HomeMy WebLinkAboutREDLINED PLANS 10.30.23 - 23-00775 - YellowStone RV - ShopAuthor Name Author Email Author Phone No.:
Cody Jones Cody.Jones@rexburg.org 208-372-2173
Kyle Baldwin Kyle.Baldwin@rexburg.org 208-372-2164
Alex Owens Alex.Owens@rexburg.org 208-372-2172
Description : YellowStone RV - Shop
Address : 2125 W 2000 S
Application Type :
Document Filename : REX-Yellowstone RV Permit Bath-Shop (6).pdf Array
Comment Author Contact Information:
Corrections in the following table need to be applied before a permit can be issued
Review Report
Revisions Required
Page Reference Annotation
Type
Author : Department Status Page Review Comments Applicant Response Comments
C.10 Free Text Cody Jones : Building Open 3 If building is closer then 10', wall to be rated.
S1.0 Free Text Cody Jones : Building Open 5 50
S1.0 Free Text Cody Jones : Building Open 5 Need construction ready plans.
S2.0B Free Text Cody Jones : Building Open 9 As per city ordinance top horizontal to be in top 6".
S2.2B Free Text Cody Jones : Building Open 11 Engineered stamped truss plan to be approved by building
design professional.
Pg 22 Free Text Alex Owens : Electrical Open 22 Please provide available fault current calculation for this
building. Please verify where receptacles will be located in
shop area. All electrical work must comply with 2017 NEC.
C.10 Callout Kyle Baldwin : P&Z Open 3 Please provide distance between proposed building and fron
parcel line
# 23-00775
New Commercial Building
Please digitally re-submit all pages of the plan set in response to requested revisions
for our next review cycle, with noted items resolved.
Report Date: 11.09.2023
Approval of plans does not constitute approval of variance from code
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A 101C 101
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REVISION:DATE:DESCRIPTION:APPROVED BY:
1.0 5-26-23 Permit Set MTR
1.1 8-15-23 Permit Revisions MTR
G 001 Cover Page
C.11 BH Site Plan
C.10 Shop Site Plan
S1.0 General Requirements
S1.1 Typical Details
S1.2 Typical Details
S2.0A BH Foundation
S2.0B Shop Foundation
S2.2A BH Roof Framing
S2.2B Shop Roof Framing
S3.0 Foundation Details
S4.0 Roof Framing Details
A301 BH Main Floor
A302 BH Perspective
A401 Shop Main Floor
A402 Shop Perspective
A104 Schedules
A105 Roof Plan
A201 Elevations
A202 Elevations
E101 Electrical Plan
PLAN INDEX
REYNOLDS DEVELOPMENT
GROUP
35'
10
'
5'
25.2'
40
.
8
'
25.1'
25
.
8
'
5'
5'
5'
34.5'
35
.
8
'
15.2'
TOC: 4846.06TOC: 4846.58
TOC: 4846.58 TOC: 4846.06
TOC: 4846.58
FG 4846.58TOC: 4846.58
TOC: 4846.58
FFE 4846.65
FFE 4846.65
FFE 4846.65
FFE 4846.65
FFE 4846.65
FFE 4846.65
FG 4846.65 FG 4846.65
FFE 4846.65FG 4846.65
FFE 4846.65
R43.5'
48
4
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48
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4845
4844
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SCALE: 1" = 5'
PROPOSED BATH HOSUE
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INSTALL 4" THICK SIDEWALK, (WIDTH PER PLAN)
PER ISPWC SD-709,714,714A,714B
UNLESS OTHERWISE NOTED
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TOC: 4847.11 TOC: 4847.11
TOC: 4846.95 TOC: 4846.89
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0 5'10'
SCALE: 1" = 5'
PROPOSED MAINTENANCE SHED
FFE = 4847.18'
INSTALL 4" THICK SIDEWALK, (WIDTH PER PLAN)
PER ISPWC SD-709,714,714A,714B
UNLESS OTHERWISE NOTED
Please provide distance
between proposed building
and fron parcel line
If building is closer th en 1 0 ', wall to be rated.
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B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 B11 B12 B13 B14 B15 B16 B17 B18 B19
C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19
D1 D2 D3 D4 D5 D6 D7 D8 D9 D10 D11 D12 D13 D14 D15 D16 D17 D18 D19
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G1 G2 G3 G4 G5 G6 G7 G8 G9 G10 G11 G12 G13
I1 I2 I3 I4 I5 I6 I7 I8
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5/9/23
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GENERAL REQUIREMENTS:
1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN DESIGNED
PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF
LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3).
2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVE
BEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE AND
COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY
REPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEY
NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN
EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING
KNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMING
REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT
EVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON
THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY
ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT
EXPLICITLY SHOWN.
3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE
THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES
AND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED
ON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS
STATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'S
CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLE
FOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS.
4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL
NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS, BUT
SHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION
SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY
ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY.
5.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,
MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS
AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH
THE ARCHITECT AND STRUCTURAL ENGINEER.
6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIRED
BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANS
SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING
DEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN
OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR.
BASIS FOR DESIGN:
1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.
RISK CATEGORY = II
4. SEISMIC DESIGN PARAMETERS:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
PROCEDURE
IMPORTANCE FACTOR Ie = 1.00
SITE CLASS D
SEISMIC DESIGN CATEGORY D
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.144, SS = 0.375
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.222, SDS = 0.375
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.058
5. WIND DESIGN PARAMETERS (STRENGTH):
ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST)
WIND EXPOSURE C
IMPORTANCE FACTOR Iw = 1.00
INTERNAL PRESSURE COEFFICIENT -0.18
COMPONENT AND CLADDING PRESSURE 31.2 PSF
NET UPLIFT ON ROOF 15.7 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ROOF GROUND = 47 PSF
ROOF = 35 PSF 16 PSF
FLOOR 40 PSF 20 PSF
3. DEFLECTION LIMITS:
ELEMENTS LIVE LOAD TOTAL LOAD
ROOF TRUSSES/JOISTS L/360 L/240
FLOOR TRUSSES/JOISTS L/600 L/240
BEAMS L/360 L/240
FOUNDATION NOTES:
1.IN LIEU OF A GEOTECHNICAL REPORT: THE FOUNDATION HAS BEEN DESIGNED
ACCORDING TO THE RECOMMENDATIONS OF CHAPTER 18 OF THE IBC.
2.THE SOIL DESIGN VALUES LISTED BELOW HAVE BEEN APPROVED BY THE
CITY/COUNTY BUILDING DEPARTMENT, CONTINGENT THAT THE SOIL ON THE SITE
PREDOMINATELY CONSISTS OF SAND AND/OR GRAVEL.
SPECIFIC SOIL CLASSIFICATIONS SHOULD BE ONE OF THE FOLLOWING: SANDY
GRAVEL OR GRAVEL(GW OR GP), SAND(SW AND SP), SILTY SAND(SM), CLAYEY
SAND(SC), SILTY GRAVEL(GM), OR CLAYEY GRAVEL(GC). THESE SOIL
CLASSIFICATIONS CAN BE FOUND IN TABLE 1806.2 OF CHAPTER 18 OF THE IBC.
VERIFICATION OF SOIL CLASSIFICATION IS THE RESPONSIBILITY OF THE
CONTRACTOR.
3.A ONE-THIRD INCREASE IN BEARING PRESSURES IS ALLOWED WITH SEISMIC OR
WIND LOAD COMBINATIONS. LATERAL BEARING AND LATERAL SLIDING RESISTANCE
MAY BE COMBINED.
4.ALL FOUNDATIONS SHALL BEAR ON COMPACTED ENGINEERED FILL OR COMPETENT
NATIVE SOIL SUBBASE COMPACTED TO 95% DRY DENSITY (STANDARD PROCTOR).
GRADE IS DEFINED AS LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE BUILDING
FOR PERIMETER FOOTINGS. WHERE EXTERIOR PAVING OR CONCRETE IS DIRECTLY
ADJACENT TO BUILDING, GRADE IS DEFINED AS TOP OF EXTERIOR PAVING AT LEAST
5 FEET FROM BUILDING. CONCRETE FOOTING EXCAVATIONS SHALL BE CLEAN AND
FREE OF LOOSE DEBRIS OR UN-COMPACTED MATERIAL AT TIME OF CONCRETE
PLACEMENT.
5.CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON A 4 INCH (MIN) LAYER OF
FREE-DRAINING GRANULAR MAT (DRAINAGE FILL COURSE). THE MAT SHOULD
CONSIST OF A WELL GRADED SAND AND GRAVEL MIXTURE WITH MAXIMUM 3/4-INCH
CRUSHED AGGREGATE. THE GRANULAR MAT SHOULD BE COMPACTED TO NO LESS
THAN 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557.
6.BACKFILL AGAINST RESTRAINED WALLS SHALL NOT BE PLACED UNTIL AFTER THE
WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS AND
CONCRETE OR GROUT STRENGTH HAS REACHED THE 28 DAY STRENGTH LISTED
BELOW.
THE SOIL DESIGN VALUES FOR THE FOUNDATION ARE:
ALLOWABLE BEARING PRESSURE 1500 PSF
ALLOWABLE LATERAL BEARING PRESSURE 150 PSF/FT
ALLOWABLE LATERAL SLIDING COEFFICIENT 0.25
LATERAL BACKFILL PRESSURE (UNRESTRAINED)45 PSF/FT
LATERAL BACKFILL PRESSURE (RESTRAINED)60 PSF/FT
FOUNDATION BEARING DEPTH
36" BELOW FINISHED GRADE
CONCRETE:
2.ALL NORMAL WEIGHT CONCRETE SHALL BE REGULAR WEIGHT OF 150 POUNDS PER
CUBIC FOOT USING HARD-ROCK AGGREGATES. AGGREGATE USED IN CONCRETE
SHALL CONFORM TO ASTM C33.
3.LAP SPLICES FOR BEAMS AND FLOOR SLABS SHALL BE ACCORDING TO CHAPTER 12
OF ACI 318 OR LAP SCHEDULE ON THESE DRAWINGS.
STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF
REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE
STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. PROVIDE
BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS
AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL BE
SPLICED AT OR NEAR FLOOR LINES.
4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS
"CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM COVER FOR
NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS:
5.MAXIMUM SLUMP FOR ALL CONCRETE SHALL BE 6". PORTLAND CEMENT SHALL
CONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN
CONTACT WITH ALKALINE SOIL, AND TYPE II ELSEWHERE.
6.NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND
CONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY.
7.CONCRETE PLACEMENT AND QUALITY SHALL BE PER RECOMMENDATIONS IN ACI 614,
ACI 301 AND ACI 318. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED,
EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER
FLOOR DUCTS, ETC. CAST CLOSURE POUR, WHERE SHOWN ON PLANS AROUND
COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. REMOVE ALL DEBRIS FROM
FORMS BEFORE PLACING CONCRETE.
ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS,
ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS
BEFORE PLACING THE CONCRETE.
8.ALL CONCRETE SLABS ON GRADE SHALL BE DIVIDED INTO AREAS BY CONTROL
JOINTS (KEYED OR SAW CUT) SUCH THAT ONE SLAB AREA DOES NOT EXCEED A
MAXIMUM LENGTH OF 24 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS
(EXAMPLE: 4" SLAB = 8'-0" LENGTH). SQUARE LAYOUTS ARE PREFERRED, BUT THE
SLAB GEOMETRY MAY DICTATE OTHERWISE. THE RATIO OF THE LONG TO SHORT
DISTANCE SHALL NOT EXCEED 1.3. IT IS RECOMMENDED THAT SAW CUTS BE MADE
WITHIN 16 HOURS OF CONCRETE BATCHING.
KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING,
ALL OTHER JOINTS MAY BE SAW CUT.
9.HORIZONTAL PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
STRUCTURAL CONCRETE AND SLABS ON GRADE EXCEPT WHERE SPECIFICALLY
APPROVED OR NOTED BY THE STRUCTURAL ENGINEER. PIPES AND CONDUITS SHALL
NOT IMPAIR THE STRENGTH OF THE WORK.
10.FLY ASH MAY BE USED ONLY IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS
AND SHALL BE LIMITED TO 18 PERCENT OF CEMENTITIOUS MATERIALS AND SHALL
HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH
ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED
CONCRETE.
11.COLD/HOT WEATHER CONCRETE CONSTRUCTION: PROTECT CONCRETE FROM
DAMAGE OR REDUCED STRENGTH IN COMPLIANCE WITH ACI 305 AND 306.
12.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND
APPROVED BY THE STRUCTURAL ENGINEER.
13.LIMIT ALKALI-SILICA REACTION (ASR) TO 0.1% EXPANSION AT 28 DAYS IN CONCRETE
MIX AT ALL EXTERIOR CONCRETE AND INTERIOR CONCRETE EXPOSED TO MOISTURE.
LOCATION:MINIMUM
COVER TOLERANCE
CAST AGAINST EARTH (FOOTINGS)3"± 3 8"
SLABS ON GRADE 112"± 14"
EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 1
12"± 3 8"
EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2"± 3 8"
NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE
GROUND ROOF SLAB 1"18"
STRUCTURAL SLABS AND WALLS 3 4"18"
BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT,
TIES, STIRRUPS AND SPIRALS 112"3 8"
1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS:
USE:CONCRETE
STRENGTH:
MAX W/C
RATIO
AIR
ENTRAINMENT
FOOTINGS 3500 PSI 0.50 5.5% ± 1%
FOUNDATION WALLS 4500 PSI 0.45 5.5% ± 1%
INTERIOR CONCRETE
SLABS ON GRADE 3500 PSI 0.45 N/A
REINFORCING STEEL:
1.ASTM A615 GRADE 60 (FY = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER.
ASTM A615 GRADE 40 (FY = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER.
GRADE 60 DEFORMED BARS SHALL BE USED FOR CONCRETE WALLS, BEAMS,
ELEVATED SLABS AND COLUMN REINFORCING.
2.WELDING OF REINFORCING BARS SHALL BE MADE ONLY TO ASTM A706 GRADE 60
BARS AND ONLY USING E90 SERIES RODS. WELDING OF REINFORCING BARS SHALL
BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS.
3.REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI
SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO
FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
WOOD:
1.GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS, OR LOAD BEARING STUDS
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE
ARCHITECT. DOUBLE UP JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2"
(NOMINAL) SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. UNLESS NOTED
OTHERWISE ON PLANS/DETAILS PROVIDE 2x SOLID BLOCKING AT MID-HEIGHT OF
BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO IBC TABLE
2304.10.1. JOIST HANGERS AND OTHER MISC. FRAMING ANCHORS SHALL BE SIMPSON
STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT ICC-ES
APPROVAL.
2.SAWN LUMBER: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE
GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) OR THE
WEST COAST LUMBER INSPECTION BUREAU (WCLIB). ALL SAWN LUMBER SHALL BE
STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY.
SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADE UNLESS NOTED
OTHERWISE IN SCHEDULES:
USE:MATERIAL:
2x4 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
2x6 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
JOISTS, TOP PLATES AND ALL OTHER
SAWN LUMBER DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
BEAMS AND POSTS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
LOCATION:NOMINAL
THICKNESS:
SPAN
INDEX
RATING:
EDGE
ATTACHMENT:
FIELD
ATTACHMENT:
WALL 7 16" OR 12"24 16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 7 16" OR 12"24 16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 15 32" OR 12"32 16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 19 32" OR 5 8"40 20 10d AT 6" O.C.10d AT 12" O.C.
ROOF 23 32" OR 3 4"48 24 10d AT 6" O.C.10d AT 12" O.C.
ROOF 7 8"60 32 10d AT 6" O.C.10d AT 12" O.C.
FLOOR 3 4" T&G 48 24
10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
FLOOR 7 8" T&G 60 32
10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
FLOOR 118" T&G 60 48
10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
3.PLYWOOD: ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING CONFORMING TO
STANDARD PS 1-95. LAY UP PLYWOOD WITH FACE GRAIN IN PERPENDICULAR TO
SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL TO
SUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD, STAGGER JOINTS). ALL NAILING,
COMMON NAILS. BLOCKING AT PANEL EDGES WHERE INDICATED ON PLANS. ALL
PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATING
AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS:
DEFERRED SUBMITTAL ITEMS:
PREFABRICATED WOOD ROOF TRUSSES
SHEET INDEX
SHEET DESCRIPTION DETAILS
S1.0 GENERAL STRUCTURAL NOTES ---
S1.1 TYPICAL DETAILS T-SERIES
S1.2 TYPICAL DETAILS T-SERIES
S2.0 CLUBHOUSE FOUNDATION PLAN ---
S2.0A BATHHOUSE FOUNDATION PLAN ---
S2.0B SHOP FOUNDATION PLAN ---
S2.1 CLUBHOUSE FLOOR FRAMING PLAN
S2.2 CLUBHOUSE ROOF FRAMING PLAN ---
S2.2A BATHHOUSE ROOF FRAMING PLAN ---
S2.2B SHOP ROOF FRAMING PLAN ---
S3.0 FOUNDATION DETAILS 100 - SERIES
S4.0 ROOF FRAMING DETAILS 200 - SERIES
CAST IN PLACE
CENTERLINE
CENTERLINE OF BEAM
CENTERLINE OF COLUMN
CENTERLINE OF WALL
CLEAR
CONCRETE
CONCRETE CONTROL JOINT
CONCRETE SAWCUT JOINT
CONCRETE MASONRY UNIT
CONNECTION
CONTINUOUS
DEAD LOAD
DOWN
DRAWING(S)
EQUAL
EQUIPMENT
EXPANSION JOINT
EACH WAY
FINISHED FLOOR
FACE OF STEEL
FACE OF WALL
GAUGE
GALVANIZED
GENERAL STRUCTURAL NOTES
CENTERLINE OF FOOTING
FACE OF MEMBER
EXPANSION BOLT
EDGE OF SLAB
DIAMETER
GALV
GSN
DN.
DWG(S)
EQ
EQUIP
EXP. JT (E.J.)
E.W.
F.F.
F.O.S.
F.O.W.
GA
F.O.M.
EXP. BOLT
E.O.S.
Ø OR DIA.
C.I.P.
C L
C.L.B.
C.L.C.
C.L.W.
CLR
CONC
C.C.J.
C.S.J.
C.M.U.
CONN.
CONT
D L
C.L.F.
W/WITH
W/O WITHOUT
T.O.P.
U.N.O.
W.W.F.
TYP
VERT
T.O.S.
T.O.W.
T.O.D.
T.O.F.
T.O.L.
T.O.M.
STD
T.O.B.
T L
SLH
SLV
SIM
SQ
PSF
PSI
REINF
PREFAB
OPP
P.C.
PLF
N.T.S.
O.C.
O.F.W.
TOP OF FOOTING
UNLESS NOTED OTHERWISE
WELDED WIRE FABRIC
TOP OF MASONRY
TOP OF PLATE
TOP OF STEEL
TOP OF WALL
TYPICAL
VERTICAL
STANDARD
TOP OF BEAM
TOP OF DECK
TOP OF LEDGER
TOTAL LOAD
OUTSIDE FACE OF WALL
PRECAST CONCRETE
POUNDS PER LINEAR FOOT
POUNDS PER SQUARE INCH
SHORT LEG VERTICAL
SHORT LEG HORIZONTAL
REINFORCING
SIMILAR
SQUARE
NOT TO SCALE
ON CENTER
OPPOSITE
PREFABRICATED
AGGREGATE BASE COURSE
AIR CONDITIONER
ABOVE FINISHED FLOOR
ALTERNATE
ANCHOR BOLT
AT (MEASUREMENT)
BEAM
BOTTOM OF BEAM
BOTTOM OF DECK
BEARING
BELOW FINISHED FLOOR
BOTTOM OF FOOTING
A.B.C.
A/C
A.F.F.
ALT
A.B.
@
BM
B.O.B.
B.O.D.
BRG
B.F.F
B.O.F.
ABBREVIATIONS
LBS (#)
MFR('S)
M.C.J.
MECH
N/A
LLV
LLH
HORIZ
K(KIP)
L L
LONG LEG VERTICAL
MANUFACTURER('S)
MASONRY CONTROL JOINT
NOT APPLICABLE
LONG LEG HORIZONTAL
POUNDS
MECHANICAL
HORIZONTAL
1000 POUNDS
LIVE LOAD
EXISTING(E)
MIN MINIMUM
MAX MAXIMUM
POUNDS PER SQUARE FOOT
GLUED-LAMINATED BEAMGLB
PFT PREFAB FLOOR TRUSSES
PRT PREFAB ROOF TRUSSES
I.F.W.INSIDE FACE OF WALL
PT PRESSURE TREATED
CONCRETE COLUMNC.C.
RME ROOF MOUNTED EQUIPMENT
GIRDER TRUSSGT
SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE AT
LEAST 112" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUED
TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED ADHESIVE.
PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED
SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL
OF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BE USED ON ROOFS WHERE
BUILT-UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHING
SHALL COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATING
EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND
THICKNESS (WITHIN 132") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES.
INSTALL PER MANUFACTURER'S RECOMMENDATIONS.
4.NOMINAL 2x AND 3x DECKING. TONGUE AND GROOVE TYPE. MINIMUM Fb = 1,600 PSI,
MINIMUM E = 1,300,000 PSI. INSTALL WITH TONGUES UP SLOPE ON PITCHED ROOFS,
AND OUTWARD IN THE DIRECTION OF LAYING ON FLAT ROOFS. NAIL EACH PLANK
WITH 16d TOENAIL (THRU THE TONGUE) AND 16d FACE NAIL AT EACH SUPPORT. DECK
SHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PLANKS BEARING ON TWO
SUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION SEE AITC 117-2010.
