIP FOUNDATION
PER PLAN
3"
C
L
R
.
2x UC4A OR HIGHER SILL PLATE
3x UC4A AT SHEAR WALLS
P.T.
E.N.
WALL SHEATHING
PER PLAN
STUD WALL PER PLAN
UNO PER SHEAR WALL SCHED.
SOG PER PLAN
#4@16" O.C.
DOWELS
ALT.
UNDISTURBED NATURAL
SOILS OR ENGINEERED FILL
t
SCALE:NTS.
5
3" CLR.
(2)#5
TOP & BOT
INT. STRIP FOUNDATION
(2)#5
TOP & BOT
DOWELS
TO MATCH
SOG REINF.24
"
SCALE:NTS.
2 EXT. STRIP FOUNDATION W/ ANCHOR
SCALE:NTS.
6 INT. STRIP FOUNDATION W/ ANCHOR (SB/SSTB)
PER PLAN
5/8" DIA. @ 48" W/ 7" MIN. EMBED.,
UNO IN SHEAR WALL SCHEDULE
SB SHOWN
(SSTB SIMILAR)
VAPOR
RETARDER SEE
ARCH./CIVIL
DWG.
ALL TOP & BOT
BARS IN
FOUNDATION
SHALL HAVE
STANDARD HOOKS
AT THE ENDS.
STD. HOOK
13
4"
11
2"12" MIN.
11
1 2"
M
A
X
.
Le
SB SHOWN
(SSTB SIMILAR)
4"
MIN.
12
"
M
I
N
.
PLAN VIEW
Le
ADD EXTRA #4
BARS EA. SIDE
OF HOLD DOWN
1.5 Le
NOTE:
FOUNDATION DETAILS AND REINFORCEMENT ARE NOT SHOWN FOR CLARITY. SEE FOUNDATION
DETAILS FOR THE BALANCE OF INFORMATION AND DETAILS THAT ARE NOT SHOWN
SCALE:NTS.SCALE:NTS.
3
SCALE:NTS.
10CONTRACTION JOINT INT. NON-LOAD BEARING WALLS (PARTITIONS) ON SOG7
IMPERVIOUS
MOISTURE BARRIER
BTWN. THE SILL
PLATE AND SOG
HOT-DIP GALV. OR STAINLESS STEEL
ANCHOR AND WASHER
(SEE NOTE 2)
2x STUDS @16" O.C. NON-LOAD BEARING
INT. PARTION, NON-SHEAR WALL
2x UC4A OR HIGHER SILL PLATE
P.T.
SOG PER PLAN
A
SECTION A
7db<L<12"ANCHOR
SOG PER PLANS
END OF SILL PLATE
WHERE OCCUR
NOTE:
1. UNO ON THE PLANS OR SHEAR WALL TABLE, WOOD SILL PLATES AND WOOD PARTITION WALLS SUPPORTED DIRECTLY ON CONC.
SLAB SHALL BE CONSTRUCTED AS FOLLOWS:
a. ANCHOR BOLTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE WIDTH OF THE PLATE.
b. A NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT.
c.THERE SHALL BE NOT FEWER THAN TWO BOLTS PER PLATE SECTION W/ ONE BOLT LOCATED NOT MORE THAN 12 IN AND LES THAN
SEVEN BOLT DIAMETERS FROM EACH END OF THE PLATE SECTION.
d. SILL PLATES SHALL BE PRESSURE TREATED AND PROTECTED AGAINST DECAY AND TERMITES (UC4A OR BETTER).
2. ANCHORS SHALL CONFIRM TO:
a. RAMSET 1524 SDP POWER-ACTUATED FASTENER (ZINC-CHROMATE) WITH ZINC-COATED WASHERS AND 1.375" EMBEDMENT DEPTH
AT 24" OC (ICC ESR 2690)
b. 3/8" Ø STAINLESS-STEEL TITEN HD WASHER HEAD W/ 2.75" EMBEDMENT DEPTH AND BD 1/2-3HDG WASHER BEARING PLATE AT 24"
OC (ICC ESR 2713),
c. 2.5" x 12/64" (0.177) Ø W/ 3/8" Ø HEAD POWDER DRIVEN FASTENER SHOT 14 GA x 17/16" Ø WASHER AT 24" OC, HILTI DS62P10
ICC-ES ESR-1663 OR EQUAL
NOTE:
1. SEE ARCHITECTURAL DRAWING FOR EXTENT OF SOG
2. IF ANY DISCREPANCIES EXIST BTWN. STRUCTURAL DWGS. AND ARCH. DWGS. ARCH. DWGS. GOVERNED
EDGED PATIO SLAB
ADD EXTRA
#4 BARS
EA. SIDE OF
HOLD DOWN
SLAB NOT
SHOWN FOR
CLARITY
PER PLAN
12" MIN. FOR SSTB/SB
PER PLAN
12" MIN.
PLAN VIEW
NOTE:
FOUNDATION DETAILS AND REINFORCEMENT ARE NOT SHOWN FOR CLARITY. SEE FOUNDATION
DETAILS FOR THE BALANCE OF INFORMATION AND DETAILS THAT ARE NOT SHOWN
SLAB NOT
SHOWN FOR
CLARITY
112"
12" MIN.11
2"
134"
1.
5
L
e
F
FFF
FF
24
"
M
I
N
.
6" (FOR HDU14)
6"
(F
O
R
HD
U
1
4
)
SIMPSON SB SIMPSON SSTB SIMPSON SB SIMPSON SSTB
NOTE:
THE DIAMOND-SHAPED JOINTS (6) MAY BE OMITTED IF COLUMN FOOTINGS ARE
BELOW FLOOR LEVEL AND THE COLUMN IS WRAPPED WITH TWO LAYERS OF
SHEATHING MEMBRANE OR JOINT FILLER TO BREAK THE BOND.
1. CONTROL JOINTS WITHIN 3050MM (120 IN). OF CORNERS
2. SPACING OF JOINTS 6100MM (240 IN). MAX. CONTROL
JOINTS IN FLOOR SLAB
3. FLOOR SLAB JOINT IN FLOOR SLAB
4. CONTROL JOINTS AROUND COLUMN FOOTINGS (SEE NOTE)
5. FLOOR SLAB JOINT SPACING OF 6 M (20 FT.) MAXIMUM
6. CONTROL JOINT AROUND COLUMN FOOTINGS (SEE NOTE)
2
1 1
5
3
3
4
6
3
5
LOCATION OF CONTROL JOINTS F
SCALE:NTS.
12
24"
24
"
24"
24
"
EXTRA #4 BARS
SB/SSTB
4"
HOLD DOWN ANCHOR SCHEDULE AT FOUNDATION F
SCALE:NTS.
8
HDU2 1/4x2.5 6 4"x4"2,960 LB SSTB 16 5/8"17 20"
HDU4 1/4x2.5 10 4"x4"4,500 LB SSTB 20 5/8"18 22"
HDU5 1/4x2.5 14 4"x4"5,600 LB SSTB 24 5/8"18 22"
HDU8 1/4x2.5 20 4"x4"6,970 LB SSTB 28 7/8"25 28"
HDU11 1/4x2.5 30 4"x8"9,535 LB SB1x30 1"24 28"
HDU14***1/4x2.5 36 4"x8"13,090 LB SB1x30**-18*1"24, F**=17 28"
HD19 1" BOLT 5 6"x6" NO.1 19,070 LB PAB10 1 1/4"14.5,F=22 24"
HOLD
DOWN TYP.
SDS SCREW
SIZE (IN.)
NO. OF
SCREWS
MIN. WOOD
POST SIZE
DESIGN
CAPACITY ANCHOR TYPE DIA.Le, F(IN.)MIN. FON.
DEPTH
LSTHD8 0.148x3.25 16 4"x4"1,600 LB 8 12"
STHD10 0.148x3.25 20 4"x4"2,100 LB 10 14"
STHD14 0.148x3.25 24 4"x4"3,500 LB 14 18"
HDU2 1/4x2.5 6 4"x4"3,000 LB SSTB 16 5/8"13 16"
HDU4 1/4x2.5 10 4"x4"4,500 LB SSTB 20 5/8"17 22"
HDU5 1/4x2.5 14 4"x4"5,600 LB SSTB 24 5/8"21 26"
HDU8 1/4x2.5 20 4"x4"6,900 LB SSTB 28 7/8"25 28"
HDU11 1/4x2.5 30 4"x8"11,100 LB SB1x30 1"24 28"
HDU14***1/4x2.5 36 4"x8"13,000 LB SB1x30**-18*1"24, F**=17 28"
HD19 1" BOLT 5 6"x6" NO.1 19,070 LB PAB10 1 1/4"14.5,F=22 24"
NOTE:
*WHERE NOTED, SB1x30
REQUIRES FOUNDATION
WIDTH TO BE 18" WIDE.
**PAB8 SOLUTION MAY
ALSO BE USED. FOR PAB8
COVERAGE ON EACH SIDE
OF THE BOLT SHALL BE
MINIMUM F".
***WOOD MEMBER SHALL
BE 8"x4" OR LARGER
1. ANCHORS DESIGNATED
AS ASTM A193 GRADE B7
THREADED RODS TO USE
ASTM A563 GRADE DH
HEAVY HEX NUTS AND
ASTM F436 WASHERS.
ANCHOR RODS SHALL
CONFORM TO ASTM A36
THREADED RODS W/ ASTM
A563 GRADE A NUTS AND
ANSI B18.22.1 TYPE A
WASHERS, UNLESS
OTHERWISE NOTED.
2. ALL NUTS SHALL BE HOT
DIP OR MECHANICAL ZINC
COATED, GRADE A FINISH,
HEAVY HEX AND CONFORM
TO ASTM A563 W/ F436
WASHERS, UNO.
MIDWALL/CORNER
GARAGE CURB
SOG PER PLAN
3"
C
L
R
.
1
1
12
"
M
I
N
.
UNDISTURBED NATURAL
SOILS OR ENGINEERED FILL
t
3" CLR.
2#4
12"
A
B
SECTION A SECTION B
SCALE:NTS.SCALE:NTS.
MI
N
.
(
t 4,1
1 4")
PROVIDE 1/4" SAWCUT OR 1/8" WIDE
TOOLED JOINT WITHIN 24 HOUR
OF POUR, FILL W/ SEALANT
AS REQD. AS PER ARCH. DWG.
SEE JOINT FILLER DETAILS
SOG PER PLAN
t/
2
t
SEE SOG. NOTES FOR
SUBGRADE DETAILS
SECTION OF LANDING /EQUIPMENT SLAB
#4@18"O.C.
3"
C
L
R
.
1
1
6"
3" CLR.#4
6"
3"
C
L
R
.
3" CLR.#4
SEE ARCH. DWG.
PER CIVIL/CITY
GUIDE LINE
AS
P
E
R
A
R
C
H
.
D
W
G
.
5"
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.01
TYPICAL FOUNDATION
DETAILS
07/15/2025
EXP. 06-30-2026
JACK RAFTERS TO HIP RAFTER CONNE.
SCALE:NTS.
8 W
HIP RAFTER
JACK RAFTER
SIMPSON CS14
JACK RAFTER
HANGER
W
SCALE:NTS.
75 BEAM SPLICE
SCALE:NTS.
W
SIMPSON CCQ
W
SCALE:NTS.
DISCONTINUOUS TOP PLATE
w/(1) CMSTC16 36"
EA. SIDE
BEAM PER PLAN
POST PER PLAN
CCQ POST CAP
CENTER OF SPLICE
"MSTC40" STRAP
SHEATHING PER PLAN
RAFTERS PER PLAN
SIMPSON MSTA24
@EA. RAFTER
LRUZ SIMPSON SLOPED
HANGER PER SCHEDULE
RIDGE BEAM TO RAFTER CONNE.
RIDGE BEAM
PER PLAN
SIMPSON LRUZSIMPSON MSTA
ROOF SHEATHING PER PLAN
FILLERB.N.
SHEAR TRANSFER AT ROOF
SIMPSON H2.5ASIMPSON A35
CEILING JOIST PER PLAN
WHERE OCCUR
A35 EACH BLOCK U.N.O.
PER SHEAR WALL SCHEDULE
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
MI
N
.
6
"
E.N.
B.N.
ROOF SHT'G PER PLAN
ROOF RAFTER PER PLAN
(7)16d MIN.
COMMON NAILS EA. END.
SHEAR WALL PER PLAN
PLY WOOD MAY OTHER SIDE
DBL. 2xTOP PLATE
2xRIM
2xBLK'G
STUD WALL PER PLAN
UNO PER SHEAR WALL SCHED.
TYPICAL SHEARWALL SCHEDULE1 W
SCALE:NTS.
6
NOTE
1.PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGE IN FRAMING. ALL EDGE OF PANELS SHALL BE
SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING.
2.ALL SHEAR WALL ARE BLOCKED SHEAR WALLS AND ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO
COMMON FRAMING MEMBERS OR COMMON BLOCKING.
3.SHEATHING SHALL NOT BE USED TO SPLICE BOUNDARY ELEMENTS. ALL POSTS, STUDS AND COLUMNS SHALL BE FRAMED TO
PROVIDE FULL END BEARING.
4.CONTRACTOR SHALL REVIEW ALL TYPICAL SHEAR WALL CONNECTION DETAILS PRIOR TO START CONSTRUCTION.
5.STRUCTURAL PLYWOOD PANELS SHALL BE INSTALLED PRIOR TO ALL THE INSTALLATION OF ANY FRAMING THAT MAY
INTERRUPT THE CONTINUITY OF THE PLYWOOD.
6.SHEAR WALL SHEATHING SHALL BE 15/32" CD, CC OR BETTER PLYWOOD. W/ ALL EDGES BLOCKED AND NAILED PER THE
SHEAR WAIL SCHEDULE.
7.TYPICAL FASTENERS: 10d COMMON U.N.O. NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED.
8.FRAMING: 2X D.F. TYP. @16" O.C.(MAX.)
9.FRAMING & BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3” NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED IN
TWO ROWS ALONG PANEL EDGES WHERE SPACING IS 3” OR LESS ON CENTER. SHEAR WALL FRAMING AND STUDS SHALL BE
CONTENTIOUS BETWEEN THE BOTTOM PLATE AND TOP PLATE.
10.END NAIL STUDS TO SILL PLATE WITH (2) 20d BOX NAIL INSTEAD OF (2) 16d COMMON NAILS.
11.IF NEW ANCHOR BOLTS "REQUIRED AT EXISTING FOUNDATION. PROVIDE 5/8” X MIN. 12” EMBEDMENT INTO EXISTING
CONCRETE EPOXIED ANCHOR BOLTS SPACING SHOWN AT SHEAR WALL SCHEDULE. PROVIDE 3”X3”X1/4” PLATE WASHER.
12.CONTRACTOR TO VERIFY THE EXISTING PLYWOOD EDGE NAILING. TYPE OF PLYWOOD USED AND SPACING ON EXISTING
ANCHOR BOLTS IN FILED, TYPICAL.
13.SPECIAL INSPECTION BY INSPECTOR REQUIRED FOR HOLD-DOWN INSTALLATION INTO EXISTING FOUNDATION.
14.SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL WOOD SHEAR WALL COMPONENTS WITH NAIL SPACING CLOSER THAN
4” OC PER CBC 1705.11.2.
15.ALL NAILS SHALL BE COMMON NAILS. PROVIDE HOT DIPPED GALVANIZED NAILS AT ALL FIRE TREATED OR PRESSURE
TREATED PLYWOOD AND STUDS.
16.WHERE PLYWOOD IS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL
JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND
NAILS ON EACH SIDE BE STAGGERED. 3x FRAMING SHALL BE USED AT BOTTOM SILL PLATE AND ALL BLOCKING.
ELEVATION
WALL LENGTH
AS SPECIFIED
ON PLANS
UPPER FLOOR LEVEL
NOTE: ALTERNATE 1/2" GAP PLYWD.
JOINT AT EXT. CONDITION,
LOCATED AT JST. MID-HEIGHT
TRIMMERS PER TYPICAL
STUD WALL FRAMING AT
OPENING DETAIL
TYPICAL
PROVIDE EDGE NAILING (E.N.)
AT ALL PANEL EDGES
TYPICAL
PROVIDE FIELD NAILING (F.N.)
AT ALL OTHER SUPPORTS
BOUNDARY POST, SEE PLANS AND ANCHOR TABLE
T.O. CONC.
1/4" GAP
(PLYWD. TO T.O. CONC.)
3x (MIN.) SILL PLATE (P.T.D.F.)
STUD WALL PER PLAN
UNO. PER SHEAR WALL SCHED.
SHT'G SEE SCHEDULE
3x STUD
AT ALL ADJOINING
PANEL EDGES
3x BLK'G
AT ALL ADJOINING
PANEL EDGES
DOUBLE T.PLATES
ALTERNATE STAGGERED NAILING
JST. OR BLK'G
(SEE PLAN FOR JST. DIRECTION)
FOR SDS SCREWS, USE MIN.
2x BLK'G OR RIM JST.
SILL PLATE NAILINGS OR SIMPSON
SDS SCREWS TO JST. OR BLK'G
SEE SCHEDULE
(2) 2x OR 3x SILL PLATE
OPENING WHERE OCCURS
8x
D
A
MI
N
.
12
"
M
I
N
.
ANCHOR ROD
1" MIN.
THREAD
**15/32" STRUCTURAL I OSB CAN BE USED INSTEAD OF 15/32" PLYWOOD
BP/BPS 5
8" (3"x3"x1
4")
***SIMPSON THDB62100H SHALL BE USE FOR ANCHORING INTO THE EXISTING FOUNDATION, UNO ON PLANS
SWXB
NO PENETERATION OR CUTTING IS ALLOW IN
THE SHEAR WALL PANELS AND STUDS
JST. OR BLK'G
ANCHORS TO DOUBLE
T.PLATES, SEE SCHEDULE
AT 4" WALLS: PROVIDE
1/4"X3"X3" STEEL WASHER
UNDER EACH NUT. AT 6"
WALLS: PROVIDE 1/4"X5"X5"
STEEL WASHER UNDER EACH
NUT. ALL STEEL PARTS SHALL
BE HOT DIPPED GALVANIZED
SHEAR WALL SCHEDULE
SEE NOTE 10
SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
10d @6:12
10d @4:12
10d @2:12
10d @4:12
10d @3:12
10d @2:12
UPPER FLOOR
SILL PLATE NAILING ANCHOR ROD SPACING
WALL CAPACITY
(REDUCE 10% FOR FIRE
TREATED WOOD SEE NOTES)
NAILINGMATERIALTYP.
SW3B
SW4B
SW2B
SW4
SW2
SW1
SW1A
(EDGE:FIELD)
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
W/ MIN. 1 1/2'' PENETRATION
SIMPSON SDS25600
@ 4'' O.C.
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
BOTH SIDES
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
BOTH SIDES
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
BOTH SIDES
SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
SIMPSON SDS25600 @ 9" O.C.
ALT 16d @ 3 1/2" O.C.
SIMPSON SDS25600
@ 4'' O.C.
SIMPSON SDS25600
@ 3'' O.C.
SIMPSON SDS25600
@ 2'' O.C. STAGGERED
310 PLF (ASD)
2x BLK. & STUD AT ALL EDGES
465 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
800 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
935 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
1220 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
1600 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
10d @3:12
SW3 W/ MIN. 1 1/2'' PENETRATION
SIMPSON SDS25600
@ 6'' O.C.
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
610 PLF (ASD)
3x BLK. & STUD W/ STGG. NAIL
AT ALL EDGES
SIMPSON A35 @16" O.C.
ALT. SIMPSON LTP4 @16" O.C.
SIMPSON A35 @10" O.C.
ALT. SIMPSON LTP4 @10" O.C.
SIMPSON A35 @8" O.C.
ALT. SIMPSON LTP4 @8" O.C.
SIMPSON A35 @6" O.C.
ALT. SIMPSON LTP4 @6" O.C.
SIMPSON A35 @5" O.C.
ALT. SIMPSON LTP4 @5" O.C.
SIMPSON A35 @8" O.C. EA. SIDE
ALT. SIMPSON LTP4 @8" O.C. EA. SIDE
SIMPSON A35 @6" O.C. EA. SIDE
ALT. SIMPSON LTP4 @6" O.C. EA. SIDE
SIMPSON A35 @22" O.C.
ALT. SIMPSON LTP4 @22" O.C.
5/8"ø @32" O.C.
W/7" EMBEDMENT
(2 MIN.)
5/8"ø @32" O.C.
W/7" EMBEDMENT
(2 MIN.)
5/8"ø @24" O.C.
W/7" EMBEDMENT
(2 MIN.)
5/8"ø @18" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @16" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @12" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @9" O.C.
W/7" EMBEDMENT
(3 MIN.)
5/8"ø @48" O.C.
W/7" EMBEDMENT
(2 MIN.)
SILL/BOT
PLATE
2x
3x
3x
3x
2x
3x
3x
3x
SHEAR TRANSFER AT DOUBLE
TOP PLATE
10d @6:12 285 PLF (ASD)
2x BLK. & STUD AT ALL EDGESW/ MIN. 1 1/2'' PENETRATION
15/32" APA RATED 4-PLY
OR 5-PLY STRUCT-I PLYWD. (PI 32/16)
NOTE:
PRESSURE TREAT ALL SILLS BRG. ON CONC. OR MAS. BLOCK.
878"
M
A
X
.
6"
M
I
N
.
SILL PLATE
91
8" MAX.
6" MIN.
5"
MAX.
PROVIDE 1 1/2"x1/8" STRAP W/(4)16d EA. SIDE
OF NOTCH OR HOLE WHERE NOTCH OR HOLE
IS MORE THAN 1/3 WIDTH OF SILL PLATE
5/8" ANCHOR ROD @4'-0" O.C. MAX. W/STD. WASHER
7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE
2x BLK'G W/(2)16d
(2)16d END NAILS
2x PLATE W/ (4)16d
FOUNDATION
REINFORCING NOT
SHOWN FOR CLARITY
2x STUDS PER PLAN
PLAN
W
SCALE:NTS.
J BOLT AND NOUTCH IN SILL PLATE
91
8" MAX.
6" MIN.
91
8" MAX.
6" MIN.
5"
MAX.
PROVIDE HOT DIPPED GALV. ANCHOR ROD
AND PLATE WASHERS PER PROJECT SPECS.
ANCHOR ROD
1" MIN.
THREAD
12
"
M
I
N
.
BP 5/8"
(2 1/2"x2 1/2"x1/4")
2
WSP
SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
SIMPSON A35 @16" O.C.
ALT. SIMPSON LTP4 @16" O.C.
5/8"ø @48" O.C.
W/7" EMBEDMENT
(2 MIN.)
CRC BRACED WALL SCHEDULE
UPPER FLOOR
SILL PLATE NAILING ANCHOR ROD SPACING
WALL CAPACITY
(REDUCE 10% FOR FIRE
TREATED WOOD SEE NOTES)
NAILINGMATERIALTYP.(EDGE:FIELD)
SILL/BOT
PLATE
2x
2x
SHEAR TRANSFER AT DOUBLE
TOP PLATE
1/2" GYPSUM BOARD
AS PER ARCH. DWG.
ON BOTH FACE
1-1/2"x 0.120" GALVANIZED ROOFING NAIL
7/16" HEAD DIA. OR 1-1/4" LONG 16 GA.
@6:6 ON ALL FRAMING MEMBERS
GB
SIMPSON A35 @16" O.C.
ALT. SIMPSON LTP4 @16" O.C.
5/8"ø @48" O.C.
W/7" EMBEDMENT
(2 MIN.)
PORTLAND CEMENT PLASTER
PLUS GYPSUM BOARD ON THE
OTHER FACE
1-1/2" LONG, 11 GAGE,
0.12" DIA., 7
16" DIA., HEAD
NAILS @6:6 ON ALL
FRAMING MEMBERS
PCP SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
SIMPSON A35 @16" O.C.
ALT. SIMPSON LTP4 @16" O.C.
CRC TABLE
BLOCK HORIZONTAL BWP JOINTS
5/8"ø @48" O.C.
W/7" EMBEDMENT
(2 MIN.)
SIMPSON SDS25600 @ 14" O.C.
ALT 16d @ 4" O.C.
CRC TABLE
BLOCK HORIZONTAL BWP JOINTS
2x3/8" APA RATED
STRUCT-I PLYWD.
8d @6:6
W/ MIN. 1 1/2'' PENETRATION
TYPICAL CRC BRACED WALL SCHEDULE4 W
SCALE:NTS.
NOTE: FOR MORE INFORMATION AND NOTES SEE DETAIL 1/S1.21.
W
SCALE:NTS.
ALTERNATE T&B PLATE SHEAR WALL E.N. DETAIL
NOTES:
1. * AT CONTRACTOR'S OPTION:
E.N. CAN BE STAGGERED TO EA. MEMBER OF DOUBLE T&B
PLATE. ADD 16d@6" O.C. FOR ALL WALLS W/ SINGLE SIDED
SHT'G AND 16d@3" O.C. STAGGERED FOR ALL WALLS W/
DOUBLE SIDED SHT'G. ADDITIONAL 16d NAILS OCCUR AT
T.PLATE ONLY.
2. FOR REMAINDER OF INFORMATION NOT SHOWN SEE SHEAR
WALL SCHEDULE AND DETAILS.
SHEAR WALL SHEATHING
WHERE OCCURS
SHEAR WALL SHEATHING
E.N.
* STAGGERED E.N.
FRAMING
WHERE
OCCURS
* STAGGERED E.N.
E.N.
* STAGGERED E.N.
E.N.FLOOR OR ROOF JOIST
PER PLAN
* ADDED 16d
NAILING
(2)2x BLK'G
SHEATHING PER PLAN
3
CRC TABLE
BLOCK HORIZONTAL BWP JOINTS
5/8" GYPSUM BOARD
AS PER ARCH. DWG.
ON BOTH FACE
1-3/4"x 0.120" GALVANIZED ROOFING NAIL
7/16" HEAD DIA. OR 1-1/4" LONG 16 GA.
@6:6 ON ALL FRAMING MEMBERS
17. NAILS SHALL BE PLACED AT LEAST 3/8" FROM PANEL EDGES AND ENDS AT LEAST 1/2" FROM THE EDGE OF THE CONNECTING
MEMBERS.
18.SIMPSON 'LTP4' FRAMING ANCHOR MAY BE APPLIED OVER 1/2" SHEATHING WITH 8d COMMON NAILS 0.131x2 /12" NAIL.
19. INDICATES SHEATHING OCCURS ON BOTH SIDES OF WALL AS SHOWN ON PLAN.
20.SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR CROWN IS
FLUSH WITH THE SURFACE OF THE SHEATHING. OVER-DRIVEN NAILS WILL BE DEEMED UNSATISFACTORY.
21.PROVIDE A SINGLE 3X NOMINAL OR WIDER FRAMING MEMBER AT BOTTOM SILL PLATE AND BEHIND VERTICAL AND HORIZONTAL
EDGES, MINIMUM 1/2" EDGE NAILING DISTANCE AT PANEL ENDS AND EDGES, AND STRUCTURAL OBSERVATION PER GENERAL
NOTES.
22.MINIMUM EDGE DISTANCE FOR ANCHOR BOLTS SHALL BE 1-3/4" . ALL ANCHOR BOLTS SHALL INCLUDE A MINIMUM 0.229”X3”X3”
STEEL PLATE WASHER. THE HOLE IN THE PLATE WASHER SHALL BE PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF
UP TO 3/16” LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1-3/4" PROVIDED A STANDARD CUT
WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE
EDGE OF THE BOTTOM PLATE ON THE SIDE(S) FOR SHEATHING WITH SHEAR DESIGN VALUES EXCEEDING 400 PLF.
23.WHEN FASTENERS CONNECTING THE TWO FRAMING MEMBERS ARE SPACED LESS THAN 4" IN CENTER, THEY SHALL BE
STAGGERED.
24.WHERE ANY OF THE FOLLOWING CONDITIONS OCCUR, THE WIDTH OF THE NAILED FACE OF A COMMON FRAMING MEMBER OR
BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR GREATER AND NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES:
24.1. NAIL SPACING OF 2" ON CENTER AT ADJOINING PANEL EDGES IS SPECIFIED, OR
24.2. 10D COMMON NAILS HAVING PENETRATION INTO FRAMING MEMBERS AND BLOCKING OF MORE THAN 1-1/2" ARE SPECIFIED AT
3" ON CENTER,OR LESS AT ADJOINING PANEL EDGES, OR
24.3.THE NOMINAL UNIT SHEAR CAPACITY OF THE SHEAR WALL EXCEEDS 350 PLF.PROVIDE 3X SILL/BOT PLATE AND FRAMING
MEMBERS FOR SHEAR WALLS WHERE ALLOWABLE SHEAR VALUE EXCEEDS 350 PLF.
25. ALL STEEL CONNECTORS INCLUDING BOLTS, SCR EWS AND N AILS USED IN EXTERIOR STR UCTURE OR EXP OSED TO WEATHER
S HAL L B E S T A I N L E S S S T E E L OR H OT -D I P G A LV A N I Z E D . F A ST EN E R S I N P R E SE R V A TI V E T R E A T E D W OO D O R F IR E R E TAR DA N T
TREATED WOOD SHALL BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL.
26. ALL EXTERIOR WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER,NAILERS, ETC.) SHALL BE CLASSIFIED FOR PRESSURE TREATED
OR EXTERIOR GRADE
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.21
TYPICAL WOOD DETAILS
07/15/2025
EXP. 06-30-2026
1 W
SCALE:NTS.
OPNG. IN ROOF OR FLOOR W2
SCALE:NTS.
SCALE:NTS.
3 W
5
SCALE:NTS.
HIP TO KING POST CONNECTION
FILLER
SIMPSON MTS12 STRAP
AT EA. SIDE OF BEAM
HIP BEAM PER PLAN
POST PER PLAN
SIMPSON MTS STRAP
SHEATHING PER PLAN
W
SHEAR TRANSFER AT ROOF
SCALE:NTS.
W7
6
SCALE:NTS.
WSHEAR TRANSFER AT ROOF TO INTERIOR SHEAR WALL
2x BLK'G @ 48" O.C.
2 BAYS (TYP.)
ROOF RAFTER PER PLAN
A35 PER SHEAR
WALL SCHED.
2xBLK'G @48" O.C
2 BAYS(TYP.)
SHEAR WALL
PER PLAN
2xBLK'G @48" O.C.
2 BAYS(TYP.)
SIMPSON A35
2x STUD WALL
PER PLAN
CEILING JOIST PER PLAN
SHEAR WALL PER PLAN
DBL. 2x TOP PLATE
ROOF SHEATHING PER PLAN
B.N.
2x RIM JOIST
SIMPSON LTP4
DBL. 2x TOP PLATECEILING JOIST
PER PLAN A35 PER SHEAR
WALL SCHED.
SILL PLATE PER SHEAR
WALL SCHED.
E.N
E.N
E.N
2x STUD WALL
PER PLAN
RIDGE BOARD CONNE.9 W
SCALE:NTS.
BEAM PER PLAN
BC COLUMN CAP
RIDGE BEAM PER PLAN
ROOF RAFTER PER PLAN
SHT'G PER PLAN
HANGER PER PLAN
HHRC CONNECTION
HIP BEAM PER PLAN
BC COLUMN CAP
CONNECTION OF KING POST ON BEAM
SIMPSON
HANGER
SIMPSON HHRC SIMPSON BC
SIMPSON MSTA24
@EACH RAFTER
SIMPSON BC
SCALE:NTS.
WFLAT SLEEPER DETAIL4
SHEATHING EDGE AT BOTTOM PLATE
(SINGLE ROW AND DOUBLE ROW OF FASTENERS)
3 4"
SPACING
SINGLE ROW OF FASTENERS
SPACING
3 4"
SHEATHING EDGE AT TOP PLATE
(SINGLE ROW AND DOUBLE ROW OF FASTENERS)
SINGLE ROW OF FASTENERS
DOUBLE ROW OF FASTENERS
1 2"
1 2"
SPACING
SPACING
DOUBLE ROW OF FASTENERS
1 2"
1 2"
SPACING
SPACING DOUBLE ROW OF FASTENERS SINGLE ROW OF FASTENERS
1 2"
1 2"
SPACING
SPACING
SPACING
3 4"
SPACING
(FOR SHEAR WALL DESIGN)
3 4"A
-
SECTION A
3 4"
SPACING
(SINGLE ROW SHOWN)
PANEL EDGE
PANEL EDGE
PANEL EDGE
PANEL EDGE
BLOCKING, SAME
SPECIES AS TOP
AND BOTTOM PLATES
(2xFLATWISE SHOWN)
INCREASE STUD
NAILING FOR UPLIFT
(EACH SIDE OF
HORIZONTAL JOINT)
INCREASE STUD
NAILING FOR UPLIFT
(EACH SIDE OF
HORIZONTAL JOINT)
PANEL EDGE PANEL EDGE
PANEL EDGE PANEL EDGE
SHEATHING
SPLICE PLATE
PANEL EDGE
SHEATHING
SPLICE PLATE
2x FLAT WISE
BLOCKING
SHEATHING SPLICE
PLATE, SAME
THICK. AND
FACE GRAIN
ORIENTATION AS
SHEATHING
PANEL ATTACHMENT PANEL SPLICE OCCURRING OVER HORIZONTAL FRAMING MEMBER
PANEL SPLICE OCCURRING ACROSS STUDS SHEATHING SPLICE PLATE (ALTERNATE DETAIL)
SHEAR PANEL ATTACHMENT AND SPLICE
W'≥MAX.
(WIDTH,
HEIGHT, 12'')
NOTES:
OPENINGS IN HOR. DIAPHRAGMS IN SEISMIC DESIGN CATEGORIES B, C, D AND E W/ A
DIMENSION THAT IS GREATER THAN 4 FT (1219 MM) SHALL BE CONSTRUCTED W/ METAL TIES
AND BLK'G IN ACCORDANCE W/ THIS SECTION.
METAL TIES SHALL BE NOT LESS THAN 0.058" [1.47 MM (16 GALV. GAGE)] IN THICK. BY 1 1/2"
(38 MM) IN WIDTH AND SHALL HAVE A YIELD STRESS NOT LESS THAN 33,000 PSI (227 MPA).
BLK'G SHALL EXTEND NOT LESS THAN THE DIMENSION OF THE OPNG. IN THE DIRECTION OF
THE TIE AND BLK'G. TIES SHALL BE ATTACHED TO BLK'G IN ACCORDANCE W/ THE
MANUFACTURER'S INSTRUCTIONS BUT W/ NOT LESS THAN EIGHT 16d COMMON NAILS ON EA.
SIDE OF THE HEADER-JOIST INTERSECTION.
FLOOR OPENING
w, 48" MAX.
24
"
M
A
X
.
TIE AND BLK'G EQ. TO THE
DIMENSION OF OPNG.
4x BLK'G AT STRAP
LOCATION (TYP.)
JOISTS OR RAFTERS
TIE AND BLK'G EQ. TO THE
DIMENSION OF OPNG.
HANGER PER PLAN
CONT. CS14 STRAP W/ BLK'G
MIN. W/2 BEYOND OPNG.
DOUBLE CONT. ROOF
RAFTER W/ E.N.W'
W'
SIMPSON HOLDOWNSIMPSON A35SIMPSON MSTA SIMPSON H2.5A
E.N.
ROOF RAFTER
SHEATHING
PER PLAN
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
(2) 2x BLK'G
MIN.
SEE
SHEAR WALL
PER ROOF
PLAN
STRAP PER PLAN
HOLDOWN
PER PLAN
TOP
PLATE
STUD WALL PER PLAN
UNO. PER SHEAR WALL
SCHED.
NOTE:
FOR MORE CONNE. SEE DETAIL 1/S1.01
SHEAR WALL BTWN. CEILING W
SCALE:NTS.
A35 @ UNO ON
SHEAR WALL
SCHEDULE
8
DOUBLE JOIST 2x BLOCKING(2 BAYS)
@ 48" O.C. W/ (3)16d EACH END
ROOF RAFTER
PER PLAN
SIMPSON A35 @ 16"O.C.
U.N.O. SEE SHEAR WALL
SCHEDULE
CEILING JOIST
PER PLAN
ROOF SHEATHING
PER PLAN
2x CANTILEVERED
JOIST PERPENDICULAR
TO ROOF RAFTER @
16"O.C. W/ (3)-40d NAILING
2x SOLID BLOCKING
W/ SIMPSON A35 @ 16" O.C.
U.N.O. SEE SHEAR WALL
SCHEDULE
E.N
B.N
LESSER OF
("L" OR 2'-0")L"
2x BLK'G @48" O.C.
(2 BAYS)
4x BLK'G
DBL. 2x TOP PLATE
STUD WALL PER PLAN
UNO. PER SHEAR WALL SCHED.
SHEAR WALL
PER PLAN
2x RIM
2x LEDGER
W/(2) SDWS22400DB EA. STUD
E.N
16d @ 4" O.C.
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
A34 W/SCREW
ROOF RAFTER PER PLAN
USE 3-10d TOENAIL FOR
RAFTER TO RIDGE CONNECTION
RIDGE BOARD
PER PLAN
FILLER
B.N.
SIMPSON MSTA24
@EA. RAFTER
ROOF SHEATHING PER PLAN
SIMPSON A35
ROOF SHEATHING
A35 CLIP @EACH JOIST
3-16d @EACH RAFTER
FLAT SLEEPER PER PLAN
2X BLK'G@16" O.C.
ROOF RAFTER PER PLAN
ROOF SHT'G PER PLAN
(2)A35 CLIP @ EACH JOIST
3-16d FOR EACH FLAT SLEEPER
@EACH RAFTER
DOUBLE FLAT SLEEPER
PER PLAN
ROOF RAFTER
PER PLAN
ROOF SHT'G PER PLAN
ROOF RAFTER/
TRUSS PER PLAN
ROOF SHEATHING
PER PLAN
ROOF RAFTER/TRUSS PER PLAN 2X BLK'G@16" O.C.
B.N.
B.N.
SIMPSON MSTA
(OPTION 1)
SIMPSON A34
W/SCREW
DOUBLE JOIST
2x BLOCKING
(2 BAYS) @
48" O.C. W/
(3)16d EACH END
ROOF RAFTER
PER PLAN
SIMPSON A35 @ 16"O.C.
U.N.O. SEE SHEAR WALL SCHEDULE
2x CANTILEVERED
JOIST PERPENDICULAR
TO ROOF RAFTER @
16"O.C. W/ (3)-40d NAILING
2x SOLID BLOCKING
W/ SIMPSON A35 @ 16" O.C.
U.N.O. SEE SHEAR WALL
SCHEDULE
E.N
B.N
LESSER OF
("L" OR 2'-0")L"
DBL. 2x TOP PLATE
STUD WALL PER PLAN
UNO. PER SHEAR WALL SCHED.
SHEAR WALL PER PLAN
2x RIM
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
CEILING JOIST
PER PLAN
2x 4 @ 48" O.C.
(3)10d NAILS
SILL PLATE PER SHEAR
WALL SCHED.
DBL. 2x TOP PLATE
A35 PER SHEAR
WALL SCHED.
2x BLK'G @48" O.C.
(2 BAYS)
STUD WALL PER PLAN
UNO. PER SHEAR WALL SCHED.
PLYWD. JOINT W/ 1/2" GAP
ROOF SHEATHING
PER PLAN
E.N
E.N
(OPTION 2)
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.22
TYPICAL WOOD DETAILS
07/15/2025
EXP. 06-30-2026
SCALE:NTS.
2 W
SCALE:NTS.
FLOOR TO FLOOR CONNECTION BY MSTA & MSTC STRAP W
SCALE:NTS.
1 5
W
SCALE:NTS.
JOISTS PERPENDICULAR TO INTERIOR WALL3
SCALE:NTS.
1 BUILT UP POST
SHEAR WALL DETAILS AT INTERSECTIONS7 W
SCALE:NTS.
BEARING/NON-LOAD BEARING WALL AT INTERSECTIONS DETAIL6 W
SCALE:NTS.
STRAP SPLICE LENGTH AND FASTENERS
SHEARWALL PENETRATIONS W
SCALE:NTS.
9
CUTTING, NOTCHING AND BORING IN LUMBER BEAMS AND
RAFTERS
W
SCALE:NTS.
8
SCALE:NTS.
4 WFLUSH BEAM PERPENDICULAR TO WALL DETAIL
SIMPSON A34
PROVIDE SIMPSON A34 EA.
SIDE OF BEAMS
BEAM PER PLAN
POST PER PLAN
DBL. TOP PLATE
MOSEL NO.GA.
STRAP LAP SPLICE
MINIMUM FASTENERS PER SPLICE MIN SPLICE LENGTH, LSP (IN.)
CMST12 12 (22) 0.148 x 2 1/2 21
CMST14 14 (15) 0.148 x 2 1/2 15
CMSTC16 16 (11) 0.148 x 2 1/2 10
CS14 14 (6) 0.148 x 2 1/2 9
CS16 16 (5) 0.148 x 2 1/2 8
CS20 20 (5) 0.148 x 2 1/2 8
CSHP18 18 (7) 0.148 x 2 1/2 9
CSHP20 20 (6) 0.148 x 2 1/2 8
SPLICE LENGTH AND
FASTENERS PER TABLE
BELOW
LSP
NOTE:
1. SEE PP. 266-267 FOR STRAPS AND TIES GENERAL NOTES.
2. 0.148" X 2 1/2" NAILS CAN BE RAPIACED BY 0.148"X 3 1/4" NAILS.NO OTHER NAIL
SUBSTITUTION IS ALLOWED FOR LAP SPLICES
3. REFER TO THE APPLICABLE CODE FOR MIN. EDGE DISTANCE AND MIN. END DISTANCE.
4. NO STRAP MODIFICATION IS ALLOWED AND THE SPLICE MUST MEET BOTH THE MIN.
NUMBER OF NUMBER OF FASTENERS AND THE MIN. SPLICE LENGTH.
MODEL NO.
CLEAR
SPAN
(IN.)
