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STRUCTURAL NOTES:
A. GENERAL
1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE
PART OF THE CONSTRUCTION DOCUMENTS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL
GOVERN OVER THE STRUCTURAL NOTES AND TYPICAL DETAILS.
2. THESE DRAWINGS (AND, WHERE APPLICABLE, ACCOMPANYING WRITTEN SPECIFICATIONS)ARE THE
ONLY CONTRACT DOCUMENTS PROVIDED BY ARW ENGINEERS FOR THE PROJECT REPRESENTED
HEREIN. NOTHING IN ANY DIGITAL MODEL OR DIGITAL FILE RELATED TO THIS PROJECT SHALL BE
TAKEN TO SUPERSEDE ANY INFORMATION SHOWN IN THESE DRAWINGS (INCLUDING, BUT NOT LIMITED
TO, DIMENSIONS, SIZES, ETC).
3. THE ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. THE STRUCTURAL DRAWINGS
ARE SUPPLEMENTARY TO AND MUST BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS
AND OTHER CONSULTANTS DRAWINGS. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS
ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK
INVOLVED. IN CASE OF CONFLICT, FOLLOW THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE
ARCHITECT AT NO ADDITIONAL COST TO THE OWNER.
4. SEE SPECIFICATIONS FOR REQUIRED SUBMITTALS. SUBMITTALS SHALL BE MADE IN A TIMELY MANNER
AS INDICATED IN SPECIFICATIONS. REVIEW OF SUBMITTALS BY ARW ENGINEERS IS FOR GENERAL
COMPLIANCE ONLY AND IS NOT INTENDED AS APPROVAL. CONTRACTOR IS RESPONSIBLE FOR
VERIFYING ALL SIZES, DIMENSIONS, AND ELEVATIONS ON SUBMITTALS AS RELATED TO DESIGN
DOCUMENTS. PREPARATION OF SHOP DRAWINGS FOR STRUCTURAL ELEMENTS WILL REQUIRE
INFORMATION (I.E. DIMENSIONS, ETC.) FOUND IN THE ARCHITECTURAL, STRUCTURAL, AND OTHER
CONSULTANTS DRAWINGS.
5. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE SITE. IF ACTUAL
CONDITIONS DIFFER FROM THOSE SHOWN ON CONTRACT DOCUMENTS, CONTRACTOR SHALL NOTIFY
ARCHITECT PRIOR TO FABRICATION OR CONSTRUCTION OF ANY AFFECTED ELEMENTS.
6. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL LOCATIONS AND SIZES OF MECHANICAL
EQUIPMENT OR OTHER EQUIPMENT BEFORE FABRICATING AND ERECTING STRUCTURAL ELEMENTS.
SIZES AND LOCATIONS THAT DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS SHALL BE
REPORTED TO THE ARCHITECT.
7. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE ARCHITECT FOR ARCHITECT AND/OR
ENGINEER APPROVAL BEFORE PROCEEDING WITH ANY CHANGES, MODIFICATIONS, OR
SUBSTITUTIONS.
8. OBSERVATION VISITS TO THE SITE BY ARW ENGINEERS FIELD REPRESENTATIVES SHALL NEITHER BE
CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.
9. DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE
WITHIN THE LIMITS OF DESIGN LOADS AS NOTED IN THESE DOCUMENTS.
10. TYPICAL OR SIMILAR DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT
SHOWN. TYPICAL OR SIMILAR DETAILS REFER TO THE CONDITION ADDRESSED AND ARE NOT
NECESSARILY DETAILS LABELED "TYPICAL" OR "SIMILAR" IN THE PLANS AND DOCUMENTS.
11. DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT
INFORMATION PROVIDED IN SCALED FORM; HOWEVER CONTRACTOR/SUPPLIERS SHOULD NOT SCALE
PLANS OR DETAILS FOR DIMENSIONAL INFORMATION.
12. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SHORING AND BRACING FOR ALL
STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYSTEM IS COMPLETED. DESIGN OF ALL
SHORING AND BRACING IS BY OTHERS AT NO ADDITIONAL COST TO THE OWNER.
13. ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTIVITIES UNDER CONTROL OF THE CONTRACTOR SUCH
AS CONSTRUCTION SITE SAFETY, MEANS, METHODS AND SEQUENCING OF CONSTRUCTION. ENGINEER
SHALL NOT BE RESPONSIBLE FOR FABRICATION, ERECTION AND CONSTRUCTION REQUIREMENTS AS
PRESCRIBED BY OSHA OR OTHER REGULATORY AGENCIES REGARDLESS OF INDICATIONS IN THESE
DOCUMENTS.
14. NOTICE OF COPYRIGHT: THESE STRUCTURAL DRAWINGS ARE HEREBY COPYRIGHTED BY ARW
ENGINEERS, ALL RIGHTS RESERVED. THESE DOCUMENTS DEFINE A STRUCTURE AND ARE
INSTRUMENTS OF SERVICE, FOR ONE USE ONLY. REPRODUCTION AND DISTRIBUTION OF THESE
DRAWINGS IS ONLY ALLOWED AS REQUIRED FOR REGULATORY AGENCIES AND FOR CONVEYANCE OF
INFORMATION TO PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. THESE DOCUMENTS
SHALL NOT BE REPRODUCED OR COPIED, IN PART OR WHOLE BY ANY PARTY FOR USE IN
PREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS.
B. STATEMENT OF SPECIAL INSPECTIONS AND SPECIAL INSPECTIONS
1. THE DESIGNATED SEISMIC/WIND SYSTEMS AND SEISMIC/WIND-FORCE-RESISTING SYSTEMS THAT ARE
SUBJECT TO SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705.11 AND 1705.12 ARE
IDENTIFIED ON THESE DOCUMENTS WITH A CIRCLE "L". ALL OTHER ITEMS REQUIRING SPECIAL
INSPECTION ARE IDENTIFIED IN THE SPECIAL INSPECTION SCHEDULE ON SHEET S006.
2. SPECIAL INSPECTIONS AND TESTING ARE TO BE PROVIDED AS REQUIRED BY IBC SECTIONS 1704
THROUGH 1705 AND OTHER APPLICABLE SECTIONS OF THE IBC. THE TYPE AND FREQUENCY OF
TESTING AND SPECIAL INSPECTIONS SHALL BE AS NOTED IN THE SPECIAL INSPECTION SCHEDULE, JOB
SPECIFICATIONS, AND ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17. CONTRACTOR SHALL
COORDINATE AND COOPERATE WITH REQUIRED INSPECTIONS.
3. ALL TESTING AND SPECIAL INSPECTION SHALL BE PROVIDED BY A QUALIFIED INDEPENDENT SPECIAL
INSPECTION AGENCY IN ACCORDANCE WITH IBC 1704 AND AS OUTLINED IN THE JOB SPECIFICATIONS.
REPORTS OF FINDINGS OR DISCREPANCIES SHALL BE NOTED AND FORWARDED TO THE CONTRACTOR,
ARCHITECT, ENGINEERS, AND BUILDING OFFICIAL IN A TIMELY MANNER.
4. STRUCTURAL OBSERVATION VISITS SHALL BE PERFORMED BY A REPRESENTATIVE FROM ARW
ENGINEERS IN ACCORDANCE WITH THE CONTRACT AS NEEDED TO OBSERVE THE CONSTRUCTION OF
CRITICAL BUILDING ELEMENTS (I.E. FOOTINGS, BRACED FRAMES, MOMENT FRAMES, DRAG STRUTS AND
THEIR CONNECTIONS, COLLECTORS, AND ROOF AND FLOOR DIAPHRAGMS). STRUCTURAL
OBSERVATION REPORTS FOR EACH VISIT SHALL BE SENT DIRECTLY TO THE ARCHITECT FOR
DISTRIBUTION TO THE CONTRACTOR AND BUILDING OFFICIAL. STRUCTURAL OBSERVATION VISITS
SHALL NEITHER BE CONSTRUED AS SPECIAL INSPECTION NOR APPROVAL OF COMPLETED
CONSTRUCTION.
5. IN ACCORDANCE WITH IBC 1704.4, THE CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S
STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER. THE STATEMENT SHALL BE
SUBMITTED PRIOR TO THE CONSTRUCTION OF ANY SEISMIC/WIND-FORCE-RESISTING SYSTEM,
DESIGNATED SEISMIC/WIND SYSTEM, OR COMPONENT IDENTIFIED IN THESE DOCUMENTS WITH A
CIRCLE °L".
C. BASIS OF DESIGN
1. GOVERNING BUILDING CODE : INTERNATIONAL BUILDING CODE (IBC) 2015
RISK CATEGORY : II
2. ROOF LOADS
a. FLAT -ROOF SNOW LOAD, Pf: 25 PSF
1. GROUND SNOW LOAD, Pg-. 25 PSF
2. SNOW EXPOSURE FACTOR, Ce: 1.0
3. SNOW LOAD IMPORTANCE FACTOR, Is: 1.0
4. THERMAL FACTOR, Cc: 1.0
b. LIVE LOAD = 20 PSF
c. DEAD LOAD = 15 PSF
3. WIND DESIGN
a. BASIC WIND SPEED (3 SECOND GUST)-. 11O MPH
b. WIND EXPOSURE : C
c. COMPONENT AND CLADDING DESIGN WIND PRESSURE SHALL BE AS REQUIRED PER ASCE 7-10.
4. SEISMIC DESIGN :
a. SEISMIC IMPORTANCE FACTOR, IE: 1.0
b. SITE CLASS: D
c. MAPPED SPECTRAL RESPONSE ACCELERATIONS : Ss = 1.266 , S1 = 0.494
d. SPECTRAL RESPONSE COEFFICIENTS : SDs = 0.844 , SD1 = 0.496
e. SEISMIC DESIGN CATEGORY : D
f. BASIC SEISMIC -FORCE -RESISTING SYSTEM : STEEL ORDINARY MOMENT FRAME (N-S); SPECIAL
REINFORCED CONCRETE SHEAR WALLS (E-W); COLD FORMED STEEL WALL WITH WOOD
SHEATHING (CARPORT N-S)
g. DESIGN BASE SHEAR : VN-s = Cs W , VE-W = Cs W
h. SEISMIC RESPONSE COEFFICIENT, Cs: 0.24 (OMF); 0.17 (SRCSW); 0.12 (CARPORT N-S)
i. RESPONSE MODIFICATION FACTOR, R : 3.5 (OMF); 5.0 (SRCSW); 7.0 (COLD FORM)
j. ANALYSIS PROCEDURE : EQUIVALENT LATERAL FORCE
D. FOUNDATION
1. DESIGN SOIL PRESSURE : 4000 PSF
2. SOILS REPORT BY : GOLDER ASSOCIATES
REPORT # : 1533298
DATED : JUNE 23, 2017
3. SOIL PREPARATION UNDER FOOTINGS AND SLABS -ON -GRADE SHALL BE IN ACCORDANCE WITH THE
SOILS REPORT.
4. TOP OF FOOTING ELEVATIONS SHOWN ON THE FOOTING AND FOUNDATION PLAN ARE BASED ON
PRELIMINARY GRADING INFORMATION AND MUST BE VERIFIED PRIOR TO CONSTRUCTION. STEPS
WHERE SHOWN ARE AT APPROXIMATE LOCATIONS. ALL EXTERIOR FOOTINGS MUST BEAR A MINIMUM
OF 24 INCHES BELOW LOWEST ADJACENT FINAL GRADE.
5. ALL WALLS (EXCEPT CANTILEVERED RETAINING WALLS) SHALL BE ADEQUATELY BRACED AGAINST
LATERAL MOVEMENT PRIOR TO BACKFILLING. DESIGN AND ERECTION OF BRACING/SHORING IS THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR. BRACING SHALL REMAIN IN PLACE UNTIL
SUPPORTING STRUCTURAL ELEMENTS ARE IN PLACE AND HAVE ATTAINED FULL STRENGTH.
6. UNLESS NOTED OTHERWISE, ALL FOOTINGS AT COLUMNS TO BE CENTERED BELOW COLUMNS.
7. UNLESS NOTED OTHERWISE, ALL FOOTINGS SHALL HAVE VERTICAL FACES FORMED WITH STANDARD
FORMING MATERIALS (WOOD, METAL, ETC.). WITH PRIOR APPROVAL OF ARCHITECT AND ENGINEER,
CONCRETE FOR FOOTINGS CAN BE PLACED IN EXCAVATED "SOIL" FORMS PROVIDED THAT THE
DIMENSIONS ARE INCREASED 3" ON EACH SIDE.
E. CONCRETE
1. ALL CONCRETE MIX DESIGNS SHALL COMPLY WITH THE PROJECT SPECIFICATIONS AND THE
REQUIREMENTS LISTED BELOW :
a. FOOTINGS, GRADE BEAMS, FOUNDATION WALLS
1. WHERE THE TOP OF THE ELEMENT IS EXPOSED OR IS LOCATED WITHIN 30" OF THE LOWEST
ADJACENT GRADE (EXPOSURE CATEGORY F1) :
a. 28 DAY COMPRESSIVE STRENGTH : 4500 PSI
b. MAXIMUM W/C RATIO: 0.45
c. MAXIMUM AGGREGATE SIZE : 1"
d. AIR CONTENT: 4.5% +/- 1.5%
2. WHERE THE TOP OF THE ELEMENT IS NOT EXPOSED OR IS NOT LOCATED WITHIN 30" OF THE
LOWEST ADJACENT GRADE (EXPOSURE CATEGORY FO)
a. 28 DAY COMPRESSIVE STRENGTH : 3000 PSI
b. RETAINING WALLS (EXPOSURE CATGEORY F1) :
1. 28 DAY COMPRESSIVE STRENGTH : 4500 PSI
2. MAXIMUM W/C RATIO : 0.45
3. MAXIMUM AGGREGATE SIZE : 1"
4. AIR CONTENT: 4.5% +/- 1.5%
c. INTERIOR SLABS ON GRADE (EXPOSURE CATEGORY FO)
1. 28 DAY COMPRESSIVE STRENGTH : 3000 PSI
d. EXTERIOR SLABS (DOCKS, ETC.) (EXPOSURE CATEGORY F1) :
1. 28 DAY COMPRESSIVE STRENGTH : 4500 PSI
2. MAXIMUM W/C RATIO : 0.45
3. MAXIMUM AGGREGATE SIZE : 1"
4. MINIMUM AIR CONTENT: 4.5% +/- 1.5%
2. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1602.
3. NO PIPES, DUCTS, SLEEVES, ETC. SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS
SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. NO ALUMINUM PRODUCTS
SHALL BE EMBEDDED IN CONCRETE. PENETRATIONS THRU STRUCTURAL CONCRETE ELEMENTS MUST
BE APPROVED BY THE ENGINEER AND SHALL BE BUILT INTO THE ELEMENT PRIOR TO CONCRETE
PLACEMENT.
4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, ETC. TO BE CAST IN TO
CONCRETE, AND FOR EXTENT AND LOCATION OF DEPRESSIONS, CURBS, RAMPS, ETC.
