Fairfax City Council
February 7, 2024

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9 D:\Friedman 79 Wood Lane Fairfax\CAD\A4.2 - Sections.dwg, 6/23/2022 9:41:03 AM REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 18 of 36 D.S.

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TYP.

ROOF PLY. PER
STRUCT. DWGS.
2x RAFTERS PER ----~
STRUCT. DWGS.
1/2" ROOF PLY. 0/ --1/4"/FT. ROOFING STRIPS

TO CREATE SLOPE
8' FLASHING STRIP -~

HEAT-WELDED LA CANT FASCIA

CONTINUOUS METAL CANT FASTENED
@ 12· o.c.

Altt---RUN ROOFING

MEMBRANE OVER
FASCIA

ENLARGED DETAIL
1 1/2" = 1'-0"
~-----,..-- CLASS 'A' RESIDENTIAL

FILAT ROOF SYSTEM
ROOFING CANT STRIP ,,. I ......
--+---····· ......... .
~-(N) COMP SHINGLES
~- ROOF SHEATHING PER STRUCT. DWGS.
,,-- ROOF RAITTR PER
STRUCTURAL DWGS.
-----<;SM FLASHING
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-
......
\ SEE V STRUCTURAL
DWGS.
%" TYPE "X" GYP. BO.

UNDER STAIRS.

PROVIDE 2x SOLID BACKING
AT HANDRAIL BRACKETS.

I'==;;,;;,=\<" _,,.,- SEE \.,/ STRUCTURAL
\ DWGS .

STAIR REQUIREMENTS:
-MAXIMUM RISER HEIGHT OF 7.75".

D.S. D.S.

ROOF INSULATION PER SCHEDULE ~-- 2X6 RAFTERS @ SOFFIT
~---- CEMENT BOARD SOFFIT

FOAM INSULATION PER

INSULATION SCHEDULE
MAINTAIN 1" UNOBSTRUCTED

AIRSPACE TO VENTED BLOCKS
1---{;SM GUTTER
1-----.:-ASCIA
-1Jf HANDRAIL SHALL BE PROVIDED ON
ONE SIDE OF STAIRWAY. ENDS OF

HANDRAIL SHALL BE RETURNED OR HAVE
ROUNDED TERMINATIONS OR BENDS.
-MINIMUM TREAD DEPTH OF 10", MEASURED FROM THE PROJECTION OF THE NOSING ABOVE.
0 ROOF
32 HANWA Q. PEAK DUO
ML-GU O+ 4

WITH I RON
XRlO0
RAC
TILT LEGS 3
16 CHIUCO

MICROINVE
oow
RIDGE®

KING AND

DEG WITH

N POWER
RTERS CP720
PLAN

UPPER FLAT
ROOFT

OP PV ARRAY

WALL INSULATION

PER INSULTATION SCHEDULE
GYP. BO. INT. FINISH, _____ __,
SCALE: 1 /8' = 1'-0" TYP. @ WALLS & CAILING
0 SOLAR PV MODULES SHALL NOT INTERFERE

W/CLEARANCE OF ANY PLUMBING OR MECHANICAL
32-10 VENTS
ROOF
ill
:111--------- CEMENT BOARD SIDING 0/
DETAIL
BLDG. PAPER 0/ WALL SHTG.
& WALL FRAMING PER
STRUCT. DWGS.

SCALE: 3/ 4" = 1'-0"

INSULATION SCHEDULE

ROOF INSULATION

RAFTERS
(N) GYP. BRO. FINISH TYP. BATT INSULATION @
EXT. WALL STUDS PER

INSULATION SCHEDULUE

GSM SOFFIT VENT

CEMENT BOARD SOFFIT
IIG.>111-----------BLOG. SIDING
PER EXT. ELIEV.
- HANDRAILS ADJACENT TO A WALL SHALL
HAVE A SPACE OF NOT LESS THAN 1-1 /2"

BETWEEN THE WALL & HANDRAILS
-A NOSING OF NOT LESS THAN ¾" BUT NOT MORE THAN 1)f SHALL BE PROVIDED ON TREADS LESS THAN 11 ".
-STAIR TREADS AND NOSING TO BE UNIFORM. THE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER OR TREAD SHALL NOT EXCEED ¾". -MINIMUM STAIR WIDTH IS 36". -HANDRAIL AND GUARDRAIL ASSEMBLIES SHALL BE MOUNTED TO WITHSTAND A CONCENTRATED LOAD OF 200 LBS. APPLIED IN ANY DIRECTION, AT ANY POINT ALONG THE TOP.

STAIR DETAIL
FLOOR JOIST, S.S.D.------,

CONCRETE
SCALE: 1 /8" =

ADHERED MANUFACTURED
STONE VENEER 0/
MORTAR SETTING BED 0/ MORTAR SCRATCH COAT
0/ GSM LATH
GRADE
P.T. SILL PL.

FILOOR JOIST,
S.S.D. ---~
SCALE: 3/8" = 1'-0"
1-COAT ACRYLIC STUCCO
0/ 2.5 GALV. METAL LATH 0/ MIN. 2-LAYERS GRADE
"D" PAPER
PLYWOOD; S.S.D.

WEEP SCREED (MIN. 26
ga. GSM) W/ MIN. VERT
ATTACHMENT OF 3 1 /2"
0/ BUILDING PAPER
GRADE
t+------ 31 -3 -------+I WALL INSULATION
2X4 WALLS
R-38 SPRAY FOAM R-15 BATT FON WALL; ---r-41. • S.S.D. CONCRETE FDN WALL; S.S.D.

LRE033122
0 ROOF
79 WOOD LA
NE· FAIRFAX, CA 94930

TOP SOLAR
FINISHED GRADE =

NATURAL GRADE
/
PANELS
SCALE: NI S

BUILDING
2X6 WALLS R-21 BATT
FLOOR INSULATION FLOOR 0/ CRAWL SPACE R-19 BATT
28' -6" HEIGHT LIMIT
ROOF ASSEMBLY TYP.

HALL KITCHEN
0 BASEMENT
SECTION c-c
SCALE: 1/4" = 1'-0"
II Ill Ill 111 1 11-
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STONE VENEER DETAIL 0
T.O.P.

WALL ASSEMBLY TYP.

ATTIC VENTING

M,'JN RESIDENCE UPPER ROOF
29' -g• RAFTER I ENGTH x 22"
150

USE OPEN CELL SPRAY FOAM
9-1/2" RAITTR DEPTH x 3.7
= 0.36 S.F. (52.36 S.I.)

INSULATION
(R PER INCH) = R 35
PR0\1DED
"WUI" SIDING PER EXT. ELEV.

FINISH SCH. 0/BUILDING PAPER "' 0

MAIN RESIDENCE LO
14'-10. RAFTER I ENGJH x 22 "

WER HIP ROOF
0/ WALL SHTG. PER STRUCT. DWGS. 0/ WALL FRAMING PER STRUCT.

DWGS. W/ INSUL PER SCHEDULE
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FLOOR ASSEMBLY TYP. FLOOR PLY. PER STRUCT. DWGS.
0/ FILOOR JOISTS PER STRUCT.

DWGS. W/ INSULATION PER

SCHEDULE
"' ID
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V) LOWER WALL ASSEMBLY 1 COAT ACRLIC.

ADMIX STUCCO SYSTEM OVER BUILDING 1
PAPER O WALL SHEATING PER STRUCT. m
DRAWINGS 0/WALL FRAMING PER STRUCT.

DWGS W/INSUL PER SCHEDULE.
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150

USE OPEN CELL SPRAY FOAM
9-1/2" RAFTER DEPTH x 3.7
---- _j-1=17~-~25~•--'k--t------- MAIN FLOOR

FOUNDATION SYSTEM
PER STRUCT. DWGS.

T.O.P.

BASEMENT
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= 0.18 S.F. (26.10 S.1.)

INSULATION
(R PER INCH) = R 35
PROVlDED
r ..----
WALL ASSEMBLY. TYP.
"WUI" SIDING PER EXT. ELEV.

FINISH SCH. 0/BUILDING PAPER
0/ WALL SHTG. PER STRUCT. DWGS. 0/ WALL FRAMING PER STRUCT. DWGS.

W/ INSUL. PER SCHEDULE
FLOOR ASSEMBLY TYP. FLOOR PLY. PER STRUCT. DWGS.
0/ FLOOR JOISTS PER STRUCT.

DWGS. W/ INSULATION PER

SCHEDULE
FINISHED GRADE = ,.

NATURAL GRADE

FOUNDATION SYSTEM
PER STRUCT. DWGS.

SCALE: 1" = 1'-D"

ROOF ASSEMBLY

CLASS 'A' METAL ROOFING
0/ UNDERLAYMENT 0/ ROOF PLY.
& FRAMING PER STRUCT. DWGS.

W/ R-30 BATT INSUL. & GYP. BD.

CEILING FINISH
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--- -
GYP. BO. FINISH
@ CEILING

GREAT ROOM
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NATURAL GRADE
BUILDING SECTION 8-8
SCALE: 1/4" = 1'-0"

WEEP SCREED
SCALE: 1" = 1'-0"
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Dote:
06-20-2022
ca e:

As Noted
Drown:

LSK
Job #
19049.00
Prototype
DIVINE
A4.2
1 REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 19 of 36

STRUCTURAL NOTES

GENERAL

1. lHESE NOlES APPLY TO ALL DRAWINGS AND GOVERN UNLESS OlHERWISE NOlED OR SPECIFIED. ALL WORK SHALL BE IN CONFORMANCE WllH ALL APPLICABLE CODES AND ALL APPLICABLE LOCAL CODES AND ORDINANCES.

APPLICABLE CODES INCLUDE:
lHE 2019 EDITION OF:

CALIFORNIA BUILDING CODE (CBC) CALIFORNIA RESIDENTIAL CODE (CRC} CALIFORNIA PLUMBING CODE (CPC) CALIFORNIA ELECTRICAL CODE CALIFORNIA MECHANICAL CODE (CMC} CALIFORNIA GREEN BUILDING STANDARDS CODE CALIFORNIA ENERGY CODE CALIFORNIA FIRE CODE {CFC}

2. VERIFY ALL EXISTING CONDITIONS AND PROPOSED DIMENSIONS AT lHE SUBJECT SllE. COMPARE STRUCTURAL DRAWINGS WllH ARCHllECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS BEFORE COMMENCING WORK. NOTIFY ARCHllECT OF ANY DISCREPANCIES PRIOR TO COMMENaNG ANY WORK. DO NOT PROCEED WllH CONSTRUCTION IF DISCREPANCIES ARE DElEClED UNTIL lHEY ARE RESOLVED. DO NOT SCALE DRAWINGS.

3. UNLESS OlHERWISE SHOWN OR NOlED ALL TYPICAL DETAILS SHALL BE USED WHERE APPLICABLE. ALL DETAILS SHALL BE CONSIDERED TYPICAL AT SIMILAR CONDITIONS.

NOlE: STRUCTURAL DESIGN OF CONTINUOUS FOOTING AND SLAB-ON-GRADE CONCRElE BASED ON 2,500 PSI COMPRESSIVE STRENGlH. lHE SPECIFIED STRENGlH ABOVE ARE USED FOR BETTER QUALITY PER CRllERIA ONLY.

CONCRElE SPECIAL INSPECTION FOR CONTINUOUS FOOTING AND SLAB-ON-GRADE IS NOT REQUIRED.

5. CONCRETE SHALL BE PLACED IN A CONTINUOUS OPERATION BETWEEN PREDElERMINED AND PREAPPROVED CONSTRUCTION JOINTS.

6. CONCRETE SHALL BE CONTINUOUSLY CURED FOR 7 DAYS AFTER PLACEMENT IN ANY APPROVED MANNER. FOOTINGS ARE EXCEPlED FROM lHIS REQUIREMENT.

7. CONTRACTOR SHALL SUBMIT TO lHE ENGINEER FOR REVIEW AND APPROVAL,

DRAWINGS LOCATING AND DETAILING ALL PROPOSED CONSTRUCTION/CONTROL JOINTS IN CONCRElE PRIOR TO COMMENCING WORK. CONSTRUCTION JOINT SHALL BE ROUGHENED, EXPOSING CLEAN AGGREGA lE TO )f DEPlH SOLIDLY EMBEDDED IN

MORTAR MATRIX, AND SHALL INCLUDE SHEAR KEYS AND DOWELS AS REQUIRED BY lHE ENGINEER.

8. lHE LOCATION AND PROlECTION OF EXISTING UTILITIES IS lHE RESPONSIBILITY OF lHE CONTRACTOR. lHE CONTRACTOR SHALL NOTIFY lHE ENGINEER IF UTILITY PIPES RUN lHROUGH, OR WllHIN 24" BELOW, ANY NEW CONCRETE CONSTRUCTION. lHE ENGINEER WILL PROVIDE lHE CONTRACTOR WllH DESIGN DETAILS UNDER SUCH CIRCUMSTANCES.

9. PATCHING OF CONCRElE: ALL INSERTS HOLES, AND OlHER IMPERFECTIONS ON lHE SURFACE OF lHE CONCRElE SHALL BE FILLED WllH GROUT, BRUSHED. AND SACKED TO A UNIFORM FINISH. ALL HOLIES lHROUGH TO lHE OUTSIDE OF lHE BUILDING MUST BE MADE WA lERTIGHT.

4. lHE CONTRACTOR AND SPECIAL INSPECTOR ARE ENCOURAGED TO CONTACT lHE 10. CHAMFER ALL CORNERS ¾", EXCEPT TOP EDGES OF SLABS AND BEAMS, UNLESS ENGINEER REGARDING ANY QUESTIONS OF INlERPRETATION OF lHESE OlHERWISE NOlED.

SPECIFICATIONS AND DRAWINGS.
• • • • • • • • • • • • • • • • • • ' 11. ALL CONCRElE SHALL BE PLACED ON COMPElENT SUBGRADE. AS DElERMINED BY

5. SAFETY MEASURES: AT ALL TIMES, lHE CONTRACTOR SHALL WORK IN COMPLIANCE lHE ENGINEER AT lHE TIME OF CONSTRUCTION. > WllH CAL/OSHA-TITLE 8 SAFETY REGULATIONS AND SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR lHE CONDITIONS OF lHE JOB SllE INCLUDING • 12. CONCRElE FLOOR SLAB-ON-GRADE SHALL HAVE A MINIMUM lHICKNESS OF 4" SAFETY OF PEOPLE AND PROPERTY, AND FOR ALL NECESSARY INDEPENDENT UNLESS OlHERWISE NOlED. ..._ • E~GIN.EE~IN(l RfVl~ws. o~ 11;!ESf c.oN~ITipN~_. . . 1 • • • • -

6. SHORING AND BRACING OF lHE SOIL, AND lHE EXISTING AND NEW STRUCTURES SHALL BE INSTALLED WHERE NECESSARY TO ADEQUAlELY SUPPORT lHE IMPOSED VERTICAL AND LAlERAL LOADS, AND SHALL BE MAINTAINED UNTIL lHE NEW STRUCTURE CAN SUPPORT lHE ANTICIPAlED LOADS. lHE ENGINEER'S JOB SllE VISITS ARE NOT INlENDED TO INCLUDE REVIEW OF lHE ADEQUACY OF lHE lEMPORARY SHORING AND/OR CONTRACTOR'S SAFETY MEASURES.