FASTENERS TOTAL (IN.)ALLOWABLE TENSION
LOAD (DF/SP)
MSTA49 18 (26) 0.148 x 2 1/2 2,020
MSTC28 18 (12) 0.148 x 3 1/4 1,150
MSTC40 18 (28) 0.148 x 3 1/4 2,690
MSTC52 18 (44) 0.148 x 3 1/4 4,225
MSTC66 18 (64) 0.148 x 3 1/4 5,850
MSTC78 18 (76) 0.148 x 3 1/4 5,850
MST37 18 (20) 0.162 x 2 1/2 2,460
MST48 18 (32) 0.162 x 2 1/2 3,950
MST60 18 (46) 0.162 x 2 1/2 6,235
MST72 18 (62) 0.162 x 2 1/2 6,730
FLOOR TO FLOOR TIE INSTALLATION SHOWING
CU
T
L
E
N
G
T
H
CL
E
A
R
S
P
A
N
EN
D
L
E
N
G
T
H
EN
D
L
E
N
G
T
H
SHEATHING NOT
SHOWN FOR CLARITY.
PROVIDE MIN. 1 1/6" END
DISTANCE FOR CS AND CMST
EQUAL NUMBER OF SPECIFIED
NAILS IN EA. END
ADDITIONAL NAILS ARE
REQUIRED IN THE RIM
BOARD AREA
(2)2x T.PLATE
2x STUDS
JOIST
PER PLAN
JOIST
PER PLAN
A35 @16"
NAILING BETWEN JOISTS
(7)16d MIN. COMMON NAILS
2x BLK'NG 12" MIN. LAP 3-8d COMMON
TOENAIL EACH JOIST
SIMPSON A35
(3)2x6 (3)2x4
4x6 WITH (2)2x6 4x4 WITH (2)2x4
(2)2x6
(2)2x4
4x6 WITH 2x6 4x4 WITH 2x4
2
1 2"
6"
6"
1 1
2"1 1
2"
USE ROW OF STAGGERED 10d COMMON
WIRE NAILS (D=0.148'' , L=3'') FOR 2-PLY
11
2"
31
2"
11
2"
2
1 2"
6"
6"
1 1
2"1 1
2"
11
2"
51
2"
11
2"
312"
8"
8"
11
2"
11
2"11
2"
11
2"
21
2"
11
2"
31
2"
11
2"
312"
8"
8"
11
2"
11
2"11
2"
USE ROW OF STAGGERED 30d COMMON
WIRE NAILS (D=0.207'', L=4 1/2'') FOR 3-PLY
(4)2x6
11
2"
51
2"
11
2"
312"
8"
8"
11
2"
11
2"
11
2"
11
2"
21
2"
11
2"
USE ROW OF STAGGERED 60d COMMON
WIRE NAILS (D=0.238'' , L=6'') FOR 4-PLY
11
2"
31
2"
11
2"
312"
8"
8"
11
2"
11
2"
11
2"11
2"
(4)2x4
11
2"
51
2"
11
2"
312"
6"
6"
11
2"
31
2"
11
2"
21
2"
USE ROWS OF STAGGERED 30d COMMON WIRE NAILS
(D=0.207'' , L=4 1/2'') FOR 4X WITH (1)2X
11
2"
31
2"
11
2"
312"
6"
6"
31
2"
11
2"
11
2"
51
2"
11
2"
11
2"
21
2"
312"
8"
8"
31
2"
11
2"
11
2"
USE ROW OF STAGGERED 60d COMMON
WIRE NAILS (D=0.238'' , L=6'') FOR 4X WITH (2)2X
312"
8"
8"
31
2"
11
2"
11
2"
11
2"
31
2"
11
2"
11
2"
51
2"
11
2"
11
2"
21
2"
NOTE:
PROVIDE REQD. DOUBLE STUDS OR POSTS WHERE HOLDOWNS OCCUR
PLAN VIEW
16d@12"
O.C. STAGGER
16d@12" O.C.
2x STUDS
@16" O.C. UNO
CONTINUE SHEAR WALL
PANEL TO HOLDOWNS
AS SHOWN
SHEATHINGG ON ONE SIDE
16
"
M
A
X
.
UN
O
.
PE
R
P
L
A
N
SHEATHING ON BOTH SIDES
16" MAX.
UNO. PER PLAN
E.N. @6" O.C. UNO PER
SHEAR WALL SCHED.COMPRESSION POST
W/ E.N. @6" O.C. UNO PER
SHEAR WALL SCHED.
2x STUD
2x STUD
HOLDOWN
PER PLAN HOLDOWN
PER PLAN
HOLDOWN
PER PLAN
HOLDOWN
PER PLAN
2x STUD
2x STUD
COMPRESSION POST
W/ E.N. @6" O.C. UNO
PER SHEAR WALL SCHED.
COMPRESSION 2XSTUD
W/ E.N. @6" O.C. UNO PER
SHEAR WALL SCHED.
30d@6" O.C.
COMPRESSION POST
W/ E.N. @6" O.C. UNO PER
SHEAR WALL SCHED.
48" TYP.
2xBLK'G TYP.
4 1
2" SQ. TO 9" SQ.
BLK'G AND E.N.
REQ'D
4 1
2" SQ. NO. BLK'G
AND E.N. REQ'D
48" TYP.
NOTE:
1. HOLES UP TO 4 1
2" SQ. TO NOT RECUIRE BLK'G & E.N.
2.HOLES FROM 4 1
2" SQ. TO 9" SQ. RECUIRE BLK'G & E.N.
3.HOLES LARGER THAN 9" SQ. ARE NOT ALLOWED.
4.HOLES SIZE INCLUDES THE LENGHT OF THE OVERCUT.
5.MAX ACCUMULATED LENGHT OF OPENINGS SHALL NOT EXCEED 20 PERCENT
OF THE WALL LENGTH.
6.RECOMMEND CIRCULAR BORED HOLES OR RADIUS CORNER CUTS (TO REDIUS
STRESS CONCENTRATIONS).
16
"
45
°
16
"
D/
6
M
A
X
.
D/
3
M
A
X
.
2"
M
I
N
.
D/
4
M
A
X
.
A
T
E
N
D
S
SQUARE HOLES AND NOTCHED
NOT RECOMMENDED
D/
6
M
A
X
.
MAX. LENGTH=D/3
OUTER 1/3 OF SPAN MIDDLE 1/3 OF SPAN:
NOTCHING NOT PERMITTED OUTER 1/3 OF SPAN
NOTES:
FOR LUMBER BEAM:
1. UNLESS PERMITTED BY MANUF. , CUTS, NOTCHES AND HOLES BORED IN TRUSSES, STRUCTURAL COMPOSITE LUMBER, STRUCTURAL
GLUE-LAMINATED MEMBERS,CROSS-LAMINATED TIMBER MEMBERS OR I JOISTS SHALL NOT BE PERMITTED.
2. CLEAR DISTANCE BTWN. THE HOLES SHALL NOT BE LESS THAN THE GREATEST OF TWO TIMES THE ADJACENT HOLES, D/3 AND 2".
3. ALL NOTCHES SHOULD BE SEALED W/ A WATER-REPELLENT SEALER, IMMEDIATELY AFTER CUTTING.
4. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS.
5. THE TENSION SIDE OF MEMBERS W/ 4" OR GREATER IN NOMINAL THICK. SHALL NOT BE NOTCHED EXCEPT AT THE ENDS OF THE
MEMBERS.
FOR ENGINEERED WOOD BEAM(LVL,PSL,LSL):
1. SEE MANUFACTURERS' CATALOGUES/ SPECIFICATIONS.
D
JOIST DEPTH
AT TAPER CUT
D/
4
M
A
X
.
D
NOT LESS
THAN 3 1/2"
CANTILEVER NOT
TO EXCEED 24"
2"
M
I
N
.
2" MIN.Ø≤D/3
2"
M
I
N
JOIST SIZE MAX. HOLE MAXIMUM NOTCH
DEPTH
MAXIMUM END
NOTCH
2x4 NONE NONE NONE
2x6 1 1/2 7/8 1 3/8
2x8 2 3/8 1 1/4 1 7/8
2x10 3 1 1/2 2 3/8
2x12 3 3/4 1 7/8 2 7/8
D/4
M
A
X
.
2"
M
I
N
.
D
W
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.23
TYPICAL WOOD DETAILS
07/15/2025
EXP. 06-30-2026
1 W
SCALE:NTS.
EXT. WALL ELEVATION (FOR SHEARWALL, SEE SHEARWALL DETAIL)
2 MIN. DIM. OF HEADER FOR NON-LOAD BRG. WALL
NOTES:
1. HEADER SCHEDULE SHALL NOT BE USED AT LOCATION WHERE HEADERS SUPPORT
OTHER STRUCTURAL ELEMENTS SUCH AS BRG. WALLS, BEAMS, OR POSTS.
2.SPANS OVER 12' TO BE SPECIFICALLY SHOWN ON THE PLANS.
3.(2)2X OR (3)2X MAY BE USED IN-LIEU OF 4X & 6X MEMEBERS RESPECTIVELY.
W
SCALE:NTS.
3 W
SCALE:NTS.
POST SPLICE CONNE. DETAIL
POST SEE PLAN
SIMPSON A34 W/ SDS
SCREW EA. SIDE
JOIST SEE PLAN
FOR DIRECTION
POST SEE PLAN
(2)2x TOP PLATE
PROVIDE SOLID BRG.
UNDER POST/JACK STUD
SILL PLATE
2x STUD WHERE OCCUR
2x STUD WHERE OCCUR
SIMPSON A34
OPTION I
NOTE:
1. NAILS CONNECTING SIMPSON DTC CLIP TO JOIST SHALL BE HAMMERED NEARLY FLUSH, NOT COMPLETELY
FLUSH. NAILS CONNECTING SIMPSON DTC CLIP TO TOP PLATE SHALL BE HAMMERED FLSUH.
2. AT CONTRACTOR'S OPTION PROVIDE (1)2x TOP PLATE AND (1)1x TOP PLATE IN LIEU OF (2)2x TOP PLATES.
GAP SHALL BE GREATER THE 1/2" BUT LESS THAN OR EQUAL TO 1 IN.
3. 2x BLK'G AT PLYWOOD JOINTS OR WHERE WALL EXCEEDS 10'-0" IN HEIGHT
SIMPSON DTC
NON-LOAD BRG. PARTITIONS CONNE.
16d@48" O.C.
4 W
SCALE:NTS.
SHEATHING
PER PLAN
NON-LOAD BRG.
STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
(2)2x TOP PLATE
SEE NOTE #2
16d@48" O.C.
SHEATHING
PER PLAN
NON-LOAD BRG.
STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
(2)2x TOP PLATE
SEE NOTE #2
SIMPSON "DTC" CLIP @24"OC
w/ (4)8d NAILS TO BASE AND
(2)8d NAILS TO JOIST
SEE NOTE 1
10d@4" O.C.
AT BLK'G
PROVIDE 2x BLK'G
(DEPTH TO SUIT)
BTWN. WOOD
JOISTS @24" O.C.
(MAX.)
2x STUD SEE ARCH.
FOR SIZE AND SPACING
2x STUD SEE ARCH.
FOR SIZE AND SPACING
1"
C
L
R
.
1"
C
L
R
.
NON-LOAD BRG. PARTITIONS CONNE.5 W
SCALE:NTS.
NOTE:
1. AT CONTRACTOR'S OPTION PROVIDE
(1)2x TOP PLATE AND (1)1x TOP PLATE IN
LIEU OF (2)2x TOP PLATES. GAP SHALL BE
GREATER THE 1/2" BUT LESS THAN OR
EQUAL TO 1 IN.
2. 2x BLK'G AT PLYWOOD JOINTS OR
WHERE WALL EXCEEDS 10'-0" IN HEIGHT
3. INSTALL SDPW PER SIMPSON
RECOMMENDATION.
OPTION II
16d@48" O.C.
SHEATHING
PER PLAN
NON-LOAD BRG.
STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
16d@48" O.C.
SHEATHING
PER PLAN
NON-LOAD BRG. STUD WALL
(2) 2 X SILL PLATE
OR 3X SILL PLATE
SIMPSON SDPW
SCREW @ 24" O.C.
PROVIDE 2x BLK'G W/
(3)10d FROM PLYWOOD
2x STUD SEE
ARCH.
FOR SIZE AND
SPACING
(2)2x TOP PLATE1/
2
"
M
I
N
.
3
/
4
"
M
A
X
.
GA
P
3
4" OFFSET
WHERE NON-BRG. STUD WALL
OCCURS ABV. ONLY, PROVIDE
2X6@24" O.C. IN LIEU OF 2X BLOCK
NON-LOAD BRG. STUD
WALL
SIMPSON SDPW
SCREW @ 24" O.C.
1/
2
"
M
I
N
.
3
/
4
"
M
A
X
.
GA
P
3
4" OFFSET
3/
4
"
M
I
N
.
SHEATHING
PER PLAN
(2)2x TOP PLATE OR
(1)2x + (1)1x TOP
PLATES
SIMPSON SDPW SCREW USE SDPW19600
FOR (2)2x TOP PLATES AND SDPW14600
FOR (1)2x + (1)1x TOP PLATES
1/
2
"
M
I
N
.
3
/
4
"
M
A
X
.
GA
P
3
4" OFFSET
3/
4
"
M
I
N
.
3/8" PRE-DRILLED
HOLE THROUGH
TOP PLATES ONLY
SUPPORTING
MEMBER
OVERHEAD
10
"
SIMPSON THDB62100H SIMPSON HOLDOWNSIMPSON LSTHSIMPSON A35 SIMPSON CCQANCHOR ROD
1" MIN.
THREAD
12
"
M
I
N
.
BP/BPS 5/8"
(3"x3"x1/4")
SIMPSON CBSIMPSON A34
NOTE:
1. FOR CLARITY, ONLY TYPICAL CONNECTIONS ARE SHOWN
*NOT MORE THAN SPECIFIED SPACING FOR ANCHOR ROD ON SHEAR WALL SCHEDULE.
2. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APART
MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
3. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER
AND A SOLT LENGTH NOT TO EXEED 1-3/4",PROVIDED THAT A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT.
4. FOR THE BALANCE OF NAILING, SEE CBC TABLE 2304.10.2 ON SHEETS S0 SERIES.
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
TYP. DBL TOP PLATE FACE
NAILING 16d@16" O.C.
(4)16d AT CORNERS
PARTITIONS, TYP.
(3)8d COMMON
TOENAIL EA. JOIST
FLOOR OR ROOF SHEATHING
SEE PLAN
BLK'G OR
CONTINUOUS RIM JOIST
(4)8d COMMON
TOENAIL
16d@12"OC AT
CORNER STUDS
CORNER STUDS
PER TYP. DETAIL
TYP. EXT. SHEATHING W/ EN. @ 6" O.C.
& FINAL @ 12" O.C., UNO
DOUBLE 2x JACK STUD & KING STUDS
FOR SPANS GREATER THAN 6'-0"
STUD WALL PER PLAN
UNO. PER SHEAR WALL
SCHED.
16d @ 12"OC AT DBL
KING STUD & JACK STUD
SEE NOTE 2
DOUBLE 2x SILL FOR
OPNG. OVER 6'-0"
PL. SPLICE
POST
POST CAP SEE PLAN
SIMPSON A35, SHEAR
TRANSFER CLIPS OR NAILING
SEE PLAN & SHEARWALL TABLE
(2)2x TOP PLATE
8x
D
A
MI
N
.
4' MAX. UNO
IN SHEARWALL SCHEDULE
L<8'-1"
SIMPSON A34 EA. END
SIMPSON A34 EA. END
PL. SPLICE
4'-0" MIN.
SIMPSON A34
EACH END
C.L. SPLICE AT
UPPER PLATE
C.L. SPLICE AT
LOWER PLATE
(2) SIMPSON
MSTA49
(2)TOP PLATE SPLICE-OPTION 1
16-16d NAIL ON EACH SIDE
THDB62100H
BP/BPS
5/8-3
SIMPSON A34
FOUNDATION
ATTACH JACK STUD TO KING STUD
W/ 16d@12" OC STAGGERED, TYP.
SIMPSON A34
EACH END
SIMPSON A34
EACH END
SIMPSON CB
SIMPSON A34
SIMPSON A34
W/ SD SCREW
2x WINDOW SILL WHERE
OCCURS (2)2x SILL AT
OPNG. WIDER THAN 4'-0")
2x WINDOW SILL WHERE OCCURS (2)2x
SILL AT OPNG. WIDER THAN 4'-0")
SIMPSON A35
SOLID BLOCKING
UNDER ABOVE POSTS
SOLID BLOCKING
UNDER ABOVE BEAMS
SOLID BLK'G UNDER
ABV. POSTS
(2)10d TOE NAILS
(ADD SIMPSON A34
AT OPENING WIDER
THAN 6'-0")
SIMPSON A34 W/
SD SCREW,TYP.
4 1/2" MIN.
12" MAX.*
4 1/2" MIN.
12" MAX.*
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
SIMPSON A34
SIMPSON A35
4 1/2" MIN. 12" MAX.
TYP. AT ALL
DISCONTINUOUS
SILL PLATES*
PROVIDE STUD
BELOW SPLICE
PROVIDE STUD
BELOW SPLICE
OPENING
OPENING
OPENING OPENING OPENING
SIMPSON MSTA49 ON EACH JACK
STUD UNO PER
PLAN(TYP.)
TYPICAL
(2)16d END
NAILS
2x PLATE
W/(4)16d
2x BLK'G
W/(2)16d
HEADER SCHEDULE (SEE NOTES BELOW) UNLESS NOTED OTHERWISE ON PLANS
OPG. WIDTH
MIN. HEADER SIZE MIN. NUM. OF FULL HEIGHT STUD
MIN. NUM. OF JACK STUD
NON-BRG.INT. WALL
≤4'-0"4x4/4x6 FLAT 2 2
4'-0"≤W≤6'-0"4x6/6x6 2 2
6'-0"≤W≤8'-0"4x8/6x8 2 2
8'-0"≤W≤10'-0"4x10/6x10 3 3
10'-0"≤W≤12'-0"4x12/6x12 3 3
BEAM PER PLAN
(4)16d COMMON NAIL FOR 2X KING
(4)40d COMMON NAIL FOR 4X KING
(4)SDS25800 SCREW FOR 6X KING
TYP.
TOP PLATE SPLICE-OPTION 2
MSTC40 WITH 26-10d NAILS
ON EACH SIDE SIMPSON MSTA49 EA. SIDE
(2)16d EA. SIDE OF SPLICE
A
-
PL. SPLICE
16-16d NAIL
(OPTION 1)
PL. SPLICEPL. SPLICE
MSTC40
(OPTION 2)
A
-
SECTION A: TOP PLATE SPLICE-OPTIONS 1 AND 2
4 1
2"
MIN.
12"
MAX.
4' MAX.
UNO IN
SHEARWALL
SCHEDULE
4 1
2"
MIN.
12"
MAX.
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.24
TYPICAL WALL DETAILS
07/15/2025
EXP. 06-30-2026
W
SCALE:NTS.
1 FLOOR OR ROOF DIAPHRAGM SHEATHING REQUIREMENTS
DETAIL A
PLAN
NOTE:
THE LOWER ENDS OF CROSS BRIDGING
SHALL BE DRIVEN UP AND NAILED AFTER
THE SHEATHING HAS BEEN NAILED.
JST. PER PLAN
FIELD NAILING
B.N. AT ALL CONT. PANEL EDGES
PROVIDE 2x BLK'G PER
DETAIL A AT BLOCKED
DIAPHRAGM
DISCONT. EDGE NAILING
B.N.
SHEATHING SEE PLAN
STAG
G
E
R
END
J
O
I
N
T
S
4'-0"
T
Y
P
.
2'-0"
M
I
N
.
METAL CROSS BRIDGING
PER TJI MANUFACTUREREDGE NAILING
TJI PER PLAN
2x4 CONT. W/ 16d@12" O.C.
RAFTER OR JOIST.
BEYOND AT LAP SPLICE
EDGE NAILING
SHEATHING JOINT
SHEATHING JOINTEDGE NAILING
2x4 FLAT BLK'G
W/ (2)10d TOENAILS EA. END RAFTER OR JOIST PER PLAN2x BRIDGING
(FULL HEIGHT)
1 1/2"
EDGE NAILING
5/16" MAX.
2 1/2"
EDGE NAILING
13/16" MAX.
3"
EDGE NAILING
1-1/16" MAX.TWO 2x-FRAMING3x-FRAMING2x-FRAMING
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL B DETAIL C DETAIL D
1/8" GAP TYP.
3/8" MIN. TYP.
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL E
NOTE:
ALL BLOCKED AND UNBLOCKED DIAPHRAGMS (ROOF AND FLOOR) SHALL BE CONSTRUCTED AS FOLLOWS:
1. REVIEW THE PLAN NOTES AND DRAWINGS FOR ADDITIONAL REQUIREMENTS OF FLOOR AND ROOF
CONSTRUCTIONS.
2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR DOC PS2.
3. WHERE DIAPHRAGMS ARE DESIGNATED AS BLOCKED, ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE
FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLK'G. THE SIZE AND SPACING OF FASTENERS AT
WOOD-FRAME DIAPHRAGM BOUNDARIES AND PANEL EDGES SHALL BE AS SPECIFIED ON THESE DWGS.
4. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MIN. PANEL
DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO
FRAMING MEMBERS OR BLK'G. INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2'-0" IN THEIR LEAST
PLAN DIMENSION NOR LESS THAN 8 SQ.FT. IN AREA.
5. FOR UNBLOCKED DIAPHRAGMS, THE BLK'G BTWN. SUPPORTING STRUCTURAL MEMBERS AT PANEL EDGES IS NOT
REQD.
6. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS.MAX. NAIL SPACING AT PANEL EDGES
SHALL BE 6" ON CENTER.
7. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLK'G FOR PANELS SHALL BE THE SAME SIZE AS INSTALLED
AT THE PANEL EDGES.
8. MAX. NAIL SPACING SHALL BE 6" ON CENTER WHEN SUPPORT SPACING OF 48" ON CENTER IS SPECIFIED AND 12"
ON CENTER FOR CLOSER SUPPORT SPACINGS.
9. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLK'G SHALL BE 2" NOMINAL OR GREATER AT
ADJOINING PANEL EDGES EXCEPT THAT A 3" NOMINAL OR GREATER WIDTH AT ADJOINING PANEL EDGES AND
STAGGERED NAILING AT ALL PANEL EDGES ARE REQD. WHERE:
9.1. NAIL SPACING OF 2-1/2" ON CENTER OR LESS AT ADJOINING PANEL EDGES IS SPECIFIED, OR
9.2. 10D COMMON NAILS HAVING PENETRATION IN-TO FRAMING MEMBERS AND BLK'G OF MORE THAN 1-1/2" ARE
SPECIFIED AT 3" ON CENTER OR LESS AT ADJOINING PANEL EDGES.
10. SPECIFIED STRAPS OR HOLDOWN SYSTEM SHALL BE USED TO SPLICE THE WALL TOP PLATES, SILL/BOT PLATES,
BEAMS OR OTHER DRAG ELEMENTS. SHEATHING SHALL NOT BE USED TO SPLICE THE PLATES OR BEAMS.
11. TONGUE-AND-GROOVE SHEATHING SHALL BE INSTALLED W/ THE TONGUES UP ON SLOPED OR PITCHED ROOFS W/
PATTERN FACES DOWN.
12. WHERE RAFTER OR JOIST. LAP SPLICE OCCURS AND PLYWOOD JOINT IS CONTINUES,SEE DETAIL B.
BRIDGING/BLK'G IS REQD. AT 96" O.C.MAX. SEE DETAILS C AND D.
13. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR
CROWN IS FLUSH W/ THE SURFACE OF THE SHEATHING OVER-DRIVEN NAILS SHALL NOT BE PERMITTED AND SHALL
BE DEEMED UNSATISFACTORY.
14. AT UNBLOCKED DIAPHRAGMS, NAIL SPACING AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES SHALL
NOT BE MORE THAN 6” O.C.AND FIELD NAILING SHALL NOT BE SPACED MORE THAN 12”O.C.
15. AT BLOCKED DIAPHRAGMS,NAIL SPACING AT DIAPHRAGM BOUNDARIES AND AT ALL CONTINUES PANEL EDGES
SHALL NOT BE MORE THAN 6 IN. NAIL SPACING AT ALL OTHER PANEL EDGES SHALL NOT BE MORE THAN 6 IN. CONT.
PANEL JOINT IN BOTH DIRECTIONS SHALL NOT BE PERMITTED. FIELD NAILING SHALL NOT BE SPACED MORE THAN
12” O.C.
STRAP DETAIL
W
SCALE:NTS.
SHEATHING
PER PLAN 2X RIM JST.
BLK'G
L L
EDGE NAILING
PER PLAN NOTE
HEADER
PER PLAN
HORIZONTAL STRAP
PER PLAN
JACK PER PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
16d @12" O.C.
SHEATHING
PER PLAN JST. PER PLANBLK'G
L L
HORIZONTAL STRAP
PER PLAN
POST PER
PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
CONNECTION PER PLAN IF
CONNECTION NOT MENTIONED IN
PLAN SEE WALL SHEET ON 01/S1.24
KING PER PLAN
CONNECTION PER PLAN
BEAM PER
PLAN
16d @12" O.C.
SHEATHING
PER PLAN JST. PER PLANBLK'G
L L
HORIZONTAL STRAP
PER PLAN
POST PER
PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
CONNECTION
PER PLAN
BEAM PER
PLAN
16d @12" O.C.
A35 PER
SHEARWALL
SCHEDULE
A35 PER
SHEARWALL
SCHEDULE
A35 PER SHEARWALL
SCHEDULE
DBL. 2X TOP
PLATE
DBL. 2X TOP
PLATE
DETAIL A
STRAP
L (MIN. END
LENGTH (IN.)
INSTALLED IN
EVERY HOLE)
MIN. FASTENERS CAPACITY(lb)
C16 11"(18) 0.148 x 2 1/2 1700
CS14 13"(24) 0.148 x 2 1/2 2390
CMSTC16 19"(48) 0.148 x 2 1
2 4610
CMST14 27"(58) 0.148 x 2 1/2 5770
CMST12 35"(76) 0.148 x 2 1/2 8320
DETAIL B
DETAIL C
4
3'-0"
3'-0"
SIMPSON CS14 STRAP
UNO PER PLANTRUSS TOP CHORD
OR ROOF RAFTER
PER PLAN
ROOF
SHEATHING
DRAG JACK TRUSS/ ROOF
RAFTER W/ E.N. PER PLAN
2x BLK'G W/ E.N. SEE
PLAN FOR LENGTH
3'-6"
3'-6"
2x ROOF RAFTER
W/ E.N.
SIMPSON CS14 STRAP
UNO PER PLAN
STUD OR POST
PER PLAN
ROOF
SHEATHING
ROOF JOISTS
SIT ON WALL
LINE OF E.N.
W
SCALE:NTS.
2 DRAG DETAIL
ROOF SHEATHING
2xBLK'G @48" O.C
2 BAYS(TYP.)
2xBLK'G @48" O.C.
2 BAYS(TYP.)
SIMPSON A35
2x STUD WALL
PER PLAN
CEILING JOIST PER PLAN
2x RIM JOIST
DBL. 2x TOP PLATECEILING JOIST
PER PLAN
A35@16" O.C.
W
SCALE:NTS.
3 CEILING JOIST PARALLEL TO NON-SHEAR WALL
2
8d@6" O.C.
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
ISSUED PER CITY PERMIT09.28.20252
S1.25
TYPICAL WOOD DETAILS
09/28/2025
EXP. 06-30-2026
W
SCALE:NTS.
1 FLOOR OR ROOF DIAPHRAGM SHEATHING REQUIREMENTS
DETAIL A
PLAN
NOTE:
THE LOWER ENDS OF CROSS BRIDGING
SHALL BE DRIVEN UP AND NAILED AFTER
THE SHEATHING HAS BEEN NAILED.
JST. PER PLAN
FIELD NAILING
B.N. AT ALL CONT. PANEL EDGES
PROVIDE 2x BLK'G PER
DETAIL A AT BLOCKED
DIAPHRAGM
DISCONT. EDGE NAILING
B.N.
SHEATHING SEE PLAN
STAG
G
E
R
END
J
O
I
N
T
S
4'-0"
T
Y
P
.
2'-0"
M
I
N
.
METAL CROSS BRIDGING
PER TJI MANUFACTUREREDGE NAILING
TJI PER PLAN
2x4 CONT. W/ 16d@12" O.C.
RAFTER OR JOIST.
BEYOND AT LAP SPLICE
EDGE NAILING
SHEATHING JOINT
SHEATHING JOINTEDGE NAILING
2x4 FLAT BLK'G
W/ (2)10d TOENAILS EA. END RAFTER OR JOIST PER PLAN2x BRIDGING
(FULL HEIGHT)
1 1/2"
EDGE NAILING
5/16" MAX.
2 1/2"
EDGE NAILING
13/16" MAX.
3"
EDGE NAILING
1-1/16" MAX.TWO 2x-FRAMING3x-FRAMING2x-FRAMING
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL B DETAIL C DETAIL D
1/8" GAP TYP.
3/8" MIN. TYP.
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL E
NOTE:
ALL BLOCKED AND UNBLOCKED DIAPHRAGMS (ROOF AND FLOOR) SHALL BE CONSTRUCTED AS FOLLOWS:
1. REVIEW THE PLAN NOTES AND DRAWINGS FOR ADDITIONAL REQUIREMENTS OF FLOOR AND ROOF
CONSTRUCTIONS.
2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR DOC PS2.
3. WHERE DIAPHRAGMS ARE DESIGNATED AS BLOCKED, ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE
FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLK'G. THE SIZE AND SPACING OF FASTENERS AT
WOOD-FRAME DIAPHRAGM BOUNDARIES AND PANEL EDGES SHALL BE AS SPECIFIED ON THESE DWGS.
4. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MIN. PANEL
DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO
FRAMING MEMBERS OR BLK'G. INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2'-0" IN THEIR LEAST
PLAN DIMENSION NOR LESS THAN 8 SQ.FT. IN AREA.
5. FOR UNBLOCKED DIAPHRAGMS, THE BLK'G BTWN. SUPPORTING STRUCTURAL MEMBERS AT PANEL EDGES IS NOT
REQD.
6. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS.MAX. NAIL SPACING AT PANEL EDGES
SHALL BE 6" ON CENTER.
7. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLK'G FOR PANELS SHALL BE THE SAME SIZE AS INSTALLED
AT THE PANEL EDGES.
8. MAX. NAIL SPACING SHALL BE 6" ON CENTER WHEN SUPPORT SPACING OF 48" ON CENTER IS SPECIFIED AND 12"
ON CENTER FOR CLOSER SUPPORT SPACINGS.
9. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLK'G SHALL BE 2" NOMINAL OR GREATER AT
ADJOINING PANEL EDGES EXCEPT THAT A 3" NOMINAL OR GREATER WIDTH AT ADJOINING PANEL EDGES AND
STAGGERED NAILING AT ALL PANEL EDGES ARE REQD. WHERE:
9.1. NAIL SPACING OF 2-1/2" ON CENTER OR LESS AT ADJOINING PANEL EDGES IS SPECIFIED, OR
9.2. 10D COMMON NAILS HAVING PENETRATION IN-TO FRAMING MEMBERS AND BLK'G OF MORE THAN 1-1/2" ARE
SPECIFIED AT 3" ON CENTER OR LESS AT ADJOINING PANEL EDGES.
10. SPECIFIED STRAPS OR HOLDOWN SYSTEM SHALL BE USED TO SPLICE THE WALL TOP PLATES, SILL/BOT PLATES,
BEAMS OR OTHER DRAG ELEMENTS. SHEATHING SHALL NOT BE USED TO SPLICE THE PLATES OR BEAMS.
11. TONGUE-AND-GROOVE SHEATHING SHALL BE INSTALLED W/ THE TONGUES UP ON SLOPED OR PITCHED ROOFS W/
PATTERN FACES DOWN.
12. WHERE RAFTER OR JOIST. LAP SPLICE OCCURS AND PLYWOOD JOINT IS CONTINUES,SEE DETAIL B.
BRIDGING/BLK'G IS REQD. AT 96" O.C.MAX. SEE DETAILS C AND D.
13. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR
CROWN IS FLUSH W/ THE SURFACE OF THE SHEATHING OVER-DRIVEN NAILS SHALL NOT BE PERMITTED AND SHALL
BE DEEMED UNSATISFACTORY.
14. AT UNBLOCKED DIAPHRAGMS, NAIL SPACING AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES SHALL
NOT BE MORE THAN 6” O.C.AND FIELD NAILING SHALL NOT BE SPACED MORE THAN 12”O.C.
15. AT BLOCKED DIAPHRAGMS,NAIL SPACING AT DIAPHRAGM BOUNDARIES AND AT ALL CONTINUES PANEL EDGES
SHALL NOT BE MORE THAN 6 IN. NAIL SPACING AT ALL OTHER PANEL EDGES SHALL NOT BE MORE THAN 6 IN. CONT.
PANEL JOINT IN BOTH DIRECTIONS SHALL NOT BE PERMITTED. FIELD NAILING SHALL NOT BE SPACED MORE THAN
12” O.C.
STRAP DETAIL
W
SCALE:NTS.
SHEATHING
PER PLAN 2X RIM JST.
BLK'G
L L
EDGE NAILING
PER PLAN NOTE
HEADER
PER PLAN
HORIZONTAL STRAP
PER PLAN
JACK PER PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
16d @12" O.C.
SHEATHING
PER PLAN JST. PER PLANBLK'G
L L
HORIZONTAL STRAP
PER PLAN
POST PER
PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
CONNECTION PER PLAN IF
CONNECTION NOT MENTIONED IN
PLAN SEE WALL SHEET ON 01/S1.24
KING PER PLAN
CONNECTION PER PLAN
BEAM PER
PLAN
16d @12" O.C.
SHEATHING
PER PLAN JST. PER PLANBLK'G
L L
HORIZONTAL STRAP
PER PLAN
POST PER
PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
CONNECTION
PER PLAN
BEAM PER
PLAN
16d @12" O.C.
A35 PER
SHEARWALL
SCHEDULE
A35 PER
SHEARWALL
SCHEDULE
A35 PER SHEARWALL
SCHEDULE
DBL. 2X TOP
PLATE
DBL. 2X TOP
PLATE
DETAIL A
STRAP
L (MIN. END
LENGTH (IN.)
INSTALLED IN
EVERY HOLE)
MIN. FASTENERS CAPACITY(lb)
C16 11"(18) 0.148 x 2 1/2 1700
CS14 13"(24) 0.148 x 2 1/2 2390
CMSTC16 19"(48) 0.148 x 2 1
2 4610
CMST14 27"(58) 0.148 x 2 1/2 5770
CMST12 35"(76) 0.148 x 2 1/2 8320
DETAIL B
DETAIL C
3
3'-0"
3'-0"
SIMPSON CS14 STRAP
UNO PER PLANTRUSS TOP CHORD
OR ROOF RAFTER
PER PLAN
ROOF
SHEATHING
DRAG JACK TRUSS/ ROOF
RAFTER W/ E.N. PER PLAN
2x BLK'G W/ E.N. SEE
PLAN FOR LENGTH
3'-6"
3'-6"
2x ROOF RAFTER
W/ E.N.
SIMPSON CS14 STRAP
UNO PER PLAN
STUD OR POST
PER PLAN
ROOF
SHEATHING
ROOF JOISTS
SIT ON WALL
LINE OF E.N.
W
SCALE:NTS.
2 DRAG DETAIL
ROOF SHEATHING
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.25
TYPICAL WOOD DETAILS
07/15/2025
EXP. 06-30-2026
W
SCALE:NTS.
1 PLUMBING DETAIL
HVAC CHASE
(2) ADJACENT
BAYS
3-16d
FASTENERS
EVERY 16"
LOAD BEARING
WALL W/ HVAC
CHASE
RPS28Z (NOTE 1)
PSPN58Z (NOTE 3)
PSPN516Z
(NOTE 2)
HVAC CHASE IN EXT.
OR LOAD BRG. WALL
RPS28 (NOTE 1)
CTS218 (NOTE 9)
PSPN516Z
(NOTE 2)
MSTC
(NOTE 8)
NS2 (NOTE 4)
SS1.5
(NOTE 5)
WATER OR VENT PIPE
TO 2ND FLOOR
ELECTRICAL WIRING
HSS2-
3-SDS3
(NOTE 7)NS1
(NOTE 4)
HSS2-SDS1.5 (NOTE 6)
SUPPLY LINES
NS1 (NOTE 4)
NOTES:
1. RPS28 (16 GAUGE) TO REINFORCE TOP PLATE, AND
RPS28Z (16 GAUGE ZMAXTM/) TO REINFORCE SILL PLATE.
2. PSPN516Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES
3. PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES
AND M1308.2
4. NS - NAIL STOPS TO PROTECT PIPING
FROM DRYWALL NAILS OR SCREWS.
5. SS1.5 (16 GAUGE) STUD SHOES REINFORCE AND PROTECT PLUMBING IN 2X.
AND M1308.2 AND 2308.5.10
6. HSS2-SDS1.5 (16 GAUGE) HEAVY STUD SHOES TO REINFORCE
AND PROTECT SINGLE 2X STUDS WHERE PIPE IS LOCATED. USES
(12) SDS 1/4" x 11/2" SCREWS (INCLUDED).
7. HSS2-3-SDS3 (16 GAUGE) HEAVY STUD SHOE FOR
TRIPLE 2X STUD. USES (12) SDS 1/4" x 3" SCREWS (INCLUDED).
AND M1308.2 AND 2308.5.10
8. MSTC (16 GAUGE) AT TOP PLATE
9. CTS218 (14 GAUGE) TO REINFORCE TOP-PLATE FOR BOTH
COMPRESSION AND TENSION FORCES 4.1.4
W
SCALE:NTS.
2
PSPN516Z
MODEL
NO.GA
DIMENSIONS
BOTTOM PLATE
(12) 0.162" x 3
1/2" NAILS
TOP PLATE
(16) 0.162" x 3 1/2"
NAILS
(24) 0.162" x 3 1/2"
NAILS
ALLOWABLE LOAD
(lb.)
ALLOWABLE LOAD
(lb.)
ALLOWABLE LOAD
(lb.)
DF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF
W L (160)(160)(160)(160)(160)(160)
PSPN516Z 16 5"16 5/16"1320 1145 1760 1530 2640 2290
NOTES:
1. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS 16d BOX NAILS (0.135" DIA x 31/2") MAY BE USED.
2. ALLOWABLE TENSION LOAD IS 0.75 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS.
16 5/16"
5"
SCALE:NTS.
3 PSPN516Z NAIL STOPPER (TOP OR BOT PLATE REPAIR PLUS
PLUMBING LINE PROTECTOR)
W
SCALE:NTS.
4PSPN58Z NAIL STOPPER (PLUMBING LINE PROTECTOR)W
NOTES:
PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES
PSPN58Z
PSPN58Z
8"
5"
SCALE:NTS.
5 W
4 1/2" MAX. GAP
APPLY CTS218 ON THE BOTH SIDES OF BOTH TOP PLATES
AT SHEAR/BRACE WALL LINES, UNO SPECIFICALLY
APPROVED BY STRUCTURAL ENGINEER IN WRITING. THE GC
SHALL RFI THE FIELD CONDITIONS AS REQUIRED.
NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR)
NOTES:
NS - NAIL STOPS TO PROTECT PIPING FROM DRYWALL NAILS OR SCREWS.
(3) NS1
<1 1/4"
NS2
SUPPLY
LINES
NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR)
NS1
(NS2 SIMILAR)
W
L
NS1
NOTES:
1. OPTIONAL NAILS : 8d = 0.131" DIA. x 31/2" LONG.
MODEL
NO.GA.DIMENSIONS
W L
NS1
14
11 2"3"
NS2 11 2"6"
SCALE:NTS.
8
W
SS3 SS4.5
SCALE:NTS.
9
FOR NON-LOAD BEARING WALL COMPRESSION-TENSION STRAP
(TOP PLATE REPAIR)
W
MODEL NO.GA.STUD SIZE FASTENERS
(TOTAL)
ALLOWABLE LOADS (lb.) DF/SP LUMBER
COMPRESSION
FLOOR (100)ROOF (125)
SS1.5
16
2X (12) 0.148" x 11 2"500 500
SS2.5 3X (12) 0.148" x 11 2"730 740
SS3 (2) 2X (12) 0.148" x 3"730 830
SS4.5 (3) 2X (14) 0.148" x 3"840 840
3 1/4"
6"
2
1
/
2
"
HSS2 HSS2-3
HSS-SDS STUD SHOE FOR LOAD BEARING WALL(NOTCHED STUD
REINF. AND PLUMBING LINE PROTECTOR)
MODEL NO.GA.STUD
SIZE
FASTENERS
(TOTAL)
ALLOWABLE LOADS (lb.) DF/SP
LUMBER
COMPRESSION
TENSION
FLOOR (100)ROOF
(125)
HSS2-SDS1.5
16
2X (12) 1 4" x 11 2" SDS 1165 1165 1025
HSS2-2-SDS3 2-2X (12) 1 4" x 3" SDS 1165 1165 1025
HSS2-3-SDS3 3-2X (12) 1 4" x 3" SDS 990 990 960
HSS4-SDS3 4X (12) 1 4" x 3" SDS 1205 1205 1025
NOTES:
1. INSTALLS OVER PIPE UP TO 23/8" OUTSIDE DIAMETER.
2. SDS SCREWS PROVIDED.
3. ROOF LOADS ARE 125% OF FLOOR LOADS UNLESS LIMITED BY OTHER CRITERIA.
FLOOR LOADS MAY BE ADJUSTED FOR LOAD DURATIONS ACCORDING TO THE CODE, PROVIDED THEY DO NOT EXCEED ROOF LOADS.
3 1/4"
7
1
/
8
"
2
3
/
4
"
CODES: ICC-ES ESR-2608; FLORIDA FL10864
SCALE:NTS.
SS/HSS-SDS STUD SHOE FOR LOAD BEARING WALL (CLR.
REQUIREMENTS)
W
NOTES:
1. DISTANCE BTWN. CENTER LINE OF SUPPLY LINE AND CENTER LINE OF VENT PIPE MUST BE A MIN. OF 67/8" TO PROVIDE ADEQUATE
SPACE FOR THE HSS AND NS2.
NS2 SUPPLY LINE
VENT PIPE
HSS
6
7
/
8
"
M
I
N
.
1/2"
SCALE:NTS.
MSTC (HVAC REPAIRS - AT NON-LOAD BEARING OR SHEAR/BRACE
WALL LINES TOP PLATE REPAIR (CONSECUTIVE BAYS))
W
NOTES:
1. MSTC HAS COUNTERSUNK NAIL SLOTS FOR A LOWER PROFILE.
2. USED WHEN THE TOP PLATES ON TWO CONSECUTIVE BAYS HAVE BEEN REMOVED.
3. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS, 16d BOX (0.135" DIA. x 31/2" LONG) MAY BE USED. ALLOWABLE TENSION LOAD IS
0.88 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS.