5. UNLESS NOTED OTHERWISE, MINIMUM REINFORCING IN ALL CONCRETE FOUNDATION WALLS SHALL BE
AS FOLLOWS:
TOP &
THICKNESS BOTTOM BARS VERTICAL HORIZONTAL
8" (2) #5 #4 AT 18"O.C. #4 AT 12"O.C.
6. UNLESS NOTED OTHERWISE, CONCRETE SLABS ON EARTH SHALL BE REINFORCED AS FOLLOWS:
6" THICK - #4 AT 18"O.C. EACH WAY
REINFORCING SHALL BE CONTINUOUSLY SUPPORTED AT 36"O.C. MAXIMUM SPACING.
7. UNLESS NOTED OTHERWISE, FOR NON -DETAILED OPENINGS IN CONCRETE WALLS LARGER THAN 12"
AND SMALLER THAN 24" IN ANY DIRECTION ADD (2) #5 BARS ON ALL SIDES IN ADDITION TO REGULAR
WALL REINFORCING AND EXTEND 24" EACH WAY BEYOND OPENING. IF 24" IS NOT AVAILABLE ON EVERY
SIDE, NOTIFY STRUCTURAL ENGINEER FOR FURTHER DIRECTION. OPENINGS SHALL HAVE A MINIMUM
OF 12" OF CONCRET ABOVE THE OPENING, TYP.
8. CONSTRUCTION JOINTS NOT SHOWN ON THE PLANS SHALL BE MADE AND LOCATED SO AS TO NOT
IMPAIR THE STRENGTH OF THE STRUCTURE AND AS APPROVED BY THE STRUCTURAL ENGINEER.
PROVIDE 2 X 4 (SHAPED) KEYWAY IN ALL VERTICAL AND HORIZONTAL JOINTS UNLESS NOTED OR
DETAILED OTHERWISE. ALL STEEL REINFORCING SHALL BE CONTINUOUS THROUGH COLD JOINTS
UNLESS NOTED OTHERWISE. SEE TYPICAL DETAILS FOR COLD/CONSTRUCTION JOINTS FOR SLABS ON
GRADE.
9. WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY HARDENED CONCRETE, THE JOINT SHALL
BE CLEAN AND FREE OF LAITANCE. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, CONSTRUCTION
JOINTS SHALL BE PREWETTED AND STANDING WATER REMOVED. WHERE NOTED IN SPECIFIC DETAILS,
HARDENED CONCRETE SHALL BE ROUGHENED TO 1/4" AMPLITUDE AND A BONDING AGENT SHALL BE
APPLIED TO THE JOINT PRIOR TO PLACING NEW CONCRETE.
F. ANCHOR BOLTS/EMBEDDED BOLTS
1. ALL ANCHOR BOLTS SHALL HAVE ASTM A-563 HEAVY HEX NUT AND ASTM F-436 WASHERS AT
STANDARD OR OVERSIZED HOLES PER AISC SPECIFICATION TABLE J3.3. WHERE HOLE SIZES DO NOT
COMPLY WITH THE LIMITATIONS FOR OVERSIZED HOLES THE STRUCTURAL ENGINEER SHALL BE
NOTIFIED TO DETERMINE STEEL PLATE WASHER REQUIREMENTS. ANCHOR BOLTS SHALL COMPLY
WITH THE FOLLOWING :
a. AT MOMENT RESISTING FRAMES - ASTM F1554 GRADE 105 HEADED BOLTS.(ASTM A449 THREADED
ROD MAY BE USED WITH DOUBLE NUT AND WASHER.)
b. AT ALL OTHER ANCHOR BOLTS (UNLESS NOTED OTHERWISE) - ASTM F1554 GRADE 36 HEADED
BOLTS. (ASTM A36 THREADED ROD MAY BE USED WITH DOUBLE NUT AND WASHER.)
2. SEE TYPICAL ANCHOR BOLT DETAIL FOR DEFINITIONS OF EMBEDMENT LENGTH, ETC.
3. FURNISH TEMPLATES AND OTHER DEVICES AS NECESSARY FOR PRESETTING ALL BOLTS PRIOR TO
PLACING CONCRETE AND/OR GROUT.
4. IF THREADED RODS ARE USED AS PERMITTED ABOVE, THEY SHALL BE CLEAR OF SOIL AND DIRT.
5. WHERE REQUIRED FOR ERECTION, HOLES LARGER THAN OVERSIZED MAY BE PERMITTED WITH THE
USE OF STEEL PLATE WASHERS AT THE DISCRETION OF THE STRUCTURAL ENGINEER.
G. ADHESIVE/MECHANICAL ANCHORS
1. ALL ADHESIVE/MECHANICAL ANCHORS SHALL BE INSTALLED, INCLUDING HOLE DRILLING AND
PREPARATION, IN ACCORDANCE WITH AN APPROVED INDEPENDENT EVALUATION REPORT (ICC-ES,
IAPMO, OR APPROVED EQUAL), AS INDICATED BELOW, AND IN ACCORDANCE WITH ALL
MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).
2. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME
OF ANCHOR INSTALLATION. ADHESIVE ANCHORS SHALL NOT BE FULLY LOADED UNTIL CONCRETE HAS
REACHED DESIGN STRENGTH.
3. UNLESS APPROVED BY THE ENGINEER OF RECORD, CONCRETE AND DRILLED ANCHOR HOLES SHALL
BE DRY AND FREE OF WATER FOR 24 HOURS PRIOR TO ADHESIVE INSTALLATION. CONTACT THE
ENGINEER OF RECORD FOR GUIDANCE IF THE CONTRACTOR CHOOSES TO INSTALL IN WET OR DAMP
HOLES.
4. CONCRETE TEMPERATURE AT THE TIME OF INSTALLATION SHALL BE MONITORED BY THE
CONTRACTOR. CONTRACTOR SHALL COMPLY WITH ALL MANUFACTURER'S PRINTED INSTALLATION
INSTRUCTIONS (MPII) RELATIVE TO SUBSTRATE TEMPERATURE.
5. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT
SUSTAINED TENSION LOADS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE
CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN
ACCORDANCE WITH THE ACl/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR
EQUIVALENT IN ACCORDANCE WITH ACI 318-11 D.9.2.2. PROOF OF CURRENT CERTIFICATION SHALL BE
SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. CONTINUOUS SPECIAL
INSPECTION SHALL BE PROVIDED FOR THESE ANCHORS.
6. UNLESS NOTED OTHERWISE, ALL ADHESIVE ANCHORS INTO CONCRETE SHALL BE:
a. HILTI HIT -RE 50OV3 (ESR-3814), OR HILTI HIT-HY 200 (ESR-3187).
b. SIMPSON SET-3G (ESR-4057), OR AT-XP (ER-0263).
c. DEWALT PURE 110+ (ESR-3298), OR AC200+ GOLD (ESR-4027-COLD WEATHER).
7. UNLESS NOTED OTHER WISE, ALL MECHANICAL ANCHORS INTO CONCRETE SHALL BE:
a. HILTI KW IK BOLT TZ (ESR-1917).
b. DEWALT POWER STUD+ SD2 (ESR-2502).
c. SIMPSON STRONG -BOLT 2 (ESR-3037).
8. UNLESS NOTED OTHERWISE, ALL SCREW ANCHORS INTO CONCRETE SHALL BE:
a. SIMPSON TITEN HD (ESR-2713).
b. DEWALT SCREWBOLT+ (ESR-2526).
c. HILTI KWIK HUS-EZ (ESR-3027).
9. THE TESTING LABORATORY WILL PERFORM VISUAL INSPECTION OF ANCHORS AND DOWELS AS
SPECIFIED IN THE SPECIAL INSPECTION SCHEDULE AND THE APPROVED INDEPENDENT EVALUATION
REPORT. TENSION TESTING CAN BE REQUIRED AT THE DIRECTION OF THE STRUCTURAL ENGINEER OF
RECORD OR THE SPECIAL INSPECTOR.
10. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON THAT HOLE AND SHIFT THE
ANCHOR LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM SPACE OF (2) ANCHOR HOLE
DIAMETERS OR 1 INCH, WHICH EVER IS LARGER, OF SOUND CONCRETE/MASONRY BETWEEN THE
ANCHOR AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON -SHRINK GROUT. AT
CONTRACTORS OPTION, LOCATE EXISTING REINFORCMENT PRIOR TO DRILLING/CORING. IF THE
ANCHOR OR DOWEL CANNOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW
LOCATION.
11. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES,
MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS.
12. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS SHALL BE APPROVED IN WRITING BY THE
STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. SUBSTITUTION REQUESTS SHALL INCLUDE AN ICC
ESR OR IAPMO REPORTAND SUPPORTING CALCULATIONS INDICATING COMPLIANCE WITH DESIGN
INTENT.
H. REINFORCING STEEL
1. REINFORCING BAR STRENGTH REQUIREMENTS:
a. ALL REINFORCING BARS SHALL CONFORM TO ASTM STANDARD A-615 GRADE 60 AND ALL WELDED
WIRE FABRIC SHALL CONFORM TO ASTM STANDARD A-1064 AND SHALL BE SUPPLIED IN FLAT
SHEETS. ADEQUATELY TIE AND SUPPORT ALL REINFORCING STEEL AS SPECIFIED BY ACI 117, TO
MAINTAIN EXACT REQUIRED POSITION.
2. HEADED SHEAR STUD ASSEMBLIES SHALL CONFORM TO ASTM A1044.
3. STEEL DISCONTINUOUS FIBER REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO ASTM A820
AND SHALL HAVE A LENGTH TO DIAMETER RATIO NOT SMALLER THAN 50 AND NOT GREATER THAN 100.
4. HEADED DEFORMED BARS SHALL CONFORM TO ASTM A970. OBSTRUCTIONS OR INTERRUPTIONS OF
THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN 2 BAR DIAMETERS FROM THE
BEARING FACE OF THE HEAD.
5. ALL FIELD BENT DOWELS SHALL BE GRADE 40 WITH SPACING INDICATED REDUCED BY 1/3.
6. UNLESS NOTED OTHERWISE, REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE COVERAGE
a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ..... 3"
b. EXPOSED TO EARTH OR WEATHER
1. #6 & LARGER ..... 2"
2. #5 & SMALLER .....1-1/2"
c. NOT EXPOSED TO WEATHER OR EARTH
1. SLABS WALLS JOISTS #11 & SMALLER ..... 3/4"
2. BEAMS, COLUMNS: MAIN REINFORCING OR TIES ..... 1-1/2"
d. SLAB ON GRADE :
1. PLACE REINFORCING AT CENTER OF SLAB UNLESS INDICATED OTHERWISE.
7. EXCEPT WHERE NOTED ON PLANS OR DETAILS CONTINUOUS REINFORCEMENT SHALL BE SPLICED AT
POINTS OF MINIMUM STRESS BY LAPPING PER THE REBAR LAP SCHEDULE.
8. REINFORCING STEEL MAY BE SPLICED WITH MECHANICAL COUPLERS THAT HAVE A TENSION CAPACITY
OF AT LEAST 125% OF THE STRENGTH OF THE BAR. MECHANICAL COUPLERS SHALL BE A POSITIVE
CONNECTING TYPE COUPLER, AND SHALL BE INSTALLED IN ACCORDANCE WITH AN APPROVED ICC
RESEARCH REPORT. WHERE THESE ARE USED, SPLICES ON ADJACENT BARS SHALL BE STAGGERED
AT LEAST 24 INCHES ALONG THE LENGTH OF THE BARS.
9. ALL VERTICAL REINFORCING IN STRUCTURAL ELEMENTS ABOVE SHALL BE SPLICED WITH MATCHING
DOWELS EMBEDDED WITHIN THE FOOTINGS OR STRUCTURE BELOW. SPLICE LENGTHS SHALL COMPLY
WITH REBAR LAP SCHEDULE. DOWELS INTO FOOTINGS SHALL TERMINATE WITH A STANDARD HOOK,
AND SHALL EXTEND TO WITHIN 4" OF THE BOTTOM OF THE FOOTING, BUT NEED NOT EXTEND MORE
THAN 20" INTO FOOTING.
10. DO NOT WELD REINFORCING EXCEPT AS NOTED ON PLANS, WHERE REINFORCING IS WELDED, USE
ASTM A-706 REINFORCING.
11. REINFORCING BARS, TIES, AND TENDONS SHALL BE SUPPORTED BY NYLON CONES, PLASTIC -COATED
TIE -WIRES, OR PLASTIC -COATED CHAIRS. REINFORCING IN FOOTINGS IS PERMITTED TO BE SUPPORTED
ON CONCRETE DOBIES.
12. UNLESS NOTED OTHERWISE, HOOKS, STIRRUPS, TIES, AND OTHER BENDS IN REINFORCING STEEL
SHALL MEET THE STANDARDS SET FORTH IN ACI 318/318R-14. UNLESS OTHERWISE PERMITTED BY THE
ENGINEER, ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN
CONCRETE SHALL NOT BE FIELD BENT, EXCEPT AS SHOWN ON THESE DRAWINGS OR OTHERWISE
PERMITTED BY THE ENGINEER.
13. UNLESS SPECIFICALLY NOTED AND/OR DETAILED IN THE STRUCTURAL DRAWINGS CONDUIT SHALL NOT
BE IN CONTACT WITH REINFORCING STEEL.
STRUCTURAL NOTES CONTINUED ON S002
31 r Ik architecture I design
Q. TIMBER
1. WOOD GRADES (UNLESS NOTED OTHERWISE)
a. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH CLEARLY MARKED
WITH A STAMP BY WWPA APPROVED AGENCY AND SHALL BE GRADED AS
FOLLOWS:
1. HORIZONTAL MEMBERS: JOISTS & RAFTERS: NO. 2, BEAMS &
STRINGERS: NO. 2.
2. VERTICAL MEMBERS: POST & TRIMMERS: NO. 1, STUDS: NO. 2.
b. ALL FRAMING IN CONTACT WITH FOOTINGS, FOUNDATIONS OR SLABS ON
GRADE SHALL BE PRESSURE TREATED OR TIMBERSTRAND LSL TREATED
LUMBER WITH EQUIVALENT STRESS GRADES TO TYPICAL FRAMING
MEMBERS.
c. UNLESS NOTED OTHERWISE, ALL ENGINEERED LUMBER SHALL BE
FURNISHED BY TRUS-JOIST CORPORATION OR APPROVED EQUAL AND
SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES :
MODULUS OF ELASTICITY FLEXURAL STRESS RATING
LVL : 2,000,000 PSI 2,600 PSI
2. SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE I, EXTERIOR GLUE
AND PANEL INDEX RATING AS NOTED BELOW UNLESS NOTED OTHERWISE
LOCATION THICKNESS PANEL INDEX
WALLS : 15/32" 24/0
ROOFS: 19/32" 32/16
3. INDIVIDUAL PIECES OF SHEATHING AT ROOF, FLOOR, AND SHEAR WALLS
SHALL NOT BE SMALLER THAN 24" IN EITHER DIRECTION AND SHALL SPAN A
MINIMUM OF TWO FRAMING SPACES, UNO.