5.GLUED-LAMINATED BEAMS (GLB): GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIR
COMBINATION AT 24F-V4 AT SIMPLE SPAN BEAMS AND 24F-V8 AT MULTI-SPAN AND
CANTILEVERED BEAMS WITH THE FOLLOWING MINIMUM PROPERTIES: FB = 2,400 PSI,
FV = 190 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,800 KSI. ALL BEAMS SHALL BE
FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST
AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND
CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STANDARD CAMBER IS BASED ON
A RADIUS OF CURVATURE OF 5000 FEET.
6.GLUED-LAMINATED COLUMNS: GLUED-LAMINATED COLUMNS SHALL BE DOUGLAS FIR
COMBINATION 3 WITH THE FOLLOWING MINIMUM PROPERTIES: FBY = 2,100 PSI, FBX =
2000 PSI, FVY = 230 PSI, FVX = 265 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,900 KSI.
ALL COLUMNS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND
HANDLING PER LATEST AITC AND WCLA STANDARDS. COLUMNS TO BEAR GRADE
STAMP AND AITC STAMP AND CERTIFICATE.
7.LAMINATED VENEER LUMBER (LVL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LVLs
SHALL BE: FB = 2,600 PSI, FV = 285 PSI, E = 2,000 KSI.
8.PARALLEL STRAND LUMBER (PSL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR PSLs
SHALL BE: FB = 2,900 PSI, FV = 290 PSI, E = 2,200 KSI.
9.LAMINATED STRAND LUMBER (LSL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LSLs
SHALL BE: FB = 2,325 PSI, FV = 310 PSI, E = 1,550 KSI.
10.SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE OF TREATED FIR.
SHEAR WALLS AND EXTERIOR WALL SILLS AT CONCRETE SLAB SHALL HAVE A
MINIMUM OF (2) ANCHOR BOLTS PER PIECE. PROVIDE ANCHOR BOLT AT 9" MAXIMUM,
4" MINIMUM FROM THE END OF EACH PIECE AT SPLICE OR END OF WALL. MAXIMUM
ANCHOR BOLT SPACING SHALL BE 72" ON CENTER UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS. ALL ANCHOR BOLTS (OTHER THAN BOLTS FOR HOLDOWNS)
SHALL EMBED 7" INTO CONCRETE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE
CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS ON SHEAR WALLS. ALL
EXTERIOR WALLS SHALL BE SECURED WITH MINIMUM ANCHOR BOLTS. INTERIOR
WALLS MAY BE SECURED TO CONCRETE WITH EITHER ANCHOR BOLTS OR POWER
DRIVEN SHOT PINS UNLESS NOTED OTHERWISE ON PLANS.
11.BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307.
BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 116" LARGER THAN THE Ø
(DIAMETER) OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT
STEEL WASHERS UNDER HEADS AND NUTS. NICK THREADS TO PREVENT LOOSENING.
12.PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE
DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD
LOADS. WHERE UNINHABITABLE ATTIC SPACE CAN BE USED FOR STORAGE, A 20 PSF
LIVE LOAD ON THE BOTTOM CHORD SHALL BE INCLUDED IN THE ANALYSIS. BRIDGING
SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED
BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE FOR BOTH
ROOF AND FLOOR TRUSSES WHEN USED.
SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING
POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICC-ES APPROVAL. ADDITIONAL
TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT.
PER IBC SECTION 2303.4 AND TPI-1: EACH TRUSS SHALL BE LEGIBLY BRANDED,
MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE IDENTITY OF
THE COMPANY MANUFACTURING THE TRUSS, THE DESIGN LOADS, AND THE TRUSS
SPACING - WITHIN TWO FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE
BOTTOM CHORD.
PREFABRICATED WOOD/STEEL WEB JOIST/PURLINS (TJI/TJL SERIES OR EQUAL):
DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION
ICC-ES REPORT. CONNECTIONS AND BEARING MATERIAL TO BE DESIGNED AND
FURNISHED BY JOIST FABRICATOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS
WITH DESIGN CALCULATIONS SEALED BY A REGISTERED STRUCTURAL ENGINEER
FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS
REQUIRED TO SUPPORT MECHANICAL EQUIPMENT.
N eed construction ready plans.
5 0
KEYNOTES:
1.FINISHED GRADE WHERE OCCURS
2. DO NOT EXCAVATE A TRENCH
CLOSER THAN A 45° ANGLE TO
BELOW BOTTOM FOOTING OR
FOUNDATION
3.BOTTOM OF CONCRETE FOOTING
4.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING
FOOTINGS
B.NO PIPE OR OTHER UTILITIES SHALL
PASS THRU WALL FOOTINGS OR
UNDER COLUMN FOOTINGS
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T1 TRENCH PARALLEL TO CONTINUOUS STRIP FOOTING
TD01 NO SCALE
1
1
4
3
2
1
KEYNOTES:
1.CONCRETE FOOTING
2.SLEEVE - PROVIDE 12" MINIMUM
CLEARANCE AROUND PIPE OR
CONDUIT
3.PIPE OR CONDUIT
4.CONCRETE FILL TO BE PLACED
BEFORE FOOTING IS POURED -
FORM SAME AS FOOTING AND
POUR FULL WIDTH OF PIPE TRENCH
5.STEM WALL
NOTE:
A.NO PIPE SHALL PASS THRU
FOOTING OR UNDER COLUMN
FOOTINGS. FOR TRENCHES
GREATER THAN 3'-6" BELOW
BOTTOM OF FOOTING, SEE PIPE
PASSING BELOW WALL FOOTING
DETAIL.
T2 PIPE PASSING UNDER WALL FOOTING IN SHALLOW TRENCH
TD02 NO SCALE
6"
M
I
N
8"
M
I
N
3'
-
0
"
M
A
X
8" MIN
A
SECTIONA
5
1
2
3
4
5
1
2
3
4
KEYNOTES:
1.STEM WALL
2.CONCRETE FOOTING
3.1'-6" MAXIMUM (WHERE TRENCH
EXCEEDS 1'-6" NOTIFY STRUCTURAL
ENGINEER PRIOR TO PLACEMENT
OF FOOTINGS)
4.BACKFILL AND RECOMPACT
TRENCH PER SOILS REPORT AND
SPECIFICATIONS
5.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING
FOOTINGS
B.NO PIPES OR OTHER UTILITIES
SHALL PASS THRU WALL FOOTINGS
OR UNDER COLUMN FOOTINGS
3'
-
1
"
O
R
G
R
E
A
T
E
R
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T3 PIPE PASSING BELOW FOOTING IN DEEP TRENCH
TD03 NO SCALE
5
3
2
1
44
1
KEYNOTES:
1.SLOPED FINISH GRADE
2.MINIMUM FOOTING DEPTH PER
G.S.N. (12" MINIMUM)
3.DEEPEN FOOTING AS REQUIRED TO
ACCOUNT FOR SLOPED GRADE
4.CONCRETE FOOTING
NOTE:
A.FOR ADDITIONAL INFORMATION,
SEE PLANS AND DETAILS
5'-0"
T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT
TD04 NO SCALE
1
2
3
4
KEYNOTES:
1.CORNER DOWELS TO MATCH
HORIZONTAL REINFORCEMENT
2. CONCRETE WALL WITH
REINFORCEMENT
3.LAP SPLICE PER TYPICAL STEEL
REINFORCING LAP SPLICES IN
CONCRETE DETAIL
T5 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
3
3
KEYNOTES:
1.CONCRETE SLAB ON GRADE
2.CONT KEYED JOINT
3.SAWCUT 18" WIDE x 14 SLAB
THICKNESS IN DEPTH - CUT SHALL
BE MADE SOON ENOUGH TO
PREVENT SHRINKAGE CRACKING,
BUT NOT SO SOON AS TO CAUSE
SPALLING OF THE CONCRETE
WHILE SAWING. WORK MUST BE
COMPLETE WITHIN 16 HOURS OF
CONCRETE PLACEMENT.
NOTE:
A.KEYED JOINTS NEED ONLY OCCUR
AT EXPOSED EDGES DURING
PLACEMENT UNLESS SPECIFICALLY
NOTED ON THE PLANS.
B."TOOL WET JOINT", "ZIP STRIP", ETC
SHALL MATCH SAWCUT
REQUIREMENTS
12"6"6"12"
SAWCUT JOINT
KEYED JOINT
T6 CONTROL JOINTS IN CONCRETE SLAB ON GRADE
TD07 NO SCALE
1 3
1 2
T7 TYPICAL REINFORCING DETAILS
TD10 NO SCALE
6 MIN
BAR OFFSET
BAR CLEARANCE SPLICE DETAIL
BEND & HOOK DETAILS
COLUMN TIES BEAM STIRRUPS
"d"
45°
"d"
"d"
1
8 8
KEYNOTES:
1.LAP - SEE G.S.N. FOR MASONRY
AND TYPICAL DETAIL FOR
CONCRETE
2.MAXIMUM 15 LAP BUT NOT MORE
THAN 6"
3.WIRE TIES
4.1d (1" MINIMUM)
5.RADIUS = 3d FOR BARS NOT OVER
#8; 4d FOR #9, #10, AND #11 BARS; 5d
FOR #14 AND #18 BARS, 5d FOR ALL
GRADE 40 BARS WITH 180 DEGREE
HOOK
6.4D (4" MINIMUM)
7.12d (90 DEGREE HOOK)
8.6d (4" MINIMUM)
9.135 DEGREE BEND
10.BEND AROUND 112" PIN FOR #3
BARS. BEND AROUND 2" PIN FOR #4
BARS. BEND AROUND 212" PIN FOR
#5 BARS.
3
1 2
4
6
7
5
55
5
99
10 10
6
8
NOTES:
1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE
MEMBER BELOW THE REINFORCEMENT.
2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS AND WALLS SHALL BE CLASS "B" TENSION LAP
SPLICES.
BAR
SIZE
CLASS B TENSION SPLICE LENGTHS
f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI
HORIZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HORIZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HORIZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
#3 12"12"12"12"12"12"
#4 19"15"17"13"15"12"
#5 29"23"26"20"23"18"
#6 32"25"28"21"25"19"
#7 54"41"47"36"42"32"
#8 70"54"61"47"54"42"
#9 89"68"77"59"69"53"
#10 112"87"97"75"87"67"
T8 STEEL REINFORCING LAP SPLICES IN CONCRETE
TD14 NO SCALE
T9 STRAP TYPE HOLDOWNS / SHEARWALL END POSTS, PLAN VIEW - HOLDOWN LOCATIONS
TD15 NO SCALE
NOTE:
A.ALL CONDITIONS MAY NOT BE
SHOWN. FOR CONDITIONS NOT
SHOWN, USE THESE DETAILS AS A
GUIDE.
