HomeMy WebLinkAboutB17-0587 030-020-091Please reference on the plans the 2016 California Building Code (CBC), 2016 California Residential Code
(CRC), 2016 California Mechanical Code (CMC), 2016 California Plumbing Code (CPC), 2016 California
Electrical Code (CEC), 2016 California Fire Code (CFC), 2016 California Energy Code and 2016 California
Green Building Standards Code
Please provide a Code Analysis for this building on the cover sheet of the plans. (i.e. Occupancy `R-3 '/'U'
Accessory, Construction Type `V -B', Residential Fire Sprinklers, One Story, Dwelling Area: 1,548-sf,'
Garage Area: 510-sf, Covered front Porch Area: 50-sf)
2016 CRC Section R313.2 One- and two-family dwellings automatic fire systems. An automatic residential
fire sprinkler system shall be installed iWone- and two- family dwellings. Exception: An automatic residential
fire sprinkler system shall not be required for additions or alterations to existing buildings that are not already
provided with an automatic residential sprinkler system. A permit application and plans shalt be required to
be submitted prior to four building categories (rough frame) inspection.
2016 CRC Section R313.2.1 Design and installation. Automatic residential fire sprinkler systems sball be
designed and installed in accordance with Section 8313.3 or NFPA 13D.
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MINIMUM EROSION AND SEDIMENT CONTROLS FOR
PROJECTS DISTURBING LESS THAN ONE ACRE
The BIVIP's (Best Management Practices) listed below must be in place during construction. The
BMP's listed are minimum requirements and additional BMP's could be required based on site
conditions.
• Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over
construction grade fabric.
• All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or
during a rain event there shall be no tracking of soils onto the street.
• Wattles installed properly behind curb or sidewalks.
• Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site.
• Internal filters placed inside each drain injet.
• Trash bars across the back of all drain inlets.
• Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw
or erosion blankets may be used for this application)
• Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion
blankets may be used for this application)
• All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks
and storm drain Inlets.
• Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least
50' from the nearest storm drain inlet.
• All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint
buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff.
• Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this
application. Rollaway bins may also be used. All concrete washout systems shall be placed off of
the paved streets.
•. After installation of the above items is complete a maintenance program needs to be developed to
insure the continued effectiveness of your BMP's.
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Please provide and show the mechanical electrical disconnect and a service receptacle within 25 feet of the
Mechanical unit. As per 2016 CEC Art. 210.63 & 2016 CMC Section 310.
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BUTTE COUNTY DEVELOPMENT SERVICES
Provide and clearly's'how the Weep Screeds. A minimum 0.019 -inch (No. 26 galvanized sheet gage), \1R- EI IAI
corrosion -resistant weep screed with a minimum vertical attachment flange of 3'/z" inches shall be provided at $..!
'or below the foundation plate line on exterior stud walls in accordance with ASTM C 926. The weep screed CODE CO PLMACE
shall be placed a minimum of 4 inches above the earth or 2 inches above paved areas and be of a type that will DATE_ _,, JJ -q � __J_ _ RY
allow trapped water to drain to the exterior of the building. The water -resistive barrier shall lap the attachment
flange. T"ne exterior 1 ath shall cover and terminate on the attachment flange of the weep screed. 2016 CRC
Section 8703.7.2.1) y
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Please provide and show the mechanical electrical disconnect and a service receptacle within 25 feet of the
Mechanical unit. As per 2016 CEC Art. 210.63 & 2016 CMC Section 310.
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BUTTE COUNTY DEVELOPMENT SERVICES
Provide and clearly's'how the Weep Screeds. A minimum 0.019 -inch (No. 26 galvanized sheet gage), \1R- EI IAI
corrosion -resistant weep screed with a minimum vertical attachment flange of 3'/z" inches shall be provided at $..!
'or below the foundation plate line on exterior stud walls in accordance with ASTM C 926. The weep screed CODE CO PLMACE
shall be placed a minimum of 4 inches above the earth or 2 inches above paved areas and be of a type that will DATE_ _,, JJ -q � __J_ _ RY
allow trapped water to drain to the exterior of the building. The water -resistive barrier shall lap the attachment
flange. T"ne exterior 1 ath shall cover and terminate on the attachment flange of the weep screed. 2016 CRC
Section 8703.7.2.1) y
Please specify laundry room receptacle outlets shall be supplied by at least one 20 -ampere branch circuit,
Such circuits shall have no other outlets per 2016 CEC Art. 210.11 (C) (2).
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Please specify Arc -Fault Circuit -Interrupter Protection to all 120 -volt, single phase, 15 and 20 -amp branch ,
circuits supplying outlets installed in dwellings. (Throughout) 2016 CEC Art. 210.12 (A). s--
r Please specify Tamper -Resistant Receptacles in the dwelling. All, 125 -volt, single phase, 15 and 20 -amp The bathroom !exhaust fan shall be controlled with humidistat control capable of adjustment
receptacles shall be listed tamper-resistant receptacles. (Throughout) 2016 CEC Art. 406.12. between a relative humidity range of 50% to 80%.
Please provide and show outdoor receptacles outlet front and rear of the Dwelling. Exterior receptacles must
be VX'P/GFCI protected. 2016 CEC Art. 210.52 (E)(1) & 210.8. The lighting in the bathrooms and garage must be high efficacy AND controlled by a vacancy sensor. 2016 CeC
Section 150(k)6.
All receptacles within the garages shall be GFCI protected..2016 CEC Art. 210.8 (A)(2).
Fixtures, lamp holders and receptacles outlets shall be securely supported. A fixture that weighs more than 6
Provide and show an intersystem bonding termination for connecting intersystem bonding conductors pounds or exceeds 16 inches in any dimension shall not be supported by the screw shell of a lamp holder per
required for other systems and shall be provided external to the enclosure at the service equipment or 2016 CEC Art. 410.30 (a). Outlet boxes shall not be used as the sole support for ceiling (paddle) fans per
metering equipment. Refer to 2016 CEC Art. 250.94. 2016 CEC Art. 314.27 (A) & (D).
Please clearly identify on plans or provide a statement to the following. "The builder shall install a nominal
one (1) inch inside diameter, listed raceway to accommodate a dedicated a 208/240 volt branch circuit. The
raceway shall originate in the main or sub panel, and will terminate; into a listed box at the purposed site of the
EV charger. This and all additional specifications of California Greven Building Standards section 4.106.4 •�(w}F'C__ Pj�,J .
shall be meet."
Please adjust the electrical load calculations to accommodate for a (dedicated 40 amp circuit for the EV
charging center. CGBS 4.106.4.1
Please include a note on the electrical sheet specifying that the service or subpanel circuit directory shall {
identify the overcorrect protection device space(s) as reserved for future EV charging as "EV CAPABLE. The
raceway termination location shall be permanently and visibly marked as "EV CAPABLE" iS11
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The bathroom exhaust fan's minimum CFM rating of 75-cfm.
The bathroom exhaust fan shall be rated at a maximum of 1.0 Sone.
The control switch must be labeled as the whole -building ventilation and fan should operate whenever
home is occupied.
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SHEAR LEGEND
LINE NUMBER
Gi21D: ( SPACING OF 14d NAILS
SILL NALLI(G: ltd SINKER {� AT SILL OF SHEARWALLS
SPAC1NCs N' 0/C AT Sil SPACING OF HI/A35 CONN.
A35 18' 0/C N 0/C AT BLOCKING/TRUSS TO
A
i0P C Si'tl� }� TOP PLATE -SEE DETAILS
FOR OCCURENCE.
NUMBER OF ILd NAILS AT
EACH SIDE OF EA. SPLICE
NOTE:
UNLESS NOTED OTHERWISE, SILL NAILING SHALL BE
ICd AT IL' O/C. A35 SHALL BE 48' O/C. TOP PLATE
SPLICES SHALL BE 8-1Ld TYPICAL U.O.N. Hl CONNECTORS
AT 24' O/C.
�.�--�._�' C.O t<.,_S,Aj`� ice•- �� :<,'�.1a} ...��y
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EDGES SHALL BE STAGGERED.
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SHEAR LEGEND
LINE NUMBER
Gi21D: ( SPACING OF 14d NAILS
SILL NALLI(G: ltd SINKER {� AT SILL OF SHEARWALLS
SPAC1NCs N' 0/C AT Sil SPACING OF HI/A35 CONN.
A35 18' 0/C N 0/C AT BLOCKING/TRUSS TO
A
i0P C Si'tl� }� TOP PLATE -SEE DETAILS
FOR OCCURENCE.
NUMBER OF ILd NAILS AT
EACH SIDE OF EA. SPLICE
NOTE:
UNLESS NOTED OTHERWISE, SILL NAILING SHALL BE
ICd AT IL' O/C. A35 SHALL BE 48' O/C. TOP PLATE
SPLICES SHALL BE 8-1Ld TYPICAL U.O.N. Hl CONNECTORS
AT 24' O/C.
' { General structural notes
Wall framing shall be as follows:
Walls designated as 2 x 6 shall be.2 x 6 DF#2 and BTR at 16" o/c. Top
plates may be HF unless otherwise noted on plans.
Walls designated as 2 x 4 shall be 2 x 4 DF#2 and BTR at 16" o/c. Top
plates may be HF unless otherwise noted on plans.
Refer to 07/S-1.2 for typical wall framing elevation, and other typical
framing information. Framing contractor shall be familiar with the
information depicted on this detail prior to commencing work in the field.
Strap top plates at penetrations in accordance with detail 13/S-1.2.
Strap all beams to top plates in accordance with detail 02/S-1.2.
Walls adjacent to vaulted ceilings shall be framed continuous to the
bottom of the ceiling, unless an adjacent ceiling braces the wall laterally.
Trimmers:
Provide full width bearing under all headers, beams and girder trusses
typical unless noted otherwise. Trimmer width shall match wall framing
unless noted. All members shall receive no less than one 2 x trimmer.
More stringent requirements on the Drawings will supersede these notes.