4. CONNECTIONS, FASTENERS, AND ADHESIVE
a. ALL BOLTS THRU WOOD SHALL BE ASTM A307 AND SHALL HAVE
HARDENED WASHERS UNDER ASTM A563 HEAVY HEX NUT AND BOLT
HEADS.
b. UNLESS NOTED OTHERWISE, 10d COMMON (0.148) NAILS SHALL BE USED
TO FASTEN ALL PLYWOOD FLOOR AND ROOF SHEATHING TO
SUPPORTING TRUSSES, JOISTS, LEDGERS OR BLOCKING AS FOLLOWS:
1. BOUNDARY NAILING "BN": 4"O.C. AT ALL BEARING WALLS, SHEAR
WALLS, BLOCKING, AND WHERE OTHERWISE INDICATED IN THE
STRUCTURAL DRAWINGS.
2. PANEL EDGE NAILING "EN": 6"O.C. AT ALL OTHER PLYWOOD PANEL
EDGES.
3. PANEL FIELD NAILING "FN": 12"O.C. AT INTERIOR SUPPORTS IN FIELD
OF PANEL.
c. NAILS SHALL BE GALVANIZED OR STAINLESS STEEL AT EXPOSED
LOCATIONS OR IN TREATED WOOD (SEE NOTE BELOW FOR FASTENERS
CONNECTED TO OR IN CONTACT WITH TREATED WOOD). THE HEAD OF
ALL NAILS SHALL BE DRIVEN FLUSH WITH THE SURFACE OF THE
SHEATHING.
d. UNLESS NOTED OTHERWISE, ALL NAILS SHALL HAVE THE FOLLOWING
MINIMUM PROPERTIE
COMMON SHANK HEAD LENGTH MIN.
PENETRATION
NAIL SIZE DIAMETER DIAMETER INTO SUPPORT
MEMBER
6d 0.113" 0.266" 2" 1.25"
8d 0.131 " 0.281 " 2-1/2" 1.375"
10d 0.148" 0.312" 3" 1.50"
12d 0.148" 0.312" 3-1/4" 1.50"
16d 0.162" 0.344" 3-1/2" 1.62"
e. A CONTINUOUS BEAD OF PERMANENT BOND TIMBER/WOOD ADHESIVE
COMPOUND SHALL BE USED TO FASTEN ALL PLYWOOD FLOOR
SHEATHING TO FLOOR JOISTS IN ACCORDANCE WITH MANUFACTURERS'
SPECIFICATIONS.
f. ALL FRAMING ANCHORS, POST CAPS, HOLD DOWNS, COLUMN BASES
ETC. TO BE PROVIDED BY SIMPSON OR APPROVED EQUAL AND SHALL BE
ATTACHED IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED DATA,
UNLESS NOTED OTHERWISE.
g. UNLESS NOTED OTHERWISE, ALL WALL BOTTOM PLATES TO BE
ANCHORED TO FOUNDATIONS OR FOOTINGS WITH 3/4" DIAMETER
ANCHOR BOLTS AT 32"O.C. WITH 8" MINIMUM EMBEDMENT. THERE
SHALL BE A MINIMUM OF (2) ANCHOR BOLTS PER PLATE WITH ONE
BOLT LOCATED NOT MORE THAN 12" AND NOT LESS THAN 4" FROM EACH
END OF EACH PIECE.
h. WALL BOTTOM PLATES AT SHEAR WALLS SHALL INCLUDE 1/4" x 3" x 3"
STEEL PLATE WASHERS BETWEEN THE SILL PLATE AND NUT OF THE
ANCHOR BOLT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE
DIAGONALLY SLOTTED WITH A WIDTH UP TO 3/16" LARGER THAN THE
BOLT DIAMETER AND SLOT LENGTH NOT TO EXCEED 1-3/4", PROVIDED
A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER
AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN'/2" OF
THE EDGE OF THE BOTTOM PLATE ON THE SHEATHED SIDE.
i. FASTENERS CONNECTED TO OR IN CONTACT WITH PRESERVATIVE -
TREATED AND/OR FIRE -RETARDANT -TREATED WOOD (EXCEPT FOR
TIMBERSTRAND LSL TREATED LUMBER AND BORATE BASED
TREATMENTS) SHALL BE OF G-185 HOT -DIP GALVANIZED STEEL OR 304
OR 316 STAINLESS STEEL. STAINLESS STEEL AND GALVANIZED STEEL
SHALL NEVER BE USED IN CONTACT WITH EACH OTHER.
5. UNLESS NOTED OTHERWISE, ALL BEARING WALLS SHALL BE 2X6 SPACED AT
16"O.C. BLOCK ALL NON -SHEATHED BEARING WALLS AT 4'-0"O.C.
6. VERIFY THE STUD SPACING WITH THE ANCHOR BOLT LAY -OUT. WHERE
STUDS INTERFERE WITH ANCHOR BOLTS, PROVIDE AN ADDITIONAL FULL -
HEIGHT STUD TO ENSURE THAT THE FULL CROSS -SECTIONAL AREA OF THE
STUD IS IN CONTACT WITH THE SILL PLATE.
7. EXCEPT WHERE NOTED OTHERWISE, THE NUMBER AND SIZE OF NAILS
CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THAT SET FORTH
IN IBC TABLE 2304.10.1. CONNECTIONS FOR MULTIPLE PIECES OF
ENGINEERED LUMBER PIECES SHALL BE IN ACCORDANCE WITH THE
MANUFACTURERS SPECIFICATIONS.
8. UNLESS NOTED OTHERWISE, ALL HORIZONTAL FRAMING MEMBERS SHALL
BE INSTALLED WITH THE NATURAL CROWN UP.
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
l-3a-1D1 Y
CONSULTANTS:
ENGINEERS
structurai consuiLants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782.4656
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ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
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1. STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION
OF THE FOLLOWING:
a. ANSI/AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", WITH "COMMENTARY" AND
"SUPPLEMENTS" AS REQUIRED BY BUILDING CODE.
b. AISC 303-10 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" EXCLUDING THE
FOLLOWING SECTIONS: 4.4, 4.4.1, AND 4.4.2.
c. AISI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS".
d. AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
e. AWS D1.1 AND 1.3, "STRUCTURAL WELDING CODE" (EXCEPT SPECIFIC ITEMS DO NOT APPLY IF THEY
CONFLICT WITH AISC).
f. ANSI/AISC 341-10 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS".
2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING:
a. WIDE FLANGE SHAPES AND WT SHAPES - ASTM A992
b. OTHER SHAPES AND PLATES - ASTM A-36 (UNO)
c. HOLLOW STRUCTURAL SECTIONS (HSS) - ASTM A-500, GRADE C FOR SQUARE, RECTANGULAR AND
ROUND SHAPES (FY = 50 KSI FOR SQUARE AND RECTANGULAR SHAPES AND 46 KSI FOR ROUND
SHAPES)
d. STAINLESS STEEL SHAPES, PLATES, AND FASTENERS -ASTM 304
e. DEFORMED BAR ANCHORS (DBA) -ASTM A-496, WELDED IN ACCORDANCE WITH AWS D1.1
f. HEADED STUD ANCHORS (HSA) - ASTM A-108, GRADE 1015 STEEL AND WELDED IN ACCORDANCE
WITH AWS D1.1 FOR TYPE "B". USE 3/4" DIAMETER STUDS, UNLESS NOTED OTHERWISE.
g. THREADED ROD - ASTM A-449.
h. NON -SHRINK GROUT - ASTM C110. NON -SHRINK GROUT SHALL BE PRE -PACKAGED, NON-METALLIC,
WITH A 28-DAY COMPRESSIVE STRENGTH OF 6,000 PSI.
3. CONNECTIONS SHALL COMPLY WITH THE STRUCTURAL DRAWINGS UNLESS WRITTEN APPROVAL TO
CHANGE IS GIVEN BY THE STRUCTURAL ENGINEER.
4. ALL SHOP FABRICATIONS SHALL BE PERFORMED BY AN APPROVED FABRICATOR IN ACCORDANCE WITH
SECTIONS 1702 AND 1704 OF THE IBC OR WITH SHOP INSPECTION BY AN INDEPENDENT AGENCY IN
ACCORDANCE WITH SECTION 1704.2.5 OF THE IBC.
5. WELDING
a. ALL WELDING AND CUTTING SHALL BE PERFORMED BY AWS QUALIFIED WELDERS IN ACCORDANCE
WITH ANSI/AWS D1.1 (LATEST EDITION).
b. USE E-70XX ELECTRODES UNLESS NOTED OTHERWISE. E-60XX MAY BE USED FOR WELDING STEEL
DECKS.
c. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT CONNECTED WITH BOLTS SHALL BE WELDED
TOGETHER WITH A FILLET WELD ALL AROUND UNLESS NOTED OTHERWISE. WHERE WELD SIZES
ARE NOT SHOWN USE THE FOLLOWING:
1. WHERE ALL CONNECTED PARTS ARE THICKER THAN 1/4", WELD IS 1/16" LESS THAN THE
THICKNESS OF THE THINNEST PART.
2. WHERE ANY OF THE CONNECTED PARTS IS LESS THAN 1/4" THICK, WELD IS SAME AS
THICKNESS OF THE THINNEST PART.
d. WELDING OF HSA'S AND DBA'S SHALL CONFORM TO THE MANUFACTURER'S SPECIFICATIONS.
e. WHEREVER POSSIBLE, WELDS SHALL BE SHOP WELDS. SPECIAL CONSIDERATIONS, SUCH AS ITEMS
WHICH MAY NEED ADJUSTMENT AT THE SITE, REQUIRE THAT SOME WELDS BE FIELD WELDS.
WHERE QUESTIONS OR DISCREPANCIES OCCUR THE CONTRACTOR SHALL COORDINATE THE
WORK BETWEEN THE SHOP FABRICATOR AND THE STEEL ERECTOR.
6. BOLTING
a. UNLESS NOTED OTHERWISE, ALL STRUCTURAL STEEL TO STEEL CONNECTIONS SHALL USE HIGH
STRENGTH BOLTS CONFORMING TO ASTM A-325.
b. UNLESS NOTED OTHERWISE, ALL BOLTING IS CLASSIFIED AS NON -SLIP CRITICAL BEARING TYPE
CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE. TIGHTEN BOLTS TO A SNUG TIGHT
CONDITION, WITH ALL PLIES OF THE JOINT IN FIRM CONTACT.
c. WHERE OVERSIZED OR SLOTTED HOLES OCCUR IN THE OUTER PLY, AN ASTM F436 WASHER OR
5/16" THICK COMMON PLATE WASHER SHALL BE USED AS REQUIRED TO COMPLETELY COVER THE
HOLE.
d. BOLTS SHALL BE CENTERED IN SLOTTED HOLES, UNLESS NOTED OTHERWISE.
e. WHERE A STEEL BEAM TO BEAM CONNECTION IS NOT SHOWN, PROVIDE AN AISC STANDARD
FRAMED CONNECTION SIZED FOR 1/2 OF THE TOTAL LOAD CAPACITY OF THE BEAM FOR THE SPAN
AND STEEL SPECIFIED.
7. METAL DECKING
a. UNLESS NOTED OTHERWISE, METAL ROOF DECK SHALL BE 22 GAUGE TYPE B GALVANIZED STEEL
DECK. SEE ROOF DECK SCHEDULE FOR ATTACHMENTS.
b. ALL DECK SHALL BE CONTINUOUS OVER 3-SPANS. WHERE NOT POSSIBLE, THE DECK
SUPPLIER/CONTRACTOR SHALL PROVIDE HEAVIER GAUGE DECK AS NEEDED TO PROVIDE THE
EQUIVALENT PERFORMANCE OF THE SPECIFIED DECK WITH 3-SPAN CONTINUITY.
c. SEE TYPICAL DETAILS FOR SUPPORT OF DECK AT OPENINGS.
d. PROVIDE 1_2"x2"x3/16" FOR DECK SUPPORT AT LOCATIONS WHERE COLUMNS EXTEND THROUGH
DECK.
e. PAINTED STEEL DECK SHALL CONFORM TO ASTM A1008 AND GALVANIZED STEEL DECK SHALL
CONFORM TO A653 GRADE G60.
f. BUILDING ELEMENTS MAY BE SUPPORTED BY HANGING DIRECTLY FROM METAL DECKING,
PROVIDED THAT THE TOTAL WEIGHT PER CONNECTION IS LESS THAN 50 LBS AND THAT THE
ATTACHMENT TO THE DECKING IS DISTRIBUTED ACROSS AT LEAST TWO RIBS AND SPACED AT
LEAST 6 FEET APART IN ANY DIRECTION.
8. PROVIDE FULL DEPTH WEB STIFFENER PLATES AT EACH SIDE OF STEEL BEAMS AT ALL BEARING
(EXCEPT SECONDARY FRAMING) POINTS. STIFFENER PLATES SHALL BE THICKNESS SHOWN UNLESS
NOTED OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH FILLET WELDS ALL AROUND.
FLANGE WIDTH STIFFENER THICKNESS WELD THICKNESS
< 8 1/4" 1/4" 3/16"
8 1/4" < BF < 12 1 /2" 3/8" 1/4"
12 1 /2" < BF < 18" 1 /2" 5/16"
9. FABRICATORS AND SUPPLIERS SHALL COORDINATE PAINT/FINISHES WITH REQUIREMENTS FOR DIRECT
APPLIED INSULATION, FIREPROOFING, ETC. AS NOTED IN THE PROJECT SPECIFICATIONS.
10. WHEN DETERMINING THE FIRE RESISTANCE OF ASSEMBLIES, USE THE FOLLOWING: STEEL ROOF
MEMBERS ARE CONSIDERED UN -RESTRAINED AND STEEL FLOOR FRAMING MEMBERS ARE
CONSIDERED RESTRAINED.
11. UNLESS NOTED OTHERWISE, ALL HORIZONTAL FRAMING MEMBERS SHALL BE ERECTED WITH THE
NATURAL CROWN UP.
12. UNLESS OTHERWISE SHOWN OR DETAILED IN THE PLANS, ALL STEEL COLUMNS, BEAMS, BRACES,
STRUTS, ETC. SHALL BE CONTINUOUS BETWEEN CONNECTIONS OR SUPPORTS. SPLICES IN MEMBERS
SHALL NOT BE PERMITTED WITHOUT WRITTEN APPROVAL BY THE ENGINEER OF RECORD.
J. MOMENT FRAMES
1. STRUCTURAL STEEL IN MOMENT FRAMES SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH
THE LATEST EDITION OF THE AISC SPECIFICATIONS NOTED IN THE STRUCTURAL STEEL NOTES ABOVE
IN ADDITION TO THE FOLLOWING :
a. AISC 341 - RECOMMENDED SPECIFICATIONS AND QUALITY ASSURANCE GUIDELINES FOR STEEL
MOMENT -FRAME CONSTRUCTION FOR SEISMIC APPLICATIONS.
