HomeMy WebLinkAboutREDLINED PLANS - 23-00309 - Cedar Point Trucking - Bldg 2 - Shell OnlyAuthor Name Author Email Author Phone No.:
Cody Jones Cody.Jones@rexburg.org 208-372-2173
Description : Cedar Point Trucking - Bldg 2 - Shell Only
Address : 3202 W 5000 S
Application Type :
Document Filename : STRUCTURAL - Cedarpoint Storage 5-18-23.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
S1.0 Free Text Cody Jones : Building Open 1 Need architectural drawings.
Building design criteria.
Envelope COMM check.
# 23-00309
Madison County - Commercial
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: 05.25.2023
Approval of plans does not constitute approval of variance from code
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SHEET INDEX
SHEET DESCRIPTION DETAILS
S1.0 GENERAL STRUCTURAL NOTES ---
S1.1 TYPICAL DETAILS T-SERIES
S1.2 TYPICAL DETAILS T-SERIES
S2.0 FOUNDATION PLAN ---
S2.1 MEZZANINE FRAMING PLAN ---
S3.0 FOUNDATION DETAILS 100 - SERIES
S4.0 FRAMING DETAILS 200 - SERIES
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.
7.SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO
ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, THE CONTRACTOR SHALL
REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE
WITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW. VERIFY ALL
DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS
FROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE
AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES,
SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL ENGINEER'S
REVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED BY OTHERS
AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A STRUCTURAL ENGINEER
REGISTERED IN THE APPROPRIATE STATE. THE SHOP DRAWINGS DO NOT REPLACE
THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY
AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER ARE NOT TO BE
CONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY OF ENGINEERING
DESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH THE DESIGNING OR
SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE
CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR
CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW (5) WORKING DAYS FOR
THE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL WILL BE
RETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS.
BASIS FOR DESIGN:
1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.
RISK CATEGORY = II
2.VERTICAL LOAD: PER PRE-ENGINEERED BUILDING MANUFACTURER
3.SEISMIC DESIGN PARAMETERS: PER PRE-ENGINEERED BUILDING MANUFACTURER
4.WIND DESIGN PARAMETERS: PER PRE-ENGINEERED BUILDING MANUFACTURER
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.
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 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"
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%
CONCRETE WALLS 4500 PSI 0.45 5.5% ± 1%
CONCRETE SLABS ON
GRADE 3500 PSI 0.45 N/A
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
FOUNDATION BEARING DEPTH
36" BELOW FINISHED GRADE
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7. SEISMIC DESIGN PARAMETERS FOR MEZZANINE:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
PROCEDURE
IMPORTANCE FACTOR Ie = 1.00
SITE CLASS D
SEISMIC DESIGN CATEGORY D
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.142, SS = 0.366
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.219, SDS = 0.368
PERCENT LIVE LOAD INCLUDED
WITH SEISMIC LOADS 25
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.057
5. VERTICAL LOADS FOR MEZZANINE:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
FLOOR 125 PSF 15 PSF
6. DEFLECTION LIMITS FOR MEZZANINE:
ELEMENTS LIVE LOAD TOTAL LOAD
BEAMS L/360 L/240
STEEL:
1.MATERIALS: ROLLED W SHAPES, SHALL CONFORM TO ASTM A992 (FY=50 KSI). ALL
OTHER STRUCTURAL STEEL SHAPES, ROLLED SECTIONS, BARS AND PLATES SHALL
CONFORM TO ASTM A36 (FY = 36 KSI). ALL PIPE STEEL SHALL BE ASTM A501 (FY = 36
KSI) OR ASTM A53, TYPE E OR S, GRADE B (FY = 35 KSI). ALL TUBULAR STEEL SHALL
BE ASTM A500 GRADE C (FY = 50 KSI).
2.ALL BOLTS AND STUDS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL
EXPANSION BOLTS TO HAVE CURRENT ICC REPORT RATING FOR MATERIAL INTO
WHICH INSTALLATION TAKES PLACE. HEADED STUDS SHALL CONFORM TO ALL
REQUIREMENTS OF THE LATEST EDITION OF THE "RECOMMENDED PRACTICES FOR
STUD WELDING" AND THE "STRUCTURAL WELDING CODE" PUBLISHED BY AWS. ALL
BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC. SHALL BE INSTALLED WITH STEEL
WASHERS AT FACE OF WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS.