B.SOME LARGER HOLDOWNS
REQUIRE 6x6 POSTS, SEE PLANS
AND SCHEDULES.
C. WHERE MULTIPLE TRIMMER STUDS
OR KING STUDS OCCUR, MAKE
ADJUSTMENTS AS REQUIRED.
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.SHEARWALL SHEATHING, SEE PLAN
3.STRAP TYPE HOLDOWN
4.EDGE OF FOUNDATION
5.(25) SIMPSON SDS 14"x6" LONG WOOD
SCREWS, STAGGERED
6.SHEARWALL END POSTS (2 STUDS)
7.SHEARWALL EDGE NAILING
8.TRIMMER STUD TO SUPPORT
HEADER
9. BLOCK TO SUPPORT WINDOW SILL
10. BUILT UP WOOD POST
"STRAP" TYPE HOLDOWN
WINDOW JAMB
"STRAP" TYPE HOLDOWN
DOOR JAMB OR WALL END
(1) SHEARWALL
(1) STRAP HOLDOWN
AT EXTERIOR CORNER
(2) SHEARWALLS
(1) STRAP HOLDOWN
AT EXTERIOR CORNER
(2) SHEARWALLS
(1) STRAP HOLDOWN
AT RE-ENTRANT CORNER
(1) SHEARWALL
(1) STRAP HOLDOWN
AT RE-ENTRANT CORNER
WINDOW
OPENING
DOOR
OPENING
1.5"
1.5"
3"3"
4 2
1
3
3
7
2
2
1
1 9
3
1 6 8
4
3
5
4
23
7
2
5
10
23
1
6
6
6
6 6
7
74
4
4
2
7 2
4 7
6
7
4
4
7
4
1
T10 ELEVATION-TYPICAL 1-STORY SHEARWALL
TD19 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL
2.DOUBLE STUDS AT EACH END OF
SHEARWALL, EDGE NAIL ALONG
DOUBLE STUDS
3.FULL HEIGHT WOOD STUDS
4.BOTTOM PLATE ATTACHMENT
5.SIMPSON STHD TYPE HOLDOWN
6.MIDHEIGHT BLOCKING AND EDGE
NAILING REQUIRED
7.SIMPSON "PHD" TYPE HOLDOWN
8.FINISHED FLOOR
9.CONT 2x PT SOLE PLATE
1
3
6
8
7
4
5
2
9
KEYNOTES:
1.NAILS BETWEEN SPLICE LOCATION
PER SCHEDULE - STAGGERED
2.DBL 2x TOP PLATE
3.WOOD STUD WALL, SEE PLAN
4.SPLICE OVER STUD
5.SIMPSON ST6224 OR MSTC40 STRAP
AT LOCATIONS WHERE PLATES CAN
NOT BE SPLICED
NOTE:
A.DO NOT SPLICE TOP PLATES WITHIN
6'-0" OF ENDS OF PLYWOOD
SHEARWALLS. THIS DETAIL
REQUIRED AT ALL EXTERIOR WALLS
AND OVER SHEARWALLS - NOT
REQUIRED AT INTERIOR
NON-SHEARWALLS.
(30) 16d
(24) 16dLESS THAN 20'
OVER 20'
4'-0"
6'-0"
LENGTH OF WALL
(BETWEEN CORNERS)SPLICE LENGTH
NAILS ALONGSPLICE LENGTH
MINIMUM
SPLICE LENGTH PER SCHEDULE
T11 ELEVATION - TYPICAL TOP PLATE SPLICE
TD24 NO SCALE
4
5
1
3
2
3
2
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.WOOD HEADER
3. KING STUD(S) PER PLAN
4.(2) 16d NAILS AT 2" O.C.
5.16d NAILS AT 12" O.C.
6.TRIMMER STUD(S) PER PLAN
2
6
3 1
5
4
5
T12 TYPICAL HEADER CONNECTION
TD25 NO SCALE
2
6
34
1 5
2
1
74
2
1
3
4
18
AT BEAM
AT MID WALL
AT TOP PLATE
T13 TYPICAL BEAM POCKET
TD26 NO SCALE
KEYNOTES:
1.WOOD BEAM
2.(2) 16d NAILS AT 2" O.C.
3.KING STUD EACH SIDE OF BEAM
4.SOLID BUILT-UP POST BELOW BEAM
5.STRAP BROKEN TOP PLATE ON SIDE
OR TOP
6.CONT DBL 2x TOP PLATE W/ LAP
SPLICE PER TYPICAL DETAIL
7.FULL-HEIGHT KING STUD EACH SIDE
OF BEAM
8.HGA10 CLIP EACH SIDE
9.FULL-HEIGHT KING STUD AT END OF
BEAM
10.FULL-HEIGHT KING STUD, OPPOSITE
SIDE OF THE BEAM
2
1
4
AT CORNER
10
9
2
NOTE:
A.MINIMUM STAPLING SPECIFIED
HEREIN SHALL BE PROVIDED
UNLESS NOTED OTHERWISE ON
PLANS, DETAILS OR GENERAL
STRUCTURAL NOTES
8d COMMON AT 12" O.C.
16 GA STAPLE AT 12" O.C.
ALTERNATE FASTENER SCHEDULE
ALTERNATE FASTENERSPECIFIED FASTENER
8d COMMON AT 6" O.C.
8d COMMON AT 4" O.C.
15 GA STAPLE AT 12" O.C.
14 GA STAPLE AT 12" O.C.
13 GA STAPLE AT 12" O.C.
16 GA STAPLE AT 4" O.C.
15 GA STAPLE AT 5" O.C.
14 GA STAPLE AT 6" O.C.
13 GA STAPLE AT 6" O.C.
13 GA STAPLE AT 5" O.C.
14 GA STAPLE AT 4" O.C.
15 GA STAPLE AT 3" O.C.
16 GA STAPLE AT 2.5" O.C.
15 GA STAPLE AT 2" O.C.
14 GA STAPLE AT 3" O.C.
13 GA STAPLE AT 4" O.C.
8d COMMON AT 3" O.C.
MATERIAL: 7/16" SHEARWALL OR ROOF SHEATHING
NOTES:
1. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF
7 16"
INCH OUTSIDE DIMENSION. AND INSTALLED WITH CROWN
PARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER.
2. FRAMING SHALL BE 3x OR WIDER WHEN NAIL SPACING IS
LESS THAN 3 INCHES ON CENTER.
3. ALL STAPLES SHALL HAVE 1
12" LONG LEGS MINIMUM.
4. STAPLE SIZES AND SPACING PER REPORT NO.
ICC-ESR-1539
T14 ALTERNATE SHEATHING STAPLE OPTION
TD32 NO SCALE
PR
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I
N
A
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5/16/23
YE
L
L
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S
T
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R
V
RE
Y
N
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KEYNOTES:
1.BOUNDARY NAILING 8d NAILS AT 4"
O.C.
2.2x8 (MIN) CONT BEARING PLATE
ATTACH PER ATTACHMENT
SCHEDULE
3.TOE NAIL OVER-BUILD FRAMING TO
BEARING PLATE W/ (3) 16d NAILS
MIN
4.ROOF SHEATHING
5.2x OVERBUILD FRAMING, SEE PLAN
6.TOP CHORD OF TRUSS OR ROOF
FRAMING MEMBER, SEE PLAN
7.2x STUD PONY WALL AS OCCURS
ON PLAN (5'-0" O.C. MAX AND WALL
SHALL BE CENTERED BETWEEN
MAX SPAN)
8.ROOF SHEATHING (SHEATH LOWER
ROOF PRIOR TO CONSTRUCTION OF
OVER-BUILD)
9.PREFABRICATED OVERBUILD ROOF
TRUSS W/ SIMPSON VTCR CLIP AT
24" O.C.
OPTION 2
OPTION 1
6
8
9
4
1
2
542
1
6
3
8
7
4:12 TO 7:12
10:12 TO 12:12
7:12 TO 10:12
< 4:12 (3) 16d NAILS
ROOF
SLOPE
PLATE
ATTACHMENT
(5) 16d NAILS
(3) #10x3
1
2"
LONG SCREWS
(4) #10x3
1
2"
LONG SCREWS
ATTACHMENT SCHEDULE
T15 TYPICAL OVER-BUILD
TD27 NO SCALE
CONNECTION TYPE
JOIST OR TRUSS BEARING ON SILL OR GIRDER
BRIDGING TO JOIST
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
TOP PLATE TO STUD
DOUBLE STUDS, FACE NAIL
DOUBLE TOP PLATES
CONTINUOUS HEADER TO STUD
CEILING JOISTS, LAPS OVER PARTITIONS
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
RAFTER OR TRUSS TO PLATE
BUILT-UP CORNER STUDS
TOENAIL
(4)-8d COMMON (2 1/2" x 0.131")
NAILING
(3)-8d COMMON (2 1/2" x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
TOENAIL EACH END(2)-3"x 0.131" NAILS (Gun Nail)
(2)-3"x 14 GAUGE STAPLES
16d (3 1/2"x 0.135") AT 16" O.C.
FACE NAIL
3"x 14 GAUGE STAPLES AT 12" O.C.
3"x 0.131" NAILS (Gun Nail) AT 8" O.C.
END NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
SOLE PLATE TO STUD
END NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
FACE NAIL
16d (3 1/2"x 0.135") AT 24" O.C.
3"x 14 GAUGE STAPLES AT 8" O.C.
3"x 0.131" NAILS (Gun Nail) AT 8" O.C.
FACE NAIL
16d (3 1/2"x 0.135") AT 16" O.C.
3"x 14 GAUGE STAPLES AT 12" O.C.
3"x 0.131" NAILS (Gun Nail) AT 12" O.C.
DOUBLE TOP PLATES -
FACE NAIL
(8)-16d COMMON (3 1/2"x 0.162")
(12)-3"x 0.131" NAILS (Gun Nail)
(12)-3"x 14 GAUGE STAPLES
LAP SPLICE
RIM JOIST TO TOP PLATE 8d (2 1/2"x 0.131") AT 6" O.C.
3"x 14 GAUGE STAPLES AT 6" O.C.
3"x 0.131" NAILS (Gun Nail) AT 6" O.C.
BLOCKING BETWEEN JOISTS OR RAFTERS
TOENAIL
(3)-8d COMMON (2 1/2"x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
AND TOP PLATE
TOENAIL
TOP PLATES, LAPS AND INTERSECTIONS
FACE NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2"x 0.162") FACE NAIL AT 16"
O.C. ALONG EDGES
CEILING JOISTS TO PLATE
TOENAIL
(3)-8d COMMON (2 1/2"x 0.131")
(5)-3"x 0.131" NAILS (Gun Nail)
(5)-3"x 14 GAUGE STAPLES
FACE NAIL
(3)-16d COMMON (3 1/2"x 0.162)
(4)-3"x 0.131" NAILS (Gun Nail)
(4)-3"x 14 GAUGE STAPLES
(3)-16d COMMON (3 1/2"x 0.162)
(4)-3"x 0.131" NAILS (Gun Nail)
(4)-3"x 14 GAUGE STAPLES
FACE NAIL
(3)-8d COMMON (2 1/2"x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
TOENAIL
TOENAIL
16d COM.(3 1/2"x 0.162") AT 24" O.C.
