HomeMy WebLinkAboutSTRUCTURAL ENGINEERING 2 - 22-00647 - 736 Hillside Drive - New SFRPR
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GENERAL STRUCTURAL NOTES
(APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS)
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
3. 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 = 0.145, SS = 0.377
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.223, SDS = 0.377
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.069
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 28.5 PSF
NET UPLIFT ON ROOF 31.4 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ROOF GROUND = 50 PSF
ROOF = 35 PSF 16 PSF
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 112"± 3 8"
NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE
GROUND ROOF SLAB 1"18"
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.
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:
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.
IF
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:
2
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8
.
2
2
7
.
8
4
0
5
10
2
0
E
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L
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n
R
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F
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3
4
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1
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:
2
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8
.
2
2
7
.
8
4
0
4
.
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
18" MIN LAP
SPLICE (TYP)
T5 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
KEYNOTES:
1.MINIMUM LAP PER PLAN (24" MIN) -
TYPICAL
2.TOP OF WALL FOOTING
3.REGULAR FOOTING THICKNESS AS
SHOWN ON PLAN OR FOOTING
SCHEDULE
NOTE:
A.D = 2'-0" MAX
2D 2D
D
D
D
1D MIN 1D MIN 1D MIN
2D
T6 TYPICAL STEP IN CONCRETE FOOTING
TD08 NO SCALE
2
3
1
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.
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
KEYNOTES:
1.CONCRETE FOOTING, SEE PLAN
2.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
3.#4 DOWEL TO MATCH FOOTING
REINFORCEMENT
4.#4 DOWEL TO LAP AND MATCH
WALL REINFORCEMENT
NOTE:
A.FOR ITEMS SHOWN BUT NOT
KEYNOTED, SEE FOUNDATION
DETAILS
B.WHERE NEW FOOTING TIES INTO
EXISTING FOOTING, DRILL AND
EPOXY 24" LONG DOWELS INTO
EXISTING, PROVIDE 4" MIN
EMBEDMENT
2
3"
CLR
3"
CL
R
24"
24"
1
3
2 1
4
24"
24"
T8 CONCRETE FOOTING AT CONCRETE WALL
TD12 NO SCALE
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"
T10 STEEL REINFORCING LAP SPLICES IN CONCRETE
TD14 NO SCALE
NOTE:
A.BACKFILL REQUIREMENTS ARE A
MINIMUM, SEE GEOTECHNICAL
REPORT FOR ADDITIONAL
REQUIREMENTS
1
3
2
8
4
5
1'-0"
MIN.
6
7
10
1'
-
0
"
9
KEYNOTES:
1.CONCRETE WALL, SEE PLAN
2.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
3.CONCRETE FOOTING, SEE PLAN
4.FINISH GRADE, SLOPE AWAY FROM
STRUCTURE
5.FINISH GRADE OR CONCRETE SLAB
WHERE OCCURS
6.FOR RETAINING WALLS, WHERE
DRAIN PIPE IS NOT INSTALLED
PROVIDE WEEP HOLES AT 8'-0" O.C.