3.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED
IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION.
4.WELDING SHALL BE BY WELDERS HOLDING VALID CERTIFICATES AND HAVING
CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES.
ALL WELDING SHALL USE E70 SERIES LOW HYDROGEN RODS UNLESS NOTED
OTHERWISE. ALL WELDING PER LATEST AMERICAN WELDING SOCIETY STANDARDS.
ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP
WELD OR FIELD WELD AT HIS DISCRETION. ALL FULL PENETRATION WELDS SHALL BE
TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.
5.STEEL TO STEEL BOLTED CONNECTIONS: HIGH STRENGTH BOLTS SHALL BE ASTM
A325N AND SHALL BE INSTALLED AS BEARING-TYPE CONNECTIONS WITH THREADS
INCLUDED IN SHEAR PLANE (TYPE "N" CONNECTION UNLESS NOTED OTHERWISE).
BOLTS MAY BE TIGHTENED USING ANY AISC APPROVED METHOD.
6.DRYPACK SHALL BE 5,000 PSI FIVE STAR NON-SHRINK GROUT OR EQUIVALENT.
INSTALL DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS
INSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER BASE PLATES AFTER COLUMN
HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION.
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:
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.
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KEYNOTES:
1.FINISHED GRADE WHERE OCCURS
2.DO NOT EXCAVATE A TRENCH
CLOSER THAN A 45 DEGREE 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
1
1
1
2
3
4
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T1 TRENCH PARALLEL TO CONTINUOUS STRAP FOOTING
TD01 NO SCALE
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.
1
2
3
4
5
5
4
2
1
3
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
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
1
5
4
3
2
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
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
1
4
3
2
5'-0"
T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT
TD04 NO SCALE
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
1
2
3
1
12"6"6"12"
X SAWCUT JOINT
X KEYED JOINT
T5 CONTROL JOINTS IN CONCRETE SLAB ON GRADE
TD07 NO SCALE
6 MIN
BAR OFFSET
BAR CLEARANCE SPLICE DETAIL
BEND & HOOK DETAILS
COLUMN TIES BEAM STIRRUPS
"d"
45°
"d"
"d"
1
2
4
5
6
10
9
8
7
3
1
5
5
9
10
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 #1 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.
T6 TYPICAL REINFORCING DETAILS
TD10 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
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HOIRZONTAL
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"
T7 STEEL REINFORCING LAP SPLICES IN CONCRETE
TD14 NO SCALE
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
T8 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
3
3
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
T13 TYPICAL HEADER CONNECTION
TD25 NO SCALE
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
T12 ELEVATION - TYPICAL TOP PLATE SPLICE
TD24 NO SCALE
4
5
1
3
2
3
2
T10 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 14"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 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
2
6
34
1 5
2
1
74
2
1
3
4
18
AT BEAM
AT MID WALL
AT TOP PLATE
T14 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
KEYNOTES:
1.SHEAR PLATE TO EQUAL OR
EXCEED BEAM WEB THICKNESS 3 8"
MIN OR AS SHOWN OTHERWISE
2.5 16" FOR 21" DEEP BEAMS OR LESS,
3 8" FOR BEAMS 24" OR GREATER
3.12" CLEAR TO FACE OF SUPPORTING
MEMBER (TYP)
4.AISC MIN EDGE DISTANCE
5.HORIZONTAL SHORT SLOTTED
HOLES AT 3" O.C. MIN IN EITHER
BEAM OR SHEAR PLATE PER AISC
SPEC
NOTE:
A.TYP CONNECTION CONSISTS OF
ONE SHEAR PLATE WITH 3 4"Ø OR
7 8"Ø A325N BOLTS, SEE SCHEDULE
B.MAINTAIN BOLT SPACING AND EDGE
DISTANCES PER AISC SPEC
3
4
4
5
4
1
2
2
1
2"
MAX
"
D
"
3
4
4
5
4
2
2
NOMINAL BEAM
DEPTH "D"NUMBER OF BOLTS IN ROW
UP TO 7"(2) 3 4"Ø
8" TO 10"(2) 3 4"Ø
12" TO 14"(3) 3 4"Ø
16"(4) 3 4"Ø
18"(5) 3 4"Ø
21"(6) 3 4"Ø
24" TO 27"(7) 7 8"Ø
30"(8) 7 8"Ø
33"(9) 7 8"Ø
36"(10) 7 8"Ø
T9 TYPICAL SHEAR PLATE CONNECTION DETAIL
TD42 NO SCALE
PRO
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E
S
S
I
O
N
A
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1
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5/18/23
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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 716"
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
T15 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
T16 MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE
TD34 NO SCALE
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
T17 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
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5/18/23
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4" CONCRETE SLAB ON GRADE W/
#3 AT 24" 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
FINISH FLOOR = 100'-0"
CONCRETE SLAB ON GRADE
F42
F54 F36
F48
1
A
T.O.F.