2. STRUCTURAL STEEL IN MOMENT FRAMES SHALL COMPLY WITH THE REQUIREMENTS NOTED IN THE
STRUCTURAL STEEL NOTES ABOVE TO INCLUDE THE FOLLOWING:
a. ALL SHAPES OF GROUP 3 (WITH FLANGES THICKER THAN 1-1/2"), GROUP 4 AND GROUP 5, AS WELL
AS ALL PLATES 2" AND THICKER, THAT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM SHALL
HAVE CHARPY V-NOTCH ABSORBED ENERGY OF AT LEAST 20 FT-LBS. AT 70 DEGREES F.
3. BOLTED CONNECTIONS IN MOMENT FRAMES SHALL CONFORM TO AISC 358 FASTENER AND
TIGHTENING REQUIREMENTS. ALL BOLTS IN MOMENT FRAMES SHALL BE INSPECTED AND TESTED.
4. WELDED CONNECTIONS BETWEEN THE PRIMARY MEMBERS OF MOMENT FRAMES SHALL BE TESTED
FOR COMPLIANCE ACCORDING TO IBC 1705.2.1 AND THE CONTRACT SPECIFICATIONS AND PLANS.
INSPECTION SHALL BE DONE BY A QUALIFIED TESTING INSPECTOR. AS A MINIMUM, THE TESTING SHALL
INCLUDE THE FOLLOWING:
a. ALL COMPLETE -JOINT -PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES SHALL
BE TESTED 100% EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY.
b. PARTIAL PENETRATION GROOVE WELDS WHEN USED IN COLUMN SPLICES SHALL BE TESTED
EITHER BY ULTRASONIC TESTING OR BY RADIOGRAPHY. A MINIMUM OF 50% OF THESE WELDS
SHALL BE TESTED.
c. BASE METAL THICKER THAN 1-1/2", WHEN SUBJECTED TO THROUGH THICKNESS WELD SHRINKAGE
STRAINS SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH
WELDS AND THREE INCHES ABOVE AND BELOW THE WELD AFTER JOINT ASSEMBLY COMPLETION.
d. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF THE
DEFECT RATING IN ACCORDANCE WITH THE IBC STANDARDS AS IT REFERS TO THE TESTING IN AWS
D1.1 CHAPTER 6, EXCLUDING SECTIONS 6.1 THROUGH AND INCLUDING 6.6. ALL DEFICIENT WELDS
SHALL BE CORRECTED AND TESTED AT NO ADDITIONAL COST TO THE OWNER.
5. ALL COMPLETE -JOINT -PENETRATION WELDS USED IN MOMENT FRAMES ARE CONSIDERED DEMAND
CRITICAL AND THE FOLLOWING SPECIAL PROVISIONS APPLY: WELDING METHODS, PROCEDURES AND
QUALITY CONTROL SHALL COMPLY WITH AWS D1.1 AND THE FOLLOWING:
a. TACK WELD QUALITY SHALL COMPLY WITH SECTION 5.18.
b. ARC STRIKES, GOUGES AND OTHER IMPERFECTIONS WITHIN OR ADJACENT TO THE JOINT, SHALL
BE REPAIRED OR REMOVED.
c. PREHEAT AND INTER -PASS REQUIREMENTS AS OUTLINES IN SECTION 3.5.
d. USE WELD TABS AT BEAM FLANGE CONNECTION; AFTER WELDING, REMOVE THE WELD TABS AND
FINISH TO A SMOOTH CONTOUR PER SECTION 5.31.3.
e. BACKER BARS SHALL BE REMOVED FROM BEAM BOTTOM FLANGE CONNECTIONS TO COLUMNS.
THE ROOT OF THE WELD SHALL BE BACK GOUGED TO SOUND METAL TO REMOVE ALL SLAG AND
CRACKS. WELD THE BACK -GOUGED REGION AND FINISH WELDING USING A REINFORCING FILLET
WELD, ACCORDING TO SECTION 5.10.4.
f. BACKER BARS NEED NOT BE REMOVED FROM THE BEAM TOP FLANGE CONNECTIONS TO COLUMNS
PROVIDED THAT THE BACKER BARS ARE WELDED TO THE COLUMN FLANGE WITH A CONTINUOUS
FILLET WELD FOR THE ENTIRE LENGTH OF THE BACKER BAR.
g. UNREPAIRED CRACKS, GOUGES, AND NOTCHES WILL NOT BE PERMITTED IN THE JOINT AREA.
h. USE ELECTRODES WITH CHARPY V-NOTCH ABSORBED ENERGY EQUAL TO OR GREATER THAN 20
FT-LBS AT -20 DEGREES FAHRENHEIT UNDER AWS A5 CLASSIFICATION TEST METHODS, AND 40 FT-
LBS AT 70 DEGREES FAHRENHEIT USING TEST PROCEDURES PRESCRIBED IN APPENDIX X OF AISC
358. ACCEPTABLE ELECTRODES INCLUDE E70TG-K2, E71T-8, AND E71T-1.
6. ALL NON -COMPLETE -JOINT -PENETRATION WELDS USED IN MOMENT FRAMES SHALL BE MADE WITH A
FILLER METAL THAT CAN PRODUCE WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF
20 FT -LB AT 0 DEGREES F, AS DETERMINED BY THE APPROPRIATE AWS A5 CLASSIFICATION TEST
METHOD OR MANUFACTURER CERTIFICATION.
K. COLD -FORMED STEEL
1. LIGHT GAUGE STEEL FRAMING
a. STEEL FRAMING SIZE DESIGNATORS USED IN THE DRAWINGS FOLLOW THE CONVENTION
ESTABLISHED BY THE STEEL STUD MANUFACTURERS' ASSOCIATION (SSMA) AND THE NORTH
AMERICAN STEEL FRAMING ALLIANCE (NASFA). FRAMING MEMBERS PROVIDED SHALL MEET OR
EXCEED ALL SSMA AND NASFA STANDARDS AND DESIGN PROPERTIES.
b. ALL LOAD BEARING STUDS (AND/OR) JOIST FRAMING MEMBERS ALONG WITH ALL RUNNERS,
BRIDGING, AND END -TRACKS SHALL BE OF THE DESIGNATION SHOWN ON THE PLANS. ALL OF THE
ABOVE ELEMENTS SHALL BE FORMED FROM STEEL MEETING REQUIREMENTS OF ASTM
A1011/A1011M-04. ALL COMPONENTS SHALL BE GALVANIZED. ALL COMPONENTS SHALL HAVE THE
FOLLOWING YIELD STRESSES :
COMPONENT BASE METAL THICKNESS YIELD STRESS
STUDS, JOISTS & TRACKS 33 & 43 MILL 33,000 PSI
54, 68 & 97 MILL 50,000 PSI
END CLOSURES & BRIDGING 33, 43, 54 & 68 MILL 33,000 PSI
c. FOLLOW ALL MANUFACTURERS' RECOMMENDATIONS FOR THE USE OF THESE PRODUCTS.
d. UNLESS NOTED OTHERWISE, ALL WELDED CONNECTIONS SHALL BE IN ACCORDANCE WITH AWS
D1.3 AND THE STRUCTURAL DETAILS. ALL WELDS SHALL BE COMPLETED USING E60XX
ELECTRODES.
2. SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE I, EXTERIOR GLUE AND PANEL INDEX RATING
AS NOTED BELOW UNLESS NOTED OTHERWISE :
LOCATION THICKNESS PANEL INDEX
WALLS : 15/32" 24/0
ROOFS: 19/32" 32/16
a. INDIVIDUAL PIECES OF SHEATHING AT ROOF, FLOOR, AND SHEAR WALLS SHALL NOT BE
SMALLER THAN 24" IN EITHER DIRECTION AND SHALL SPAN A MINIMUM OF TWO FRAMING
SPACES, UNO.
b. UNLESS NOTED OTHERWISE, ALL ROOF SHEATHING AND WALL SHEATHING AT SHEAR WALLS
SHALL HAVE FLAT STUD BLOCKING AT ALL PANEL EDGES.
3. CONNECTIONS, FASTENERS, AND ADHESIVE
a. UNLESS NOTED OTHERWISE, #8 TEK SCREWS SHALL BE USED TO FASTEN ALL SHEATHING TO
SUPPORTING JOISTS, LEDGERS OR BLOCKING AS FOLLOWS :
1. BOUNDARY SCREWS "BS": 4"O.C. AT ALL ROOF SHEATHING INTO BEARING AND/OR SHEAR
WALLS, TOP & BOTTOM OF WALLS.
2. EDGE SCREWS "ES": 6"O.C. AT ALL OTHER PLYWOOD PANEL EDGES.
3. PANEL FIELD SCREWS "FS": 12"O.C. AT INTERIOR SUPPORTS IN FIELD OF PANEL. SCREWS SHALL
BE GALVANIZED OR STAINLESS STEEL AT EXPOSED LOCATIONS.
THE HEAD OF ALL SCREWS SHALL BE SCREWED FLUSH WITH THE SURFACE OF THE
SHEATHING.
b. ALL SCREWS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES
SCREW SIZE SHANK DIAMETER
NO. 6 0.138"
NO. 8 0.164"
NO. 10 0.1901,
NO. 12 0.216"
c. UNLESS NOTED OTHERWISE, ALL FRAMING ANCHORS, SLIPS, HOLD DOWNS, STRAPS, ETC. TO BE
PROVIDED BY THE STEEL NETWORK OR APPROVED EQUAL.
d. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALL BOTTOM TRACKS TO BE ANCHORED TO THE
CONCRETE FOUNDATION WALL WITH HILTI KWIK HUS-EZ'/4"X2-1/2" EMBEDMENT ANCHOR BOLTS @
16"O.C.
4. UNLESS NOTED OTHERWISE, ALL STEEL STUD WALLS SHALL BE CONTINUOUS BETWEEN TOP AND
BOTTOM TRACKS WITH NO SPLICES.
4. UNLESS NOTED OTHERWISE, ALL STEEL STUD JOISTS AND BOX HEADER COMPONENTS SHALL BE
CONTINUOUS WITH NO SPLICES BETWEEN BEARING SUPPORTS.
5. ALL TOP AND BOTTOM TRACKS OF STUD WALLS AND BOX HEADERS SHALL BE CONTINUOUS. WHERE
LONG TRACKS ARE NOT AVAILABLE, TRACKS MAY BE WELDED TOGETHER PER NOTE 1D OF THESE
NOTES, ON ALL SIDES OR TRACKS MAY BE SPLICED PER DETAIL 4/S205.
6. SEE TYPICAL DETAIL FOR REINFORCEMENT OF KNOCK OUT HOLES AT BEARING AND POINT LOAD
LOCATIONS ON STEEL JOISTS AND BOX HEADERS.
7. AT ALL OVERBUILD LOCATIONS, ROOF SHEATHING SHALL BE COMPLETE BELOW OVERBUILDS PRIOR TO
OVERBUILD CONSTRUCTION.
8. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE 80OS162-54 STUDS SPACED AT 16"O.C. W/
80OT150-54 TRACKS. ATTACH TRACK TO STUDS W/ (1) #8 TEK SCREW EACH SIDE OF STUD.
9. UNLESS NOTED OTHERWISE, ALL INTERIOR WALL STUDS SHALL BE 60OS162-54 STUDS SPACED AT 16"O.C.
WITH 600T150-54 TRACKS. ATTACH TRACK TO STUDS WITH (1) #8 TEK SCREW EACH SIDE OF STUD.
10. PREFABRICATED SYSTEMS: SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS OF ALL ELEMENTS
FOR REVIEW. SUBMITTALS SHALL BEAR THE STAMP OF A PROFESSIONAL ENGINEER LICENSED IN THE
STATE IN WHICH THE PROJECT OCCURS.
L. OPEN WEB JOISTS AND GIRDERS
1. ALL OPEN WEB STEEL JOISTS AND GIRDERS SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH
THE LATEST EDITION OF "STANDARD SPECIFICATIONS AND CODE OF STANDARD PRACTICE" OF THE STEEL
JOIST INSTITUTE.
2. (###/###) DENOTES APPLIED TOTAL AND LIVE UNIFORMLY DISTRIBUTED LOADS IN POUNDS PER LINEAR
FOOT OF JOIST, RESPECTIVELY.
3. SEE JOIST LOAD PROFILES FOR SPECIALLY LOADED JOISTS.
4. CONCENTRATED POINT LOADS (NOT SPECIFICALLY SHOWN ON THE PLANS) OF LESS THAN 200 LBS FOR
MECHANICAL UNITS. FIRE SPRINKLER MAINS, AND OTHER EQUIPMENT SUPPORTED FROM JOISTS SHALL
BE SUPPORTED WITHIN 6" OF A CHORD PANEL POINT. SUPPORT BEYOND PANEL POINTS CAN BE
PROVIDED BY ADDING (2) 1_2"x2"x1/4" DIAGONALS TO THE NEAREST OPPOSITE CHORD PANEL POINT.
LOADS SHALL BE SPACED AT LEAST 6 FEET APART WITH NO MORE THAN 4 PER JOIST. SEE JOIST
FABRICATOR FOR ADDITIONAL REQUIREMENTS.
5. ANY BRACING REQUIRED FOR MISCELLANEOUS ITEMS (I.E. DUCTWORK, PIPING, ETC.) MUST CONNECT TO
THE TOP CHORD OF THE JOIST OR GIRDER. BRACING TO THE BOTTOM CHORD IS NOT ALLOWED UNLESS
SPECIFICALLY DETAILED THAT WAY ON THE PLANS.
6. PROVIDE SPECIAL BEARING ENDS AS REQUIRED AT SLOPED BEARING CONDITIONS. CONTRACTOR SHALL
COORDINATE WITH OTHER STRUCTURAL ELEMENTS.
7. ALL JOISTS SHALL BE CAMBERED PER SJI SPECIFICATIONS, UNLESS NOTED OTHERWISE.
8. FIELD MODIFICATIONS (INCLUDING HOLES IN THE CHORD OR WEB MEMBERS) SHALL NOT BE MADE TO
ANY JOIST OR GIRDER WITHOUT PRIOR APPROVAL BY THE MANUFACTURER.
9. FABRICATORS AND SUPPLIERS SHALL COORDINATE PAINT/FINISHES WITH REQUIREMENTS FOR DIRECT
APPLIED INSULATION, FIREPROOFING, ETC. AS NOTED IN THE PROJECT SPECIFICATIONS.
10. JOIST BRIDGING SHALL BE PROVIDED AS REQUIRED BY THE JOIST MANUFACTURER AND SJI STANDARDS.
BRIDGING WHERE SHOWN ON THE STRUCTURAL DRAWINGS IS A SCHEMATIC REPRESENTATION ONLY.
SEE JOIST MANUFACTURER FOR BRIDGING SIZE, CONNECTIONS, TYPE AND QUANTITY.
11. WHERE ADDED LOADS ARE SHOWN ON THE JOISTS BUT NOT SPECIFICALLY DIMENSIONED, THE JOIST
DESIGNER SHALL PLACE THOSE LOADS ON THE JOIST AT A LOCATION THAT RESULTS IN THE HIGHEST
STRESS IN THE MEMBERS. THE DESIGNER MAY ASSUME THAT THE LOAD OCCURS WITHIN 10 FEET OF A
SCALED DIMENSION.
12. FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL PER IBC 2207.5
STATING THAT WORK WAS PERFORMED IN ACCORDANCE WITH APPROVED CONSTRUCTION DOCUMENTS
AND WITH SJI SPECIFICATIONS.
13. UNLESS NOTED OTHERWISE, ROOF JOISTS AND GIRDERS SHALL BE DESIGNED FOR A NET WIND UPLIFT
OF 10 PSF.
14. ALL ROOF JOISTS BEARING ON EXTERIOR WALLS SHALL BE DESIGNED TO TRANSFER 3.75 KIPS (ULTIMATE)
TOP CHORD AXIAL FORCE THROUGH THE BEARING SHOE.
15. ALL JOISTS AT GRID LINES SHALL BE DESIGNED TO RESIST A 10 KIP TOP CHORD AXIAL FORCE (ULTIMATE).
M. STRUCTURAL DELEGATED DESIGNS AND DEFERRED SUBMITTALS
1. STRUCTURAL DELEGATED DESIGNS AND SUBSEQUENT DEFERRED SUBMITTALS ARE FOR ELEMENTS,
PARTS, OR PORTIONS OF THE OVERALL STRUCTURAL SYSTEM THAT ARE INDICATED OR REFERRED TO
ON THESE DRAWINGS AND THAT ARE CRITICAL TO THE PERFORMANCE OF THE OVERALL STRUCTURAL
SYSTEM. DESIGN CRITERIA HAS BEEN PROVIDED FOR THESE ITEMS IN THE STRUCTURAL NOTES, PLANS,
AND DETAILS.
2. STRUCTURAL DEFERRED SUBMITTALS ARE COMPLETE PACKAGES TO BE SUBMITTED FOR REVIEW THAT
INCLUDE DRAWINGS AND CALCULATIONS FOR ALL DELEGATED DESIGN ITEMS ANDTHEIR
CONNECTIONS.DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE DESIGN
PROFESSIONAL RESPONSIBLE FOR THEIR DESIGN.
3. ARW ENGINEERS WILL REVIEW STRUCTURAL DEFERRED SUBMITTALS TO VERIFY DESIGN CRITERIA IS
COMPLIANT WITH THE APPROVED CONSTRUCTION DOCUMENTS.
4. STRUCTURAL DELEGATED DESIGN COMPONENTS SHALL NOT BE INSTALLED UNTIL APPROVED BY THE
BUILDING OFFICIAL.
5. STRUCTURAL DELEGATED DESIGN ITEMS REQUIRING DEFERRED SUBMITTALS INCLUDE, BUT ARE NOT
LIMITED TO:
a. OPEN WEB JOISTS & GIRDERS, BRIDGING, BRACING, CONNECTIONS, AND RELATED COMPONENTS.
N. NON-STRUCTURAL DELEGATED DESIGNS AND DEFERRED SUBMITTALS
1. NON-STRUCTURAL DELEGATED DESIGNS AND SUBSEQUENT DEFERRED SUBMITTALS ARE FOR ITEMS NOT
INCLUDED IN THE STRUCTURAL DELEGATED DESIGN SECTION. THESE ARE ITEMS THAT ARE NOT CRITICAL
TO THE OVERALL PERFORMANCE OF THE STRUCTURAL SYSTEM BUT THAT IMPART LOADS AND FORCES
TO THE STRUCTURAL SYSTEM.
2. NON-STRUCTURAL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE DESIGN
PROFESSIONAL RESPONSIBLE FOR THE DESIGN.
3. ARW ENGINEERS WILL REVIEW NON-STRUCTURAL DEFERRED SUBMITTALS TO VERIFY DESIGN CRITERIA
IS COMPLIANT WITH THE APPROVED CONSTRUCTION DOCUMENTS.
4. IF THE STRUCTURAL DRAWINGS INCLUDE LOADS TO ACCOMMODATE NON-STRUCTURAL ELEMENTS, THE
CONTRACTOR SHALL SUBMIT DOCUMENTATION INDICATING THAT THE NON-STRUCTURAL ELEMENTS
COMPLY WITH THE LOADING CRITERIA PROVIDED HEREIN. SUCH DOCUMENTATION SHALL BEAR THE
STAMP AND SIGNATURE OF THE DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN.
5. IF THE NON-STRUCTURAL DEFERRED SUBMITTAL INDICATES THAT THE ELEMENT WILL IMPART FORCES IN
EXCESS OF THOSE INDICATED ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR SHALL SUBMIT A
DETAILED GRAPHICAL REPRESENTATION OF THOSE DESIGN LOADS, INCLUDING MAGNITUDE, AND
LOCATION. THE GRAPHIC SHALL BE ACCOMPANIED BY DOCUMENTATION INDICATING THAT THE NON-
STRUCTURAL ELEMENT DESIGN COMPLIES WITH THE LOADING CRITERIA PROVIDED HEREIN. THE LETTER
SHALL BEAR THE STAMP AND SIGNATURE OF THE DESIGN PROFESSIONAL RESPONSIBLE FOR THE
DESIGN.
6. NON-STRUCTURAL DELEGATED DESIGN ITEMS REQUIRING DEFERRED SUBMITTALS SHALL INCLUDE, BUT
ARE NOT LIMITED TO:
a. COLD FORMED STEEL STUDS / JOISTS / HEADERS / JAMBS / TRUSSES.
b. SEISMIC BRACING OF ALL ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL ITEMS WHERE
REQUIRED BY ASCE 7-10 AND THE PROJECT CONTRACT DOCUMENTS.
c. STRUCTURAL STEEL STAIRS.
0. EXISTING BUILDING NOTES
1. ARW ENGINEERS EXPRESSLY DISCLAIMS RESPONSIBILITY FOR ANY PORTION OF THE EXISTING BUILDING
NOT SPECIFICALLY ADDRESSED IN THESE DRAWINGS.
2. DRAWINGS AND DETAILS HAVE BEEN PREPARED TO REFLECT THE EXISTING CONDITIONS AND
CONFIGURATIONS OF STRUCTURAL ELEMENTS. HOWEVER, THE CONTRACTOR IS ULTIMATELY
RESPONSIBLE FOR VERIFYING ALL EXISTING CONDITIONS AND ALERTING THE ENGINEER OF ANY
DISCREPANCIES FOUND PRIOR TO FABRICATING OR INSTALLING STRUCTURAL ELEMENTS.
3. THE CONTRACTOR IS RESPONSIBLE FOR MAKING SURE THAT THE BUILDING AND ELEMENTS WITHIN THE
BUILDING REMAIN STABLE UNTIL CONSTRUCTION IS COMPLETE. AT NO ADDITIONAL COST TO THE
OWNER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SHORING OR OTHER TEMPORARY
SUPPORT OF STRUCTURAL MEMBERS UNTIL THE FINAL CONFIGURATION HAS BEEN COMPLETED.
31 r Ik architecture I design
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
CONSULTANTS:
ENGINEERS
structurai consuiLants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782.4656
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ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
S002
73
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BEAM
CONNECTION
SCHEDULE
SHEAR
PLATE INFORMATION
BOLTS W/ STANDARD
WASHERS OVER
WELDSLOTS
BEAM
PL. DIMENSIONS
�A�
COMMENTS
DEPTH
W/ SHORT-
Lev
Leh
No.
SIZE
SLOTTED HOLES
W8 x, W10 x
PL. 1/4" x 4"
1 1/2"
2"
2
3/4" 0
3/16"
W12 x
PL. 5/16" x 4"
1 1/2"
211
3
3/4" 0
1/4"
W14 x 90 &
PL. 5/16" x 4"
1 1/2"
2"
3
3/4" 0
1/4"
LIGHTER
W16 x 77 &
PL. 5/16" x 4"
1 1/2"
2"
4
3/4" 0
1/4"
LIGHTER
W 18 x 65 &
PL. 5/16" x 4"
1 1/2"
2"
5
3/4" 0
1/4"
LIGHTER
FACE OF COLUMN / BEAM
WEB
1/2'
Leh
/
>�
J
O
q
SHEAR PL. - SEE SCHEDULE
SHORT -SLOTTED HOLES IN
ih
SHEAR PLATE W/ WASHER
PER THE STRUCTURAL NOTES
x
*0
J
W BEAM - SEE PLAN
SEE SCHED.
A'
WIND UPLIFT SCHEDULE
(FOR JOIST AND JOIST GIRDER DESIGN)
ZONE 1 = 9 psf 2 3
ZONE 2 = 20 psf
ZONE 3 = 35 psf
EXISTING BUILDING 1 2
2 3
2 1 2
3 2 3
KEY PLAN
NOTE : LOADS SHOWN ARE NET UPLIFT LOADS. 60% OF DEAD
LOAD HAS BEEN SUBTRACTED FROM GROSS WIND UPLIFT LOAD.
ROOF DECK SCHEDULE
AREA
DECK
ATTACHMENT
MIN.
ALLOWABLE
SHEAR
CAPACITY
FLEXIBILITY
FACTOR
SUPPORTS
DIA.
WELD PATTERN
SIDE SEAMS
#12TEK TOP SEAM PUNCH
SCREWS WELD LOCK"
SUPPORTS PARALLEL
TO FLUTES
DEPTH
TYPE
GA.
0 WELD
SPA.
A
1 1/2
B
22
3/4"
36/5
18"o.c.
-
---
3/4"
12"o.c.
342plf
43
FASTENING PATTERNS
WELD PATTERN : 36/5
NOTES:
1. USE NESTABLE (OVERLAPPING) SIDE SEAMS AT SCREW ATTACHMENTS AND INTERLOCKING SIDE SEAMS AT
WELDS.
2. ALL DECK WITH A PROFILE DEPTH OF 2" OR LESS SHALL HAVE NESTED OR TELESCOPED END LAPS.
3. SUBMIT CURRENT ICC APPROVAL FOR ALL DECKS.
4. ALTERNATE SYSTEMS SHALL MEET OR EXCEED THE MINIMUM SHEAR CAPACITY AND SHALL PROVIDE LESS THAN
OR EQUAL TO THE MAXIMUM FLEXIBILITY FACTOR LISTED IN THE SCHEDULE.
5. ALL ALTERNATE SYSTEMS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL.
EXISTING BUILDING A
A
KEY PLAN
STANDARD HOOK &
BEND SCHEDULE
DETAILING HOOK A
DIMENSIONS Sol
D (;
I �) J 180'
4 db OR 2 1/2" MIN.
db = BAR DIAMETER
D = FINISHED INSIDE BEND DIAMETER
DETAILING
I DIMENSIONS
J
A D
D = 6db FOR #3 THROUGH #8
D = 8db FOR #9 THROUGH #11
BAR SIZE
DIMENSION OF STANDARD 180-DEG
HOOKS, ALL GRADES
DIMENSION OF STANDARD
90-DEG HOOKS, ALL GRADES
A
J
D
A
D
#3
5"
3"
2 1/4"
6"
2 1/4"
#4
6"
4"
3"
8"
3"
#5
7"
5"
3 3/4"
10"
3 3/4"
#6
8"
6"
4 1/2"
1'-0"
4 1/2"
#7
10"
7"
5 1/4"
1'-2"
5 1/4"
#8
ill,
8"
6"
1'-4"
6"
#9
1'-3"
11 3/4"
9 1/2"
V-7"
9 1/2"
#10
1'-5"
1'-1 1/4"
10 3/4"
V-10"
10 3/4"
#11
1'-7"
1'-2 3/4"
12"
2'-0"
12"
3 1 r 1k. architecture I design
LEGEND OF SYMBOLS AND ABBREVIATIONS
AB
= ANCHOR BOLT
FOOTING MARK
ABV
= ABOVE
TOP OF FOOTING ELEV.
ARCH
= ARCHITECT
BLW
= BELOW
SECTION MARK
CJP
= COMPLETE JOINT PENETRATION
CL
= CENTERLINE
SHEET NUMBER
COL
= COLUMN
CONC
= CONCRETE
TOP OF FOUNDATION WALL OR
CID
= CONCRETE PIER
COLUMN PIER ELEV.
DC
= DEMAND CRITICAL
DIA / 0
= DIAMETER
S S
FOOTING STEP
DBA
= DEFORMED BAR ANCHOR
DBE
= DECK BEARING ELEVATION
CONCRETE BEAM
ELEV
= ELEVATION
EOD
= EDGE OF DECK
FDN
= FOUNDATION
ELEVATION
FTG
= FOOTING
FFE
= FINISHED FLOOR ELEVATION
L
FRAMING ANGLE SEE TYPICAL DETAIL
GB
= CONCRETE GRADE BEAM
HSA
= HEADED STUD ANCHOR
C
FRAMING CHANNEL SEE TYPICAL
JBE
= JOIST BEARING ELEVATION
DETAIL
KB
= KICKER BRACE
MAX
= MAXIMUM
ITEMS, DETAILS, & SYSTEMS WHICH
MECH
= MECHANICAL
L
ARE PART OF THE LATERAL FORCE
MEZZ
= MEZZANINE
RESISTING SYSTEM.
MIN
= MINIMUM
NS, FS
= NEAR SIDE, FAR SIDE
MOMENT RESISTING CONNECTIONS -
OAE
= OR APPROVED EQUAL
SEE DETAIL
OPP
= OPPOSITE
PAF
= POWDER ACTUATED FASTENER
MOMENT RESISTING CANTILEVER
PL
= PLATE
CONNECTIONS - SEE DETAIL
REINF
= REINFORCING
REQ'D
= REQUIRED
KB
KICKER BRACE
SIM
= SIMILAR
SSH
= STEEL STUD HEADER
Q
SSJ
= STEEL STUD JAMB
HD - SIMPSON HOLDOWN SIZE POST -
SSS
= STEEL STUD SILL
p
SIZE OF END POST CONNECTED TO
SSW
= STEEL STUD WALL
g,
HOLDOWN "A" - PLAN
TOB
= TOP OF BEAM ELEVATION
Q�
CONFIGURATION AT HOLDOWN AT
TOC
= TOP OF CONCRETE SLAB
FOUNDATION
TOF
= TOP OF FOOTING
TOG
= TOP OF GIRDER ELEVATION
TOS
= TOP OF STEEL ELEVATION
TYP
= TYPICAL
LINO
= UNLESS NOTED OTHERWISE
FOOTING
SCHEDULE
MARK
WIDTH
LENGTH
THICK
LENGTHWISE REINF.
CROSSWISE REINF.
REMARKS
NO.
SIZE
NO.
FSIZE
SPA.
FC2
2'-0"
CONT.
12"
(2)
#5
-
-
-
FT5
5'-0"
CONT.
14"
(5)
#5
--
#5
12"o.c.
TOP & BOTTOM REINF.
F2
-0"
40"
5
)
--
F4
4'-0"
4'-0"
14"
(4)
#5
(4)
#5
--
AT F4S, TOP & BOTTOM REINF.
F
5'-
5'-0"
16"
5)
#6
(5
6
-
TOP TO I F.