Kingstuds
All framed openings shall have minimum one 2 x kingstud. Provide
minimum (2) 2 x kingstuds at all holdown locations, and at openings
greater than 6 feet in width. Where height of wall framing exceeds 9'-0",
provide minimum (2) 2 x kingstuds at each side of all openings. More
stringent requirements on the Drawings will supersede these notes. Refer
to detail 05/S-1.2 for typical kingstud installation.
Headers at 2 x 6 bearing walls shall be 6 x 8 DF#1, typical unless
otherwise noted on plans. Headers at 2 x 4 bearing walls shall be 4 x 8
DF#2 typical unless otherwise noted on plans. Interior, non-bearing walls
shall have minimum headers as follows: 6 x 6 DF#1 at 2 x 6 walls, 4 x 6
DF#2 at 2 x 4 walls.
Shearwall notes
iGnostuds:
All studs which receive holdowns'shell be' minimum 2-2x, typical unless
otherwise noted on the Drawings.
Install all straps and holdowns in accordance with manufacturer's
specifications. Refer to detail 06/S-2.1 for holdown installation.
Minimum shearply is depicted on Drawings. As necessary for proper
installation of doors, windows and exterior finishes, framing contractor
shall sheath all non -sheared areas on each wall plane receiving shearply
with shearply tching the adjacent shearwall thickness. Nail: with
fasteners at 6' /d edge, and 12" o/c in the field.
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`'�� PERMIT' #T]�J_l�—C%�_�.�
BUTTE COUNTY DEVELOPMENT SERVICES
. '21470 ' . REVIEWED FOR
CODE COMPLIAN CE
ALS
t�r'arasings have '),"n revlsr geed for conformance
vdth structural calculations. No judgement
or op 1r, is re'iered or implied r:flyding
asPei:L. of this structure not specii%N&�j
noted to the calci lations.
SHEARW_ZI LS
MARK DESCRIPTION EDGE ** FIELD #** FOOTNOTES
NAILING* NAILING
I 3/8' COX PLYWOOD G' 0/C IT O/C
SJ COMMON NAILS
xxxALL NAILS SHALL BE COMMON WIRE NAILS UNLESS OTHERWISE
NOTED.
SHEARWALL MARK - SEE SCHEDULE
LENGTH OF SHEARWALL (FEET)
S14EARWALL PLAN SHOWS MINIMUM SHEARWALLS FOR COMPLIANCE
WITH STRUCTURAL DESIGN. ALL WALLS RECEIVING PLYWOOD SHALL
BE FULLY SHEATHED TO ACCOMODATE INTERIOR/EXTERIOR FINISHES.
Nail sizes
PLAN CALLOUT USE- NAIL DIMENSIONS
8d (COMMON) SHEARWALL NAILING 0.131' h 2.50'
8d (COMMON) ROOF SHEATHING 0131' n 2.50'
IOd (COMMON) SHEARWALL NAILING 0.148' a 3.00'
ILd (SINKER) SNL- NAILING 0.148' x 3.25"
ILd (SINKER) TOP PLATE SPLICE 0.148' x 3.25'
General notes
FASTENERS IN PRESERVATIVE AND FIRE -TREATED WOOD
SHALL BE HOT DIPPED ZINC -COATED GALVANIZED STEEL
OR STAINLESS STEEL.
WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL
AND NAIL SPACING IS LESS THAN L INCHES O.C. ON EITHER
SIDE. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT
� FRAMING MEMBERS. OR FRAMING SHALL BE 3 x NOMINAL OR
THICKER AT ADJOINING PANEL EDGES AND NAILS AT ALL
NEL
EDGES SHALL BE STAGGERED.
' { General structural notes
Wall framing shall be as follows:
Walls designated as 2 x 6 shall be.2 x 6 DF#2 and BTR at 16" o/c. Top
plates may be HF unless otherwise noted on plans.
Walls designated as 2 x 4 shall be 2 x 4 DF#2 and BTR at 16" o/c. Top
plates may be HF unless otherwise noted on plans.
Refer to 07/S-1.2 for typical wall framing elevation, and other typical
framing information. Framing contractor shall be familiar with the
information depicted on this detail prior to commencing work in the field.
Strap top plates at penetrations in accordance with detail 13/S-1.2.
Strap all beams to top plates in accordance with detail 02/S-1.2.
Walls adjacent to vaulted ceilings shall be framed continuous to the
bottom of the ceiling, unless an adjacent ceiling braces the wall laterally.
Trimmers:
Provide full width bearing under all headers, beams and girder trusses
typical unless noted otherwise. Trimmer width shall match wall framing
unless noted. All members shall receive no less than one 2 x trimmer.
More stringent requirements on the Drawings will supersede these notes.
Kingstuds
All framed openings shall have minimum one 2 x kingstud. Provide
minimum (2) 2 x kingstuds at all holdown locations, and at openings
greater than 6 feet in width. Where height of wall framing exceeds 9'-0",
provide minimum (2) 2 x kingstuds at each side of all openings. More
stringent requirements on the Drawings will supersede these notes. Refer
to detail 05/S-1.2 for typical kingstud installation.
Headers at 2 x 6 bearing walls shall be 6 x 8 DF#1, typical unless
otherwise noted on plans. Headers at 2 x 4 bearing walls shall be 4 x 8
DF#2 typical unless otherwise noted on plans. Interior, non-bearing walls
shall have minimum headers as follows: 6 x 6 DF#1 at 2 x 6 walls, 4 x 6
DF#2 at 2 x 4 walls.
Shearwall notes
iGnostuds:
All studs which receive holdowns'shell be' minimum 2-2x, typical unless
otherwise noted on the Drawings.
Install all straps and holdowns in accordance with manufacturer's
specifications. Refer to detail 06/S-2.1 for holdown installation.
Minimum shearply is depicted on Drawings. As necessary for proper
installation of doors, windows and exterior finishes, framing contractor
shall sheath all non -sheared areas on each wall plane receiving shearply
with shearply tching the adjacent shearwall thickness. Nail: with
fasteners at 6' /d edge, and 12" o/c in the field.
f> —
`'�� PERMIT' #T]�J_l�—C%�_�.�
BUTTE COUNTY DEVELOPMENT SERVICES
. '21470 ' . REVIEWED FOR
CODE COMPLIAN CE
ALS
t�r'arasings have '),"n revlsr geed for conformance
vdth structural calculations. No judgement
or op 1r, is re'iered or implied r:flyding
asPei:L. of this structure not specii%N&�j
noted to the calci lations.
SHEARW_ZI LS
MARK DESCRIPTION EDGE ** FIELD #** FOOTNOTES
NAILING* NAILING
I 3/8' COX PLYWOOD G' 0/C IT O/C
SJ COMMON NAILS
xxxALL NAILS SHALL BE COMMON WIRE NAILS UNLESS OTHERWISE
NOTED.
SHEARWALL MARK - SEE SCHEDULE
LENGTH OF SHEARWALL (FEET)
S14EARWALL PLAN SHOWS MINIMUM SHEARWALLS FOR COMPLIANCE
WITH STRUCTURAL DESIGN. ALL WALLS RECEIVING PLYWOOD SHALL
BE FULLY SHEATHED TO ACCOMODATE INTERIOR/EXTERIOR FINISHES.
Nail sizes
PLAN CALLOUT USE- NAIL DIMENSIONS
8d (COMMON) SHEARWALL NAILING 0.131' h 2.50'
8d (COMMON) ROOF SHEATHING 0131' n 2.50'
IOd (COMMON) SHEARWALL NAILING 0.148' a 3.00'
ILd (SINKER) SNL- NAILING 0.148' x 3.25"
ILd (SINKER) TOP PLATE SPLICE 0.148' x 3.25'
General notes
FASTENERS IN PRESERVATIVE AND FIRE -TREATED WOOD
SHALL BE HOT DIPPED ZINC -COATED GALVANIZED STEEL
OR STAINLESS STEEL.
WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL
AND NAIL SPACING IS LESS THAN L INCHES O.C. ON EITHER
SIDE. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT
� FRAMING MEMBERS. OR FRAMING SHALL BE 3 x NOMINAL OR
THICKER AT ADJOINING PANEL EDGES AND NAILS AT ALL
NEL
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Foundation notes
Sturd-l-floor glued and
AINZ 231,,,' (48124) T & G rated
Floor sheathing shall be o
12, o1c. Refer t.
nailed atop floor joists with iOd ringshank nails at 6
. plywood notes on sheet S-1 .1 for additional information.
c, typical unless otherwise
Floor framing shall be 2 x 6 DF#2 at 16' ol
noted
Concrete slabs shall be 4' thick concrete, reinforced with #3 bars at 24'
o1c'ew, over T granular fill, over 10 mil vapor barrier, over minimum 4" of
tee -draining gravel fill. Refer to detail 13IS-2-1. hoor slabs shall be
0 -1 1. jointed in accordance with detail 141S -f I
Refer to, notes on sheet' S-1 - 1 for anchor bolt size and spacing except at
(3 SS 3 S ehgine4red shearwalls, refer to foundation plan. Refer to detail 151S-1.2
for additional installation information.
Refer to details 101S-2.1 and 111S-2.1 for SSTS installation. Refer to
foundation plan for anchor size. Refer to holdown installation detail 06/S-
0
2.1 for additional information. Framing sub -contractor shall be responsible C
for coordinating location of all embedded hardware with the Foundation
sub -contractor.
for pi netrations in footings. Refer to detail
Refer to detail 11IS-1.2 pe pe
14/S-1.2 for pipe trenches parallel to footings.
Nludsills shall be 2 x 6 FTDF, typical except where noted
All bends in rebar, standard hooks and rebar laps shall be in accordance
with detail 15/S-2.1.
General contractor shall be responsible to ensure that framing members
are offset where required to avoid plumbing. Notching'of sawn floor joists
shall be done per notes on sheet S-1.1.
Roof framing notes
der all headers,
provide full width bearing un beams and girder trusses
ness shall match width of
typical 'unless noted otherwise. Trimmer thick 4e. * less than one 2 x
I u': , . all recei -116
wall taming unless noted. Ail members st
trimmer. Refer to Drawings for additional information.
x (32116) naileoda
atop roof framing
—11 be 15/12* cd C!