4. NAILS SHOULD BE EQUALLY DISTRIBUTED TO BOTH TOP PLATES.
CODES: ICC-ES ESR-2105 W/ LA SUPPLEMENT;
HVAC CHASE
(2) ADJACENT
BAYS
MSTC52
7
10
PSPN516Z (16 GAUGE ZMAXTM) NAIL STOPPER
(TOP OR BOT PLATE REPAIR PLUS PLUMBING LINE PROTECTOR)HSS-SDS STUD SHOE FOR LOAD BEARING WALL
(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR)
SS STUD SHOE FOR NON-LOAD BEARING WALL SHOE
(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR)
BORED HOLES D/3
2 x 6 = 1 13/16"
2 x 8 = 2 7/16"
2 x 10 = 3 1/16"
2 x 12 = 3 3/4"
CUTTING AND NOTCHING
*40% ALLOWED
NON-BRG. PARTITIONS
BRG. WALLS AND PARTITIONS
ALLOWABLE BORED
HOLE MAX. DIA. 40%
OF STUD DEPTH
THE EDGE OF BORE HOLE
SHALL NOT BE CLOSER THAN
5/8'' TO THE EDGE OF THE
STUD IN EA. DIRECTION
ALLOWABLE CUT OR
NOTCH DEPTH IS 25%
OF STUD WIDTH
NO BORED HOLES
LOCATED AT THE SAME
SECTION OF THE STUD
WHERE CUT OR NOTCH
BORDER HOLE 1 7/16" MAX.
IN BRG. WALL 2 3/16" MAN
IN NON-BRG. WALL
STUD WALL PER PLAN
UNO PER SHEAR WALL SCHED.
BORED HOLES SHALL
NOT BE LOCATED AT THE
SAME SECTION OF STUD
AS A CUT OR NOTCH
THE EDGE OF BORE HOLE
SHALL NOT BE CLOSER THAN
5/8'' TO THE EDGE OF THE
STUD IN EA. DIRECTION
ALLOWABLE CUT OR
NOTCH DEPTH IN
40% OF WIDTH
NON-BRG. PARTITIONS
WHERE HOLES ARE OVER 1/3
PLATE WIDTH USE G.I. 1
1/2"X16 GA X12" LONG EA.
SIDE W/(5) 8d EA. END
ALLOWABLE BORED HOLE 60% OF
STUD WIDTH ONLY WHERE EA.
BORED STUD IS DOUBLED PROVIDED
NOT MORE THAN TWO SUCH
SUCCESSIVE STUDS ARE BORED
STUD
NOTCH
2 x 4 STUD= 1 7/16" MAX.
2 x 6 STUD= 2 3/16" MAX.
2 x 4 STUD= 1 4/16" MAX.
2 x 6 STUD= 2 3/16" MAX.
BORED HOLE
5/8" MIN.
SIMPSON HSS2-2-SDS3
GALVANIZED
W
SECTION A
WHERE FRAMING MEMBER
OCCURS ABV. WITHIN
PENETRATED STUD SPACE
ADD SUPPORT STUD BELOW
SECTION B5/
8
"
M
I
N
.
EA
.
S
I
D
E
DRILL NEAT HOLE
PER SCHEDULE
A
B
TOP PLATES
2" MIN. FROM
TOP&BOT OF JOIST PIPE OF
CONDUIT
NOTCH GREATER THAN 50%
OF THE PLATE WIDTH
7/8" MAX.@BEARING
WALL 1
13/16"@NON-BEARING
WALL
*40% ALLOWED
ANY NON-BRG. WALL
BORED HOLES
*40% ALLOWED
BRG. WALL
BORED HOLE
(2)-2 x 4 STUD
BORED HOLE<2"
BORED HOLES
*25% ALLOWED
EXT. WALLS AND BRG. PARTITION
STUD
NOTCH
2 x 4 STUD= 1 7/16" MAX.
2 x 6 STUD= 2 3/8" MAX.
2 x 4 STUD= 1 7/8" MAX.
2 x 6 STUD= 3 5/16" MAX.
BORED HOLE
5/8" MIN.
SIMPSON HSS2-3-SDS3
GALVANIZED
*60% ALLOWED
ANY NON-BRG. WALL OR EA. BORED
STUD DOUBLED BORED HOLE NOT
PERMITTED IN MORE THAN TWO
SUCCESSIVE DOUBLED STUDS
*60% ALLOWED
BRG. WALL
BORED HOLE
(3)-2 x 4 STUD
BORED HOLE<2 1/2"
NOTES:
1. ALL NOTCHES SHOULD BE SEALED WITH A WATER-REPELLENT SEALER, IMMEDIATELY AFTER CUTTING
2. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS.
3. BRG. AND NON-BRG. WALLS:
a. NOTCHES AND HOLES ARE ONLY PERMITTED IN OUTER 1/3 OF SPAN LENGTH OF STUD
b. BORED HOLES SHALL NOT BE LOCATED IN THE SAME CROSS SECTION OF CUT OR NOTCH IN STUD
4. NON-BRG. WALLS:
IF HOLE IS BTWN. 40% AND 60% OF STUD DEPTH, THEN STUD MUST BE DOUBLED AND MORE
THAN TWO SUCCESSIVE STUDS ARE DOUBLED AND SO BORED.
D (DEPTH)
D/3 MAX.
CUTTING, NOTCHING AND BORING AT STUD WALL6 W
SCALE:NTS.
(2)RPS 22 W/ 8-16d
NAILS EA. SIDE 5" MAX.
(2)RPS 22 W/ 8-16d
NAILS EA. SIDE
(2)RPS 22 W/ 8-16d
NAILS EA. SIDE
MODEL
NO.GA.DIMENSIONS FASTENERS
(TOTAL)
ALLOWABLE
TENSION
LOADS (lb.)
DF/SP
ALLOWABLE
TENSION
LOADS (lb.)
SPF/HF
MSTC52 16
W L NAILS (160)(160)
3"52 1
4"(16) 0.162" x
31 2"1535 1330
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S1.26
TYPICAL WOOD DETAILS
07/15/2025
EXP. 06-30-2026
LANDING
FOUNDATION PLAN SCHEDULE SYMBOL DESCRIPTIONS
SCALE: 1/4"=1'-0"FOUNDATION PLAN1
INDICATES SHEARWALL TYPE
FOR SHEARWALL SCHEDULE
SEE 1/S1.21
INDICATES MINIMUM
LENGTH OF SHEARWALL
SWXX
(#'-#")
INDICATES HOLDOWN TYPE X
INDICATES STEEL SECTION POST
MARK, ALL POSTS ARE
STEEL SECTION UNO ON PLANS
INDICATES WOOD POST MARK,
SEE POST SCHEDULE
C#
HDU
X
#
S#.##INDICATES SECTION
INDICATES SHEET NUMBER
INDICATES DETAIL
NUMBER ON THE SHEET
INDICATES TYP. 12" WIDE
FOUNDATION UNO ON PLAN
INDICATES HANGER
S#.##
#
INDICATES CALLOUT
#INDICATES REVISION ON
DRAWINGS
INDICATES VIEW#
S#.##
INDICATES LOAD BEARING WALL
BW
SOG REQUIREMENT NOTES
FOUNDATION PLAN NOTES
SW1
(13'-10")
SW1
(2'-8")
WS
P
(1
7
'
-
3
"
)
SW
1
(1
3
'
-
0
"
)
WS
P
(2
5
'
-
9
"
)
12"
12
"
12"
12
"
12"
12
"
12"
12"
SEE NOTE A
SW1
(8'-2")16
"
1
S1.01
TYP
5
S1.01
TYP
1
S1.01
TYP
S1.01
2
REVIEW THE PLAN NOTES AND
PERFORM FIELD CONDITION
ASSESSMENT AND VERIFICATION
PRIOR TO COMMENCING THE WORK.
1. SOIL SUBGRADE REQUIREMENTS, ELEVATION AND SLOPING OF FOUNDATIONS AND SOG, AND
CONSTRUCTION REQUIREMENTS ARE NOT PART OF THIS SCOPE OF WORK OR THE LIABILITY OF THE
STRUCTURAL ENGINEER.
2. IF GEOTECHNICAL REPORT OR CIVIL DWGS. ARE AVAILABLE, CONTRACTOR SHALL REVIEW AND FOLLOW
THE GEOTECHNICAL REPORT AND CIVIL DWG. FOR THE CONSTRUCTION OF SOIL SUBGRADE AND SOG.
3. IN THE ABSENCE OF GEOTECHNICAL REPORT, OR CIVIL REPORT AND DWGS. THE DETAILS SHOWN ON
THESE DWGS. MAY BE CONSIDERED BY THE OWNER/GC ON THEIR OWN RISK. STRUCTURAL ENGINEER
SHALL NOT BE RESPONSIBLE FOR ANY DAMAGES THAT MAY OCCUR DUE TO USING THESE
RECOMMENDATIONS.THESE ARE GENERAL RECOMMENDATIONS FOR THE CONSTRUCTION OF SOIL
SUBGRADE. THESE DETAILS DO NOT CONSIDER THE ACTUAL FIELD CONDITIONS.
3.1. SOG AND FOUNDATIONS SHALL BE CONTINUOUSLY SUPPORTED ON UNDISTURBED OR ENGINEERED
FILL SOIL.
3.2. THE AREA WITHIN THE SOG AND FOUNDATION WALLS SHALL HAVE ALL VEGETATION, TOP SOIL AND
FOREIGN MATERIAL REMOVED.
3.3. FILL MATERIAL SHALL BE FREE OF VEGETATION AND FOREIGN MATERIAL. THE FILL SHALL BE
COMPACTED TO ENSURE UNIFORM SUPPORT OF THE SOG, FOUNDATION, AND THE FILL DEPTHS SHALL NOT
EXCEED 24 IN FOR CLEAN SAND OR GRAVEL AND 8 IN FOR EARTH.
3.4. AT SOG AREA, REINFORCING STEEL SHALL BE SUPPORTED TO REMAIN IN PLACE FROM THE CENTER TO
MIDDLE FOURTH OF THE SLAB FOR THE DURATION OF THE CONC. PLACEMENT.
3.5. SCARIFY TOP 12" OR RECOMPACT 4' OVEREXCAVATION PRIOR TO TRENCHING FOR THE UTILITY
AND/OR FOUNDATION. 90% COMPACTION REPORT IS REQUIRED AT THE OF FOUNDATION INSPECTION.
DAMP PROOFING, BASE COURSE AND PRE-SATURATION ARE REQUIRE.
3.6. PROVIDE 5" SLAB ON GRADE REINFORCED WITH #4 AT 18" ON CENTERS EACH WAY OVER 4" BASE OF
1
2" OR LARGER CLEAN AGGREGATE WITH 10 MIL VAPOR RETARDER IN DIRECT CONTACT WITH CONCRETE.
SLAB SHAL BE TIED-IN TO CONTINUOUS 12" WIDE x 24" (MINIMUM EMBEDMENT INTO FIRM SOIL)
FOUNDATION.
4. PROVIDE CONTROL JOINTS AT CL. OF CONC. OR STEEL COLUMNS IF NO CONSTRUCTION JOINTS OCCUR.
5. CONTRACTOR TO SUBMIT A JOINTING PLAN TO ARCHITECT FOR REVIEW.
6. THE TOP SURFACE OF FOUNDATIONS SHALL BE LEVEL ,UNO ON ARCH. DWG.
7. THE BOTTOM SURFACE OF FOUNDATION AND SOG SHALL NOT HAVE A SLOPE EXCEEDING ONE UNIT VER.
IN 12 UNITS HOR.
8. UNO ON PLANS OR TYPICAL DETAILS, NO HOR. CONSTRUCTION SHALL BE PERMITTED IN THE
FOUNDATIONS. ALL OTHER CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR AND ARCH FOR
REVIEW.
POST SCHEDULE UNO ON PLAN
MARK POST SIZE
C44 4x4
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
HDU
2HDU
2
C44
C44
HDU
2
HDU
2
HDU
2
C44
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
W/B
C
4
0
C44
C44
W/B
C
4
0
HDU
2C44
C44
HDU
2
HDU
2
C44HDU
2
HDU
2
C44
C44HDU
2
12
"
1
A
B
C
D
2 3 4
NOTE A:
5" SOG W/#4@18"O.C. EACH WAY. SEE SOG REQUIREMENT NOTES FOR CAPILLARY
BREAK REQUIREMENTS.
12
"
LANDING SEE DETAIL 9/S1.01
C44
C44
W/B
C
4
0
1 . T HES E D R A W I N G AR E BASE D O N T HE B EST A VAI L AB L E SO U R C E S AND D O N O T A DD R ES S T HE F IELD
CONDITIONS. THE CONTR ACTOR SHALL V ERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
AND SEO R . N O W OR K SHAL L BE P E RFOR MED IN T HE AFF E CT ED A REAS UNTIL TH E DIS CR EP ANC I E S AR E
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS SHALL
BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR WALLS,
BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY IDENTIFIED.
3 . CO NT R A C T O R I S S O L E L Y R E S P O NS IB L E F O R P R O T E C T I O N O F A L L ST R U C T U R AL, N O N S T R U C T UR A L ,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALL
NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHER
PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. FOR CONSTRUCTION NOTES AND TYPICAL SYMBOLS DESCRIPTIONS, SEE S0 SERIES SHEETS.
7. FOR TYPICAL DETAILS, SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS 'TYPICAL' MAY
NOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL OR
SCHEDULE APPLIES BEFORE PROCEEDING WITH WORK.
8. SEE ARCH./CIVIL DWGS. FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, OPENINGS, CURBS,
DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC., AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OF
OPENINGS, ETC., NOT INDICATED ON STRUCTURAL DWGS.
9. HOLD-DOWNS& ANCHORS HARDWARE MUST BE SECURED IN PLACE PRIOR TO CALLING FOR FOUNDATION
INSPECTION. WET SETTING ANCHORS IS PROHIBITED.
10. APPROVED PLATE WASHERS SHALL BE USED FOR HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING.
HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING WALL FRAMING.
11. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE CONCRETE
PLACING.
12. UNO IN ARCH./CIVIL DWGS. SURFACE OUTSIDE THE HOUSE NEEDS TO HAVE 5% SLOPE (UNPAVED
SURFACE) & 2% SLOPE (PAVED SURFACE) AWAY FROM THE STRUCTURE.
13. ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT-DIPPED
ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
14. MINIMUM EDGE DISTANCE FOR ANCHOR BOLTS SHALL BE 1-3/4". ALL ANCHOR BOLTS SHALL INCLUDE A
MINIMUM 0.229"X3"X3" STEEL PLATE WASHER. THE HOLE IN THE PLATE WASHER SHALL BE PERMITTED TO
BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT
LENGTH NOT TO EXCEED 1-3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE
WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM
PLATE ON THE SIDE(S) FOR SHEATHING WITH SHEAR DESIGN VALUES EXCEEDING 400PLF.
15. THE FOUNDATION PLAN SHOWS THE GENERAL LAYOUT OF THE FOUNDATION. FOR LOCALIZED SIZE
CHANGES AT THE HOLD-DOWNS, REFER TO TYPICAL DETAILS. AT ALL HOLD-DOWN LOCATIONS,
FOUNDATION SHALL BE CONSTRUCTED WITH THE DIMENSIONS SPECIFIED IN TABLE FOR HOLD-DOWN
ANCHOR SCHEDULE SEE SHEET S1.01.
16. ALL WOOD MEMBERS IN CONTACT WITH MASONRY AND CONCRETE SHALL BE PRESSURE-TREATED AND
CONFORM TO THE REQUIREMENT OF "AWPA U1" FOR CATEGORY UC4A OR BETTER.
17. WOOD AND WOOD BASED MATERIALS USED RAISED FLOOR SYSTEMS INCLUDING JOISTS AND BEAMS
SHALL CONFORM TO THE REQUIREMENTS OF "AWPA U1" FOR CATEGORY UC3B OR HIGHER.
18. NO HORIZONTAL COLD JOINTS OTHER THAN THE LOCATIONS SHOWN ON THESE DRAWINGS SHALL BE
PERMITTED IN FOUNDATION CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR
FOR REVIEW.
19. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG SHALL
BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS.
20. SPECIAL SOIL CONDITIONS AND PROPERTIES SUCH AS LIQUEFACTION ZONES; ADJACENT TO OR WITHIN
AREAS PRONE TO LANDSLIDE, SLOPED LOTS GREATER THAN 1 UNIT VERTICAL UNITS HORIZONTAL ARE NOT
INCLUDED IN THIS SCOPE OF WORKS AND NOT CONSIDERED FOR FOUNDATION DESIGN. OWNER SHALL
HIRE A SOIL ENGINEER TO VERIFY THESE CONDITIONS AND THEIR EFFECTS ON STRUCTURAL ELEMENTS.
21. CONSTRUCTION BELOW THE RAISED FLOOR AND AT CRAWL SPACE INCLUDING LUMBERS AND TIMBERS
SHALL BE GRADE 1 OR BETTER , JOISTS & BEAM THAT ARE AT LEAST 18" ABOVE GROUND SHALL BE
CATEGORY 3B OR HIGHER AND POSTS, SILL PLATES AND BEAMS AND JOISTS LESS THAN 18" ABOVE THE
GROUND SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
22. ALL CRIPPLE WALLS SHALL BE BRACED.
23. ALL TOP AND BOTTOM CONTINUAL/ LONGITUDINAL BARS IN STRIP FOUNDATIONS SHALL HAVE
STANDARD HOOKS AT THE ENDS.
24. ALL TOP AND BOTTOM DISCONTINUED/ LOCAL BARS ( IN BOTH DIRECTIONS ) AT THE PAD/
ISOLATED FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS.
25. ALL SOG BARS SHALL HAVE STANDARD HOOKS AT THE ENDS.
26. FOR DRAINAGE LAYOUT AND REQUIREMENTS, SEE ARCHITECTURAL/CIVIL DRAWINGS. DRAINAGE IS NOT
INCLUDED IN STRUCTURAL ENGINEER'S SCOPE OF WORK.
27. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12" ABOVE
THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646.
28. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION.
29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR.
30. FOR ALL BASE PLATES AND STEELS THAT ARE OUTSIDE OR UNDER GROUND, APPLY MIN. 2 COATS OF
MACROPOXY 646 WITH MINIMUM 8 MILS THICKNESS.
31. THE LOCATION, DIMENSIONS, AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS,
INCLUDING HEAT PUMP UNITS AND CONDENSERS, SHALL BE COORDINATED BY THE ARCHITECT WITH THE
MECHANICAL ENGINEER, EQUIPMENT MANUFACTURER, AND OTHER RELEVANT DISCIPLINES. FINAL PAD
DIMENSIONS, CLEARANCES, ANCHORAGE REQUIREMENTS, AND EQUIPMENT LOADS SHALL BE PROVIDED BY
THE MECHANICAL ENGINEER AND/OR MANUFACTURER.
32. THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD
(E.G., THICKNESS, REINFORCEMENT) BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION
INFORMATION FURNISHED BY OTHERS. THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING
EQUIPMENT LOCATION, UTILITY COORDINATION, ACCESSIBILITY, SERVICE CLEARANCE, VIBRATION
ISOLATION, OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES.
33. ANY CHANGE IN EQUIPMENT WEIGHT, CONFIGURATION, OR LAYOUT SHALL BE COMMUNICATED TO THE
SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION.
C44HDU
2
MI
N
.
3
'
-
0
"
UN
O
O
N
H
D
U
D
E
T
A
I
L
FOUNDATION
WIDENING AT
HOLD-DOWNS(TYP.)
SEE HDU DETAIL
HDU
2
C44
SW1
(8'-6")
C44
W/B
C
4
0
C44
W/B
C
4
0
1
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY COMMENT07.13.20251
S2.01
FOUNDATION PLAN
07/15/2025
EXP. 06-30-2026
LANDING
STRUCTURAL PLAN SCHEDULE
STRUCTURAL PLAN NOTES
SCALE: 1/4"=1'-0"CEILING PLAN1
SYMBOL DESCRIPTIONS
HDR-2 HDR-1
CA.
W/B
C
4
0CA.
W/B
C
4
0
HDR-1
HD
R
-
1
C44
W/B
C
4
C44
C44
W/4
-
A
3
4
HDR-2HDR-2
HDR-1
CJ-1
C44
CJ-1
CJ-1
HD
R
-
1
CA.
W/B
C
4
0
HDR-1
CJ-1
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
4x8 (UP-STAND BEAM)
CJ-1
CJ-1
DBL. 2x6 W/ LUS26-2
SW1
(13'-10")
SW1
(8'-2")
SW1
(2'-8")
C44
HDU
2
HDU
2
WS
P
(1
7
'
-
3
"
)
WS
P
(2
5
'
-
9
"
)
SW
1
(1
3
'
-
0
"
)
S1.23
4
CA.
W/B
C
4
0
TYP
LUS410
HHUS46 HHUS46
6
S1.21
TYP
7
S1.22
TYP
3
S1.23
1
S4.01
TYP
3
S4.01
C44
S1.23
1
TYP
REVIEW THE PLAN NOTES AND
PERFORM FIELD CONDITION
ASSESSMENT AND VERIFICATION
PRIOR TO COMMENCING THE WORK.
HD
R
HDR HDR
C44
C44
C44
CJ-1
CJ-1
C44HDU
2
C44
HDU
2
CJ-1
C44
HDU
2
C44
CJ-1
C44HDU
2
HDU
2
C44
HDU
2
C44HDU
2
HEADER SCHEDULE UNO ON PLAN
MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER
HDR-1 4x6 2x4 2x4 N/A
HDR-2 4x8 2x4 2x4 N/A
POST SCHEDULE UNO ON PLAN
MARK POST SIZE
C44 4x4
JOIST & HANGER SCHEDULE UNO ON PLAN
MARK JOIST SIZE HANGER
CJ-1 2x6 @16" O.C.LU26
STUD WALL SCHEDULE UNO ON PLAN/SHEAR WALL SCHED.
MAX. HEIGHT INT. WALL EXT. WALL
8'-0"2x4 @16" O.C.2x4 @16" O.C.
C44
W/4
-
A
3
4
C44HDU
2
DBL.2x6
W/LUS26-2
SEE 2/S1.22
6
S1.22
1
A
B
C
D
2 3 4
CJ-1
HDR-1
C44
W/4
-
A
3
4
MST48 MST48
MST48
4x8
MST48
C44
W/B
C
4
MST48
1
S4.01
DBL. 2x6 W/ LUS26-2
HDU
2
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
SW1
(8'-6")
C44
HD
R
-
1
C44
W/B
C
4
0
ALL WOOD MEMBERS (I.E. PLYWOOD,
LUMBER, TIMBER,NAILERS, ETC.) SHALL BE
CLASSIFIED FOR EXTERIOR GRADE OR PRESSURE TREATED
3
S1.23
C44
W/B
C
4C44
W/B
C
4
C44
W/B
C
4
HTS30HTS30
2
S4.01
DBL.2x6
W/LUS26-2
SEE
2/S1.22
DB
L
.
2
x
6
CJ-1
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
C44
HDU
2
C44
W/4
-
A
3
4
CJ-1
HD
R
HDU
2
C44
CA.
W/B
C
4
0
4x
1
0
C44
W/4
-
A
3
4
HH4
CA.
W/B
C
4
0
1. TH E S E DR A WING AR E BA S ED O N T HE BEST A VAILA B LE SO UR CES A N D DO N OT A DD RE S S TH E FI E LD
CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STR UCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
AND SEOR. NO WOR K SHALL BE PER FOR MED IN THE A FFECTED AR EAS UNT I L THE DISCREPAN CIES AR E
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS
SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR
WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY
IDENTIFIED.
3. C O N T R A CTO R I S S OLE LY R E S P ON S I BLE FO R P R O T EC T IO N O F ALL STR UC T U R A L , N ONST R UCT U R A L ,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR
OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND
SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM
OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR
GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.
7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.
8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" O.C. SHALL BE 15/32" OR
1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM
FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING
(FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED
PANEL EDGES SHALL NOT BE MORE THAN 6 IN. IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE
PROTECTED DURING THE CONSTRUCTION.
9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" O.C. SHALL BE 19/32" OR 5/8" PS1
OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE) IF OSB PANELS ARE USED, PANELS
SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION.THE ROOF SHEATHING TO BE APPROVED BY
THE BUILDING INSPECTOR BEFORE APPLICATION OF ROOFING.
10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24
WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQUAERE EDGE (OR TONGUE-AND-GROOVE ).NAILS
SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT
INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES
AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.
11. BALCONY FRAMES AND SHEATHING SHALL BE EXTERIOR GRADE. BALCONY SHEATHING SHALL BE 3/4"
PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQUARE EDGE (OR
TONGUE-AND-GROOVE ).
12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR
SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS
UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO
NOT REQUIRE BLOCKING AT THE EDGES.
13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND
THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,
APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.
14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A
MINIMUM OF ONE JOIST BAY.
15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE
NAILED TO THE FARMING AS FOLLOWS:
15.1. FASTENERS SHALL BE 10d COMMON NAILS
15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.
15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.
15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.
15.5. BLOCK ALL EDGES
15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.
16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF
APPLICABLE.
17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G
SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.
19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.
20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE
NOTES.
21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.
22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.
23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE
PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK
BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE
CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" O.C. SHALL BE 19/32" APA RATED
WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER
PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD
NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES
SHALL NOT BE MORE THAN 6 IN.
25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING
REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH
THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND
CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK
STUDS.
27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER
(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL
DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED
IN CONSTRUCTION.
29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR. ALL SKEWED HANGERS SHALL BE FIELD-VERIFIED FOR LEFT-HAND OR RIGHT-HAND ORIENTATION,
AND THE EXACT SKEW ANGLE SHALL MATCH THE ARCHITECTURAL DRAWINGS. CONTRACTOR TO ENSURE
CORRECT HANGER PLACEMENT PRIOR TO INSTALLATION.
30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED MID-SPAN OF THE JOIST.
32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END.
33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT
MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER.
34. THE LOCATION ,DIMENSIONS ,AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS,
INCLUDING HEAT PUMP UNITS AND CONDENSERS, SHALL BE COORDINATED BY THE ARCHITECT WITH THE
MECHANICAL ENGINEER, EQUIPMENT MANUFACTURER, AND OTHER RELEVANT DISCIPLINES. FINAL PAD
DIMENSIONS, CLEARANCES, ANCHORAGE REQUIREMENTS, AND EQUIPMENT LOADS SHALL BE PROVIDED BY
THE MECHANICAL ENGINEER AND/OR MANUFACTURER.
35. THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD
(E.G., THICKNESS, REINFORCEMENT) BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION
INFORMATION FURNISHED BY OTHERS. THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING
EQUIPMENT LOCATION, UTILITY COORDINATION, ACCESSIBILITY, SERVICE CLEARANCE, VIBRATION
ISOLATION, OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES.
36. ANY CHANGE IN EQUIPMENT WEIGHT, CONFIGURATION, OR LAYOUT SHALL BE COMMUNICATED TO THE
SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION.
3
S1.25
4x10
(UP-STAND BEAM)
4
S4.01 C44
W/4
-
A
3
4
2
INDICATES TENSION STRAP
INDICATES SHEARWALL TYPE
FOR SHEARWALL SCHEDULE
SEE 1/S1.21
INDICATES MINIMUM
LENGTH OF SHEARWALL
SWXX
(#'-#")
INDICATES WOOD BEAM
INDICATES WOOD HEADER
SEE 2/S1.24 FOR MORE
INFORMATION
RB
INDICATES HOLDOWN TYPE X
INDICATES STEEL SECTION POST
MARK, ALL POSTS ARE
STEEL SECTION UNO ON PLANS
HDR
INDICATES WOOD POST MARK,
SEE POST SCHEDULE
C#
HDU
X
INDICATES RIGID CONNECTIONS
INDICATES JOIST
INDICATES HANGER
J#
#
S#.##INDICATES SECTION
INDICATES SHEET NUMBER
INDICATES DETAIL
NUMBER ON THE SHEET
S#.##
#
INDICATES CALLOUT
#
INDICATES REVISION ON
DRAWINGS
INDICATES VIEW#
S#.##INDICATES LOAD BEARING WALL
BW
INDICATES WOOD HEADER
SEE HEADER SCHEDULE TABLE
ON PLAN
HDR-#EXTENT
JOIST DIRECTION
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY COMMENT07.13.20251
ISSUED PER CITY COMMENT09.28.20252
S2.11
CEILING PLAN
09/28/2025
EXP. 06-30-2026
LANDING
STRUCTURAL PLAN SCHEDULE
STRUCTURAL PLAN NOTES
SCALE: 1/4"=1'-0"CEILING PLAN1
INDICATES TENSION STRAP
INDICATES SHEARWALL TYPE
FOR SHEARWALL SCHEDULE
SEE 1/S1.21
INDICATES MINIMUM
LENGTH OF SHEARWALL
SWXX
(#'-#")
INDICATES WOOD BEAM
INDICATES WOOD HEADER
SEE 2/S1.24 FOR MORE
INFORMATION
RB
INDICATES HOLDOWN TYPE X
INDICATES STEEL SECTION POST
MARK, ALL POSTS ARE
STEEL SECTION UNO ON PLANS
HDR
INDICATES WOOD POST MARK,
SEE POST SCHEDULE
C#
HDU
X
SYMBOL DESCRIPTIONS
INDICATES RIGID CONNECTIONS
INDICATES JOIST
INDICATES HANGER
J#
#
S#.##INDICATES SECTION
INDICATES SHEET NUMBER
INDICATES DETAIL
NUMBER ON THE SHEET
S#.##
#
INDICATES CALLOUT
#INDICATES REVISION ON
DRAWINGS
INDICATES VIEW#
S#.##
INDICATES LOAD BEARING WALL
BW
INDICATES WOOD HEADER
SEE HEADER SCHEDULE TABLE
ON PLAN
HDR-#
HDR-2 HDR-1
CA.
W/B
C
4
0CA.
W/B
C
4
0
HDR-1
HD
R
-
1
C44
W/B
C
4
C44
C44
W/4
-
A
3
4
HDR-2HDR-2
HDR-1
CJ-1
C44
CJ-1
CJ-1
HD
R
-
1
CA.
W/B
C
4
0
HDR-1
CJ-1
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
4x8 (UP-STAND BEAM)
CJ-1
CJ-1
DBL. 2x6 W/ LUS26-2
SW1
(13'-10")
SW1
(8'-2")
SW1
(2'-8")
C44
HDU
2
HDU
2
4x10 (UP-STAND BEAM)
WS
P
(1
7
'
-
3
"
)
WS
P
(2
5
'
-
9
"
)
SW
1
(1
3
'
-
0
"
)
S1.23
4
CA.
W/B
C
4
0
TYP
LUS410
HHUS46 HHUS46
6
S1.21
TYP
7
S1.22
TYP
3
S1.23
1
S4.01
TYP
3
S4.01
C44
S1.23
1
TYP
REVIEW THE PLAN NOTES AND
PERFORM FIELD CONDITION
ASSESSMENT AND VERIFICATION
PRIOR TO COMMENCING THE WORK.
HD
R
HDR HDR
C44
C44
C44
CJ-1
CJ-1
C44HDU
2
C44
HDU
2
CJ-1
C44
HDU
2
C44
CJ-1
C44HDU
2
HDU
2
C44
HDU
2
C44HDU
2
HEADER SCHEDULE UNO ON PLAN
MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER
HDR-1 4x6 2x4 2x4 N/A
HDR-2 4x8 2x4 2x4 N/A
POST SCHEDULE UNO ON PLAN
MARK POST SIZE
C44 4x4
JOIST & HANGER SCHEDULE UNO ON PLAN
MARK JOIST SIZE HANGER
CJ-1 2x6 @16" O.C.LU26
STUD WALL SCHEDULE UNO ON PLAN/SHEAR WALL SCHED.
MAX. HEIGHT INT. WALL EXT. WALL
8'-0"2x4 @16" O.C.2x4 @16" O.C.
C44
W/4
-
A
3
4
C44HDU
2
DBL.2x6
W/LUS26-2
SEE 2/S1.22
6
S1.22
1
A
B
C
D
2 3 4
CJ-1
HDR-1
C44
W/4
-
A
3
4
MST48 MST48
MST48
4x8
MST48
C44
W/B
C
4
MST48
1
S4.01
C44
W/4
-
A
3
4
DBL. 2x6 W/ LUS26-2
1. TH E S E DR A WING AR E BA S ED O N T HE BEST A VAILA B LE SO UR CES A N D DO N OT A DD RE S S TH E FI E LD
CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STR UCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
AND SEOR. NO WOR K SHALL BE PER FOR MED IN THE A FFECTED AR EAS UNT I L THE DISCREPAN CIES AR E
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS
SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR
WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY
IDENTIFIED.
3. C O N T R A CTO R I S S OLE LY R E S P ON S I BLE FO R P R O T EC T IO N O F ALL STR UC T U R A L , N ONST R UCT U R A L ,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR
OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND
SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM
OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR
GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.
7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.
8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" O.C. SHALL BE 15/32" OR
1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM
FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING
(FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED
PANEL EDGES SHALL NOT BE MORE THAN 6 IN. IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE
PROTECTED DURING THE CONSTRUCTION.
9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" O.C. SHALL BE 19/32" OR 5/8" PS1
OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE) IF OSB PANELS ARE USED, PANELS
SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION.THE ROOF SHEATHING TO BE APPROVED BY
THE BUILDING INSPECTOR BEFORE APPLICATION OF ROOFING.
10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24
WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQUAERE EDGE (OR TONGUE-AND-GROOVE ).NAILS
SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT
INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES
AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.
11. BALCONY FRAMES AND SHEATHING SHALL BE EXTERIOR GRADE. BALCONY SHEATHING SHALL BE 3/4"
PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQUARE EDGE (OR
TONGUE-AND-GROOVE ).
12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR
SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS
UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO
NOT REQUIRE BLOCKING AT THE EDGES.
13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND
THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,
APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.
14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A
MINIMUM OF ONE JOIST BAY.
15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE
NAILED TO THE FARMING AS FOLLOWS:
15.1. FASTENERS SHALL BE 10d COMMON NAILS
15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.
15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.
15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.
15.5. BLOCK ALL EDGES
15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.
16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF
APPLICABLE.
17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G
SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.
19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.
20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE
NOTES.
21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.
22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.
23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE
PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK
BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE
CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" O.C. SHALL BE 19/32" APA RATED
WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER
PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD
NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES
SHALL NOT BE MORE THAN 6 IN.
25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING
REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH
THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND
CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK
STUDS.
27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER
(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL
DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED
IN CONSTRUCTION.
29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR.
30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED MID-SPAN OF THE JOIST.
32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END.
33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT
MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER.
34. THE LOCATION ,DIMENSIONS ,AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS,
INCLUDING HEAT PUMP UNITS AND CONDENSERS, SHALL BE COORDINATED BY THE ARCHITECT WITH THE
MECHANICAL ENGINEER, EQUIPMENT MANUFACTURER, AND OTHER RELEVANT DISCIPLINES. FINAL PAD
DIMENSIONS, CLEARANCES, ANCHORAGE REQUIREMENTS, AND EQUIPMENT LOADS SHALL BE PROVIDED BY
THE MECHANICAL ENGINEER AND/OR MANUFACTURER.
35. THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD
(E.G., THICKNESS, REINFORCEMENT) BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION
INFORMATION FURNISHED BY OTHERS. THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING
EQUIPMENT LOCATION, UTILITY COORDINATION, ACCESSIBILITY, SERVICE CLEARANCE, VIBRATION
ISOLATION, OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES.
36. ANY CHANGE IN EQUIPMENT WEIGHT, CONFIGURATION, OR LAYOUT SHALL BE COMMUNICATED TO THE
SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION.
HDU
2
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
SW1
(8'-6")
C44
HD
R
-
1
C44
W/B
C
4
0
1
ALL WOOD MEMBERS (I.E. PLYWOOD,
LUMBER, TIMBER,NAILERS, ETC.) SHALL BE
CLASSIFIED FOR EXTERIOR GRADE OR PRESSURE TREATED
3
S1.23
C44
W/B
C
4C44
W/B
C
4
C44
W/B
C
4
HTS30HTS30
2
S4.01
DBL.2x6
W/LUS26-2
SEE
2/S1.22
DB
L
.
2
x
6
CJ-1
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
C44
HDU
2
C44
W/4
-
A
3
4
CJ-1
HD
R
HDU
2
C44
CA.
W/B
C
4
0
1
4x
1
0
C44
W/4
-
A
3
4
HH4
CA.
W/B
C
4
0
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY COMMENT07.13.20251
S2.11
CEILING PLAN
07/15/2025
EXP. 06-30-2026
STRUCTURAL PLAN SCHEDULE
STRUCTURAL PLAN NOTES
SCALE: 1/4"=1'-0"ROOF PLAN1
INDICATES TENSION STRAP
INDICATES SHEARWALL TYPE
FOR SHEARWALL SCHEDULE
SEE 1/S1.21
INDICATES MINIMUM
LENGTH OF SHEARWALL
SWXX
(#'-#")
INDICATES WOOD BEAM
INDICATES WOOD HEADER
SEE 2/S1.24 FOR MORE
INFORMATION
RB
INDICATES HOLDOWN TYPE X
INDICATES STEEL SECTION POST
MARK, ALL POSTS ARE
STEEL SECTION UNO ON PLANS
HDR
INDICATES WOOD POST MARK,
SEE POST SCHEDULE
C#
HDU
X
SYMBOL DESCRIPTIONS
INDICATES RIGID CONNECTIONS
INDICATES JOIST
INDICATES HANGER
J#
#
S#.##INDICATES SECTION
INDICATES SHEET NUMBER
INDICATES DETAIL
NUMBER ON THE SHEET
S#.##
#
INDICATES CALLOUT
#INDICATES REVISION ON
DRAWINGS
INDICATES VIEW#
S#.##
INDICATES LOAD BEARING WALL
BW
INDICATES WOOD HEADER
SEE HEADER SCHEDULE TABLE
ON PLAN
HDR-#
RR-1
4x8
CO
N
T
.
4
x
1
0
CO
N
T
.
4
x
1
0
RR-1
RR-1
RR-1RR-1
RR-1
RR-1
FLA
T
S
L
E
E
P
E
R
FLA
T
S
L
E
E
P
E
R
SW1
(13'-10")
SW1
(8'-6")
SW1
(8'-2")
SW1
(2'-8")
SW
1
(1
3
'
-
0
"
)
MSTA49
W/RR-1
WS
P
(1
7
'
-
3
"
)
WS
P
(2
5
'
-
9
"
)
5
S1.21
S1.21
7
MSTC40
HHRC44
S1.22
3
4x8
TYP
TYP
TYP
6
S1.21
TYP 4
S1.22
TYP
9
S1.22
7
S1.22
TYP
S1.22
5
TYP
REVIEW THE PLAN NOTES AND
PERFORM FIELD CONDITION
ASSESSMENT AND VERIFICATION
PRIOR TO COMMENCING THE WORK.
POST SCHEDULE UNO ON PLAN
MARK POST SIZE
C44 4x4
JOIST & HANGER SCHEDULE UNO ON PLAN
MARK JOIST SIZE HANGER
RR-1 2x8 @16" O.C.LRU26Z / LSSJ26Z
C44C44
4x8 4x8
RR-1
C44
W/B
C
4
4x8
4x8 C44
C44
CONT. 4X8
RR-1
RR-1
C44
C44
C44 C44
C44
C44C44
C44 C44
HHRC44
C44
W/B
C
4
C44
W/B
C
4
C44
6
S1.22
1
A
B
C
D
2 3 4
MSTA49
MST48
MST48
C44
MSTA49
W/RR-1
C44
W/C
C
Q
4
4
MSTA49
W/RR-1
HHRC44
MST48
SEE DETAIL 8/S1.21
2
S4.01
C44C44C44
MSTA49
1. TH E S E DR A WING AR E BA S ED O N T HE BEST A VAILA B LE SO UR CES A N D DO N OT A DD RE S S TH E FI E LD
CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STR UCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
AND SEOR. NO WOR K SHALL BE PER FOR MED IN THE A FFECTED AR EAS UNT I L THE DISCREPAN CIES AR E
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS
SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR
WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY
IDENTIFIED.
3. C O N T R A CTO R I S S OLE LY R E S P ON S I BLE FO R P R O T EC T IO N O F ALL STR UC T U R A L , N ONST R UCT U R A L ,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR
OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND
SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM
OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR
GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.
7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.
8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" O.C. SHALL BE 15/32" OR
1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM
FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING
(FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED
PANEL EDGES SHALL NOT BE MORE THAN 6 IN. IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE
PROTECTED DURING THE CONSTRUCTION.
9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" O.C. SHALL BE 19/32" OR 5/8" PS1
OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE) IF OSB PANELS ARE USED, PANELS
SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION.THE ROOF SHEATHING TO BE APPROVED BY
THE BUILDING INSPECTOR BEFORE APPLICATION OF ROOFING.
10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24
WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQUAERE EDGE (OR TONGUE-AND-GROOVE ).NAILS
SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT
INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES
AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.
11. BALCONY FRAMES AND SHEATHING SHALL BE EXTERIOR GRADE. BALCONY SHEATHING SHALL BE 3/4"
PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQUARE EDGE (OR
TONGUE-AND-GROOVE ).
12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR
SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS
UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO
NOT REQUIRE BLOCKING AT THE EDGES.
13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND
THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,
APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.
14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A
MINIMUM OF ONE JOIST BAY.
15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE
NAILED TO THE FARMING AS FOLLOWS:
15.1. FASTENERS SHALL BE 10d COMMON NAILS
15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.
15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.
15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.
15.5. BLOCK ALL EDGES
15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.
16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF
APPLICABLE.
17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G
SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.
19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.
20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE
NOTES.
21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.
22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.
23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE
PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK
BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE
CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" O.C. SHALL BE 19/32" APA RATED
WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER
PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD
NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES
SHALL NOT BE MORE THAN 6 IN.
25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING
REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH
THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND
CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK
STUDS.
27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER
(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL
DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED
IN CONSTRUCTION.