7. ANY OPENING, HOLES, CUTS OR DISCONTINUITIES NOT SHOWN ON lHE STRUCTURAL DRAWINGS AND EXlENDING INTO OR lHROUGH STRUCTURAL ELEMENTS REQUIRE lHE PRIOR APPROVAL OF lHE ENGINEER.

8. SURFACE GRADES ADJACENT TO THE FOUNDATION SHALL SI.OPE AWAY FROM BUILDING AT A MIN OF 5X FOR PERI/IOUS SURFACES OR 2X FOR IMPERVIOUS SURFACES FOR MIN 10 FEET.

1. lESTS AND SPEaAL INSPECTIONS SHALL BE PROVIDED PER REQUIREMENTS OF lHE 2019 CALIFORNIA BUILDING CODE CHAPlER 17.

2. lHE FOLLOWING llEMS SHALL BE INSPEClED AND/OR lESlED BY DAC ASSOCIAlES INC. OR A lESTING LAB IN ACCORDANCE WllH CHAPlER 17 OF lHE 2019 CALIFORNIA BUILDING CODE. lHE CONTRACTOR SHALL NOTIFY lHE INSPECTOR AT LEAST 72 HOURS PRIOR TO TIME OF INSPECTION.
a. FOR CONCRElE WllH STRENGlH EQUAL OR MORE lHAN 3,000PSI, PLACEMENT, SAMPLING & lESllNG FOR STRENGlH
{EXCEPT FOR CONTINUOUS FOOTING & SLAB-ON-GRADE)

3. lHE FOLLOWING ITEMS SHALL BE INSPEClED BY lHE ENGINEER OF RECORD (DAC ASSOCIAlES, INC.). lHE CONTRACTOR SHALL NOTIFY lHE ENGINEER AT LEAST 72 HOURS PRIOR TO TIME OF INSPECTION.
a. FOUNDATION, PAVEMENT, AND SLAB-ON-GRADE SUBGRADES
b. PLACEMENT OF REINFORCING SlEEL AND CAST-IN-PLACE ANCHORAGES c. HOLDOWNS AND ANCHOR BOLTS
d. STEEL WELDING
e. SHEARWALLS, DIAPHRAGMS, ROUGH FRAMING AND FRAMING HARDWARE f. SOIL ENGINEER TO OBSERVE AND APPROVE IN WRITING PLACEMENT OF GEOlECHNICAL DRAINAGE
g. SOIL ENGINEER TO OBSERVE AND APPROVE IN WRITING BACKFILL OPERATIONS

4. FOUNDATION EXCAVATIONS AND SLAB-ON-GRADE SUBGRADES SHALL BE OBSERVED AND APPROVED IN WIRITING BY lHE SOIL ENGINEER {HERZOG GEOlECHNICAL CONSUL TING ENGINEERS) PRIOR TO PLACEMENT OF FORMS OR REINFORCING SlEEL. lHE CONTRACTOR SHALL NOTIFY lHE SOIL ENGINEER AT LEAST 72 HOURS BEFORE EXCAVATION/DRILLING IS SCHEDULED TO BEGIN.

5. 6. lHE CONTRACTOR IS RESPONSIBLE FOR COOR DINA TING ALL INSPECTIONS AND ENSURING lHAT ALL REQUIRED lESTING & INSPECTION IS PERFORMED TO lHE SATISFACTION OF lHE INSPECTOR.

DESIGN BASIS AND CRITERIA

1. DESIGN CONFORMS TO lHE 2019 CBC AND ALL APPLICABLE LOCAL ORDINANCES.

2. DESIGN VERTICAL LOAD DL (PSF) LL (PSF)
a. ROOF 23 20
b. RES. FLOORS 20 40
c. DECK/BALCONY 15 60
d. GARAGE/PARKING 63 40 {OR 3000 LB CONCENTRAlED)

3. DESIGN LA lERAL LOAD
e. WIND: 110 MPH BASIC WIND SPEED. EXPOSURE C
f. SEISMIC: RISK CAlEGORY II, SEISMIC DESIGN CAlEGORY D, Ss = 1.6g
S1 = 0.63g, S~1.07g,
S0,=0.63g
R=6.5, 1=1.0, Cs = Sos/\R/1), BASE SHEAR, V = Cs*W

4. ALL STRUCTURES SHOWN ON lHESE DRAl'l1NGS ARE BASED UPON ARCHllECTURAL PLANS FOR "NEW RESIDENCE & ADU, 79 WOOD LANE, FAIRFAX, CA" PREPARED BY FREDRIC C. DIVINE ASSOaAlES, DAlED 04-06-2022.

CONCRETE

1. CONCRElE CEMENT SHALL CONFORM TO lHE LAlEST ASTM C-150 & C-595, AND SHALL BE TYPE II. TYPE I CEMENT MAY BE USED IN AREAS NOT IN CONTACT WllH EARlH. MINIMUM 6 SAKCS/CU. YD. OF CEMENT. FLY ASH SHALL NOT COMPOSE MORE lHAN 25,i; OF lHE CEMENTITIOUS MA lERIAL. AGGREGA lE SHALL BE FREE OF ALKALI REACTIVITY.

2. WAlER/CEMENT RATIO SHALL NOT EXCEED 0.45. ACID SOLUBLE CHOLRIDE-FREE

ADMIXTURES AND PLASTICIZERS FOR WORKABILITY MAY BE USED IF APPROVED BY lHE TESTING LABORATORY AND ENGINEER. BECAUSE EXCESS WATER REDUCES CONCRElE STRENGlH, ADDING WA lER AT lHE SllE IS DISCOURAGED AND SHALL NOT EXCEED ONE GALLON PER CUBIC YARD.

3. REINFORCE ALL STRUCTURAL CONCRETE. CONCRETE CONSTRUCTION TOLERANCES SHALL COMPLY 1'111H ACI 117. INSTALL ALL INSERTS, BOLTS, ANCHORS, AND REINFORCING BARS AND SECURELY TIE PRIOR TO PLACING CONCRElE.

4. CONCRElE SHALL BE AS FOLLOWS {UNLESS 01HERl'l1SE NOlED):

LOCATION 28 DAYS STRENGlH SLUMP AGGREGA lE (ASTM C33)

SLAB ON GRADE

FOOTINGS/
GRADE BEAMS/ CONCRElE WALLS

DRILLED PIERS
3000 PSI 3000 PSI 3000 PSI
4• 4•
6"
HR-LS, 1" MAX
HR, 1• MAX HR, ¾" MAX

13. ALL SLAB-ON-GRADE SHALL HAVE CONTROL JOINTS {WEAKENED PLANE JOINl) PER TYPICAL DETAIL TO CREATE APPROXIMATELY 20-FOOT SQUARES, UNLESS OlHERWISE NOlED ON PLANS.

REINFORCING STEEL

1. ALL REINFORCING SlEEL BARS SHALL CONFORM TO lHE STANDARD SPECIFICATIONS FOR DEFORMED BILLET-SlEEL CONCRETE REINFORCEMENT, ASTM A615 GRADE 60 KSI EXCEPT FOR GRADE 40 KSI FOR /13 STIRRUP /TIE, UNLESS OlHERWISE NOTED.

2. LAP SLICE ALL BARS A MINIMUM OF 36 BAR DIA OR 1 B" MIN, (UNLESS OlHERWISE NOlED) LAP HORIZ REBAR AT CORNERS AND INlERSECTIONS IN FOOTINGS AND WALLS 1'111H CORNER BARS OR OlHER MElHODS SPECIFICALLY APPROVED BY lHE STRUCTURAL ENGINEER.

3. 1'11RE MESH SHALL CONFIRM WllH ASTM A185-64.

4. UNLESS OlHERWISE NOlED, MAINTAIN COVERAGE TO FACE OF REINFORCING BARS AS FOLLOWS:

LOCATION
CAST AGAINST EARlH:

EXPOSED TO EARlH OR WEAlHER: EXTERIOR SURFACES FOR BEAMS & COLUMN

FOUNDATIONS AND RETAINING WALLS

MINIMUM CLEAR COVER
3•
2" (1½" FOR #5 & SMALLER)
1½"

1. lHE FOUNDATION AND RETAINING WALLS DESIGN IS BASED ON RECOMMENDATIONS OF lHE GEOlECHNICAL INVESTIGATION REPORT TITLED "GEOlECHNICAL REPORT UPDAlE," PREPARED BY HERZOG GEOlECHNICAL CONSULTING ENGINEERS, DAlED 11-15-2021. A COPY OF lHE REPORT SHALL BE OBTAINED FROM lHE SOIL ENGINEER'S OFFICE. THE REPORT IS PART OF lHE CONSTRUCTION DOCUMENTS, AND ITS RECOMMENDATIONS ARE TO BE FOLLOWED DURING CONSTRUCTION.

2. DESIGN CRllERIA
a. ASSUMED DEPlH TO COMPElENT SUBGRADE = 44.5 FEET
b. ALLOWABLE BEARING PRESSURE (DL +LL) = 1000 PSF FOR MAT SLAB c. COEFFICIENT OF FRICTION = 0.3
d. ALLOWABLE PASSIVE PRESSURE FOR MAT SLAB = 150 PCF
(EQUIVALENT FLUID PRESSURE}
e. ALLOWABLE PASSIVE PRESSURE FOR RETAINING WALLS = 60 PCF FOR LEVEL BACKFILL

WITH BACK-DRAINAGE
(ADD 2 FT BACKFILL FOR VEHICULAR SURCHARGE)
(12H SEISMIC)

3. ALL FOUNDATION AND RETAINING WALL WORK SHALL COMPLY WllH 2019 CBC CHAPlER 18.

4. WA lERPROOF MEMBRANE SHALL BE 1 OMIL MIN lHICK; 2" MIN OVERLAP & SECURED W/ TAPE AT ALL EDGES PER MANUFACTURE'S RECOMMENDATION.

5. CONTRACTOR SHALL USE APPROVED DEVICES AND/OR SERVICES TO SCAN FOR UNDERGROUND UTILITIES PRIOR TO START OF EXCAVATION OR GRADING.

6. CONTRACTOR SHALL AVOID EXCAVATION BELOW BOTTOM OF FOOTING AND REMOVING ANY SOIL WI-IICH MAY SERVE FOR LATERAL RESISTANCE FOR ADJACENT FOOTINGS.

UNLESS OlHERWISE NOlED.

7. EXTERIOR FOOTINGS TO BE A MINIMUM OF 18" BELOW FINISHED GRADE {UNLESS OlHERWISE NOlED) BEARING ON NATIVE UNDISTURBED COMPETENT SOIL OR ENGINEERED COMPAClED FILLS WllH 95,i; RELATIVE COMPACTION (ASTM D1557), APPROVED BY SOIL ENGINEER IN WIRITING.

8. DO NOT ALLOW WAlER TO STAND IN EXCAVAlED HOLES. IF BOTTOMS OF HOLE BECOME SOFTENED DUE TO RAIN OR OlHER WATER BEFORE CONCRElE IS CAST, EXCAVATE SOFTENED MAlERIAL AND REPLACE 1'111H PROPERLY COMPAClED BACKFILL OR CONCRElE AT NO COST TO lHE OWNER.

EQUIPMENT PIPE AND DUCT SUPPORT

1. lHE CONTRACTOR IS RESPONSIBLE FOR lHE VERTICAL AND LATERAL SUPPORT OF ALL HVAC AND OlHER EQUIPMENT. SHOP DRAWINGS SHALL BE SUBMITTED FOR lHE SUPPORT OF ALL HVAC EQUIPMENT OVER 400 POUNDS, STAMPED AND SIGNED BY A CALIFORNIA-LICENSED CIVIL OR STRUCTURAL ENGINEER. EQUIPMENT AND ANCHORAGE SHALL BE DESIGNED TO RESIST LA lERAL SEISMIC FORCES PER 2019 CBC SECTION 1632.2. LAlERAL SEISMIC DESIGN FORCES ON ALL LIFE SAFETY EQUIPMENT SHALL BE INCREASED BY A FACTOR OF 1.50.

2. CONDUITS, PIPES AND DUCTS SHALL BE BRACED TO RESIST SEISMIC HAZARD B PER lHE CURRENT EDITION OF "SMACNA SEISMIC RESTRAINT MANUAL: GUIDELINES FOR MECHANICAL SYSlEMS", EXCEPT lHAT lHE COMPONENTS OF LIFE SAFETY SYSTEMS SHALL BE BRACED TO RESIST SEISMIC HAZARD LEVEL A.

ROUGH CARPENTRY

1. UNLESS OlHERWISE SHOWN ON lHE DRAWINGS, NAILING SHALL CONFORM TO lHE 2019 CBC, TABLE 2304.9.1 UNLESS 01HERl'l1SE NOTED ON lHESE DRAWINGS, ALL NAILS SHALL BE COMMON NAILS (AS OPPOSED TO BOX, SINKER OR COOLER NAILS).

2. SILLS ON CONCRElE SHALL BE PRESSURE TREAlED DOUGLAS FIR. SILLS SHALL BE FASTENED TO lHE CONCRETE WllH A MINIMUM OF TWO FASlENERS PER PIECE, SPACED NOT MORE lHAN 4 FEET APART AND A FASlENER LOCAlED NOT MORE lHAN 12 INCHES OR SEVEN BOLT DIAMETERS AND NOT LESS lHAN 5 INCHES FROM EACH END OF PIECE. USE HOT-DIPPED GALVANIZED FASTENERS WllH PRESSURE TREAlED WOOD.

3. FASTEN ALL SILL PLAlES AT NON-STRUCTURAL WALLS TO NON-PRESTRESSED CONCRElE SLABS WllH 0.177" DIAMElER POWER DRIVEN FASTENERS AT 16" ON CENlER, WllH 1 ¼" MINIMUM CONCRElE EMBEDMENT, UNLESS OlHERWISE NOlED ON lHE DRAWINGS. FASTEN ALL SILL PLAlES AT NON-STRUCTURAL WALLS TO PRESTRESSED CONCRElE SLABS WllH 0.145" DIAMElER POWER EMBEDMENT DRIVEN FASTENERS AT 16" ON CENTERS, WllH ¾" MINIMUM AND 1• MAXIMUM CONCRElE EMBEDMENT, UNLESS OlHERWISE NOlED ON lHE DRAWINGS.

4. ALL ANCHOR BOLTS (AB) SHALL BE ASTM A307. ALL ANCHOR BOLTS SHALL HAVE PLATE WASHERS, MINIMUM 3"X3" SQUARE BY 0.229" lHICK. ANCHOR BOLTS MUST

BE SECURELY WIRED IN PLACE AND ALIGNED IN A TRUE STRAIGHT LINE PRIOR TO lHE CONCRElE PLACEMENT. ANCHOR BOLTS AND OlHER EMBEDDED STRUCTURAL CONNECTORS MAY NOT BE "WET SET".

5. LAG SCREWS: PRE-DRILL LEAD HOLES WllH ½ TO ¾ OF SHANK DIAMElER FOR lHREADED PORTION OF LAG SCREW, AND FULL DIAMElER FOR lHE UNlHREADED SHANK PORTION. LAD SCREWS SHALL BE TORQUED, AND NEVER HAMMERED, INTO POSITION. LUBRICAlE lHREADS WllH SOAP OR OlHER WOOD-COMPATIBLE LUBRICANT.