Roof sheathing 1 12- o/c. Refer to plywood notes on sil L
members with Scinails at 6'
1.1
for additional information.
ssei per manufacturers specifications. Do
not cut or otherwise
Brace tru
.21470 *1 alter pre-engineered trusses.
E ► e
ly Headers, noted as H -)(X on the Drawings, s b tamed tight to the
hail oof beams,
continuous top plate unless otherwise noted. R
f. 081 bottom of the coon the Drawings, shall be tamed such that the top of the
noted as RB-XXon
wall, unless otherwise noted. Where noted as
C beam "Matches top of wall, unless
-Flush-, the bottom of the floor beam shag match top
otherwise noted.
Urawlrtas havo been mylvalert fe%r ornocrmtmn Strap nil beams to top plates in accordance with detaii 021S
Wlth structural calculations. No judgernant
I r
or., rendered or impliod reoerdino
t)s t; nS structure not spec.lifir
no C& -d in the CalC4lati0r#&
PERMIT #-6
U- ' ��� D O OPM T, SERVICES
REVIEWED FOR
CODE COMPLI CE
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DAT PY IN—
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01 41 00 DESIGN DATA
Code used:
2016 California Building Code
Floor loading:
Live load - 40lbs/square foot
S5
Dead load -12lbs/square foot
Si
Partition dead load - 5lbs/square foot
Roof loading:
Live loads:
Design spectral response coefficients;
Typical roof - 20lbs/SF
SDs
Dead loads:
SDI
Typical roof-16lbs/SF
Seismic design category
Composition shingles
Wind loading:
Basic 3 -second gust wind speed (mph) 110
Bearing wall system - plywood shearwalls
Wind importance factor, 1 1.00
See calculations
Wind exposure category C
Internal pressure coefficient, GCpi +/-0.18
Seismic: Seismic importance factor, 1
1.00
Mapped spectral response acceleration;
24" o/c face nail
S5
0.597
Si
0.262
Site class
D
Design spectral response coefficients;
3-1 Od box; or
SDs
0.526
SDI
0.328
Seismic design category
D
Basic seismic -force -resisting system(s)
0.25 x dead load
Bearing wall system - plywood shearwalls
Design base shear
See calculations
Seismic response coefficient(s), Cs
0.081
Response modification factor(s), R
6.5
Analysis procedure;
Flat blocking to truss and web filler
Equivalent lateral force procedure
Face nail
01 41 00 FOUNDATION DESIGN DATA
1. Soil design information:
Number and type of
Allowable soil design pressures:
24" o/c face nail
Continuous footings
1500 PSF
Grade beams
1500 PSF
Isolated footings
1500 PSF
Retaining walls:
3-1 Od box; or
Active pressure (restrained)
60 PCF
Active pressure (cantilevered)
35 PCF
Passive pressure
150 PCF
Frictional resistance
0.25 x dead load
2. Minimum footing depth:
16" o/c each edge -
Face nail
Bottom of footings shall be located at 12" below top of adjacent
natural grade - see Drawings.
End nail
01 41 13 GENERAL CONDITIONS
1. All work on this project shall conform to the adopted editions of the
UBC, UMC, NEC and any other applicable County and/or City codes
and ordinances. 2016 CBC (Based on 2015 IBC), 2016 CRC (Based on
2015 IRC), 2016 CMC (Based on 2015 UMC), 2016 CPC (Based on 2015
UPC), 2016 CEC (Based on 2014 NEC), 2016 CFC (Based on 2015 IFC),
2016 California Green Building Standards Code, and the 2016 Building
Energy Efficiency Standards.
2. Architect shall approve all adjustments to these plans related to the
Drawings.
3. Written dimensions are to be used; do not scale these drawings.
4. Specific information on the Drawings differing from these notes shall
apply.
5. The Contractor shall verify site conditions, and their correlation with
the Drawings, and shall notify the Architect in writing of any errors,
inconsistencies, omissions or discrepancies prior to beginning of
construction. The Contractor shall be held liable for the results of any
known errors, inconsistencies, discrepancies or omissions that are not
brought to the Architect's attention prior to commencement of work.
6. In the event certain features of the construction are not fully shown on
the Drawings or called for in the Specifications then their construction
shall be of the same character as for similar conditions that are shown
or called for and shall be approved by the Architect.
7. The Drawings represent the finished structure.
Unless
otherwise indicated, they do not indicate the method of construction.
The Contractor shall provide all measures necessary to protect the
structure, workmen and other persons during construction. Such
measures shall include, but not be limited to; bracing, shoring for
construction equipment, shoring for the building, forms, and
scaffolding.
8. All site -work and grading shall be done in compliance with the
Drawings. Where shown on Drawings, elevations, and locations of
steps in foundation, and heights of foundation walls shall be verified to
suit actual proposed and existing conditions.
9. Finish grade and finish floor elevations to be per site plan.
10. Dimensions noted "clear" or "clr" are minimum required dimensions
and must be accurately maintained.
11. All dimensions are to face of stud, face of concrete, or face of
masonry, unless otherwise noted.
12. Construction shown on these drawings shall in no case deviate from
the design shown without express written permission of the Architect
and/or the local Building official.
017419 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL
1. Recycle and/or salvage for reuse a minimum of 65 percent of the
nonhazardous construction and demolition debris, or meet a local
construction and demolition waste management ordinance,
whichever is more stringent. Excavated soil and land -clearing debris
are excepted.
Where the local jurisdiction does not have a construction and
demolition waste management ordinance, a construction waste
management plan shall be submitted for approval to the enforcing
agency that:
a. Identifies the construction and demolition waste material to
be diverted from disposal by recycling, reuse on the project
or salvage for future use or sale.
b. Specifies if construction and demolition waste material will be
sorted on-site or bulk mixed.
c. Identifies the diversion facility where the construction and
demolition waste material will be taken.
d. Identifies construction methods employed to reduce the
amount of construction and demolition waste material
generated.
e. Specifies that the amount of construction and demolition
waste material diverted shall be calculated by weight of
volume, but not by both.
2. Projects that generate a total combined weight of construction and
demolition waste disposed of in landfills, which do not exceed 3.4
pounds per square foot of the building area, shall meet the minimum
65 -percent construction waste reduction requirement in item 1
above. 4.408.4.1.
3. Documentation shall be provided to the enforcing agency which
demonstrates compliance with item 1 above. The waste
management plan shall be updated as necessary and shall be
accessible during construction for examination by the enforcing
agency. 4.408.5.
02 25 00 EXISTING MATERIAL ASSESSMENT
1. 4.505.3. Building materials with visible signs of water damage shall not
be installed. Wall and floor framing shall not be enclosed when the
framing members exceed 19 percent moisture content. Moisture
content shall be verified in compliance with the following:
a. Moisture content shall be determined with either a probe -
type or contact -type moisture meter.
b. Moisture readings shall be taken at a point 2 feet to 4 feet
from the grade stamped end of each piece to be verified.
C. At least three random moisture readings shall be performed
on wall and floor framing with documentation acceptable to
the enforcing agency provided at the time of approval to
enclose the wall and floor framing.
2. Insulation products which are visibly wet or have a high moisture
content shall be replaced or allowed to dry prior to enclosure in wall
or floor cavities. Wet -applied insulation products shall follow the
manufacturers' drying recommendations prior to enclosure.
03 20 00 REINFORCING STEEL
1. Reinforcing steel to conform to ASTM A615, including supplement SI.
All bars shall be new stock deformed bars, grade 40 for #4 bars and
smaller, grade 60 for #5 bars and larger, typical unless otherwise
noted. Bars to be welded shall conform to ASTM 706.
2. Details for reinforcing shall be in accordance with ACI 318-14.
3. Bar splices Concrete - Unless noted otherwise, reinforcement bars to
be lapped minimum 40 bar diameters, but in no case less than 24".
Horizontal laps in adjacent bars shall be staggered 60" minimum.
4. Bends in reinforcement shall be in accordance with ACI 318-14.
5. Walls, pilasters and columns shall be doweled to their supporting
footings with vertical dowels of the same size and spacing as the
vertical reinforcing, unless otherwise noted on the plans. Where
possible, vertical bars shall be one-piece, full height.
6. For concrete or masonry construction, vertical reinforcing bars shall be
accurately located in walls as noted on plan details.
7. All reinforcing to be securely wired and properly supported above
ground and away from the form.
8. Where required, bar supports shall be provided as specified in the
"Manual of Standard Practice" published by the Concrete
Reinforcing Steel Institute (CRSI).
9. All dimensions shown for locations of reinforcing steel are to center of
bar unless noted as "clr". "Clr" dimensions are to face of bar and
denote clear coverage. Unless specifically noted otherwise, concrete
coverage shall be 3" where concrete is placed directly against
earth, and 2" where concrete is exposed to earth but is against forms.
Slabs on grade shall have reinforcing at mid -depth unless otherwise
noted - refer to Drawing details.
10. Welding of crossing bars and tack welding of reinforcing shall not be
permitted.
03 30 00 CAST -IN PLACE CONCRETE
1. Exposure class for concrete: Negligible exposure.
2. Construction joints shall be prepared to expose clean, solidly
embedded aggregate over the entire joint interface. Construction
joints shall be adequately keyed. Their locations and details, when not
shown on the Drawings, shall be subject to the approval of the
Architect.
3. Concrete placement shall be continuous between construction joints.
4. Unless otherwise shown on the drawings, concrete slabs shall be cast
in square or rectangular patterns not exceeding 400 SF in area.
Provide construction, contraction or weakened plane joints at
intervals not exceeding dimensions noted on drawing details. Install
contraction joints in both directions at re-entrant corners.
5. Sleeves, pipes and conduits shall not be placed through continuous or
spread footings, grade beams or tie beams unless specified and
detailed on plans.
6. Conduit shall not be placed in any slab less than 3-1/2 in. thick. If
conduit is placed in a concrete slab, its outside diameter shall not be
greater than 1/3 the slab thickness. The minimum clear distance
between conduits shall be 6 inches.