98'-0"
1
WF16 / W1
WF16 / W1
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1'-0"
1'-0"1'-0"
55'-0"
27'-6"27'-6"
2'
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3
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3'
-
4
1 2"
6"
22
'
-
6
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45
'
-
0
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22
'
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6
"
3'
-
0
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18
'
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0
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2'
-
0
"
22
'
-
0
"
45
'
-
0
"
23
'
-
0
"
27'-6"
115'-0"
27'-6"20'-0"20'-0"20'-0"
20'-0"20'-0"20'-0"
60'-0"
2'
-
6
"
18
'
-
0
"
3'
-
0
"
22
'
-
6
"
22
'
-
6
"
90
'
-
0
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22
'
-
6
"
22
'
-
6
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1
1
T.O.F.
98'-0"
T.O.W.
102'-0"
F48
F72
F108
F48
F60
F54
F42
F84 F96
F60
F54
SC1
F54
SC1
F72A
SC1
F72A
SC1
F72A
SC1
F72A
SC1
F72A
SC1
F72A
SC1
F54
F108
SC1
F72
13'-9"13'-9"13'-9"13'-9"
F42A F42AF42AF42A F42A
10'-0"10'-0"10'-0"10'-0"10'-0"
T.O.W.
102'-0"
4
60°
TYP
SC1
F54
WF18
A
SC1
F72A
A
SC1 SC1
3
60°
TYP
F96
3
2
6
0
°
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P
2
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TYP
2
A
2
6
0
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P
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8
A
16
'
-
1
0
1 2"
WF18
F84
SC1
F54
SC1
SC1
F54A
WF18
2
A
2
6
0
°
T
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P
A
WF
1
8
WF
1
8
2
1
16
'
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7
1 2"
3'
-
4
1 2"
2'
-
0
"
11
6'-0"3'-41
2"10'-71
2"2'-0"16'-0"2'-0"
1
18
'
-
0
"
2'
-
0
"
1
1
1
3'
-
0
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10
'
-
0
"
2'
-
0
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3'
-
4
1 2"
4'
-
1
1 2"
1'
-
6
"
2'-6"3'-41
2"21'-71
2"
4
SC1
F54A
SC1
F54
SC1
F54
WF18
10"
10"
5 5
55
55
5
TYP
101
TYP
101
110
102
102
103
105
104
OPP
103
OPP
103
TYP
110
TYP
110
TYP
110
TYP
101
102
103
103
103
105
105
103
105
104
109104
104 104
108
108 108
104
TYP
106
112
TYP
111
108108
108
112
102
102102
102
102
102
102
107
SCALE:
FOUNDATION PLAN
3/16" = 1'-0"
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HEADED ANCHOR ROD EMBED SCHEDULE
DIAMETER MINIMUM EMBEDMENT (FROM TOP OF PIER/WALL)
1 2"12"
5 8"14"
3 4"16"
7 8"18"
1"20"
11 4"25"
WALL (W) SCHEDULE
MARK THICKNESS AND
TYPE VERTICAL REINFORCING HORIZONTAL
REINFORCING REMARKS
W1 8" CONCRETE #4 AT 18" O.C.#4 AT 18" O.C.---
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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.W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR
MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL
INFORMATION.
E.WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE WALL FOOTING SCHEDULE
FOR ADDITIONAL INFORMATION.
F.F36, F48, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE
FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL
INFORMATION.
G. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
H. , , - AS SHOWN ON PLAN INDICATES A SHEARWALL
HOLDOWN. SEE HOLDOWN SCHEDULES AND DETAILS FOR
ADDITIONAL INFORMATION.
FOUNDATION PLAN NOTES
5 6.7
A B
1.VERIFY DOOR OPENING W/ METAL BUILDING MANUFACTURER
DRAWINGS.
2.(1) #4x20'-0" LONG (10'-0" EACH LEG) HAIRPIN.
3.(1) #6x30'-0" LONG (15'-0" EACH LEG) HAIRPIN.
4.PROVIDE 22"Ø CONCRETE PIER W/ (12) #5 HOOKED DOWELS
AND (3) #3 TIES IN TOP 5" AND AT 8" O.C. REMAINDER BELOW
PORTAL FRAME COLUMN, SIM TO DETAIL 104.
PLAN KEYNOTESX
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 THICKNE
SS FOOTING REINFORCING REMARKS
F36 36"36"10"(4) #4 EACH WAY TOP AND BOTTOM ---
F42 42"42"10"(5) #4 EACH WAY TOP AND BOTTOM ---
F42A 42"42"10"(5) #4 EACH WAY BOTTOM ---
F48 48"48"10"(6) #4 EACH WAY TOP AND BOTTOM ---
F54 54"54"12"(7) #4 EACH WAY TOP AND BOTTOM ---
F54A 54"54"12"(7) #4 EACH WAY BOTTOM ---
F60 60"60"12"(6) #5 EACH WAY TOP AND BOTTOM ---
F72 72"72"12"(7) #5 EACH WAY TOP AND BOTTOM ---
F72A 72"72"12"(7) #5 EACH WAY BOTTOM ---
F84 84"84"12"(8) #5 EACH WAY TOP AND BOTTOM ---
F96 96"96"14"(10) #5 EACH WAY TOP AND BOTTOM ---
F108 108"108"14"(11) #5 EACH WAY TOP AND BOTTOM ---
WF10 CONT 10"8"(2) #4 CONT BOTTOM
WF16 CONT 16"10"(2) #4 CONT BOTTOM
MONO POUR W/ SLAB
STRIP FOOTING
STEEL COLUMN (SC) SCHEDULE
MARK SIZE BASE CONNECTION
SC1 HSS6x6x14 SEE DETAIL
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 HTT4 W/ (18)
0.162x2.5" NAILS (2) 2x STUDS N/A 5 8"A
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
7,360.59 sf
P1
1
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A
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1 2 3
OPEN
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1
TYPICAL FLOOR SHEATHING:
3/4" APA RATED FLOOR SHEATHING W/ 10d
COMMON NAILS AT 6" O.C. AT PANEL EDGES /
BOUNDARY AND AT 12" O.C. IN THE FIELD.
B4
W1
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8
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FUTURE MEZZANINE
5 5
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B2
B2
B3
B3
B3
WJ
1
WJ
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B2
B4
B1
OPEN WJ
1
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(3) KS
P2
(3) KS
P2
(3) KS
P2
(3) KS
P2
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B3
B3 OPEN
1
TYP
208 202
TYP
204
TYP
208
203
TYP
208 205
TYP
204
TYP
204
TYP
204
201
201
TYP
208202
TYP
207
205
203
206
209
TYP
207
WJ
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209
P1
2
B3 B3
P1
2 2222
210
P1
P1
P1
SCALE:
MEZZANINE FRAMING PLAN
3/16" = 1'-0"
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5/18/23
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FLOOR 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.
E.PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT
OPENINGS AS NOTED ON THE PLANS. 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.WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOOD
JOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONAL
INFORMATION.
K.P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.
SEE POST SCHEDULE FOR MORE INFORMATION.
L.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
5 6.7
1.ATTACH BEAM TO NAILER W/ MIT411.88 HANGER (TYPICAL).
2.ATTACH BEAM TO COLUMN W/ HUC410 HANGER, WELD HANGER
TO COLUMN PER MANUFACTURER.
