HomeMy WebLinkAboutAPPROVED ENGINEERED PLANS - 21-01028 - 1020 Cypress Loop - New SFRAuthor Name Author Email Author Phone No.:
Larry Beesley Larry.Beesley@rexburg.org 208-372-2176
Description : 1020 Cypress Loop - New SFR
Address :
Record Type : New Single Family Residence
Document Filename : 2022.02.11_Moulton Residence_Permit Set.pdf
Comment Author Contact Information:
Corrections in the following table need to be applied before a permit can be issued
Review Report
Approved
# 21-01028
Page Reference Annotation
Type
Author : Department Status Page Review Comments Applicant Response Comments
S1.0 Stamp Larry Beesley : Building Open 1 Approved - Building Inspector
S1.1 Stamp Larry Beesley : Building Open 2 Approved - Building Inspector
New Single Family Residence
The garage is engineered and the builders must follow all of the engineers specks.
Approval of plans does not constitute approval of variance from code
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CURRENT REV.
FR
O
S
T
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
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 = 0.141, SS = 0.358
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.218, SDS = 0.361
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.056
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 29.9 PSF
NET UPLIFT ON ROOF 10.8 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ROOF 35 PSF 16 PSF
3. DEFLECTION LIMITS:
ELEMENTS LIVE LOAD TOTAL LOAD
ROOF TRUSSES L/360 L/240
BEAMS L/360 L/240
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
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 GLUE.
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 2000 FEET.
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 = 2,000 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.
T1 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
T3 PORTAL-FRAME
TD35 NO SCALE
T2 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:
T4 STRAP AT OPENING IN SHEARWALL
TD17 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL
2.SHEARWALL END POST (DBL STUD
AT HOLDOWN U.N.O.)
3.EDGE NAILING AT ALL SHEATHING
PANEL EDGES - STAGGER NAILS AT
DOUBLE STUD END POSTS
4.FULL HEIGHT WOOD STUDS
5.ANCHOR BOLTS TO FOUNDATION
OR NAILS TO LOWER FRAMING PER
SHEARWALL SCHEDULE
6.SIMPSON STRAP TYPE HOLDOWN,
WHERE OCCURS
7.SOLID BLOCKING AND EDGE
NAILING REQUIRED AT PLYWOOD
SHEET EDGES
8.CONT 2x PT SOLE PLATE
9.FIELD NAILING AWAY FROM PANEL
EDGES
10.WOOD HEADER
11.TRIMMER STUD UNDER HEADER
AND SILL, PROVIDE ADDITIONAL
TRIMMER STUDS WHERE INDICATED
ON PLANS
12.FULL HEIGHT KING STUD
13.PROVIDE ADDITIONAL KING STUDS
WHERE INDICATED ON PLANS
14.2x BLOCKING FOR STRAP NAILING
15.STRAP, PER PLAN, ABOVE AND
BELOW OPENING AS SHOWNFINISHED FLOOR
24" MIN BEYOND
OPENING (TYP)
24" MIN BEYOND
OPENING (TYP)
1
2
15
4
3 12
14
2
3
6
8
9
1111
3
1
77
5
OPEN
1 TD15
KEYNOTES:
1.716" 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
14.FLOOR FRAMING, SEE PLAN
15.CONT 2x PT SOLE PLATE
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
14
2' TO 18' ROUGH WIDTH OF OPENING FOR SINGLE OR DOUBLE PORTAL
12
'
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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)
15
THESE CALCULATIONS AND ASSOCIATED PLANS 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 COMPLIANCE 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 REQUESTED ELEMENTS.
THESE ELEMENTS ARE:
1. GRAVITY, OUT-OF-PLANE, AND LATERAL DESIGN FOR GARAGE WALLS.
IF
2
2
-
0
3
2
BF
B
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W
MO
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CURRENT REV.
FR
O
S
T
SCALE:
GARAGE ROOF FRAMING PLAN
3/16" = 1'-0"SCALE:
GARAGE FOUNDATION PLAN
3/16" = 1'-0"
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
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. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
FOUNDATION PLAN NOTES
5 6.7
E.PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND
BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL "SOLID
BLOCKING BETWEEN FLOORS" DETAIL.
F.TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT
16" O.C. UNO.
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. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
E.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
5 6.7
G.CS16, CS18, ETC. - AS SHOWN AT WALL OPENINGS,
PROVIDE STRAPPING PER "TYPICAL STRAP AT OPENING"
DETAIL.
F.TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT
16" O.C. UNO.
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.
5
7 16" APA RATED
SHEATHING
SEE PORTAL
FRAME DETAIL
SEE PORTAL
FRAME DETAIL
(1) 5 8"Ø MIN W/ 14"x3"x3" PLATE
WASHERSPF
7 16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 4" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 24" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 32" O.C.
WOOD:16d STAGGERED AT 4" O.C.
6
THESE CALCULATIONS AND ASSOCIATED PLANS 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 COMPLIANCE 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 REQUESTED ELEMENTS.
THESE ELEMENTS ARE:
1. GRAVITY, OUT-OF-PLANE, AND LATERAL DESIGN FOR GARAGE WALLS.
IF
2
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S1.102/04/2022
NOT IN SCOPE
PF
NOTE: HEADER IS CONTINUOUS
OVER WALL AT PORTAL FRAME, TYP
(2) 1.75x11.875 LVL
OR 3.125x12 GLB
(2) 2x6 TS
KEY PLAN
AREA OF WORK
NOT IN SCOPE
PF
STHD14STHD14
(2) 2x6 TS(2) 2x6 TS(2) 2x6 TS
PF
(2) 2x6 TS(2) 2x6 TS
PF
(2) 2x6 TS
(2) 2x6 TS
NOTE: HEADER IS CONTINUOUS
OVER WALL AT PORTAL FRAME, TYP
5
5
PF
NOT IN SCOPE
PF
PF PF
5
5
STHD14STHD14
STHD14STHD14 STHD14STHD14
(2) 1.75x11.875 LVL
OR 3.125x12 GLB
(2) 2x8
(1) 2x6 TS
(1) 2x6 KS
(1) 2x6 TS
(1) 2x6 KS
CS206.6.6.6.
02
/
1
1
/
2
0
2
2