7. All exposed corners shall be chamfered'/, in. unless noted otherwise.
8. Structural steel shapes, tubes and pipes embedded in concrete shall
have a minimum concrete cover of 3 inches clear to earth.
9. Bottoms of all footings shall rest on firm, undisturbed soil. Minimum
depth is noted on Drawings.
10. Concrete slabs on ground shall have a minimum thickness of 4". Refer
to Drawings for more specific information.
11. Concrete slabs on ground required to have a vapor retarder by the
California Building Code shall be underlain with the following
assembly: A capillary break, consisting of a 4 -inch thick base of 1/2
inch or larger clean aggregate placed atop the sub grade, 10 mil
vapor retarder, minimum 2" granular fill placed atop the vapor
retarder. The granular fill atop the vapor retarder shall not be wet prior
to placing concrete.
03 3100 STRUCTURAL CONCRETE
1. Foundation element or condition per CBC Table 1808.8.1:
Foundations for Group R or U occupancy of light -frame construction,
two stories or less in height, assigned to Seismic Design Category D, E,
or F (2500psi).
2. The minimum 28 -day compressive strength of concrete shall be:
Foundations/pad footings 2500 PSI
Slabs on grade 2500 PSI
2. Concrete proportions shall be determined in accordance with the
provisions of ACI 318, Section 5.2.
3. Concrete contractor shall submit a concrete mix design for concrete
slabs on ground (prepared by the concrete supplier) to the Architect
for review and approval prior to placing concrete. The mix design
shall employ the use of optimal aggregate size to reduce the
water/cement ratio.
4. Portland cement shall conform to ASTM C150.
5. Concrete aggregates shall conform to ASTM C33 for normal weight
concrete.
6. Nominal maximum size of coarse aggregate shall not be larger than:
a. 1/5 the narrowest dimension between sides of forms, nor;
b. 1/3 the depth of slabs, nor;
c. 3/4 the minimum clear spacing between individual
reinforcing bars or wires.
7. Water used in mixing concrete shall conform to ASTM C1602.
8. Admixtures used to increase the workability of the concrete shall not
be considered to reduce the specified minimum cement content.
9. Ready mix concrete shall be mixed and delivered in accordance with
ASTM C-94.
05 00 00 STRUCTURAL STEEL NOTES
1. Materials and workmanship shall conform to the latest edition of the
"Specification for the Design, Fabrication and Erection of Structural
Steel for Buildings" published by the American Institute of Steel
Construction (AISC).
2. Unless otherwise noted, machine bolts and anchor bolts shall conform
to ASTM F1554, Grade 36. Hex nuts shall conform to ASTM A563; Grade
A. Heavy hex nuts shall conform to ASTM A563; grade A. All threaded
rods shall conform to ASTM A36, typical unless otherwise noted.
3. Structural steel sections noted as W shall conform to ASTM A992 Grade
50. Tube sections shall conform to ASTM A500 Grade B, Fy = 46 ksi.
Pipes shall conform to ASTM A53, Fy = 36 ksi. Miscellaneous metal
components not noted shall conform to ASTM A36. Rail tubing shall
conform to ASTM A513.
06 0610.13 NAILING SCHEDULE - 2016 CBC - Table 2304.10.1
Description of building elements
Number and type of
Spacing and location
24" o/c face nail
fasteners
16" o/c face nail
Roof
Blocking between ceiling joists, rafters
3-8d common; or
Each end, toenail
or trusses to top plate or other framing
3-1 Od box; or
16" o/c face nail
below
2-16d sinkers
intersecting wall corners (at braced wall
Blocking between rafters or truss not at
2-8d common; or
Each end, toenail
the wall top plate, to rafter or truss
2-16d sinkers
16" o/c each edge -
Face nail
subfloor and wall
2-16d common; or
End nail
2" subfloor to joist or girder
2-16d sinkers
Face nail
Flat blocking to truss and web filler
16d common at 6" o/c; or
Face nail
2" planks (plank & beam - floor& roof)
16d sinkers at 6" o/c
Each bearing, face nail
Ceiling joist to top plate
3-8d common; or
Each joist, toenail
l Od box; or
3-1 Od box; or
32" o/c, face nail at top
16d sinkers
3-16d sinkers
Top plate to top plate; at end joints
Ceiling joist not attached to parallel
3-16d common; or
Face nail
rafter, laps over partitions (no thrust)
3-1 Od box; or
8d common; or
6
3-16d sinkers
Bottom plate to joist, rim joist, band joist
or blocking (not at braced wall panels)
Ceiling joist attached to parallel rafter
Per Table 2308.7.3.1
Face nail
at heel joint
Ends and at each
16d sinkers
Collar tie to rafter
3-1 Od common; or
Face nail
16" o/c face nail
4-1 Od box, or
3-16d box; or
l Od common; or
4-16d sinkers
16 sinkers
Rafter or roof truss to top plate
3-1 Od common; or
Toenail
Toenail
3-16d box; or
4-1 Od box
6d corrosion -resistant
4-1 Od box; or
End nail
Joist to band joist or rim joist
4-16d sinkers
3-10d box; or
Roof rafter to ridge, valley, or hip rafters;
2-16d common; or
End nail
or roof rafter to 2 -inch ridge beam
3-1 Od box; or
2-16d common; or
End nail
3-16d sinkers
3-1 Od box; or
3-1 Od common, or
Toenail
3-16d sinkers
3-16d box; or
2-16d common; or
Face nail
4-1 Od box; or
3-1 Od box; or
4-16d sinkers
3-16d sinkers
Wall
Stud to stud (not at braced wall panels)
16d common; or
24" o/c face nail
I Od box; or
16" o/c face nail
fasteners
�
16d sinkers
Edges
Stud to stud and abutting studs at
16d common; or
16" o/c face nail
16d box;
12" o/c face nail
intersecting wall corners (at braced wall
panels)
I 6d sinkers
6d common or deformed
Built up header (2" to 2" header)
16d common; or
16" o/c each edge -
Face nail
subfloor and wall
16d box; or
12" o/c each edge -
2" subfloor to joist or girder
16d sinkers
Face nail
Continuous header to stud
4-8d common; or
Toenail
2" planks (plank & beam - floor& roof)
4-1 Od box
Each bearing, face nail
Top plate to top plate
16d common; or
16" o/c face nail
l Od box; or
12" o/c face nail
32" o/c, face nail at top
16d sinkers
Top plate to top plate; at end joints
8-16d common; or
12-1 Od box; or
Each side of end joint,
face nail (minimum 24"
on oppsite sides
12-16d sinkers
lap splice length each
8d common; or
6
side of end joint
Bottom plate to joist, rim joist, band joist
or blocking (not at braced wall panels)
16d common; or
16" o/c face nail
16d box; or
12" o/c face nail
Ends and at each
16d sinkers
12
Bottom plate to joist, rim joist, band joist
2-16d common; or
16" o/c face nail
or blocking at braced wall panels
3-16d box; or
l Od common; or
3-16d sinkers
16 sinkers
Ledger strip supporting joists or rafters
Stud to top or bottom plate
4-8d common; or
Toenail
4-1 Od box; or
4-1 Od box
6d corrosion -resistant
2-16d common; or
End nail
Joist to band joist or rim joist
3-16d common; or
3-10d box; or
2-1 Od box; or
3-16d sinkers
6
Top or bottom plate to stud
2-16d common; or
End nail
2-8d common; or
3-1 Od box; or
truss
2-1 Od box; or
3-16d sinkers
Top plates, laps at corners and
2-16d common; or
Face nail
intersections
3-1 Od box; or
3-16d sinkers
1 " brace to each stud and plate
3-8d common; or
Face nail
2-1 Od box
1 " x 6" sheathing to each bearing
2-8d common; or
Face nail
2-1 Od box
1 " x 8" and wider sheathing to each
3-8d common; or
Face nail
bearing
3-1 Od box
Floor
Joist to sill, top plate, or girder
3-8d common; or
Toenail
Spacing and locations
10d box; or
fasteners
�
2-16d sinkers
Edges
Rim joist, band joist, or blocking to top
8d common; or
6" o/c toenail
plate, sill or other framing below
l Od box; or
MARCH 2011
inches
I 6d sinkers
6d common or deformed
1 " x 6" subfloor or less to each joist
2-8d common; or
Face nail
subfloor and wall
2-1 Od box
JOB NO.
2" subfloor to joist or girder
2-16d common; or
Face nail
2-16d sinkers
8d common; or
2" planks (plank & beam - floor& roof)
2-16d common; or
Each bearing, face nail
6d deformed
2-16d sinkers
Built-up girders and beams, 2" lumber
20d common; or
32" o/c, face nail at top
layers
and bottom staggered
on oppsite sides
I Od box; or
24" o/c face nails at top
8d common; or
6
16d sinkers
and bottom staggered
6d deformed
on opposite sides
And:
Ends and at each
6
12
2-20d common; or
splice, face nail
3-1 Od box; or
1-1 /8" to 1-1 /4"
l Od common; or
3-16d sinkers
12
Ledger strip supporting joists or rafters
3-16d common; or
Each joist or rafter, face
4-1 Od box; or
nail
6d corrosion -resistant
4-16d sinkers
12
Joist to band joist or rim joist
3-16d common; or
End nail
2-1 Od box; or
8d corrosion -resistant
6
4-16d sinkers
Bridging or blocking to joist, rafter or
2-8d common; or
Each end, toenail
truss
2-1 Od box; or
2-16d sinkers
casing
Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and
particleboard wall sheathing to framing
Description of building elements
Number and type of
Spacing and locations
(d �
fasteners
�
44-4
0 O
Edges
Intermediate
N
O
b U q
(inches)
supports
U O
MARCH 2011
inches
3/8" to'/2"
6d common or deformed
6
12
o
O
subfloor and wall
U
JOB NO.