6. ALL MACHINE BOLTS (M.B.) SHALL BE ASTM A307 GRADE A, INSTALLED THROUGH HOLES Jis" LARGER THAN DIAMElER OF BOLT. RE-TIGHlEN ALL BOLTS PRIOR TO CLOSING IN WALLS.

7. USE HOT-DIPPED GALVANIZED NAILS, BOLTS, AND HARDWARE WHERE EXPOSED TO WEAlHER AND FOR WHEN IN CONTACT WllH PRESSURE TREAlED WOOD.

8. PLACE JOISTS WllH CROWN UP. ADD ONE ADDITIONAL JOIST UNDER ALL PARALLEL PARTITIONS.

9. BLOCK ALL JOISTS AT SUPPORTS AND UNDER ALL PARTITIONS 1'111H MINIMUM 2X SOLID BLOCKING. BLOCK AND BRIDGE ROOF JOISTS AT 10 FOOT AND FLOOR JOISTS AT B FOOT ON CENlER WHERE CEILING ASSEMBLY IS NOT ATTACHED DIRECTLY TO BOTTOM OF JOISTS.

10. ALL TIMBER FASlENERS NOT SPECIFICALLY DETAILED ON lHE DRAWINGS SHALL BE SIMPSON COMPANY'S STANDARD FASTENERS OR APPROVED EQUAL.

11. ALL WOOD AND WOOD PRODUCTS IN CONTACT WllH CONCRElE OR MASONRY OR EXPOSED TO WEA lHER SHALL BE PRESSURE-TREA lED. SPECIES AND GRADE FOR PRESSURE TREA lED PRODUCTS SHALL MATCH lHAT SPECIFIED FOR UNTREA lED SIMILAR LUMBER OR WOOD PRODUCTS (i.e. PRESSURE-TREAlED HEM-FIR MAY NOT BE SUBSTITUlED FOR PRESSURE-TREATED DOUGLAS-FIR), UNLESS OlHERWISE NOlED ON lHE DRAWINGS.

12. RE-TIGHlEN ALL BOLTS BEFORE CLOSING IN FRAMING. 13. AT lHE TIME OF INSTALLATION, ALL FRAMING LUMBER SHALL HAVE A MAXIMUM MOISTURE CONlENT OF 191'.

14. ALL TJI, MICRO-LAM (LVL), PARALAM (PSL) ARE MADE BY WEYERHAUSER. lHE

MANUFACTURER'S GUIDELINES AND RECOMMENDATIONS SHALL BE FOLLO'IIED IN HANDLING AND INSTALLATION OF ALL PRODUCTS.

15. TIMBER RIVETS: SHALL BE INSTALLED WllH LONG EDGE PARALLEL TO GRAIN.

TIMBER RIVETS AT lHE PERIMElER OF lHE GROUP SHALL BE DRIVEN FIRST.

SUCCESSIVE TIMBER RIVETS SHALL BE DRIVEN IN A SPIRAL PATTERN FROM lHE OUTSIDE TO lHE CENlER OF THE GROUP.

16. SIMPSON STRONG WALL SHEAR WALL MUST BE INSTALLED IN ACCORDANCE WllH lHE MANUFACTURER INSTRUCTIONS. MANUFACTURER GUIDELINES AND RECOMMENDATIONS SHALL BE FOLLO'IIED AT ALL TIMES DURING HANDLING AND INSTAULATION OF ALL PRODUCTS.

FRAMING LUMBER

1. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR GRADED PER WCLIB GRADING RULES NO. 16 LUMBER MAY BE SURFACE GREEN EXCEPT AS NOlED BELOW.

2. ALL POSTS, BEAMS, HEADERS SHALL BE /11 OR BETTER.

3. ALL ROOF JOISTS SHALL BE fl OR BETTER.

4. ALL FLOOR JOISTS SHALL BE fl OR BETTER, SURFACE DRY.

5. ALL STUDS SHALL BE STUD GRADE OR BETTER.

6. ALL PLAlES AND MISCELLANEOUS LUMBER SHALL BE STANDARD GRADE OR BETTER.

7. ALL WOOD AND WOOD PRODUCTS IN CONTACT WllH CONCRElE OR MASONRY OR EXPOSED TO WEA lHER SHALL BE PRESSURE-TREA lED. SPECIES AND GRADE FOR PRESSURE TREA lED PRODUCTS SHALL MATCH lHAT SPECIFIED FOR UNTREA lED SIMILAR LUMBER OR WOOD PRODUCTS (i.e. PRESSURE-TREAlED HEM-FIR MAY NOT BE SUBSTITUlED FOR PRESSURE-TREATED DOUGLAS-FIR), UNLESS OlHERWISE NOlED ON lHE DRAWINGS.

PLYWOOD

1. EACH PLYWOOD SHEET OR WOOD STRUCTURAL PANEL SHALL BE IDENTIFIED WllH lHE APPROPRIA lE GRADE AND TRADEMARK OF lHE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET lHE REQUIREMENTS OF lHE LAlEST EDITION OF lHE U.S. PRODUCT STANDARD PS 1 OR PS 2. WOOD STRUCTURAL PANELS (SUCH AS ORIENlED STRAND BOARD) OF EQUAL lHICKNESS AND RATING, AND MEETING lHE REQUIREMENTS OF APA PS 2, MAY BE SUBSTITUlED FOR PLYWOOD.

2. PLYWOOD SHEETS AT FLOORS AND ROOFS SHALL BE LAID 1'111H FACE GRAIN PERPENDICULAR TO JOISTS AND RAFTERS. BLOCK EDGES WHERE NOlED ON lHE DRAWINGS. ALL CUT PANELS SHALL BE EQUAL OR GREAlER lHAN 24"X48". APPLY

A CONTINUOUS BEAD OF GWE TO ALL FLOOR JOISTS BEFORE SETTING FLOOR PLYWOOD.

3. PLYWOOD SHEETS ON WALLS SHALL BE LAID WllH LONG DIMENSION VERTICAL. ALL CUT PANELS IN SHEAR WALLS SHALL BE EQUAL OR GREAlER lHAN 16" IN BOlH DIRECTIONS. BLOCK AND NAIL ALL EDGES. GLUE ADHESIVE SHALL NOT BE APPLIED BETWEEN STUDS AND WALL PLYWOOD.

4. ROOF PLYWOOD SHALL BE MINIMUM ½", 2'6, EXPOSURE 1, PROVIDE PLYCLIPS BETWEEN RAFTERS WHERE EDGES ARE NOT BLOCKED. U.O.N.

5. FLOOR PLYWOOD SHALL BE MINIMUM ¾", "½o. EXPOSURE 1. U.O.N.

6. WALL PLYWOOD SHALL BE MINIMUM ½", 2'6, EXPOSURE 1. U.O.N.

STRUCTURAL STEEL AND MISCELLANEOUS IRON

1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WllH lHE LA lEST EDITION OF AISC "SPECIFICATION FOR STRUCTURAL SlEEL BUILDINGS" AND AISC "CODE OF STANDARD PRACTICE FOR SlEEL BUILDINGS AND BRIDGES" (AS REVISED BY lHE PROJECT SPECIFICATIONS).

2. SlEEL SHAPES AND MISCELLANEOUS SlEEL SHALL CONFORM TO lHE FOLLOWING:

A. WIDE FLANGES (W) - ASTM 992, GR 50
B. HOLLOW STRUCTURAL SECTIONS {HSS)
*SQUARE OR RECTANGULAR - ASTM A500 GR B {Fy = 46 ksi) *ROUND - ASTM A500 GR B (Fy = 42 ksl) C. PLA lES AND BARS - A36
*EXCEPT FOR MOMENT FRAME CONNECTIONS (I.E. CONTINUITY, DOUBLER, SPLICE, ETC) WHICH SHALL BE ASTM A572 GR 50
D. PIPE - ASTM A53 GR B E. MISCEILLANEOUS SHAPES {I.E. CHANNELS, ANGLES, ETC) - ASTM A36

3. ALL BOLTS FOR SlEEL TO SlEEL CONNECTIONS SHALL CONFORM TO ASTM A325N-SC, UNLESS OlHERWISE NOlED. BOLTS SHALL BE FULLY PRE-TENSIONED TO SATISFY SLIP-CRITICAL REQUIREMENTS WllH A CLASS-A FAYING SURFACE. FULL PRE-TENSIONING SHALL BE ATTAINED BY "TURN-OF-lHE-NUT" OR OlHER MElHOD APPROVED BY lHE STRUCTURAL ENGINEER.

4. ANCHOR RODS:

TYPICAL: ASTM F1554 GR 36 W/ ASTM A563 HEAVY HEX NUTS
WELDABLE: ASTM F1554 GR 55 S1 W/ ASTM A563 HEAVY HEX NUTS HIGH STRENGlH: ASTM F1554 GR 105 W/ ASTM A563 GR DH HEAVY HEX NUTS

5. NON-SHRINK GROUT:
7500 PSI COMPRESSIVE STRENGlH, NON METALLIC CONFORMING TO ASTM 1107.

MASlERFLOW 928 OR EQUAL.

6. SlEEL NOT RECEIVING FIRE PROOFING SHALL BE SHOP PRIMED OR EQUAL, EXCEPT

SURFACES TD RECEIVE WELDS, SHEAR STUDS, FULLY PRE-TENSIONED BOLTS, CONCRETE ENCASEMENT OR SPRAY FIREPROOFING. ALL STEEL OR SlEEL FASlENERS EXPOSED TO 'IIEAlHER SHALL BE HOT-DIP ZINC GALVANIZED, OR PAINlED WllH TWO COATS OF BITUMINOUS/COAL TAR EPOXY OR WEAlHERPROOFED BY AN APPROVED EQUAL U.O.N.

7. WELDING TO CONFORM TO lHE LAlEST EDITION OF lHE AWS SPECIFICATIONS SHALL BE PREFORMED BY CERTIFIED WELDERS. BUTT WELDS ARE TO BE COMPLElE PENETRATION JOINT (CPJ), U.O.N. ALL FILLET WELDS SHOWN ARE MINIMUM REQUIRED BY STRESS, INCREASE WELDS TO AISC MINIMUM SIZES BASED ON lHICKNESS OF MA TERI AL JOINED U.O.N.

8. ALL ELECTRODES SHALL BE E7DXX {70 KSI), U.O.N. ELECTRODES AND FLUXES SHALL BE KEPT CLEAN AND DRY PER AWS D1.1 AND lHE FOLLOWING ADDITIONAL REQUIREMENTS. FCAW (WIRE) ELECTRODES SHALL BE CONSUMED WllHIN TWO WEEKS OF OPENING lHEIR ORIGINAL PACKAGING. RUSlED ELECTRODES SHALL BE DISCARDED. SMAW (STICK) ELECTRODES SHALL BE LOW HYDROGEN TYPE, SHALL HAVE MOISTURE-RESISTANT COATINGS, AND SHALL BE USED WllHIN 8 HOURS OF OPENING lHEIR HERMETICALLY-SEALED CONTAINERS, OR SHALL BE REDRIED PER AWS D1.1, SECTION 4.5.2. SAW FLUX SHALL BE KEPT CLEAN AND DRY PER AWSD1.1, SECTION 4.8.3. SAW FLUX OPEN TO AIR FOR MORE lHAN TWO DAYS SHALL BE RE-DRIED FOR AT LEAST TWO HOURS AT BETWEEN 500 AND 900 DEGREES FAHRENHEIT. WET FLUX SHALL BE DISCARDED.

9. SHOP AND ERECTION DRAWINGS CONFORMING 1'111H AISC SPEC, AWS D1.1 AND RCSC SPEC SHALL BE PROVIDED BY lHE SlEEL FABRICATOR, AND REVIE'IIED AND APPROVED BY lHE ENGINEER.

10. SlEEL MEMBER CONNECTING TO WOOD FRAMING SHALL HAVE WOOD NAILER WllH MIN 9'"• NELSON STUD OR lHREADED STUDS AT 24"0.C. WllH MIN ~e• FILLET WELDED ALL AROUND TO lHE SlEEL MEMBER, UNLESS OlHERWISE NOlED.

ADHESIVE ANCHOR

1. INSTAULATION OF ADHESIVE, ANCHORS AND DOWELS SHALL BE IN ACCORDANCE WllH lHE MANUFACTURER'S SPECIFICATIONS AND lHESE NOlES. WHERE REQUIREMENTS OF lHE MANUFACTURER OR lHESE NOlES CONFLICT lHE MORE RESTRICTIVE PROVISIONS GOVERN.

2. ADHESIVE SYSlEMS
A. lHE FOLLOWING ADHESIVE ANCHOR SYSlEMS ARE ACCEPTABLE FOR USE IN CONCRETE:

SIMPSON STRONG-TIE CO. INC.: SET-XP {ESR-2508)
HILTI, INC.: HILTI HIT HY-200

3. ADHESIVE CONNECTIONS SHALL HAVE SPECIAL INSPECTION PER CBC SECTION 1704 UNLESS OlHERWISE NOTED.

PROJECT DESCRIPTION
NEW RESIDENCE, NEW GARAGE, AND NEW ADU.

PROJECT DIRECTORY
OWNER:

ARCHITECT:

COBY FRIEDMAN
79 WOOD LANE
FAIRFAX, CA 94930
COBY@CFCON TRAC TING. COM
415-310-5442

FREDRIC DIVINE ARCHITECTS
1924 4TH STREET
SAN RAFAEL, CA 94901
LAURA@
FDIVINEARCHITECTS.COM
415-457-0220

STRUCTURAL/CIVIL
ENGINEER:

DAC ASSOCIATES, INC.
7 MOUNT LASSEN DRIVE
SUITE A-129
SAN RAFAEL. CA 94903
[email protected]
415-499-1919

SHEET INDEX
S-1.0
S-1.1
S-1.2 S-1.3
S-2.0
S-2.1
S-2.2 S-2.3 S-3.0
S-3.1
S-3.2 S-3.3 S-3.4
•
79Wood Ln.

Fairfax, CA Q4930

STRUCTURAL GENERAL NOTES & COVER

STRUCTURAL TYPICAL DETAILS STRUCTURAL TYPICAL DETAILS CONTINUED STRUCTURAL TYPICAL DETAILS CONTINUED

FOUNDATION PLAN

MAIN FLOOR FRAMING PLAN

UPPER FLOOR FRAMING PLAN

ROOF FRAMING PLAN

STRUCTURAL DETAILS STRUCTURAL DETAILS

WEYERHAEUSER TYPICAL DETAILS WEYERHAEUSER TYPICAL DETAILS

STRUCTURAL DETAILS
Wood bo

PARCEL MAP
NlS

REVISIONS BY
& 2022-06-21 DL
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STRUCTURAL GENERAL
NOTES
DATE: 2022-04-08
SCALE: f.S SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
SHEET 1
S-1.0
OF 12 SHEET
5 9
6 7
8 10
1 2 3
4 11a
11b
REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 20 of 36 "Ct
• 0
' "Ct
'D'=6d FDR (/8 DR SMALL£R
8d FOR (19 TO #11
10d FOR #14 TO #18
STANDARD 180° HOOK STANDARD 90" HOOK
d
'D'=6d FOR flB OR SMALL£R
8d FOR /19 TO #11
'L'=6d FOR #3 TO 1J5
12d FOR #6 TO #11
'D' =4d FOR #3 TO 1J5
6d FOR #6 TO #7
8d FOR (/8 TO #11

TIES AND STIRRUPS
NOTE:

1. AU. BENDS SHALL BE MADE COLD.
d
r,
OFFSET

2. #14 AND #18 BARS SHAU. BEND TESTED LAB APPROVED PRIOR TO BENDING.