29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR.
30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED MID-SPAN OF THE JOIST.
32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END.
33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT
MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER.
34. THE LOCATION ,DIMENSIONS ,AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS,
INCLUDING HEAT PUMP UNITS AND CONDENSERS, SHALL BE COORDINATED BY THE ARCHITECT WITH THE
MECHANICAL ENGINEER, EQUIPMENT MANUFACTURER, AND OTHER RELEVANT DISCIPLINES. FINAL PAD
DIMENSIONS, CLEARANCES, ANCHORAGE REQUIREMENTS, AND EQUIPMENT LOADS SHALL BE PROVIDED BY
THE MECHANICAL ENGINEER AND/OR MANUFACTURER.
35. THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD
(E.G., THICKNESS, REINFORCEMENT) BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION
INFORMATION FURNISHED BY OTHERS. THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING
EQUIPMENT LOCATION, UTILITY COORDINATION, ACCESSIBILITY, SERVICE CLEARANCE, VIBRATION
ISOLATION, OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES.
36. ANY CHANGE IN EQUIPMENT WEIGHT, CONFIGURATION, OR LAYOUT SHALL BE COMMUNICATED TO THE
SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION.
1
MST48
C44
1
S4.01
C44
W/B
C
4
2x10 RIDGE BOARD
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY COMMENT07.13.20251
S2.22
ROOF PLAN
07/15/2025
EXP. 06-30-2026
W
SCALE:NTS.
1 FLOOR OR ROOF DIAPHRAGM SHEATHING REQUIREMENTS
DETAIL A
PLAN
NOTE:
THE LOWER ENDS OF CROSS BRIDGING
SHALL BE DRIVEN UP AND NAILED AFTER
THE SHEATHING HAS BEEN NAILED.
JST. PER PLAN
FIELD NAILING
B.N. AT ALL CONT. PANEL EDGES
PROVIDE 2x BLK'G PER
DETAIL A AT BLOCKED
DIAPHRAGM
DISCONT. EDGE NAILING
B.N.
SHEATHING SEE PLAN
STAG
G
E
R
END
J
O
I
N
T
S
4'-0"
T
Y
P
.
2'-0"
M
I
N
.
METAL CROSS BRIDGING
PER TJI MANUFACTUREREDGE NAILING
TJI PER PLAN
2x4 CONT. W/ 16d@12" O.C.
RAFTER OR JOIST.
BEYOND AT LAP SPLICE
EDGE NAILING
SHEATHING JOINT
SHEATHING JOINTEDGE NAILING
2x4 FLAT BLK'G
W/ (2)10d TOENAILS EA. END RAFTER OR JOIST PER PLAN2x BRIDGING
(FULL HEIGHT)
1 1/2"
EDGE NAILING
5/16" MAX.
2 1/2"
EDGE NAILING
13/16" MAX.
3"
EDGE NAILING
1-1/16" MAX.TWO 2x-FRAMING3x-FRAMING2x-FRAMING
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL B DETAIL C DETAIL D
1/8" GAP TYP.
3/8" MIN. TYP.
1/8" GAP TYP.
3/8" MIN. TYP.
DETAIL E
NOTE:
ALL BLOCKED AND UNBLOCKED DIAPHRAGMS (ROOF AND FLOOR) SHALL BE CONSTRUCTED AS FOLLOWS:
1. REVIEW THE PLAN NOTES AND DRAWINGS FOR ADDITIONAL REQUIREMENTS OF FLOOR AND ROOF
CONSTRUCTIONS.
2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR DOC PS2.
3. WHERE DIAPHRAGMS ARE DESIGNATED AS BLOCKED, ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE
FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLK'G. THE SIZE AND SPACING OF FASTENERS AT
WOOD-FRAME DIAPHRAGM BOUNDARIES AND PANEL EDGES SHALL BE AS SPECIFIED ON THESE DWGS.
4. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MIN. PANEL
DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO
FRAMING MEMBERS OR BLK'G. INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2'-0" IN THEIR LEAST
PLAN DIMENSION NOR LESS THAN 8 SQ.FT. IN AREA.
5. FOR UNBLOCKED DIAPHRAGMS, THE BLK'G BTWN. SUPPORTING STRUCTURAL MEMBERS AT PANEL EDGES IS NOT
REQD.
6. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS.MAX. NAIL SPACING AT PANEL EDGES
SHALL BE 6" ON CENTER.
7. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLK'G FOR PANELS SHALL BE THE SAME SIZE AS INSTALLED
AT THE PANEL EDGES.
8. MAX. NAIL SPACING SHALL BE 6" ON CENTER WHEN SUPPORT SPACING OF 48" ON CENTER IS SPECIFIED AND 12"
ON CENTER FOR CLOSER SUPPORT SPACINGS.
9. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLK'G SHALL BE 2" NOMINAL OR GREATER AT
ADJOINING PANEL EDGES EXCEPT THAT A 3" NOMINAL OR GREATER WIDTH AT ADJOINING PANEL EDGES AND
STAGGERED NAILING AT ALL PANEL EDGES ARE REQD. WHERE:
9.1. NAIL SPACING OF 2-1/2" ON CENTER OR LESS AT ADJOINING PANEL EDGES IS SPECIFIED, OR
9.2. 10D COMMON NAILS HAVING PENETRATION IN-TO FRAMING MEMBERS AND BLK'G OF MORE THAN 1-1/2" ARE
SPECIFIED AT 3" ON CENTER OR LESS AT ADJOINING PANEL EDGES.
10. SPECIFIED STRAPS OR HOLDOWN SYSTEM SHALL BE USED TO SPLICE THE WALL TOP PLATES, SILL/BOT PLATES,
BEAMS OR OTHER DRAG ELEMENTS. SHEATHING SHALL NOT BE USED TO SPLICE THE PLATES OR BEAMS.
11. TONGUE-AND-GROOVE SHEATHING SHALL BE INSTALLED W/ THE TONGUES UP ON SLOPED OR PITCHED ROOFS W/
PATTERN FACES DOWN.
12. WHERE RAFTER OR JOIST. LAP SPLICE OCCURS AND PLYWOOD JOINT IS CONTINUES,SEE DETAIL B.
BRIDGING/BLK'G IS REQD. AT 96" O.C.MAX. SEE DETAILS C AND D.
13. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR
CROWN IS FLUSH W/ THE SURFACE OF THE SHEATHING OVER-DRIVEN NAILS SHALL NOT BE PERMITTED AND SHALL
BE DEEMED UNSATISFACTORY.
14. AT UNBLOCKED DIAPHRAGMS, NAIL SPACING AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES SHALL
NOT BE MORE THAN 6” O.C.AND FIELD NAILING SHALL NOT BE SPACED MORE THAN 12”O.C.
15. AT BLOCKED DIAPHRAGMS,NAIL SPACING AT DIAPHRAGM BOUNDARIES AND AT ALL CONTINUES PANEL EDGES
SHALL NOT BE MORE THAN 6 IN. NAIL SPACING AT ALL OTHER PANEL EDGES SHALL NOT BE MORE THAN 6 IN. CONT.
PANEL JOINT IN BOTH DIRECTIONS SHALL NOT BE PERMITTED. FIELD NAILING SHALL NOT BE SPACED MORE THAN
12” O.C.
STRAP DETAIL
W
SCALE:NTS.
SHEATHING
PER PLAN 2X RIM JST.
BLK'G
L L
EDGE NAILING
PER PLAN NOTE
HEADER
PER PLAN
HORIZONTAL STRAP
PER PLAN
JACK PER PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
16d @12" O.C.
SHEATHING
PER PLAN JST. PER PLANBLK'G
L L
HORIZONTAL STRAP
PER PLAN
POST PER
PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
CONNECTION PER PLAN IF
CONNECTION NOT MENTIONED IN
PLAN SEE WALL SHEET ON 01/S1.24
KING PER PLAN
CONNECTION PER PLAN
BEAM PER
PLAN
16d @12" O.C.
SHEATHING
PER PLAN JST. PER PLANBLK'G
L L
HORIZONTAL STRAP
PER PLAN
POST PER
PLAN
SHEAR WALL
PER PLAN
2X STUDS
PER PLAN
CONNECTION
PER PLAN
BEAM PER
PLAN
16d @12" O.C.
A35 PER
SHEARWALL
SCHEDULE
A35 PER
SHEARWALL
SCHEDULE
A35 PER SHEARWALL
SCHEDULE
DBL. 2X TOP
PLATE
DBL. 2X TOP
PLATE
DETAIL A
STRAP
L (MIN. END
LENGTH (IN.)
INSTALLED IN
EVERY HOLE)
MIN. FASTENERS CAPACITY(lb)
C16 11"(18) 0.148 x 2 1/2 1700
CS14 13"(24) 0.148 x 2 1/2 2390
CMSTC16 19"(48) 0.148 x 2 1
2 4610
CMST14 27"(58) 0.148 x 2 1/2 5770
CMST12 35"(76) 0.148 x 2 1/2 8320
DETAIL B
DETAIL C
4
3'-0"
3'-0"
SIMPSON CS14 STRAP
UNO PER PLANTRUSS TOP CHORD
OR ROOF RAFTER
PER PLAN
ROOF
SHEATHING
DRAG JACK TRUSS/ ROOF
RAFTER W/ E.N. PER PLAN
2x BLK'G W/ E.N. SEE
PLAN FOR LENGTH
3'-6"
3'-6"
2x ROOF RAFTER
W/ E.N.
SIMPSON CS14 STRAP
UNO PER PLAN
STUD OR POST
PER PLAN
ROOF
SHEATHING
ROOF JOISTS
SIT ON WALL
LINE OF E.N.
W
SCALE:NTS.
2 DRAG DETAIL
ROOF SHEATHING
2xBLK'G @48" O.C
2 BAYS(TYP.)
2xBLK'G @48" O.C.
2 BAYS(TYP.)
SIMPSON A35
2x STUD WALL
PER PLAN
CEILING JOIST PER PLAN
2x RIM JOIST
DBL. 2x TOP PLATECEILING JOIST
PER PLAN
A35@16" O.C.
W
SCALE:NTS.
3 CEILING JOIST PARALLEL TO NON-SHEAR WALL
2
8d@6" O.C.
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
ISSUED PER CITY PERMIT09.28.20252
S1.25
TYPICAL WOOD DETAILS
09/28/2025
EXP. 06-30-2026
LANDING
STRUCTURAL PLAN SCHEDULE
STRUCTURAL PLAN NOTES
SCALE: 1/4"=1'-0"CEILING PLAN1
SYMBOL DESCRIPTIONS
HDR-2 HDR-1
CA.
W/B
C
4
0CA.
W/B
C
4
0
HDR-1
HD
R
-
1
C44
W/B
C
4
C44
C44
W/4
-
A
3
4
HDR-2HDR-2
HDR-1
CJ-1
C44
CJ-1
CJ-1
HD
R
-
1
CA.
W/B
C
4
0
HDR-1
CJ-1
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
4x8 (UP-STAND BEAM)
CJ-1
CJ-1
DBL. 2x6 W/ LUS26-2
SW1
(13'-10")
SW1
(8'-2")
SW1
(2'-8")
C44
HDU
2
HDU
2
WS
P
(1
7
'
-
3
"
)
WS
P
(2
5
'
-
9
"
)
SW
1
(1
3
'
-
0
"
)
S1.23
4
CA.
W/B
C
4
0
TYP
LUS410
HHUS46 HHUS46
6
S1.21
TYP
7
S1.22
TYP
3
S1.23
1
S4.01
TYP
3
S4.01
C44
S1.23
1
TYP
REVIEW THE PLAN NOTES AND
PERFORM FIELD CONDITION
ASSESSMENT AND VERIFICATION
PRIOR TO COMMENCING THE WORK.
HD
R
HDR HDR
C44
C44
C44
CJ-1
CJ-1
C44HDU
2
C44
HDU
2
CJ-1
C44
HDU
2
C44
CJ-1
C44HDU
2
HDU
2
C44
HDU
2
C44HDU
2
HEADER SCHEDULE UNO ON PLAN
MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER
HDR-1 4x6 2x4 2x4 N/A
HDR-2 4x8 2x4 2x4 N/A
POST SCHEDULE UNO ON PLAN
MARK POST SIZE
C44 4x4
JOIST & HANGER SCHEDULE UNO ON PLAN
MARK JOIST SIZE HANGER
CJ-1 2x6 @16" O.C.LU26
STUD WALL SCHEDULE UNO ON PLAN/SHEAR WALL SCHED.
MAX. HEIGHT INT. WALL EXT. WALL
8'-0"2x4 @16" O.C.2x4 @16" O.C.
C44
W/4
-
A
3
4
C44HDU
2
DBL.2x6
W/LUS26-2
SEE 2/S1.22
6
S1.22
1
A
B
C
D
2 3 4
CJ-1
HDR-1
C44
W/4
-
A
3
4
MST48 MST48
MST48
4x8
MST48
C44
W/B
C
4
MST48
1
S4.01
DBL. 2x6 W/ LUS26-2
HDU
2
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
SW1
(8'-6")
C44
HD
R
-
1
C44
W/B
C
4
0
ALL WOOD MEMBERS (I.E. PLYWOOD,
LUMBER, TIMBER,NAILERS, ETC.) SHALL BE
CLASSIFIED FOR EXTERIOR GRADE OR PRESSURE TREATED
3
S1.23
C44
W/B
C
4C44
W/B
C
4
C44
W/B
C
4
HTS30HTS30
2
S4.01
DBL.2x6
W/LUS26-2
SEE
2/S1.22
DB
L
.
2
x
6
CJ-1
4x
1
0
(
U
P
-
S
T
A
N
D
B
E
A
M
)
C44
HDU
2
C44
W/4
-
A
3
4
CJ-1
HD
R
HDU
2
C44
CA.
W/B
C
4
0
4x
1
0
C44
W/4
-
A
3
4
HH4
CA.
W/B
C
4
0
1. TH E S E DR A WING AR E BA S ED O N T HE BEST A VAILA B LE SO UR CES A N D DO N OT A DD RE S S TH E FI E LD
CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STR UCTURAL
E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y
DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR
AND SEOR. NO WOR K SHALL BE PER FOR MED IN THE A FFECTED AR EAS UNT I L THE DISCREPAN CIES AR E
RESOLVED.
2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS
SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR
WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY
IDENTIFIED.
3. C O N T R A CTO R I S S OLE LY R E S P ON S I BLE FO R P R O T EC T IO N O F ALL STR UC T U R A L , N ONST R UCT U R A L ,
ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED
FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR
SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR
OWNER.
4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN
CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER
DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS
INTO THE SHOP DRAWINGS AND FIELD WORK.
5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND
LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION,
WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND
SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM
OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE.
6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR
GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD.
7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS.
8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" O.C. SHALL BE 15/32" OR
1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM
FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING
(FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED
PANEL EDGES SHALL NOT BE MORE THAN 6 IN. IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE
PROTECTED DURING THE CONSTRUCTION.
9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" O.C. SHALL BE 19/32" OR 5/8" PS1
OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE,
(EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE) IF OSB PANELS ARE USED, PANELS
SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION.THE ROOF SHEATHING TO BE APPROVED BY
THE BUILDING INSPECTOR BEFORE APPLICATION OF ROOFING.
10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24
WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQUAERE EDGE (OR TONGUE-AND-GROOVE ).NAILS
SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT
INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES
AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS.
11. BALCONY FRAMES AND SHEATHING SHALL BE EXTERIOR GRADE. BALCONY SHEATHING SHALL BE 3/4"
PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQUARE EDGE (OR
TONGUE-AND-GROOVE ).
12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR
SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS
UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO
NOT REQUIRE BLOCKING AT THE EDGES.
13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND
THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY,
APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE.
14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A
MINIMUM OF ONE JOIST BAY.
15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE
NAILED TO THE FARMING AS FOLLOWS:
15.1. FASTENERS SHALL BE 10d COMMON NAILS
15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN.
15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN.
15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN.
15.5. BLOCK ALL EDGES
15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS.
16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF
APPLICABLE.
17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL
EDGES.
18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED
NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G
SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS.
19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING.
20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE
NOTES.
21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN.
22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN.
23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE
PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK
BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE
CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1.
24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" O.C. SHALL BE 19/32" APA RATED
WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER
PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD
NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES
SHALL NOT BE MORE THAN 6 IN.
25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING
REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH
THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND
CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK
STUDS.
27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER
(STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS.
28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL
DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED
IN CONSTRUCTION.
29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL
OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO
SEOR. ALL SKEWED HANGERS SHALL BE FIELD-VERIFIED FOR LEFT-HAND OR RIGHT-HAND ORIENTATION,
AND THE EXACT SKEW ANGLE SHALL MATCH THE ARCHITECTURAL DRAWINGS. CONTRACTOR TO ENSURE
CORRECT HANGER PLACEMENT PRIOR TO INSTALLATION.
30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR
EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN
PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC
COATED GALVANIZED STEEL OR STAINLESS STEEL.
31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED MID-SPAN OF THE JOIST.
32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING
SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END.
33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS
AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT
MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER.
34. THE LOCATION ,DIMENSIONS ,AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS,
INCLUDING HEAT PUMP UNITS AND CONDENSERS, SHALL BE COORDINATED BY THE ARCHITECT WITH THE
MECHANICAL ENGINEER, EQUIPMENT MANUFACTURER, AND OTHER RELEVANT DISCIPLINES. FINAL PAD
DIMENSIONS, CLEARANCES, ANCHORAGE REQUIREMENTS, AND EQUIPMENT LOADS SHALL BE PROVIDED BY
THE MECHANICAL ENGINEER AND/OR MANUFACTURER.
35. THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD
(E.G., THICKNESS, REINFORCEMENT) BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION
INFORMATION FURNISHED BY OTHERS. THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING
EQUIPMENT LOCATION, UTILITY COORDINATION, ACCESSIBILITY, SERVICE CLEARANCE, VIBRATION
ISOLATION, OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES.
36. ANY CHANGE IN EQUIPMENT WEIGHT, CONFIGURATION, OR LAYOUT SHALL BE COMMUNICATED TO THE
SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION.
3
S1.25
4x10
(UP-STAND BEAM)
4
S4.01 C44
W/4
-
A
3
4
2
INDICATES TENSION STRAP
INDICATES SHEARWALL TYPE
FOR SHEARWALL SCHEDULE
SEE 1/S1.21
INDICATES MINIMUM
LENGTH OF SHEARWALL
SWXX
(#'-#")
INDICATES WOOD BEAM
INDICATES WOOD HEADER
SEE 2/S1.24 FOR MORE
INFORMATION
RB
INDICATES HOLDOWN TYPE X
INDICATES STEEL SECTION POST
MARK, ALL POSTS ARE
STEEL SECTION UNO ON PLANS
HDR
INDICATES WOOD POST MARK,
SEE POST SCHEDULE
C#
HDU
X
INDICATES RIGID CONNECTIONS
INDICATES JOIST
INDICATES HANGER
J#
#
S#.##INDICATES SECTION
INDICATES SHEET NUMBER
INDICATES DETAIL
NUMBER ON THE SHEET
S#.##
#
INDICATES CALLOUT
#
INDICATES REVISION ON
DRAWINGS
INDICATES VIEW#
S#.##INDICATES LOAD BEARING WALL
BW
INDICATES WOOD HEADER
SEE HEADER SCHEDULE TABLE
ON PLAN
HDR-#EXTENT
JOIST DIRECTION
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY COMMENT07.13.20251
ISSUED PER CITY COMMENT09.28.20252
S2.11
CEILING PLAN
09/28/2025
EXP. 06-30-2026
SIMPSON A35
CALIFORNIA ROOF RAFTER
PER PLAN
CEILING JOIST
PER PLAN
2x BLK'G
W/2 ROWS OF
SDWS22400DB @12" O.C.
2x BLK'G @48" O.C.
(2)ROWS
BEAM PER
PLAN
ROOF RAFTERS
PER PLAN
BEAM PER PLAN
B.N
16d@ 4" O.C.
ROOF SHEATHING
PER PLAN
CEILING JOIST
PER PLAN
CEILING JOIST
PER PLAN
HANGER
PER PLAN
ROOF SHEATHING
PER PLAN
SHEAR TRANSFER AT CALIFORNIA ROOF TO DRAG BEAM C
SCALE:NTS.
1
C
SCALE:NTS.
3 SHEAR TRANSFER AT ROOF
SIMPSON H2.5ASIMPSON A35
A35 EACH BLOCK U.O.N.
PER SHEAR WALL SCHEDULE
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
MI
N
.
6
"
B.N.
ROOF SHT'G PER PLAN
ROOF RAFTER PER PLAN
1/2 EXT. SHEATHING
W/10d @6" EN.
2xRIM
2xBLK'G
STRAP PER PLAN
E.N
E.N
2x LEDGER W/16d@4"
2x BLK'G @16" O.C.
BEAM PER PLAN
HANGER PER PLAN
7-16d EACH ENDS
ROOF SHEATHING PER PLAN
RAFTER PER PLAN
SHEAR WALL PER PLAN
A35 EACH BLOCK U.O.N.
PER SHEAR WALL SCHEDULE
(N) H2.5A INSTALLED AT 48" O.C. (OR
AT PLYWOOD EDGE JOINTS)
CEILING JOIST PER PLAN
2x BLK'G @ 48" O.C. 2 BAYS
ROOF RAFTER PER PLAN
SHEATHING PER PLAN
SHEAR WALL PER PLAN2x4@16" CRIPPLE WALL
E.N
B.N.
(N)2xBLK'G @48" O.C.
2 BAYS
CEILING JOIST
PER PLAN
3x SLOPED BOT,SILL PLATE
DBL. TOP PLATE
DBL. 2x TOP PLATE
(N)E.N
2xRIM B.N
2xLEDGER
W/16d@6" O.C.
2x BLK'G @ 48" O.C. 2 BAYS
E.N
(7)16d MIN. COMMON
NAILS EA. END
LTP4 PER SHEAR WALL SCHED.
C2SCALE:NTS.
SHEAR TRANSFER AT CALIFORNIA ROOF FRAMING
SIMPSON A35
SIMPSON H2.5A
2xBLK'G @48" O.C
2 BAYS(TYP.)
2xBLK'G @48" O.C.
2 BAYS(TYP.)
CEILING JOIST PER PLAN
CEILING JOIST PER PLAN
BEAM PER PLAN
C
SCALE:NTS.
4 CEILING JOIST PARALLEL TO BEAM
2
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
ISSUED PER CITY PERMIT09.28.20252
S4.01
SPECIFIC DETAILS
09/28/2025
EXP. 06-30-2026
SIMPSON A35
CALIFORNIA ROOF RAFTER
PER PLAN
CEILING JOIST
PER PLAN
2x BLK'G
W/2 ROWS OF
SDWS22400DB @12" O.C.
2x BLK'G @48" O.C.
(2)ROWS
BEAM PER
PLAN
ROOF RAFTERS
PER PLAN
BEAM PER PLAN
B.N
16d@ 4" O.C.
ROOF SHEATHING
PER PLAN
CEILING JOIST
PER PLAN
CEILING JOIST
PER PLAN
HANGER
PER PLAN
ROOF SHEATHING
PER PLAN
SHEAR TRANSFER AT CALIFORNIA ROOF TO DRAG BEAM C
SCALE:NTS.
1
C
SCALE:NTS.
3 SHEAR TRANSFER AT ROOF
SIMPSON H2.5ASIMPSON A35
A35 EACH BLOCK U.O.N.
PER SHEAR WALL SCHEDULE
H2.5A INSTALLED AT 48" O.C.
(OR AT PLYWOOD EDGE JOINTS)
MI
N
.
6
"
B.N.
ROOF SHT'G PER PLAN
ROOF RAFTER PER PLAN
1/2 EXT. SHEATHING
W/10d @6" EN.
2xRIM
2xBLK'G
STRAP PER PLAN
E.N
E.N
2x LEDGER W/16d@4"
2x BLK'G @16" O.C.
BEAM PER PLAN
HANGER PER PLAN
7-16d EACH ENDS
ROOF SHEATHING PER PLAN
RAFTER PER PLAN
SHEAR WALL PER PLAN
A35 EACH BLOCK U.O.N.
PER SHEAR WALL SCHEDULE
(N) H2.5A INSTALLED AT 48" O.C. (OR
AT PLYWOOD EDGE JOINTS)
CEILING JOIST PER PLAN
2x BLK'G @ 48" O.C. 2 BAYS
ROOF RAFTER PER PLAN
SHEATHING PER PLAN
SHEAR WALL PER PLAN2x4@16" CRIPPLE WALL
E.N
B.N.
(N)2xBLK'G @48" O.C.
2 BAYS
CEILING JOIST
PER PLAN
3x SLOPED BOT,SILL PLATE
DBL. TOP PLATE
DBL. 2x TOP PLATE
(N)E.N
2xRIM B.N
2xLEDGER
W/16d@6" O.C.
2x BLK'G @ 48" O.C. 2 BAYS
E.N
(7)16d MIN. COMMON
NAILS EA. END
LTP4 PER SHEAR WALL SCHED.
C2SCALE:NTS.
SHEAR TRANSFER AT CALIFORNIA ROOF FRAMING
SIMPSON A35
SIMPSON H2.5A
DATE:
P.M.:
DRAWN BY:
JOB NO.:
30211 Avenida de las Banderas, Suite 200, Rancho Santa
Margarita, California, 92688
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D E SI GN
B U I L D
CNI
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA,
CA 92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
M.A.
ISSUED FOR PERMIT12.17.20240
07.13.2025
20241149
ISSUED PER CITY PERMIT07.13.20251
S4.01
SPECIFIC DETAILS
07/15/2025
EXP. 06-30-2026
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
8
:
5
7
A
M
A0.3
B.N.
--
TITLE 24
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
0
2
A
M
A0.4
B.N.
F.M.
MANDATORY
RESIDENTIAL
MEASURES
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
0
5
A
M
A0.5
B.N.
F.M.
2022 CALIFORNIA
GREEN BUILDING
STANDARDS
CODE
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
2 06.25.2025 City Correction
2
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
0
5
A
M
A0.5
B.N.
F.M.
2022 CALIFORNIA
GREEN BUILDING
STANDARDS
CODE
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
2 06.25.2025 City Correction
2
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
0
5
A
M
A0.5
B.N.
F.M.
2022 CALIFORNIA
GREEN BUILDING
STANDARDS
CODE
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
2 06.25.2025 City Correction
2
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
0
9
A
M
A0.6
B.N.
F.M.
2022 CALIFORNIA
GREEN BUILDING
STANDARDS
CODE
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
REV DATE REMARKS
2 06.25.2025 City Correction
2
KEY NOTE:
1 - CONST. 4" DIA AREA DRAIN ND5 OR APPROVED EQUIVALENT
2 - CONST. 4" DIA SCHEDULE 40 DRAIN PIPE
3- CONST. 12" X12" INLET X- OPEN BOTTOM FILLES W - 1/2" DRAIN ROCK
PAD SHALL BE COMPACTED TO ABOVE 90% RELATIVE
COMPACTION AND OVER EXCAVATION SHALL BE PER
SOILS ENGINEER RECOMMENDATIONS
S
V
A
N
N
E
S
S
P.
L
.
5
6
.
3
'
P.
L
.
5
6
.
3
'
P.L. 125'
P.L. 125'
(E) GARAGE
(E)
COVERED
PORCH
(E) COVERED PATIO
ADU
730 SF
EXISTING HOUSE
N.I.C
N.I.C
THE GRADE SHALL FALL NOT FEWER THAN 6IN
WITHIN THE FIRST 10FT. WHERE LOT LINES,
WALLS, SLOPES OR OTHER PHYSICAL BARRIERS
PROHIBIT 6IN OF FALL WITHIN 10FT, DRAINS OR
SWALES SHALL BE CONSTRUCTED TO ENSURE
DRAINAGE AWAY FROM THE STRUCTURE.
IMPERVIOUS SURFACES WITHIN 10FT OF THE
BUILDING FOUNDATION SHALL BE SLOPED NOT
LESS THAN 2% AWAY FOR THE BUILDING PER
2022 CRC, SECTION R401.3.
5% SLOPE 2% SLOPE
5%
5%
5%
5% SLOPE 5% SLOPE
2% SLOPE
2% SLOPE
2%
SD SD SD SD
SD SD
1%
85.85HP/FL
1%1%
85.85HP/FL
1%PIPE = 1%
PIPE = 1%
85.85HP/FL
1%1%
85.85HP/FL
1%1%
85.85HP/FL
1%
1%
85.85HP/FL
1%
1%
86.50 FF
86.00 FS
85.70 TG
84.08 INV
PIPE = 1%
85.70 TG
84.23 INV
2
185.70 TG
84.45 INV
85.70 TG
84.19 INV
DOWNSPOUT
85.70 TG
83.82 INV
DOWNSPOUT
DOWNSPOUT
DOWNSPOUTDOWNSPOUT
385.00 TG
82.97 INVPIPE = 1%2
PI
P
E
=
1
%
85.85HP/FL
1%
1%
PI
P
E
=
1
%
85.70 TG
84.23 INV
1 2
5% SLOPE
2%
2%
85.85HP/FL
1%
1%
5%
5%
5%
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
D ES I GNBUILDCNI
7/
2
/
2
0
2
5
1
0
:
2
9
:
4
9
A
M
G1.0
B.N.
F.M.
DRIANGE PLAN
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
VICINITY MAP
W BISHOP ST W BISHOP ST
S
R
O
S
S
S
T
S
P
A
R
T
O
N
S
T
RICHLAND ST RICHLAND ST
S
V
A
N
N
E
S
S
S
T
REV DATE REMARKS
07/02/2025
S Van Ness Ave
Address:
606 S Van Ness Ave, Santa Ana, CA 92701
Unit 2
Project Engineer:
M. Jalalpour
Approved by:
F. Rezaeian
Page 1 of 213
07/15/2025
EXP. 06-30-2026
S Van Ness Ave
1. Description of the Structure and Site ................................................................................................. 3
2. Design Criteria ................................................................................................................................... 3
2.1 Design Codes and Standards ........................................................................................................... 3
3. Loading .............................................................................................................................................. 4
3.1 Gravity Loading ............................................................................................................................... 4
3.1.1 Dead Load ................................................................................................................................. 4
3.1.2 Live Load .................................................................................................................................. 4
3.2 Lateral Load ..................................................................................................................................... 5
3.2.1 Seismic Load ............................................................................................................................ 5
3.2.2 Wind Load ................................................................................................................................ 8
4. Wood Design ......................................................................................................................................... 9
4.1 Shear Wall Design ........................................................................................................................... 9
4.2 Diaphragm Design ......................................................................................................................... 11
4.2.1 Diaphragm Seismic Force ....................................................................................................... 11
4.2.2 Collector Design ..................................................................................................................... 12
4.2.3 Chord Design .......................................................................................................................... 13
4.3 Beam and Post Design ................................................................................................................... 15
4.4 Header, Jack Stud and King Stud Design ...................................................................................... 15
4.5 Joist Design .................................................................................................................................... 15
4.6 Stud Wall Design ........................................................................................................................... 15
5. Foundation Design ............................................................................................................................... 16
Appendix A : County Of Orange Report .......................................................................................... 18
Appendix B : ASCE 7 Hazard Report .............................................................................................. 22
Appendix C : Wind Load ................................................................................................................. 25
Appendix D : Shear Wall Design ..................................................................................................... 32
Appendix E : Beam and Post Design ............................................................................................... 81
Appendix F : Header, Jack and King Stud Design ........................................................................ .120
Append ix G : Joist Design ................................................................................................................149
Appendix H : Stud Wall Design ...................................................................................................... 164
Appendix I : Foundation Design .....................................................................................................167
Table of Contents
Page 2 of 213
S Van Ness Ave
1. Description of the Structure and Site
This project is located at 606 S Van Ness Ave, Santa Ana, CA 92701, is a new one-story residential
building. The north elevation of structure is shown in Fig.1. The structural system consists of wood
structural frame system with shear wall.
No geotechnical report was provided. The design of foundation is based on the default value
provided in foundation requirements for residential projects and accessory structures dated
06/22/2020 by the County of Orange Department of Public Works. The design of foundation is
also based on the default values provided in Table 1806.2 of CBC 2022 for soil class 5 (CL, ML,
MH, and CH). For more information see Appendix A.
2. Design Criteria
2.1 Design Codes and Standards
For design purposes, the following codes, standards, and local regulations are used:
California Building Standards Code, (CBC-2022)
Minimum Design Loads for Buildings and Other Structures, (ASCE/SEI 7 -16)
Building Code Requirements for Structural Concrete and Commentary, (ACI318–19)
National Design Specification for Wood Construction, (NDS-2018)
Special Design Provisions for Wind and Seismic, (SDPWS-2021)
Braced Wall Section of CRC for Wind and Seismic at Acceptable Lines.
Figure 1. The North Elevation of Structure
EXISTING HOUSE
Page 3 of 213
S Van Ness Ave
3. Loading
3.1 Gravity Loading
3.1.1 Dead Load
The dead loads are tabulated in Table 1.
Table 1. Dead Loads
Name Value Unit
Ceiling 6 psf
Roof 12 psf
Exterior Wall (for Stucco) 17 psf
Interior Wall 10 psf
Partition 5 psf
3.1.2 Live Load
Live loads are tabulated in Table 2.
Table 2. Live Loads
Name Value Unit
Roof 16 psf
Ceiling 20 psf
Page 4 of 213
S Van Ness Ave
3.2 Lateral Load
ASCE 7 hazard report is given in Appendix B.
3.2.1 Seismic Load
The wood seismic parameters are tabulated in Table 3.
S1 0.461
Mapped acceleration
parameters
Ss 1.29
TL 8
Site Class D(Default)
Occupancy Category II
Height of Building (feet) 13.08
Importance Factor (Ie) 1
Overstrength Factor, Ω0 3 Table 12.2-1
Deflection Amplification Factor, Cd 4 Table 12.2-1
Response Modification Coefficient 6.5 Table 12.2-1
Building Period Parameter Ct 0.02 Table 12.8-2
Building Period Parameter x 0.75 Table 12.8-2
Site Coefficient at Short Period (Fa) 1.2 (Table 11.4-1)
Site Coefficient at 1 Sec Period (Fv) 1.839 (Table 11.4-2)
Ta 0.138 Section 12.8.2
SMS 1.548 Section 11.4.4, Eq. (11.4-1)
SM1 0.848 Section 11.4.4, Eq. (11.4-2)
SDS 1.032 Section 11.4.5, Eq. (11.4-3)
SD1 0.565 Section 11.4.5, Eq. (11.4-4)
T0 0.109 Section 11.4.6
Ts 0.547 Section 11.4.6
Seismic Design Category Based on Short-Period
Response Acceleration Parameter D Table 11.6.1
Seismic Design Category Based on 1-s Period
Response Acceleration Parameter D Table 11.6.2
Cs 0.159
Eq. (12.8-2).
Cs 0.945 Eq. (12.8-3) & Eq. (12.8-4)
Cs(min) 0.045 Eq. (12.8-5).
Cs(min) 0 Eq. (12.8-6).
Seismic Response Coefficient Cs 0.159
Table 3. Seismic Parametres
Page 5 of 213
S Van Ness Ave
Design response spectrum is tabulated in Table 4 and it is shown in Fig.2.
Table 4. Design Response Spectrum
0
0.413
0.109 1.032
0.8205 1.032
1.22 0.695
2.14 0.396
2.85 0.297
4.27 0.198
8 0.071
8.5 0.063
3.2.1.1 Effective Seismic Weight
The effective seismic weight is tabulated in Table 5 .
Story Type A (sf) Value (psf) Seismic Weight(lb)
Roof
Roof 962.445 12 11549
Ceiling 729.752 6 4379
Exterior Wall 454.32 17 7723
Exterior Wall 165.075 17 2806
Partition 364.876 5 1824
Total Seismic Weight (lb) 28281
0
0.2
0.4
0.6
0.8
1
1.2
0 2 4 6 8 10Sp
e
c
t
r
a
l
R
e
s
p
o
n
s
e
Ac
c
e
l
e
r
a
t
i
o
n
,
S
a
(
g
)
Period, T (sec)
Design Response Spectrum
Page 6 of 213
S Van Ness Ave
3.2.1.2 Base Shear
The base shear is calculated according to the following equations:
Cs = 0.159
Seismic Weight = 28281 lb
Base Shear = Cs × W = 0.159 × 28281 = 4497 lb = 4.5 kips
3.2.1.3 Horizontal Distribution of Seismic Load
Horizontal distribution of seismic load is tabulated in Table 6.
Story Line A AT A/AT Base
Shear
Shear Line
Force ρF 0.7×ρF
sft sft - lb lb lb lb
Roof
A 129.934
962.45
0.135
4497
607 607 424.9
B 245.852 0.255 1147 1147 802.9
C 360.642 0.375 1686 1686 1180.2
D 226.33 0.235 1057 1057 739.9
3 481.223 0.5 2249 2249 1574.3
Table 6. Horizontal Distribution of Seismic Load
Page 7 of 213
S Van Ness Ave
3.2.2 Wind Load
The wind load is given in Appendix C.
3.2.2.1 Horizontal Distribution of Wind Load
Horizontal distribution of wind load is tabulated in Table 7.
Table 7. Horizontal Distribution of Wind Load
Line A AT A/AT Base Shear Shear Line Forces
sft sft - lb lb
A 129.934
962.45
0.135
4700
635
B 245.852 0.255 1199
C 360.642 0.375 1763
D 226.33 0.235 1105
3 481.223 0.5 5600 2800
Page 8 of 213
S Van Ness Ave
4. Wood Design
4.1 Shear Wall Design
Shear wall design is given in Appendix D.
The location of shear walls are shown in Figs 3 and 4.
Figure 3. The Location of CLG Plan Shear Walls
TEMP. GLASS
KITCHEN
LIVING ROOM
MASTER BEDROOM
BATH
DINING ROOM
LANDING
CLOSET
ENTRY
ATTIC
ACCESS
SW1
(13'-10")
SW1
(8'-2")
SW1
(2'-8")
C44
HDU
2
HDU
2
C44HDU
2
WS
P
(1
7
'
-
3
"
)
WS
P
(2
5
'
-
9
"
)
SW
1
(1
3
'
-
0
"
)
C44
C44
HDU
2
C44
HDU
2
C44
HDU
2
C44 C44
C44HDU
2
HDU
2
C44
HDU
2
HDU
2
C44HDU
2
HDU
2
C44C44HDU
2
1
A
B
C
D
2 3 4
SW1
(8'-6")
Page 9 of 213
S Van Ness Ave
Figure 4. The Location of Roof Plan Shear Walls
TEMP. GLASS
KITCHEN
LIVING ROOM
MASTER BEDROOM
BATH
DINING ROOM
CLOSET
ENTRY
ATTIC
ACCESS
SW1
(13'-10")
SW1
(8'-2")
SW1
(2'-8")
SW
1
(1
3
'
-
0
"
)
C44
WS
P
(1
7
'
-
3
"
)
WS
P
(2
5
'
-
9
"
)
C44
C44
C44
C44
C44C44
C44 C44
C44
1
A
B
C
D
2 3 4
C44
C44
SW1
(8'-6")
C44
MST48
MST48
MST48MST48
Page 10 of 213
S Van Ness Ave
4.2 Diaphragm Design
4.2.1 Diaphragm Seismic Force
4.2.1.1 Horizontal Distribution of Diaphragm Seismic Force
The horizontal distribution of diaphragm seismic force is tabulated in Table 8.
Table 8. Horizontal Distribution of Diaphragm Seismic Force
Line A AT A/AT Fpx Fpx
(min)
Fpx
(max)
Shear Line
Forces
ASD
Diaphragm
Forces
sft sft - lb lb lb lb lb
A 129.9
962.45
0.135
4497 5837 11674
788 552
B 245.9 0.255 1488 1042
C 360.6 0.375 2189 1532
D 226.3 0.235 1372 960
3 481.2 0.5 2919 2043
Page 11 of 213
S Van Ness Ave
4.2.2 Collector Design
The location of collector for one and two shear walls are shown in Fig 5.
The collector force is tabulated in Table 9.
Table 9. Collector Force for One Shear Wall
Line Line Length Shear Line Forces Shear Line Forces Drag Left Drag Right
lb plf lb lb
A 22.8 552 24.21 487 0
B 31 1042 33.613 766 0
C 31 1532 49.7 0 -1109
D 31 960 30.968 260 -273
3 25.7 1680 65.37 778 0
Figure 5. Location of Collector For One Shear Wall
Page 12 of 213
S Van Ness Ave
4.2.3 Chord Design
Chord-X:
Chord-Y:
M=WL2/8=14169.15 ft-lbs
T=C=14169.15/33= 429.37 lbs
W=4086/27.75=147.2 plf
M=WL2/8=6434.63 ft-lbs
T=C=6434.63/27.75 = 231.88 lbs
W=1560/33=47.27 plf
Page 13 of 213
S Van Ness Ave
2x4 D.F No2
ft=575 psi
CD (seismic) = 1.6
CM = 1.0
Ct = 1.0
CF(Ft) = 1.0
Ci=0.8
Ag= 5.25 in2
ft′=ft × CD × CM × Ct × Cf × Ci =763 psi
Ft= 736 psi×5.25 in2= 3864 lb
fc=1350 psi
CD (seismic) = 1.6
CM = 1.0
Ct = 1.0
CF(Ft) = 1.0
Ci=0.8
Ag= 5.25 in2
fc′=fc × CD × CM × Ct × Cf × Ci × Cp =1728 psi
Fc= 1728 psi×5.25 in2= 9072 lb
Page 14 of 213
S Van Ness Ave
4.3 Beam and Post Design
Beam and post design is given in Appendix E.
4.4 Header, Jack Stud and King Stud Design
Header, jack stud and king stud design is given in Appendix F.
4.5 Joist Design
Joist design is given in Appendix G.
4.6 Stud Wall Design
Stud wall design is given in Appendix H.
The location of elements are shown in Figs 6 and 7.