8d box or deformed roof
6
12
19/32" to 3/,"
8d common; or
6
12
6d deformed
OF
7/8" to 1-1 /4"
l Od common, or
6
12
8d deformed
Wood structural panels, combination
subfloor underlayment to framin
3/," and less
8d common; or
6
12
6d deformed
7/8" to 1 "
8d common; or
6
12
8d deformed
1-1 /8" to 1-1 /4"
l Od common; or
6
12
8d deformed
Panel siding to framing
1/2" or less
6d corrosion -resistant
6
12
siding
5/8„
8d corrosion -resistant
6
12
siding; or
8d corrosion -resistant
casing
M Glazewski
reserves
0610 53 NOTCHING/BORING IN WOOD MEMBERS
and other
1. Bored holes in bearing wall studs shall not exceed 40% of the stud
width. Holes in non-bearing wall studs shall not exceed 60% of the stud
width. In no case shall the edge of a bored hole be nearer than 5/8"
to the edge of a stud. Holes shall not be located in any stud at a
section with a cut or notch.
2. Notches on the ends of joists shall not exceed one-fourth of the joist
depth. Holes bored in joists shall not be within 2" of the top or bottom
of the joist, and the diameter of any hole shall not exceed one-third
the depth of the joist. Notches in the top or bottom of joists shall not
exceed one-sixth the depth and shall not be located in the middle
third of the joist span.
3. Notching in exterior walls and bearing partitions shall not exceed 25%
of the stud width. Cutting or notching of studs in non-bearing
partitions shall not exceed 40% of the stud width.
0610 53 ROUGH CARPENTRY
1. In addition to framing operations normal to the fabrication and
erection indicated on the Drawings, install wood blocking and
backing required for the work of other trades.
2. Install blocking as required to support finish hardware, such as towel
bars, medicine cabinets, lights, etc. Install fire stopping to cut off all
concealed draft openings (both vertical and horizontal), and to form
an effective barrier between stories and between top story and roof
space. It shall be used in specific locations, as follows:
■ In exterior or interior stud walls, at ceiling and floor levels.
■ In all stud walls and partitions, including furred spaces, so placed
that the maximum distance of any concealed space is not over
10'-0".
■ Around top, bottom, sides and ends of sliding door pockets.
■ In spaces between chimneys and wood framing, loose non-
combustible supports, or a metal collar tightly fitted to the
chimney and nailed to the wood framing shall be used.
■ Any other locations not specifically mentioned above, such as
holes for pipes, shafting, behind furring strips and similar places
which could afford a passage for flames.
3. Structural framing shall be of the grades and species indicated or
better (WWPA grading rules). See Drawings for more specific
information:
a) 2 xjoists and rafters DF No. 2
b) Posts in wall framing Match wall framing
c) 4 x headers DF No. 2
d) 6 x headers DF No. 1
e) Studs, sills and plates See Drawings
f) Blocking and furring HF STD and btr.
g) Sills on concrete PTDF
h) Misc. framing not noted DF No. 2
4. Anchor bolts: Wood sills for bearing and sheathed walls bearing on
masonry or concrete shall be bolted with 1/2" diameter x 10" anchor
bolts at 72" o/c. maximum spacing and within 12" of end of each
piece. Increase bolt length to 12" at 3 x and 4 x mudsills. Each sill
piece shall receive at least two bolts. This information will govern
unless more stringent criteria are indicated on plans. Plate washers: All
anchor bolts shall have a 3" square x 1/4" thick 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) with sheathing with
nominal unit shear capacity greater than 400plf for wind or seismic.
5. Bolt holes in wood or steel shall be 1/16" larger than bolts.
6. All nuts shall be tightened when placed and re -tightened prior to
application of finish or at completion of job.
7. Standard cut washers shall be provided under the heads and nuts of
all bolts and lag screws bearing on wood except anchor bolts.
Anchor bolts shall have a 3" square x 1/4" plate washer - see note
above.
8. Framing hardware shall be Simpson STRONG -TIE or approved equal,
with connectors as specified in the latest Simpson catalog. Install
connectors with nails and/or bolts as indicated in the catalog.
9. Wall top plates shall have joints at a stud centerline. End joints in
double top plates shall be offset no less than 48".
10. Nails used for structural connections other than plywood nailing or
manufactured connector installation shall be green vinyl coated
sinkers unless otherwise specified on Drawings. Plywood nailing shall
be common wire nails, size as specified.
11. Nail holes shall have a pilot hole where necessary to prevent splitting
of the wood.
12. Fasteners in preservative -treated and fire -retardant -treated wood
shall be of hot dipped zinc -coated galvanized steel, or stainless steel.
The coating weights for zinc -coated fasteners shall be in accordance
with ASTM A 153.
13. Light gauge connectors in contact with preservative -treated lumber
shall be Simpson ZMax or Hot dip galvanized, using only hot -dip
galvanized fasteners meeting the requirements of ASTM Al 53.
14. Cripple walls which have a stud length of less than 14" shall be
framed with solid blocking, or braced with 3/8" plywood sheathing
nailed to the top plate, studs and sill.
15. Interior non-bearing walls on slabs shall be attached with approved
powder -driven fasteners through the sill plate at 32" o/c - refer to
Drawing details.
16. Minimum clearance between bottom of floor joists and earth shall be
18". Minimum clearance between bottom of girders and earth shall
be 12".
17. All foundation plates, sills and sleepers on concrete or masonry which
are in direct contact with earth, and sills which rest directly on
concrete and masonry foundations shall be PTDF.
18. Cutting, drilling, or notching of beams, joists or posts shall be permitted
only as shown on the drawings or as otherwise indicated in writing by
the Architect of record.
in these
are not be be
0616 00 WOOD STRUCTURAL PANELS
in any form or matter
1. GENERAL PROVISIONS
a. Wood structural panels shall be manufactured using exterior glue.
b. Identification requirements - each panel shall be identified with
the appropriate trademark of the American Plywood Association,
and shall meet the requirements of the latest edition of U.S.
Product Standard PS -1 or PS -2.
C. Panel thickness, grade and Group number or span rating shall be
at least equal to that shown on the drawings. Application shall be
in accordance with recommendations of the American Plywood
Association.
d. Nails at structural wood panels shall have 3/8" edge distance and
nail heads shall not penetrate face ply.
e. Structural wood panels shall butt at centerline of single supporting
member with edge nailing from each panel into that member.
f. No piece of roof, floor, or wall sheathing shall be less than 12" in
least dimension.
g. Provisions for penetrations in structural wood panels shall be as
follows:
1. Up to a 4" diameter hole may be drilled anywhere in the
panels. If more than one hole is to be drilled at a specific
location, the holes shall be spaced no less than 2x the
diameter of the drilled hole. In shear panels, it will be
considered preferable to locate multiple drilled holes in a
vertical orientation relative to one another.
2. Notify Architect of record when considering penetrations
other than normal piping, conduits, wiring, etc. and any
penetration larger than 4" diameter.
h. OSB may be substituted for plywood as long as it bears a stamp
indicating the same APA approval and designation as the
substituted plywood.
I. Diaphragm nailing shall conform to Section 4.2 of the 2015 Edition
of the Special Design Provisions for Wind and Seismic by the
American Wood Council with nomenclature defined as follows:
BN = Boundary nailing at diaphragm boundaries,
continuous panel edges and at edges of openings.
EN = Edge nailing at plywood panel edges.
FN = Field nailing at intermediate supports.
2. ROOF SHEATHING
a. Panel roof sheathing shall be 15/32" APA SHEATHING EXP 1. Refer
to drawings for panel index. Install with the long dimension of the
panel across supports, except where noted, and with panel
continuous over two or more spans. Allow 1/8" spacing at panel
ends, and 1/4" spacing at panel edges. Nail with 8d common wire
nails at 6", 12" o/c.
3. SUB -FLOORING
a. Panel sub -flooring shall be 23/32" cdx APA RATED STURD-1-FLOOR
EXP 1. Refer to plans for panel index. Install with long dimension of
the panel across supports, except where noted, and with panel
continuous over two or more spans. Allow 1/8" spacing at panel
ends and 1/8" spacing at panel edges. Glue and nail atop floor
joists with 10d ringshank nails at 6", 12" o/c. Glue shall meet APA
Specification Al
4. SHEARWALLS
a. Panel wall sheathing shall be 3/8" APA RATED SHEATHING EXP 1
(See drawings). Nail per drawings. Allow 1/8" spacing at panel
ends and IM'spacing at panel edges.
0617 00 STRUCTURAL COMPOSITE LUMBER
1. Structural composite lumber for this project shall be Versa -Lam or
Versa -Rim as manufactured by Boise Cascade - grades as noted on
the Drawings.
2. Refer to ICC ESR -1040 for additional information.
0617 53 MANUFACTURED TRUSSES
1. Submit plans and calculations to Architect and Building Department
prior to installation.
2. Truss details and calculations for roof trusses shall be prepared and
signed by a California Registered Civil Engineer substantiating
adequacy of trusses to support dead plus live loads.
3. Truss loading:
Composition roof:
Top chord DL 10.Opsf
Top chord L20.0sfL p
Bottom chord DL 8.Opsf
Bottom chord LL 1O.Opsf
Floor:
Top chord DL 10.Opsf
Top chord LL 40.Opsf
Bottom chord DL 8.Opsf
Bottom chord LL IO.Opsf
A load duration factor of 1.25 may be used for truss design. Bottom
chord live load is not concurrent with top chord live load.
4. HVAC equipment loads. At pitched roofs, check the top chord of the
trusses for a 0.075K -concentrated load in a worst-case location (i.e.,
truss midspan).
5. Drag loads. Design trusses for in -plane drag loads as noted on
structural drawings.
6. Trusses are to be stamped on the bottom chord within 2' of the center
span with the name of the manufacturer, the loading criteria, and the
allowable spacing.
3100 00 EARTHWORK
1. All earthwork shall be performed in accordance with CBC Section
1804.
2. Refer to foundation plan and details for additional information.
3. Finish grading shall provide positive drainage away from all buildings.
4. All footings shall bear on firm, undisturbed soil or approved
compacted fill. All fill material shall be placed in accordance with
CBC Section 1804.