3. DO NOT BEND BARS ALREADY CAST IN CONCRETE UNLESS OTHERWISE NOTED.

STANDARD REINFORCEMENT HOOKS
S-1.1
FOR CO

SPECIFI

NST JT LOCATIONS SEE

CATIONS
zb <C I :r:.
f- N
/fl 0 /fl fW o -' w
>
(
.
( LI
-
EXTEND
THROUG

JT AT T

BM REINF

H CONST
&B
r
A
~A
,
& BENDS
1~" KEY X 'B'/2 LONG
,-,
(
I ' <J > •
• ' 0
L'.J (
l'.l -
'B': BEAM WIDTH 'D': BEAM DEPTH
1~" KEY X 'B'/2 LONG
( ..
-
NTS
36d 18" MIN.

TYP.
' . ' f • • <.~+ <
. '
"
EDGE OF 0 PENING L.

Fi BEND ENDS 90"
" PLACE STD HOOKS VERT.
<
I~
NOTE: ,

WHERE SINGLE LAYER OF REINFORCING OCCURS BEND
STEEL AS SHOWN FOR OUTSIDE BARS.
f"-.

L\
. . •
•
I,
V ,.," I<
I<
..
[>
2D
MIN
TOP REINF WHERE OCCURS ---+---,.

AU. REINF SHAU. MATCH -~

CONTINUOUS FOOTING OR GRAD

BEAM REINF IN SIZE AND

NUMBER (STIRRUP NOT SHOWN FOR CLARITY)
TYP LAP SPLICE 2H
MIN
~-FOOTING DOWELS SHALL MATCH WALL

REINF IN GRADE, SIZE AND NUMBER,
TYP
(TYP) REINF. HORIZONTAL BEND TYP STEPPED FOOTING GRADE
• EQ EQ
<J
<J
NTS S-1.1
NOTE:

CONC SLAB S.A.D. TO CONFIRM WA TERSTOP WHERE THEY OCCUR. DO NOT PLACE WA TERSTOPS IN KEYS 2x6x12" BEVELED KEY 024"0.C. TYP
WHERE SHOWN, U.O.N.
'w'/4 . 'w' /2
L'.J
'w'/4
<J
. <J

COMPACTED
BACKFIU.
?>«"1/~~ '0:>;;'»~Y,~Y,' ":« % %
">«~ ,,~,
'0 ·)::)
/
TRENCH
BEAM
N1S
10·
(Mt-0
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•
..
.... · ..

WALL AND FOOTING LAP SPLICE SCHEDULE
re

CONCRETE

STRENGTH
3000 3000
....

REBAR SIZE
GRADE 40 GRADE 60
#3 I 14 14 I 115 I 16 I 11If/8I,eI110I111
8 10
12 15
90' HOOK EMBED (INCHES)
11 14 17 20 22 25 28 31

LAP SPLICE LENGTH (INCHES)
22 28 33 48 55 62 70 78 gp· HOOK EMBED
LAP SPLICE I, I, 12d LAP SPLICE
PER SCHEDULE 'I -1 PER SCHEDULE
-
en
-

LAP SPUCE
REINFORCEMENT LAP SPLICE NOTE:

1. STAGGERED LAPS BETWEEN ADJACENT BAR SPLICE.
0 "' o Ow
:r: a,
. ::; ow
0,

2. MULTIPLY ALL LENGTH BY 1.5 IF EITHER OF THE FOLLOWING ARE TRUE.

B. CLEAR COVER IS LESS THAN 1 BAR DIAMETER (d)
A. CLEAR SPACING 's' OF BARS IS LESS THAN 2d

3. NONCONTACT SPLICE WITH MIN 3d SPACING SHALL BE USED FOR SHOTCRETE.

TYP REINFORCEMENT LAP SPLICE
S-1.1 & HOOK EMBED N1S

TOP BARS SLEEVE
" • :< < • LI
<J "
BOTT. BARS
2· PIPE MIN LAP
PIPE CLR. TYP.

BELOW BOTTOM AT BOTTOM REBAR
" <. " '<1 " " •. <J • • " ,tl "(0): .... 2x4x12" BEVELED KEY 024"0.C. TYP " WHERE SHOWN, U.O.N. ----CONTINUOUS I "
<
LI
"
<
. "<'1.
4 ,r
., - L'.J LI 4 L'.J • FOOTING ...... _. .. -11· <1· 'b >< . < - < " BOT BARS ::::E 2· LBOT BARS "' . 0 <C • I
W N
<J I I
I <J
> -..... "' < :> LI "' z <
.
"' <(
PF
S-1.1
<I q - LI <J
r
c' ,

TYP CONC BEAM CONST JOINTS
NTS
~.
0 ::DRAIN PIPE ~PERFORATION DOWN) SHAU. BE INSTALL£D 0
12'-0" O.C. MAX4~0PE TO DAYLIGHT IN APPROVED DISPERSION LOCATION IN THE FIELD.
2 CONTROL JOINTS 020' -o• MAX INTERVALS AND REINFORCING SHOULD BE

CONTINUOUS THROUGH PER TYP DETAIL

3. SUBGRADE SHAU. BE OBSERVED AND APPROVED BY THE ENGINEER IN WRITING.

4. S.A.D. TO CONFIRM WATERPROOFING & INSULATION DETAILS. #4 012" O.C. MIN REINF TO BE SUPPORTED ON
CONC BLOCKS 04' -0"0.C. E/W
PERF. PIPE. PERFORATIONS
FACING DOWN.

E/W U.O.N.
•
•·
- - -
I ,I I I, I ,I I I, I ,I I I, I ,ll:.-.;-~
12'-0" MAX (SEE NOTE 1)
z
<(
-' (l_
"' w (l_
(/'>
/fl
w
:z
13 :r:
fj, ·w·
,-- CONC GRADE BM OR

STRIP FTG
l 'I l 'I
<J
LI LI
·w· l 1
·w· 24" 'W' > 24"
• 4" COMPACTED
CAL TRANS CLASS 2

PERMEABLE

AGGREGATE BASE
• 6" COMPACTED
CAL TRANS CLASS 2

PERMEABLE

AGGREGATE BASE

FOR GARAGE AREA
(TYP) FOOTING KEY
NOTES:

1. S.A.D FOR CONTROL JOINT OR @ 20'x20' MAX

2. CONTROL & CONSTRUCTION JOINTS WHERE
CONC IS NOT POURED CONTINUOUSLY.

N1S
SAW CUT, FORM OR USE BURKE ZIP j -,2;:;STRIP (OR EQUAL) THEN FILL WITH '°T ): .. • 1 •. •. ~-. ).r=== SE~LANT. j l~ ·4 .d~ 4 9 -f NOTE: SAW CUT TO BE MADE
WITHIN 12-HRS. OF PLACEMENT

TYPICAL CONTROL JOINT
JOINT FILL WITH -- SEE PLAN FOR REINF. SEALANT
NOTES:

1. BURKE KEYED JOINT WITH REMOVABLE CAP MAY BE

SUBSTITUTED FOR FORMED KEY

SLAB-ON-GRADE

PER TYPICAL DETAIL
FOR INTERIOR S-0- , 15
MIL. STEGO WRAP VAPOR BARRIER OR EQUIV. --
LAP JOINTS MIN. 6" PER

CALIFORNIA RESIDENTIAL
CODE SECTION R506.2.3
SUBGRADE SHAU. BE PREPARED B

OVEREXCAVATING AND RECOMPACT
W/ MIN 12" CALTRANS CLASS 2
AGGR BASE U.O.N.
~-- • FOR INTERIOR
S-0-G, USE 4" OF

2. POUR ADJACENT SLABS AT LEAST 8 HRS. APART
Q
COMPACTED CAL TRANS CLASS 2

PERMEABLE AGGREGATE BASE ---
(TYP) SLAB-ON-GRADE
NTS
¾" DRAIN ROCK TYP CONTROL & CONSTRUCTION JOINT

SEP ARA TED FROM
FABRIC 1-~~-+----'(.-'-T~YP_,)~s-_o~--G~J~oI~N~Ts~----=-

SOIL BY FILTER Q
s-1.i N1S
X
• <(
,-.. ::;
1'-0" MIN
PIPE PARAU.E~,---+--,

ND PIPES TO BE PLACED

BELOW THIS LINE
•. -· ....

PIPE
• "'
"
~1
1 " " SLEEVE

CLOSE TO BOTTOM
CLR.

CLR. OF TOP &

BOTTOM REBAR

TYPICAL PIPE AND TRENCH PARALLEL TO FOOTING
1"
MAX
NOTES:

SLAB-ON-GRADE PER

TYPICAL DETAIL
1'-0" MIN
4C

SLAB-ON-GRADE REBAR

PER PLAN

1. S.A.D. FOR RISE AND RUN DIMENSIONS
(TYP) CONCRETE STAIR ON GRADE
NTS
S-1.1
<l "
4 <l
C
"
4 "

TYP PIPES ADJACENT TO

FOUNDATIONS
MIN. 10'-0"

CHEDULED WALL
20 OLINDA TION WAU. 5% SLOPE 1

ITE GRADING
~ >;:~>;:~ % ~«<«<«<«<«<~
Y,»y;»y;»y;»y;»y; :0(0(0(0(0(0('< ,,'\ ,,'\ ,,'\ ,,'\ ,,'\ ,,'\ ,, «-<·~-' «,, «,,«,, «,, SITE GRADING, U.O.N.

MIN. 10'-0"
.-------,,CHEDULED WALL
,----tOUNDATION WAU.

MPERVIOUS SURFACE
5 ~o'-----::=-::~===1 2% SLOPE

PIPE PERPENDICULAR TO FOOTING
NTS

Q SITE GRADING

SITE GRADING
<...

NTS NTS

REVISIONS
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STRUCTURAL TYPICAL

DETAILS
DATE: 2022-04-08
SCALE: PS SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
SHEET 2
S-1.1
OF 12 SHEET
BY
DL
1 7
4 9
8 10
6 11
5 2
3 REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 21 of 36

SHEAR WALL SCHEDULE
"' SHEAlHING FRAMING SOL£ PL ANCHOR FL(:.OOF Code 0:: < CUPS NAILS BOLTS ED E NAIL Value "' G) EDGE NAIL (EN~~ FIELD NAIL (FN) ® © © ® (A S D) 10d O 4"0.C. 20d 04"0.C. SEE 1/2" A35 5/8"- 032"0.C.

SlRUClURAL 1 10d O 12"0.C. 012·0.c. OR SDS 1/4 W/8" EMBED. DIAPHRAGM ~10 PLF x5 08" SCHED 10d O 3"0.C. 20d 03"0.C. SEE (} 1/2" A35 s;a·, w2·0.c. SlRUClURAL 1 10d O 12"0.C. 06"0.C. OR SDS 1/4 W/8" EMBED. DIAPHRAGM 665 PLF x5 os·o.c. SCHED 10d @ 2"0.C. SEE 1/2" A35 SDS 1/4 s;a·, 015•0.c.

SlRUClURAL 1 06"0.C. x5 os· W/8" EMBED. DIAPHRAGM 870 PLF 10d O 12"0.C. SCHED 10d @ 2"0.C. SEE -02 2-SIDED 1 /2" A35 s;a·, CIB"O.C. SlRUClURAL 1 04"0.C. SDS 1£4 W/8" EMBED. DIAPHRAGM 740 PLF 10d O 12"0.C. x5 03 O.C. SCHED (c) SIMPSON SEE MANUFAClURER'S SPECIFICATIONS XXXX LB SlRONG WALL NOTES:
• SEE SlRUClURAL PLANS FOR SHEAR WALL TYPE, HOLDOWN, AND LOCATION • ALL INFORMATION IN lHE ABOVE SCHEDULE RELATES TO lHE ITEMS SHOWN IN lHE ACCOMPANYING WALL SECTIONS. ALL PARTS REQUIRED FOR EACH SHEAR WALL TYPE OCCUR IN lHE WALLS BETWEEN lHE LEVEL REPRESENTED BY lHE FRAMING PLAN AND lHE LEVEL ABOVE.

EXAMPLE: (A SHEARWALL SHOWN ON lHE SECOND FLOOR FRAMING PLAN WllH A MARK t NEXT TO IT, SHALL HAVE ALL lHE PARTS REQUIRED FOR A TYPE WALL INSTALLED IN lHE WAL BETWEEN lHE SECOND AND lHIRD FLOORS OR SECOND FLOOR AND OOF).
• WHERE lHE SHEAR WA
2SPECIFIED ON ONE SIDE OF lHE WALL ONLY, PLACE SHEA lHING ON SIDE OF WALL WHERE SYMBOL IS SHOWN ON PLAN • WHERE lHE SHEAR WA SPECIFIED ON BOlH SIDES OF lHE WALL, JOINTS AND SILL PL NAILING SHALL BE STAGGERED IN ALL CASES. PANELS JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS.
• AT SHEAR WALLS WllH CODE VAWES EXCEEDING 350 PLF, PROVIDE 3x SILL PL AND 3x SlUD (OR DBL 2x SlUDS JOINED TOGElHER WllH SDS SCREWS Cl6"0.C. MAX.) AT FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. EDGE NAILING ON ABUTTING PANELS SHALL BE STAGGERED. • AT SHEAR WALLS WllH 2"0.C. EDGE NAILING, PROVIDE 3x SILL PL. AND 3x SlUD AT FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. EDGE NAILING ON ABUTTING PANELS SHALL BE STAGGERED.

BLK OR_.:=:;:::._--\ RIM JOIST I-----'""'
D
Wx I <( i'il :::,;
;;;! <-! "' p w (D
w"" "'
..
2 2
2x FLAT BLK ---,

AT ALL JOISTS
W/ (2)-EN
TYP
~- BLOCKING OR RIM l=zc===zc=~
JOIST -------=i:::---J
CMSTC16
AT CUT
TOP PL
TYP
--2x FLAT BLK

AT ALL JOINTS
W/ (2)-EN

SEE PLAN

SEE PLAN
TYP
~-- 3"X3"X !" PL. ----.

TYP FOR ALL AB
5 1--........ 5
2 ...
<1
.. 4,-· LI
<1.
<1
<1

EXTERIOR WALL INTERIOR WALL

Q (TYP) WALL SECTIONS NTS
NOTE: 3"x3"x0.229" BEARING PL TO MATCH AB SIZE.