F6
6'-0"
6'-0"
20"
(6)
#6
(6)
#6
--
3" CLEAR
TYP.
EQ. EQ. EQ. 3" CLEAR 3" CLEAR EQ. EQLIP. EQ. 3" CLEAR
n . LIP
aa 2" CLEAR
n an3 1p
n-
a - a a :z3" CLEAR n 3" CLEAR
TYPICAL FOOTING REINFORCING
FOOTING SECTION TYP. FOOTING SECTION
W/ TOP & BOTTOM REINF.
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
1-3a-1D1 Y
CONSULTANTS:
cl�
ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 4. 801.782 . 4656
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ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
S003
31 r Ik architecture I design
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
•
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CONSULTANTS:
Is
ENGINEERS
structurai consuiLants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782.4656
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2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
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S004
STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE
ESTABLISHED PER 2015 IBC SECTION 1705.2.1
FABRICATOR
SPECIAL INSPECTOR
INSPECTION TASKS PRIOR TO WELDING (TABLE N5.4-1)
QUALITY CONTROL
QUALITY ASSURANCE
NOTES
INSPECTION TASKS PRIOR TO BOLTING (TABLE N5.6-1)
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
NOTES
CONTINUOUS PERIODIC
CONTINUOUS
PERIODIC
WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE
•
•
1. PERIODIC -OBSERVE THESE ITEMS ON A RANDOM BASIS.
MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS
•
•
1. PERIODIC -OBSERVE THESE ITEMS ON A RANDOM BASIS.
OPERATIONS NEED NOT BE DELAYED PENDING THESE
MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE
•
•
FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS
•
•
OPERATIONS NEED NOT BE DELAYED PENDING THESE
INSPECTIONS.
MATERIAL IDENTIFICATION (TYPE /GRADE)
•
•
INSPECTIONS.
2. CONTINUOUS -PERFORM THESE TASKS FOR EACH WELDED JOINT
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT
LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)
•
•
2. CONTINUOUS -PERFORM THESE TASKS FOR EACH BOLTED
CONNECTION.
WELDER IDENTIFICATION SYSTEMS
•
•
OR MEMBER.
3. QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR
AND ERECTOR.
3. QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR
AND ERECTOR.
4. QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY OTHERS WHEN
FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)
PROPER BOLTING PROCEDURES SELECTED FOR JOINT DETAIL
•
•
* JOINT PREPARATION
•
•
4. QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY OTHERS WHEN
REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ),
APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR
CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE PAYING SURFACE CONDITION
AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS
•
•
REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ),
APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR
ENGINEER OF RECORD (EOR). NONDESTRUCTIVE TESTING (NDT)
* DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)
CLEANLINESS (CONDITION OF STEEL SURFACES)
ENGINEER OF RECORD (EOR). NONDESTRUCTIVE TESTING (NDT)
SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE
FOR QUALITY ASSURANCE, EXCEPT AS PERMITTED IN
PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL
OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED
•
•
SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE
FOR QUALITY ASSURANCE, EXCEPT AS PERMITTED IN
ACCORDANCE WITH SECTION N7.
TACKING (TACK WELD QUALITY AND LOCATION)
* BACKING TYPE AND FIT (IF APPLICABLE)
ACCORDANCE WITH SECTION N7.
5. QC AND QA INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE
PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER
COMPONENTS
•
•
5. FOR SNUG -TIGHT JOINTS, PRE -INSTALLATION VERIFICATION
TESTING AS SPECIFIED IN TABLE N5.6-1 AND MONITORING OF THE
CONFIGURATION AND FINISH OF ACCESS HOLES
•
•
WITH AISC 360-10 CHAPTER N4.
INSTALLATION PROCEDURES AS SPECIFIED IN TABLE N5.6-2 ARE
FIT -UP OF FILLET WELDS
6. NONDESTRUCTIVE TESTING PERSONNEL SHALL BE QUALIFIED IN
ACCORDANCE WITH AISC 360-10 CHAPTER N4.3.
INSPECTION TASKS DURING BOLTING (TABLE N5.6-2)
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
NOT APPLICABLE. THE QCI AND QAI NEED NOT BE PRESENT
DURING THE INSTALLATION OF FASTENERS IN SNUG -TIGHT JOINTS.
DIMENSIONS (ALIGNMENT, GAPS AT ROOT)
•
•
7. NONDESTRUCTIVE TESTING OF WELDED JOINTS SHALL COMPLY
FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND
6. FOR PRETENSIONED JOINTS AND SLIP -CRITICAL JOINTS, WHEN THE
* CLEANLINESS (CONDITION OF STEEL SURFACES)
WITH AISC 360-10 CHAPTER N5a AND b.
8. OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION
WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED
•
•
INSTALLER IS USING THE TURN -OF -NUT METHOD WITH
MATCHMARKING TECHNIQUES, THE DIRECT -TENSION -INDICATOR
* TACKING (TACK WELD QUALITY AND LOCATION)
OF IN -PROCESS AND COMPLETED WELDS SHALL BE THE PRIMARY
JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING
•
METHOD, OR THE TWIST -OFF -TYPE TENSION CONTROL BOLT
CHECK WELDING EQUIPMENT
•
METHOD TO CONFIRM THAT THE MATERIALS, PROCEDURES AND
WORKMANSHIP ARE IN CONFORMANCE WITH THE CONSTRUCTION
OPERATION
•
METHOD, MONITORING OF BOLT PRETENSIONING PROCEDURES
SHALL BE AS SPECIFIED IN TABLE N5.6-2. THE QCI AND QAI NEED
FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING
•
•
'THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A
DOCUMENTS. FOR STRUCTURAL STEEL, ALL PROVISIONS OF AWS
NOT BE PRESENT DURING THE INSTALLATION OF FASTENERS
JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW -STRESS TYPE.
D1.1 / D1.1M STRUCTURAL WELDING CODE -STEEL FOR
WHEN THESE METHODS ARE USED BY THE INSTALLER.
STATICALLY LOADED STRUCTURES SHALL APPLY.
FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,
7. FOR PRETENSIONED JOINTS AND SLIP -CRITICAL JOINTS, WHEN THE
INSPECTION TASKS DURING WELDING (TABLE N5.4-2)
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
9. THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BE TESTED
BY QA USING MT OR PT, WHEN THE FLANGE THICKNESS EXCEEDS
PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE
EDGES
•
•
INSTALLER IS USING THE CALIBRATED WRENCH METHOD OR THE
TURN -OF -NUT METHOD WITHOUT MATCHMARKING, MONITORING
USE OF QUALIFIED WELDERS
•
•
2 IN. (50mm) FOR ROLLED SHAPES, OR WHEN THE WEB THICKNESS
EXCEEDS 2 IN. (50mm) FOR BUILT-UP SHAPES. ANY CRACK SHALL
BE DEEMED UNACCEPTABLE REGARDLESS OF SIZE OR LOCATION.
OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED
IN TABLE N5.6-2. THE QCI AND QAI SHALL BE ENGAGED IN THEIR
ASSIGNED INSPECTION DUTIES DURING INSTALLATION OF
CONTROL AND HANDLING OF WELDING CONSUMABLES
INSPECTION TASKS AFTER BOLTING TABLE N5.6-3
( )
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
* PACKAGING
•
•
10. WHEN REQUIRED BY APPENDIX 3, TABLE A-3.1, WELDED JOINTS
REQUIRING WELD SOUNDNESS TO BE ESTABLISHED BY
FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER.
8. OBSERVATION OF BOLTING OPERATIONS SHALL BE THE PRIMARY
DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS
•
•
* EXPOSURE CONTROL
RADIOGRAPHICS OR ULTRASONIC INSPECTION SHALL BE TESTED
METHOD USED TO CONFIRM THAT THE MATERIALS, PROCEDURES
NO WELDING OVER CRACKED TACK WELDS
•
•
BY QA AS PRESCRIBED. REDUCTION IN THE RATE OF UT IS
PROHIBITED.
AND WORKMANSHIP INCORPORATED IN CONSTRUCTION ARE IN
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND THE
ENVIRONMENTAL CONDITIONS
11. REDUCTION OF RATE OF ULTRASONIC TESTING -THE RATE OF UT
PROVISIONS OF THE RCSC SPECIFICATION.
*WIND SPEED WITHIN LIMITS
•
•
IS ONLY PERMITTED TO BE REDUCED IF APPROVED BY THE FOR
AND THE AHJ PER AISC 360-10 CHAPTER Nye.
INSPECTION OF STEEL ELEMENTS OF COMPOSITE
NOTES
* PRECIPITATION AND TEMPERATURE
12. FOR STRUCTURES IN RISK CATEGORY II, WHERE THE INITIAL RATE
CONSTRUCTION PRIOR TO CONCRETE PLACEMENT TABLE N6.11)
(
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
WPS FOLLOWED
FOR UT IS 10%, THE NDT RATE FOR AN INDIVIDUAL WELDER OR
1. 0 -OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS
WELDING OPERATOR SHALL BE INCREASED TO 100% SHOULD THE
REJECT RATE, THE NUMBER OF WELDS CONTAINING
UNACCEPTABLE DEFECTS DIVIDED BY THE NUMBER OF WELDS
NEED NOT BE DELAYED PENDING THESE INSPECTIONS.
2. P -PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.
3. QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR
* SETTINGS ON WELDING EQUIPMENT
PLACEMENT AND INSTALLATION OF STEEL DECK
•
•
* TRAVEL SPEED
PLACEMENT AND INSTALLATION OF STEEL STUD ANCHORS
•
•
•
•
COMPLETED, EXCEEDS 5% OF THE WELDS TESTED FOR THE
WELDER OR WELDING OPERATOR. A SAMPLING OF AT LEAST 20
COMPLETED WELDS FOR A JOB SHALL BE MADE PRIOR TO
AND ERECTOR.
4. QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY OTHERS WHEN
REQUIRED BY THE AUTHORITY HAVING JURISDICTION (AHJ),
* SELECTED WELDING MATERIALS
DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS
•
•
* SHIELDING GAS TYPE /FLOW RATE
IMPLEMENTING SUCH AN INCREASE. WHEN THE REJECT RATE FOR
APPLICABLE BUILDING CODE (ABC), PURCHASER, OWNER, OR
* PREHEAT APPLIED
THE WELDER OR WELDING OPERATOR, AFTER A SAMPLING OF AT
LEAST 40 COMPLETED WELDS, HAS FALLEN TO 5% OR LESS, THE
ENGINEER OF RECORD (EOR). NONDESTRUCTIVE TESTING (NDT)
SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE
* INTERPASS TEMPERATURE MAINTAINED (MIN. MAX)
RATE OF UT SHALL BE RETURNED TO 10%. FOR EVALUATING THE
REJECT RATE OF CONTINUOUS WELDS OVER 3 FT (1M) IN LENGTH
WHERE THE EFFECTIVE THROAT IS 1 IN. (25mm) OR LESS, EACH 12
FOR QUALITY ASSURANCE, EXCEPT AS PERMITTED IN
ACCORDANCE WITH SECTION N7.
5. FOR THOSE ITEMS FOR QUALITY CONTROL (QC) THAT CONTAIN AN
* PROPER POSITION (F, V, H, OH)
WELDING TECHNIQUES
IN. (300mm) INCREMENT OR FRACTION THEREOF SHALL BE
CONSIDERED AS ONE WELD. FOR EVALUATING THE REJECT RATE
OBSERVE DESIGNATION, THE QC INSPECTION SHALL BE
PERFORMED BY THE ERECTOR'S QUALITY CONTROL INSPECTOR
* INTERPASS AND FINAL CLEANING
•
•
ON CONTINUOUS WELDS OVER 3 FT (1M) IN LENGTH WHERE THE
(QCI).
* EACH PASS WITHIN PROFILE LIMITATIONS
EFFECTIVE THROAT IS GREATER THAN 1 IN. (25mm), EACH 6 IN.
(150mm) OF LENGTH OR FRACTION THEREOF SHALL BE
6. FOR WELDING OF STEEL HEADED STUD ANCHORS, THE
PROVISIONS OF AWS D1.1 / D1.1M, APPLY.
* EACH PASS MEETS QUALITY REQUIREMENTS
CONSIDERED ON WELD.
7. FOR WELDING OF STEEL DECK, OBSERVATION OF WELDING
INSPECTION TASKS AFTER WELDING (TABLE N5.4-3)
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
13. ALL NDT PERFORMED SHALL BE DOCUMENTED. FOR SHOP
OPERATIONS AND VISUAL INSPECTION OF IN -PROCESS AND
FABRICATION, THE NDT REPORT SHALL IDENTIFY THE TESTED
COMPLETED WELDS SHALL BE THE PRIMARY METHOD TO CONFIRM
WELDS CLEANED
•
•
WELD BY PIECE MARK AND LOCATION IN THE PIECE. FOR FIELD
WORK, THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY
THAT THE MATERIALS, PROCEDURES AND WORKMANSHIP ARE IN
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. ALL
SIZE, LENGTH AND LOCATION OF WELDS
•
•
LOCATION IN THE STRUCTURE, PIECE MARK, AND LOCATION IN THE
APPLICABLE PROVISIONS OF AWS D1.3 / D1.3M, STRUCTURAL
WELDS MEET VISUAL ACCEPTANCE CRITERIA
PIECE. WHEN A WELD IS REJECTED ON THE BASIS OF NDT, THE
NDT RECORD SHALL INDICATE THE LOCATION OF THE DEFECT AND
WELDING CODE -SHEET STEEL, SHALL APPLY. DECK WELDING
INSPECTION SHALL INCLUDE VERIFICATION OF THE WELDING
* CRACK PROHIBITION
THE BASIS OF REJECTION
14. DEMAND CRITICAL WELDS SHALL MEET THE PROVISION FOUND IN
CONSUMABLES, WELDING PROCEDURE SPECIFICATIONS AND
QUALIFICATIONS OF WELDING PERSONNEL PRIOR TO THE START
*WELD /BASE -METAL FUSION
AISC 341-10 AND WELDING METHODS, PROCEDURES AND QUALITY
OF THE WORK, OBSERVATIONS OF THE WORK IN PROGRESS, AND
CRATER CROSS SECTION
•
•
CONTROL SHALL COMPLY WITH AWS D1.1 AND THE FOLLOWING:
a. ARC STRIKES, GOUGES AND OTHER IMPERFECTIONS WITHIN
A VISUAL INSPECTION OF ALL COMPLETED WELDS. FOR STEEL
DECK ATTACHED BY FASTENING SYSTEMS OTHER THAN WELDING,
*WELD PROFILES
OR ADJACENT TO THE JOINT, SHALL BE REPAIRED OR
INSPECTION SHALL INCLUDE VERIFICATION OF THE FASTENERS TO
*WELD SIZE
REMOVED.
b. PREHEAT AND INTER -PASS REQUIREMENTS AS OUTLINED IN
BE USED PRIOR TO THE START OF THE WORK, OBSERVATIONS OF
THE WORK IN PROGRESS TO CONFIRM INSTALLATION IN
*UNDERCUT
SECTION 3.5.
CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS,
* POROSITY
C. UNREPAIRED CRACKS, GOUGES, AND NOTCHES WILL NOT BE
PERMITTED IN THE JOINT AREA.
d. USE ELECTRODES WITH CHARPY V-NOTCH ABSORBED
ENERGY EQUAL TO OR GREATER THAN 20 FT-LBS AT 20
DEGREES FAHRENHEIT UNDER AWS A5 CLASSIFICATION TEST
AND A VISUAL INSPECTION OF THE COMPLETED INSTALLATION.
ARC STRIKES
•
•
K-AREA'
•
•
BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)
•
•
METHODS, AND 40 FT-LBS AT 70 DEGREES FAHRENHEIT USING
REPAIR ACTIVITIES
•
•
TEST PROCEDURES PRESCRIBED IN APPENDIX X OF AISC 358.
ACCEPTABLE ELECTRODES INCLUDE E70TG-K2, E71 T-1.
DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER
•
•
WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA,
VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 IN. (75mm) OF THE WELD)
GENERAL STEEL SPECIAL INSPECTION NOTES
1. QUALITY ASSURANCE (QA) INSPECTION OF FABRICATED ITEMS SHALL BE MADE AT THE FABRICATOR'S PLANT. THE QUALITY ASSURANCE INSPECTOR (QAI) SHALL SCHEDULE THIS WORK TO MINIMIZE INTERRUPTION TO THE WORK OF THE FABRICATOR.
2. QA INSPECTION OF THE ERECTED STEEL SYSTEM SHALL BE MADE AT THE PROJECT SITE. THE QAI SHALL SCHEDULE THIS WORK TO MINIMIZE INTERRUPTION TO THE WORK OF THE ERECTOR.
3. WHERE A TASK IS NOTED TO BE PERFORMED BY BOTH QC AND QA, IT IS PERMITTED TO COORDINATE THE INSPECTION FUNCTION BETWEEN THE QCI AND QAI SO THAT THE INSPECTION FUNCTIONS ARE PERFORMED BY ONLY ONE PARTY. WHERE QA RELIES UPON INSPECTION FUNCTIONS PERFORMED BY QC, THE APPROVAL OF THE ENGINEER OF RECORD AND THE AUTHORITY HAVING JURISDICTION IS REQUIRED.
4. THE FABRICATOR'S QCI SHALL INSPECT THE FABRICATED STEEL TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE SHOP DRAWINGS, SUCH AS PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION. THE ERECTOR'S QCI SHALL INSPECT THE ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE ERECTION DRAWINGS, SUCH AS BRACES, STIFFENERS, MEMBER
LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
5. THE QAI SHALL BE ON THE PREMISES FOR INSPECTION DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. AS A MINIMUM, THE DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO THE CONCRETE, SHALL BE VERIFIED
PRIOR TO PLACEMENT OF THE CONCRETE.
6. THE QAI SHALL INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPROPRIATE, TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
7. QUALITY ASSURANCE (QA) INSPECTIONS, EXCEPT NONDESTRUCTIVE TESTING (NDT), MAY BE WAIVED WHEN THE WORK IS PERFORMED IN A FABRICATING SHOP OR BY AN ERECTOR APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ) TO PERFORM THE WORK WITHOUT QA. NDT OF WELDS COMPLETED IN AN APPROVED FABRICATOR'S SHOP MAY BE PERFORMED BY THAT FABRICATOR WHEN APPROVED BY
THE AHJ. WHEN THE FABRICATOR PERFORMS THE NDT, THE QA AGENCY SHALL REVIEW THE FABRICATOR'S NDT REPORTS.
8. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE MATERIALS SUPPLIED AND WORK PERFORMED BY THE FABRICATOR ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. AT COMPLETION OF ERECTION, THE APPROVED ERECTOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE
MATERIALS SUPPLIED AND WORK PERFORMED BY THE ERECTOR ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.
9. IDENTIFICATION AND REJECTION OF MATERIAL OR WORKMANSHIP THAT IS NOT IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS, SHALL BE PERMITTED AT ANY TIME DURING THE PROGRESS OF THE WORK. HOWEVER, THIS PROVISION SHALL NOT RELIEVE THE OWNER OR THE INSPECTOR OF THE OBLIGATION FOR TIMELY, IN -SEQUENCE INSPECTIONS. NONCONFORMING MATERIAL AND WORKMANSHIP
SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE FABRICATOR OR ERECTOR, AS APPLICABLE.
10. NONCONFORMING MATERIAL OR WORKMANSHIP SHALL BE BROUGHT INTO CONFORMANCE, OR MADE SUITABLE FOR ITS INTENDED PURPOSE AS DETERMINED BY THE ENGINEER OF RECORD.
11. CONCURRENT WITH THE SUBMITTAL OF SUCH REPORTS TO THE AHJ, FOR OR OWNER, THE QA AGENCY SHALL SUBMIT TO THE FABRICATOR AND ERECTOR:
(1)NONCONFORMANCEREPORTS
(2) REPORTS OF REPAIR, REPLACEMENT OR ACCEPTANCE OF NONCONFORMING ITEMS.
0
31 r Ik
architecture I design
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone01
206 842 1253
e-mail
frank@3rkarchitecture.com
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1594 W. Park Cir. Ogden, Utah 84404
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5 OWNER REVISION 03/18/20
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S005
COIL STRAP LAP SPLICE SCHEDULE
LAP SPLICE
ITEM #
MIN. #FASTENER
MIN. LAP SPLICE LENGTH
COMMENTS
PER SPLICE
STACKED
SIDE -BY -SIDE
16-10d
--
9"
CS 18
18-8d
--
11 "
12-10d
--
6"
CS 20
14-8d
--
9"
10-10d
--
7"
CS 22
12-8d
--
6"
NOTES:
1.
NO STRAP MODIFICATION IS ALLOWED.
2.
SPLICE MUST MEET BOTH THE MINIMUM NUMBER OF FASTENERS AND THE MINIMUM SPLICE LENGTH.
3.
ALL NAIL SIZES LISTED ARE COMMON NAILS.
4.
10d COMMON MAY BE REPLACED BY 16d SINKERS. NO OTHER NAIL SUBSTITUTION IS ALLOWED FOR LAP SPLICES.
5.
IF WOOD SPLITTING OCCURS, USE EVERY OTHER NAIL HOLE AND LENGTHEN SPLICE TO ACCOMMODATE THE
REQUIRED NUMBER OF NAILS.
6.
ALL STRAPS TO BE INSTALLED UNDER SHEATHING.
7.
TWO OPTIONS EXIST FOR COIL STRAP LAPPING.
a. LAP ONE STRAP STACKED ON TOP OF THE OTHER STRAP.
b. INSTALL STRAPS SIDE BY SIDE - TO DO THIS A LARGER BLOCK MUST BE USED. THE BLOCK MUST BE ON
SOLID PIECE.
8.
STRAP TO BE INSTALLED TIGHT.
BOUNDARY NAILING
PLYWOOD SHEATHING -
SEE STRUCT. NOTES 3x6 x REQ'D BLOCKING
SIMPSON STRAP -SEE PLAN
STACKED LAP
2015 IBC CONC. REBAR LAP SPLICE SCHEDULE
FOR CONCRETE APPLICATIONS (ACI 318 - 14)
FACE OF JOINT OR FACE OF JOINT OR COUPLER OR
CRITICAL SECTION CRITICAL SECTION WELDED SPLICE
a o
fd Is kdh 2' - 0"
DEVELOPMENT LENGTH LAP SPLICE LENGTH HOOK DEVELOPMENT CLEAR
LENGTH
CONCRETE REINFORCING &SPLICE LENGTHS (IN)
CONCRETE
BAR SIZE
BAR LOCATION
#3
#4
#5
#6
#7
#8
#9
#10
#11
COMMENTS
TYPE
STRENGTH
£d
�s
kd h
fd
Is
Pd h
fd
Ps
Pd h
$d
Is
kd h
fd
Is
fd h
fd
Is
fd h
kd
fd h
fd
Pd h
Ed
Pd h
VERT. WALL BARS,
NWC
3000 PSI
17
22
8
22
29
8
28
36
10
33
43
12
48
62
13
55
72
15
62
17
69
19
76
30
FILL ON METAL DECK
HORIZ. WALL BARS,
NWC
3000 PSI
17
22
8
22
29
8
28
36
10
33
43
12
48
62
13
55
72
15
62
17
69
19
76
30
FOOTING TOP BARS
BEAM BOTTOM BARS,
NWC
3000 PSI
17
22
8
22
29
11
28
36
14
33
43
16
48
62
19
55
72
22
62
25
69
27
76
30
COLUMN BARS
FOOTING BOTTOM
NWC
3000 PSI
12
16
8
14
18
8
17
22
10
20
26
12
29
38
13
33
43
15
37
17
42
19
46
30
BARS
BEAM TOP BARS
NWC
3000 PSI
22
29
8
29
38
11
36
47
14
43
56
16
63
82
19
72
94
22
81
25
90
27
98
30
SLAB ON GRADE
NWC
3000 PSI
12
16
8
14
18
8
17
22
10
20
26
12
32
42
13
42
55
15
53
17
69
19
76
30
CONCRETE REINFORCING &SPLICE LENGTHS (IN)
CONCRETE
BAR SIZE
BAR LOCATION
#3
#4
#5
#6
#7
#8
#9
#10
#11
COMMENTS
EPE ]STRENGTH
Id
Is
Ydh
Yd
Is
Ydh
Id
Is
Ydh
Id
Is
Ydh
Yd
Ys
Ydh
fd
Is
Ydh
fd
Ydh
fd
Ydh
fd
Ydh
VERT. WALL BARS,
NWC
4500 PSI
14
18
7
18
23
6
23
30
8
27
35
9
40
52
11
45
59
13
51
14
56
16
62
25
FILL ON METAL DECK
HORIZ. WALL BARS,
NWC
4500 PSI
14
18
7
18
23
6
23
30
8
27
35
9
40
52
11
45
59
13
51
14
56
16
62
25
FOOTING TOP BARS
BEAM BOTTOM BARS,
NWC
4500 PSI
14
18
7
18
23
9
23
30
11
27
35
13
40
52
16
45
59
18
51
20
56
22
62
25
COLUMN BARS
FOOTING BOTTOM
NWC
4500 PSI
12
16
7
12
16
6
14
18
8
17
22
9
24
31
11
27
35
13
31
14
34
16
37
25
BARS
BEAM TOP BARS
NWC
4500 PSI
18
23
7
24
31
9
30
39
11
35
46
13
51
66
16
59
77
18
66
20
73
22
80
25
SLAB ON GRADE
NWC
4500 PSI
12
16
7
12
16
6
14
18
8
17
22
9
27
35
11
34
44
13
44
14
56
16
62
25
METAL STUD SHEAR
WALL SCHEDULE
A.B. @FOUND.
(NOTE 8)
EDGE
WALL MARK
PLYWOOD
SCREWS
STUD GA
COMMENTS
SHEATHING
(SEE NOTES 2
(MIN.)
DIA.
SPA.
(CDX U.N.O.)
& 3)
SW-1
15/32"
6"o.c.
16
3/4" DIA.
32"o.c.
USE 7/8" SIMPSON SSTB28, OR APPROVED EQUAL, FOR
ALL HOLD DOWNS U.N.O. SEE 8/S203
NOTES:
1.
ALL SHEATHING PANEL EDGES TO BE BLOCKED.
2.
ALL SCREWS SHALL BE #8 TEK SCREW MIN.
3.
FIELD SCREW TO BE SAME SCREWS @ 12"o.c.
4.
AT SHEAR WALLS W/SHEATHING ON BOTH SIDES, BOTH VERTICAL AND
HORIZONTAL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL
BE STAGGERED.
5.
SHEATHING SHALL BE STAMPED W/ APA STAMP. O.S.B. OF EQUIVALENT
THICKNESS, GRADE, AND RATING MAY BE USED IN LIEU OF
PLYWOOD.
6.
ALL A.B.TO HAVE MIN. 8" EMBEDMENT INTO CONCRETE.
7.
SEE 4/S206 FOR ANY LOCATIONS WHERE TRACK SPLICES OCCUR.
31 r Ik
architecture I design
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
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structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782.4656
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ISSUE DATE:01/31/19
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1 CITY REVIEW
04/05/19
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07/11/19
5 OWNER REVISION
03/18/20
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SPECIAL INSPECTION SCHEDULE 1, 2
ESTABLISHED PER 2015 IBC SECTION 110 AND CHAPTER 17
31 r Ik
architecture I design
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
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1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782.4656
(TYP.)
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5 OWNER REVISION 03/18/20
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WALL SCHEDULE
BRIDGING OPTIONS
MARK
STUD
SPACING
TOP TRACK
BOTTOM TRACK
COMMENTS
WHERE BRACING TERMINATES AT BUILT-
UPJAMB OR POST, EXTEND CHANNEL
INTO PUNCH -OUT. USE 2" x 2" x 16 GA.
CLIP ANGLE 1-1/4" LESS THAN STUD
WIDTH. ATTACH USING (4) #8 SCREWS.
1-1/2" x 16 GAUGE COLD
ROLLED CHANNEL. TO BE
SPACED AS REO'D PER
EXTERIOR FRAMING NOTES
2" x 2" x 16 GAUGE CLIP ANGLE
1/4" LESS THAN STUD WIDTH.
ATTACH USING (4) #8 SCREWS.
CLIP ANGLE TO BE PLACED AT
EACH STUD.
OPTION 1
�
TSN BRIDGEBAR
OR COLD ROLLED
CHANNEL
OPTION 2
TSN BRIDGECLIP BC600 @
EA. STUD -SEE SCHED.
ADDITIONAL SCREWS FOR
LOAD BEARING
APPLICATIONS
SSW-1
800S162-54
16"o.c.
800T150-54
800T150-54
BRIDGING @ 4'-0"o.c. WHERE SHEATHING IS NOT ATTACHED ON BOTH FLANGES OF STUD
NOTE:
1. USE SSW-1 UNLESS NOTED OTHERWISE.
2. ATTACH BOTTOM TRACK TO FOUNDATION WALL PER 11/S206
JAMB STUD SCHEDULE
5
EDA
CONFIG. 1
CONFIG. 2
#8 SCREWS
@ 24"o.c. (TYP.)
MARK
MAX. OPENING
# OF JAMB STUDS
CONFIGURATION
CONCRETE CONNECTION
ROOF CONNECTION
COMMENTS
CONNECTOR
ANCHOR
CONNECTOR
ANCHORAGE
S
-
6
9 206
9 206
SE FOR CO ION
SSJ-2
20'-0"
(3)
2
7/S206
7/S206
9 & 10/S206
9 & 10/S206
SEE PLAN FOR ROOF CONNECTION
SSJ-3
SEE PLAN
(2)
1
7/S206
7/S206
--
--
HEADER SCHEDULE
#8 SCREWS
o.c.
5
Q
HORIZONTAL SECTION
(TYP.)
VERTICAL SECTION
(TYP.)