Figure 6. The Location of CLG Plan Elements
Page 15 of 213
LANDING
HDR-5
CJ-2
CJ-6
CJ-5
CJ-3
CB
-
1
C-6
CB
-
2
CB
-
3
CB-4
CB
-
5
CB
-
6
CB-7
CB-8
HDR-1 HDR-3
HDR-1
HDR-6HDR-7
HDR-2
HD
R
-
4
HD
R
-
8
HD
R
-
9
HDR-10
C-9
C-10 C-11
C-12 C-13 C-14 C-15 C-16 C-17
C-18C-19
CB
-
9
CJ-5
CJ-7
CB
-
1
0
CB-11
CB-11
HD
R
HDR HDR
CJ-4
CJ-1
CJ-6
CJ-1
1
A
B
C
D
2 3 4
CJ-8
CJ-9
CB
-
1
3
CB-12
CJ-6
HD
R
C-9
S Van Ness Ave
5. Foundation Design
The foundation design is given in Appendix I.
Allowable bearing capacity for the design of foundations = 1500 psf
Figure 7. The Location of Roof Plan Elements
TEMP. GLASS
KITCHEN
LIVING ROOM
MASTER BEDROOM
BATH
DINING ROOM
CLOSET
ENTRY
ATTIC
ACCESS
RR-5
RR-4
RR-3
RR-4RR-1
RR-2
RR-1
RB
-
1
RB
-
2
HIP
B
E
A
M
-
1
HIP
B
E
A
M
-
2
HIP
B
E
A
M
-
1
HIP
B
E
A
M
-
1
RB-3
C-1 C-2
C-3
C-4
C-5
C-1 C-1
C-6 C-7
C-8
C-8
HIP
B
E
A
M
-
3
RR-5
RR-3
RR-5
1
A
B
C
D
2 3 4
HIP
B
E
A
M
-
3
Page 16 of 213
S Van Ness Ave
Limitations
BN performed the structural design in a manner consistent with the level of skill and care
ordinarily exercised by professional engineers and consultants practicing under similar
conditions. No other representation, warranty, or guarantee is given. Provided opinions are based
on our engineering judgment. We will not be responsible for latent defects that may appear in the
future or for different opinions of others that may arise. The design is performed considering
available information for the structure. Should additional information become available that we
are not aware of, or which is unknown at the time of our analysis, we reserve the right to revise
our design as needed and additional costs may be required.
Page 17 of 213
S Van Ness Ave
Appendix A : County Of Orange Report
Page 18 of 213
EFFECTIVE DATE: June 22, 2020
BACKGROUND:
1.Section R401.4 of 2019 California Residential Code (CRC) requires a soils test to determine the soil's
characteristics if expansive soils are likely to be present.
2.Section 1803.5.11 of 2019 California Building Code (CBC) requires a "geotechnical investigationH for any
structure determined to be in Seismic Design Category C, D, E or Fin accordance with Section 1613.
3.Exception to Section 1803.2 states, "The building official shall be permitted to waive the requirement for a
geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an
investigation is not necessary for any of the conditions in Sections 1803.5.1 through 1803.5.6 and Sections
1803.5.10 and 1803.5.11."
POLICY:
Since majority of the County of Orange is located in Seismic Design Category D and due to the presence of expansive
soil in some county areas, we have developed the following policy to' comply with the 2019 CRC and CBC.
Geotechnical investigation report is required for all projects except as prescribed below.
Exception:
L One story room addition(s) to a single family dwelling up to 1,200 square feet of individual areas if it is
NOT located in liquefaction area.
2.One story room addition(s) to a single family dwelling up to 500 square feet of individual areas if It �
located in liquefaction area.
3.(a) Room addition(s) to a single family dwelling larger than 500 square feet of individual areas but not
more than 1,200 square feet located in liquefaction area shall require 4' of overexcavation.
(b)Detached accessory structure or single family dwelling larger than 500 square feet but not more than
1,200 square feet located in liquefaction area shall require 4' overexcavation.
4.One story detached accessory structure up to 1,200 square feet located in non-liquefaction area.
One story detached accessory structure up to 500 square feet located in liquefaction area.
5.Second story addition above existing first floor within the footprint of existing dwelling.
Excepted projects as described in item 5 above shall provide a letter from a California Licensed Geotechnical
Engineer or Civil Engineer practicing soil engineering stating the condition of existing foundation and supporting
Foundation Requirements for Residential Projects
and Accessory Structures
601 N. Ross Street, Santa Ana, CA 92701
P.O. Box 4048, Santa Ana, CA 92702-4048
www.ocpublicworks.com
714.667.8888 | myOCeServices.ocgov.com
Page 19 of 213
subgrade soils and providing foundation recommendations due to the added vertical and lateral loads from the
proposed second story addition. Excepted projects as described above item 1 through 4 shall follow the
alternate method as outlined below in lieu of geotechnical investigation report provided minimum foundation
clearance from slope is maintained based on Section 1808.7 or R403.1.7 or County of Orange Grading Code,
whichever is more restrictive:
A.For slab on grade construction
•Scarify top 12" or recompact 4' overexcavation prior to trenching for the utility
and/or foundation. 90% compaction report is required at the time of foundation
inspection. Damp proofing, base course and pre-saturation are required.
•Provide 5" slab on grade reinforced with #4 at 18" on centers each way over 4"
base of ½" or larger clean aggregate with 10 mil vapor retarder in direct contact
with concrete. Slab shall be tied-in to continuous 12" wide X 24" (minimum
embedment into firm soil) foundation.
•Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom.
See attached slab on grade foundation detail 'A' for additional information.
8.For raised foundation construction:
•Provide continuous foundation with 12" wide X 24" (minimum embedment Into
firm soll) around the perimeter of the addition.
•Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom.
•Provide 18" (minimum embedment) for all interior pier footing.
See attached raised floor foundation detail 'B' for additional information.
Note: All concrete shall be fc'=4,500 psi (minimum) with type V cement maximum water cement ratio of
0.45. No special Inspection required if concrete truck mix ticket is provided.
This policy does not apply to projects that require grading plans and permit per County Grading Code.
Approved by:
Rya[se,f�
Engineering Geologist
Hadl Tabatabaee, P.E., CBO, CASp
County Building Official 6-15-2020
601 N. Ross Street, Santa Ana, CA 92701
P.O. Box 4048, Santa Ana, CA 92702-4048
www.ocpublicworks.com
714.667.8888 | myOCeServices.ocgov.com
Foundation Requirements for Residential Projects
and Accessory Structures
Page 20 of 213
Foundation Details
601 N. Ross Street, Santa Ana, CA 92701
P.O. Box 4048, Santa Ana, CA 92702-4048
www.ocpublicworks.com
714.667.8888 | myOCeServices.ocgov.com
10 MIL (MIN) POLYETHYLENE
Page 21 of 213
S Van Ness Ave
Appendix B : ASCE 7 Hazard Report
Page 22 of 213
ASCE Hazards Report
Address:
606 S Van Ness Ave
Santa Ana, California
92701
Standard:ASCE/SEI 7-16 Latitude:33.739154
Risk Category:II Longitude:-117.873649
Soil Class:D - Default (see
Section 11.4.3)
Elevation:92.19962137230381 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Dec 09 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 23 of 213
SS : 1.29
S1 : 0.461
F a : 1.2
F v : N/A
SMS : 1.549
SM1 : N/A
SDS : 1.032
SD1 : N/A
T L : 8
PGA : 0.546
PGA M : 0.655
F PGA : 1.2
Ie : 1
C v : 1.358
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Mon Dec 09 2024
Page 24 of 213
S Van Ness Ave
Appendix C : Wind Load
Page 25 of 213
sazan
Project
606 SOUTH VAN NESS AVE- SANTA ANA
Job Ref.
Section Sheet no./rev.
1
Calc. by
M.A
Date
12/17/2024
Chk'd by Date App'd by Date
WIND LOADING
In accordance with ASCE7-16
Using the directional design method
Tedds calculation version 2.1.13
Building data
Type of roof;Gable
Length of building ;b = 27.75 ft
Width of building ;d = 33.00 ft
Height to eaves;H = 8.00 ft
Pitch of roof;0 = 17.3 deg
Mean height;h = 10.57 ft
General wind load requirements
Basic wind speed;V = 95.0 mph
Risk category;II
Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85
Ground elevation above sea level ;zgl = 0 ft
Ground elevation factor ;Ke = exp(-0.0000362 zgl/1ft) = 1.00
Exposure category (cl 26.7.3);B
Enclosure classification (cl.26.12);Enclosed buildings
Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.18
Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.18
Gust effect factor;Gf = 0.85
Minimum design wind loading (cl.27.1.5);pmin_r = 8 lb/ft2
Topography
Topography factor not significant ;Kzt = 1.0
Velocity pressure equation ;q = 0.00256 Kz Kzt Kd V2 1psf/mph2;
Page 26 of 213
sazan
Project
606 SOUTH VAN NESS AVE- SANTA ANA
Job Ref.
Section Sheet no./rev.
2
Calc. by
M.A
Date
12/17/2024
Chk'd by Date App'd by Date
Velocity pressures table
z (ft)Kz (Table 26.10-1)qz (psf)
8.00 0.57 11.19
10.57 0.57 11.19
13.14 0.57 11.19
Peak velocity pressure for internal pressure
Peak velocity pressure – internal (as roof press.);qi = 11.19 psf
Pressures and forces
Net pressure;p = q Gf Cpe - qi GCpi;
Net force;Fw = p Aref;
Roof load case 1 - Wind 0, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (-ve)10.57 -0.45 11.19 -6.31 479.57 -3.03
B (-ve)10.57 -0.55 11.19 -7.21 479.57 -3.46
Total vertical net force ;Fw,v = -6.19 kips
Total horizontal net force ;Fw,h = 0.13 kips
Walls load case 1 - Wind 0, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 8.00 0.80 11.19 5.60 222.00 1.24
B 10.57 -0.46 11.19 -6.41 222.00 -1.42
C 10.57 -0.70 11.19 -8.68 348.80 -3.03
D 10.57 -0.70 11.19 -8.68 348.80 -3.03
Overall loading
Projected vertical plan area of wall ;Avert_w_0 = b H = 222.00 ft2
Projected vertical area of roof ;Avert_r_0 = b d/2 tan(0) = 142.61 ft2
Minimum overall horizontal loading ;Fw,total_min = pmin_w Avert_w_0 + pmin_r Avert_r_0 = 4.69 kips
Leeward net force;Fl = Fw,wB = -1.4 kips
Windward net force ;Fw = Fw,wA = 1.2 kips
Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 4.7 kips
Roof load case 2 - Wind 0, GC pi -0.18, -0cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (+ve)10.57 0.04 11.19 2.38 479.57 1.14
B (+ve)10.57 -0.55 11.19 -3.18 479.57 -1.53
Total vertical net force ;Fw,v = -0.36 kips
Total horizontal net force ;Fw,h = 0.79 kips
Page 27 of 213
sazan
Project
606 SOUTH VAN NESS AVE- SANTA ANA
Job Ref.
Section Sheet no./rev.
3
Calc. by
M.A
Date
12/17/2024
Chk'd by Date App'd by Date
Walls load case 2 - Wind 0, GC pi -0.18, -0cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 8.00 0.80 11.19 9.63 222.00 2.14
B 10.57 -0.46 11.19 -2.38 222.00 -0.53
C 10.57 -0.70 11.19 -4.65 348.80 -1.62
D 10.57 -0.70 11.19 -4.65 348.80 -1.62
Overall loading
Projected vertical plan area of wall ;Avert_w_0 = b H = 222.00 ft2
Projected vertical area of roof ;Avert_r_0 = b d/2 tan(0) = 142.61 ft2
Minimum overall horizontal loading ;Fw,total_min = pmin_w Avert_w_0 + pmin_r Avert_r_0 = 4.69 kips
Leeward net force;Fl = Fw,wB = -0.5 kips
Windward net force ;Fw = Fw,wA = 2.1 kips
Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 4.7 kips
Roof load case 3 - Wind 90, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (-ve)10.57 -0.90 11.19 -10.58 182.66 -1.93
B (-ve)10.57 -0.90 11.19 -10.58 182.66 -1.93
C (-ve)10.57 -0.50 11.19 -6.77 365.32 -2.47
D (-ve)10.57 -0.30 11.19 -4.87 228.49 -1.11
Total vertical net force ;Fw,v = -7.11 kips
Total horizontal net force ;Fw,h = 0.00 kips
Walls load case 3 - Wind 90, GC pi 0.18, -cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 13.14 0.80 11.19 5.60 348.81 1.95
B 10.57 -0.50 11.19 -6.77 348.80 -2.36
C 10.57 -0.70 11.19 -8.68 222.00 -1.93
D 10.57 -0.70 11.19 -8.68 222.00 -1.93
Overall loading
Projected vertical plan area of wall ;Avert_w_90 = d H + d2 tan(0) / 4 = 348.80 ft2
Projected vertical area of roof ;Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading ;Fw,total_min = pmin_w Avert_w_90 + pmin_r Avert_r_90 = 5.58 kips
Leeward net force;Fl = Fw,wB = -2.4 kips
Windward net force ;Fw = Fw,wA = 2.0 kips
Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 5.6 kips
Page 28 of 213
sazan
Project
606 SOUTH VAN NESS AVE- SANTA ANA
Job Ref.
Section Sheet no./rev.
4
Calc. by
M.A
Date
12/17/2024
Chk'd by Date App'd by Date
Roof load case 4 - Wind 90, GC pi -0.18, +cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A (+ve)10.57 -0.18 11.19 0.30 182.66 0.06
B (+ve)10.57 -0.18 11.19 0.30 182.66 0.06
C (+ve)10.57 -0.18 11.19 0.30 365.32 0.11
D (+ve)10.57 -0.18 11.19 0.30 228.49 0.07
Total vertical net force ;Fw,v = 0.28 kips
Total horizontal net force ;Fw,h = 0.00 kips
Walls load case 4 - Wind 90, GC pi -0.18, +cpe
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
Fw
(kips)
A 13.14 0.80 11.19 9.63 348.81 3.36
B 10.57 -0.50 11.19 -2.74 348.80 -0.96
C 10.57 -0.70 11.19 -4.65 222.00 -1.03
D 10.57 -0.70 11.19 -4.65 222.00 -1.03
Overall loading
Projected vertical plan area of wall ;Avert_w_90 = d H + d2 tan(0) / 4 = 348.80 ft2
Projected vertical area of roof ;Avert_r_90 = 0.00 ft2
Minimum overall horizontal loading ;Fw,total_min = pmin_w Avert_w_90 + pmin_r Avert_r_90 = 5.58 kips
Leeward net force;Fl = Fw,wB = -1.0 kips
Windward net force ;Fw = Fw,wA = 3.4 kips
Overall horizontal loading ;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 5.6 kips
Page 29 of 213
sazan
Project
606 SOUTH VAN NESS AVE- SANTA ANA
Job Ref.
Section Sheet no./rev.
5
Calc. by
M.A
Date
12/17/2024
Chk'd by Date App'd by Date
Page 30 of 213
sazan
Project
606 SOUTH VAN NESS AVE- SANTA ANA
Job Ref.
Section Sheet no./rev.
6
Calc. by
M.A
Date
12/17/2024
Chk'd by Date App'd by Date
Page 31 of 213
S Van Ness Ave
Appendix D : Shear Wall Design
Page 32 of 213
STORY 1
APA W a ll Bra cing Ca lculator Project Report
Builder/Designer
Home/Building Plan Name
Development Address 606
Code BAS ED ON 2021 IRC
S DC (Seismic Design Category)D2
Wind Speed <= 95 mph
Wind Exposure Category EXPOS URE B
Total Number of Stories 1 S TORY
Cripple Wall NO
Mean Roof Height less than 30 ft.YES
Designer Responsibilities:
C heck irregularities per IRC section R301.2.2.6
C onfirm load path to foundation per IRC section R403.1.6
Design foundations per IRC section R403.1
Include interior braced wall line foundations per IRC Section R602.11
Design cripple walls in one of two way s
Redesignate as the first story and use the calculator
Design by hand per IRC Section R602.10.10.
1 4
Page 33 of 213
B1
B1
W ALL LINE ELEVATION VIEW
To tal Wa ll Line Le ngth: 25' 9"
W ALL LINE PLAN VIEW
Sto r y Wa ll
Line
Br a c ing
Me tho d
Wind
F a c to r s
Wind Br a c ing
Amount
Se ismic
F a c to r s
Se ismic Br a cing
A m o unt
Re quir e d
Bra c ing
Qua lif ie d
Br a cing
Br a cing
Sta tus
1st St ory WSP 0.93 2.65 1.59 9.94 9.94 25.75 Compliant
F ur the s t Dista nce to Adj a ce nt BWL 22' 4"Stone or Ma s o nr y Ve ne e r Omitted
Ro o f Ea v e to Ridge He ight 5 feet Wa ll De a d Lo a d > 8 psf but <= 15 psf
Wa ll Line Le ngth 25' 9"Ro o f/Ce iling De a d Loa ds 18 ps f
Gy ps um Omitted
Blo ck ing Included
Wa ll Line
Se gm e nt
Wa ll
He ight
Sto r y
He ight
Br a c ing
Me tho d
Se g m e nt
Le ngth
A dj a c e nt
Ope ning
He ight
Qua lifie d
Se gme nt Na ils T e nsion
T ie Ho ld Do wn
B1 8'9'WSP 25' 9"25.75 6"/12"
1
Page 34 of 213
B1
B1
W ALL LINE ELEVATION VIEW
To tal Wa ll Line Le ngth: 17' 3"
W ALL LINE PLAN VIEW
Sto r y Wa ll
Line
Br a c ing
Me tho d
Wind
F a c to r s
Wind Br a c ing
Amount
Se ismic
F a c to r s
Se ismic Br a cing
A m o unt
Re quir e d
Bra c ing
Qua lif ie d
Br a cing
Br a cing
Sta tus
1st St ory WSP 0.93 1.23 1.59 6.76 6.76 17.25 Compliant
F ur the s t Dista nce to Adj a ce nt BWL 8' 2"Stone or Ma s o nr y Ve ne e r Omitted
Ro o f Ea v e to Ridge He ight 5 feet Wa ll De a d Lo a d > 8 psf but <= 15 psf
Wa ll Line Le ngth 17' 3"Ro o f/Ce iling De a d Loa ds 18 ps f
Gy ps um Omitted
Blo ck ing Included
Wa ll Line
Se gm e nt
Wa ll
He ight
Sto r y
He ight
Br a c ing
Me tho d
Se g m e nt
Le ngth
A dj a c e nt
Ope ning
He ight
Qua lifie d
Se gme nt Na ils T e nsion
T ie Ho ld Do wn
B1 8'9'WSP 17' 3"17.25 6"/12"
4
Page 35 of 213
W ALL LINE ELEVATION VIEW
Tota l Wall Line Length: 0' 0"
W ALL LINE PLAN VIEW
Sto r y Wa ll
Line
Bra c ing
Me thod
Wind
F a c to r s
Wind Br a c ing
A m o unt
Se ismic
F a c to r s
Se is m ic Br a c ing
Amount
Re quir e d
Bra c ing
Qua lifie d
Bra c ing
Br a c ing
Sta tus
1st St ory 1 Not Possible Not Possible Not Possible Not Possible Not Possible 0 Not Compliant
F ur the s t Dista nce to Adj a ce nt BWL
Ro o f Ea v e to Ridge He ight
Wa ll Line Le ngth
Gy ps um
Blo ck ing
Wa ll Line
Se gme nt
Wa ll
He ight
Story
He ig ht
Bra c ing
Me thod
Se gm e nt
Le ng th
A dja c e nt
Ope ning
He ight
Qua lif ie d
Se gm e nt Na ils T e nsion
T ie Ho ld Down
Page 36 of 213
W ALL LINE ELEVATION VIEW
Tota l Wall Line Length: 0' 0"
W ALL LINE PLAN VIEW
Sto r y Wa ll
Line
Br a cing
Me tho d
Wind
F a cto r s
Wind Br a cing
A m o unt
Se is m ic
F a cto r s
Se ismic Br a cing
A m o unt
Re quir e d
Br a c ing
Qua lifie d
Br a c ing
Br a c ing
Sta tus
1st St ory 2 Not Possible N/A Not Possible N/A N/A 0 Non Compliant
F ur the s t Dista nce to Adj a ce nt BWL
Ro o f Ea v e to Ridge He ight
Wa ll Line Le ngth
Gy ps um
Blo ck ing
Wa ll Line
Se gme nt
Wa ll
He ight
Story
He ig ht
Bra c ing
Me thod
Se gm e nt
Le ng th
A dja c e nt
Ope ning
He ight
Qua lif ie d
Se gm e nt Na ils T e nsion
T ie Ho ld Down
Page 37 of 213
APA W all Bracing C alc ulator v 2.7.0
A PA Mak es No W arranties o f A ny Kind
A ll info rmatio n in the Tool is prov ided "as is", with no guarantee o f completeness, accuracy , timeliness o r of the results obtained fro m the use o f this information, and witho ut w arranty o f any k ind, express o r
implied, including, but not limited to w arranties of performance, merchantability and fitness fo r a particular purpo se.Yo u can find the full terms and conditio ns fo r use here:
file:///C :/inetpub/w w w ro o t/A PA W ood_2017/apa-w all-bracing-calculato r-disclaimer
Page 38 of 213
Sazan
606 1
LINE 3 R1
Sazan Inc 2024-17-12 DR.Jalilpour 2024-17-12 DR.Rezaeian 2024-17-12
Wood shear wall design (NDS)
In accordance with NDS2018 allowable stress design and the Perforated shear wall method
Design summary
Shear capacity for
wind loading Vw 3.64 ( ratio =0.46 ) OK
Shear capacity for
seismic loading Vs 2.6 ( ratio =0.61 ) OK
Design tensile stress
(Ch1) ft' 1380 ( ratio =0.06 ) OK
Design compressive
stress (Ch1) fc' 596.16 ( ratio =0.24 ) OK
Design tensile stress
(Ch2) ft' 1380 ( ratio =0.06 ) OK
Design compressive
stress (Ch2) fc' 596.16 ( ratio =0.24 ) OK
bearing compr. stress,
bottom plate fc-perp' 625 ( ratio =0.23 ) OK
Hold Down resistance 3000 ( ratio =0.28 ) OK
Shear wall deflection δsww 0.097 ( ratio =0.36 ) OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 8ft
Panel length B = 13ft
Total area of wall A = H x B = 104ft2
Total area of Opening =104 -(4×3)=12ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5"x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0.625 in
Page 39 of 213
Net cross-sectional area of end posts Aen= 10.06 in 2
Effective length for chord forces Beff= 12.56 ft
Service condition Dry
Temperature 10 0 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down HDU2
Vertical anchor stiffness Ka = 34091 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain Fc=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity Emin=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel structural I 3 -ply plywood sheathing
Fastener type 10d Common nail at 6"centers
Shear capacity adjustment factor (eqn. 4.3 -6) Co=0.896551724137931
From SDPWS Table 4.3A Nominal Unit Shear Capacities f or Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92 =874 plf
Apparent shear wall shear stiffness G a=16 kips/in
Loading details
Dead load acting on top of panel DL = 93.6 lb/ft
Floor live load acting on top of panel LL = 88 lb/ft
Roof live load acting on top of panel Lr = 89.6 lb/ft
Self weight of panel Swt = 17 lb/ft 2
In plane wind load acting at head of panel WL = 2800 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor fwserv = 0.45
In plane seismic load acting at head of panel Eq = 2249 lbs
Design spectral response accel. par., short periods S DS ==1.032
Page 40 of 213
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Chord Wind Sisemic Dead,comp Dead,Tens Live LiveRoof Snow Rain
Ch1 0 0 0 0 0 0 0 0
Ch2 0 0 0 0 0 0 0 0
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A CFc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(h/d)2= 633.71 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2*c)]2-(FcE/Fc*)/c)= 0.24
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 13 ft H = 8 ft
Page 41 of 213
Length Type H/B Concept
6.9 Wall 1.16 ShearWall
3 Opening
3.1 Wall 2.58 ShearWall
Shear capacity adjustment factor – cl.4.3.5.6
Sum of perforated shear wall segment lengths ∑bi=9.3 ft
Total area of wall A=104 ft 2
Total full height sheathed area A fhs=80 ft2
Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.896551724137931
Perforated shear wall capacity
Maximum shear force under wind loading V w_max=0.6×W/1000 =1.68 Kips
Shear capacity for wind loading V w=(Vn×CO*∑bi/2000) =3.64 Kips
ratio V w-max / Vw =0.46
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.574 Kips
Shear capacity for seismic loading V s=(Vn×CO*∑bi/(2.8×1000)) =2.6 Kips
ratio V s_max / Vs =0.61
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=830.68 lb
Maximum applied tensile stress f t=T/Aen=82.57 lb/in2
Design tensile stress ft*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 82.57/1380+0.06
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.6WL
Maximum compressive force in chord P=1764.98 lb
Maximum applied compressive stress f c=P/Ae=144.08 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
144.08/596.16=0.24
PASS - Design compressive stress exceeds maximum applied tensile stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=830.68 lb
Page 42 of 213
Maximum applied tensile stress ft=T/Aen=82.57 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 82.57/1380=0.06
PASS - Design tensile stress exceeds maximum applied te nsile stress
Load Combination : DL + 0.6WL
Maximum compressive force in chord P=1764.98 lb
Maximum applied compressive stress f c=P/Ae=144.08 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
144.08/596.16=0.24
PASS - Design compressive stress exceeds maximum applied tensile stress
bearing compr. stress, bottom plate For (maximum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
144.08/625=0.23
PASS - bearing compr. stress, bottom plate
Hold down force
Chord1 T1=0.83 Kips
Chord2 T2=0.83 Kips
Wind load deflection
Design shear force V δw=FWserv×W=1.26kips
Deflection limit Δw_allow=H×12/360= 0.267 in
Induced unit shear v δW=VδW/(CO×∑bi)/Cu=151.12lb/ft
Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.31 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc-
ch2)/1000) + 0.45×ma x(abs(W-ch1)/1000, abs(W-ch2)/1000))= 2.1 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.009 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.011 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.021 in
Shear wall deflection δsww
=2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.097 in
0.1/0.27=0.36
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force V δs=Eq/1000= 2.25 kips
Deflection limit Δ s_allow=0.025×H×12= 2.4 in
Induced unit shear v δs=Vδs/CO×∑bi/Cub=269.85 lb/ft
Page 43 of 213
Anchor tension force Tδ = max(0,(vδs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+
Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 1.57
kips
Chord compression force Cδ = max(0,(vδs/1000)*H*B/Beff+(0.6-
0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-
ch2)/1000))= 2.75 kips
Vertical elongation at anchor ∆T = Tδ× 1000/Ka= 0.046 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.014 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.062 in
Shear wall elastic deflection δswse
=2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.194 in
Amp. seis. deflection δsws = Cdδ*δswse /Ie = 0.776 in 0.78/2.4=0.32
PASS - Shear wall deflection is less than deflection limit
Page 44 of 213
Collector seismic design force factor F Coll=1
Maximum shear force on wall V max= max(FColl×Vs_max, Vw_max) =1.68kips
Maximum force in collector Pcoll=0.417kips
Maximum applied tensile stress ft= Tcoll/(1×As) =59.57lb/in2
Design tensile stress Ft'= Ft×CD×CMt×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.04
PASS - Design tensile stress exceeds maximum applied tensile stress
Maximum applied compressive stress fc= Pcoll/(1×As) =59.57lb/in2
Column stability factor C P= 1.00
Design tensile stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0.02
PASS - Design compressive stress exceeds maximum applied compressive stress
Page 45 of 213
Sazan
606 1
LINE A-LOWER R1
Sazan Inc 2024-17-12 DR.Jalalpour 2024-17-12 DR.Razaeian 2024-17-12
Wood shear wall design (NDS)
In accordance with NDS2018 allowable stress design and the segmented shear wall method
Design summary
Shear wall aspect ratio H/B 2.96 OK
Shear capacity for
seismic loading Vs 0.74 ( ratio =0.57 ) OK
Design tensile stress
(Ch1) ft' 1380 ( ratio =0.13 ) OK
Design compressive
stress (Ch1) fc' 596.16 ( ratio =0.28 ) OK
Design tensile stress
(Ch2) ft' 1380 ( ratio =0.13 ) OK
Design compressive
stress (Ch2) fc' 596.16 ( ratio =0.28 ) OK
bearing compr. stress,
bottom plate fc-perp' 625 ( ratio =0.27 ) OK
Hold Down resistance 3000 ( ratio =0.6 ) OK
Shear wall deflection δsww 0.21 ( ratio =0.79 ) OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 8ft
Panel length B = 2.7ft
Total area of wall A = H x B = 21.6ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5 "x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0.625 in
Net cross-sectional area of end posts Aen= 10.06 in 2
Page 46 of 213
Effective length for chord forces Beff= 2.26 ft
Service condition Dry
Temperature 100 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down HDU2
Vertical anchor stiffness Ka = 34091 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain F c=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity E min=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel structural I 3-ply plywood sheathing
Fastener type 10d Common nail at 6"centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92×(1.25-0.125H/B) =768.8 plf
Apparent shear wall shear stiffness Ga=16 kips/in
Loading details
Dead load acting on top of panel DL = 58.25 lb/ft
Floor live load acting on top of panel LL = 13.3 lb/ft
Roof live load acting on top of panel Lr = 21.3 lb/ft
Self weight of panel Swt = 17 lb/ft 2
In plane wind load acting at head of panel WL = 635 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor fwserv = 0.45
In plane seismic load acting at head of panel Eq = 607 lbs
Design spectral response accel. par., short periods S DS ==1.032
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Page 47 of 213
Chord Wind Sisemic Dead,comp Dead,Tens Live LiveRoof Snow Rain
Ch1 -632.2 -604.3 0 0 0 0 0 0
Ch2 632.2 604.3 0 0 0 0 0 0
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A CFc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(h/d)2= 633.71 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2*c)]2-(FcE/Fc*)/c)= 0.24
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 2.7 ft H = 8 ft
Shear wall aspect ratio H / B = 2.96
PASS- Maximum shear wall aspect ratio
Segmented shear wall capacity
Page 48 of 213
Maximum shear force under wind loading V w_max=0.6×W/1000 =0.38 Kips
Shear capacity for wind loading V w=(Vn×B/2000) =1.04 Kips
ratio V w-max / Vw =0.37
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.42 Kips
Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =0.74 Kips
ratio V s_max / Vs =0.57
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=1807.63 lb
Maximum applied tensile stress f t=T/Aen=179.68 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 179.68/1380=0.13
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=2075.29 lb
Maximum applied compressive stress f c=P/Ae=169.41 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
169.41/596.16=0.28
PASS - Design compressive stress exceeds maximum applied tensile stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=1807.63 lb
Maximum applied tensile stress f t=T/Aen=179.68 lb/in2
Design tensile stress ft*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 179.68/1380=0.13
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=2075.29 lb
Maximum applied compressive stress f c=P/Ae=169.41 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
169.41/596.16=0.28
PASS - Design compressive stress exceeds maximum applied tensile stress
bearing compr. stress, bottom plate For (maximum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
169.41/625=0.27
PASS - bearing compr. stress, bottom plate
Hold down force
Page 49 of 213
Chord1 T1=1.81 Kips
Chord2 T2=1.81 Kips
Wind load deflection
Design shear force V δw=FWserv×W=0.29kips
Deflection limit Δ w_allow=H×12/360= 0.267 in
Induced unit shear v δW=VδW/B/Cub=107.41lb/ft
Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.15 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.47 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.034 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.008 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.05 in
Shear wall deflection
δsww =2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0 .21 in
0.21/0.27=0.79
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force V δs=Eq/1000= 0.61 kips
Deflection limit Δ s_allow=0.025×H×12= 2.4 in
Induced unit shear v δs=Vδs/B/Cub=225.93 lb/ft
Anchor tension force Tδ = max(0,(vδs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+
Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 2.66
kips
Chord compression force Cδ = m ax(0,(vδs/1000)*H*B/Beff+(0.6-
0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-
ch2)/1000))= 2.87 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.078 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.015 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.111 in
Shear wall elastic deflection
δswse =2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a
/(B×12) = 0.459 in
Amp. seis. deflection δsws = Cdδ*δswse /Ie = 1.836 in 1.84/2.4=0.76
PASS - Shear wall deflection is less than deflection limit
Page 50 of 213
Sazan
606 1
LINE A-UPPER R1
Sazan Inc 2024-17-12 DR.Jalalpour 2024-17-12 DR.Razaeian 2024-17-12
Wood shear wall design (NDS)
In accordance with NDS2018 allowable stress design and the segmented shear wall method
Design summary
Shear wall aspect ratio H/B 0.83 OK
Shear capacity for
seismic loading Vs 0.84 ( ratio =0.5 ) OK
Design tensile stress
(Ch1) ft' 1380 ( ratio =0.02 ) OK
Design compressive
stress (Ch1) fc' 2310.12 ( ratio =0.02
) OK
Design tensile stress
(Ch2) ft' 1380 ( ratio =0.02 ) OK
Design compressive
stress (Ch2) fc' 2310.12 ( ratio =0.02
) OK
bearing compr. stress,
bottom plate fc-perp' 625 ( ratio =0.06 ) OK
Hold Down resistance 3950 ( ratio =0.1 ) OK
Amp. seis. deflection δsws 0.372 ( ratio =0.55 ) OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 2.25ft
Panel length B = 2.7ft
Total area of wall A = H x B = 6.075ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5 "x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0 in
Net cross-sectional area of end posts Aen= 12.25 in 2
Page 51 of 213
Effective length for chord forces Beff= 2.26 ft
Service condition Dry
Temperature 100 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down MST48
Vertical anchor stiffness Ka = 10000 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain F c=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity E min=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel structural I 3-ply plywood sheathing
Fastener type 10d Common nail at 6"centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92 =874 plf
Apparent shear wall shear stiffness G a=16 kips/in
Loading details
Dead load acting on top of panel DL = 20 lb/ft
Floor live load acting on top of panel LL = 13.3 lb/ft
Roof live load acting on top of panel Lr = 21.3 lb/ft
Self weight of panel Swt = 17 lb/ft 2
In plane wind load acting at head of panel WL = 635 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor fwserv = 0.45
In plane seismic load acting at head of panel Eq = 607 lbs
Design spectral response accel. par., short periods S DS ==1.032
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Page 52 of 213
Chord Wind Sisemic Dead,comp Dead,Tens Live LiveRoof Snow Rain
Ch1 0 0 0 0 0 0 0 0
Ch2 0 0 0 0 0 0 0 0
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A CFc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(h/d)2= 8011.4 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2*c)]2-(FcE/Fc*)/c)= 0.93
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 2.7 ft H = 2.25 ft
Shear wall aspect ratio H / B = 0.83
PASS- Maximum shear wall aspect ratio
Segmented shear wall capacity
Page 53 of 213
Maximum shear force under wind loading V w_max=0.6×W/1000 =0.38 Kips
Shear capacity for wind loading V w=(Vn×B/2000) =1.18 Kips
ratio V w-max / Vw =0.32
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.42 Kips
Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =0.84 Kips
ratio V s_max / Vs =0.5
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=387.2 lb
Maximum applied tensile stress f t=T/Aen=31.61 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 31.61/1380=0.02
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=467.46 lb
Maximum applied compressive stress f c=P/Ae=38.16 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=2310.12 lb/in2
38.16/2310.12=0.02
PASS - Design compressive stress exceeds maximum applied tensile stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=387.2 lb
Maximum applied tensile stress f t=T/Aen=31.61 lb/in2
Design tensile stress ft*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 31.61/1380=0.02
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=467.46 lb
Maximum applied compressive stress f c=P/Ae=38.16 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=2310.12 lb/in2
38.16/2310.12=0.02
PASS - Design compressive stress exceeds maximum applied tensile stress
bearing compr. stress, bottom plate For (maximum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
38.16/625=0.06
PASS - bearing compr. stress, bottom plate
Hold down force
Page 54 of 213
Chord1 T1=0.39 Kips
Chord2 T2=0.39 Kips
Wind load deflection
Design shear force V δw=FWserv×W=0.29kips
Deflection limit Δ w_allow=H×12/360= 0.075 in
Induced unit shear v δW=VδW/B/Cub=107.41lb/ft
Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.24 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.34 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.024 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.002 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.031 in
Shear wall deflection
δsww =2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.041 in
0.04/0.08=0.55
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force V δs=Eq/1000= 0.61 kips
Deflection limit Δ s_allow=0.025×H×12= 0.675 in
Induced unit shear v δs=Vδs/B/Cub=225.93 lb/ft
Anchor tension force Tδ = max(0,(vδs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+
Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0.58
kips
Chord compression force Cδ = max(0,(vδs/1000)*H*B/Beff+(0.6-
0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-
ch2)/1000))= 0.64 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.058 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.003 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.073 in
Shear wall elastic deflection
δswse =2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a
/(B×12) = 0.093 in
Amp. seis. deflection δsws = Cdδ*δswse /Ie = 0.372 in 0.37/0.68=0.55
PASS - Shear wall deflection is less than deflection limit
Page 55 of 213
Sazan
606 1
LINE B R1
Sazan Inc 2024-17-12 DR.Jalilpour 2024-17-12 DR.Rezaeian 2024-17-12
Wood shear wall design (NDS)
In accordance with NDS2018 allowable stress design and the Perforated shear wall method
Design summary
Shear capacity for
wind loading Vw 2.17 ( ratio =0.33 ) OK
Shear capacity for
seismic loading Vs 1.55 ( ratio =0.52 ) OK
Design tensile stress
(Ch1) ft' 1380 ( ratio =0.06 ) OK
Design compressive
stress (Ch1) fc' 596.16 ( ratio =0.2 ) OK
Design tensile stress
(Ch2) ft' 1380 ( ratio =0.06 ) OK
Design compressive
stress (Ch2) fc' 596.16 ( ratio =0.2 ) OK
bearing compr. stress,
bottom plate fc-perp' 625 ( ratio =0.19 ) OK
Hold Down resistance 3000 ( ratio =0.3 ) OK
Amp. seis. deflection δsws 0.864 ( ratio =0.36 ) OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 8ft
Panel length B = 8.2ft
Total area of wall A = H x B = 65.6ft2
Total area of Opening =65.6 -(3×2)=6ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5"x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0.625 in
Page 56 of 213
Net cross-sectional area of end posts Aen= 10.06 in 2
Effective length for chord forces Beff= 7.76 ft
Service condition Dry
Temperature 100 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down HDU2
Vertical anchor stiffness Ka = 34091 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain Fc=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity Emin=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel structural I 3 -ply plywood sheathing
Fastener type 10d Common nail at 6"centers
Shear capacity adjustment factor (eqn. 4.3 -6) Co=0.970414201183432
From SDPWS Table 4.3A Nominal Unit Shear Capacities f or Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92 =874 plf
Apparent shear wall shear stiffness G a=16 kips/in
Loading details
Dead load acting on top of panel DL = 75.3 lb/ft
Floor live load acting on top of panel LL = 57 lb/ft
Roof live load acting on top of panel Lr = 77.6 lb/ft
Self weight of panel Swt = 17 lb/ft 2
In plane wind load acting at head of panel WL = 1199 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor fwserv = 0.45
In plane seismic load acting at head of panel Eq = 1147 lbs
Design spectral response accel. par., short periods S DS ==1.032
Page 57 of 213
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Chord Wind Sisemic Dead,comp Dead,Tens Live LiveRoof Snow Rain
Ch1 0 0 0 0 0 0 0 0
Ch2 0 0 0 0 0 0 0 0
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A CFc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(h/d)2= 633.71 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2*c)]2-(FcE/Fc*)/c)= 0.24
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 8.2 ft H = 8 ft
Page 58 of 213
Length Type H/B Concept
2.3 Wall 3.48 ShearWall
2 Opening
3.9 Wall 2.05 ShearWall
Shear capacity adjustment factor – cl.4.3.5.6
Sum of perforated shear wall segment lengths ∑bi=5.12 ft
Total area of wall A=65.6 ft 2
Total full height sheathed area A fhs=49.6 ft2
Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.970414201183432
Perforated shear wall capacity
Maximum shear force under wind loading V w_max=0.6×W/1000 =0.719 Kips
Shear capacity for wind loading V w=(Vn×CO*∑bi/2000) =2.17 Kips
ratio Vw-max / Vw =0.33
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.803 Kips
Shear capacity for seismic loading V s=(Vn×CO*∑bi/(2.8×1000)) =1.55 Kips
ratio V s_max / Vs =0.52
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=898.15 lb
Maximum applied tensile stress f t=T/Aen=89.28 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 89.28/1380+0.06
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=1454 lb
Maximum applied compressive stress f c=P/Ae=118.69 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
118.69/596.16=0.2
PASS - Design compressive stress exceeds maximum applied tensile stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=898.15 lb
Page 59 of 213
Maximum applied tensile stress f t=T/Aen=89.28 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 89.28/1380=0.06
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=1454 lb
Maximum applied compressive stress f c=P/Ae=118.69 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
118.69/596.16=0.2
PASS - Design compressive stress exceeds maximum applied tensile stress
bearing compr. stress, bottom plate For (maxi mum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
118.69/625=0.19
PASS - bearing compr. stress, bottom plate
Hold down force
Chord1 T1=0.9 Kips
Chord2 T2=0.9 Kips
Wind load deflection
Design shear force V δw=FWserv×W=0.54kips
Deflection limit Δw_allow=H×12/360= 0.267 in
Induced unit shear v δW=VδW/(CO×∑bi)/Cu=108.68lb/ft
Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.35 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.39 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.01 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.007 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.018 in
Shear wall deflection δsww
=2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.087 in
0.09/0.27=0.33
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force V δs=Eq/1000= 1.15 kips
Deflection limit Δ s_allow=0.025×H×12= 2.4 in
Induced unit shear v δs=Vδs/CO×∑bi/Cub=231.46 lb/ft
Page 60 of 213
Anchor tension force Tδ = max(0,(vδs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+
Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 1.51
kips
Chord compression force Cδ = max(0,(vδs/1000)*H*B/Beff+(0.6-
0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-
ch2)/1000))= 2.19 kips
Vertical elongation at anchor ∆T = Tδ× 1000/Ka= 0.044 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.011 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.058 in
Shear wall elastic deflection δswse
=2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.216 in
Amp. seis. deflection δsws = Cdδ*δswse /Ie = 0.864 in 0.86/2.4=0.36
PASS - Shear wall deflection is less than deflection limit
Page 61 of 213
Collector seismic design force factor F Coll=1
Maximum shear force on wall V max= max(FColl×Vs_max, Vw_max) =0.803kips
Maximum force in collector Pcoll=0.203kips
Maximum applied tensile stress ft= Tcoll/(1×As) =29lb/in2
Design tensile stress Ft'= Ft×CD×CMt×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.02
PASS - Design tensile stress exceeds maximum applied tensile stress
Maximum applied compressive stress fc= Pcoll/(1×As) =29lb/in2
Column stability factor C P= 1.00
Design tensile stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0.01
PASS - Design compressive stress exceeds maximum applied compressive stress
Page 62 of 213
Sazan
Project:
606
Job Ref.