SLOTTED WASHERS ARE
OK

SILL PL IN CONTACT W/
CONC SHALL BE PTDF #2

PER SW SCHED

ARRANGEMENT FOR POWER DRIVEN
FASTENERS AT NON-SlRUClURAL WALLS
SIMILAR, EXCEPT USE 6" MAX END DISTANCE
INSTEAD OF 9" MAX.
4½"MIN
9"MAX
4½"M I N 4½"M IN,.
9"MAX
@] '----------<@] l@l I I @] f
\\I-IERE PLATE IS DRILLED OR __J
NOTCHED MORE lHAN ½ WIDlH

OF PLATE, SILL BOLTS SHALL
BE PLACED WllHIN 9" EA. SIDE
OF NOTCH.
9"MAX
@]
(TYP) SILL ANCHOR BOLT LAYOUT
>
NTS
I I
'
I
I
I I

ANCHOR BOLTS

PER SW SCHED W/
3x3x¼ PL WASHER
OR

EPOXY SAME SIZE
AlR 7" INTO (E)
CONC
<1
HOLDOWN ANCHOR DIA 'db'
HDU2 %"• HDU4 %"• HDU5 %"• HDU8 ¼"•
HDU11-A
HDU11-B 111 \ii
<1
<1
2X SlUDS

SW WALL

FOOTING
. <1

HOLD DOWN

SEE PLAN
H0LD0WN/TIED0WN SCHEDULE

UPLIFT MIN EMBEDMENT IN CONCRETE FLR TO FLR
(LB) NEW EXISTING OPTION
3,075 SB%x24/SSTB24 OR a· MSTC40 ATR EMBED 14" (FLR<l 6") 4,565 SB%x24/SSTB28 OR 10" MSTC52 ATR EMBED 18" (FLR<l 6") 5,645 SB¾,"x24 OR 12· MSTC66 ATR EMBED 20" (FLR<l 8")
7,870 SB¾,"x24 OR 14" N/A A TR EMBED 20"
9,335 S81x30 OR 16" N/A
11,175 ATR EMBED 24" 18" N/A

WOOD MEMBER

POST OR DBL
SlUD PER HD
SCHED

IF CIP, DBL NUTS W/
¼"x3"x3" BEARING PL

FOR HOLDOWN TYP
D
w
I
u "'
D
I
t:J "'

MIN WOOD
MEMBER
2-2x OR
4x #1
2-2x OR
4x #1
2-2x OR
4x #1
3-2x OR
6x #1
4x6 SS 4x8 SS
I
KING SlUD/SlUD NAILING PER

JOISTS PERPENDICULAR TO
WALL, W/ (3)-10d TN
lO/S-l.2 FULL SOLID BLK
CIB'-0" O.C. MAX. r,o;o;,.,..,., TYP. UON ST6224
FRAMECORNERS
SOLID
I A34I T & B

EACH SIDE
AT '-0"
TYP
2x BLK
4'-0" o.c.

MAX
A.B. 032"0.C. OR PER

SW SCHEDULE
W/ 8" MIN. EMBED.
(2) BOLTS PER PL MIN.

SEE TYP. SILL BOLT

LAYOUT DETAIL
CRIPPLE SlUD

DBL CRIPPLE
o W>6'-o"
'W'
(3) 10d TN OR (2)
16d END NAILS SILL
PLATE TO EACH SlUD
4-20d EA
END
MAX. HT.
10-0 16-0

JOIST PARALLEL

TO WALL
HEADER

PLYWOOD EN
HOLDOWN POST TYP.
(N) A.B. AT (N)

FOOTING OR EPOXY

BOLT AT (E) FTG PER HD SCHEDULE
(TYP) WALL FRAMING DETAIL
NlS

TYP HOLDOWN TIEDOWN SCHEDULE SHEARWALL LENGTH PER PLAN
S-1.2 NTS (SHEATHING NOT SHOWN FOR CLARITY)

EDGE NAIL

PANEL TO
(2)-2x TYP UON

SW PANEL PER

SCHED CONT

ABV & BLW

OPENING

HD PER PLAN POST

BLW TO MATCH ABV

OR FOUNDATION TYP

SHEAR WALL LENGTH PER PLAN
(SHEA THING NOT SHOWN FOR CLARITY)

EDGE NAIL PANEL

TO DBL TOP PL
.

SIMPSON CMST14 SlRAP

TOP & BOT OF OPENING
W/ 3 BAY 3x BLK
.z
w ( /lt----1-L_ 6"0 Hot£
16"
MAX

SILL PLATE

CONNECTION PER

SWS OR AB PER
sws
16" X 24"

OPENING MAX
MAX
,
~-EDGE NAIL

EXTEND MIN
2'-o• T&B
CIB/S

EDGE NAIL PANEL

TO SOLE OR SILL PL

HD PER PLAN POST

BLW TO MATCH ABV

OR FOUNDATION TYP
NOTE: SAD FOR OPENING SIZE WxH

OPENING
~---+-- HUC HANGER UON

PER PLAN

EDGE NAIL INTO
{2)-2x ADJ TO

OPENING STAGG
TYP SW WITH OPENING < 16"x24"
S-1.2 Q NTS (TYP) SW WITH LARGE OPENING NTS

I I I I I I I I
•
'
(8)-16d EACH SIDE OF
INTERSECTIONS, TYP.
(4)-16d AT

INTERSECTIONS

PLAN VIEW
(8)-16d EACH SIDE OF
INTERSECTIONS, TYP.

ELEVATION
(TYP) TOP PLATE INTERSECTION
4' - o• MIN LAP
NAILING FOR MULTIPLE SlUDS:

JOINT IN TOP - JOINT IN MIN. (8)-16d NAILS PLATE EACH SIDE OF JOINT IN BOTTOM PLATE

TOP OR BOTTOM

PLATE, TYPICAL
f ' I I l T l I I I I I I I I I I I
I I l T l I I I I I I I I I I I
2x SlUD
015•0.c.

UON
• ' • ' '
NOTE: MATCH l'IIDlH OF TOP PL & SlUD TO
l'IIDlH OF lHE WALL PER PLAN ARCH DWG
(TYP) NAILED TOP PLATE SPLICE NlS
,
_lL_l A34 CLIP CIDBL
OR lRI SlUDS

OTOP&BOT
TYP
SlUDS 016"0.C. U.O.N.--I

SEE PLANS FOR SIZE

AND SPACING
SlUD TO HDR:----H~------:--ftV;
{4)-16d FOR
SPAN < 6'-0"
(6)-16d
OlHERWISE
COUPLE SlUD ADJACENT
TO HEADER FOR ROUGH-....-r
OPENING GREATER lHAN
4'-0" WIDE
16d 012"0.C.---+--l----•rr
CIIEA SlUD TO
SlUD
TYP
\_
•
\_DO UBLE TOP
p LATES
3-10d TN
HEADER WIDlH OF
SlUD X DEPlH
SCHEDULED U.N.O.
-~DOUBLE 2X lRIMMER
SlUDS FOR RO > 6' -o•
{UNLESS OlHERl'IISE

SPECIFIED ON PLAN)

TYP SINGLE OPENING FRAMING W
S-1.2 HEADER

HEADER SCHEDULE

MAX HEADER
SPAN DEPlH
J"-6n s·
6'-0" a·
8'-0" 10·
OVER SEE PLAN 8'-0"
NTS

HD PER PLAN AND
TYP DETAIL 2/S-1.2

IF MULTIPLE STORIES
WALL FRAMING NOTE:

I I
ROOF
FLOOR

1. WALLS SHALL BE FRAMED WllH SlUDS

FLUSH FRAMED

BEAM WHERE
NOT LESS lHAN SlUDDING ABOVE WllH
MINIMUM HEIGHT OF 14". CRIPPLE WALL LESS lHAN 14" HEIGHT SHALL BE FRAMED OF SOLID BLOCKING.

OCCURS W/ A34
TO TOP PL f!E./S 2. DOUBLE UP JOIST IF WALL ABOVE IS
PARALLEL TO lHE JOIST U,0.N.

A34 EA SIDE TOP &

BOT FOR SUPPORT

OF BEAM

3. SOLID BLOCK BETWEEN JOISTS IF WALL
ABOVE IS PERPENDICULAR TO lHE JOISTS
U.O.N.

4. FULL SOLID BLK BETWEEN JOIST 06' -0"
O.C. MAX. TYP. U.O.N.

NTS
DOUBLE SlUD UNDER 4X
FLUSH FRAMED BEAM lRIPLE
SlUD UNDER SX FLUSH

FRAMED BEAM QUADRUPLE
SlUD UNDER BX FLUSH
FRAMED BEAM U.ON.
16d AT SAME SPACING

AS PLYWOOD EDGE NAIL
/

PLYWOOD EDGE

NAILING

PLYWOOD EN TYP
3x SlUD FOR
16d NAILING

PARALLEL TO
GRAIN

HOLDOWN PER HD SCHED

PLYWOOD EN TYP

HD PER SCHED

POST PER PLAN
PLYWOOD EN__/
CORNER INTERSECTION Q (TYP) WALL INTERSECTIONS SPLYWOOD EDGE---~

INTERMEDIATE----,
FACE GRAIN--~
2X4 FLAT BLOCKING __,r-...._

TYP O PLYWOOD
EDGES

FLOOR JOISTS OR---' RAFTERS PER PLAN

DIAPHRAGMS NAILING SCHEDULE
SHEAlHING EDGE NAIL FIELD NAIL CODEVALUE
1/2" PLYWD 10d @ 5•0.c. 10d O 12"0.C. 640 PLF SlRUClURAL 1 STAGGERED 3/4" PLYWD 10d o s·o.c. 10d O 12"0.C. 640 PLF SlRUClURAL 1 STAGGERED

TYP DIAPHRAGM NAILING DETAIL
S-1.2 NTS
NlS

REVISIONS
2022-06-21
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-
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ca
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STRUCTURAL TYPICAL

DETAILS CONTINUED
DATE: 2022-04-08
SCALE: AS SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
SHEET 3
S-1.2
OF 12 SHEET
BY
DL
3 6
5 9 8
2 4
1 11
12 13
REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 22 of 36 'L' 3' -0"

SEE ARCH DWG
2 RDWS OF SDS
SCREW Cl6" O.C. MAX
MIN 5 EA ROW

ROOF SHEA THING EDGE NAIL PER

TYP DETAIL

ROOF TAIL PER PLAN

AND ARCH EXTEND MIN
2 'L' INTO ROOF RAFTER

AS NEEDED

SHEAR WALL, SEE----, I

PLAN & SW SCHEDULE
2X STUDS O 16" o.c.---++-
SEE PLAN, TYP.
•
•
'L' > 24"
•
• • • •
-...._-2X SOLID BLOCKING

OR RIM JOIST IF NO

OVERHANG
~- A35 PER SW SCHED
002"0.C. MAX

SHEAR WALL

EDGE NAILING

PER SW SCHED
'L'

ROOF SHEA THING EDGE NAIL PER

TYP DETAIL

SEE ARCH DWG
1H1EACU

TAIL RAFTER

ROOF TAIL PER PLAN AND ARCH

AS NEEDED
SHEAR WAL~ SEE----ri

PLAN & SW SCHEDULE
2X STUDS O 16" O.C.---
SEE PL.AN, TYP.
'L' :s;; 24"

ROOF RAFTER PER PLAN
~- A35 PER SW SCHED
002"0.C. MAX

SHEAR WALL

EDGE NAILING PER SW SCHED

ROOF SHEA THING EDGE NAIL PER

TYP DETAIL

RIDGE BEAM PER PLAN

POST PER PLAN

W/ ECC OR ECCQ

FOR RIDGE
MST24 STRAP
04'-o" o.c.

ROOF RAFTER

TYP PER PLAN
FLR\--_,_---'---____ ..L_'""
A35 PER
S.W. SCHED
SHEAR WAL~

PER PLAN

RIM JST OR BLK
• • • • • • • • •
---WALL NOTE:

P.B.N.

WALL SHEETING NOT

SHOWN FOR CLARITY

JST PER PLAN

FLOOR SHEA THING SEE PLAN

BM OR JST PER PLAN
SIMPSON TS22
-1----- POST & STUD PER PLAN
A35 PER
S.W. SCHED
SHEAR WA~

PER PLAN

RIM JST OR BLK
~--WALL
P.B.N.

JST PER PLAN

FLOOR SHEA THING SEE PLAN

SOLID BLOCKING

JOIST PER PLAN
SIMPSON MSTI36 OR EQ STRAP
--<--- POST & STUD PER PLAN

ADJACENT BM OR JST PARALLEL TO WALL ADJACENT BM OR JST PERPENDICULAR TO WALL (TYP) ROOF TO WALL CONNECTION NlS (TYP) RAFTER AND RIDGE NlS 4x4 RAILIN
POST
G
04• -o·o.c.

MAX
CMSTC16 STRAP
TO MIN 2 BAYS
2-ROWS OF 10d
04" O.C. PL YWD

NAILING STAGGERED

FRAMING MEMBER

SEE PLAN
7 DBL OR TRIPLE
' \_ IF 1 MEMBER

INTERRUPTED, DBL
RAFTERS EA. SIDE OF
"U" HANGER

OEA END TYP

AS SHOWN
OPENING I!:

DBL OR TRIPLE
2-ROWS OF 1 Od CII
4" O.C. PLYWOOD

NAILING STAGGERED
~. OPENING WIDTH = 'Vi j, S.A.D.

IF 2 OR 3 MEMBER
{ INTERRUPTED, TRIPLE RAFTERS EA. SIDE OF
L
2x4 FLAT

BLOCKING TYP

TYP FLOOR ROOF OPENING
S-1.3 FRAMING NlS

I I I I I I I I I I
['._/
I<'...::,
I
L_
S-1.3
,_
sag
::c
!5 es
=>uZ m "' 0::, <(
C ..J ::C
'
2x_/
SOLID I\._DTT2Z PERBLK RAILING

POST TYP
LUS
{ HANGER
l'_ TYP I _J 'I I

DBL RIM JOIST OR BEAM
D (] I) 1(1 ------------
4'-o" MAX
' ( ' ( TYP RAILING POST SPACING
L
z
< ..J
a.
"' z "' < E "' w a.
,_
en
0 -,
u "" w
C
_J L
-----------
4x4 RAILING POST
04• -o·o.c. MAX

TYP DECK JOIST AND RAILING
POST PLAN NlS
CL STUD~
S-1.3
S-1.3

NO HOLES NOTCHES NOT
WITHIN ¼ PERMITTED
X SPAN I BEYOND ¼ SPAN
< "' z :ii
C •
D/4 OR 3" MAX
,,,
I I
or-- C <
V C
C
..

X D/6 OR 1t MAX < "'
)
½ CLEAR SPAN D (MIN) l/ MIN. TYP. HOLE

SPACING
A
• NOTE .

LJw=STUD WIDTH

1. NO HOLES OR NOTCHING IN JOISTS
WITH D=4" OR LESS.

TYP ALLOWABLE HOLES AND

NOTCHES IN JOISTS AND STUDS
7 '
L
_J
7 _J L
TYP

OPENING
s: 4'-o"
-----MATCH (E) E.N., ALL AROUND
10d 04" O.C. MIN
---'2x BLK W/ U HANGER ilEA END
7 '
_J
L
DBL 2x MATCH (E) FRAMING DEPTH UON TYP W/ U HANGER OEA END TYP

EA DIRECTION
7 _J L
(E) PLYWOOD
(E) 2x TO BE CUT AND

HANG W/ HANGER TYP
DBL 2x FRAMING W/ 10d
08"0.C. MIN STAGGERED

OPENING IN EXISTING FRAMED
ROOF N1S
FLOOR OR ROOF-----.

SHEATHING
2X BLOCKING
AT 4'-0" O.C.