3.ATTACH BEAM W/ LUS410 HANGER
PLAN KEYNOTESX
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 2x6
B2 (2) 2x8
B3 (2) 13 4x117 8 LVL
B4 518x21 GLB
WOOD JOIST ( ) SCHEDULE
MARK JOIST FACE MOUNT HANGER TOP FLANGE HANGER
WJ1 117 8" TJI 210 AT 16" O.C.IUS2.06/11.88 ITS2.06/11.88
WJ2 117 8" TJI 360 AT 16" O.C.IUS2.37/11.88 ITS2.37/11.88
WJ
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
POST (P) SCHEDULE
NOTES:
1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS.
2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE.
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
P2 6x6 DOUG FIR NO. 1 SEE TYPICAL DETAILS
KEYNOTES:
1.PRE-ENGINEERED BUILDING BEYOND
2.CONCRETE STEM WALL, SEE PLAN
3.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
4.MINIMUM FOOTING DEPTH, SEE GSN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.CONCRETE SLAB ON GRADE, SEE PLAN
8.#4 BENT DOWEL AT 18" O.C.
102 PRE-ENGINEERED BUILDING AT CONCRETE FOOTING
CS_MB102 NO SCALE
3"
CLR
3"
CL
R
1
5
6
7
8
3
2
3
4
18"
18"
KEYNOTES:
1.PRE-ENGINEERED COLUMN, SEE PLAN
2.ANCHOR BOLTS W/ NUT AT BOTTOM
3.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
4.MINIMUM FOOTING DEPTH, SEE GSN
5.CONCRETE FOOTING AND CONCRETE
STEM WALL BEYOND, CONT
REINFORCEMENT TROUGH PIER (NOT
SHOWN FOR CLARITY)
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.CONCRETE FOOTING, SEE PLAN
8.CONCRETE PIER W/ (6) #5 HOOKED
DOWELS AND (3) #3 TIES IN TOP 5" AND AT
8" O.C. REMAINDER
9.CONCRETE SLAB ON GRADE, SEE PLAN
103 PRE-ENGINEERED COLUMN AT CONCRETE FOOTING
CS_MB103 NO SCALE
3"
CLR
3"
CL
R
7
6
3
9
3"
MIN
3
1
2
8
5
4
KEYNOTES:
1.PRE-ENGINEERED COLUMN, SEE PLAN
2.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
3.CONCRETE STEM WALL BEYOND, CONT
REINFORCEMENT TROUGH PIER (NOT
SHOWN FOR CLARITY)
4.MINIMUM FOOTING DEPTH, SEE GSN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
6.CONCRETE FOOTING, SEE PLAN
7.18"Ø CONCRETE PIER W/ (8) #5 HOOKED
DOWELS AND (3) #3 TIES IN TOP 5" AND AT
8" O.C. REMAINDER
8.ANCHOR BOLTS W/ NUT AT BOTTOM
9.HAIRPIN AS OCCURS, SEE PLAN
10.CONCRETE SLAB ON GRADE, SEE PLAN
104 PRE-ENGINEERED COLUMN AT CONCRETE FOOTING
NO SCALE
5
3
10
9
7
4
1
8
6
22
3"
CLR
3"
CL
R
105 PRE-ENGINEERED COLUMN AT CONCRETE FOOTING
CS_MB118 NO SCALE
KEYNOTES:
1.PRE-ENGINEERED COLUMN, SEE PLAN
2.ANCHOR BOLTS W/ NUT AT BOTTOM
3.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
4.MINIMUM FOOTING DEPTH, SEE GSN
5.CONCRETE FOOTING & CONCRETE STEM
WALL BEYOND CONT REINFORCING
THROUGH PIER (NOT SHOWN FOR
CLARITY)
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.CONCRETE FOOTING, SEE PLAN
8.CONCRETE PIER W/ (6) #5 HOOKED
DOWELS AND (3) #3 TIES IN TOP 5" AND AT
8" O.C. REMAINDER