5. CBC 1804.3 The ground immediately adjacent to the foundation shall
be sloped away from the building at a slope of not less than 5 -
percent slope for a minimum distance of 10 feet measured
perpendicular to the face of the wall. If physical obstructions or lot
lines prohibit 10 feet of horizontal distance, a 5 -percent slope shall be
provided to an approved alternative method of diverting water away
from the foundation. Swales used for this purpose shall be sloped a
minimum of 2 percent where located within 10 feet of the building
foundation. Impervious surfaces within 10 feet of the building
foundation shall be sloped a minimum of 2 percent away from the
building. Where climatic or soil conditions warrant, the slope of the
ground away from the building foundation is permitted to be reduced
to not less than a 2 -percent slope.
to be assigned to any third parry without the express wmtten
03 23 00 EXCAVATION AND FILL
1. Slope - The slope of cut surfaces shall be no steeper than is safe for
the intended use and shall be no steeper than 1 unit vertical in 2 units
horizontal unless the owner furnishes a soils engineering or an
engineering geology report, or both, stating that the site has been
investigated and giving an opinion that a cut at a steeper slope will
be stable and not create a hazard to public or private property.
2. Preparation of ground - Fill slopes shall not be constructed on natural
slopes steeper than 1 unit vertical in 2 units horizontal. The ground
surface shall be prepared to receive fill by removing vegetation, non-
complying fill, topsoil and other unsuitable materials scarifying to
provide a bond with the new fill and, where slopes are steeper than 1
unit vertical in 5 units horizontal and the height is greater than 5 feet,
by benching into sound bedrock or other competent material as
determined by the soils engineer. The bench under the toe of a fill on
a slope steeper than 1 unit vertical to 5 units horizontal shall be at least
10 feet wide. The area beyond the toe of fill shall be sloped for sheet
overflow of a paved drain shall be provided. When fill is to be placed
over a cut, the bench under the toe of fill shall be at least 10 feet
wide but the cut shall be made before placing the fill and
acceptance by the soils engineer or engineering geologist as both as
a suitable foundation for fill.
3. Fill material - Detrimental amounts of organic material shall not be
permitted in fills. Except as permitted by the Building Official, no rock
or similar irreducible material with a maximum dimension greater than
12 inches shall be buried or placed in fills.
4. Compaction - All fills shall be compacted to a minimum of 90 percent
of maximum density.
5. Slope of fill surfaces - The slope of fill surfaces shall be no steeper than
is safe for the intended use. Fill slopes shall be no steeper than I unit
vertical in 2 units horizontal.
3123 16.13 TRENCHING
1. The finish excavation for foundations shall be neat and true to line
with all loose material and standing water removed prior to concrete
placement.
PERMIT# 15_l' - :7
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLI CE
DATE_ _q BY
REVISION DATE: 03-14-I1
consent of Frank M Glazewski Architect.
REVISIONS BY
Frank M Glazewski
architect
structural design
PO Box 8066
Chico California 95927
X30.894.5001
fax 530.894.8164
frank@ fmgarcW tect. corn
DRAWN
P.G.
(d �
0
�
44-4
0 O
cd
N
O
b U q
DATE
U O
MARCH 2011
U
�44+
Z
o
O
U
JOB NO.
DRAWN
P.G.
CHECKED
P.G.
DATE
MARCH 2011
SCALE
NOTED
JOB NO.
I1-015
SHEET
S-1,91
OF
SHEETS
Frank M Glazewski Architect expressly reserves common law co ht and other property rights in these plans. These plans are not be be
NOTE:
LOCATE TRENCH EXCAVATIONS SO
THAT FOOTINGS WILL NOT BE UNDERMINED.
BUILDING
FOUNDATI(
BACKFILL
REQUIRED
NO EXCA`
BELOW THIS IM
LINE
fTOM OF
)TING
-14
A.B. SPACING NOTED
ON DWGS FOR SW
SHEARWALL
PARALLEL
*(XX) -14d ON BOTH SIDES OF
BUTT SPLICES IN DOUBLE TOP PLATE
FOOTING
12" MAX. JOINT IN MUDSILL,
WHERE OCCURING
REV: Oi-06-10
IGd NAILS
AT IL" O/C 4'-0" MIN.
-001_A
SSTB
ANCHOR SSTB ANCHOR
cd
2-I4d 2-I4d DOUBLE TOP
PLATE SPLICE
DATE
Ivo
� UO
MARCH 2011
SCALE
Z��
NOTED
U oZ
BUTT
U
SPLICE
4" MIN. 12" MAX. 12" MAX.
SHEET
X
TYPICAL TOP PLATE BUTT SPLICE
Q
SHEETS
iy
-
MINIMUM (2) BOLTS
PER PIECE OF
NOTE: MUDSILL i
*(XX) -14d ON BOTH SIDES OF
WALL INTERSECTIONS
INSTALL 1/2" DIA. x 10" ANCHOR BOLTS AT 12" O/C
=- -= TYPICAL UNLESS OTHERWISE NOTED. -- ---
ILd NAILS LE4'-O" MIN.
REFER TO PLANS FOR A.B. SPACING AT SHEARWALLS.
AT IL" 0/C
WHERE SPACING IS NOTED, NOTED SPACING APPLIES
2-IGd r2-IGd
ONLY AT SHEARWALL, REMAINDER OF WALL MAY HAVE
A.B.'S AT 12" O/C TYPICAL U.O.N.
/
EACH PIECE OF MUDSILL MUST HAVE AT LEAST (2)
ANCHOR BOLTS. ANCHOR BOLTS MUST BE INSTALLED
WITHIN 12" OF EACH END OF EACH PIECE.
WHERE MUDSILL IS NOTCHED MORE THAN 1/2 OF ITS
WIDTH, PROVIDE ADDITIONAL BOLT AT EACH SIDE
OF NOTCH SIMILAR TO CONDITION AT JOINT SHOWN
ABOVE.
___-_- REFER TO ANCHOR BOLTS NOTES ON SHEET S-I.I
FOR ADDITIONAL INFORMATION. _;"
TOP PLATE SPLICE AT WALL INTERSECTION
AT 2 x L AND 2 x 8 WALLS, CENTERLINE OF ANCHOR �� r� ,'i
BOLTS SHALL BE LOCATED NO MORE THAN 1-3/4 r �� i
FROM EDGE OF FRAMING TO RECEIVE SHEARPLY. ) 1 1 ) i
�` ri
`r i
O �) i
* REFER TO DWGS FOR NUMBER OF IGd NAILS REQUIRED - 8-ILd
MIN. PER CBC.
DETAIL ABOVE APPLIES TO ALL EXTERIOR WALLS AND ALL GRID LINES
4 4
U
WITH SHEARWALLS.
r15 ANCHOR BOLT PLACEMENT DETAILS
09 TOP PLATE SPLICE DETAIL
5-1.2 REV: 10 -03 -IL TYPICAL FRAMING -009_A SCALE: NONE
S-1.2 j REV: 04-22-05 TYPICAL FRAMING -001-A SCALE: NONE
NOTE:
LOCATE TRENCH EXCAVATIONS SO
THAT FOOTINGS WILL NOT BE UNDERMINED.
BUILDING
FOUNDATI(
BACKFILL
REQUIRED
NO EXCA`
BELOW THIS IM
LINE
fTOM OF
)TING
-14
PIPE TRENCH
PARALLEL
TO
FOOTING
S-1.2 j
REV: Oi-06-10
FOOTINGS TYPICAL
-001_A
SCALE: NONE
PROVIDE SLEEVE
NOMINAL 2" GREX
EMBEDDED PIPE
ELEVATION
SIMPSON DTC
CLIP AT EACH
TRUSS
TRUSS BC -
BRACED PER
TRUSS MFR.
SPECIFICATIONS
TRUSS BC
WALL PARALLEL TO TRUSSES WALL PERPENDICULAR TO TRUSSES
APPROVED POWDER DRIVEN
ANCHORS.
POPWL-300MG AT 24' 0/C MAX.
APPROVAL: ESR -2138 SILL NAILING -
HILTI: X -CP 12 P8 AT 32' 0/C MAX. ILd AT IL O/C
APPROVAL: ESR -2319
SLAB FLOOR WOOD FLOOR
NOTE:
DETAILS APPLY TO INTERIOR, NON-BRG, NON-SHEARWALL CONDITIONS
os WALL ATTACHMENT DETAILS
S-1.3 j REV: 04-30-13 TYPICAL FRAMING -011-A SCALE: N/A
NOTE:
REFER TO DRAWINGS FOR SPECIAL KINGSTUDS. REFER TO DETAIL
01/5-1.2 FOR TYPICAL WALL FRAMING AND KINGSTUD NOTES.
ALL HOLDOWNS SHALL HAVE MINIMUM (2)2x
KINGSTUD, THICKNESS TO MATCH WALL THICKNESS.
THESE DETAILS SHALL APPLY. EXCEPT WHERE MORE STRINGENT
INFORMATION IS INDICATED ON DRAWINGS.
FASTEN TRIMMER TO KINGSTUDS WITH IGd NAILS
AT IL" O/C, TYPICAL UNLESS OTHERWISE NOTED.
NAIL TOP VS TOGETHER
WITH ILd NAILS AT IG" O/C, TYPICAL
2-I4d NAILS INTO
EACH KINGSTUD
PROVIDE ADDITIONAL
NAILS THROUGH TOP
-r-----------�
i
HEADER TIGHT TO
TOP IP, WHERE OCCURING
KINGSTUD
HEADER IS NOT FLUSH TO TOP PLATE
FASTEN SINGLE KINGSTUD TO
HEADER WITH (G)-ILd NAILS—
HEADER
WHERE KINGSTUD IS DOUBLED,
ADD (G)-ILd NAILS THROUGH NOTE:
SECOND KINGSTUD HEADER MAY BE
2-I6d FRAMED TIGHT TO
TOP ie
FASTEN KINGSTUDS WITH
IGd NAILS AT IG" O/C, TYP. TRIMMER -
SEE DRAWINGS
HEADER SPAN ) L FEET
MIN. 2-2x KINGSTUD REQUIRED.
—_n_—
FASTEN SINGLE KINGSTUD TO
HEADER WITH (4)-I4d NAILS—
HEADER
WHERE KINGSTUD IS DOUBLED.