W/ NAILS OR
SCREWS
JOISTS PER------...._____ jzz±= PLAN ~;.c;:zz:::::=c'(z==:zz;::;z====j HTC4 TO
2x PLATE

NON BEARING STUD

WALL/PARTITION
D.
<( "' • -
PABAI I fl TO JOISTS
FLOOR OR ROOF--~

SHEATHING
S-1.3
HTC4

NON BEARING STUD

WALL/PARTITION

PERPENDICULAR TO JOISTS

TYP NON BEARING PARTITION
2 ROWS¼" SOS
@16" O.C.

STAGGERED
WALL
2 ROWS¼" SDS
@12" O.C.

STAGGERED
3-2X

CONNECTION
2-2X

CONNECTION
2 ROWS ½"Ill M.B.
@2·-0· o.c.

STAGGERED
3-2X ALTERNATIVE
( 4-2X SIMILAR)
(TYP) BUil T-UP BEAM/JOIST
S-1.3
NlS

TYP LATERAL FORCE COLLECTOR
- DRAG STRUT N1S
ALTERNATIVE:

STRINGER SCHEDULE

MINIMUM
THROAT

MAX TREAD WIDTH

INSTEAD OF LOW END AND HIGH

END CONNECTIONS, STINGER

COULD BE CONNECTED TO WALLS
W/ (2) ¼"x4½" SOS PER STUDS
016'0.C. MIN

STRINGER
SIZE• 'D' 36" 42" 48" MAX SIPAN 'L'
13/""11¼ LVL s¾" 10·-o· 10'-o" s·-o·
13/4'(14 LVL 7¼" 12'-o' 12·-o· 12·-o·
*DO NOT OVERCUT

STAIR STRINGER
A34 1 O" MIN trr--'""x cc-o.~ RUN TYP
2x4 NAILER W/ MIN----:-, 'io,_-::_-::_-=_-=j
(8)-10d OR 2x PT W/
FLAT 2x

TREAD OR

APPROVED
EQ
(3)- ½"Ill x3"LG AB~~ ""$e==~~ FOR CONC r n TAIR STRINGER PER SCHEDULE 2-LVL MIN TO ---1

MATCH FLOOR DEPTH OR CONC
FOUNDATION U.O.N.
2x BLK AT

STRINGER TYP

STRINGER SPAN 'L'
2x BLK
(2)-LVL MIN

AT STRINGER
2x12 AS NEEDED

LRUZ JOIST
HANGER

LOW END HIGH END
(N) OR (E)

STUDWALL

PER PLAN

PLATE AND

CONNECTION

PER SW SCHED

FLOOR SHEA THING
& EN PER PLAN &

TYP DETAIL
(N) OR (E)

FRAMING PER PLAN

BEAM PER PLAN

OR DBL JST
(TYP) INTERIOR STAIR FRAMING

SHEAR WALL

PER PLAN AND

TYP SW SCHED

FULL DEPTH BLK

AT WALL MID &

ENDS TYP EACH

SIDE OF BEAM W /
4-10d PER BLK
(N) OR (E)

STUDWALL

PER PLAN

PLATE AND

CONNECTION

PER SW SCHED

FLOOR SHEA THING
& Elli PER PLAN &

TYP DETAIL
(N) OR (E)

FRAMING PER
PLAN

ATTACH DOUBLE

BLOCKING W/
4-1 Od PER BLK

EACH SIDE OF
JOIST
(TYP) SHEAR WALL ABOVE BEAM Nl'S
NlS

SHEAR WALL

PER PLAN AND

TYP SW SCHED

SIMPSON

STRONG-TIE
CMSTC16 STRAP

REVISIONS
2022-06-21
(.) ...., I") Q) C 0 C
- CJ) Cf)
- "Si" Q) en ...., CJ) ...., (I) L 0
- 0 <( 0 co 0. u 0
(.) 0. Cf) :::J - Cf) 0 (/] Q) 0 en 0 0
en - 0
<( C 0 u 0 O'.'. @
o6 +-' Cf) u C ::::,
- :::J 0 ·c
C L (/] 0 +-' u co C/J -
- C CJ) ..
::::, 0 N 0 en u I E C oel <( w 0
(.) Q) CJ) +-' CJ) ·- C ::::, C L (/] CJ) co QJ
en QJ -Q) I en C > CJ)
co ·- L CJ) CJ) ..c C 0 "Si"
w 0 C LO
..0 Q) CJ) Cf) "Si" <( C Cf)~
0 en +-' _J
::::,
.....
co
0 ::,
C
<C
ca
w
(.)
z
w
C
-
:::J
C/J
C
0 u
....,
r---.

M
c::,
N '
U)
c::,
ON '
M c::,
en o
U) wvz z en w <C<CD...
...JO<C
C - I- > 0 >< 0 > 0~W
w s: o
Z en <C 0:::
.,.._ LL D...

Q)
C
0 ..c

0..

STRUCTURAL TYPICAL

DETAILS CONTINUED
DATE: 2022-04-08
SCALE: f.S SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
SHEET 4
S-1.3
OF 12 SHEET
BY
DL
1 2
7 1
1 2
10 2
REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 23 of 36 4 1
3&6
3 3
11 11
4 1
1 2
10 2
REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 24 of 36 4 6&8
5 7
4 9
1 1
2 10
2 REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 25 of 36 1 2
10 1
1 1
2 10
2 REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 26 of 36 11 8
1 4
2 3 6
78 5
REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 27 of 36 1 ------------ --,1-...l]{-I ALL PER PLAN
' 1 "~ PT DF SILL PLATE
,NCHDR s
" •15"1_:--c-itf".-,I LOPE ADJACENT GRADE TO DRAIN A
REQUIRED. NG L
L 4 & WA TERPROOfl •s ARUSLE COATINGS TION SEALANT PER MFR I I cl 11 I ' o q (CCW) 201 TERM}INA 1 111 ~I I 1- I 11 REQ. (OR EQUIV. ·s REO 111-111 111 _111= 11 r - cw coNTAcT ADHESIVE PER MFR . 111 I ;r-at,<,ir-1 i1 c,oR EQUIV.} G 1111 I 111111. ' 'I I =, II
O
• • ARUSLE COATINGS' :s~~R::~R~~ PER I • • • I~ • (Ccw) "FR'S REQ. MIRAD(RORI a~guiv.) +-AC=TE=D~L'O"W'' f 11 - • • ., WA TERPROOflNG Cp~~:EABILITY BACKFILL - - I I I ---, _
J ~' ., 4 (CCW) ARUSLE MIRADR COA~l~GiotoxL PER MFR'S REQ. - ~II' • (OR EQUIV.)
0 z
-1 I I I ~u •
NOTE 3
C -t--
z ::,
- ·..,
t,
l 1·-s· 1l
NOTES· 1 THE DEPTH OF
1 • s DEPENDING ON BEDROCK.
_ DEPTH OF ;!E~. v~~~uM INTO c~M;61IE~~GINEER TO
BEDROCKC.TOR SHALL CONTACT THFY ADEQUATE DEPTH IN CONTRA TION AND VERI OBSERVE ~~g~~APOURING CONCRE1~RENGTH FC=3000 PSI CONCRETE WRITING B Ml NIMUM COMPRESSIVE

2. Ck'ro:r,- PIT~ REBAR BENT EXTEND ! RETAINEC I USE 6) 18. VERTI D WlTH SEIS.IC HOOK PER CBC 1 5. 1810.3.2.1.1 AND ACI 31 SPIRAL REINFORCING TO BENSEE TYP. DETAIL 1/S-1.1.

SCALE: ,- = 1•-0•
MIN. ) _:_::__:_ ___ _ (BEYOND -

DECOMPOSED GRANITE
DRIVEWAY PsEtJtIiwAY FROM DRAWINGS::__:____ - GARAGE.

RETAINING WALL SCHEDULE (WITH FRONT M:~B}
MAX Ml N • MIN Rv R H H T
9-, o· 10· (15 REBAR 06"0.C. (15 REBAR os·o.c.
6-, o· 10· (15 REBAR os·o.c. (15 REBAR os·o.c.
, o· 4- 10· (15 REBAR os·o.c. (15 REBAR os·o.c.

ALTRANS
CLASS 2

PERMEABLE

AGGREGATE
BASE
• :,: •
r-
:,:

C,
GJ :,:
0 w
z
<(
rw
Ct'.
. '
A • till' 'ii i I I 1:

MAT SLAB EDGE DETAIL
SCALE: 1" "' l'-o" SCALE: 1" - I' o"
•
"' I
z ::,
GUARDRAIL NOTES: NOT BE
4•• SPHERE MU~TWEEN ANY ABLE TO PASS

GUARD OPENING
PER CRc TABLE R.301 laLE To
GUARDR00AIL L~~/S~QB~ LIVE BEAR 2
LOAD.

CRC TABLE R.301.5, PER GUARD RAIL INFILL TO BEAR FT
MIN. 50 LBS/SQ. ·
-
Ct'.
<(
":J
u
'ro
-
z
::,;
ECKING (S.A.D.)
UARDRAIL (S.A.D.)
x4 REDWOO D POST 048"0.C. 1_____ I ~MAX. (S.A.D.)
I - G TIE DTT2Z IMPSON STRON -
-- I lTENSION TIE (TYP.}
, 2·
•• THROUGH-BOLT Wl)TH
,--- I SSQUARE WASHER (TYP.

AWAY FROM LOPE GRADE TYPICAL FOUNDATION PER
DETAIL
-" -' • :'.:= ==1 11==1 I == Jl== ~== :::h
-111- - 111-111

GUARDRAIL DETAIL
SCALE: 1• • l'-0"
E) GRADE (V.I.F.)
- / MAX. ---------=-=-=-=-=-=-=-----M, REBAR cs·o.c.
• THICK CONCRETE
----- ~V-DITCH. SLOPE TO
/ DESIGN A TED OUTLET
MIN. 18"
;______ ~MAX. 3 REBAR Ol 2"0.C.
•. _.-.- • .. IL.ls,!of'
~,- ; .. 'llfU~ : ,. D • '
(N) RET""A·~IN~IN~G '!!_W~ALL~PE~R_-_-_-_-~~~~===~=~-;4.-- -- ~::.· ····l1 1I ~~o.z~: f ""' (N) FOOTING "' PER PLAN .• , -. • · ·• · • . · • : ... • • • , 11 11 1\nq:: fU':i, REBAR 010•0.C. ,:; -. •• . : :". /' ·.;• :,· .. ;; MIN. (15 CH WAY, TOP AND .'. ; .•. ,.; ··. •· ::,.• ... , ..• • IN FOOTING • OF SUBGRADE MIN. TOP 6~PACTED TO MIN.

TO BE RLAETIVE COMPACTION
PER 90% RE SOILS REPORT. ---- IS>;,~

VERTICAL REBAR IN
(6) iff_D PIER PER PLAN.
~:~ED MIN. 18" INTO
FOOTING:----
DRILLED PIER PER PLAN----- .

S-3.0

DRILLED PIER- TO-FOOTING DETAIL
SCALE: 1" = 1'-0-
SCALE: 1/2" = 1'-0-
'6
I
-:.,
f-
:,:

C,
GJ
:,:
0 w
z
Ct'.

X
<(
::,;
'6
I
' ••'!!I
•.•
'k,
I • .

C'-1 • ..
"' 0
w •
CD , "'
.W. PER PLAN
,----~=---~ AT SLAB PER PLAN
, 15 MIL. STEGO VtRAP

VAPOR BARRIER PER
MFR'S REQ. (OR
EQUIV.) LAP JOINTS
MIN. 5• PER CRC
R506.2.3
IN TOP 12" OF
;~ MIN.
90% RELATIVE

COMPACTION PER
SOILS REPORT.

IRADRAIN PER, '------ ~MANUFACTURERS
- DETAILS
S-3.0
R.W.-TO-MAT SLAB DET~,12--r-o-
- ----
p LAN
LASS 2 PERMEABLE

AGGREGATE BASE,

COMPACTED
x12 PT DF WOOD / ~~?i"\- ~LAGGING
f: x10 PT DF POST IN
jl r-1 (CONCRETE PIER
I 06'0.C. MAX.
"
\
J
J

LTER FABRIC
--

SECTION
GRASS SWALE, osiI~lT 2% 0 APPROVED
1~ ~--- 'COMPACTED
MAX 1 SLOPE LOW-PERMEABILITY ACKFILL
,;r===1- ~CAL TRANS CLASS 2 / I PERMEABLE

AGGREGATE BASE,

OMPACTED
~-,-- d4x12 PT WOOD
AGGING ii--,-- JxlO PT DF POST
r- BBEYOND
z ::,
S-3.0
OOD SOLIDER PILE & LAGGl~c?LE '~~D"

REVISIONS
2022-06-21
(.)
C
en - _..,
(]) L
-co 0 0..
·- 0..
(.) :::J 0 (/] en
en C
<( ,Q
o6 u
-C _.., 2co (I)
- C - 0 ::I u en
§ oel
(.) CJ)
•- C
C ·.::::
co QJ
en w en C
co '6,
..C C
-w 0 ..0 CJ)
<( -~ en _..,
::I :::J
·- (I) L.... C
CO O
Ou
::,
C
<C
ca
w
.µ
I") QJ
0 ":

CJ) (I) "Si" QJ CJ) 0
<( 0
u Si
(I)
-- 0
Q.) 0
0 O
-u
~@
(I)
c:: ::::,
0 ·i::::::
(/] 0
u
-
CJ) .:...:

N ·-o E
lw <(
Q.)
;t::'. 0)
::::,
(/] CJ)
- I
CJ)
• L 0)
0 "Si"
c:: LO
QJ
(I) "Si"
[/)
0 _J ..
.(I)
.µ c::
0 _c::
r--- (l_
(.)
z '
W 9 C ON Mc:,
- enc:,
,,.. w ..,. z
.,,, z en a..
w <C<Cc::c
"" ...J 0
I.&. C ><- t; > Oc::cw > Ou.-,
w
z ~~a..

STRUCTURAL DETAILS
DATE: 2022-04-08
SCALE: f.S SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
OF 12 SHEET
BY
DL
11 11
3 12
3 12
12 3 4
5 6
8 7
11 9
10 12
REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 28 of 36 ---------0LYWOOD ROOF
DIAPHRAGM. SEE NAILING DETAIL
6?

ROOF RAFTER PER
'-------PLAN
~-----------------LJJL_J----------OROP BEAM "C" PER

PLAN ON SIMPSON
STRONG-TIE CBT 4Z CONCEALED BEAM TIE
'--------POST PER PLAN (TYP.}
'-----------UROP BEAM "A" PER

PLAN ON SIMPSON
STRONG-TIE HUC68

HANGERS
BEAM "C" DETAIL

PLYWOOD ROOF
DIAPHRAGM. SEE

NAILING DETAIL
S-1.2

ROOF RAFTER PER

PLAN ON SIMPSON

STRONG-TIE
SCALE: 1" - l'-0"
---'---DILOCKING BETWEEN
JOISTS
IUSl.81/11.88 HANGER --i:-----Jt'.illk',,.l---------=:::::J::l==I----RIOOF RAFTER PER PLAN.

FLUSH BEAM •s• PER
PLAN--------~ 1------------------W,ALL PER PLAN AND

TYPICAL DETAILS
NAILER W/ !i(i"f NELSON STUD

OR WELDED THREADED ROD
024"0.C. COUNTERSINK AS
REQUIRED (TYP.) -----~ MIN. 2x DF WOOD NAILER,

WHERE OCCURS ------
BEAM "B" DETAIL
¼"
STEEL BEAM PER PLAN -------1'1----s1'1\
DF WOOD NAILER AS REQUIRED W/ ¾" DIA.