1
Shear Wall:
line c
Sheet no./rev
R1
Calc. by
Sazan Inc
Date
2025-08-07
Chk'd by
DR.Jalalpour
Date
2025-08-07
App'd by
DR.Razaeian
Date
2025-08-07
Wood shear wall design (NDS)
In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method
Design summary
Item Parameter Ratio result
Shear wall aspect ratio H/B 1.206 OK
Shear capacity for
seismic loading Vs 0.44 OK
Design tensile stress
(Ch1) Ft' 0.09 OK
Design compressive
stress (Ch1) Fc' 0.35 OK
Design tensile stress
(Ch2) Ft' 0.09 OK
Design compressive
stress (Ch2) Fc' 0.35 OK
bearing compr. stress,
bottom plate Fc-perp' 0.21 OK
Hold Down resistance HDU2 0.42 OK
Amp. seis. deflection δsws 0.29 OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 10.25ft
Panel length B = 8.5ft
Total area of wall A = H x B = 87.125ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5 "x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0.62 5 in
Net cross-sectional area of end posts Aen= 10.062 in 2
Page 63 of 213
Effective length for chord forces Beff= 8.5 - ((1.5) * 1*3.5) / 12 - 0 / 12=8.062 ft
Service condition Dry
Temperature 100 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down HDU2
Vertical anchor stiffness Ka = 34091 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain F c=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity E min=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel Structural I 3-ply plywood sheathing
Fastener type 10d Common nails at 6" centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92 =874 plf
Apparent shear wall shear stiffness G a=16 kips/in
Adjustments for Unblocked wood structural panel
Unblocked shear wall adjust.factor Cub1 = 1
Loading details
Dead load acting on top of panel DL = 24 lb/ft
Floor live load acting on top of panel LL = 26.7 lb/ft
Roof live load acting on top of panel Lr = 21.3 lb/ft
Self weight of panel Swt = 10 lb/ft 2
In plane wind load acting at head of panel WL = 1763 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor F Wserv= 0.45
In plane seismic load acting at head of panel Eq = 1686 lbs
Design spectral response accel. par., short periods S DS =1.032
Page 64 of 213
Deflection amplification factor Cdδ = 4
Seismic importance factor Ie = 1
Chord forces from shear walls above
Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb)
Ch1 0 0 0 0 0 0 0 0
Ch2 0 0 0 0 0 0 0 0
DLC :Compressive Dead point load , DLT :Tensile Dead point load
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A C Fc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 386.034 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2×c)]2-(FcE/Fc*)/c)= 0.15
From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 8.5 ft
Page 65 of 213
Shear wall height H = 10.25 ft
Shear wall aspect ratio H / B = 1.206
Pass - shear wall aspect ratio is less than Maximum shear wall aspect ratio
Segmented shear wall capacity
Maximum shear force under wind loading Vw_max=0.6×WL/1000 =1.058 Kips
Shear capacity for wind loading V w=(Vn×B/2000) =3.714 Kips
ratio V w-max / Vw =0.285
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.18 Kips
Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =2.653 Kips
ratio V s_max / Vs =0.445
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=1255.603 lbs
Maximum applied tensile stress ft=T/Aen=124.787 lb/in2
Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2
Ratio124.79/1380=0.09
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=1597.02 lbs
Maximum applied compressive stress f c=P/Ae=130.369 lb/in2
Design compressive stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=372.6 lb/in2
Ratio130.37/372.6=0.35
PASS - Design compressive stress exceeds maximum applied compressive stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=1255.603 lbs
Maximum applied tensile stress f t=T/Aen=124.787 lb/in2
Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2
Ratio124.79/1380=0.09
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=1597.02 lbs
Page 66 of 213
Maximum applied compressive stress f c=P/Ae=130.369 lb/in2
Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=372.6
lb/in2Ratio130.37/372.6=0.35
PASS - Design compressive stress exceeds maximum applied compressive stress
Design bearing compr. stress, bottom plate For maximum compressive force Fc-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
Ratio130.37/625=0.21
Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress
Hold down force
Chord1 T1=1.256 Kips
Chord2 T2=1.256 Kips
Wind load deflection
Design shear force Vδw=FWserv×WL/1000=0.793kips
Deflection limit Δ w_allow=H×12/360= 0.342 in
Induced unit shear v δW=(VδW×1000/B)/Cub=93.294 lb/ft
Anchor tension force Tδ = max(0 ,(vδW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT-
ch1)/1000,(DLT-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.686 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC-
ch1)/1000,(DLC-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.331 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.02 in
Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.007 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.028 in
Shear wall deflection
δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.098
inRatio0.098/0.342=0.29
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
redundancy factor ρ=1
Design shear force V δs=(Eq/1000)/ρ= 1.686 kips
Deflection limit Δs_allow=0.025×H×12= 3.075 in
Induced unit shear v δs=(Vδs×1000/B)/Cub=198.353 lb/ft
Anchor tension force Tδ = max(0,(v δs/1000)×H×B/Beff-(0.6-0.2×SDS)×(DL+
Swt×H)×B/2000 -(0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))=
1.932 kips
Chord compression force Cδ = max(0,(vδs/1000)×H×B/Beff+(0.6 -
0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000,
abs(Eq-ch2)/1000))= 2.355 kips
Page 67 of 213
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.057 in
Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc-perp)= 0.012 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.073 in
Shear wall elastic deflection
δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδs/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.225 in
Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.9 inRatio0.9/3.075=0.29
PASS - Shear wall deflection is less than deflection limit
Page 68 of 213
Sazan
606 1
LINE D-LOWER R1
Sazan Inc 2024-17-12 DR.Jalilpour 2024-17-12 DR.Rezaeian 2024-17-12
Wood shear wall design (NDS)
In accordance with NDS2018 allowable stress design and the Perforated shear wall method
Design summary
Shear capacity for
wind loading Vw 5.06 ( ratio =0.13 ) OK
Shear capacity for
seismic loading Vs 3.62 ( ratio =0.2 ) OK
Design tensile stress
(Ch1) ft' 1380 ( ratio =0 ) OK
Design compressive
stress (Ch1) fc' 596.16 ( ratio =0.11 ) OK
Design tensile stress
(Ch2) ft' 1380 ( ratio =0 ) OK
Design compressive
stress (Ch2) fc' 596.16 ( ratio =0.11 ) OK
bearing compr. stress,
bottom plate fc-perp' 625 ( ratio =0.1 ) OK
Hold Down resistance 3000 ( ratio =0.01 ) OK
Amp. seis. deflection δsws 0.244 ( ratio =0.1 ) OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 8ft
Panel length B = 13.8ft
Total area of wall A = H x B = 110.4ft2
Total area of Opening =110.4 -(3×2)=6ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5"x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0.625 in
Page 69 of 213
Net cross-sectional area of end posts Aen= 10.06 in 2
Effective length for chord forces Beff= 13.36 ft
Service condition Dry
Temperature 10 0 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down HDU2
Vertical anchor stiffness Ka = 34091 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain Fc=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity Emin=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel structural I 3 -ply plywood sheathing
Fastener type 10d Common nail at 6"centers
Shear capacity adjustment factor (eqn. 4.3 -6) Co=0.98220640569395
From SDPWS Table 4.3A Nominal Unit Shear Capacities fo r Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92 =874 plf
Apparent shear wall shear stiffness G a=16 kips/in
Loading details
Dead load acting on top of panel DL = 58.25 lb/ft
Floor live load acting on top of panel LL = 13.3 lb/ft
Roof live load acting on top of panel Lr = 21.3 lb/f t
Self weight of panel Swt = 17 lb/ft 2
In plane wind load acting at head of panel WL = 1105 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor fwserv = 0.45
In plane seismic load acting at head of panel Eq = 1057 lbs
Design spectral response accel. par., short periods S DS ==1.032
Page 70 of 213
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Chord Wind Sisemic Dead,comp Dead,Tens Live LiveRoof Snow Rain
Ch1 -186.1 -178 0 0 0 0 0 0
Ch2 186.1 178 0 0 0 0 0 0
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A CFc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(h/d)2= 633.71 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2*c)]2-(FcE/Fc*)/c)= 0.24
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 13.8 ft H = 8 ft
Page 71 of 213
Length Type H/B Concept
6.75 Wall 1.19 ShearWall
2 Opening
5.05 Wall 1.58 ShearWall
Shear capacity adjustment factor – cl.4.3.5.6
Sum of perforated shear wall segment lengths ∑bi=11.8 ft
Total area of wall A=110.4 ft 2
Total full height sheathed area A fhs=94.4 ft2
Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.98220640569395
Perforated shear wall capacity
Maximum shear force under wind loading V w_max=0.6×W/1000 =0.663 Kips
Shear capacity for wind loading V w=(Vn×CO*∑bi/2000) =5.06 Kips
ratio Vw-max / Vw =0.13
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.74 Kips
Shear capacity for seismic loading V s=(Vn×CO*∑bi/(2.8×1000)) =3.62 Kips
ratio V s_max / Vs =0.2
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=24.77 lb
Maximum applied tensile stress f t=T/Aen=2.46 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 2.46/1380+0
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=783.52 lb
Maximum applied compressive stress f c=P/Ae=63.96 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
63.96/596.16=0.11
PASS - Design compressive stress exceeds maximum applied tensile stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=24.77 lb
Page 72 of 213
Maximum applied tensile stress f t=T/Aen=2.46 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 2.46/1380=0
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=783.52 lb
Maximum applied compressive stress f c=P/Ae=63.96 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2
63.96/596.16=0.11
PASS - Design compressive stress exceeds maximum applied tensile stress
bearing compr. stress, bottom plate For (maxi mum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
63.96/625=0.1
PASS - bearing compr. stress, bottom plate
Hold down force
Chord1 T1=0.02 Kips
Chord2 T2=0.02 Kips
Wind load deflection
Design shear force V δw=FWserv×W=0.5kips
Deflection limit Δw_allow=H×12/360= 0.267 in
Induced unit shear v δW=VδW/(CO×∑bi)/Cu=43.14lb/ft
Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.23 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.006 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.006 in
Shear wall deflection δsww
=2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.026 in
0.03/0.27=0.1
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force V δs=Eq/1000= 1.06 kips
Deflection limit Δ s_allow=0.025×H×12= 2.4 in
Induced unit shear v δs=Vδs/CO×∑bi/Cub=91.46 lb/ft
Page 73 of 213
Anchor tension force Tδ = max(0,(vδs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+
Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0.38
kips
Chord compression force Cδ = max(0,(vδs/1000)*H*B/Beff+(0.6-
0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-
ch2)/1000))= 1.44 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.011 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.008 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.02 in
Shear wall elastic deflection δswse
=2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.061 in
Amp. seis. deflection δsws = Cdδ*δswse /Ie = 0.244 in 0.24/2.4=0.1
PASS - Shear wall deflection is less than deflection limit
Page 74 of 213
Collector seismic design force factor F Coll=1
Maximum shear force on wall V max= max(FColl×Vs_max, Vw_max) =0.74kips
Maximum force in collector Pcoll=0.073kips
Maximum applied tensile stress ft= Tcoll/(1×As) =10.43lb/in2
Design tensile stress Ft'= Ft×CD×CMt×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.01
PASS - Design tensile stress exceeds maximum applied tensile stress
Maximum applied compressive stress fc= Pcoll/(1×As) =10.43lb/in2
Column stability factor C P= 1.00
Design tensile stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0
PASS - Design compressive stress exceeds maximum applied compressive stress
Page 75 of 213
Sazan
606 1
LINE D-UPPER R1
Sazan Inc 2024-17-12 DR.Jalalpour 2024-17-12 DR.Razaeian 2024-17-12
Wood shear wall design (NDS)
In accordance with NDS2018 allowable stress design and the segmented shear wall method
Design summary
Shear wall aspect ratio H/B 0.16 OK
Shear capacity for
seismic loading Vs 4.31 ( ratio =0.17 ) OK
Design tensile stress
(Ch1) ft' 1380 ( ratio =0 ) OK
Design compressive
stress (Ch1) fc' 2310.12 ( ratio =0.01
) OK
Design tensile stress
(Ch2) ft' 1380 ( ratio =0 ) OK
Design compressive
stress (Ch2) fc' 2310.12 ( ratio =0.01
) OK
bearing compr. stress,
bottom plate fc-perp' 625 ( ratio =0.02 ) OK
Hold Down resistance 3950 ( ratio =0 ) OK
Shear wall deflection δsww 0.005 ( ratio =0.07 ) OK
Panel details
Structural I wood panel sheathing on One side
Panel height H = 2.25ft
Panel length B = 13.8ft
Total area of wall A = H x B = 31.05ft2
Panel construction
Nominal stud size 2 "x4"
Dressed stud size 1.5 "x3.5"
Cross-sectional area of studs As= 5.25 in 2
Stud spacing s = 16 in
Nominal end post size 1x4 "x4"
Dressed end post size 3.5 "x3.5"
Cross-sectional area of end posts Ae= 12.25 in 2
Hole diameter Dia = 0 in
Net cross-sectional area of end posts Aen= 12.25 in 2
Page 76 of 213
Effective length for chord forces Beff= 13.36 ft
Service condition Dry
Temperature 100 degF or less
Anchor offset e=0 in
Anchor Location Inside face
Hold Down MST48
Vertical anchor stiffness Ka = 10000 lb/in
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber
Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider
Specific gravity G = 0.5
Tension parallel to grain F t=575 lb/in2
Compression parallel to grain Fc=1350 lb/in2
Compression perpendicular to grain F c_perp=625 lb/in2
Modulus of elasticity E=1600000 lb/in 2
Minimum modulus of elasticity Emin=580000 lb/in2
Sheathing details
Sheathing material 15/32'' wood panel structural I 3 -ply plywood sheathing
Fastener type 10d Common nail at 6"centers
From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels
Nominal unit shear capacity V n =950×0.92 =874 plf
Apparent shear wall shear stiffness G a=16 kips/in
Loading details
Dead load acting on top of panel DL = 20 lb/ft
Floor live load acting on top of panel LL = 13.3 lb/ft
Roof live load acting on top of panel Lr = 21.3 lb/ft
Self weight of panel Swt = 17 lb/ft 2
In plane wind load acting at head of panel WL = 1105 lbs
Snow load acting on top of panel SL = 0 lb/ft
Rain load acting on top of panel RL = 0 lb/ft
Wind load serviceability factor fwserv = 0.45
In plane seismic load acting at head of panel Eq = 1057 lbs
Design spectral response accel. par., short periods S DS ==1.032
Deflection ampification factor Cdδ = 4
Seismic importance factor Ie = 1
Page 77 of 213
Chord Wind Sisemic Dead,comp Dead,Tens Live LiveRoof Snow Rain
Ch1 0 0 0 0 0 0 0 0
Ch2 0 0 0 0 0 0 0 0
From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations
Load combination no.1 D + 0.6W
Load combination no.2 D + 0.7E
Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R)
Load combination no.4 D + 0.75Lf + 0.525E + 0.75S
Load combination no.5 0.6D + 0.6W
Load combination no.6 0.6D + 0.7E
Adjustment factors
Load duration factor – Table 2.3.2 CD=1.6
Size factor for tension – Table 4A CFt=1.5
Size factor for compression – Table 4A CFc=1.15
Wet service factor for tension – Table 4A CMt=1
Wet service factor for compression – Table 4A CMc=1
Wet service factor for modulus of elasticity – Table 4A CME=1
Temperature factor for tension – Table 2.3.3 Ctt=1
Temperature factor for compression – Table 2.3.3 Ctc=1
Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1
Incising factor – cl.4.3.8 C i=1
Buckling stiffness factor – cl.4.4.2 CT=1
Bearing area factor - cl. 3.10.4 C b=1
For sawn lumber c=0.8
Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi
Critical buckling design value F cE = 0.822×Emin' /(h/d)2= 8011.4 psi
Reference compression design value F c* = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi
Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc*))/(2×c)-√([(1+(FcE/Fc*))/(2*c)]2-(FcE/Fc*)/c)= 0.93
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Shear wall length B = 13.8 ft H = 2.25 ft
Shear wall aspect ratio H / B = 0.16
PASS- Maximum shear wall aspect ratio
Segmented shear wall capacity
Page 78 of 213
Maximum shear force under wind loading V w_max=0.6×W/1000 =0.66 Kips
Shear capacity for wind loading V w=(Vn×B/2000) =6.03 Kips
ratio V w-max / Vw =0.11
PASS - Shear capacity for wind load exceeds maximum shear force
Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.74 Kips
Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =4.31 Kips
ratio V s_max / Vs =0.17
PASS - Shear capacity for seismic load exceeds maximum shear force
Chord capacity for chord1
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=0 lb
Maximum applied tensile stress f t=T/Aen=0 lb/in2
Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 0/1380=0
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=169.05 lb
Maximum applied compressive stress f c=P/Ae=13.8 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=2310.12 lb/in2
13.8/2310.12=0.01
PASS - Design compressive stress exceeds maximum applied tensile stress
Chord capacity for chord2
Load Combination : 0.6DL - 0.7EQ
Maximum tensile force in chord T=0 lb
Maximum applied tensile stress f t=T/Aen=0 lb/in2
Design tensile stress ft*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 0/1380=0
PASS - Design tensile stress exceeds maximum applied tensile stress
Load Combination : DL + 0.7EQ
Maximum compressive force in chord P=169.05 lb
Maximum applied compressive stress f c=P/Ae=13.8 lb/in2
Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=2310.12 lb/in2
13.8/2310.12=0.01
PASS - Design compressive stress exceeds maximum applied tensile stress
bearing compr. stress, bottom plate For (maximum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2
13.8/625=0.02
PASS - bearing compr. stress, bottom plate
Hold down force
Page 79 of 213
Chord1 T1=0 Kips
Chord2 T2=0 Kips
Wind load deflection
Design shear force Vδw=FWserv×W=0.5kips
Deflection limit Δ w_allow=H×12/360= 0.075 in
Induced unit shear vδW=VδW/B/Cub=36.23lb/ft
Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips
Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc-
ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.33 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc-perp)= 0.002 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.002 in
Shear wall deflection
δsww =2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.005 in
0/0.08=0.07
PASS - Shear wall deflection is less than deflection limit
Seismic deflection
Design shear force V δs=Eq/1000= 1.06 kips
Deflection limit Δ s_allow=0.025×H×12= 0.675 in
Induced unit shear v δs=Vδs/B/Cub=76.81 lb/ft
Anchor tension force Tδ = max(0,(v δs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+
Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0.02
kips
Chord compression force Cδ = max(0,(vδs/1000)*H*B/Beff+(0.6 -
0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-
ch2)/1000))= 0.34 kips
Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.002 in
Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.002 in
Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.004 in
Shear wall elastic deflection
δswse =2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a
/(B×12) = 0.011 in
Amp. seis. deflection δsws = Cdδ*δswse /Ie = 0.044 in 0.04/0.68=0.07
PASS - Shear wall deflection is less than deflection limit
Page 80 of 213
S Van Ness Ave
Appendix E : Beam and Post Design
Page 81 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)693 @ 1' 10"7866 (3.50")Passed (9%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)221 @ 2' 6 13/16"3806 Passed (6%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-274 @ 1' 10"3722 Passed (7%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.003 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.005 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 4' 4 9/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 2.83/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"324 369 -369 693/-27 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"89 139 45/-170 228/-49 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger U46X SLD13 2.00"N/A 8-10dx1.5 4-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 4' 1 1/2"N/A 6.4 ----
1 - Tapered (PSF)0 to 4' 3"0 to 3'12.6 16.0 -16.0 ROOF
2 - Uniform (PSF)0 to 4' 3"4' 9"12.6 16.0 -16.0 ROOF
3 - Tapered (PSF)0 to 4' 3"0 to 1' 6"12.6 16.0 -16.0 ROOF
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, HIP BEAM-1
1 piece(s) 4 x 8 DF No.2
Page 82 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)585 @ 1' 10"7866 (3.50")Passed (7%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)188 @ 2' 6 13/16"3806 Passed (5%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-225 @ 1' 10"3722 Passed (6%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.002 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.004 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 4' 4 9/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 2.83/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"276 309 -309 585/-20 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"82 124 35/-150 207/-41 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger U46X SLD13 2.00"N/A 8-10dx1.5 4-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 4' 1 1/2"N/A 6.4 ----
1 - Tapered (PSF)0 to 4' 3"0 to 3'12.6 16.0 -16.0 ROOF
2 - Uniform (PSF)0 to 4' 3"3' 9"12.6 16.0 -16.0 ROOF
3 - Tapered (PSF)0 to 4' 3"0 to 1' 6"12.6 16.0 -16.0 ROOF
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, HIP BEAM-2
1 piece(s) 4 x 8 DF No.2
Page 83 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)540 @ 1' 10"7866 (3.50")Passed (7%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)174 @ 2' 6 13/16"3806 Passed (5%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-205 @ 1' 10"3722 Passed (6%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.002 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.003 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 4' 4 9/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 2.83/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"256 284 -284 540/-17 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"79 118 31/-142 198/-37 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger U46X SLD13 2.00"N/A 8-10dx1.5 4-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 4' 1 1/2"N/A 6.4 ----
1 - Tapered (PSF)0 to 4' 3"0 to 3'12.6 16.0 -16.0 ROOF
2 - Uniform (PSF)0 to 4' 3"3' 4"12.6 16.0 -16.0 ROOF
3 - Tapered (PSF)0 to 4' 3"0 to 1' 6"12.6 16.0 -16.0 ROOF
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, HIP BEAM-3
1 piece(s) 4 x 8 DF No.2
Page 84 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)2927 @ 2' 11"7656 (3.50")Passed (38%)--1.0 D + 1.0 Lr (All Spans) [1]
Shear (lbs)1219 @ 3' 10"4856 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Moment (Ft-lbs)-2679 @ 2' 11"5531 Passed (48%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Live Load Defl. (in)0.049 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans) [1]
Total Load Defl. (in)0.071 @ 0 0.292 Passed (2L/992)--1.0 D + 1.0 Lr (Alt Spans) [1]
Member Length : 9' 8 7/8"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (2L/240).
•A 1.5% decrease in the moment capacity has been added to account for lateral stability.
•-259 lbs uplift at support located at 2' 11". Strapping or other restraint may be required.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"1291 1636 -1723 2927/-259 Blocking
2 - Column - DF 1.75"1.75"1.50"345 504 251/-620 849/-165 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 9' 8 7/8"N/A 8.2 ----
1 - Uniform (PLF)0 to 9' 8" (Front)N/A 71.3 90.8 -91.5 Linked from: RR-1,
Support 2
2 - Uniform (PLF)0 to 9' 8" (Front)N/A 71.3 90.8 -90.8 Linked from: RR-2,
Support 2
3 - Point (lb)0 (Front)N/A 89 139 45/-170 Linked from: HIP
BEAM-1, Support 2
4 - Point (lb)0 (Front)N/A 82 124 35/-150 Linked from: HIP
BEAM-2, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RB-1
1 piece(s) 4 x 10 DF No.2
Page 85 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)1552 @ 1/4"3828 (1.75")Passed (41%)--1.0 D + 1.0 Lr (Alt Spans) [1]
Shear (lbs)1541 @ 9' 1 7/8"4856 Passed (32%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Moment (Ft-lbs)3593 @ 4' 8 1/16"5615 Passed (64%)1.25 1.0 D + 1.0 Lr (Alt Spans) [1]
Live Load Defl. (in)0.098 @ 4' 11 1/4"0.335 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) [1]
Total Load Defl. (in)0.170 @ 4' 10 13/16"0.503 Passed (L/711)--1.0 D + 1.0 Lr (Alt Spans) [1]
Member Length : 12' 2 7/8"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•-261 lbs uplift at support located at 10' 7/8". Strapping or other restraint may be required.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Column - DF 1.75"1.75"1.50"687 865 116/-921 1552/-140 Blocking
2 - Column - DF 3.50"3.50"1.50"1336 1686 -1771 3021/-261 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 12' 2 7/8"N/A 8.2 ----
1 - Uniform (PLF)0 to 12' 2" (Front)N/A 71.3 90.8 -91.5 Linked from: RR-1,
Support 2
2 - Uniform (PLF)5' 2" to 12' 2" (Front)N/A 71.3 90.8 -91.5 Linked from: RR-1,
Support 2
3 - Uniform (PLF)0 to 5' 2" (Front)N/A 71.3 90.8 -90.8 Linked from: RR-2,
Support 2
4 - Point (lb)12' 2" (Front)N/A 89 139 45/-170 Linked from: HIP
BEAM-1, Support 2
5 - Point (lb)12' 2" (Front)N/A 89 139 45/-170 Linked from: HIP
BEAM-1, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RB-2
1 piece(s) 4 x 10 DF No.2
Page 86 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)1332 @ 14'7656 (3.50")Passed (17%)--1.0 D + 1.0 Lr (All Spans) [1]
Shear (lbs)543 @ 13' 3"3806 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Moment (Ft-lbs)712 @ 11' 1 15/16"3737 Passed (19%)1.25 1.0 D + 1.0 Lr (Alt Spans) [1]
Live Load Defl. (in)0.049 @ 0 0.561 Passed (2L/999+)--1.0 D + 0.6 W (All Spans) [1]
Total Load Defl. (in)0.069 @ 0 0.842 Passed (2L/999+)--1.0 D + 0.6 W (All Spans) [1]
Member Length : 14' 10"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"380 359 51/-386 739/-4 Blocking
2 - Column - DF 3.50"3.50"1.50"557 775 -835 1332/-167 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 14' 10"N/A 6.4 ----
1 - Uniform (PLF)8' 5" to 14' 10" (Front)N/A 53.3 68.3 -69.0 Linked from: RR-4,
Support 2
2 - Uniform (PLF)8' 5" to 14' 10" (Front)N/A 53.3 68.3 -69.0 Linked from: RR-4,
Support 2
3 - Point (lb)14' 10" (Front)N/A 79 118 31/-142 Linked from: HIP
BEAM-3, Support 2
4 - Point (lb)14' 10" (Front)N/A 79 118 31/-142 Linked from: HIP
BEAM-3, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RB-3
1 piece(s) 4 x 8 DF No.2
Page 87 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)693 7787 Passed (9%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)693 7656 Passed (9%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -45.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments
1 - Point (lb)N/A 324 369 -369 Linked from: HIP BEAM-1,
Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (13' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-1
1 piece(s) 4 x 4 DF No.2
Page 88 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)585 7787 Passed (8%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)585 7656 Passed (8%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -33.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments
1 - Point (lb)N/A 276 309 -309 Linked from: HIP BEAM-2,
Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (13' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-2
1 piece(s) 4 x 4 DF No.2
Page 89 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)2927 7787 Passed (38%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)2927 7656 Passed (38%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -432.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments
1 - Point (lb)N/A 1291 1636 -1723 Linked from: RB-1, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-3
1 piece(s) 4 x 4 DF No.2
Page 90 of 213
Post Height: 4' 7"
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 16 50 Passed (31%)----
Compression (lbs)2401 16384 Passed (15%)1.25 1.0 D + 1.0 Lr [1]
Base Bearing (lbs)2401 363825 Passed (1%)--1.0 D + 1.0 Lr [1]
Bending/Compression N/A 1 Passed (N/A)--N/A
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -509.
•Applicable calculations are based on NDS.
Supports Type Material
Base Plate Steel
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Member Type : Free Standing Post
Building Code : IBC 2021
Design Methodology : ASD
Dead Roof Live Wind
Vertical Loads (0.90)(1.25)(1.60)Comments
1 - Point (lb)345 504 251/-620 Linked from: RB-1, Support 2
2 - Point (lb)687 865 116/-921 Linked from: RB-2, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-4
1 piece(s) 4 x 4 DF No.2
Page 91 of 213
Post Height: 4' 7"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 16 50 Passed (31%)----
Compression (lbs)3022 16384 Passed (18%)1.25 1.0 D + 1.0 Lr
Base Bearing (lbs)3022 363825 Passed (1%)--1.0 D + 1.0 Lr
Bending/Compression N/A 1 Passed (N/A)--N/A
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -435.
•Applicable calculations are based on NDS.
Supports Type Material
Base Plate Steel
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Member Type : Free Standing Post
Building Code : IBC 2021
Design Methodology : ASD
Dead Roof Live Wind
Vertical Load (0.90)(1.25)(1.60)Comments
1 - Point (lb)1336 1686 -1771 Linked from: RB-2, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-5
1 piece(s) 4 x 4 DF No.2
Page 92 of 213
Post Height: 4'
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 14 50 Passed (27%)----
Compression (lbs)739 18410 Passed (4%)1.25 1.0 D + 1.0 Lr [1]
Base Bearing (lbs)739 363825 Passed (0%)--1.0 D + 1.0 Lr [1]
Bending/Compression N/A 1 Passed (N/A)--N/A
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -6.
•Applicable calculations are based on NDS.
Supports Type Material
Base Plate Steel
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Member Type : Free Standing Post
Building Code : IBC 2021
Design Methodology : ASD
Dead Roof Live Wind
Vertical Load (0.90)(1.25)(1.60)Comments
1 - Point (lb)380 359 51/-386 Linked from: RB-3, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-6
1 piece(s) 4 x 4 DF No.2
Page 93 of 213
Post Height: 4'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 14 50 Passed (27%)----
Compression (lbs)1332 18410 Passed (7%)1.25 1.0 D + 1.0 Lr
Base Bearing (lbs)1332 363825 Passed (0%)--1.0 D + 1.0 Lr
Bending/Compression N/A 1 Passed (N/A)--N/A
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -278.
•Applicable calculations are based on NDS.
Supports Type Material
Base Plate Steel
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Member Type : Free Standing Post
Building Code : IBC 2021
Design Methodology : ASD
Dead Roof Live Wind
Vertical Load (0.90)(1.25)(1.60)Comments
1 - Point (lb)557 775 -835 Linked from: RB-3, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-7
1 piece(s) 4 x 4 DF No.2
Page 94 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)540 7787 Passed (7%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)540 7656 Passed (7%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -28.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments
1 - Point (lb)N/A 256 284 -284 Linked from: HIP BEAM-3,
Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (13' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
ROOF, C-8
1 piece(s) 4 x 4 DF No.2
Page 95 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1044 @ 11' 9"7656 (3.50")Passed (14%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1027 @ 10' 10 1/4"4856 Passed (21%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)3465 @ 8' 4"5541 Passed (63%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.093 @ 6' 6 7/16"0.386 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.179 @ 6' 5 11/16"0.579 Passed (L/777)--1.0 D + 1.0 Lr (All Spans)
Member Length : 11' 11"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 1.3% decrease in the moment capacity has been added to account for lateral stability.
•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 Live Roof Live Wind Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"264 159 229 -246 555 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"498 159 546 -589 1044/-54 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 11' 11"N/A 8.2 ------
1 - Uniform (PSF)0 to 11' 11" (Front)1' 4"6.0 20.0 --CLG
2 - Point (lb)8' 4" (Top)N/A 569 -775 -835 Linked from: C-7,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-1
1 piece(s) 4 x 10 DF No.2
Page 96 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)1639 @ 11' 9"7656 (3.50")Passed (21%)--1.0 D + 1.0 Lr (All Spans) [1]
Shear (lbs)1447 @ 10' 10 1/4"4856 Passed (30%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Moment (Ft-lbs)4521 @ 7' 2 3/4"5516 Passed (82%)1.25 1.0 D + 1.0 Lr (All Spans) [1]
Live Load Defl. (in)0.144 @ 6' 1 7/16"0.386 Passed (L/966)--1.0 D + 1.0 Lr (All Spans) [1]
Total Load Defl. (in)0.292 @ 6' 1 5/8"0.579 Passed (L/476)--1.0 D + 1.0 Lr (All Spans) [1]
Member Length : 11' 11"
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).
•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 Live Roof Live Wind Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"655 185 656 -664 1310/-5 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"837 247 803 -822 1639 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 11' 11"N/A 8.2 ------
1 - Uniform (PSF)0 to 11' 11" (Front)8"6.0 20.0 ----CLG
2 - Uniform (PSF)0 to 11' 11" (Front)8"6.0 20.0 ----CLG
3 - Point (lb)9' 1" (Front)N/A 39 114 ----Linked from:
CB-12, Support 1
4 - Point (lb)8' 4" (Top)N/A 392 --359 51/-386 Linked from: C-6,
Support 1
5 - Uniform (PLF)0 to 11' 11" (Top)N/A 72.8 --92.3 -92.3 Linked from: RR-2,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-2
1 piece(s) 4 x 10 DF No.2
Page 97 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1305 @ 2"7656 (3.50")Passed (17%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1120 @ 1' 3/4"3885 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3430 @ 5' 2 3/16"4432 Passed (77%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.153 @ 5' 8 5/8"0.376 Passed (L/883)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.213 @ 5' 8 1/2"0.565 Passed (L/637)--1.0 D + 1.0 L (All Spans)
Member Length : 11' 7 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).
•A 1.3% decrease in the moment capacity has been added to account for lateral stability.
•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 Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"366 938 1305 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"307 815 1122 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 11' 7 1/2"N/A 8.2 --
1 - Uniform (PSF)0 to 11' 7 1/2" (Front)8"6.0 20.0 CLG
2 - Uniform (PLF)0 to 2' 4" (Front)N/A 34.5 114.0 Linked from: CJ-5,
Support 2
3 - Uniform (PLF)2' 4" to 4' 2" (Front)N/A 24.8 81.8 Linked from: CJ-7,
Support 2
4 - Uniform (PLF)4' 2" to 11' 7 1/2" (Front)N/A 34.5 114.0 Linked from: CJ-5,
Support 2
5 - Point (lb)2' 4" (Front)N/A 74 166 Linked from:
CB-11, Support 2
6 - Point (lb)4' 2" (Front)N/A 74 166 Linked from:
CB-11, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
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
CLG, CB-3
1 piece(s) 4 x 10 DF No.2
Page 98 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1650 @ 1 1/2"3281 (1.50")Passed (50%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)1625 @ 8 3/4"3806 Passed (43%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)3415 @ 2' 3"3709 Passed (92%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.029 @ 2' 3 11/16"0.146 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.053 @ 2' 3 11/16"0.219 Passed (L/985)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 4 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).
•Top custom unbraced length is too long and has been reset to the member length of 4' 4 1/2"
•A 0.8% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"787 263 867 -911 1654/-74 See note ¹
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"749 263 819 -860 1567/-67 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 5" o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HHUS46 3.00"N/A 14-10d 6-10d
2 - Face Mount Hanger LUS48 2.00"N/A 6-SD9112 4-SD9212
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)1 1/2" to 4' 6"N/A 6.4 ------
1 - Uniform (PLF)0 to 4' 7 1/2" (Front)N/A 30.0 100.5 --Linked from: CJ-2,
Support 2
2 - Uniform (PSF)0 to 4' 7 1/2" (Front)8"6.0 20.0 --CLG
3 - Point (lb)2' 3" (Top)N/A 1350 -1686 -1771 Linked from: C-5,
Support 1
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
CLG, CB-4
1 piece(s) 4 x 8 DF No.2
Page 99 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)999 @ 1 1/2"3281 (1.50")Passed (30%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1585 @ 10' 11"3885 Passed (41%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3521 @ 7' 2 1/16"4432 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.149 @ 6' 3 3/8"0.390 Passed (L/941)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)0.250 @ 6' 3 15/16"0.584 Passed (L/562)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Length : 11' 10 1/4"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 1.3% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Hanger on 9 1/4" DF beam 1.50"Hanger¹1.50"356 660 133 -140 1016 See note ¹
2 - Column - DF 3.50"3.50"1.50"881 899 686 -720 2070 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LUS410 2.00"N/A 8-10dx1.5 6-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)1 1/2" to 11' 11 3/4"N/A 8.2 ------
1 - Uniform (PLF)0 to 11' 11 3/4" (Front)N/A 27.0 89.3 --Linked from: CJ-1,
Support 2
2 - Uniform (PSF)0 to 9' 11" (Front)8"6.0 20.0 --CLG
3 - Uniform (PLF)9' 11" to 11' 11
3/4" (Front)N/A 13.5 45.8 --Linked from: CJ-3,
Support 2
4 - Point (lb)9' 11" (Front)N/A 749 263 819 -860 Linked from: CB-4,
Support 2
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
CLG, CB-5
1 piece(s) 4 x 10 DF No.2
Page 100 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2124 @ 11' 11 1/2"7656 (3.50")Passed (28%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)1618 @ 11' 3/4"3885 Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3706 @ 7' 4 3/4"4432 Passed (84%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.161 @ 6' 4 11/16"0.393 Passed (L/880)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl. (in)0.271 @ 6' 5 5/16"0.590 Passed (L/522)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Member Length : 12' 1 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).
•A 1.3% decrease in the moment capacity has been added to account for lateral stability.
•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 Live Roof Live Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"376 673 150 -158 1049 Blocking
2 - Column - DF 3.50"3.50"1.50"908 905 717 -753 2124 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 12' 1 1/2"N/A 8.2 ------
1 - Uniform (PLF)0 to 12' 1 1/2" (Front)N/A 27.0 89.3 --Linked from: CJ-1,
Support 2
2 - Uniform (PSF)0 to 9' 11" (Front)8"6.0 20.0 --CLG
3 - Uniform (PLF)9' 11" to 12' 1 1/2" (Front)N/A 13.5 45.8 --Linked from: CJ-3,
Support 1
4 - Point (lb)9' 11" (Front)N/A 787 263 867 -911 Linked from: CB-4,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-6
1 piece(s) 4 x 10 DF No.2
Page 101 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)2569 @ 2"7656 (3.50")Passed (34%)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All
Spans) [1]
Shear (lbs)2331 @ 1' 3/4"4856 Passed (48%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1]
Moment (Ft-lbs)2992 @ 3' 10"4441 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) [1]
Live Load Defl. (in)0.045 @ 3' 4 9/16"0.226 Passed (L/999+)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All
Spans) [1]
Total Load Defl. (in)0.079 @ 3' 4 7/16"0.340 Passed (L/999+)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All
Spans) [1]
Member Length : 7' 1 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).
•Top custom unbraced length is too long and has been reset to the member length of 6' 9 1/2"
•A 1.1% decrease in the moment capacity has been added to account for lateral stability.
•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 Live Roof Live Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"1123 647 1145 226/-1284 2569/-96 Blocking
2 - Column - DF 3.50"3.50"1.50"494 538 357 1/-397 1166 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 10" o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 7' 1 1/2"N/A 8.2 ------
1 - Uniform (PLF)0 to 3' 10" (Front)N/A 30.0 100.5 --Linked from: CJ-2,
Support 1
2 - Uniform (PSF)0 to 7' 1 1/2" (Front)8"6.0 20.0 --CLG
3 - Uniform (PSF)3' 10" to 7' 1 1/2" (Front)8"6.0 20.0 --CLG
4 - Point (lb)3' 10" (Front)N/A 356 660 133 -140 Linked from: CB-5,
Support 1
5 - Point (lb)1' 7" (Top)N/A 1046 -1369 367/-1541 Linked from: C-4,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-7
1 piece(s) 4 x 10 DF No.2
Page 102 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1133 @ 2"7656 (3.50")Passed (15%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)816 @ 3' 10 3/4"3806 Passed (21%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)773 @ 2' 7 1/4"3708 Passed (21%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.006 @ 2' 5 1/8"0.149 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.017 @ 2' 5"0.223 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 4' 9 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).
•A 0.8% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Column - DF 3.50"3.50"1.50"655 478 -478 1133 Blocking
2 - Column - DF 3.50"3.50"1.50"622 443 -443 1066 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 9 1/2" o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Roof Live Wind
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 4' 9 1/2"N/A 6.4 ----
1 - Point (lb)7" (Top)N/A 348 369 -369 Linked from: C-1,
Support 1
2 - Point (lb)4' (Top)N/A 348 369 -369 Linked from: C-1,
Support 1
3 - Uniform (PLF)0 to 4' 9 1/2" (Front)N/A 30.0 38.3 -38.3 Linked from: RR-5,
Support 1
4 - Uniform (PSF)0 to 4' 9 1/2" (Top)5'17.0 --WALL
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-8
1 piece(s) 4 x 8 DF No.2
Page 103 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)17 @ 1 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)7 @ 7"1980 Passed (0%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)7 @ 11"1466 Passed (0%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.000 @ 1 1/2"0.053 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.000 @ 1 1/2"0.079 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 1' 7"
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).
•Top custom unbraced length is too long and has been reset to the member length of 1' 7"
•A 0.6% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"7 12 19 See note ¹
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"7 12 19 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)1' 7" o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/2" to 1' 8 1/2"N/A 4.2 --
1 - Uniform (PSF)0 to 1' 10" (Front)8"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-9
2 piece(s) 2 x 6 DF No.2
Page 104 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)88 @ 1 1/2"2813 (1.50")Passed (3%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)37 @ 7"1980 Passed (2%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)35 @ 11"1466 Passed (2%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.000 @ 11"0.053 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.000 @ 11"0.079 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 1' 7"
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).
•Top custom unbraced length is too long and has been reset to the member length of 1' 7"
•A 0.6% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"26 75 101 See note ¹
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"26 75 101 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)1' 7" o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/2" to 1' 8 1/2"N/A 4.2 --
1 - Uniform (PLF)0 to 1' 10" (Front)N/A 24.8 81.8 Linked from: CJ-7,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-10
2 piece(s) 2 x 6 DF No.2
Page 105 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)236 @ 11' 3 1/4"2813 (1.50")Passed (8%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)245 @ 9"1980 Passed (12%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)719 @ 5' 2 1/4"1419 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.167 @ 5' 7 7/16"0.370 Passed (L/798)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.241 @ 5' 7 1/2"0.555 Passed (L/553)--1.0 D + 1.0 L (All Spans)
Member Length : 11' 3 1/4"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 3.8% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"85 183 268 Blocking
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"74 166 241 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 11' 3 1/4"N/A 4.2 --
1 - Point (lb)7" (Front)N/A 7 12 Linked from: CB-9,
Support 2
2 - Point (lb)3' 1" (Front)N/A 26 75 Linked from:
CB-10, Support 2
3 - Uniform (PSF)3' 1" to 11' 4 3/4" (Front)8"6.0 20.0 CLG
4 - Uniform (PSF)0 to 11' 4 3/4" (Front)8"6.0 20.0 CLG
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
CLG, CB-11
2 piece(s) 2 x 6 DF No.2
Page 106 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)139 @ 1 1/2"2813 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)82 @ 7"1980 Passed (4%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)78 @ 1' 3"1463 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.001 @ 1' 3"0.075 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.001 @ 1' 3"0.112 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 2' 3"
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).