ADD (4>-lbd NAILS THROUGH 2-ILd
SECOND KINGSTUD
FASTEN KINGSTUDS WITH TRIMMER -
ILd NAILS AT IL" O/C, TYP. SEE DRAWINGS
i
)
TYPICAL CONDITION - HEADER SPAN ( OR = L FEET
TRIMMER -
SEE DRAWINGS
KINGSTUD
or copied in any form or matter whatsoever, nor are
TOP PLATE
(4)-I4d NAILS EA. SIDE
FULL HEIGHT KINGSTUI
AT EACH SIDE OF BE
PROVIDE FULL BEARIN
UNDER BEAM - SEE D
D. BEAM INTO WALL - BELOW PLATE LINE
(4)-I4,d NAILS EA. SIDE
FULL HEIGHT KINGSTUD
AT EACH SIDE OF BEAM
PROVIDE FULL BEARING
UNDER BEAM - SEE DWGS
without the express writte
BEAM -
SEE DWGS
BEAM -
EE DWGS
C. BEAM INTO WALL - TOP FLUSH WITH TOP OF WALL
*END LENGTH L *END LENGTH
STRAP -SEE DWGS -
CSIL IF NOT NOTED
(4)-ILd NAILS EA. SIDE BEAM -
SEE DWGS
FULL HEIGHT KINGSTUD
AT EACH SIDE OF BEAM
PROVIDE FULL BEARING
UNDER BEAM - SEE DWGS
NOTE:
REFER TO DETAIL 08/S-3.1
FOR STRAP INSTALLATION
B. BEAM INTO WALL - TOP FLUSH WITH TOP OF WALL
STRAP - SEE I
CSIL IF NOT NO
BEAM KINGSTUD -
SSEE DRAWINGS SEE DRAWINGS
2-I6d NAILS INTO TRIMMER -
EACH KINGSTUD SEE DRAWINGS
FROM SILL NOTE:
REFER TO DETAIL 08/S-3.1
FOR STRAP INSTALLATION
A. BEAM TO WALL
CONNECTION AT SILL 002 001
o5 TYPICAL KINGSTUD DETAILS ro_2_ FRAMING DETAILS
S-1.2 REV: 04-20-14 TYPICAL FRAMING -004-A SCALE: 1" = 1'-0" 5-1.2 REV: 02-01-14 TYPICAL FRAMING -002-A SCALE: NONE
TYPICAL FRAMING: NOTES
Q
A
13 PENETRATION IN TOP PLATE to FRAMING DETAIL o-1 TYPICAL WALL FRAMING—RAISED WOOD FLOOR —ONE STORY
S-1.2 REV: II -II -11 STRAPPING -045_A SCALE: 1-1/2" = 1'-0" S-1.2 REV: 03-22-15 TYPICAL FRAMING -016_A SCALE: 1" = 1'-0" S-1.2 REV: 03-09-14 TYPICAL FRAMING -005_A
U_ L "I,
SCALE: NONE
cckncinr.i r, A TC. ^'I_Id_M
i consent of Frank M Glazewski Architect
REVISIONS BY
Frank M Glazewski
architect
structural design
PO Box 8066
Chico, California 95927
530.894.5001
fax 530.894.8164
frank@fmgarchitect.com
DRAWN
U
(d r-4
__0
CHECKED
U'). 4.4 O
00
/71
cd
BEAM -
EE DWGS
C. BEAM INTO WALL - TOP FLUSH WITH TOP OF WALL
*END LENGTH L *END LENGTH
STRAP -SEE DWGS -
CSIL IF NOT NOTED
(4)-ILd NAILS EA. SIDE BEAM -
SEE DWGS
FULL HEIGHT KINGSTUD
AT EACH SIDE OF BEAM
PROVIDE FULL BEARING
UNDER BEAM - SEE DWGS
NOTE:
REFER TO DETAIL 08/S-3.1
FOR STRAP INSTALLATION
B. BEAM INTO WALL - TOP FLUSH WITH TOP OF WALL
STRAP - SEE I
CSIL IF NOT NO
BEAM KINGSTUD -
SSEE DRAWINGS SEE DRAWINGS
2-I6d NAILS INTO TRIMMER -
EACH KINGSTUD SEE DRAWINGS
FROM SILL NOTE:
REFER TO DETAIL 08/S-3.1
FOR STRAP INSTALLATION
A. BEAM TO WALL
CONNECTION AT SILL 002 001
o5 TYPICAL KINGSTUD DETAILS ro_2_ FRAMING DETAILS
S-1.2 REV: 04-20-14 TYPICAL FRAMING -004-A SCALE: 1" = 1'-0" 5-1.2 REV: 02-01-14 TYPICAL FRAMING -002-A SCALE: NONE
TYPICAL FRAMING: NOTES
Q
A
13 PENETRATION IN TOP PLATE to FRAMING DETAIL o-1 TYPICAL WALL FRAMING—RAISED WOOD FLOOR —ONE STORY
S-1.2 REV: II -II -11 STRAPPING -045_A SCALE: 1-1/2" = 1'-0" S-1.2 REV: 03-22-15 TYPICAL FRAMING -016_A SCALE: 1" = 1'-0" S-1.2 REV: 03-09-14 TYPICAL FRAMING -005_A
U_ L "I,
SCALE: NONE
cckncinr.i r, A TC. ^'I_Id_M
i consent of Frank M Glazewski Architect
REVISIONS BY
Frank M Glazewski
architect
structural design
PO Box 8066
Chico, California 95927
530.894.5001
fax 530.894.8164
frank@fmgarchitect.com
RMIT+
BUTTE COUNTY DEVELOPMENT SERVICES
R VIEWED FOR
CODE COMPL14NCE
DRAWN
U
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DATE
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SCALE
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RMIT+
BUTTE COUNTY DEVELOPMENT SERVICES
R VIEWED FOR
CODE COMPL14NCE
DRAWN
F.G.
CHECKED
F.G.
DATE
MARCH 2011
SCALE
NOTED
JOB NO.
11-015
SHEET
S-1,02
OF
SHEETS
MINIMUM BAR LAPS FOR REINFORCED STEEL
CONCRETE STRENGTH: 3000 PSI OR LESS
(STAGGER SPLICES)
SIZE
LAP LENGTH
SIZE
LAP LENGTH
SIZE
LAP LENGTH
#3
16"
#L
3L"
#9
80"
W
J
lAM
ZU
#10
101"
#5
28"
ll X
O x
QF
#II
12-4"
Frank M Glazewski Architect ex ressl reserves common law co ht and other roe rights in these plans. These plans are not be be reproduced, changed or copied in any form or matter whatsoever, not are they to be assipped to any third party without the express written
900 HOOK
SHEARWALL - SEE PLAN
1800 HOOK R=8 DIA. 12A FOR LENGTH
0R
6 MIN.
EDGE NAIL SHEARPLY
R TO ENDSTUD, TYP.
1
SHEARWALL ENDSTUD - +
IL DIA. OR 4" MIN. R=3 DIA. FOR tt3 TO 41 REFER TO HD TABLE +
R=4 DIA. FOR 48 TO 411 i
I
I
SDSI/4 x 2 - r�1 Q I + '
STANDARD HOOKS AND BENDS _.5 SCREWS ,
MODEL NO.
DIA.
NU I t:
Op
N
O
%e"
Il'/8"
12
a0
z
z
(��
W
J
lAM
ZU
H
Q=om
W
to
ll X
O x
QF
W
ZZ
SSTB34
rgw
~
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w
u U
m
Q
!SSTB3L
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3:1Ut0
W
tow
pfLQ
Op
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-1
CDU
z4
r-
Ow
-1Q
ins
0
Zt0d)
as
Q_1
HOU2
1 %"
5/8"
4
3"
3.015K
HOU-4
I %"
5/8"
10
3"
4.545K
HDUS
I %"
5/8"
14
3"
5.445K
C11
3"
5.98OK
HDUS
I e °
1/8"
20
3 �2 °
4.910K
ii
x
ac
4 �2 "
1.810K
HDUII
I e "
I"
30
S
9.535K
-I �4 "
11.115K
SEE DRAWINGS
PERP,
4x6
IO.11OK
HDUI4
1 %"
1"
3L
1 %4 "
14.315K
=
a
4" CONCRETE SLAB
5 %"
14.445K
MODEL NO.
DIA.
NU I t:
MIN. EMBED. le
W
SSTBIL
%e"
Il'/8"
12
SEE DWGS
SSTB20
REINFORCING STEEL SHALL BE LOCATED
21 %"
W
L"
SSTB24
W
25 %8"
20%8"
W
SSTB28/e"
U oZ
291/8"
IN UPPER HALF OF SLAB AS SHOWN.
8"
SSTB34
1/8"
341/8"
28"/6"
8"
!SSTB3L
1/8"
341/8"
28,/8"
8"
REINFORCING STEEL TO BE HELD IN POSITION
i;
WITH CONCRETE "DORIES", OR OTHER APPROVED
i'
�.
?
/L
AT 48" O/C
PLYWOOD SHEATHING
METHOD.
C11
U
x
Q
REINFORCING STEEL -
��
ii
x
ac
i€ -.•
M
a
s
_
U,
TYPICAL EASED EDGE
SEE DRAWINGS
PERP,
Ttl
0CAPPROX.
=
a
4" CONCRETE SLAB
ii
" '
1 i
Q
°°
i i
'
TO 90
45"FROM
WALL
i'
w
O
1 3/4" MIN. EDGE
DISTANCE
1/2" FELT STRIP
CONCRETE
f-„
HORIZ. REIN
MIN U-4BAR
x
°C
Q
MODEL NO.
DIA.
LENGTH
MIN. EMBED. le
W
SSTBIL
%e"
Il'/8"
12
SEE DWGS
SSTB20
%"
21 %"
14%"
L"
SSTB24
%e"
25 %8"
20%8"
G"
SSTB28/e"
U oZ
291/8"
241/."