9.CONCRETE SLAB ON GRADE, SEE PLAN
10.HAIRPIN AS OCCURS, SEE PLAN
3"
CLR
3"
CL
R
3"
MIN
7
6
3
10
3
1
2
8
9
4
5
KEYNOTES:
1.PRE-ENGINEERED BUILDING
2.CONCRETE STEM WALL, SEE PLAN
3.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
4.MINIMUM FOOTING DEPTH, SEE GSN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.CONCRETE SLAB ON GRADE, SEE PLAN
101 PRE-ENGINEERED BUILDING AT CONCRETE FOOTING
CS_MB101 NO SCALE
3"
CLR
3"
CL
R
1
5
6
7
33
2
4
106 TYPICAL STEEL COLUMN AT FOUNDATION
NO SCALE
1
2
3
5
1
KEYNOTES:
1.STEEL COLUMN, SEE PLAN
2.CONCRETE FOOTING, SEE PLAN
3.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
4.CONCRETE CLOSURE POUR, POUR AFTER
DEAD LOADS ARE IN PLACE
5.CONCRETE SLAB ON GRADE, SEE PLAN
6.STEEL BASEPLATE W/ (4) 3 4"Ø ANCHOR
BOLTS W/ 9" MIN EMBEDMENT
4
4
PLANA
A
3"
CLR
3"
CL
R
107 STEEL COLUMN AT FOUNDATION
NO SCALE
1
2
3
5
1
KEYNOTES:
1.PRE-ENGINEERED COLUMN, SEE PLAN
2.CONCRETE FOOTING, SEE PLAN
3.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
4.CONCRETE CLOSURE POUR, POUR AFTER
DEAD LOADS ARE IN PLACE
5.CONCRETE SLAB ON GRADE, SEE PLAN
6.THICKEN FOOTING AS REQUIRED FOR
ANCHOR BOLT EMBEDMENT
7.STEEL COLUMN, SEE PLAN
8.STEEL BASEPLATE W/ (4) 3 4"Ø ANCHOR
BOLTS W/ 9" MIN EMBEDMENT
4
4
PLANA
A
3"
CLR
3"
CL
R
6
KEYNOTES:
1.PRE-ENGINEERED COLUMN, SEE PLAN
2.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
3.CONCRETE STEM WALL BEYOND, CONT
REINFORCEMENT TROUGH PIER (NOT
SHOWN FOR CLARITY)
4.MINIMUM FOOTING DEPTH, SEE GSN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
6.CONCRETE FOOTING, SEE PLAN
7.26"x14" CONCRETE PIER W/ (10) #5
HOOKED DOWELS AND (3) #3 TIES IN TOP
5" AND AT 8" O.C. REMAINDER
8.ANCHOR BOLTS W/ NUT AT BOTTOM
9.HAIRPIN AS OCCURS, SEE PLAN
10.CONCRETE SLAB ON GRADE, SEE PLAN
11.STEEL COLUMN, SEE PLAN
12.STEEL BASEPLATE W/ (4) 3 4"Ø ANCHOR
BOLTS W/ 9" MIN EMBEDMENT
109 PRE-ENGINEERED COLUMN AT CONCRETE FOOTING
NO SCALE
5
3
10
9
7
4
1
8
6
22
3"
CLR
3"
CL
R
KEYNOTES:
1.PRE-ENGINEERED BUILDING BY OTHERS
2.CONCRETE STEM WALL, SEE PLAN
3.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
4.MINIMUM FOOTING DEPTH, SEE GSN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.CONCRETE SLAB ON GRADE, SEE PLAN
8.CONT 2x PT SOLE PLATE W/ SIMPSON
STRONG BOLT 2 (ESR-3037) HILTI
ANCHORS KWIK-BOLT TZ (ESR-1917) OR
SIMILAR APPROVED PRODUCT, SEE
SHEARWALL SCHEDULE FOR SIZE AND
SPACING
9.WALL SHEATHING AS OCCURS, SEE PLAN
10.WOOD STUD WALL, SEE PLAN
1
33
2
7
5
10
9
8
4"
MI
N
3"
CLR
3"
CL
R
6
5
4
110 PRE-ENGINEERED BUILDING AT CONCRETE FOUNDATION
NO SCALE
112 WOOD STUD WALL AT FOUNDATION
NO SCALE
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x PT SOLE PLATE W/ O.145"Ø MIN
SHOT PIN AT 32" O.C.