3"x 14 GAUGE STAPLES AT 16" O.C.
3"x 0.131" NAILS (Gun Nail) AT 16" O.C.FACE NAIL
(2)-8d COMMON (2 1/2" x 0.131")
USE- SIMPSON A35 AT 48" O.C.-NA-
SIMPSON A35 AT EVERY OTHER BLOCK -NA-
NOTE:
A.MINIMUM NAILING SPECIFIED
HEREIN SHALL BE PROVIDED
UNLESS NOTED OTHERWISE ON
PLANS, DETAILS OR GENERAL
STRUCTURAL NOTES
B.NAILING NOT NOTED ON THESE
PLANS OR DETAILS SHALL BE PER
I.B.C. TABLE 2304.10.1
T16 MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE
TD34 NO SCALE
KEYNOTES:
1.SOLID BLOCKING TO BE TIGHT
AGAINST PLYWOOD
2.PREFAB WOOD TRUSS OR WOOD
JOIST
3.TOP OF WOOD PLATE OR BEAM AS
OCCURS
4.PLYWOOD SHEATHING
5.EDGE NAILING
NOTE:
A.FOR CONSTRUCTION BELOW
BLOCKING, SEE PLAN AND DETAILS.
BLOCKING IS CONTINUOUS
B.INDIVIDUAL SHEAR BLOCKS MAY BE
OMITTED EVERY 5TH BLOCK
X
2"
2.5"
12" OR LARGER
3"
3"
X X2X
X
SOLID 2x BLOCKING
WITH FIELD CUT VENTILATION
VENTILATION OPENINGS
TYPICAL SOLID BLOCKING
DE
P
T
H
TYPICAL SOLID BLOCKING
WITH PREFAB VENTILATION
X
T17 ELEVATION - TYPICAL SOLID BLOCKING
TD22 NO SCALE
4 5
2 31
5
4
2 31
5
5
4
2 31
DEPTH
6"
8"
10"
KEYNOTES:
1.EDGE NAILING
2.PREFAB WOOD TRUSS, TRUSS
MANUFACTURER SHALL PROVIDE
VERTICAL WEB TO MATCH
LOCATION OF SHEAR PANEL
3.7 16" PLYWOOD SHEAR PANEL WITH
8d AT 6" O.C. AT PANEL EDGES AND
8d AT 12" O.C. AT INTERMEDIATE
SUPPORTS
4.PLYWOOD SHEATHING AS OCCURS
5.2x4 AT 4-SIDES
6.TOP OF WOOD PLATE OR BEAM AS
OCCURS
7.PREFAB BLOCKING PER TRUSS
MANUFACTURER, IN-PLANE SHEAR
CAPACITY TO BE 200#
NOTE:
A.FOR CONSTRUCTION BELOW
PANEL, SEE PLAN AND DETAILS.
BLOCKING IS CONTINUOUS
B.INDIVIDUAL SHEAR PANEL BLOCKS
MAY BE PENETRATED OR OMITTED
FOR PASSAGE OF HVAC DUCTS
PLYWOOD SHEAR PANEL
ALTERNATE PREFAB BLOCKING
T18 ELEVATION - TYPICAL PLYWOOD SHEAR PANEL BLOCKING
TD23 NO SCALE
4 11
33
55
2
4 2
11
7
26
T19 SOLID BLOCKING BETWEEN FLOORS
TD31 NO SCALE
KEYNOTES:
1.DBL TOP PLATE
2.WOOD STUD WALL
3.PLYWOOD SHEATHING
4.WOOD POST ABOVE
5.WOOD TRUSS OR JOIST
6.SOLID BLOCKING BETWEEN FLOORS,
MATCH BEARING WIDTH WITH POST
ABOVE, MINIMUM
7.SIMPSON A35 CLIP EACH SIDE OF SOLID
BLOCKING, WHERE POST ABOVE IS MORE
THAN (2) STUDS, OTHERWISE ATTACH TO
TOP PLATE W/ (2) 16d TOE-NAILS AT EACH
BLOCK
8.WOOD POST BELOW
9.CONT 2x BOTTOM PLATE
10.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS
11.CONCRETE WALL
12.CONT RIM BOARD
2
1
5
6
7
8
3
4
2
3
4
2
2
1 8
7 6
5
5
3
4
9
12
5
10
6
11
T20 TYPICAL STRAP AT WOOD BEAM
TD68 NO SCALE
KEYNOTES:
1.CONT DBL 2x TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
2.TRIMMER AND KING STUDS, SEE
PLAN
3.WOOD BEAM, SEE PLAN
4.STRAP, SEE PLAN3
4
2
1
1
3
4
2
1
2
3
OPTION 1
OPTION 2
OPTION 3
4
KEYNOTES:
1.WOOD I-JOIST, SEE PLAN
2.BEARING LOCATION, SEE PLAN
3.FLOOR / ROOF SHEATHING W/
ATTACHMENT, SEE PLAN
4.CONT RIM BOARD W/
ATTACHMENT, SEE
CORRESPONDING DETAILS
5.WEB STIFFENERS AS REQUIRED,
SEE PLAN / CORRESPONDING
DETAILS. WHEN WEB STIFFENERS
ARE REQUIRED, PLACE ON EACH
SIDE OF WEB UNO
6.212" MIN WEB STIFFENER WIDTH
7.GAP BETWEEN TOP OF WEB
STIFFENER AND BOTTOM OF TOP
FLANGE OF WOOD JOIST
MIN GAP = 18"
MAX GAP = 2"
8.WEB STIFFENER TO FIT TIGHT
AGAINST FLANGE OF WOOD
I-JOIST
9.I-JOIST FLANGE WIDTH
10.WEB STIFFENER THICKNESS PER
SCHEDULE
11.(3) ROWS CLINCHED FASTENERS.
FOR FLANGE WIDTHS 13 4" - 25 16",
USE 8d (0.113"x212") FASTENERS
AND FOR 312" FLANGE WIDTHS,
USE 16d (0.135"x312") FASTENERS
12.1" SPACE FOR FLANGE WIDTHS
13 4" - 25 16" AND 112" SPACE FOR 312"
FLANGE WIDTH
13.BEVELED WEB STIFFENERS AS
REQUIRED, SEE PLAN /
COORESPONDING DETAILS. WHEN
WEB STIFFENERS ARE REQUIRED,
PLACE ON EACH SIDE OF WEB
UNO
14.CONT SHAPED BEARING PLATE.
SEE COORESPONDING DETAILS
15.I-JOIST HANGER, SEE PLAN
16.WEB STIFFENERS REQUIRED
WHERE HANGER SIDES DO NOT
EXTEND TO LATERALLY SUPPORT
3 8" MIN OF TOP FLANGE OF I-JOIST
OR AS SPECIFIED, SEE PLAN /
CORRESPONDING DETAILS. WHEN
WEB STIFFENERS ARE REQUIRED,
PLACE ON EACH SIDE OF WEB
17.CONCENTRATED LOAD IN CLR
SPAN OF JOIST, SEE PLANS AND
DETAILS FOR ADDITIONAL
INFORMATION
T21 TYPICAL WEB STIFFENER REQUIREMENTS
TD76 NO SCALE
2
1
3 6
5
7
8
4
7
5
7
5
8
1
WEB STIFFENER THICKNESS SCHEDULE:
FLANGE WIDTH:WEB STIFFENER THICKNESS:
13 4"5 8"
2116"3 4"
25 16"7 8"
312"2x4 DF NO.2 OR BETTER
(ORIENTED VERTICAL)
9
1010
8
11
SECTION
ELEVATION
12
12
1
2
3
12
3
ELEVATION
5
8
7
6
5
8
14
ELEVATION
ELEVATION
2
3
1
8
7
16
15
6
7
ELEVATION
1
3
17
5
8
7
T22 TYPICAL WALL PENETRATION LESS THAN 10" SQUARE AT SHEARWALL
TD78 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL
2.WOOD STUD WALL
3.5" TO 10" SQUARE OPENING,
PROVIDE FULL DEPTH BLOCKING
ON SIDE, TOP AND BOTTOM W/
EDGE NAILING
4.EDGE NAILING
5.5" OR SMALLER SQUARE OPENING,
NO BLOCKING W/ EDGE NAILING
REQUIRED
1
2
444
3
5
NOTES:
1. MAXIMUM ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 10 OF WALL LENGTH.
PR
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5/15/23
YE
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4" CONCRETE SLAB ON GRADE W/
#4 AT 36" O.C. EACH WAY
CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
(SEE GSN)
PROVIDE SLAB JOINTS PER
TYPICAL DETAIL WITHIN 16 HOURS
OF BATCH TIME
CONCRETE SLAB ON GRADE
WF18/W1
WF18/W1
WF
1
8
/
W
1
WF
1
8
/
W
1
5 5 5
5555
55
2'-11"
26'-1"
15
'
-
2
"
5'-2"
26'-1"
3'-0"4'-11"3'-0"10'-0"
3'-5"3'-0"3'-5"3'-0"3'-5"3'-0"11"3'-0"
105 105101
101101
105110105101105
SCALE:
BATHHOUSE FOUNDATION PLAN
1/4" = 1'-0"
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SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.
EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR
SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)
ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS
NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"
ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7.BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7 16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
7 16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 3" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 18" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 26" O.C.
WOOD:16d STAGGERED AT 3" O.C.
5
7
WALL (W) SCHEDULE
MARK THICKNESS
AND TYPE
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING REMARKS
W1 8" CONCRETE #4 AT 18" O.C. #4 AT 12" O.C.---
FOOTING SCHEDULE
NOTES:
1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS.
2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN).
MARK LENGTH WIDTH
THICKN
ESS FOOTING REINFORCING REMARKS
F36 36" 36" 10"
(4) #4 EACH WAY
BOTTOM ---
F48 48" 48" 10"
(6) #4 EACH WAY BOTTOM ---
WF18 CONT 18" 10"
(2) #4 CONT BOTTOM ---
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
C. THE DEPTH OF FOOTING DIMENSION INDICATED IN THE G.S.N.
IS A MINIMUM. FOUNDATION CONTRACTOR SHALL
COORDINATE WITH THE SOILS REPORT AND OTHER TRADES
TO INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOR THE
WORK. SEE TYPICAL DETAILS FOR ADDITIONAL
REQUIREMENTS.