THREADED ROD 024°0.C. MAX.

COUNTERSINK AS REQUIRED
(TYP.)------_,

WOOD NAILER DETAIL
S-3.1

LOWER ROOF RAFTER
PER PLAN. ATTACH TO

STUDS/POSTS/BLOCKING
WITH (2) SDS ¼"x6"
SCALE: 1" = 1'-o"
6x6 DF POST PER
1-------t+----+--'--tct'LAN
ll--c..,,---""'lc--,~SILL PLATE PER
S-3.1
SCREWS 016"0.C. MAX.--+--++-~--1"'

TYPICAL DETAILS
I~-+-+-+--<>L YWOOD DIAPHRAGM
6x6 DF POST PER
PLAN----~
S-3.1

PER TYPICAL DETAILS
1,---+-'-l----RIM BEAM "H" PER
PLAN
, __ ...,........._TOP PLATES PER

TYPICAL DETAILS
EAM "G" PER PLAN

IMPSON STRONG-TIE
CMSTI 4 COIL STRAP
WITH 33" END LENGTH
(TYP.}
LJJ_ _ _l__Ll_.l._ __ __1:t:;t~1PEN (S.A.D)
BEAM "H" DETAIL
SCALE: 1" = 1'-o"
11----1----,,EAM "E" PER PLAN.

SEE TYPICAL DETAIL
'---------,,EAM "D" PER PLAN

ON SIMPSON
STRONG-TIE LUS410
HANGER
BEAM "D" DETAIL
SCALE: 1· = 1'-o"
SCALE: 1" = 1'-0"
,'V--~--<:TUD WALL PER PLAN
AND TYPICAL DETAILS --i---'---1---------IIOIST PER PLAN S-3.1
,-+---JOIST PER PLAN ON

SIMPSON STRONG-TIE
IUSl.81/11.88 HANGER
TEEL BEAM "I" PER
PLAN
>------nIF WOOD NAILER PER

TYPICAL DETAIL
BEAM "I" DETAIL
SCALE: 1" • 1'-0"
•
•••
----1-------1--------_,SIMPSON STRONG-TIE
S-3.1
DTT2Z TENSION TIE AT
EACH END OF DECK.
11----------1-----a,EAM "F" PER PLAN.

SEE TYPICAL DETAIL
'--------JOIST PER PLAN ON

SIMPSON STRONG-TIE
LU26 HANGER
BEAM "F" DETAIL
SCALE; 1" • 1'-0"
(N} DF WOOD NAILER ON STEEL BEAM. SEE

TYPICAL DETAIL
S-3.1
{ POST & STIFFENER PLATE
(N} STEEL BEAM "I" PER PLAN-------------+--(N} ¼" THICK STEEL STIFFENER PLATE EACH SIDE OF WEB (TYP.)-----------------'

FILLET WELD STIFFENE
PLATES TO BEAM, 3
SIDES (TYP.)
NOTES·
--ALL STEEL SHOP DRAWINGS TO BE

APPROVED BY ENGINEER PRIOR TO
FABRICATION.
--G.C. TO INSTALL SIMPSON STRONG-TIE
CMSTI 2 WITH 33" END LENGTH WHERE TOP
PLATES ARE CUT.

FILLET WELD PLATE TO
BEAM (TYP.)
(N} (2) ¾" DIAMETER A325N MACHINE BOLT
-+-
(TYP.) ------------~ (N} 3"x1 O"x¼" STEEL PLATE EACH SIDE OF POST (TYP.)-----------~
(N} 6x6 DF f/1 POST PER PLAN --------~
BEAM "I" DETAIL
SCALE: 3" = 1'-0"
>----------+-+------oooF RAFTERS PER

PLAN ON SIMPSON
STRONG-TIE LSSR1.81 Z
HANGER (TYP.}
--.--------+-+--------+-+----HIP BEAM "J" PER
PLAN
ILLET
----+-,1------1---.\,.,¼~" -I--'~-< WELD
LATES
(TYP.)
--+-..._ __ ___,,IDGE BEAM "K" PER
PLAN
'--------+-+------v.t THICK STEEL PLATE

EACH SIDE OF RIDGE
BEAM

ENLARGED PLAN AT LOWER ROOF HIP BEAMS
SCALE: 1" = 1'-0-

ELEVATION
T 71'-T----------flAY WINDOW
(S.A.D.)
--,.,--,,-77~T711'7-,"T7Jdc==.:;.---.a,ouNDARY ' NAILING 04"0.C. MAX.

PER

SHEARWALL SCHEDULE
______ ____,,TUD (TYP.}
lt:;:;~------,-,,.----...,......--P,osT
" ,-~1HEAR
11,,!,,~====""llh.-'--"f PLYWOOD
(TYP.)
SDS ¼"x6"
·o.c. MAX .
'---i--"1LA TE

OST PER
PLAN
4----<:IHEAR

PLYWOOD
BAY WINDOW DETAILS (TYP.}
S-3.1 SCALE: 1" = 1'-(j
TABLE 1 - L FOOTING RETAINING WALL SCHEDULE

MAX MIN MIN MIN MIN MIN
H Bw Br s. Rv RH
10·-o· 10· 4'-6" 14" f/6 REBAR 010· o.c. f/5 REBAR 016" o.c. 8'-0" 10· 4'-6" 14" f/6 REBAR 016" o.c. f/5 REBAR 016" o.c. 6'-0" 10· 4'-6" 14• f/5 REBAR 016" o.c. f/5 REBAR 016" o.c. 4'-0" 10· 4'-s· 14" fl5 REBAR 016" o.c. f/5 REBAR 016" o.c. -----------SW PER PLAN AND TYP SW

SCHEDULE (IF APPLICABLE)
-----------(N} 2x6 STUD 016"0.C. OR

POST PER PLAN

MAX SLOPE
3 1
•
'°"'1,.------------------
•• 0
3" CLR
f-
:r:

C)
w
:,:
0 :r:
w
z
w "'
I
CD
NOTES:

1. BACKFILL OPERATIONS TO

BE CARRIED OUT AFTER

CONCRETE HAS GAINED
SUFFICIENT STRENGTH.

2. ENGINEERED BACKFILL

SHOULD BE APPROVED

NON-EXPANSIVE SOILS

AND OBSERVED BY
ENGINEER.

TYP
Bw

RETAINING WALL DETAIL
SCAl.f: 1• = 1•-0•
2" 3• 3" 5• 5" 22 1 .. 22 1.. 2" //
/ I/ ,
-= / /
. = / / -
----
-
-- ' - I "
I \- _..- ----- I I I ;,.
-
L...----- I - - ------------
- ' ,-
'"\--- -
.
----------
- I
L--
----- ;,.
' ,,-,
--
n
• • II /I n • I • • • •
I\ /I • • I ! I
I ! I •• •• • • 1/\i_~ • • • I • 1 I I/ \I . / \ '
' I
I
OOF SHEA THING PER '" TYPICAL DETAILS--~
1· fl THROUGH-BOLT {TYP.)
,,,
,. " THICK STEEL PLATE

E ACH SIDE OF BEAM
RI DGE BEAM "K" PER
p LAN-----------.1==~~=~

SI MPSON STRONG-TIE
E CCQ66-SDS2.5 COLUMN
C AP---------+-
6 x6 DF POST---~,"'"""'~-
HI p BEAM "M" PER PLAN
(8 EYOND}. ATTACH ON
l' OP OF 6x8 DF BLOCKING.

A DD BLOCKING AND
C UPPING AS NEEDED.-----''----
I P BEAM "J" PER PLAN
-
74 "Ill THROUGH-BOLT
-
-x6 DF POST
:;1 MPSON STRONG-TIE
C CQ66-SDS2.5 COLUMN C AP (STRAPS ROTATED
9 O'}
-
u, EAM "L" PER PLAN ON

MPSON STRONG-TIE
HUS5.50/10 HANGERS.

SI
H s
.

TEEL BEAM "I" PER PLAN
TTACH TJI 110 x9½"
EIUNG JOISTS 032"0.C.

TH SIMPSON
..

C
v.,
STRONG-TIE LSSR1.81Z
HANGER (TYP.}
0 0
• 0 •
0 •
0 ELEVATION DETAIL AT RIDGE BEAM
S-3.1 SCALE: 1-1/2" • 1'-0"

REVISIONS BY
2022-06-21 DL
(.) ...., I") Q) C 0 C
- CJ) Cf)
- "SI- Q) en ...., CJ) ...., (I) L 0
- 0 <( 0 co 0... u 0
(.) 0... Cf) :::J - Cf) 0 (/] Q) 0 en 0 0
en - 0
<( C 0 u 0 O'.'. @
o6 ...., Cf) u C ::::,
- :::J 0 ·c
C L (/] 0 ...., u co (I) .
- C CJ) ..
::I 0 N 0 en u I E C oel <( w 0
(.) Q) CJ) ...., CJ) ·- C ::::, C L (/] CJ) co QJ
en QJ -Q) I en C > CJ)
co ·- L CJ) CJ) ..c C 0 "SIw 0 C LO
..0 Q)
<( CJ) Cf) "SI- C Cf)~
en ...., 0 _J
::I :::J Q)
.....
(I) ...., C
co C 0
0 0 ..c u r---- o__
::,
C
<C
ca
w
(.) M
z c::, N '
w U) c::,
C Cl N ' M c::,
- en c::, U) w..,. z z en w <C <C D..
...JO <C
C - I- 3: O >< 0 0~W
w s: o
Z en <C 0:::
.,.__ LL D..

STRUCTURAL DETAILS
DATE: 2022-04-08
SCALE: f.S SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
SHEET 10
S-3.1
OF 12 SHEET

REVIEWED FOR CODE COMPLIANCE
BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 29 of 36 JOIST DETAILS Plate nail - 16d (0, 135" x 3.lS")
at 12" on-center
Load bearing or braced/shear wall
above (must stack over
wall below) Plate nail, 16d (0 135N x 3 ½")
at 16" on-center Blocking panel:

Plate nail, 16d (0.135 x 3 ½"}
at 16" on-center When sheathing thickness exceeds¼",
trim sheathing tongue al rim board
2x
_ stud wall at
16• on-center
Floor panel nail -
8d (0.131" x 2½~) at 6" on-center
Blocking panel: 1Ya"' T J®
Rim Board,

1.Yt or 1½"
TimberStrand® LSL or No load bearing
wall above
Load bearing or braced/shear wall a Dove
(must stack over wall below when present)
1½" T Jr; Rim Board, 1¼N or
I½"
TimberStrandt> LSL or
T JI® JOiSt
Rim-to-joist
nail
Toe nail,
10d (0.131 x 3")
at 6" on-center
T JI® rim joist
Web stiffener
required on both
sides at A2.W ONLY
Web stiffener
required on both
sidesatA1WONLY
Must have 1¾"' minimum Q* j~is~ b_ear;ng at ends; Attach V V nm 101st per A3 detail.

Plate nail - 16d (0.135" x 3½")
at 16" on-center*
Floor panel nail -
Bd (0.131" x 2½") at 6" on-center·
Web Stiffeners required
each side at A3. W
1Ya" T J!> Rim Board,
(A3.1/A3.1W only)
1¼" or 1 ½" TimberStran~ LSL.

Toe nail - 10d (0.131" x 3")
at 6" on-center"
Sheathing =:::---i::,,~
boundary nails,
8d(0.131"x2½")
at 4 tt on-center
When sheathing
thickness exceeds ¼",
trim sheathing tongue
at rim board
Install proper blocking to
support all panel edges
mm
Web stiffsners rsqu ired on
both sides at A3.4W ONLY
-.J---1¼" or 1 ½"
TimberStrand'®
LSL rim board.

Toe nail - 10d (0 131"
x 3") at 6" on-cente,
T Jl1:1 "oist
2x4
minimum
squash blocks
ee
ee
Web stiffeners required
on both sides at B1W
and B2WONLY
Blocking panels may be required with braced/shear
wall s above or below - see detail B1 ee
Web stiffeners
required each side
at 83W ONLY
Blocking panels may be required
with braced/shear walls above or
below - see detail 81
Blocking panel:
1¼" T J®
Rim Boal"O,
1¼·or 1½"
TimberStrand® LSL
or
TJl'IP joist
Web stiffeners
required on both
sides of both joist
ends at B4W ONLY
End of joists at
centerline
of support
• For additiOnal installation specifications see
Rim Board Deta ils and Installation in
Weyerhaeuser Installation Guide for Floor and Roof
Framing, T J-9001.
• For additional installation specifications see
Rim Board
Details and Installation in Weyerhaeuser Jnstalfation Guide for Floor and Roof Framing, T J-9001.
8®* 1¼•· T _r
Rim Board or 1¼" or 1½"
TimberStrand'"
LSL.

Nail with 10d (0.131 " .x 3") nails, one each at
top and bottom f lange.

Nail to blocking panel with
connections equ ivalent to floor panel schedule.

Blocking
pane l
Nail through 2.x_cantilever, wood backer and
TJle joist web
with 2 rows 10d (0.148" x 3")
nails at 6" on-center, clinched
Use 16d (0.135" x 3½") nails with 3½" TJ I~
Load from above
Use 2x4 minimum squash blocks to
transfer load around T J~ joist
Web stiffeners
required on both
sides at E1W ONLY
ee
Hanger height must
be a minimum of 60¾
of Joist depth
hanger
4'-0" length of 8" diameter
maximum hole for 11½"' -
16" deep blocking panels; 6" diameter
maximum for blocking panels 9½"
deep or shorter than 12·· long.
e·-o·· length of T JI® joist
reinforcement and filler
block Use 4'-0" length
with 9½" and 11¼" T JI®
8" diameter maximum hole for 11¼* -
16" deep blocking panels; 6" diameter
maximum for blocking panels 9½"
eep or shorter than 12" long.
1½" T J®
Rim Board 1¼• or 1½"
TimberStrand®
LSL. Nail with 10d (0.131 " x 3") nails,
8" diameler maximum hole for
11½" - 16" deep blocking panels;
6" diameter maximum for
blocking panels 9},z" deep or
shorter than 12" long.

Do not cut flanges.
1½" T J®
Rim Board or
¾" reinforcement
on one side at E2,
both sides at E3
1¼" or 1½" TimberStrancf LSL.

Nail with 10d (0.131'" x 3") W
nai ls, one each at lop and 0 l.:;.-J
bottom flange
Double T JI® Joist Filler Block:

Attach per the table.

Nails shall be driven from
alternating sides. Clincti nails
when possible
Hanger Backer Block: Install tight
to top flange (tight to bottom
fiange
with face mount hangers)
"'-.~~-Clinch nail s when possible.

Backer block
both sides of web
with single T JI® joist
Do not cut flanges.
1½." T Jfi Rim Board or 1¼· or 1½"
TimberStrandP LSL.

Nail with 10d
(0 131"' x 3") nails, one each at
top and bottom flange.

Attach reinforcement
to joist flange
with
8d (0.1 31 " x 2½") nails at 6"
on-center. When reinforcing
both sides, stagger nails.

Joists,
one each at top and bottom flange.