3.CONCRETE SLAB ON GRADE, SEE PLAN
4.CONCRETE FOOTING, SEE PLAN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
NOTES:
A.CONTINUOUS FOOTING CAN BE POURED
MONOLITHICALLY W/ SLAB AT
CONTRACTORS OPTION
3"
CLR
3"
CL
R
5
1
2
4
3
3"
CLR
3"
CL
R
5
1
2
4
3
A OPTION
B OPTION
11
2"
TYP 112"
TY
P
TYP 1/4
6
2"
112"
TY
P
TYP1/4
8
7
7
7
11
12
KEYNOTES:
1.STEEL COLUMN, SEE PLAN
2.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
3.CONCRETE STEM WALL BEYOND, CONT
REINFORCEMENT TROUGH PIER (NOT
SHOWN FOR CLARITY)
4.MINIMUM FOOTING DEPTH, SEE GSN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
6.CONCRETE FOOTING, SEE PLAN
7.18"Ø CONCRETE PIER W/ (8) #5 HOOKED
DOWELS AND (3) #3 TIES IN TOP 5" AND AT
8" O.C. REMAINDER
8.CONCRETE SLAB ON GRADE, SEE PLAN
9.STEEL BASEPLATE W/ (4) 3 4"Ø ANCHOR
BOLTS W/ 9" MIN EMBEDMENT
108 PRE-ENGINEERED COLUMN AT CONCRETE FOOTING
NO SCALE
5
3
8
7
4
1
9
6
22
3"
CLR
3"
CL
R
112"
TY
P
112"
TY
P
111 PRE-ENGINEERED BUILDING AT CONCRETE FOOTING
NO SCALE
KEYNOTES:
1.PRE-ENGINEERED BUILDING BY OTHERS
2.CONCRETE STEM WALL, SEE PLAN
3.SIDEWALK, PAVEMENT, OR FINISH GRADE
PER ARCH
4.MINIMUM FOOTING DEPTH, SEE GSN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.CONCRETE SLAB ON GRADE, SEE PLAN
8.CONT 2x PT SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
9.WALL SHEATHING AS OCCURS, SEE PLAN
10.WOOD STUD WALL, SEE PLAN
11.EDGE NAILING, SEE SHEARWALL
SCHEDULE
12.SIMPSON HOLDOWN, SEE PLAN
13.5 8"Ø ALL THREAD, DRILL AND EPOXY 7"
EMBEDMENT
14.(3) #4x18" LONG EPOXY DOWELS AT
HOLDOWN ANCHORS W/ 5" MINIMUM
EMBEDMENT
3"
CLR
3"
CL
R
4
1
5
6
33
2
7
5
10
9
8
12
13
11
14
3"2"
2"
112"
TY
P
TYP1/4
112"
TY
P
3"2"
2"
112"
TY
P
TYP1/4
112"
TY
P
3"2"
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KEYNOTES:
1.WOOD JOIST W/ (2) 16d NAILS, 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 BOARD
7.BOUNDARY NAILING, SEE PLAN
8.A35 CLIP BETWEEN EVERYOTHER
JOIST
9.FLOOR SHEATHING, SEE PLAN
10.PRE-ENGINEERED BUILDING
11.WOOD JOIST WEB STIFFENER EACH
SIDE OF JOIST, SEE TYPICAL DETAIL
1
2
3
5
4
7
6
9
10
8
201 WOOD JOIST AT WOOD STUD WALL
NO SCALE
KEYNOTES:
1.WOOD JOIST, SEE PLAN
2.WOOD JOIST BLOCKING AT 24" O.C. W/ (2)
16d NAILS
3.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
4.WOOD STUD WALL, SEE PLAN
5.WALL SHEATHING AS OCCURS, SEE PLAN
6.EDGE NAILING, SEE SHEARWALL
SCHEDULE
7.CONT RIM BOARD W/ A35 CLIP AT 32" O.C.
8.BOUNDARY NAILING, SEE PLAN
9.FLOOR SHEATHING, SEE PLAN
10.(4) 10d NAILS INTO EACH BLOCK
11.PRE-ENGINEERED BUILDING
202 WOOD JOIST AT WOOD STUD WALL
NO SCALE
1
3
4
6
5
8
7
9
2
10
204 WOOD JOIST AT STEEL BEAM
NO SCALE
KEYNOTES:
1.WOOD JOIST W/ HANGER, SEE PLAN
2.STEEL BEAM, SEE PLAN
3.CONT 2x NAILER W/ 5 8"Ø THREADED
STUDS W/ WASHER AT 32" O.C.