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"39 114 154 See note ¹
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"39 114 154 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/2" to 2' 4 1/2"N/A 4.2 --
1 - Uniform (PLF)0 to 2' 6" (Front)N/A 27.8 91.5 Linked from: CJ-9,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
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
CLG, CB-12
2 piece(s) 2 x 6 DF No.2
Page 107 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)303 @ 11' 5 3/4"2813 (1.50")Passed (11%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)291 @ 10' 10 3/4"1980 Passed (15%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)790 @ 6' 6 1/2"1419 Passed (56%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.193 @ 5' 11 3/4"0.377 Passed (L/702)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.277 @ 5' 11 11/16"0.566 Passed (L/490)--1.0 D + 1.0 L (All Spans)
Member Length : 11' 5 3/4"
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).
•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 Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"78 176 254 Blocking
2 - Stud wall - DF 1.50"1.50"1.50"91 212 303 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 11' 5 3/4"N/A 4.2 --
1 - Uniform (PSF)0 to 9' 1" (Front)8"6.0 20.0 CLG
2 - Uniform (PSF)0 to 11' 5 3/4" (Front)8"6.0 20.0 CLG
3 - Point (lb)9' 1" (Front)N/A 39 114 Linked from:
CB-12, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CB-13
2 piece(s) 2 x 6 DF No.2
Page 108 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1133 7787 Passed (15%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)1133 7656 Passed (15%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Roof Live Wind
Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments
1 - Point (lb)N/A 655 478 -478 Linked from: CB-8, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-9
1 piece(s) 4 x 4 DF No.2
Page 109 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)2125 7787 Passed (27%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)2125 7656 Passed (28%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.12 1 Passed (12%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 908 905 717 -753 Linked from: CB-6, Support 2
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-10
1 piece(s) 4 x 4 DF No.2
Page 110 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)2070 7787 Passed (27%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)2070 7656 Passed (27%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.12 1 Passed (12%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 881 899 686 -720 Linked from: CB-5, Support 2
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-11
1 piece(s) 4 x 4 DF No.2
Page 111 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1049 7551 Passed (14%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)1049 7656 Passed (14%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 376 673 150 -158 Linked from: CB-6, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-12
1 piece(s) 4 x 4 DF No.2
Page 112 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 26 50 Passed (52%)----
Compression (lbs)2569 7978 Passed (32%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1]
Plate Bearing (lbs)2569 7656 Passed (34%)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1]
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -161.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 1123 647 1145 226/-1284 Linked from: CB-7, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-13
1 piece(s) 4 x 4 DF No.2
Page 113 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination [Load Group]
Slenderness 26 50 Passed (52%)----
Compression (lbs)1165 7787 Passed (15%)1.25 1.0 D + 0.75 L + 0.75 Lr [1]
Plate Bearing (lbs)1166 7656 Passed (15%)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1]
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 494 538 357 1/-397 Linked from: CB-7, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-14
1 piece(s) 4 x 4 DF No.2
Page 114 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1122 7551 Passed (15%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)1122 7656 Passed (15%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live
Vertical Load Tributary Width (0.90)(1.00)Comments
1 - Point (lb)N/A 307 815 Linked from: CB-3, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-15
1 piece(s) 4 x 4 DF No.2
Page 115 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1640 7787 Passed (21%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)1640 7656 Passed (21%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Wall deflection criteria: TL (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 837 247 803 -822 Linked from: CB-2, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-16
1 piece(s) 4 x 4 DF No.2
Page 116 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1582 7787 Passed (20%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)1582 7656 Passed (21%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Wall deflection criteria: TL (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Loads Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 498 159 546 -589 Linked from: CB-1, Support 2
2 - Point (lb)N/A 194 482 ----Linked from: HDR-10, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-17
1 piece(s) 4 x 4 DF No.2
Page 117 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1311 7787 Passed (17%)1.25 1.0 D + 1.0 Lr
Plate Bearing (lbs)1311 7656 Passed (17%)--1.0 D + 1.0 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
•Wall deflection criteria: TL (L/360)
•Input axial load eccentricity for the design is zero
•Member connection at both ends must be checked against an uplift of -9.
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 655 185 656 -664 Linked from: CB-2, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-18
1 piece(s) 4 x 4 DF No.2
Page 118 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 26 50 Passed (52%)----
Compression (lbs)1304 7551 Passed (17%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)1304 7656 Passed (17%)--1.0 D + 1.0 L
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
7' 7 1/2"
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live
Vertical Load Tributary Width (0.90)(1.00)Comments
1 - Point (lb)N/A 366 938 Linked from: CB-3, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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' 4"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, C-19
1 piece(s) 4 x 4 DF No.2
Page 119 of 213
S Van Ness Ave
Appendix F : Header, Jack and King Stud Design
Page 120 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)364 @ 0 3281 (1.50")Passed (11%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)251 @ 8 3/4"3045 Passed (8%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)530 @ 3' 3 1/2"2964 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Vert Live Load Defl. (in)0.006 @ 3' 3 1/2"0.165 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.026 @ 3' 3 1/2"0.219 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)174 @ 6' 7"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)152 @ 5"4872 Passed (3%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)286 @ mid-span 2425 Passed (12%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.038 @ mid-span 0.219 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.20 1.00 Passed (20%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Member Length : 6' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/360).
•Lateral deflection criteria: Wind (L/360)
•A 0.9% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"278 44 70 -70 364 None
2 - Trimmer - DF 1.50"1.50"1.50"278 44 70 -70 364 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 6' 7"N/A 6.4 ------
1 - Uniform (PSF)0 to 6' 7"1' 4"12.0 -16.0 -16.0 ROOF
2 - Uniform (PSF)0 to 6' 7"8"6.0 20.0 --CLG
3 - Uniform (PSF)0 to 6' 7"3' 5"17.0 ---WALL
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi
(+/- 0.18), Effective Wind Area determined using full member span and trib. width.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 5' 5"16.3 (4'/2)+3'5"
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
CLG, HDR-1
1 piece(s) 4 x 8 DF No.2
Page 121 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)364 2309 Passed (16%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)364 3281 Passed (11%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 278 44 70 -70 Linked from: HDR-1, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-1
1 piece(s) 2 x 4 DF No.2
Page 122 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 4' 2"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)156 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)144 1008 Passed (14%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)298 @ mid-span 532 Passed (56%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.25 @ mid-span 0.25 Passed (L/360)--1.0 D + 0.6 W
Bending/Compression 0.56 1 Passed (56%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 4' 2"16.4
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-1
1 piece(s) 2 x 4 DF No.2
Page 123 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)174 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)112 @ 7"2310 Passed (5%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)142 @ 1' 7 1/2"1715 Passed (8%)1.00 1.0 D + 1.0 L (All Spans)
Vert Live Load Defl. (in)0.000 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Vert Total Load Defl. (in)0.003 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Lat Member Reaction (lbs)137 @ 3' 3"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)102 @ 5"3696 Passed (3%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)111 @ mid-span 1839 Passed (6%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.005 @ mid-span 0.108 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.11 1.00 Passed (11%)1.60 1.0 D + 0.6 W
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Lateral deflection criteria: Wind (L/360)
•A 0.3% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"153 22 174 None
2 - Trimmer - DF 1.50"1.50"1.50"153 22 174 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 4.9 --
1 - Uniform (PSF)0 to 3' 3"8"6.0 20.0 CLG
2 - Uniform (PSF)0 to 3' 3"5'17.0 -WALL
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 8' 6"16.5 (7'/2)+5'
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
CLG, HDR-2
1 piece(s) 4 x 6 DF No.2
Page 124 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)175 2269 Passed (8%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)175 3281 Passed (5%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live
Vertical Load Tributary Width (0.90)(1.00)Comments
1 - Point (lb)N/A 153 22 Linked from: HDR-2, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-2
1 piece(s) 2 x 4 DF No.2
Page 125 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2' 6"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)97 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)89 1008 Passed (9%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)184 @ mid-span 532 Passed (35%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.16 @ mid-span 0.25 Passed (L/581)--1.0 D + 0.6 W
Bending/Compression 0.35 1 Passed (35%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 2' 6"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-2
1 piece(s) 2 x 4 DF No.2
Page 126 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)309 @ 0 3281 (1.50")Passed (9%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)217 @ 7"2310 Passed (9%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)387 @ 2' 10"1711 Passed (23%)1.00 1.0 D + 1.0 L (All Spans)
Vert Live Load Defl. (in)0.008 @ 2' 10"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.033 @ 2' 10"0.189 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)151 @ 5' 8"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)129 @ 5"3696 Passed (3%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)214 @ mid-span 1839 Passed (12%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.028 @ mid-span 0.189 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.23 1.00 Passed (23%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Member Length : 5' 8"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/360).
•Lateral deflection criteria: Wind (L/360)
•A 0.5% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"235 38 60 -60 309 None
2 - Trimmer - DF 1.50"1.50"1.50"235 38 60 -60 309 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 5' 8"N/A 4.9 ------
1 - Uniform (PSF)0 to 5' 8"1' 4"12.0 -16.0 -16.0 ROOF
2 - Uniform (PSF)0 to 5' 8"8"6.0 20.0 --CLG
3 - Uniform (PSF)0 to 5' 8"3' 5"17.0 ---WALL
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi
(+/- 0.18), Effective Wind Area determined using full member span and trib. width.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 5' 5"16.4 (4'/2)+3'5"
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
CLG, HDR-3
1 piece(s) 4 x 6 DF No.2
Page 127 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)309 2309 Passed (13%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)309 3281 Passed (9%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 235 38 60 -60 Linked from: HDR-3, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-3
1 piece(s) 2 x 4 DF No.2
Page 128 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3' 6"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)133 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)123 1008 Passed (12%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)253 @ mid-span 532 Passed (48%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.22 @ mid-span 0.25 Passed (L/423)--1.0 D + 0.6 W
Bending/Compression 0.48 1 Passed (48%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 3' 6"16.6
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-3
1 piece(s) 2 x 4 DF No.2
Page 129 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)462 @ 0 3281 (1.50")Passed (14%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)296 @ 7"2888 Passed (10%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft-lbs)375 @ 1' 7 1/2"2142 Passed (18%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.009 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)52 @ 3' 3"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)38 @ 5"3696 Passed (1%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)42 @ mid-span 1839 Passed (2%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.002 @ mid-span 0.108 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.13 1.00 Passed (13%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Lateral deflection criteria: Wind (L/360)
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"218 147 177 -177 462 None
2 - Trimmer - DF 1.50"1.50"1.50"218 147 177 -177 462 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 4.9 ------
1 - Uniform (PSF)0 to 3' 3"1'17.0 ---WALL
2 - Uniform (PLF)0 to 3' 3"N/A 27.0 90.8 --Linked from: CJ-1,
Support 1
3 - Uniform (PLF)0 to 3' 3"N/A 85.5 -108.8 -108.8 Linked from: RR-1,
Support 1
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 3'17.6 (4'/2)+1'
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
CLG, HDR-4
1 piece(s) 4 x 6 DF No.2
Page 130 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)461 2309 Passed (20%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)461 3281 Passed (14%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 218 147 177 -177 Linked from: HDR-4, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-4
1 piece(s) 2 x 4 DF No.2
Page 131 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2' 6"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)97 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)89 1008 Passed (9%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)184 @ mid-span 532 Passed (35%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.16 @ mid-span 0.25 Passed (L/581)--1.0 D + 0.6 W
Bending/Compression 0.35 1 Passed (35%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 2' 6"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-4
1 piece(s) 2 x 4 DF No.2
Page 132 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)246 @ 0 3281 (1.50")Passed (7%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)118 @ 7"2888 Passed (4%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Moment (Ft-lbs)138 @ 1' 1 1/2"2145 Passed (6%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.002 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)30 @ 2' 3"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)19 @ 5"3696 Passed (1%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)17 @ mid-span 1839 Passed (1%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.000 @ mid-span 0.075 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.05 1.00 Passed (5%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Lateral deflection criteria: Wind (L/360)
•A 0.3% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"122 68 98 -98 246 None
2 - Trimmer - DF 1.50"1.50"1.50"122 68 98 -98 246 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 4.9 ------
1 - Uniform (PSF)0 to 2' 3"1'17.0 ---WALL
2 - Uniform (PLF)0 to 2' 3"N/A 68.3 -87.0 -87.0 Linked from: RR-4,
Support 1
3 - Uniform (PLF)0 to 2' 3"N/A 18.0 60.0 --Linked from: CJ-8,
Support 2
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 2' 6"17.6 (3'/2)+1'
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
CLG, HDR-5
1 piece(s) 4 x 6 DF No.2
Page 133 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)247 2309 Passed (11%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)247 3281 Passed (8%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 122 68 98 -98 Linked from: HDR-5, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-5
1 piece(s) 2 x 4 DF No.2
Page 134 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)77 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)71 1008 Passed (7%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)147 @ mid-span 532 Passed (28%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.13 @ mid-span 0.25 Passed (L/726)--1.0 D + 0.6 W
Bending/Compression 0.28 1 Passed (28%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 2'16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-5
1 piece(s) 2 x 4 DF No.2
Page 135 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1389 @ 6' 7"3281 (1.50")Passed (42%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)996 @ 5' 10 1/4"3045 Passed (33%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1754 @ 3' 6 1/16"2964 Passed (59%)1.00 1.0 D + 1.0 L (All Spans)
Vert Live Load Defl. (in)0.050 @ 3' 4 1/4"0.165 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.091 @ 3' 4 3/8"0.219 Passed (L/871)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)100 @ 6' 7"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)87 @ 5"4872 Passed (2%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)165 @ mid-span 2425 Passed (7%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.022 @ mid-span 0.219 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.42 1.00 Passed (42%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Member Length : 6' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/360).
•Wall deflection criteria: TL (L/360)
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"489 458 336 -339 1085 None
2 - Trimmer - DF 1.50"1.50"1.50"635 539 466 -479 1389 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 6' 7"N/A 6.4 ------
1 - Uniform (PSF)0 to 6' 7"1'17.0 ------WALL
2 - Uniform (PLF)2' 1" to 6' 7"N/A 35.3 117.0 ----Linked from: CJ-6,
Support 1
3 - Uniform (PLF)0 to 2' 1"N/A 28.5 94.5 ----Linked from: CJ-9,
Support 1
4 - Point (lb)2' 1"N/A 39 114 ----Linked from:
CB-13, Support 1
5 - Uniform (PLF)0 to 6' 7"N/A 68.3 --87.0 -87.0 Linked from: RR-4,
Support 1
6 - Point (lb)5' 2"N/A 264 159 229 -246 Linked from: CB-1,
Support 1
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
CLG, HDR-6
1 piece(s) 4 x 8 DF No.2
Page 136 of 213
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 3'16.9 (4'/2)+1'
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Page 137 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)1389 2309 Passed (60%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)1389 3281 Passed (42%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Wall deflection criteria: TL (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 635 539 466 -479 Linked from: HDR-6, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-6
1 piece(s) 2 x 4 DF No.2
Page 138 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 4' 2"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)156 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)144 1008 Passed (14%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)298 @ mid-span 532 Passed (56%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.25 @ mid-span 0.25 Passed (L/360)--1.0 D + 0.6 W
Bending/Compression 0.56 1 Passed (56%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 4' 2"16.4
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-6
1 piece(s) 2 x 4 DF No.2
Page 139 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)146 @ 0 3281 (1.50")Passed (4%)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)64 @ 7"2310 Passed (3%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)74 @ 1' 1 1/2"1717 Passed (4%)1.00 1.0 D + 1.0 L (All Spans)
Vert Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Vert Total Load Defl. (in)0.001 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans)
Lat Member Reaction (lbs)72 @ 2' 3"N/A Passed (N/A)1.60 1.0 D + 0.6 W
Lat Shear (lbs)45 @ 5"3696 Passed (1%)1.60 1.0 D + 0.6 W
Lat Moment (Ft-lbs)40 @ mid-span 1839 Passed (2%)1.60 1.0 D + 0.6 W
Lat Deflection (in)0.001 @ mid-span 0.075 Passed (L/999+)--1.0 D + 0.6 W
Bi-Axial Bending 0.04 1.00 Passed (4%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr
Member Length : 2' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Lateral deflection criteria: Wind (L/360)
•A 0.2% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"117 15 24 -24 146 None
2 - Trimmer - DF 1.50"1.50"1.50"117 15 24 -24 146 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Lateral Connections
Supports Stud Size Stud Material Connector Type/Model Quantity Nailing
Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2
Dead Floor Live Roof Live Wind
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.25)(1.60)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 4.9 ------
1 - Uniform (PSF)0 to 2' 3"4' 8"17.0 ---WALL
2 - Uniform (PSF)0 to 2' 3"8"6.0 20.0 --CLG
3 - Uniform (PSF)0 to 2' 3"1' 4"12.0 -16.0 -16.0 ROOF
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi
(+/- 0.18), Effective Wind Area determined using full member span and trib. width.
Wind
Lateral Load Location Tributary Width (1.60)Comments
1 - Uniform (PSF)Full Length 6' 2"17.3 (3'/2)+4'8"
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
CLG, HDR-7
1 piece(s) 4 x 6 DF No.2
Page 140 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)146 2309 Passed (6%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)146 3281 Passed (4%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live Roof Live Wind
Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 117 15 24 -24 Linked from: HDR-7, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-7
1 piece(s) 2 x 4 DF No.2
Page 141 of 213
Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)0 2342 Passed (0%)1.60 1.0 D + 0.6 W
Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W
Lateral Reaction (lbs)77 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)71 1008 Passed (7%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)147 @ mid-span 532 Passed (28%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.13 @ mid-span 0.25 Passed (L/726)--1.0 D + 0.6 W
Bending/Compression 0.28 1 Passed (28%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
Vertical Load Tributary Width (0.90)Comments
1 - Point (lb)N/A -
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 2'16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, KING-7
1 piece(s) 2 x 4 DF No.2
Page 142 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)732 @ 0 3281 (1.50")Passed (22%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)638 @ 3' 10"2310 Passed (28%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)865 @ 1' 11"1713 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.026 @ 2' 2 5/16"0.147 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.037 @ 2' 2 5/16"0.221 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 4' 5"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.4% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"210 522 732 None
2 - Trimmer - DF 1.50"1.50"1.50"221 500 721 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 4' 5"N/A 4.9 --
1 - Uniform (PSF)0 to 4' 5"1'10.0 -WALL
2 - Uniform (PLF)0 to 4' 5"N/A 29.3 98.3 Linked from: CJ-4,
Support 2
3 - Uniform (PLF)0 to 1' 11"N/A 34.5 115.5 Linked from: CJ-5,
Support 1
4 - Point (lb)1' 11"N/A 85 183 Linked from:
CB-11, Support 1
5 - Point (lb)3' 9"N/A 85 183 Linked from:
CB-11, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, HDR-8
1 piece(s) 4 x 6 DF No.2
Page 143 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)721 2269 Passed (32%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)721 3281 Passed (22%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live
Vertical Load Tributary Width (0.90)(1.00)Comments
1 - Point (lb)N/A 221 500 Linked from: HDR-8, Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-8
1 piece(s) 2 x 4 DF No.2
Page 144 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)414 @ 0 3281 (1.50")Passed (13%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)244 @ 7"2310 Passed (11%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)293 @ 1' 5"1716 Passed (17%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.004 @ 1' 5"0.094 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.005 @ 1' 5"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 2' 10"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•A 0.3% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"111 303 414 None
2 - Trimmer - DF 1.50"1.50"1.50"111 303 414 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 2' 10"N/A 4.9 --
1 - Uniform (PSF)0 to 2' 10"1'10.0 -WALL
2 - Uniform (PLF)0 to 2' 10"N/A 29.3 98.3 Linked from: CJ-4,
Support 2
3 - Uniform (PLF)0 to 2' 10"N/A 34.5 115.5 Linked from: CJ-5,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, HDR-9
1 piece(s) 4 x 6 DF No.2
Page 145 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)414 2269 Passed (18%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)414 3281 Passed (13%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live
Vertical Load Tributary Width (0.90)(1.00)Comments
1 - Point (lb)N/A 111 303 Linked from: HDR-9, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-9
1 piece(s) 2 x 4 DF No.2
Page 146 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)676 @ 5' 2"3281 (1.50")Passed (21%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)537 @ 4' 7"2310 Passed (23%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)957 @ 2' 4"1712 Passed (56%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.040 @ 2' 7 1/16"0.172 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.057 @ 2' 7"0.258 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 5' 2"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories
1 - Trimmer - DF 1.50"1.50"1.50"172 390 562 None
2 - Trimmer - DF 1.50"1.50"1.50"194 482 676 None
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)End Bearing Points
Bottom Edge (Lu)End Bearing Points
Dead Floor Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 2"N/A 4.9 --
1 - Uniform (PSF)0 to 5' 2"1'10.0 --WALL
2 - Uniform (PLF)2' to 5' 2"N/A 34.5 114.0 Linked from: CJ-6,
Support 2
3 - Point (lb)2'N/A 91 212 Linked from:
CB-13, Support 2
4 - Uniform (PLF)0 to 5' 2"N/A 17.3 57.8 Linked from: CJ-8,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, HDR-10
1 piece(s) 4 x 6 DF No.2
Page 147 of 213
Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1'
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)562 2269 Passed (25%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)562 3281 Passed (17%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Wall deflection criteria: TL (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Column
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live
Vertical Load Tributary Width (0.90)(1.00)Comments
1 - Point (lb)N/A 172 390 Linked from: HDR-10, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, JACK-10
1 piece(s) 2 x 4 DF No.2
Page 148 of 213
S Van Ness Ave
Appendix G : Joist Design
Page 149 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)211 @ 12' 3 1/2"1406 (1.50")Passed (15%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)189 @ 11' 8 5/8"1631 Passed (12%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)584 @ 6' 9 1/8"1700 Passed (34%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.107 @ 6' 8 3/4"0.392 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.190 @ 6' 8 13/16"0.587 Passed (L/743)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 13' 1 7/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"114 145 -145 259/-18 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"95 121 -122 216/-16 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live Wind
Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments
1 - Uniform (PSF)0 to 12' 5"16"12.0 16.0 -16.0 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 ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR-1
1 piece(s) 2 x 8 DF No.2 @ 16" OC
Page 150 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)212 @ 11' 3 1/2"1406 (1.50")Passed (15%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)190 @ 10' 8 5/8"1631 Passed (12%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)587 @ 5' 9"1700 Passed (35%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.106 @ 5' 9"0.389 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.189 @ 5' 9"0.584 Passed (L/741)--1.0 D + 1.0 Lr (All Spans)
Member Length : 12' 1 1/4"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/360) and TL (L/240).
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"97 123 -123 220/-15 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"95 121 -121 216/-15 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live Wind
Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments
1 - Uniform (PSF)0 to 11' 5"16"12.0 16.0 -16.0 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 ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR-2
1 piece(s) 2 x 8 DF No.2 @ 16" OC
Page 151 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)154 @ 8' 3 1/2"1406 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)132 @ 7' 8 5/8"1631 Passed (8%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)312 @ 4' 3"1700 Passed (18%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.030 @ 4' 3"0.284 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Total Load Defl. (in)0.053 @ 4' 3"0.426 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans)
Member Length : 8' 11 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/360) and TL (L/240).
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"72 91 -91 162/-11 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"70 89 -89 159/-11 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live Wind
Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments
1 - Uniform (PSF)0 to 8' 5"16"12.0 16.0 -16.0 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 ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR-3
1 piece(s) 2 x 8 DF No.2 @ 16" OC
Page 152 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)158 @ 9' 6 1/2"1406 (1.50")Passed (11%)--1.0 D + 1.0 Lr (Alt Spans)
Shear (lbs)136 @ 8' 11 5/8"1631 Passed (8%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Moment (Ft-lbs)328 @ 5' 4 13/16"1700 Passed (19%)1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)0.034 @ 5' 4 1/4"0.295 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.060 @ 5' 4 5/16"0.442 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 10' 3 1/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"91 116 -116 207/-15 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"71 91 -92 163/-12 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live Wind
Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments
1 - Uniform (PSF)0 to 9' 8"16"12.0 16.0 -16.0 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 ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR-4
1 piece(s) 2 x 8 DF No.2 @ 16" OC
Page 153 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)91 @ 1' 1 3/4"3459 (3.50")Passed (3%)--1.0 D + 1.0 Lr (All Spans)
Shear (lbs)20 @ 1' 10 3/8"1631 Passed (1%)1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft-lbs)-25 @ 1' 1 3/4"1662 Passed (2%)1.25 1.0 D + 1.0 Lr (All Spans)
Live Load Defl. (in)0.000 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)0.000 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans)
Member Length : 3' 2 13/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•A 2.3% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Wind Factored Accessories
1 - Beveled Plate - DF 3.50"3.50"1.50"40 51 -51 91/-6 Blocking
2 - Hanger on 7 1/4" DF beam 1.50"Hanger¹1.50"10 17 5/-21 27/-7 See note ¹
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)Continuous
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Roof Live Wind
Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments
1 - Uniform (PSF)0 to 3'16"12.0 16.0 -16.0 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 ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
ROOF, RR-5
1 piece(s) 2 x 8 DF No.2 @ 16" OC
Page 154 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)150 @ 8' 10 1/4"1406 (1.50")Passed (11%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)134 @ 8' 4 3/4"990 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)324 @ 4' 6 3/8"672 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.101 @ 4' 6 3/8"0.288 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.131 @ 4' 6 3/8"0.432 Passed (L/792)--1.0 D + 1.0 L (All Spans)
Member Length : 8' 10 1/4"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•A 8.9% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"36 121 157 Blocking
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"36 119 154 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• 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 8' 11 3/4"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 155 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)170 @ 1 1/2"1406 (1.50")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)154 @ 7"990 Passed (16%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)417 @ 5' 3/8"672 Passed (62%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.167 @ 5' 3/8"0.327 Passed (L/704)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.217 @ 5' 3/8"0.491 Passed (L/542)--1.0 D + 1.0 L (All Spans)
Member Length : 9' 9 3/4"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•A 8.9% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"40 134 174 See note ¹
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"40 134 174 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• 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 10' 3/4"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-2
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 156 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)75 @ 1 1/2"1406 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)59 @ 7"990 Passed (6%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)81 @ 2' 3 3/8"713 Passed (11%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.006 @ 2' 3 3/8"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.008 @ 2' 3 3/8"0.216 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 4' 3 3/4"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•A 3.2% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"18 61 79 See note ¹
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"18 61 79 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 3 3/4" o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• 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 4' 6 3/4"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-3
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 157 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)170 @ 2 1/2"3281 (3.50")Passed (5%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)144 @ 9"990 Passed (15%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)381 @ 4' 10 3/4"672 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.139 @ 4' 10 3/4"0.313 Passed (L/808)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.181 @ 4' 10 3/4"0.469 Passed (L/621)--1.0 D + 1.0 L (All Spans)
Member Length : 9' 9 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/360) and TL (L/240).
•A 8.9% decrease in the moment capacity has been added to account for lateral stability.
•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"39 131 170 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"39 131 170 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• 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 9' 9 1/2"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-4
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 158 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)193 @ 11' 4 1/4"1406 (1.50")Passed (14%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)177 @ 10' 10 3/4"990 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)538 @ 5' 9 3/8"672 Passed (80%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.278 @ 5' 9 3/8"0.372 Passed (L/481)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.362 @ 5' 9 3/8"0.557 Passed (L/370)--1.0 D + 1.0 L (All Spans)
Member Length : 11' 4 1/4"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•A 8.9% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Stud wall - DF 3.50"3.50"1.50"46 154 200 Blocking
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"46 152 198 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• 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 11' 5 3/4"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-5
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 159 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)198 @ 11' 5 7/8"1641 (1.75")Passed (12%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)177 @ 9"990 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)551 @ 5' 10 3/16"672 Passed (82%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.292 @ 5' 10 3/16"0.376 Passed (L/464)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.380 @ 5' 10 3/16"0.564 Passed (L/357)--1.0 D + 1.0 L (All Spans)
Member Length : 11' 6 5/8"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•A 8.9% decrease in the moment capacity has been added to account for lateral stability.
•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"47 156 203 Blocking
2 - Stud wall - DF 1.75"1.75"1.50"46 152 198 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• 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 11' 6 5/8"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-6
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 160 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)137 @ 1 1/2"1406 (1.50")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)121 @ 7"990 Passed (12%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)272 @ 4' 1"673 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.071 @ 4' 1"0.264 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.092 @ 4' 1"0.396 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 7' 11"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Top custom unbraced length is too long and has been reset to the member length of 7' 11"
•A 8.7% decrease in the moment capacity has been added to account for lateral stability.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor/Ceiling
Live Factored Accessories
1 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"33 109 142 See note ¹
2 - Hanger on 5 1/2" DF beam 1.50"Hanger¹1.50"33 109 142 See note ¹
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 11" o/c
Bottom Edge (Lu)End Bearing Points
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
• 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 8' 2"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-7
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 161 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)99 @ 3/4"1641 (1.75")Passed (6%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)79 @ 7 1/4"990 Passed (8%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)137 @ 2' 10 7/16"703 Passed (19%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.018 @ 2' 10 7/16"0.187 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.023 @ 2' 10 7/16"0.281 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 5' 10 5/8"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Top custom unbraced length is too long and has been reset to the member length of 5' 7 3/8"
•A 4.7% decrease in the moment capacity has been added to account for lateral stability.
•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 1.75"1.75"1.50"23 77 99 Blocking
2 - Stud wall - DF 3.50"3.50"1.50"24 80 105 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 7" o/c
Bottom Edge (Lu)End Bearing Points
• 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 5' 10 5/8"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-8
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 162 of 213
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)159 @ 9' 2 7/8"1641 (1.75")Passed (10%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)138 @ 9"990 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)353 @ 4' 8 11/16"672 Passed (53%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.120 @ 4' 8 11/16"0.301 Passed (L/903)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.156 @ 4' 8 11/16"0.452 Passed (L/695)--1.0 D + 1.0 L (All Spans)
Member Length : 9' 3 5/8"
System : Ceiling
Member Type : Attic Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•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"38 126 164 Blocking
2 - Stud wall - DF 1.75"1.75"1.50"37 122 159 Blocking
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' o/c
Bottom Edge (Lu)End Bearing Points
• 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 9' 3 5/8"16"6.0 20.0 CLG
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
CLG, CJ-9
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Page 163 of 213
S Van Ness Ave
Appendix H : Stud Wall Design
Page 164 of 213
Wall Height: 8'Member Height: 7' 7 1/2"O. C. Spacing: 16.00"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)350 2309 Passed (15%)1.25 1.0 D + 0.75 L + 0.75 Lr
Plate Bearing (lbs)350 4102 Passed (9%)--1.0 D + 0.75 L + 0.75 Lr
Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W
Lateral Shear (lbs)48 1008 Passed (5%)1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs)98 @ mid-span 607 Passed (16%)1.60 1.0 D + 0.6 W
Total Deflection (in)0.08 @ mid-span 0.25 Passed (L/1089)--1.0 D + 0.6 W
Bending/Compression 0.17 1 Passed (17%)1.60 1.0 D + 0.6 W
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•A bearing area factor of 1.25 has been applied to base plate bearing capacity.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Stud
Building Code : IBC 2021
Design Methodology : ASD
Lateral Connections
Supports Connector Type/Model Quantity Connector Nailing
Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A
•Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead Floor Live Roof Live Wind
Vertical Loads Spacing (0.90)(1.00)(1.25)(1.60)Comments
1 - Point (lb)N/A 114 -145 -145 Linked from: RR-1, Support 1
2 - Point (lb)N/A 36 121 --Linked from: CJ-1, Support 1
• ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (8' 6"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), 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 Spacing (1.60)Comments
1 - Uniform (PSF)Full Length 16.00"16.9
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, EXT.STUD
1 piece(s) 2 x 4 DF No.2 @ 16" OC
Page 165 of 213
Wall Height: 8'Member Height: 7' 7 1/2"O. C. Spacing: 16.00"
Design Results Actual Allowed Result LDF Load: Combination
Slenderness 32 50 Passed (64%)----
Compression (lbs)370 2269 Passed (16%)1.00 1.0 D + 1.0 L
Plate Bearing (lbs)370 4102 Passed (9%)--1.0 D + 1.0 L
Lateral Reaction (lbs)0 ------N/A
Lateral Shear (lbs)0 N/A Passed (N/A)--N/A
Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A
Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A
Bending/Compression N/A 1 Passed (N/A)--N/A
•Lateral deflection criteria: Wind (L/360)
•Input axial load eccentricity for the design is zero
•Applicable calculations are based on NDS.
•A bearing area factor of 1.25 has been applied to base plate bearing capacity.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
Supports Type Material
Top Dbl 2X Douglas Fir-Larch
Base 2X Douglas Fir-Larch
Max Unbraced Length Comments
4'
System : Wall
Member Type : Stud
Building Code : IBC 2021
Design Methodology : ASD
Dead Floor Live
Vertical Loads Spacing (0.90)(1.00)Comments
1 - Point (lb)N/A 39 131 Linked from: CJ-4, Support 2
2 - Point (lb)N/A 46 154 Linked from: CJ-5, Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Weyerhaeuser Notes
Drawing is Conceptual
MEMBER REPORT PASSED
CLG, INT.STUD
1 piece(s) 2 x 4 DF No.2 @ 16" OC
Page 166 of 213
S Van Ness Ave
Appendix I : Foundation Design
Page 167 of 213
Sazan
606 1
LINE 2 R1
Eng. 2024-12-15 DR.Jalalpour 2024-12-15 DR.Rezaeian 2024-12-15
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.717
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=11 ft
Width of footing b=12 in
Footing area A=0.92 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Weight , D , Lr
Point loads
Distributed Loads
0.47 0.47 0 11 Weight
0.2 0.2 0 11 D
0.4 0.4 0 11 Lr
Footing analysis for soil and stability
Load combinations per ASCE 7-16
Page 168 of 213
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
Page 169 of 213
ASD03
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Page 170 of 213
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
4.65 0.0161 0 0.04 0 16.23 16.23 14.1
7 Ok Ok 0 0
8.35 0.001557
5
-
0.0065
5
0.06 0 16.23 16.23 14.1
7 Ok Ok 0 0
10.9
5 0 -0.07 0 0 16.23 16.23 14.1
7 Ok Ok 0 0
10.9
5 0 -0.07 0 0 16.23 16.23 14.1
7 Ok Ok 0 0
H =24
h =22
bf =12
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 10648 in4
St = I/Yt= 968 in3
Sb = I/Yb= 968 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
Page 171 of 213
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 172 of 213
Sazan
606 1
LINE 3 R1
Eng. 2024-12-17 DR.Jalalpour 2024-12-17 DR.Rezaeian 2024-12-17
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.799
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=13.9 ft
Width of footing b=12 in
Footing area A=1.16 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , D , Lr , Weight , L
Point loads
-2.1 0.5 Eh
-2.8 0.5 W
2.1 13.6 Eh
2.5 13.6 W
0.5 13.6 D
0.2 7 Lr
-0.2 7 W
0.2 10 Lr
-0.2 10 W
Page 173 of 213
Eh
W
D
Page 174 of 213
Lr
Distributed Loads
0.47 0.47 0 13.9 Weight
0.27 0.27 0 13.9 D
0.1 0.1 0 13.9 Lr
0.11 0.11 0 13.9 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
Page 175 of 213
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD10
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
Page 176 of 213
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
13.5
5 2.6662
-
1.8333
5
0.05 -0.19 16.23 16.23 14.1
7 Ok Ok 0.19 0.01
4.25 0.46665
-
0.7050
5
4.49 -2.92 16.23 16.23 14.1
7 Ok Ok 0.05 0.28
0.5 2.46665
-
2.3050
5
0.13 -0.13 16.23 16.23 14.1
7 Ok Ok 0.17 0.01
10.5
5
0.22883
5
-
0.5233
5
2.47 -3.89 16.23 16.23 14.1
7 Ok Ok 0.04 0.24
Page 177 of 213
H =24
h =22
bf =12
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 10648 in4
St = I/Yt= 968 in3
Sb = I/Yb= 968 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 178 of 213
Sazan
606 1
LINE A-1 R1
Eng. 2024-12-17 DR.Jalalpour 2024-12-17 DR.Rezaeian 2024-12-17
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.665
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=9.4 ft
Width of footing b=12 in
Footing area A=0.78 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Lr , W , Weight , D , L
Point loads
0.07 1.4 Lr
0.07 7.9 Lr
0.5 9.1 Lr
-0.07 1.4 W
-0.07 7.9 W
-0.5 9.1 W
Page 179 of 213
Lr
W
Distributed Loads
0.47 0.47 0 9.4 Weight
0.29 0.29 0 9.4 D
0.02 0.02 0 9.4 Lr
0.02 0.02 0 9.4 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
Page 180 of 213
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD03
Page 181 of 213
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
Page 182 of 213
9.0
5
0.893
6
-
0.426
7
0.01 -0.03 16.23 16.23 14.1
7 Ok Ok 0.06 0
6.0
5
0.043
6
-
0.022
9
0.64 -1.33 16.23 16.23 14.1
7 Ok Ok 0 0.08
9.0
5
0.893
6
-
0.426
7
0.01 -0.03 16.23 16.23 14.1
7 Ok Ok 0.06 0
6 0.033
6
-
0.016
7
0.64 -1.34 16.23 16.23 14.1
7 Ok Ok 0 0.08
H =24
h =22
bf =12
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 10648 in4
St = I/Yt= 968 in3
Sb = I/Yb= 968 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 183 of 213
Sazan
606 1
LINE A-2 R1
Eng. 2024-12-17 DR.Jalalpour 2024-12-17 DR.Rezaeian 2024-12-17
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.662
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=9.4 ft
Width of footing b=12 in
Footing area A=0.78 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , Lr , Weight , D , L
Point loads
-2.1 6.8 Eh
-2.2 6.8 W
2.1 9 Eh
2.1 9 W
0.5 0.3 Lr
0.06 0.9 Lr
0.06 6.5 Lr
-0.5 0.3 W
-0.06 0.9 W
Page 184 of 213
-0.06 6.5 W
Eh
W
Lr
Page 185 of 213
Distributed Loads
0.47 0.47 0 9.4 Weight
0.28 0.28 0 9.4 D
0.02 0.02 0 9.4 Lr
0.02 0.02 0 9.4 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
Page 186 of 213
ASD08 882.49 707.51 1995 OK 1.57 0.17 0
ASD09 936.18 524.88 1995 OK 1.57 0.44 0
ASD10 1074.6 635.4 1995 OK 1.57 0.4 0
ASD11 1012.2 682.8 1995 OK 1.57 0.3 0
ASD12 564.6 125.4 1995 OK 1.57 1 0
ASD13 1074.6 635.4 1995 OK 1.57 -0.4 0
ASD14 1012.2 682.8 1995 OK 1.57 -0.3 0
ASD15 564.6 125.4 1995 OK 1.57 -1 0
ASD03
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
Page 187 of 213
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
8.9
5
1.966937
5
-
1.967062
5
0.07 -0.07 16.23 16.23 14.1
7 Ok Ok 0.14 0
6.8 1.512937
5
-
1.513062
5
3.76 -3.76 16.23 16.23 14.1
7 Ok Ok 0.11 0.23
8.9
5
1.966937
5
-
1.967062
5
0.07 -0.07 16.23 16.23 14.1
7 Ok Ok 0.14 0
6.8 1.512937
5
-
1.513062
5
3.76 -3.76 16.23 16.23 14.1
7 Ok Ok 0.11 0.23
H =24
h =22
bf =12
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Page 188 of 213
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 10648 in4
St = I/Yt= 968 in3
Sb = I/Yb= 968 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 189 of 213
Sazan
606 1
LINE B R1
Eng. 2024-12-17 DR.Jalalpour 2024-12-17 DR.Rezaeian 2024-12-17
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.643
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=8.2 ft
Width of footing b=16 in
Footing area A=0.91 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , Lr , Weight , D , L
Point loads
1.8 7.5 Eh
1.9 7.5 W
0.1 2.3 Lr
0.1 4.3 Lr
-0.1 2.3 W
-0.1 4.3 W
-1.8 0.5 Eh
-1.9 0.5 W
Page 190 of 213
Eh
W
Lr
Distributed Loads
Page 191 of 213
W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase
0.57 0.57 0 8.2 Weight
0.24 0.24 0 8.2 D
0.08 0.08 0 8.2 Lr
0.07 0.07 0 8.2 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
Page 192 of 213
ASD09 1044 233.28 1995 OK 1.37 0.87 0
ASD10 1282.82 102.28 1995 OK 1.37 1.16 0
ASD11 1156.41 270.99 1995 OK 1.37 0.85 0
ASD12 1259.17 0 1995 OK 1.37 2.89 4.56
ASD13 1282.82 102.28 1995 OK 1.37 -1.16 0
ASD14 1156.41 270.99 1995 OK 1.37 -0.85 0
ASD15 1259.17 0 1995 OK 1.37 -2.89 3.64
ASD10
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
Page 193 of 213
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
0.5 1.538225 -1.32395 0.2 -0.14 21.65 21.65 18.8
9 Ok Ok 0.08 0.01
3.3 0.783972
5 -0.45395 2 -0.56 21.65 21.65 18.8
9 Ok Ok 0.04 0.09
7.4
5 1.08705
-
1.376027
5
0.35 -0.21 21.65 21.65 18.8
9 Ok Ok 0.07 0.02
2.2 0.593972
5 -0.07395 1.71 -0.83 21.65 21.65 18.8
9 Ok Ok 0.03 0.08
H =24
h =22
bf =16
bw =16
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 14197.33 in4
Page 194 of 213
St = I/Yt= 1290.67 in3
Sb = I/Yb= 1290.67 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 195 of 213
Sazan
Project:
606
Job Ref.
1
Fondansion:
LINE C
Sheet no./rev
R1
Calc. by
Eng.