D.WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
E.WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
F. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
G. , , - AS SHOWN ON PLAN INDICATES A SHEARWALL
HOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FOR
ADDITIONAL INFORMATION.
H. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR
MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL
INFORMATION.
I. WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FOR
ADDITIONAL INFORMATION.
J. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE
"5" SHEARWALLS, UNO.
K. FOR SIDEWALK AND LANDING LOCATIONS, SEE
ARCHITECTURAL DRAWINGS.
FOUNDATION PLAN NOTES
5 6. 7
A B
4" CONCRETE SLAB ON GRADE W/
#4 AT 36" O.C. EACH WAY
CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
PROVIDE SLAB JOINTS PER
TYPICAL DETAIL WITHIN 16 HOURS
OF BATCH TIME
CONCRETE SLAB ON GRADE
A
WF18/W1
WF18/W1
WF
1
8
/
W
1
WF
1
8
/
W
1
5
20'-0"
30
'
-
0
"
1'-7"
20'-0"
1'-7"9'-0"4'-10"3'-0"
A
5
5
5
101
101
101
101
105105
SCALE:
SHOP FOUNDATION PLAN
1/4" = 1'-0"
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WALL (W) SCHEDULE
MARK THICKNESS
AND TYPE
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING REMARKS
W1 8" CONCRETE #4 AT 18" O.C. #4 AT 12" O.C.---
FOOTING SCHEDULE
NOTES:
1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS.
2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN).
MARK LENGTH WIDTH
THICKN
ESS FOOTING REINFORCING REMARKS
F36 36" 36" 10"
(4) #4 EACH WAY
BOTTOM ---
F48 48" 48" 10"
(6) #4 EACH WAY BOTTOM ---
WF18 CONT 18" 10"
(2) #4 CONT BOTTOM ---
SHEARWALL HOLDOWN SCHEDULE
NOTES:
1. SEE TYPICAL DETAILS FOR ANCHOR BOLT EMBEDMENT REQUIREMENTS.
2. POSTS SHOWN ON THE PLANS AR A MINIMUM AS REQUIRED TO SUPPORT THE GRAVITY LOADS OF THE
STRUCTURE. ADDITIONAL STUDS OR SOLID POSTS MAY BE REQUIRED DEPENDENT ON HOLDOWN TYPES.
MARK HOLDOWN
SHEARWALL END
POST
UNO ON PLAN
ALTERNATE
HOLDOWN ANCHOR BOLT DIA.
SIMPSON STHD10 (2) 2x STUDS
HTT4 W/ (18)
0.162 x 2.5"
NAILS
5 8" (FOR
ALTERNATE)
SIMPSON STHD14 (2) 2x STUDS
HTT4 W/ (18)
0.162 x 2.5"
NAILS
5 8" (FOR
ALTERNATE)
A
B
SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.
EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR
SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)
ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS
NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"
ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7.BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7 16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
7 16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 3" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 18" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 26" O.C.
WOOD:16d STAGGERED AT 3" O.C.
5
7
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
C. THE DEPTH OF FOOTING DIMENSION INDICATED IN THE G.S.N.
IS A MINIMUM. FOUNDATION CONTRACTOR SHALL
COORDINATE WITH THE SOILS REPORT AND OTHER TRADES
TO INSURE THAT THESE MINIMUMS ARE SUFFICIENT FOR THE
WORK. SEE TYPICAL DETAILS FOR ADDITIONAL
REQUIREMENTS.
D.WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
E.WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
F. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
G. , , - AS SHOWN ON PLAN INDICATES A SHEARWALL
HOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FOR
ADDITIONAL INFORMATION.
H. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR
MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL
INFORMATION.
I. WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE FOR
ADDITIONAL INFORMATION.
J. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE
"5" SHEARWALLS, UNO.
K. FOR SIDEWALK AND LANDING LOCATIONS, SEE
ARCHITECTURAL DRAWINGS.
FOUNDATION PLAN NOTES
5 6. 7
A B
A s per city ordinance top h oriz ontal to be in top 6 ".
7/16" APA RATED ROOF SHEATHING W/
8d COMMON NAILS AT 6" O.C. AT PANEL
EDGES / BOUNDARY AND AT 12" O.C. IN
THE FIELD.
TYPICAL ROOF SHEATHING:
5 5 5
5555
202
202
201201
55
B1 B1 B1 B1
B1 B1
PREFAB TRUSSES AT 24" O.C.
SCALE:
BATHHOUSE ROOF FRAMING PLAN
1/4" = 1'-0"
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SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.
EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR
SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)
ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS
NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"
ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7.BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7 16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
7 16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 3" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 18" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 26" O.C.
WOOD:16d STAGGERED AT 3" O.C.
5
7
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 2x6 OR 4x6 OR (2) 1
3 4x512 LVL
B2 (2) 2x8 OR 4x8 OR (2) 1
3 4x512 LVL
B3 (2) 2x10 OR 4x10 OR (2) 1
3 4x714 LVL
B4 (3) 2x10 OR 6x10
B5 (2) 1
3 4x912 LVL
B6 (2) 1
3 4x16 LVL
B7 6x12 DF#1
B8 518x1612 GLB
B9 63 4x2812 GLB
ROOF FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT NECESSARILY
BE FOUND ON THIS PLAN. SCHEDULES ARE TYPICAL TO THIS
PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,
PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.
D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16"
O.C. UNO. WHERE ROOF TRUSSES OR JOISTS SPANS EXCEED
20'-0" ALIGN ADDITIONAL STUD BELOW ROOF FRAMING
MEMBER.
E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT
OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 8'-6" OR LESS, (1)
TS & (1) KS, OPENINGS 9'-0" TO 20'-0", (1) TS & (2) KS. FOR
ATTACHMENT, SEE "TYPICAL HEADER CONNECTION" DETAIL.
F.WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
G.WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
H. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
I. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
J. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1) H2.5A
OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2) H2.5A CLIPS,
UNO.
K. TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A
CLIP, UNO.
L. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
M. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5"
SHEARWALLS, UNO.
N. FOR CLARITY, ALL ROOF OPENINGS MAY NOT BE SHOWN ON
THE ROOF FRAMING PLAN. FOR EXACT SIZE, NUMBER AND
LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL,
PLUMBING, AND ELECTRICAL DRAWINGS. FOR FRAMING AT
OPENINGS, SEE TYPICAL DETAILS.
O. VERIFY EXACT SIZE AND WEIGHT OF EQUIPMENT ON ROOF
WITH MECHANICAL DRAWINGS.
5 6. 7
7/16" APA RATED ROOF SHEATHING W/
8d COMMON NAILS AT 6" O.C. AT PANEL
EDGES / BOUNDARY AND AT 12" O.C. IN
THE FIELD.
TYPICAL ROOF SHEATHING:
5
5
201
202
202
201
(2) KS (2) KS
55
B3 B1
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SHOP ROOF FRAMING PLAN
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S2.2B
5/15/23
YE
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ROOF FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT NECESSARILY
BE FOUND ON THIS PLAN. SCHEDULES ARE TYPICAL TO THIS
PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,
PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.
D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT 16"
O.C. UNO. WHERE ROOF TRUSSES OR JOISTS SPANS EXCEED
20'-0" ALIGN ADDITIONAL STUD BELOW ROOF FRAMING
MEMBER.
E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT
OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR LESS, (1)
TS & (1) KS, OPENINGS 9'-0" TO 20'-0", (1) TS & (2) KS. FOR
ATTACHMENT, SEE "TYPICAL HEADER CONNECTION" DETAIL.
F.WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
G.WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
H. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
I.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
J. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1) H2.5A
OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2) H2.5A CLIPS,
UNO.
K. TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A
CLIP, UNO.
L. PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND
BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID
BLOCKING BETWEEN FLOORS" DETAIL
M. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
N. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5"
SHEARWALLS, UNO.
O. FOR CLARITY, ALL ROOF OPENINGS MAY NOT BE SHOWN ON
THE ROOF FRAMING PLAN. FOR EXACT SIZE, NUMBER AND
LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL,
PLUMBING, AND ELECTRICAL DRAWINGS. FOR FRAMING AT
OPENINGS, SEE TYPICAL DETAILS.
5 6. 7
SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
3.ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE.
EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR
SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1)
ANCHOR BOLT MINIMUM WITHIN 9" OF EACH END PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS
NOTED OTHERWISE (U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2"
ON CENTER (O.C.) ((24) 16d NAILS TOTAL BETWEEN SPLICE JOINTS.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7 16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
7 16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 3" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 18" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 26" O.C.
WOOD:16d STAGGERED AT 3" O.C.
5
7
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 2x6 OR 4x6 OR (2) 1
3 4x512 LVL
B2 (2) 2x8 OR 4x8 OR (2) 1
3 4x512 LVL
B3 (2) 2x10 OR 4x10 OR (2) 1
3 4x714 LVL
B4 (3) 2x10 OR 6x10
B5 (2) 1
3 4x912 LVL
B6 (2) 1
3 4x16 LVL
B7 6x12 DF#1
B8 518x1612 GLB
B9 63 4x2812 GLB
E ngineered stam ped truss plan to be approved by
building design professional.
101 WOOD STUD WALL AT FOUNDATION
CW_S101 NO SCALE
3"
CLR
3"
CL
R
8
10
7
9
6
1
2
5
4
3
6"
MI
N
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
3.CONCRETE SLAB ON GRADE, SEE PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
9.EDGE NAILING, SEE SHEARWALL
SCHEDULE
10.WALL SHEATHING AS OCCURS, SEE PLAN
NOTES:
A.WATERPROOF ANY EXTERIOR WOOD
FRAMING WITHIN 6" OF GRADE PER ARCH
DRAWINGS
KEYNOTES:
1.WOOD JOIST W/ (2) 16d NAILS INTO DBL
TOP PLATE
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN
SHOT PIN AT 32" O.C.
5.CONCRETE FOOTING, SEE PLAN
6.FINISH GRADE PER ARCH
7.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.JOIST BLOCKING W/ (3) 16d NAILS
BETWEEN EACH JOIST
10.FLOOR SHEATHING, SEE PLAN
104 WOOD JOIST AT FOUNDATION
CW_FJCP107 NO SCALE
3"
CLR
3"
CL
R
7
10 8
9
1
3
2
5
4
6
106 WOOD COLUMN AT CONCRETE PIER
CW_S133 NO SCALE
34
5
6
1
7
KEYNOTES:
1.WOOD POST, SEE PLAN
2.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
3.MINIMUM FOOTING DEPTH, SEE GSN
4.CONCRETE FOOTING, SEE PLAN
5.COMPACTED SUB-GRADE BELOW FOOTING,
SEE PLAN
6.12"Ø CONCRETE PIER W/ (4) #5 BARS
VERTICAL AND #3 TIES AT 8" O.C.