Do not cut flanges.
1,le· T J® Rim Board 1¼" or 1½N
TimberSUand® LSL Nail with
10d (0.131" x 3") nails,one
each at top and bottom flange
Attach re inforcement to
Joist web
with 3 rows
10d (0.148" x 3") nails at 6"
on-center, clinched. Use 2
rows with 9½" and 11¼"
TJI~ joists
Full depth vertical
blocking between
each joist
Attach reinforcement to joist
with one 8d (0.131" x 2½t)
nail al each corner
12" length of ¾"
~>i'l,.,'reinforcement on
one side at ES,
both sides at E6
Less than 5"
e Not for use with 3½• T JI® joist flange widths
Flush bearing plate required.

Max mum½." overhang
permitted at beam,

EXTERIOR DECK ATTACHMENT
Flashing
See fastener
table be low. Maintain
2" distance (minimum) from
edge of ledger to fastener
Structural exterior sheathing
--i!--1½" T Ji!' Rim Board or 1¼"
"-.FS""- or 1½"
TimberStrand® LSL.

Fastener
Allowable Loacf1l {lbs/bolt
Rim Board
Material
½" Through bolt ½" lag bolt ½" Through bolt with
Air S ace
11/a" T J'° Rim Boan:I 01 480 695
Apply subf/oor
adhesive to all
contact surfaces
Attach reinforcement to
with one 8d (0.131" x 2½")
nail at each corner
Horizontal blocking
panels between each
joist Nail to top plate
with
connections equivalent to
floor panel schedule
12" length of¾"
reinforcement on one side
at E7, both sides at E8
Less than 5"
backer
e
I Gap·: - Ya" minimum
(1½" for T J~; Nailing:

Option #1: 560, 5600) HIH--7 See table be low
joist flange
widths
F1 .applies to
unifonnly
loaded joists
only.

WEB STIFFENER ATTACHMENT
T JI® joist blocking
with end
blocks installed at½ joist-span
locations us ing
two 6d (0.113" x 2½")
nails or
2,r screws,
typical
\
r 2¾" maximum
_I_ Web stiffener both sides
nn_ __ See table be low, With poinl load from above, and no suppor1 Option #2
2x
_ strapping installed at ½
joist-span locations using two
2½~ screws per joist, typical
I below, install web stiffener tight to top flange I Tight fir (gap at bottom flange) Depth Minimum Web Nailing Requirements T Jf Joist Series (in.) Stiffener Size Type Number Nails End Intermediate t 10
All ¾" X 2¾6" C'i 8d 210
All ¾" X 23/,s" CI~
230 & 360
All ¼" X 2¾6" C'l (0.113" X 2½") 3 3
560 2x4 t2> 16d
All (0 135" X 3)1")
18" 4 4
e Web stiffeners required if sides of hanger do not laterall y support at least¾" of T JI'° joist top flange e e
1 _. .. Timber51r.an LSL 610 725 Option #3: 20· 2x4 r;1> 16d 5 5 560D (0 135" X 3)1")

BEAM DETAILS

BEARING

AT WALL
1½" T -18
Rim Board or

1.Y.i" or 1 ½"
TimberStrand®
LSL or blocking for lateral
support

BEARING FOR DOOR

OR WINDOW HEADER
Strap per code if top plate
is not continuous over
header
With top mount hangers, backer block required only
for downward loads exceeding 250 lbs or for uplift
conditions. For nailing requirements see page 5, T J -9001 , Weyerhaeuser installation Guide for Floor and RoofFraming, TJ-9001.

BEAM TO BEAM

CONNECTION

BEARING AT

CONCRETE WALL
1 ½" Tim berStrantr LSL 675
e ( 1) Corrosion-resistant fasteners required for wet-service applications. (2) Allowable load deter mined in accordance witl, ASTM 07672.
(3) 1½" T
Rim Board is all owed
with joist depths "'c...16" onl)I
(4) MaJ1imum ½" shimmed air space.

FASTENING of FLOOR PANELS
Guidelines for
Closest On-Center Spacing per
Row
Nail Size 110, 210, 360 and 1¼" TJ"
and 230 560 Rim Board
8d (0,113" x 2½"), 8d (0.131" x 2½") 4" 3" 6"
10d (0.148'"x J"), 12d (0.148"x J¼") 4-(J) 4'"{l) 6"
16d (0.162"x 3½") •• •• 16"t•I
e
Directly applied ceiling
When specified on the layout, one of
the bracing options above is required 0
22•1:)1 24• 111
(1) PS1 or PS2 sheathing, face grain vertical (2) Construction grade or better 6 6
3 Web stiffeners are alwa s re uired for 22" and 24" T JI® 5600 Joists FILLER and BACKER BLOCK SIZES
Rim Board 1¾"
TimberStran<f' LSL TimberStrancf' LSL Microllam111 Parallame 1¼" 1½" or wider LVL PSL
TJ l111 Joists 110 210 230 or 36-0 360
Depth 9½"-1 1¼" 14"-16" 9½•-11¼· 14"-1 6" 9½"-11¼" 14"-16" 18"-20" 560
11¼" 14n_1 5~ 18"-20"
4· 3" 3" 4" 4" 4" 3" 3" 5" 4"
FIiier Block i 11 2"'3 2,B 2x6 + ¾t 2.:.:8
+¾- 2x6 + ½" 2x8 + ½" 2.:.:12 +½"
(Detail H2) sheathing she.:ithing sheathing sh-eathing sheathing Two Two Two
2,6 2,s 2x12
6"151 6"(5) 6"(6) 8 "(•1 6" Cantilever Filler 2,6 2x10 2x6 + ¾" 2id0 + 3/a" 2x6 + ½" 2x10 +½" Nol (Detail E4) 4"-0" long 6"-0" long sheath ing stieatti ing sheathing sheathing applicable 4'-0" long 6'-0~ long 4'-0" long 6'-0" long Not .applicable
11 13
5600
22"-24"
Four¾" x 15- sh.eathing
Strap per code if top
plate is not continuous
01,1ercolumn
(1)
Stagger nails when using 4" on-center spacing and maintain¾" joist and pane l edge distance. One row of fasteners is permitted (two at abulting panel edges) for diaphragms. Fastener spacing for TJ l11 joists in diaphragm applications cannot be less lhan shown in table. When fastener spacing for blocking is less than spacir.g sliown above, rectangular blocking must be used in lieu of TJI"' joists.
(2) For noo-diaphragm applications, multiple rows of fasteners are permilled if the rows are offset at least½" and staggered. (3)
With 10d (0. 148" x. 1½") nail s, spacing can be reduced to 3" on-center for light gauge steel straps.

Backer Block (1)
(Detail F1 ¾" or¾" ¾"or¼"
or H2)
Filler
¼" or 1"Net 2,6 2,8 2.:.:12 Two¾·x15~ she.ithing
(0.1 31 "x3 ")
Column
e

BEARING AT
COLUMN
Verify column capacity
and beam bearing
length. See current
Weyerhaeuser literature.

COLUMN DETAILS

BEAM ON

COLUMN CAP
e

COLUMN BASE
e

ELEVATED

COLUMN BASE
e Optional non-shrink grout
Top mount
hanger
Face mount
hanger
See current Weyerhaeuser
literature for framing connectors G
Protect untreated
wood from direct
contact
with
concrete
(4) C.an tie reduced to~• on-center if nail penetration into the narrow edge is no more tll<m 1¼" {to minimize splitting). (5) C.:m be re<luced to 4" on-center if nail penetration into !lie narrow edge is no more tlian 1¼• (to minimize splitting) (6) Can be reduced to 3½" on-center if nail penelration into tlle narrow edge is no more lhan 1¼" (to mini mire splitting),
Recommended nailing is 12~ on-center in field and 6" on-center along panel edge. Fastening requirements on engineered drawings supersede recommendations listed above,
M.ix.imum nail spacing for
TJI"' joists is 18" on-center.
14 ga. staples may be substituted for 8d (0. 113" x. 2½") nails if minimum penetration Of 1" into the TJ1• joist or rim board is achieved
To
minimize splitti ng, maintain edge distance and row spacing of 2)1 x nail diameter m ¾", wliicliever is greater.

Nailing rows must be offset .it least
½' and staggered
For recommended nailing and adhesives, see INSTALLATION RECOMMENDATIONS on page 2 Of the W&yerl!aeuser lns!al/alion Guide tor floor Nail Size Backer (O.l :WJ13") (0.1 31" X 3•)
Nail FIiier
Quantity!2l 15 Backer
32 15
(1} 11 necessary. iflcrease filler and backer block. height for face mount han,;ie~ and mairrtair.½" gap at top ol joist; see detail W. Filler and backer block dimensiCtns shoul,j ac,;.omodale requir<ed na ili ng without splitting (12" minimum ror backer blocl,;i; ar>d :24" minimum fur filler blocks). (2} Clinch nail5 when possible
50 15
Multiple-Member Connections for Top-Loaded Beams andRoo!Framing, TJ-900 1. -,:;======,;::,;;===,:,,,,-._ Joists must be latera lly supported at cantilever and end bearings by blocking
panels, hangers, or direct attachment to
a rim board or rim joist.

Fastener Installation Requirements
Piece # of Fastener
Width Pli es
Typei11 Min. Length # Rows
10d nails 3" 3"
2 12d-16d nails 3¼" 2''
Screws 3¾" or 3½" 2
10d nails 3" 3"
0 .C. Spacing
12"
24"
Location
One side
When fasteners are required on both
sides. stagger fasteners on the second
side so they fa ll halfway between
fasteners on the first side
T JI® joist floor framing does
not require bridging or
mid-span blocking
3 12d-16d nails 3¼"
1¾" 3¾"or3½"
12"
2"
Both sides Both Sides
DO NOT bevel cut joist
beyona inside face ofw.all.

Screws
5"
10d nails~> 3"
12d-16d nailsm 3¼"
4 Screws 5" or 6"
6 ¾"
5" or 5•
3½" 2 sc,ews 6¾"
½" bolts 8"
2 24'·
3" 12" 2"
2 24" 2 24" 2 24"
One side One side
(per ply)
Both sides
One side
Both sides
One side
-
e
Load must be applied evenly across
entire beam
width. Otherwise, use
connections for side-loaded beams
Multiple pieces can be nailed or bolted together to
form a header or beam of the required size, up to a
maximum
width of 7'"
(1) 10d nails are O 128" diameter: 12d-16d nails are O 148" - 0.162" diameter: screws are SOS, SOW, USP WS, or TrussLOl(I/ (2) An additional row of nails is required
with depths of 14" or greater.
(3) When connecting 4-ply members. nail each ply to the other and offset nail rows by 2" from the rows in the ply below.

NAILING AT BEARING (FLOOR)
TJI® Joist to Bearing Plate
1½" T J® Rim Board or
1¼" or 1 ½"
TimberStrand® LSL
One Bd (0.11Yx2.½")0
nail each side. Drive.
nails at an angle al
least 1½" from end
1-l
1¾"
minimum end bearing
s ingle-fa
mily applications
Shear transfer: Connections equivalent
to floor panel nailing schedule
3½"
minimum
intermediate bearing
5~" may be required
for
maximum
capacity
Rim to T JI® Joist
Squash Blocks to T JI® Joist
(Load bearing wall above)
One 10d (0.128" x 3")
nail into each flange
Joist may be shifted up to 3" if
floor panel edge is supported
and span rating is not exceeded.

Do not cut joist flanges.

Plumbing Drop
T JI~ rim joist
0 1½" T J® Rim Board, TJI' 560 . . . 1. T
1"" 1'"' T. beS d• LSL nmJois . oe / 4 or n •~ r_ tran nail with 10d (0. 128" x 3") --f<J:::::=:;;:::: or TJI~ 110 nm joist: .-- 0 10d (O 131• 3 .. ) .

1. t nails, one each side of
e;;hflange, x na1 ino TJ l~ joistflange
Additional joist is required if G
floor panel edge is unsupported L4
or if span rating is exceeded
1-l
1¾"
minimum bearing
T JI* 210, 230, and 360 rim joist:

One 16d (0.135" x 3½") nail into
each flange
With depths> 16~, use T JI® 360 rim joist.

T JI® 560
floor joist
Locate rim board joint between joists. Top View
BEAM ATTACHMENT at BEARING
One 10d (0.128" x3")nail each
side of member at bearing,
1W
minimum from end
Drii,,e nails at an
angle to minimize
splitting of plate
1½" T J®
Rim Board or
1¼" or 1 ½"' TimberStrand" LSL.

See framing plan (if applicable) or
Weyerhaeuser Installation Guide for Floor
and Roof Framing, TJ-9000. For
minimum
end and intermediate bearing lengths.

INSTALLATION TIPS
• Subfloor adhesive
will improve floor performance, but
may not be required.
• Squash blocks and blocking panels carry stacked
vertical loads (details B 1 and B2). Packing out the web of a T JI-;!) joist (with web stiffeners} is not a substitute for squash blocks or blocking panels.
• When joists are doubled at non-load bearing parallel
partitions, space joists apart the width of the wall for plumbing or HVAC. • Add itional joist at plumbing drop (see delail).

End of joists
at centerline of support
Prntect untreated wood
from direct contact
with
concrete 1½" ~nockouts
at approximately
12" on-center
Bearing plate to be
flush
with inside face
of wall or beam
Rim board joint
between joists
0 I
I
I
I
I
___ _,/\; Exterior Deck
Attachment
Structural
sheathing
Safety bracing (b:4
minimum) at 8' on-center (6'
on-center for T Jt® 110 joists) and
extended lo a braced end wall.

Fasten at each joist with
two 8d {0.1 13" x 2½") nails minimum
(see WARNING).

DO NOT overhilng seilt cuts
on beam5 beyond the inside
fare of support member.
1½"
T.?
Rim Board or
1¼" or 1 ½" TimberStran<t' LSL.

DO NOT use sawn
lumber for rim
board or blocking,
as it may shrink
after installation.
useonty
engineered lumber.

A Weyerhaeuser

SEE MANUFACTURER'S DETAILS FOR
INSTALLATION.

REVISIONS
& 2022-06-21
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WEYERHAEUSER

TYPICAL DETAILS
DATE: 2022-04-08
SCALE: f.S SHOWN
DRAWN BY: DL
JOB NUMBER: 1477-0822 S
SHEET 11
S-3.2
OF 12 SHEET
BY
DL

REVIEWED FOR CODE COMPLIANCE
BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 30 of 36 1 2
34 REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 31 of 36 D:\Friedman 79 Wood Lane Fairfax\CAD\T24.dwg, 3/22/2022 7:13:34 PM REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 32 of 36 D:\Friedman 79 Wood Lane Fairfax\CAD\T24.dwg, 3/22/2022 7:14:06 PM REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 33 of 36 D:\Friedman 79 Wood Lane Fairfax\CAD\T24.dwg, 3/22/2022 7:14:42 PM REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 34 of 36 D:\Friedman 79 Wood Lane Fairfax\CAD\GB1 - CalGREEN.dwg, 4/7/2022 3:45:09 PM REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 35 of 36 D:\Friedman 79 Wood Lane Fairfax\CAD\GB1 - CalGREEN.dwg, 4/7/2022 3:45:33 PM REVIEWED FOR CODE COMPLIANCE BY COASTLAND CIVIL ENGINEERING, INC. IN ACCORDANCE WITH CBC §107.3.1 AS AMENDED BY THE LOCAL AGENCY.

Case 4:24-cv-00371-DMR Document 1-1 Filed 01/22/24 Page 36 of 36