Date
2025-07-08
Chk'd by
DR.Jalalpour
Date
2025-07-08
App'd by
DR.Rezaeian
Date
2025-07-08
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilisation; 0.685
Description Unit Applied Resisting Utilization Result
Soil bearing Ksf 1027.4 1500 0.685 Pass
Moment,
positive kip_ft 13.28 16.23 0.818 Pass
Moment,
negative kip_ft 14.97 16.23 0.922 Pass
Shear kip 2.135 14.17 0.151 Pass
Pad footing details
Length of footing L=30 ft
Width of footing b=12 in
Footing area A=2.5 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , Lr , Weight , D , L
Point loads
P (Kip) a (ft) loadCase
2.1 8.5 Eh
2.2 8.5 W
-2.1 0.5 Eh
-2.2 0.5 W
0.1 8.7 Lr
1.1 9.3 Lr
0.4 16.2 Lr
0.3 22.1 Lr
0.5 27.7 Lr
Page 196 of 213
-0.1 8.7 W
-1.2 9.3 W
-0.4 16.2 W
-0.3 22.1 W
-0.6 27.7 W
Eh
W
Page 197 of 213
Lr
Distributed Loads
W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase
0.47 0.47 0 30 Weight
0.24 0.24 0 22.25 D
0.02 0.02 0 22.25 Lr
0.15 0.15 0 22.25 L
0.29 0.29 22.25 30 D
0.02 0.02 22.25 30 Lr
0.28 0.28 22.25 30 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
Page 198 of 213
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD01 749.12 695.44 1500 OK 5 0.2 0
ASD02 1006.5 804.77 1500 OK 5 0.57 0
ASD03 862.79 781.74 1500 OK 5 0.26 0
ASD04 749.12 695.44 1500 OK 5 0.2 0
ASD05 1027.4 842.16 1500 OK 5 0.51 0
ASD06 942.15 777.44 1500 OK 5 0.49 0
ASD07 756.48 584.08 1995 OK 5 0.66 0
ASD08 1032.92 758.64 1995 OK 5 0.78 0
ASD09 947.67 693.92 1995 OK 5 0.79 0
ASD10 932.4 714.41 1995 OK 5 0.67 0
ASD11 1083.36 795.14 1995 OK 5 0.78 0
ASD12 423 241.5 1995 OK 5 1.38 0
ASD13 871.21 775.6 1995 OK 5 -0.28 0
ASD14 965.76 912.74 1995 OK 5 0.15 0
ASD15 398.3 266.2 1995 OK 5 -0.98 0
ASD05
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
Page 199 of 213
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
X Vmax Vmin Mma
x
Mmi
n
φMn_Po
s
φMn_Ne
g φVn Chec
k V
Chec
k M
DC
R
(V)
DC
R
(M)
0.
5
2.10597
5
-
2.1349
5
0.02 -0.03 16.23 16.23 14.1
7 Ok Ok 0.15 0
8.
5 1.5521
-
1.5749
5
13.28 -
14.97 16.23 16.23 14.1
7 Ok Ok 0.11 0.92
0.
5
2.10597
5
-
2.1349
5
0.02 -0.03 16.23 16.23 14.1
7 Ok Ok 0.15 0
8.
5 1.5521
-
1.5749
5
13.28 -
14.97 16.23 16.23 14.1
7 Ok Ok 0.11 0.92
Page 200 of 213
H =24
h =22
bf =12
bw =12
tf =4
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-
bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 10648 in4
St = I/Yt= 968 in3
Sb = I/Yb= 968 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 201 of 213
Sazan
606 1
LINE D R1
Eng. 2024-12-17 DR.Jalalpour 2024-12-17 DR.Rezaeian 2024-12-17
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.681
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=31 ft
Width of footing b=12 in
Footing area A=2.58 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : Eh , W , Lr , Weight , D , L
Point loads
-0.7 8.6 Eh
-0.8 8.6 W
0.7 22.1 Eh
0.8 22.1 W
0.07 1.7 Lr
0.07 8.2 Lr
0.4 9.7 Lr
0.3 13.1 Lr
0.02 15.2 Lr
Page 202 of 213
0.02 17.3 Lr
0.1 22.5 Lr
0.3 22.8 Lr
0.5 29.3 Lr
-0.07 1.7 W
-0.07 8.2 W
-0.4 9.7 W
-0.3 13.1 W
-0.02 15.2 W
-0.02 17.3 W
-0.1 22.5 W
-0.3 22.8 W
-0.5 29.3 W
Eh
W
Page 203 of 213
Lr
Distributed Loads
0.47 0.47 0 31 Weight
0.28 0.28 0 22.5 D
0.02 0.02 0 22.5 Lr
0.07 0.07 0 22.5 L
0.32 0.32 22.5 31 D
0.08 0.08 22.5 31 Lr
0.17 0.17 22.5 31 L
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
Page 204 of 213
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
ASD05
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
Page 205 of 213
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
22.4
5 1.1545 -
0.533125 2.23 -4.11 16.23 16.23 14.1
7 Ok Ok 0.08 0.25
22.1 1.0945 -
0.523125 2.41 -4.5 16.23 16.23 14.1
7 Ok Ok 0.08 0.28
13.1
5
0.59687
5 -0.9767 0.49 -3 16.23 16.23 14.1
7 Ok Ok 0.07 0.18
20.4 0.5545
-
0.247062
5
1.91 -4.77 16.23 16.23 14.1
7 Ok Ok 0.04 0.29
Page 206 of 213
H =24
h =22
bf =12
bw =12
tf =5
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 10648 in4
St = I/Yt= 968 in3
Sb = I/Yb= 968 in3
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 207 of 213
Sazan
606 1
PAD-C-3 R1
Eng. 2024-12-15 DR.Jalalpour 2024-12-15 DR.Rezaeian 2024-12-15
FOOTING ANALYSIS
In accordance with ACI318-19
Overall design status PASS
Overall design utilization; 0.84
Description Unit Applied Resisting Utilization Result
Pad footing details
Length of footing L=2 ft
Width of footing b=18 in
Footing area A=0.25 ft2
Depth of footing H=24 in
Density of concrete mass=145 lb/ft3
load case : D , Lr , W , Weight
Point loads
1.3 1 D
1.6 1 Lr
-1.7 1 W
Page 208 of 213
D
Lr
W
Distributed Loads
Page 209 of 213
W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase
0.43 0.43 0 2 Weight
Footing analysis for soil and stability
Load combinations per ASCE 7-16
ASD01: +D+Weight
ASD02: +D+Weight+L
ASD03: +D+Weight+Lr
ASD04: +D+Weight+S
ASD05: +D+Weight+0.75L+0.75Lr
ASD06: +D+Weight+0.75L+0.75S
ASD07: +D+Weight+0.6W
ASD08: +D+Weight+0.75L+0.45W+0.75Lr
ASD09: +D+Weight+0.75L+0.45W+0.75S
ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh
ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+0.75L+0.75S
ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh
ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh
ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+0.75L+0.75S
ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh
Load
Combinations q max q min q allowed
Check
Bearing
Stress
L/6 e L'
Page 210 of 213
ASD12 334.5 324.61 1995 OK 0.33 0 0
ASD13 828.97 804.46 1995 OK 0.33 0 0
ASD14 807.16 783.29 1995 OK 0.33 0 0
ASD15 334.5 324.61 1995 OK 0.33 0 0
ASD03
FOOTING DESIGN
In accordance with ACI318-19
Material details
Compressive strength of concrete f'c = 4500 psi
Concrete type Normal
Analysis and design of concrete footing
Load combinations per ASCE 7-16
LRFD01: +1.4D+1.4Weight
LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr
LRFD03: +1.2D+1.2Weight+1.6Lr+L
LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W
LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W
LRFD06: +1.2D+1.2Weight+1.6S+L
LRFD07: +1.2D+1.2Weight+1.6S+0.5W
LRFD08: +1.2D+1.2Weight+1.6S-0.5W
LRFD09: +1.2D+1.2Weight+W+L+0.5Lr
LRFD10: +1.2D+1.2Weight-W+L+0.5Lr
LRFD11: +1.2D+1.2Weight+W+L+0.5S
LRFD12: +1.2D+1.2Weight-W+L+0.5S
LRFD13: +1.2D+1.2Weight+Eh+L+0.2S+0.21D+0.21Weight
LRFD14: +1.2D+1.2Weight-Eh+L+0.2S+0.21D+0.21Weight
LRFD15: +0.9D+0.9Weight+Eh-0.21D-0.21Weight
Page 211 of 213
LRFD16: +0.9D+0.9Weight-Eh-0.21D-0.21Weight
LRFD17: +0.9D+0.9Weight+W
LRFD18: +0.9D+0.9Weight
Combination 2 results: Envelop
φMn_Po
φMn_Ne
φVn
0.9
5 2.3629
-
0.25032
5
1.12 -0.12 24.35 24.35 21.2
5 Ok Ok 0.11 0.05
1 0.26967
5 -2.4771 1.25 -0.13 24.35 24.35 21.2
5 Ok Ok 0.12 0.05
1 0.26967
5 -2.4771 1.25 -0.13 24.35 24.35 21.2
5 Ok Ok 0.12 0.05
1 0.26967
5 -2.4771 1.25 -0.13 24.35 24.35 21.2
5 Ok Ok 0.12 0.05
H =24
h =22
bf =18
bw =18
tf =0.1
Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in
Yb = h-Yt11 in
I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf-bw))✕tf✕(tf/2-
Yt)✕(tf/2-Yt)= 15972 in4
St = I/Yt= 1452 in3
Sb = I/Yb= 1452 in3
Page 212 of 213
fr = 5√fc= 335.41 psi
φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000)
φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000)
φVn=0.6 * (4/3*√fc*bw*h/1000)
Page 213 of 213
SANTA ANA CITY COUNCIL
Mayor
vamezcua@santa-ana.org
Mayor Pro Tem - Ward 2
bvazquez@santa-ana.org
Ward 1
tphan@santa-ana.org
Ward 3
jessielopez@santa-ana.org
Ward 4
pbacerra@santa-ana.org
Ward 5
jryanhernandez@santa-ana.org
Ward 6
dpenaloza@santa-ana.org
MAYOR
Valerie Amezcua
MAYOR PRO TEM
Benjamin Vazquez
COUNCILMEMBERS
Phil Bacerra
Johnathan Ryan Hernandez
Jessie Lopez
David Penaloza
Thai Viet Phan
CITY OF SANTA ANA
PLANNING AND BUILDING AGENCY
20 Civic Center Plaza ● P.O. Box 1988
Santa Ana, California 92702
www.santa-ana.org
CITY MANAGER
Alvaro Nuñez
CITY ATTORNEY
Sonia R. Carvalho
CITY CLERK
Jennifer L. Hall
April 7, 2025
Also sent via email to: teditakeuchi@yahoo.com
Tetsuya Takeuchi,
27801 Manor Hill Road,
Laguna Niguel, CA 92677
Subject: Address Assignment for a new detached Accessory Dwelling Unit (ADU)located at
606 S. Van Ness Avenue (010-163-09) in Santa Ana, CA
Dear Tetsuya Takeuchi,
The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal
addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment
for a new detached ADU located at 606 S. Van Ness Avenue (010-163-09). 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
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 714-667-2728 or by email at CSantana@santa-ana.org.
Sincerely,
Cristian Santana
Cristian Santana,
Assistant Planner II
Address Letter for 606 S. Van Ness Avenue
Page 2 of 2
Exhibit A – Address Plan
c:
Kris K Chu, Santa Ana Manager, United States Post Office
Fernando Banuelos, Fountain Valley Manager, United States Post Office
Yesenia Torres, Santa Ana Manager, United States Post Office
Enrique Ponce, Sna-North Grand Sta Manager, United States Post Office
Esthephany Treto Ramirez, Admin Supervisor, United States Post Office
Chris Tuiolosega, United States Post Office
Alex Alvarez, Santa Ana Postmaster, 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
Ted Walstrom, Santa Ana Unified School District
Jeremy Cogan, 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
GIS
SAG, AT&T
UPS, Administration
City Manager’s Office
Beverly Martin, Police Community Services Specialist
Boris Duran, Police Systems Manager
Jennifer Arellano, 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 Division Manager
Rudy Rosas, Deputy Public Works Director / City Engineer
Zdenek (Zed) Kekula, Principal Civil Engineer
Jason Kwak, Building Safety Manager
Evelyn LaRocca, Permit Services Principal
Kathy Hernandez, Permit Technician
Julie Amsden, Permit Technician
Ricardo Soto, Acting Planning Manager
Jerry Guevara, Senior Planner
Yvette Portugal, Code Enforcement Manager
Jerry Navarro, Code Enforcement Principal
(E) DRIVEWAY
APN : 01016309
NO : 606
(E) CONCRETE SLAB
(E)
ELECTRICAL
PANEL
100 AMPS
S
V
A
N
N
E
S
S
P.
L
.
5
6
.
3
'
(E) GARAGE
UP
UP
(E)
COVERED
PORCH
(E) WOOD
FENCE, 6' H.
(E) BLOCK
FENCE, 6' H.
(E) COVERED PATIO
ADU
730 SF
LAWN
LAWN
(E) LANDSCAPE
(E) LANDSCAPE
(E) TREE
P.
L
.
5
6
.
3
'
P.L. 125'
P.L. 125'
4" / 1'-0"4" / 1'-0"
6"
/
1
'
-
0
"
6"
/
1
'
-
0
"
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
2"
/
1
'
-
0
"
WATER METER
(E) GAS
METER
(E) TREE
(E) WOOD FENCE
36" H.
(E) WOOD FENCE
36" H.
EXISTING HOUSE
(E) AC UNIT
10'-7"
N.I.C
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
N.I.C
4" / 1'-0"4" / 1'-0"
4"
/
1
'
-
0
"
4"
/
1
'
-
0
"
SE
T
B
A
C
K
25
'
-
3
"
SETBACK
5'-0"
WALL SEPARATION
15'-0"
WA
L
L
S
E
P
A
R
A
T
I
O
N
15
'
-
9
"
SE
T
B
A
C
K
5'
-
0
"
SETBACK
4'-0"
SE
T
B
A
C
K
4'
-
0
"
SE
T
B
A
C
K
24
'
-
3
"
1'
-
0
"
(N) CONCRETE PAD(N) WALK WAY
ENTRY
(E) AVOCADO
TREE
HAS BEEN APPROVED
UNDER SEPARATE PERMIT
4'
-
0
"
4'-0"
(N) 1GL. SHURBS
24”BOX CANOPY
TREE
(N) 5GL. SHURBS
24”BOX
CANOPY TREE
(N) 5GL. SHURBS
(N) 1GL. SHURBS
(N) 1GL. SHURBS
(N) 1GL. SHURBS
HARDSCAPE/PAVEMENT
PA
T
H
O
F
T
R
A
V
E
L
PATH OF TRAVEL
(N) SANDBAGS
(N) SANDBAGS
THE GRADE SHALL FALL NOT FEWER THAN 6IN WITHIN THE FIRST 10FT. WHERE LOT
LINES, WALLS, SLOPES OR OTHER PHYSICAL BARRIERS PROHIBIT 6IN OF FALL WITHIN
10FT, DRAINS OR SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY
FROM THE STRUCTURE.IMPERVIOUS SURFACES WITHIN 10FT OF THE BUILDING
FOUNDATION SHALL BE SLOPED NOT LESS THAN 2% AWAY FOR THE BUILDING PER
2022 CRC, SECTION R401.3.
EXISTING 4" D SEWER LINE
NEW 4" D
SEWER LINE
(E) CLEANOUT
CITY
LATERAL(E) CLEANOUT
NEW CLEANOUT
SE
D
I
M
E
N
T
B
A
R
R
I
E
R
(N) SANDBAGS
5% SLOPE 2% SLOPE
5%
5%
5%
5% SLOPE 5% SLOPE
2% SLOPE
2% SLOPE
2%THE PROPOSED ROOF
SHINGLES MATCHES
THE PRIMARY
DWELLING UNIT
MATERIAL, STYLE,
AND COLOR.
NOTE:
LOCATION OF DS
CONNECT TO EXISTING
DRAINS/ STORMWATE
GALVANIZED STEEL HALF
ROUND DORMER VENT. REFER
TO ATTIC CALCULATION ROOF
VENT W/ SCREEN ROOF VENTS
W/ WIRE MESH OF LESS THAN
1/4" OPENING
2.84 2.84
2.84
2.84 2.84
DOWNSPOUT
GRAY AREA:
PROTECT UNDERSIDE OF EAVE
WITH 1-HOUR PROTECTION
AND NO EAVE VENTS. TYPE X
GYPSUMSHEATHING UNDER
SOFFIT AND WALL MATERIAL (TYP.)
1'-0"
1'
-
0
"
1'-0"ENCLOSURE OF
TANKLESS W.H.
199,000BTU
MINI SPLIT
ELECTRICAL
SUB PANEL 100A
ASPHALT SHINGLE
CLASS A ESR 1475
TWO LAYERS OF
UNDERLAYMENT
INSTALLED
PER CRC TBL. R905.1.1(2)
(E
)
S
I
D
E
S
E
T
B
A
C
K
5'
-
0
"
(E
)
S
E
T
B
A
C
K
1'
-
9
"
(E
)
S
I
D
E
S
E
T
B
A
C
K
14
'
-
1
1
"
WALL SEPARATION
3'-0"
WALL SEPARATION
5'-0"
(E) FRONT SETBACK
27'-0"
(E) REAR SETBACK
42'-9 1/2"
(N)CANOPY
TREES
(E) GARAGE FRONT SETBACK
63'-9"
(N)CANOPY
TREES
WATER
HEATER
VENT
1'-0"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
1'-0"
1'
-
0
"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
(E) CRAWL SPACE
ACCESS DOOR
(E) SETBACK
41'-0"
3'
-
0
"
2'-6"
2'
-
6
"
2.84
RIDGE
VALL
E
Y
RI
D
G
E
VAL
L
EY
A5.0
9
A5.0
9
2'-8"
2'
-
3
"
1'-0"
1'
-
0
"
1'-0"
1'
-
6
"
1"
C
O
P
P
E
R
P
I
P
E
RI
G
I
D
N
O
N
-
M
E
T
A
L
L
I
C
EL
E
C
T
R
I
C
A
L
C
O
N
D
U
I
T
4"
N
O
N
-
M
E
T
A
L
L
I
C
S
E
W
E
R
L
I
N
E
SEWER LINES -EXISTING AND PROPOSED
NEW LINES: 4" PVC SANITARY LINE WITH 1/4" -
1' MIN. FALL. JOINTS AND INSPECTIONS POINTS TO
COMPLY WITH APPLICABLE CODES
W W
WATER LINES -EXISTING AND PROPOSED
NEW LINES: 3/4" PVC WATER LINE. PIPES,
JOINTS AND CONNECTIONS TO COMPLY WITH
APPLICABLE CODES
GAS LINES -EXISTING AND PROPOSED
NEW LINES: 3/4" NATURAL GAS SUPPLY LINES. PIPES,
JOINTS AND CONNECTIONS TO COMPLY
WITH RELEVANT CODES
G G
ELECTRICAL SERVICE LINE TO ADUEE
COAX/DATA SERVICE LINE TO ADUDD
EXISTING WALLS TO REMAIN
PROPOSED WALLS
LANDSCAPE (PERMEABLE)
CONCRETE SURFACE (IMPERMEABLE)
TILE SURFACE (PERMEABLE)
GRAVEL (PERMEABLE)
W E G UTILITY METERS AND SHUT-OFFS:
WATER, ELECTRICAL, GAS
SHUT-OFF VALVE
WASTE LINE CLEANOUT
DATE:
P.M.:
DRAWN BY:
JOB NO.:
26081 Merit Cir, STE 111
Laguna Hills, CA 92653
909-257-7040 WWW.BNDESIGNBUILDINC.COM
THESE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF BN
DESIGN BUILD AND SHALL NOT BE USED FOR ANY OTHER WORK
EXCEPT BY AGREEMENT WITH BN DESIGN BUILD.
DES I GN
B U I L D
CNI
12
/
2
5
/
2
0
2
4
3
:
1
5
:
0
0
P
M
A1.1
B.N.
F.M.
PROPOSED SITE
PLAN
07.11.24
2024001108
UNIT 2, 606 S VAN
NESS AVE,
SANTA ANA, CA
92701
ACCESSORY
DWELLING
UNIT
4
21
NO
R
T
H
0 2'-8"5'-4"10'-8"
SCALE: 3/16" = 1'-0"
1
4
3
6
5
5
5
7
9
10
3/16" = 1'-0"1 PROPOSED SITE PLAN
1. PROPOSED ADU TO BE LOCATED IN THE REAR YARD AS INDICATED ON THE
SITE PLAN.
2. ALL LEVELS, DIMENSIONS AND ANGLES HAVE TO BE CHECKED AND VERIFIED
PRIOR TO COMMENCING ANY WORK ON SITE. VERIFICATION SHALL INCLUDE,
BUT NOT BE LIMITED TO:
A. MIN. SETBACKS TO PROPERTY LINES AS INDICATED ON THE SITE PLAN.
3. SMOKE AND CARBON MONOXIDE ALARMS ARE REQUIRED TO BE INSTALLED IN
RESIDENTIAL GROUP R OCCUPANCIES WHEN ALTERATIONS, REPAIRS, OR
ADDITIONS REQUIRING A BUILDING PERMIT OCCUR. SMOKE AND CARBON
MONOXIDE ALARMS SHALL BE INSTALLED PER MANUFACTURER'S
INSTRUCTIONS, AND APPLICABLE PROVISIONS OF CBC, CRC, CFC, AND COUNTY
OR MUNICIPAL STANDARDS.
ADDRESS IDENTIFICATION NOTES:
1. ADDRESS SPEC - THE ADDRESS IDENTIFICATION CHARACTERS SHALL
CONTRAST WITH THEIR BACKGROUND, AND EACH CHARACTER SHALL BE NOT
LESS THAN 4-INCHES IN HEIGHT WITH A STROKE WIDTH OF NOT LESS THAN 0.5-
INCH.
PUBLIC RIGHT OF WAY:
1. THERE IS AN EXISTING CURB CUT FOR THE PROPERTY, TO REMAIN. THE
PROJECT DOES NOT INCLUDE ANY WORK IN THE PUBLIC RIGHT OF WAY.
UTILITIES:
1. UTILITY CONNECTIONS ARE INDICATED ON THE SITE PLAN AND LABELED.
2. THE PROJECT CONTACT AND/OR THEIR LICENSED CONTRACTOR SHALL
CONFIRM THE LOCATION, SIZE AND CAPACITY OF ALL UTILITY LINES INCLUDING,
BUT NOT LIMITED TO, GAS SERVICE, WATER SERVICE, SEWER/WASTE SERVICE,
ELECTRICITY AND DATA SERVICE. THE PROPOSED SERVICE CONNECTIONS FOR
THE ADU SHALL BE VERIFIED AND DETERMINED TO BE VIABLE CONNECTION
PATHS PRIOR TO COMMENCING WORK ON THE PROJECT. IF ANY REQUIRED
UTILITY LINE OR CONNECTION IS MISSING, DISPLACED OR OTHERWISE
INACCURATE, THE CONTRACTOR AND/OR PROJECT CONTACT SHALL NOTIFY ALL
PARTIES AND A REVISION TO
THE PLANS SHALL BE MADE.
3. WATER SUPPLY:
ADU TO BE CONNECTED TO THE COLD WATER SUPPLY TO THE PRIMARY HOME.
4. SEWER:
ADU TO BE CONNECTED THE SEWER LINE ON THE PROPERTY.
5. ELECTRICAL ENERGY:
PROVIDE MAIN SWITCH FOR THE ADU IN THE MAIN HOUSE ELECTRICAL PANEL
BOARD. INSTALL ELECTRICAL PANEL IN THE ADU.
6. GAS:
ADU TO BE CONNECTED TO THE GAS SUPPLY TO THE PRIMARY HOME.
7. WATER MAINS AND SERVICES, INCLUDING METERS, MUST BE LOCATED AT
LEAST 10' HORIZONTALLY FROM OR AT LEAST 1' VERTICALLY ABOVE ANY
PARALLEL PIPELINE CONVEYING UNTREATED SEWAGE (SEWER LATERAL).
CALIFORNIA WATERWORKS STANDARDS, TITLE 22, CHAPTER 16, SECTION 64572.
GENERAL SITE PLAN NOTES:
DRAINAGE NOTES:
1. RAINWATER DISTRIBUTION OVER PERMEABLE AREA ON THE PROPERTY.
2. GRADING TO SLOPE 5% AWAY FROM THE WALLS, FOR MIN. 10'. WHERE LESS THAN 10' SPACE
IS AVAILABLE - SEE
BELOW.
3. SWALES ALONG SIDE WALLS OF THE ADU TO DIVERT STORMWATER TO THE STREET.
4. SWALES ALONG SIDE WALLS OF THE ADU TO DIVERT STORMWATER OVER PERMEABLE AREA
ON THE
PROPERTY (LANDSCAPE).
SITE PREPARATION NOTES:
1. TAKE NECESSARY PRECAUTIONS TO MINIMIZE DISTURBANCE OF EXISTING VEGETATION TO
REMAIN.
2. SOIL DISTURBANCE SHALL BE LIMITED TO THAT WHICH IS NECESSARY FOR SITE
PREPARATION AS DESCRIBED IN THIS SECTION INCLUDING UTILITY CONNECTIONS. PREVENT
WATER FROM RUNNING INTO EXCAVATED AREAS.
3. BACKFILL MATERIAL SHALL BE FREE OF ORGANIC MATTER AND ROCKS OR LUMPS OVER 6
INCHES (2 INCHES AT UTILITY TRENCHES). COMPACT BACKFILL TO AT LEAST 90 PERCENT
RELATIVE COMPACTION PER ASTM D-1557; IN LIFTS NOT EXCEEDING 8 INCHES UNCOMPACTED.
4. DEPRESSION FROM REMOVAL OF OBSTRUCTIONS SHALL BE OPENED TO WORKING SIZE;
REMOVE DEBRIS AND SOFT MATERIAL; BACKFILL AND COMPACT AS NECESSARY.
5. SURFACE DRAINAGE SHALL SLOPE 3% FROM BUILDING FOUNDATIONS FOR A MINIMUM OF 5
FEET AND AT LEAST 1% TO SUITABLE COLLECTION POINTS.
6. TRENCHING SHALL BE TRUE TO GRADES INDICATED. EXTEND UTILITY TRENCHES TO BE
SUFFICIENT DEPTH STANDARDS AND LOCAL CODES. PROPERLY SUPPORT TRENCHES.
7. UNUSUAL CONDITIONS NOT COVERED IN THE PROJECT, IF ENCOUNTERED, SHALL BE
BROUGHT TO THE ATTENTION OF THE PROJECT'S CONTACT AND RESOLVED ACCORDING TO
APPLICABLE CODES.
8. IF DEEMED NECESSARY, HAZARDOUS WASTE TESTING SHALL BE CONDUCTED INCLUDING
ASBESTOS TESTING & REMEDIATION.
9. STORM WATER DRAINAGE AND RETENTION SHALL BE FURNISHED DURING CONSTRUCTION.
MEANS OF DRAINAGE AND RETENTION AS FOLLOWS:
A. STORM WATER CONVEYED TO A PUBLIC DRAINAGE SYSTEM SHALL BE FILTERED BY A
BARRIER SYSTEM, WATTLES OR OTHER APPROVED METHOD.
B. IMPLEMENT STORM WATER MANAGEMENT METHODS PER THE JURISDICTION'S MUNICIPAL
CODE,
ORDINANCE, OR OTHER REQUIREMENTS.
C. GRADING AND PAVING SHALL BE CONDUCTED TO MANAGE SURFACE WATER INCLUDE
SWALES, WATER COLLECTION AND DISPOSAL SYSTEMS, FRENCH DRAINS, WATER RETENTION
GARDENS OR OTHER MEASURES AS INDICATED OR NECESSARY TO KEEP SURFACE WATER
AWAY FROM BUILDINGS AND AID IN GROUNDWATER RECHARGE.
10. AVOID LAND-DISTURBING WORK DURING ANY WET WEATHER SEASON. PROJECT CONTACT
TO VERIFY CLIMATE AND WEATHER FORECASTS PRIOR TO COMMENCING THE LAND-
DISTURBING WORK.
11. EXISTING VEGETATION TO REMAIN SHALL BE PROTECTED, INSTALL
APPROPRIATE/PROTECTIVE
FENCING/PERIMETER CONTROLS PRIOR TO COMMENCING WORK.
12. ALL IMPERVIOUS SURFACES SHALL BE SWEPT (NOT WASHED OR HOSED
DOWN), AND MAINTAINED FREE OF DEBRIS AND ACCUMULATIONS OF DIRT.
13. ALL CONSTRUCTION WASTE SHALL BE CONTAINED ON SITE AND COVERED,
INCLUDING TRASH, PAINT, GROUT, CONCRETE, ETC. ANY WASH OUT FACILITY
SHALL BE CONTAINED, MAINTAINED, AND ITS CONTENTS DISPOSED OF
PROPERLY; NO MATERIAL SHALL BE WASHED INTO THE STREET.
14. CATCH BASINS AND/OR DROP INLETS THAT RECEIVE STORM WATER MUST BE
COVERED OR OTHERWISE PROTECTED FROM RECEIVING SEDIMENT, MUD, DIRT,
OR ANY DEBRIS, INCLUDING PRIOR GUTTER FILTRATION AS APPROPRIATE AND IN
A MANNER NOT IMPEDING TRAFFIC SAFETY.
15. PROPERLY INSTALLED SILT FENCE OR EQUIVALENT CONTROL SHALL BE
EVIDENT ALONG SITE PERIMETER TO PREVENT MOVEMENT OF SEDIMENT AND
DEBRIS OFF-SITE. NO SEDIMENT MAY LEAVE OR RUNOFF THE SITE. PROJECT
CONTACT SHALL VERIFY, IF APPLICABLE, IF ADDITIONAL SLOPE STABILIZATION
BMPS SHALL BE IMPLEMENTED TO PREVENT SLOPE EROSION AND
SEDIMENTATION ON-SITE AND OFF.
16. ALL STOCKPILES SHALL BE CONTAINED AND COVERED WHEN NOT ACTIVE,
AND SECURED AT THE END OF EACH DAY. STOCKPILES SHALL BE SECURELY
COVERED OVERNIGHT, AND PRIOR TO, DURING, AND AFTER RAIN EVENTS. NO
MATERIALS SHALL LEAVE THE SITE OR BE MOVED INTO THE STREET.
17. PROJECT CONTACT AND SUBCONTRACTORS MUST ENSURE ALL
CONSTRUCTION VEHICLES AND EQUIPMENT ARE MAINTAINED IN WORKING
ORDER, AND WILL NOT CAUSE DIRT, MUD, OIL, GREASE, OR FUEL TO BE
DISCHARGED OR TRACKED OFF-SITE INTO THE STREET.
SITE KEYNOTES
1 EXISTING CONCRETE PAD
2 WATER METER
3 EXISTING ELECTRICAL PANEL
4 PROPERTY LINE
5 EXISTING WOOD FENCE
6 EXISTING DRIVEWAY
7 EXISTING GAS METER
8 EXISTING GATE
9 EXISTING CRAWL SPACE ACCESS DOOR
10 EXISTING AC UNIT
SITE PLAN LEGEND
ATTIC VENTILATION CALCULATION UNIT #2
NEW ATTIC SPACE AREA 730 S.F.
REQUIRED VENTILATION 730 / 150 = 4.8 NFA SQ. FT.
4.8 X 144 = 691 SQ. INCHES OF NFA
(A LEAST 40% MINIMUM FOR RIDEG AND 60% MAXIMUM AT THE
UPPER PORTION OF THE ROOF EAVE)
691 40 % 276 SF IN ROOF VENTS
691 60% 414 SF IN EAVE/ROOF VENTS
276 / 60 = 4.6 = 6 ROOF VENT PROVIDED
REV DATE REMARKS
1 10.03.2024 City Correction
NOTE:
THE APPLICANT/PROPERTY OWNER
SHALL BE RESPONSIBLE FOR
CONFIRMING ALL EXISTING UTILITY
EASEMENTS AND CLEARANCE ON-
SITE THAT MAY AFFECT THE PROJECT.
Unit 2
Exhibit A
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Submittal Criteria Form
Required for Single Family or Duplex Residences
(Use Commercial form for lots with 3+ dwelling units or new residential tracts)
Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification.
Project Information
New Single Family Residence/Duplex Addition/Remodel ADU Other
Address:
Unit #: City or Unincorporated County Area: ZIP:
Scope of Work:
Existing
Area:
Area to
be Added:
Total Resulting
Area:
Stories: Area Added in Past 2 Years
(excluding this project):
Yes No Questionnaire OCFA Plan Type if “Yes”
1. New – Is this a new single family residence or duplex? *(PR160) Residential Site
with Water Availability
(PR400-402) Fire Sprinkler
2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has
fire sprinklers or a house that will have fire sprinklers added as part of this project?
(PR400-402) Fire Sprinkler
3. Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire
sprinkler retrofit based on a threshold set by local ordinance?
(PR400-402) Fire Sprinkler
4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than
140-feet from the fire access roadway?
*(PR160) Residential Site
5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non-
sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all
enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet?
*(PR160) Residential Site
with Water Availability
6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or
removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed
contractor to determine if a fire sprinkler modification is needed.
(PR400-402) Fire Sprinkler
7. Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a
garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold
set by local ordinance?
*(PR160) Residential Site
(PR400-402) Fire Sprinkler
8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department
access roadway, or a driveway or road that serves more than a single home/duplex?
(PR180) Gate
9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal
Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas
seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only
applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000
sf, and ADU’s).
*(PR160) Residential Site
*(PR172-174) Methane
Test/Mitigation Plans
10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to
slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation,
or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as
defined by the State, or (D) near an area that could be affected by a wildfire in the open space.
*(PR125) Fuel Modification
(PR182) Accessory
Structure
*OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals.
Applicant Certification
I certify, under penalty of perjury, under the laws of the State of California, that the information above is true:
Print Name:_______________________________________ Signature:___________________________________________ Date:______________
Phone Number:_____________________________________________ Email:_____________________________________________________________
Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a
written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required.
______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes”
and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral
Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination.
For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100
SFR
3�� o� m 0p�o�3� m
�ozo N v o<D j v
fro— N�•�,— °�— N n— °— = —� W-,— Nv,o 6� °v °
(D 0 r N n D N r O. O Q Q a (�j) n Z n N N Q 3
U �. (o 3 o CL
0 @ (�D Q N Q (D (DD CL 7 O N N D (CD W (Q O O
to (p p Ur h In cQ l] Z p p
N 0- o 5- a C1 N ._« CL ¢1 CL --h 0, CL N (D C1 Q. C• q C c
cn s �• , o w w - cn O N(n o c ai N CrTI U) ' n
(DO w C L (A) (D :3 tU (D CLC N Q G i �, CL
Q (fl 6 (fl
ZF
(D O ( gyp S v y X O (D0 CLN o p O v 77 7 6 �. C Af Z (DU) p
O o u) CL =hO- v O•(D (OD 3 D Q-C O(D
Q7 (D O C7 N N< q i C r 0- q 3 n Z C C-p C
c N (n r« v c p (D (D �� (D 61 N 5) (D ❑ ny 0 v Et3 00 a cvn
C iZ N (p C �. N N N U) rr 0 () ,�" C (�D < N C.
O O cz O C2 . C a' 0- -+ n C N m cQ 0-0 `< (D
c N N r - N u,' N N CL N ° (D c C ((D
W n ty (D (D (D (D ? 0 N E3 n o = 3 3 D = C
N to N ro C -s O N C2 Ci O 7< 0 c
N (D �_ O CL x -q C1 C iS N tU N W N N ()' C` Al N x
(D = U) o t7 Q g < "` --1-1 (gyp 3
n a 3 v, ° W (n a �, w m�a t N �O
0 O < W (Q N (D C ,, , N (D v v
N C O � „ (� (DV -, (D CL (D -r N ro p' O (D f1 C (D
0 a 0 v. o ro n� -� n (o O C L 0 C CL O Z o �• CL
CL
o (D N c 3 c: 6 0U) (n o � (D 0 O -� (a 5.
^(D 3(D u �N� of (n V0o r@ N3a�cn o ov �ro o
a _ a
emu, emu, 30�°� �' � �n
-.0 (n O (CD `G (D p)
(� r ro v, N a N•ro (D�.a 0 3 3
lD W (n SU N 0- v 0- O CL ID � U) _• O N
(n (D in' �' v (D 3 a)(n C O C U?'
Z3- CL-n � r1 N C1 C. d �' O cn < O N C 3 3
Z3 (D— N pi a- 5 O W N (D Z X f 0- p) (n
N O ro_ N O AJ 0 (Cz N (n C N � C; • 0 <
_ (D 0 Q) (7 � 's C N (D N O
v ' N Sll C1 3 O —, N n N O C2 C
`G 3 N fl1 (D C Q C2 O N Ci O o ((DD �' OC (D v,
_= q ��
_ 3 _ - c) w
o
N1 n C �) C U) O N N ill U)
N :� (D U) N C 3 3
�, (no0 oo N �
UCi (D N p (D N N v 3 (Nn qC N `{+ N to O 6
— q O (OF. (n N ' n U) O C1 Q O `� Q
v x sz (D0� <CL n C (D �'0 ' �' �'o00 0
o N' U) L h iS q q ° 7 < C< j (p C' `, N� 3 i
_r N lD (D 7 — 0- N (p C. C
(D D< Er
(Do� om m y�_�' o Ica' (D�
� z (o � , N
O C 77 7 N .�. -O
U1 Q o (D ' uCi N ((D O (D • p) o. Ur g �, u%i O m �- _°
- 3 o o 0
w' (D(D 3�_ — (D ° 77 m°(D o
�m 0�• a (D Q� N � 6 cD o a v o� ? oa 0z w
N o Q m o`o` w m m o (p c�D`< �. N m m
oa� a� m m p3i o � W ((/) c o
C h O ? N �• C O 3 C O O O
O Ol (D O - N C
o 3
v (D N
C 0 U) 0 -a
n
m
'G
V
m
m
M
CITY OF SANTA ANA
Planning and Building Agen
T
Art P n a 7
O, Lfl to
(o� w Ro
a
M
co �
co C� m
o DCOCD c
o
N� opa
(�
-4 i
N v
occ
ro
s
0
'G
NC
Z
-0
_u
:3 —
-0
D
z
-0
to
-V 57 m
Cn
�.
o
0-
3
-
0m
0
x
n
c�
(D �
(D
0
(D
�'
o
(D
O
Z
v
4
0)
m
z
to
o
r-
o
o' °g
m
(D
O
3
D
°
2
o
cQ
-�
3 (o 5
w
o
°
a
o
(A
-amz
o
b0
ro
O
-ai.
a
M.
O
(n
rot.
@
U_?
(D (D
a�
D
N
(D
a
°
c
=
�' o
�,��
(D
m
O
Q-
rt
M.
D
(D
fl
(D
p
o
�Dam
mm
(D_
wOO
aa
o
u' G
O
3 o
N
mD
y
�(D
(D 7
_1
-a
-,
O
z
�. (D
o
v (D
O
urn
°
o(D
((DD�
°a
a
�=
c.
o
(D
"
l< o
o a
m
--I
m o
a►
�. *
O
a
��
QQ
O
z
o
m
(DN
o
X
(p
a
(D
O
(D
o a
rnrn
(D '<
Z O
O
y
N
N N
.o
o
mo
m
0
a�i a►
(D
(D W
^" n
n
U)
�_0
to
y�--
/1
a
m
D
0 o
�
n
(n
`�
r
o
v
v
mlb
�
p
=3
(D
I
to
CL
((DD
(D
°
iT
(D
Ql
y'
ro
c o
S
N
(D
(D
q
CITY OF SANTA ANA
_ Planning and Building Agency
O :T O Or (D ° 7 N U) fD
tD O ro m ro -„ � � 0 'o � ,� � �ar; e
Q a' E�)R PP51IDI?UANCE
ID n r. O (D[Q 9l v N N C: 7
9 ° ew (DO o T Ster I[ n ply (D c�D
ao� _
N(a O o o
'o a o_oo-, �a
-'0 o(D a� oomty
ca =„ o° U) o` N
O(DOO
fit
a`"C:—D� m (a—
Cr �, o m -0) 0-
a �� o(n i v
(Dro v,a o wEP o �'' <a03
`°�(D ~rov s m mo o(D(no
0 7Q vo n° a in < < o' (n aro
m a N `G Oo CD rz� a a Q
w �'� rn 3 to O� v —�
O (D n � C'D N ca 3 : 0 (D
n (D C) a (D 7 3
rt C
(n Ej a lD a ro 7 !y CD O
ro omaoao (D tea• on
roo hoa a-,w° o0�
- w w:
o te3w Cn° °=^<3
Q. (D n3<I(
v c � _U) Q (D (D h
_ ° j.
d
� rJ Q, n o- � � a_ � -a � ° � 0 3 W
(D 0o ,� w
qrL �'O�r,� cz *.�' (D (D0 En
^h 1 -°(Quw—ivy - Q v--o
0Czs ua, aoa(�n a _ 3 �°
-w v-l<3No (a (D o3
a o 0-0 (n (D o (D
�<'-o am o03 (n v �(Do
. tD � _, -; c am E w Q U� 3
rn -p o m(D Z <' a o (n
o.° o G o B o� g lG , a. w
(n(D ��m ,�,� a � (D JCL
(D (D ro (D O ry a_ 7" v (7 (D j
cD (D G L) O (D = a
O O < 00 C OC (U � -' p CA DO
CL .t (D G 7 O a p1 O G
(D cD — (D
O (D 0 a
a ((DD (a (D D N 3 o d m
ID �' (D o. v "" O O (DD _ O (D C
a h
CITY OF SANTA ANA
Santa Ana Unified School Disirland Building Agency
Approved
Project #9371104 - Payment FOR PERMIT ISSUANCE
Receipt
Master ID:
Date:
� SAUSD Developer
Powered by facilitron
Payment Receipt
Your payment has been processed!
Please note: this is NOT a certificate of compliance. A
certificate of compliance will be created once the district
has reviewed and approved the request and all fees are
paid.
Project Number: PRJ-9371104
Job Location / Address: 606 s Van ness ave., 2, Santa
Ana, CA, 92701
Payment Info
Payer name: Tetsuya Takeuchi
Payment method: AMEX ....1010
Payment amount: $4,013.66
Payment date: 12/16/2025 3:04 PM
Authorization Code: 222660
Transaction ID: 024d80d8-090a-4862-b764-79f2d4ce4030
Please note that the charge will appear on the card/bank
statement as FACILITRON, INC.
Thank you,
Santa Ana Unified School District and The Facilitron Team
For support, please contact
developerfees@facilitron.com or
1-800-272-2962 (ext.6)