7.SIMPSON ABU88Z STANDOFF BASE
8.5 8"Ø GR. 36 THREADED ROD W/ SIMPSON
SET EPOXY W/ 10" MIN EMBEDMENT INTO
POST AND 10" MIN EMBEDMENT INTO
CONCRETE PIER
NOTES:
A.WATERPROOF ANY EXTERIOR WOOD
FRAMING WITHIN 6" OF GRADE PER ARCH
DRAWINGS
B.PROVIDE A WATERPROOF MEMBRANE AT
BOTTOM END OF POST PER ARCH
3"
CL
R
3"
CLR
8
6"
MI
N
2
2
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x BOTTOM PLATE, ATTACH PER
SHEARWALL SCHEDULE
3.BOUNDARY NAILING, SEE PLAN
4.RIM JOIST BLOCKING W/ A35 CLIP
BETWEEN EACH JOIST
5.FLOOR SHEATHING, SEE PLAN
6.WOOD JOIST W/ (2) 16d NAILS INTO DBL
TOP PLATE
7.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
8.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
9.CONCRETE FOOTING, SEE PLAN
10.FINISH GRADE PER ARCH
11.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
12.EDGE NAILING, SEE SHEARWALL
SCHEDULE
13.WALL SHEATHING AS OCCURS, SEE PLAN
107 WOOD JOIST AT FOUNDATION
CW_FJCP102 NO SCALE
3"
CLR
3"
CL
R
13
12
11
5
1
2
3
4
6
1
7
9
8
10
13
12
12
109 WOOD STUD WALL AT FOUNDATION
CW_S129 NO SCALE
NOTES:
A.CONTINUOUS FOOTING CAN BE POURED
MONOLITHICALLY W/ SLAB AT
CONTRACTORS OPTION
A OPTION
B OPTION
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
3.CONCRETE SLAB ON GRADE, SEE PLAN
4.CONCRETE FOOTING, SEE PLAN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
6.EDGE NAILING, SEE SHEARWALL
SCHEDULE
7.WALL SHEATHING AS OCCURS, SEE PLAN
7
6
5
1
2
4
3
3"
CLR
3"
CL
R
312"
MI
N
3"
CLR
3"
CL
R
7
6
5
1
2
4
3
312"
MI
N
105 CONCRETE SLAB AT FOUNDATION
CW_S104 NO SCALE
3"
CLR
3"
CL
R
8
7
6
8
5
4
3
1
2
KEYNOTES:
1.WALL BEYOND, SEE PLAN
2.#4 BENT DOWEL AT 18" O.C.
3.CONCRETE SLAB ON GRADE, SEE PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
18"
18"
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x BOTTOM PLATE, ATTACH PER
SHEARWALL SCHEDULE
3.BOUNDARY NAILING, SEE PLAN
4.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
5.FLOOR SHEATHING, SEE PLAN
6.WOOD JOIST W/ (2) 16d NAILS INTO DBL
TOP PLATE
7.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
8.CONCRETE WALL, SEE PLAN
9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN
SHOT PIN AT 32" O.C.
10.CONCRETE FOOTING, SEE PLAN
11.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
12.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
13.MINIMUM FOOTING DEPTH, SEE GSN
14.EDGE NAILING, SEE SHEARWALL
SCHEDULE
15.WALL SHEATHING AS OCCURS, SEE PLAN
103 WOOD JOIST AT FOUNDATION
CW_FJCS101 NO SCALE
11
15
13
14
12
5
1
2
3
4
6
1
7
10
8
9
11
3"
CLR
3"
CL
R
1
2"
CLR
6"
M
I
N
NOTES:
A.EXTEND WALL SHEATHING TO SOLE
PLATE, NO SPLICE IN WALL SHEATHING
BELOW BOTTOM PLATE
B.WATERPROOF ANY EXTERIOR WOOD
FRAMING WITHIN 6" OF GRADE PER ARCH
DRAWINGS
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x BOTTOM PLATE, ATTACH PER
SHEARWALL SCHEDULE
3.BOUNDARY NAILING, SEE PLAN
4.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
5.FLOOR SHEATHING, SEE PLAN
6.WOOD JOIST W/ (2) 16d NAILS INTO DBL
TOP PLATE
7.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
8.CONCRETE WALL, SEE PLAN
9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN
SHOT PIN AT 32" O.C.
10.CONCRETE FOOTING, SEE PLAN
11.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
12.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
13.MINIMUM FOOTING DEPTH, SEE GSN
14.EDGE NAILING, SEE SHEARWALL
SCHEDULE
15.WALL SHEATHING AS OCCURS, SEE PLAN
16.WOOD JOIST, SEE PLAN
102 WOOD JOIST AT FOUNDATION
CW_FJCS101 NO SCALE
11
15
13
14
12
5
1
2
3
4
6
1
7
10
8
9
11
3"
CLR
3"
CL
R
1
2"
CLR
6"
M
I
N
NOTES:
A.EXTEND WALL SHEATHING TO SOLE
PLATE, NO SPLICE IN WALL SHEATHING
BELOW BOTTOM PLATE
B.WATERPROOF ANY EXTERIOR WOOD
FRAMING WITHIN 6" OF GRADE PER ARCH
DRAWINGS
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x BOTTOM PLATE, ATTACH PER
SHEARWALL SCHEDULE
3.BOUNDARY NAILING, SEE PLAN
4.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
5.FLOOR SHEATHING, SEE PLAN
6.WOOD JOIST W/ (2) 16d NAILS INTO DBL
TOP PLATE
7.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
8.CONCRETE WALL, SEE PLAN
9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN
SHOT PIN AT 32" O.C.
10.CONCRETE FOOTING, SEE PLAN
11.CONCRETE SLAB ON GRADE, SEE PLAN
12.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
13.MINIMUM FOOTING DEPTH, SEE GSN
14.EDGE NAILING, SEE SHEARWALL
SCHEDULE
15.WALL SHEATHING AS OCCURS, SEE PLAN
110 WOOD JOIST AT FOUNDATION
CW_FJCS101 NO SCALE
15
13
14
12
5
1
2
3
4
6
1
7
10
8
9
11
3"
CLR
3"
CL
R
1
2"
CLR
NOTES:
A.EXTEND WALL SHEATHING TO SOLE
PLATE, NO SPLICE IN WALL SHEATHING
BELOW BOTTOM PLATE
B.WATERPROOF ANY EXTERIOR WOOD
FRAMING WITHIN 6" OF GRADE PER ARCH
DRAWINGS
16
11
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x BOTTOM PLATE, ATTACH PER
SHEARWALL SCHEDULE
3.BOUNDARY NAILING, SEE PLAN
4.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
5.FLOOR SHEATHING, SEE PLAN
6.WOOD JOIST W/ (2) 16d NAILS INTO DBL
TOP PLATE
7.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
8.CONCRETE WALL, SEE PLAN
9.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN
SHOT PIN AT 32" O.C.
10.CONCRETE FOOTING, SEE PLAN
11.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
12.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
13.2x12 PT LEDGER W/ 5/8" Ø x 7" TITEN HD
ANCHOR AT 24" O.C.
14.EDGE NAILING, SEE SHEARWALL
SCHEDULE
15.WALL SHEATHING AS OCCURS, SEE PLAN
16.WOOD JOIST, SEE PLAN
108 WOOD JOIST AT FOUNDATION
CW_FJCS101 NO SCALE
15
14
12
5
1
2
3
4
6
1
7
10
8
9
11
3"
CLR
3"
CL
R
1
2"
CLR
NOTES:
A.EXTEND WALL SHEATHING TO SOLE
PLATE, NO SPLICE IN WALL SHEATHING
BELOW BOTTOM PLATE
B.WATERPROOF ANY EXTERIOR WOOD
FRAMING WITHIN 8" OF GRADE PER ARCH
DRAWINGS
11
13 16
53
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KEYNOTES:
1.WOOD TRUSS, SEE PLAN
2.2x4 x 8'-0" LONG AT 6'-0" O.C. W/ (2) 16d
NAILS AT EACH TRUSS
3.WOOD TRUSS W/ HGA10 CLIP AT 36" O.C.
4.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
5.WOOD STUD WALL, SEE PLAN
6.WALL SHEATHING AS OCCURS, SEE PLAN
7.(3) 16d NAILS AT 16" O.C.
8.2x6 LADDER FRAMING AT 16" O.C.
9.BOUNDARY NAILING, SEE PLAN
10.ROOF SHEATHING, SEE PLAN
11.2x6 BLOCKING AT 32" O.C., FIRST TRUSS
BAY MINIMUM
12.EDGE NAILING, SEE SHEARWALL
SCHEDULE
13.(3) 8d NAILS AT EACH BLOCK
14.NO SHEATHING SPLICE TO OCCUR IN THIS
AREA
2'-0"
MAX
201 WOOD TRUSS AT WOOD STUD WALL
WW_RT310 NO SCALE
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
KEYNOTES:
1.WOOD TRUSS W/ CLIP, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.ROOF SHEATHING, SEE PLAN
7.FULL-HEIGHT 2x BLOCKING BETWEEN
EACH TRUSS W/ A35 CLIP
8.BOUNDARY NAILING, SEE PLAN
202 WOOD TRUSS AT WOOD STUD WALL
WW_RT307 NO SCALE
NOTES:
A.2x BLOCKING MAY BE OMITTED EVERY
THIRD BAY
B.COORDINATE ROOF VENTILATION
C.FASCIA PER ARCHITECTURAL DETAILS
208 WOOD TRUSS AT WOOD STUD WALL
WW_RT330 NO SCALE
KEYNOTES:
1.WOOD TRUSS W/ CLIP, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.ROOF SHEATHING, SEE PLAN
5.BOUNDARY NAILING, SEE PLAN
6.WOOD JOIST, SEE PLAN
7.EDGE NAILING, SEE SHEARWALL
SCHEDULE
8.WALL SHEATHING AS OCCURS, SEE PLAN
9.2x BLOCKING BETWEEN EACH TRUSS
10.(4) 16d NAILS AT 8" FROM EDGE
11.(2) 16d NAILS AT 6".C. STAGGERED
12.CONT 2x LEDGER W/ (4) 16d NAILS INTO
EACH TRUSS
13.WOOD BEAM, SEE PLAN
209 WOOD JOIST AT WOOD STUD WALL
WW_RJ301 NO SCALE
KEYNOTES:
1.WOOD JOIST W/ CLIP, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.FULL-HEIGHT BLOCKING W/ A35 CLIP
BETWEEN EACH JOIST
7.ROOF SHEATHING, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.SLOPED SHIM OR CONT. BLOCK TO
SUPPORT JOIST
10.WOOD BEAM, SEE PLAN
11.2x BLOCKING W/ (4) 16d NAILS BETWEEN
EACH JOIST
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
KEYNOTES:
1.WOOD JOIST, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.ALIGN CONT JOIST W/ STUD WALL W/ 16d
NAILS AT 4" O.C.
7.ROOF SHEATHING, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.WOOD JOIST BLOCKING W/ (2) 16d NAILS
AT 32" O.C.