MIN FILTER FABRIC
7.4" MIN PERFORATED DRAIN PIPE,
OUTLET TO DAYLIGHT EACH END
8.FILTER FABRIC WRAPPED AROUND
MIN 12"x12" OF GRAVEL BACKFILL
9.FREE DRAINING GRAVEL BACKFILL,
AGGREGATE SIZE: 2" MAX, 18" MIN
10.FOUNDATION DAMP-PROOFING AS
REQUIRED
T9 TYPICAL CONCRETE RETAINING WALL OR BASEMENT BACKFILL DETAIL
TD60 NO SCALET12STRAP 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
T13 PLAN VIEW - HOLDOWN LOCATIONS/SHEARWALL END POSTS, "HD" TYPE HOLDOWNS USING SCREWS
TD16 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.EDGE OF FOUNDATION
4.SIMPSON HD TYPE HOLDOWN WITH
SCREWS
5.SHEARWALL END POST (2 STUDS)
TYPICAL, EXCEPT AT HDU11, AND
HDU14 WHERE 6x6 POST IS
REQUIRED
6.25) - SIMPSON SDS 1 4"x6" LONG
WOOD SCREWS, STAGGERED
7.SHEARWALL EDGE NAILING
8.TRIMMER STUD TO SUPPORT
HEADER
9.BLOCK TO SUPPORT WINDOW SILL
10.BUILT UP WOOD POST
(2) SHEARWALLS
(1) "HD" HOLDOWN W/SCREWS
"HD" HOLDOWN W/SCREWS
WINDOW JAMB
X
"HD" HOLDOWN W/SCREWS
DOOR JAMB OR WALL END
X
HOLDOWN X
HD19 2-1/8"
1-5/16"HDU2, HDU4,
HDU5
HTT4
HTT5
1-5/16"
(2) SHEARWALLS
(1) "HD" HOLDOWN W/SCREWS
AT EXTERIOR CORNER
X
(1) SHEARWALL
(1) "HD" HOLDOWN W/SCREWS
AT EXTERIOR CORNER
X
AT RE-ENTRANT CORNER
X
(1) SHEARWALL
(1) "HD" HOLDOWN W/SCREWS
AT RE-ENTRANT CORNER
X
4
WINDOW
OPENING
DOOR
OPENING
HDU14 1-9/16"
LTT20B
LTT19 1-3/8"
1-1/2"
HDU8, HDU11 1-3/8"
3 2 7
4
1
3 2 7
7
2
1
981
3 4
4 8
3
1 4
7 2
3
6
3
2
77
32
410
5 5
5
5
5 5
5
3
3
1
2 7 2 7
3
6
1
T11 TYPICAL ANCHORAGE FOR "HD" TYPE HOLDOWN
TD56 NO SCALE
1
4"
MAX
2"
MI
N
EM
B
E
D
M
E
N
T
2
4
3
KEYNOTES:
1.HOLDOWN ANCHOR BOLT
2.TOP OF CONCRETE OR COLD JOINT
3.DBL NUT AND 2"Ø PLATE WASHER
4.ADDITIONAL VERTICAL BAR(S), SEE
SCHEDULE
5.TOP REINFORCING BAR (#4 BAR
MINIMUM) PER PLAN
5
ANCHOR SCHEDULE
ALL-THREAD
ANCHOR
DIAMETER
MINIMUM
EMBEDMENT
MINIMUM VERTICAL
BARS (PROVIDE
ADDITIONAL VERTICAL
BARS AS REQUIRED)
ALTERNATE SIMPSON
ANCHOR TYPE
(INSTALL PER
MANUFACTURER)
12"12"------
5 8"16"(1) #5 OR (2) #4 SB5/8X24
7 8"18"(2) #5 SSTB34 OR SB7/8X24
1"20"(2) #6 SB1X30
IF
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KEYNOTES:
1.SHEATHING MATERIAL
2.DOUBLE STUDS AT EACH END OF
KEYNOTES:
1.HOLDOWN, SEE PLAN
2.WALL SHEATHING AS OCCURS, SEE
PLAN
3.WOOD JOIST, SEE PLAN
4.WOOD POST, SEE HOLDOWN
SCHEDULE
5.FLOOR SHEATHING, SEE PLAN
6.SOLID BLOCKING WITHIN JOIST BAY
7.ALL THREAD TO MATCH HOLDOWN
REQUIREMENTS
8.CONT 2x DBL TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
9.WOOD POST, MATCH POST ABOVE
NOTE:
A.FLOOR JOIST ORIENTATION MAY
VARY
5
3
4
3
8
2
6
2
9
1
5
3
4
3
8
2
6
2
9
1
7
1
STRAP AND "HD" TYPE HOLDOWNS BETWEEN FLOORS
TD29 NO SCALE
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 112" LONG LEGS MINIMUM.
4.STAPLE SIZES AND SPACING PER REPORT NO.