8"
SSTB34
1/8"
341/8"
28"/6"
8"
!SSTB3L
1/8"
341/8"
28,/8"
8"
NOTE:
REFER TO DETAIL 02/5-2.1
FOR PERP. JOIST FRAMING
SILL NAILING - ILd AT
14" O/C U.O.N. - SEE
SHEARPLY - SEE DWGS DWGS
PT MUDSILL - 2 x EXCEPT
1-1/2" AT 2 x 4 WALL WHERE NOTED - SEE PLAN FOR
9-1/2" AT 2 x G WALL SIZE AND SPACING OF
LINE OF STEMWALL ANCHOR BOLTS
BEYOND r
REVISION DATE: 03-14-I1
.t of Frank M Glazewski Architect.
REVISIONS BY
Frank M Glazewski
architect
structural design
PO Box 8066
Chico, California 95927
530.894.5001
fax 530.894.8164
frank@fmgarchitect. corn
i NO C-27470
REN 8-31-17
9TF OF C
DRAWN
VISQUEEN
CHECKED
z
F.G.
;�
SEE DWGS
MARCH 2011
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SCALE
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ii °''
vU
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a
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SHEET
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SHEETS
24
#3 127 DOWELS
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AT 48" O/C
PLYWOOD SHEATHING
EN
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TYPICAL EASED EDGE
CONT. AT FLOOR
FRAMING
PERP,
Ttl
=
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ii
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ii
"
Q
°°
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1 3/4" MIN. EDGE
DISTANCE
1/2" FELT STRIP
CONCRETE
��
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2 x
RIM JOIST
Z
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DWGS
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SEE DWGS
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—
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13
DIAGONAL IN CORNER
4" MIN. APPLICATION 13/4"
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OVER VISQUEEN
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-
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IL" MIN.
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P AND BOTTOM
"-'
O
RETURN
12"
—I)
3CLR.
rCORNER
TYP. U.O.N.
END WALL
MIDWALL
tt 4 BART OP AND
12' MIN.
BOTTOM U.O.N. ON DWGS
u
TYP. U.O.N.
u
d
001
003
13 CONCRETE
SLAB ASSEMBLY
to
SSTB ANCHOR
DOOR OPENING
o4
01 ONE STORY
PERIMETER
,�
LL
S-2.1 REV: 04-26—II
CONCRETE_001_B SCALE: I—I/2" = 1' 0"
5-2.1
REV: 04-20-14 HOLDOWNS_001_A
SCALE: NONE
S-2.1 REV: 03-09-11 GARAGE—FTG-011_A
SCALE: 1" = 1'-0"
S-2.1 REV: 12-21-15 PERIMETER—WOOD-100—A
SCALE: 1"
= 1'-0"
REVISION DATE: 03-14-I1
.t of Frank M Glazewski Architect.
REVISIONS BY
Frank M Glazewski
architect
structural design
PO Box 8066
Chico, California 95927
530.894.5001
fax 530.894.8164
frank@fmgarchitect. corn
i NO C-27470
REN 8-31-17
9TF OF C
-7�
UTTE COUNTY DEVELOPMENTSERVICES
REVIEWED FOR
)DE COMPLIANCE
DRAWN
F.G.
CHECKED
0
F.G.
O
0 O
o
MARCH 2011
SCALE
vo
vU
0
Z
SHEET
U oZ
U
SHEETS
-7�
UTTE COUNTY DEVELOPMENTSERVICES
REVIEWED FOR
)DE COMPLIANCE
DRAWN
F.G.
CHECKED
F.G.
DATE
MARCH 2011
SCALE
NOTED
JOB NO.
I1-015
SHEET
S-2401
OF
SHEETS
Frank M Glazewski Architect ex ressl reserves common law co ht and other ro e rio,kts in these lans These lans are not be be re roduced chan ed or co ied in an form or matter whatsoever nor are they to be assipned to any third party without the express written consent of Frank M Glazewski Architect
NOTE:
* REFER TO DETAIL 08/5-3.1
FOR STRAP INSTALLATION. 2 x 4 BLOCKING
SOME DETAIL OMITTED FOR CLARITY
8d AT 4' O/C
AT BLOCKING
WOOD FRAMED WALL
1 -GAP SHOWN, IS FOR GRAPHICAL
\ I
I
BCG CONNECTOR
•p, I
BEAM -
SEE DWGS
4 x L POST
SIDE VIEW
NOTES:
DRAWN
}
ALLOWABLE
I
UKAU LUAU WHMIK= NU I =U.
TRUSS TO HAVE VERTICAL
TENSI
MODEL
END LENGTH
FASTENERS
05 DRAG STRUT
CMSTI2
33'
14 - 14d
9215
JOB NO.
39"
84 - IOd
9215
CMSTI4
24"
54 - ILd
4.490
OFFSET TRUSS TO FOR SPACING
ALIGN FACE OF TRUSS 1 I 48" O/C MAX. 1 1
30"
44 - 10d
4490
CMSTCI4
20"
50 - 14d
4585
FORCES
SINKER
SHEATHING AT WALL BELOW
C514
15"
24 - IOd
2490
14"
30 - 8d
2490
C514
11"
20 - IOd
1105
EN
13"
22 - 8d
1105
CSI8
9"
14 - IOd
1310
II"
18-8d
1310
CS20
L"
12 - IOd
1030
9"
14 - 8d
1030
CS22
1"
10 - IOd
845
V
12 - 8d
845
NOTES:
DRAWN
}
F.G.
I
UKAU LUAU WHMIK= NU I =U.
TRUSS TO HAVE VERTICAL
F.G.
z
2 x L RAFTER - SEE DWGS--jFNGTy
II FRAMING DETAIL
FILL AT IL" O/C
05 DRAG STRUT
o2 BARGE DETAIL
* NAILS NOT REQUIRED
IN CLEAR SPAN.
NOTED
v
JOB NO.
A35 - SEE DWGS
5-3.1 REV: 04-12-12 STRAPPING -022_A SCALE: N/A
+
+
S-3.1 REV: 03-22-15 BARGE -001_A SCALE: I" = 1'-0"
* FOR CSIL STRAPS,
EAVE BLOCKING TO
RESIST COMPRESSIVE
NOTE:
OFFSET TRUSS TO FOR SPACING
ALIGN FACE OF TRUSS 1 I 48" O/C MAX. 1 1
INSTALL FASTENERSWITH
INSTALL MIN. 3 x MEMBERS AT ADJACENT WALL PIERS WITH ASPECT RATIO (H/W) EXCEEDING
FACE OF PLYWOOD
FORCES
AT V O/C IN THIS AREA
SHEATHING AT WALL BELOW
ROOF SHEATHING
---------------------
BY SHEAR SCHEDULE. THE SHEARWALL SEGMENTS.
ROOF SHEATHING RBC CONNECTORS
WALL OR BEAM -
'" a------------- ------- -
------------
EN
AT 48" TYPICAL
SEE DWGSEN,•-------------
SHEARPLY - SEE DWGS >C
SHOWN BELOW.
FOR THICKNESS
AND NAILING
EAVE VENTS
NOTE:
i
EXTEND REQUIRED BRIDGING
*REFER TO DETAILOO/0-00
AT TRUSS BOTTOM CHORDS TO
FOR STRAP INSTALLATION DETAILS
G/E TRUSS TO STABILIZE G/E WALL '
STRAP TO BE CSIL, UNLESS OTHERWISE
NOTE:
NOTED ON DRAWINGS.
REFER TO DETAIL 03/S-3.1
FOR LATERAL BRACING AT WALL (NOT SHOWN)
I SEE DWGS
coO
J IH `II II 411' III hl `II II' f! 'll II Yd 'll Ih IN NI I� III II .,, z.. r).r,
Frank M Glazewski
archie t
structural design
PO Box 8066
Chico, California 95927
530.894.5001
fax 530.894.8164
frank@fmgarchitect. com
77)
G AZF/ysL'1-11
OC -27470
l
REN 8-31-17
9TF OF C
r—
DRAWN
F.G.
002
F.G.
V) 0O
II FRAMING DETAIL
o8 CS/CMST NAILING
05 DRAG STRUT
o2 BARGE DETAIL
NOTED
v
JOB NO.
S-3.1 REV: 03-22-15 TYPICAL FRAMING_014-A SCALE: I" = 1'-0"
5-3.1 REV: 04-12-12 STRAPPING -022_A SCALE: N/A
S-3.1 REV: 08-20-14 STRAPPING_001-B SCALE: 1" = 1'-0"
S-3.1 REV: 03-22-15 BARGE -001_A SCALE: I" = 1'-0"
S-3,01
U
NOTE:
SHEETS
INSTALL MIN. 3 x MEMBERS AT ADJACENT WALL PIERS WITH ASPECT RATIO (H/W) EXCEEDING
PLYWOOD PANEL EDGES WHEN REQUIRED 3.5:1 SHALL NOT BE CONSIDERED IN THE SUM OF
ROOF SHEATHING
BY SHEAR SCHEDULE. THE SHEARWALL SEGMENTS.
ROOF SHEATHING RBC CONNECTORS
E.N. PLYWOOD AT PERFORATED WALLS AS
EN
AT 48" TYPICAL
SHOWN BELOW.
PROVIDE INSULATION U.O.N. ONN DWGS
BAFFLES AT SCREENED
CUT OUT PLYWOOD AT OPENINGS.
EAVE VENTS
I SEE DWGS
coO
J IH `II II 411' III hl `II II' f! 'll II Yd 'll Ih IN NI I� III II .,, z.. r).r,
Frank M Glazewski
archie t
structural design
PO Box 8066
Chico, California 95927
530.894.5001
fax 530.894.8164
frank@fmgarchitect. com
77)
G AZF/ysL'1-11
OC -27470
l
REN 8-31-17
9TF OF C
r—
DRAWN
F.G.
CHECKED
F.G.
V) 0O
o
MARCH 2011
SCALE
NOTED
v
JOB NO.
0
I1-015
SHEET
S-3,01
U
OF
DRAWN
F.G.
CHECKED
F.G.
DATE
MARCH 2011
SCALE
NOTED
JOB NO.
I1-015
SHEET
S-3,01
OF
SHEETS
'a
a