(COUNTER SINK AS REQUIRED)
4.FLOOR SHEATHING, SEE PLAN
5.BOUNDARY NAILING, SEE PLAN
6.WOOD JOIST WEB STIFFENER EACH
SIDE OF JOIST, SEE TYPICAL DETAIL
1
4
12
3
5
KEYNOTES:
1.WOOD JOIST W/ HANGER, SEE PLAN
2.WOOD BEAM, SEE PLAN
3.BOUNDARY NAILING, SEE PLAN
4.FLOOR SHEATHING, SEE PLAN
1
34
2
206 WOOD JOIST AT WOOD BEAM
NO SCALE
KEYNOTES:
1.STEEL BEAM, SEE PLAN
2.14" THICK STEEL CAP PLATE
3.STEEL BEAM SHEAR PLATE, SEE TYPICAL
SHEAR PLATE CONNECTION DETAIL
4.STEEL COLUMN, SEE PLAN
1
21
4
3 3
207 STEEL BEAM AT STEEL COLUMN
NO SCALE
NOTES:
A.SEE CORRESPONDING DETAILS FOR
ADDITIONAL INFORMATION
208 STEEL BEAM AT STEEL COLUMN
NO SCALE
KEYNOTES:
1.STEEL BEAM, SEE PLAN
2.STEEL COLUMN, SEE PLAN
3.14" THICK STEEL CAP PLATE
4.STEEL BEAM SHEAR PLATE, SEE TYPICAL
SHEAR PLATE CONNECTION DETAIL
1
2
4
3
NOTES:
A.SEE CORRESPONDING DETAILS FOR
ADDITIONAL INFORMATION
11
KEYNOTES:
1.WOOD JOIST W/ (2) 16d NAILS, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.BOUNDARY NAILING, SEE PLAN
5.FLOOR SHEATHING, SEE PLAN
6.CONT RIM BOARD
7.WOOD JOIST WEB STIFFENER EACH SIDE
OF JOIST, SEE TYPICAL DETAIL
1
2
3
4
6
5
203 WOOD JOIST AT WOOD STUD WALL
NO SCALE
205 WOOD JOIST AT STEEL BEAM
NO SCALE
KEYNOTES:
1.WOOD JOIST W/ HANGER, SEE PLAN
2.STEEL BEAM, SEE PLAN
3.CONT 2x NAILER W/ 5 8"Ø THREADED
STUDS W/ WASHER AT 32" O.C.
(COUNTER SINK AS REQUIRED)
4.FLOOR SHEATHING, SEE PLAN
5.BOUNDARY NAILING, SEE PLAN
6.WOOD JOIST WEB STIFFENER EACH
SIDE OF JOIST, SEE TYPICAL DETAIL
1
4
2
3
5
KEYNOTES:
1.STEEL BEAM, SEE PLAN
2.1 4" THICK STEEL CAP PLATE
3.STEEL BEAM SHEAR PLATE, SEE TYPICAL
SHEAR PLATE CONNECTION DETAIL
4.STEEL COLUMN, SEE PLAN
1
2
1
4
3
3
209 STEEL BEAM AT STEEL COLUMN
NO SCALE
NOTES:
A.SEE CORRESPONDING DETAILS FOR
ADDITIONAL INFORMATION
11
7
6 6
6
9
10
33
4
5
11
8
KEYNOTES:
1.WOOD JOIST, SEE PLAN
2.WOOD BEAM, SEE PLAN
3.EDGE NAILING, SEE SHEARWALL
SCHEDULE
4.WALL SHEATHING CONSTRUCTED AS A
TYPE "5" SHEARWALL
5.BOUNDARY NAILING, SEE PLAN
6.WOOD STUD WALL, SEE PLAN
7.CONT 2x BOTTOM PLATE, ATTACH PER
SHEARWALL SCHEDULE
8.FLOOR SHEATHING, SEE PLAN
9.WOOD JOIST BLOCKING AT 24" O.C. W/ (2)
16d NAILS
10.CONT DBL 2x TOP PLATE W/ LAP SPLICE,
SEE TYPICAL DETAIL
11.CONT RIM BOARD
12.(4) 10d NAILS INTO EACH BLOCK
210 WOOD STUD WALL AT WOOD BEAM
NO SCALE
5
6
7
8
2
1
3
1
12
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