10.(4) 10d NAILS INTO EACH BLOCK
212 WOOD JOIST AT WOOD STUD WALL
WW_RJ313 NO SCALE
203 WOOD JOIST AT WOOD STUD WALL
WW_RJ301 NO SCALE
KEYNOTES:
1.WOOD JOIST W/ CLIP, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.FULL-HEIGHT BLOCKING W/ A35 CLIP
BETWEEN EACH JOIST
7.ROOF SHEATHING, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.WEB STIFFENER PER TYPICAL DETAIL
10.WEB STIFFENER ON ONE SIDE OF JOIST
TO RECEIVE 2x TAIL
11.2x6 TAIL AT EACH JOIST W/ (2) 16d NAILS
AT 6" O.C.
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
204 WOOD JOIST AT WOOD STUD WALL
WW_RJ331 NO SCALE
KEYNOTES:
1.WOOD JOIST W/ SIMPSON SDWC15600
TRUSS SCREW, SEE PLAN
2.ROOF SHEATHING, SEE PLAN
3.WOOD BEAM, SEE PLAN
4.BOUNDARY NAILING, SEE PLAN
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
2'-0"
MAX
KEYNOTES:
1.WOOD POST, SEE PLAN
2.WOOD BEAM, SEE PLAN
3.SIMPSON CS16 STRAP
4.DBL TOP PLATE
5.A35 CLIP
207 WOOD BEAM AT WOOD POST
NO SCALE
4'-0"
6'-0"
KEYNOTES:
1.WOOD TRUSS, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.WOOD TRUSS ALIGNED W/ SHEARWALL W/
HGA10 CLIP AT 36" O.C.
7.BOUNDARY NAILING, SEE PLAN
8.ROOF SHEATHING, SEE PLAN
9.2x4 x 8'-0" LONG AT 6'-0" O.C. W/ (2) 16d
NAILS AT EACH TRUSS
211 WOOD TRUSS AT WOOD STUD WALL
WW_RT316 NO SCALE
205 WOOD JOIST AT WOOD BEAM
WW_RJ327 NO SCALE
KEYNOTES:
1.WOOD JOIST W/ SIMPSON SDWS22500DB
SCREWS INTO BEAM, SEE PLAN
2.WOOD BEAM, SEE PLAN
3.ROOF SHEATHING, SEE PLAN
4.ROOF SHEATHING, SEE PLAN
5.ST22 STRAP AT EVERY OTHER JOIST,
STRAP TOPS OF JOISTS TOGETHER
6.FULL HT RIM JOIST BLOCKING BETWEEN
EACH JOIST
7.SHIM BELOW EACH JOIST
NOTES:
A.COORDINATE ROOF VENTILATION
206 WOOD JOIST AT WOOD STUD WALL
WW_RJ326 NO SCALE
KEYNOTES:
1.WOOD JOIST, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.CONT RIM JOIST W/ 16d TOENAILS AT 4"
O.C.
7.ROOF SHEATHING, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.117 8" LSL LADDER FRAMING AT 24" O.C.
10.(5) 16d NAILS AT 24" O.C.
11.JOIST BLOCKING AT 24" O.C.
12.(4) 8d NAILS INTO EACH JOIST BLOCK
13.2x LEDGER W/ (3) 16d NAILS INTO EACH
STUD
14.WOOD TRUSS, SEE PLAN
2'-0"
MAX
3
2
1
2
2
5 5
55
4
210 WOOD JOIST AT WOOD STUD WALL
WW_RJ301 NO SCALE
KEYNOTES:
1.WOOD JOIST W/ CLIP, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.FULL-HEIGHT BLOCKING W/ A35 CLIP
BETWEEN EACH JOIST
7.ROOF SHEATHING, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.WEB STIFFENER PER TYPICAL DETAIL
10.WOOD TRUSS, SEE PLAN
11.(3) 16d NAILS INTO EACH STUD
12.WEB STIFFENER ON ONE SIDE OF JOIST
TO RECEIVE 2x TAIL
13.2x6 TAIL AT EACH JOIST W/ (2) 16d NAILS
AT 6" O.C.
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
213 WOOD JOIST AT WOOD STUD WALL
WW_RJ331 NO SCALE
KEYNOTES:
1.WOOD JOIST W/ SIMPSON SDWC15600
TRUSS SCREW, SEE PLAN
2.ROOF SHEATHING, SEE PLAN
3.WOOD BEAM, SEE PLAN
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
214 WOOD TRUSS AT WOOD STUD WALL
WW_RTJ302 NO SCALE
KEYNOTES:
1.OVERBUILD 2x FRAMING , SEE PLAN AND
TYPICAL DETAIL
2.ROOF SHEATHING, SEE PLAN
3.CONT RIM BOARD W/ A35 CLIP AT 16" O.C.
4.WOOD JOIST PER PLAN W/ CLIP, SEE PLAN
5.WEB STIFFENER ON EACH SIDE OF JOIST
6.WOOD TRUSS, SEE PLAN
7.WOOD JOIST, SEE PLAN
8.BOUNDARY NAILING, SEE PLAN
9.WOOD STUD WALL, SEE PLAN
10.(2) 16d TOENAILS AT EACH SIDE OF STUD
11.2x BOTTOM PLATE W/ (2) #10 x 3 12" WOOD
SCREWS INTO EACH JOIST
12.EDGE NAILING, SEE SHEARWALL SCHEDULE
13.WALL SHEATHING AS OCCURS, SEE PLAN
9
1
2 3
4
5
6
7
8
10
7
913
11
12
14
7
1
2
4
5
7
7
3
1
3
2 5
6
4
78
1
2
3
5
4
6
8
7
10
2
4
3
6
7
8
5
9
1
2
4
3
5 4
13
12
10
1
2
4
3
6.
7
8
5
9
810
2
3 4
6
1
8 7
5
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9
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8
1
1
3
3
4 4
5
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1
3
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6
4
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1
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78
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4 5
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6
KEYNOTES:
1.5 8"Ø LAG SCREW W/ 6" MIN EMBEDMENT
(COUNTER SINK AS REQUIRED)
2.WOOD BEAM, SEE PLAN
3.WOOD KING POST, SEE PLAN
4.(2) 5 8"Ø LAG SCREW W/ WASHER AND 4"
MIN EMBEDMENT
2
3
1
215 WOOD BEAM AT WOOD KING POST
WW_MISC303 NO SCALE
4
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14
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3'-0"3'-0"3'-0"3'-0"
6'-0"
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20
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Concrete Slab
4123 5
67
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4
"
=
1
'
-
0
"
Pr
o
j
e
c
t
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r
:
Pr
o
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c
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:
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p
:
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C
u
l
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c
h
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d
Re
x
b
u
r
g
ID
83
4
4
0
A 101A 401
Pr
o
j
e
c
t
:
Ti
t
l
e
:
Da
t
e
:
Sc
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:
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8
9
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b
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g
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8
3
4
4
0
20
8
-
6
5
6
-
6
0
5
0
Ye
l
l
o
w
s
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n
e
R
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RE
X
-
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p
M
a
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n
Oc
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b
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r
2
7
,
2
0
2
3
1/
2
"
=
1
'
-
0
"
Pr
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c
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:
Pr
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Re
x
b
u
r
g
ID
83
4
4
0
20'-0"
9'-0"
3'-0"
1'-7"
1'-7"
8
30
'
-
0
"
9
A 101C 101
Pr
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j
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c
t
:
Ti
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:
Da
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:
Sc
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6
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6
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5
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7
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2
0
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1
1/
4
"
=
1
'
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0
"
Pr
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c
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:
Pr
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C
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c
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x
b
u
r
g
ID
83
4
4
0
A 101A402
Pr
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t
:
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e
:
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9
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6
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3
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4
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=
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Pr
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x
b
u
r
g
ID
83
4
4
0
A 101C 101
Pr
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j
e
c
t
:
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e
:
Da
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e
:
Sc
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9
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6
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6
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7
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2
0
2
1
1/
4
"
=
1
'
-
0
"
Pr
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c
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:
Pr
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d
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x
b
u
r
g
ID
83
4
4
0
A 101A 104
Pr
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j
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c
t
:
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e
:
Da
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:
Sc
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:
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8
3
4
4
0
20
8
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6
5
6
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6
0
5
0
Ye
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b
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r
2
7
,
2
0
2
3
1/
4
"
=
1
'
-
0
"
Pr
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c
t
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w
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r
:
Pr
o
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c
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A
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:
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:
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:
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Mc
C
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c
h
R
d
Re
x
b
u
r
g
ID
83
4
4
0
Door Number Location Size Wall Framing Notes
1 Bath 1 3-0 6-8 2x6 LH
2 Bath 2 3-0 6-8 2x6 LH
3 Bath 3 3-0 6-8 2x6 LH
4 Bath 4 3-0 6-8 2x6 LH
5 Laundry 3-0 6-8 2x6 RH
6 Closet 3-0 6-8 2x6 LH
7 Closet 3-0 6-8 2x6 LH
8 Shop Access 3-0 6-8 2x6 RH
9 Shop Overhead 9-0 9-0 2x6 OVERHEAD
Door Schedule
Note: Egress and Accessible doors to be a minimum of 32" width
A 101C 101
Pr
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t
:
Ti
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:
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8
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6
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6
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6
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5
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l
7
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2
0
2
1
1/
4
"
=
1
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0
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Pr
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:
Pr
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x
b
u
r
g
ID
83
4
4
0
A 101A 105
Pr
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t
:
Ti
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e
:
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2
7
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2
0
2
3
1/
4
"
=
1
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-
0
"
Pr
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:
Pr
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x
b
u
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g
ID
83
4
4
0
2/122/12
2/12
A 101C 101
Pr
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t
:
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:
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1
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4
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=
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Pr
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Pr
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x
b
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r
g
ID
83
4
4
0
A 101A 201
Pr
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c
t
:
Ti
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:
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6
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4
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=
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Pr
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x
b
u
r
g
ID
83
4
4
0
Back
Right
Front
Left
A 101C 101
Pr
o
j
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c
t
:
Ti
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e
:
Da
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:
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5
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4
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=
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Pr
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:
Pr
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c
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x
b
u
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g
ID
83
4
4
0
A 101A 202
Pr
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c
t
:
Ti
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e
:
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3
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4
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=
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x
b
u
r
g
ID
83
4
4
0
Right
Back
Front
Left
A 101C 101
Pr
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c
t
:
Ti
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:
Da
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:
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4
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=
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Pr
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c
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Pr
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c
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R
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x
b
u
r
g
ID
83
4
4
0
A 101E 101
Pr
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t
:
Ti
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:
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ID
83
4
4
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Electrical Service
Please provide available fault current calculation
for th is building. Please verify wh ere receptacles
will be located in sh op area. A ll electrical work
m ust com ply with 2 0 1 7 N E C .