ICC-ESR-1539
ALTERNATE SHEATHING STAPLE OPTION
TD32 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
MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE
TD34 NO SCALE
PORTAL-FRAME
TD35 NO SCALE
KEYNOTES:
1.7 16" APA RATED SHEATHING
2.DBL 2x TOP PLATE
3.8d NAILING AT 3" GRID ON BEAM AS
SHOWN
4.WOOD HEADER PER PLAN (MIN
3"x1114")
5.STRAP TRIMMER TO JACK-STUD
WITH MSTC40 (OPPOSITE
SHEATHING)
6.2x WOOD FRAMING
7.MIN 2"x4" FRAMING W/ MIN 3 8" WOOD
SHEATHING W/ 8d NAILS AT 3" O.C.
ALL FRAMING
8.2x BLOCKING AT PANEL SPLICES
WITHIN MIDDLE 24" OF PORTAL
HEIGHT. 1 ROW OF 8d NAILS AT 3"
O.C. EACH PANEL EDGE
9.TRIMMER(S) AND KING STUD(S) PER
PLAN
10.HOLDOWN (EMBEDDED IN
CONCRETE AND NAILED TO
FRAMING)
11.(2) 2x SOLE PLATE W/ (1) 5 8"Ø
ANCHOR BOLT
12.2 ROWS OF 16d NAILS AT 3" O.C.
13.CONCRETE WALL
7
2
5
55
2
1
11
1
8
10
13
8
11
5
9
3
6
4
3
12
10
10
10 10
8
10
2' TO 18' ROUGH WIDTH OF OPENING FOR SINGLE OR DOUBLE PORTAL
12
'
M
A
X
T
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EXTENT OF HEADER W/ DOUBLE PORTAL FRAMES (2 BRACED WALL PANELS)
EXTENT OF HEADER W/ SINGLE PORTAL FRAME (1 BRACED WALL PANELS)
T19
IF
2
3
-
0
4
9
DI
V
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,
B
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T16
T17
T18
ELEVATION - TYPICAL 2-STORY SHEARWALL
TD18 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL
2.DOUBLE STUDS AT EACH END OF
SHEARWALL, EDGE NAIL ALONG
DOUBLE STUDS
3.FULL HEIGHT WOOD STUDS
4.2ND FLOOR LINE
5.SIMPSON STRAP TYPE HOLDOWN
6.MIDHEIGHT BLOCKING AND EDGE
NAILING REQUIRED AT PLYWOOD
SHEET EDGES
7.SIMPSON HD TYPE HOLDOWN
8.1ST FLOOR LINE
9.BOTTOM PLATE ATTACHMENT
10.CONT 2x PT SOLE PLATE
11.SOLE PLATE ATTACHMENT
1
3
2
5
11
7
6
8
5
4 9
3
10
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
ELEVATION - TYPICAL TOP PLATE SPLICE
TD24 NO SCALE
4
5
1
3
2
3
2
T15
T14
04/12/23
04
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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 24" O.C.---
W2 8" CONCRETE #4 AT 18" O.C.#4 AT 24" O.C.
SEE DETAIL FOR
VERTICAL SIZE AND
SPACING
FO
U
N
D
A
T
I
O
N
P
L
A
N
FOUNDATION PLAN
5 5
STHD10 STHD10 STHD10 STHD10
5 5 55
STHD10 STHD10 STHD10 STHD10 STHD10
5
STHD10
5
5
STHD10
5
5
5
STHD10
STHD10
STHD10
THESE PLANS AND ASSOCIATED CALCULATIONS ARE BEING PROVIDED TO
ADDRESS ELEMENTS OF THE STRUCTURAL SYSTEMS THAT DO NOT
CONFORM TO THE PRESCRIPTIVE METHODS OF THE INTERNATIONAL
RESIDENTIAL CODE (IRC). WE HAVE NOT REVIEWED THE DRAWINGS FOR
COMPLIACE WITH THE IRC. THE INFORMATION REGARDING ELEMENTS THAT
DO NOT CONFORM TO THE IRC HAS BEEN GIVEN TO US BY OTHERS. AS
ALLOWED BY THE IRC SECTION R301.1, WE HAVE ONLY ADDRESSED THE
SPECIFICALLY REQURESTED ELEMNTS.
THESE ELEMENTS RE:
1. LATERAL SHEARWALL DESIGN AT NORTH WALL OF HOME
2. GARAGE LATERAL SHEARWALL
3. WALK OUT BASEMENT FOUNDATION DESIGN
RWF42/W2
RWF42/W2
RWF42/W2
RWF42/W2
RW
F
4
2
/
W
2
WF
2
4
/
W
1
WF
2
4
/
W
1
WF
2
4
/
W
1
WF24/W1
WF
2
4
/
W
1
WF24/W1 WF24/W1
WF
2
4
/
W
1
WF
2
4
/
W
1
WF
3
0
/
W
1
WF
1
8
/
W
1
RWF42/W2
WF18/W1
WF18/W1
WF18/W1
WF
1
8
/
W
1
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" A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8" A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
7 16" APA RATED
SHEATHING
SEE PORTAL
FRAME DETAIL
SEE PORTAL
FRAME DETAIL
(1) 5 8" MIN W/ 14"x3"x3" PLATE
WASHERS
5
PF
STHD10 STHD10
STHD10
5
5 5 5
5
PF PF
PF PF
PF PF
STHD10
STHD10 STHD10
IF
2
3
-
0
4
9
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V
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2
B
,
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N
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.
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STHD10RJ
STHD10RJ
STHD10RJ
STHD10RJ
102
101
TYP
2
103
04/12/23
13
'
-
0
"
13
'
-
0
"
44
'
-
0
"
STHD10
1.STEP FOOTING AS REQUIRED TO MAINTAIN FROST DEPTH
2.MAXIMUM WALL HEIGHT OF 6'-0" RETAINING SOIL
3.MAXIMUM WALL HEIGHT OF 3'-6" RETAINING SOIL
4.MAXIMUM WALL HEIGHT OF 4'-6" RETAINING SOIL
PLAN KEYNOTESX
4
3
3
RW
2
4
/
W
2
4
1
11
1
107
TYP
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
WF18 CONT 18"10"(2) #4 CONT BOTTOM ---
WF24 CONT 24"10"(2) #4 CONT BOTTOM ---
WF30 CONT 30"12"(3) #4 CONT BOTTOM ---
RWF24 CONT 24"10"(2) #4 CONT BOTTOM CENTER FOOTING ON WALL
RWF42 CONT 42"12"(3) #4 CONT W/ #4 AT 14" O.C.
TRANSVERSE, TOP AND BOTTOM CENTER FOOTING ON WALL
105
106
104
TYP
107
103
04
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MSTC28MSTC28 MSTC28MSTC28 MSTC28MSTC28 MSTC28MSTC28
04/12/23
THESE PLANS AND ASSOCIATED CALCULATIONS ARE BEING PROVIDED TO
ADDRESS ELEMENTS OF THE STRUCTURAL SYSTEMS THAT DO NOT
CONFORM TO THE PRESCRIPTIVE METHODS OF THE INTERNATIONAL
RESIDENTIAL CODE (IRC). WE HAVE NOT REVIEWED THE DRAWINGS FOR
COMPLIACE WITH THE IRC. THE INFORMATION REGARDING ELEMENTS THAT
DO NOT CONFORM TO THE IRC HAS BEEN GIVEN TO US BY OTHERS. AS
ALLOWED BY THE IRC SECTION R301.1, WE HAVE ONLY ADDRESSED THE
SPECIFICALLY REQURESTED ELEMNTS.
THESE ELEMENTS RE:
1. LATERAL SHEARWALL DESIGN AT NORTH WALL OF HOME
2. GARAGE LATERAL SHEARWALL
3. WALK OUT BASEMENT FOUNDATION DESIGN
SHEARWALL TYPE SCHEDULE
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