CONFIG. 1
#8 SCREWS
o.c.
Q
51�
CONFIG.2
IZONTAL SECTION
(T P.)
VERTICAL SECTION
(TYP.)
MARK
MAX. OPENING VERT. SECTIONS
HORIZ. SECTIONS
CONFIGURATION
HEADER CONNECTION
COMMENTS
8 2-54
80 -54
6
SSH-2
20'-0"
(2) 1200S162-54
(1) 800S350-68 &
(2) 800T350-68
2
5/S206
SSH-3
SEE 7/S207
(2) 362S162-33
(2) 362T125-33
1
5/S206
SEE DETAIL 7/S207
SILL SCHEDULE
SILL TRACK -SEE SCHED.
CONFIG. 1
MARK
MAX. OPENING
SILL COMPONENTS
CONFIGURATION
SILL CONNECTION
ANGLE
COMMENTS
SSS-1
10'-0"
800T150-54
1
5/S206
USE SAME CLIP AS SHOWN IN HEADER DETAIL
7
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CONCRETE TILT -UP WALL
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CONCRETE TILT -UP WALL
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DNCRETE TILT -UP WALL
EXISTING REINFORCED
CONCRETE TILT -UP WALL
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FOOTING & FOUNDATION PLAN A
SCALE: 1/8" = V-0" S 101
31 r Ik architecture I design
FOOTING & FOUNDATION NOTES :
1. SEE SHEET S001 FOR GENERAL STRUCTURAL NOTES.
2. ALL FOOTINGS SHALL BE PLACED ON SOIL WHICH HAS BEEN PREPARED FOR THE BEARING PRESSURE
SHOWN IN THE STRUCTURAL NOTES.
3. VERIFY ALL DIMENSIONS WITH DRAWINGS AND NOTIFY ENGINEER OF ANY DISCREPANCIES FOUND.
4. SEE SHEET S002 FOR FOOTING SCHEDULE.
5. PROVIDE DOWELS IN FOOTINGS / FOUNDATIONS TO MATCH VERTICAL WALL REINFORCING U.N.O.
6. SEE SHEET S201 FOR TYPICAL FOOTING AND FOUNDATION DETAILS.
7. ALL EXTERIOR WALL FOOTINGS TO BEAR A MINIMUM DIMENSION BELOW EXTERIOR GRADE AS NOTED
IN GENERAL STRUCTURAL NOTES.
8. FOUNDATION WALLS ARE DESIGNED AND DETAILED FOR THE COMPLETED CONDITION. CONTRACTOR
IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION. BACKFILLED WALLS SHALL BE
ADEQUATELY BRACED DURING CONSTRUCTION AND BACKFILLING TO PRODUCE PLUMB AND TRUE
FINISHED WALLS.
9. ALL ANCHORS, HOLD-DOWNS, ANCHOR BOLTS, DOWELS, EMBEDDED ITEMS, ETC. SHALL BE HELD IN
PLACE PRIOR TO AND DURING CONCRETE AND/OR GROUT PLACEMENT.
10. COORDINATE ALL FOOTING DEPTHS (INTERIOR AND EXTERIOR) WITH DRAINS, CONDUITS, ETC. THAT
MAY INTERFERE WITH FOOTINGS.
U 0 E L A L TO BE 8" THICK. SEE STRUCTURAL NOTES FOR
REl FORCING.
12. SEE DETAIL 5/S207 FOR CP-1 SIZE AND REINFORCING.
1. SLAB ON GRADE SHALL BE 6" THICK REINFORCED CONCRETE U.N.O. SLAB SHALL BE UNDERLAIN BY
FREE DRAINING MATERIAL AS PRESCRIBED IN THE SOILS REPORT.
2. SEE SHEET S201 FOR CONTROL AND CONSTRUCTION JOINT INFORMATION.
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
1-3a-1D1 Y
CONSULTANTS:
BE
ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 4. 801.782 . 4656
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REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
S101
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WOOD FLOOR FRAMING NOTES:
1. FOR FLOOR SHEATHING AND NAILING REQUIREMENTS, SEE STRUCTURAL NOTES ON SHEET
S001.
2. — — —INDICATES SIMPSON STRAPS. CENTER OVER TOP PLATE WITH JOISTS AND / OR 2x FLAT
BLOCKING BELOW. SEE SCHEDULE.
3. SEE STRUCTURAL NOTES FOR REQUIRED DECK AND ATTACHMENTS.
4. CONTRACTOR SHALL ERECT AND MAINTAIN ADEQUATE TEMPORARY BRACING UNTIL ALL FLOOR
FRAMING AND DECK ATTACHMENTS ARE COMPLETE.
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
CONSULTANTS:
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ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 4. 801.782.4656
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REVISIONS:
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SECOND FLOOR & CANOPY FRAMING PLAN A 2 OWNER REVISION 07/11/19
SCALE : 1/8" = V-0° 1Sj J12 5 OWNER REVISION 03/18/20
REVIEW SET
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1. SEE SHEET S001 FOR GENERAL STRUCTURAL NOTES.
2. GENERAL CONTRACTOR SHALL VERIFY MECHANICAL EQUIPMENT WEIGHTS, DIMENSIONS, AND
LOCATIONS W/ MECHANICAL AND REFRIGERATION CONTRACTORS PRIOR TO ORDERING/FABRICATING
JOISTS.
3. (### / ### ) DENOTES APPLIED TOTAL AND LIVE UNIFORMLY DISTRIBUTED LOADS IN POUNDS PER
LINEAR FOOT OF JOIST, RESPECTIVELY.
4. JOISTS SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED FOR ADDITIONAL LOADS
INDICATED.
5. SNOW DRIFT LOADS INDICATED ON FRAMING PLANS SHALL BE APPLIED IN ADDITION TO UNIFORMLY
DISTRIBUTED LOADS INDICATED PER NOTE 3.
6. PROVIDE ADDED HORIZONTAL AND VERTICAL JOISTS LOADS WHERE INDICATED ON PLAN OR DETAILS.
7. JOISTS AND GIRDERS SHALL BE DESIGNED FOR 15 PSF NET WIND UPLIFT, OR PER SCHEDULE ON
SHEET S002
8. SEE ROOF DECK SCHEDULE FOR REQUIRED DECK AND ATTACHMENTS.
9. SEE SHEET S201 FOR OPENINGS IN ROOF DECK. SEE MECHANICAL AND ARCHITECTURAL DRAWINGS
FOR EXACT LOCATIONS.
10. CONTRACTOR SHALL ERECT AND MAINTAIN ADEQUATE TEMPORARY BRACING UNTIL ALL ROOF
FRAMING AND DECK ATTACHMENTS ARE COMPLETE.
11. CONCENTRATED LOADS FROM EQUIPMENT, PIPING, ETC., SHALL NOT BE HUNG FROM JOISTS EXCEPT
AT PANEL POINTS AND AS APPROVED BY THE ENGINEER.
12. JOIST BRIDGING DESIGN AND LOCATION BY JOIST MANUFACTURER.
13. ANY CONCENTRATED LOAD ON JOIST CHORDS (INCLUDING FRAMING ANGLES) NOT LOCATED WITHIN 6"
OF A PANEL POINT REQUIRE (2) L 2" X 2" X 1/4" FROM THE POINT LOAD TO THE NEAREST OPPOSITE
CHORD PANEL POINT (CONTRACTOR SUPPLIED AND INSTALLED).
14. ANY ROOF SUPPORTED PIPING 6" OR LARGER RUNNING PARALLEL TO JOIST SHALL BE SUPPORTED BY
TWO OR MORE JOISTS.
15. ALL JOISTS TO HAVE 2 1/2" JOIST SEAT.
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
CONSULTANTS:
ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782 . 4656
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ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
S103
POUR #1
DIAMOND
BLOCKOU
COLUMN
POUR #2
POUR #3
NOTES:
1. JOINTS SHALL OCCUR AT MAIN COLUMN/GRID LINES
W/ 10'-0" MAX. SPACING BETWEEN JOINTS @ 4" SLABS;
12'-0" MAX. @ 5" SLABS, & 15'-0" MAX. @ 6" SLABS.
2. SEE PLAN FOR SLAB THICKNESS'T' AND REINFORCING
SIZE AND SPACING.
TYPICAL CONCRETE SLAB JOINTS
SCALE : NONE
PLATE DOWELS @ 24"o.c.
OR 1/2"0 x 18" UNBONDED
DOWELS @ 18"o.c. SLAB REINFORCEMENT (WHERE
OCCURS) TERMINATE 3" FROM
CONC. FLOOR SLAB EA. SIDE OF CONSTRUCTION
JOINTS
a ° ° a Z SAWN OR FORMED JOINT
°14 , CONC. FLOOR SLAB
18"
8... 18" -
= - a
9 ,a
' III _III II III —III III III III —III III '
NOTE: THICKENING OF SLAB T -SLAB THICKNESS
NOT REQUIRED FOR SLABS SLAB REINFORCEMENT
WITH T = 6" OR GREATER T = SLAB THICKNESS (WHERE OCCURS)
CONSTRUCTION JOINT CONTROL JOINT B
SCALE: NONE A SCALE: NONE
(2) #6 DOWELS (@ /
CONCRETE FOUND. �Q
WALLS ONLY) 30"
TYP. FOUNDATION 24"
REINFORCEMENT T = FOOTING THICKNESS
H = FOOTING STEP HEIGHT
° a
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° � REINFORCEMENT
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NOTES:
1. FOUNDATION REINFORCING NOT SHOWN FOR
CLARITY.
2. SEE FOOTING SCHEDULE FOR FOOTING WIDTH AND
REINFORCING SIZE AND LOCATION. ALL FOOTING
REINFORCING REFERENCED IN THE SCHEDULE OR
SHOWN IN THE DETAILS MUST RUN CONTINUOUS
THROUGH THE FOOTING STEP.
TYPICAL STEPPED FOOTING
SCALE : NONE
NON-SHI
VERIFY 1
TOP OF
PIER / FC
GRADE
I
HEADED ANCHOR BOLT THREADED ROD
TYPICAL ANCHOR BOLT EMBEDMENT
DETAIL
SCALE : NONE
PLAN VIEW
(2) #4 x 4'-0" BARS SHALL BE
PLACED IN THE SLAB WHERE
CONTROL OR CONSTRUCTION
JOINTS INTERSECT ONE
ANOTHER BUT DO NOT
CONTINUE PAST THE JOINT.
C.J.
(2) #4 x 4'-0" BARS SHALL BE PLACED
IN THE SLAB WHERE CONTROL OR
CONSTRUCTION JOINTS DO NOT
EXTEND FROM THE CORNERS OF
COLUMN BLOCK -OUTS IN SLABS.
(2) #4 x 4'-0" BARS SHALL BE PLACED IN
THE SLAB WHERE CONTROL OR
CONSTRUCTION JOINT INTERSECTIONS
DO NOT OCCUR AT DEPRESSED SLAB
CORNERS.
U
DEPRESSED SLAB
PLAN VIEW
TYPICAL CONTROL JOINT DETAIL
PLAN VIEW
52O1
SCALE : NONE
NOTE:
TYPICAL FOUNDATION WALL
REINF. NOT SHOWN FOR CLARITY.
CONCRETE OR CMU
FOUNDATION WALL
UTILITY TRENCHES
Lu
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BACK FILL & COMPACT PER
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GEOTECHNICAL REPORT_7A
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NOTE :THICKEN
FOOTING WHERE
FOR OPENINGS LARGER THAN 12" IN ANY
PIPE IS LESS THAN 24"
DIRECTION - SEE STRUCTURAL NOTE E-7.
BELOW BOTTOM OF FOOTING
NO DIGGING FOR PIPE TRENCH
PARALLEL TO FOOTING WITHIN
THIS BOUNDARY
NOTE:
1. DETAIL IS SIMILAR AT MASONRY
FOUNDATION WALLS.
2. SEE TYPICAL DETAIL FOR MULTIPLE WALL
2
S2O1
PENETRATIONS. PIPE PARALLEL TO FOOTING
PIPE CROSSING FOOTING / FOUNDATION WALL
4 ALLOWABLE PIPING LOCATIONS @ FOOTING DETAIL r5
52O1 SCALE : NONE �21
1" MIN.
NUT THICKNESS
BASE PL. THICKNESS -
SEE APPROPRIATE
SCHED. OR DETAIL
EMBEDMENT LENGTH -
SEE DETAILS FOR MIN.
EMBEDMENT LENGTH
BOLT HEADS / NUT THICKNESS
1 THREAD MIN.
3" MIN. CLEAR
14 GA. STEEL SHEET 12" MIN.
BEYOND OPFnlmlr: Fora \AioV
ALL SIDES
'EK SCREWS AT 6"o.c.
A WAY
< PENETRATION
NOTES:
1. USE DETAIL FOR FOLLOWING CONDITIONS
NO ADDED LOAD NOTED ON PLANS.
(1) TO (3) DECK FLUTES ARE PENETRATED.
2. FOR OPENINGS GREATER THAN THREE
FLUTES (18") - SEE TYP. DETAIL
TYPICAL FRAMING @ SMALL ROOF
7 OPENINGS
S2O1 SCALE : NONE
3/4" 6"
METAL DECK - SEE PLAN
SEE ARCH. /
MECH. PLAN
L ANGLE (TYPICAL) ALL AROUND \ 3/16"I
OPENING - SEE SCHEDULE V
SUPPORT MEMBER - SEE PLAN
SPAN LENGTH 'L'= JOIST SPACING OR LENGTH OF OPENING
n PARALLEL WITH JOISTS, WHICHEVER IS GREATER
SPAN ANGLE SIZE
L<_6'-0"
L4x4x1/4
L<_8'-0"
L4x4x3/8
L <_ 10'-0"
L 5 x 5 x 3/8
TYP. @
PERIMETER
OF
OPENING
L TO
FRAMING
1/4" 3" MIN. TYP.
TYP.
NOTES:
1. THIS DETAIL APPLIES TO ROOF OPENINGS
LARGER THAN 18" IN EITHER DIRECTION.
2. MECHANICAL CURB ATTACHMENT TO
STRUCTURE IS BY OTHERS.
3. THIS DETAIL OCCURS UNDER THE CURB
AND AROUND THE OPENING. WHERE NO
OPENING OCCURS, FRAME OCCURS
BELOW CURB ONLY.
TYP. FRAMING @ ROOF OPENINGS &
8 ROOFTOP EQUIPMENT DETAIL
S2O1 SCALE : NONE
9
S2O1
SLEEVE DIAMETER
PIPING/CONDUIT THRU SLAB OR WALL
—0 --a 0 AC�-- C� �
3D
MAX 'D' = T/3 OR 2",
WHICHEVER IS SMALLER
NOTE: WHERE CLEAR DISTANCE BETWEEN
SLEEVES IS IMPOSSIBLE, THIS AREA SHALL BE
TREATED AS AN OPENING PER REINFORCING
AT STRUCTURAL CONCRETE SLAB OPENINGS,
SEE TYPICAL DETAIL.
PIPING/CONDUIT IN SLAB OR WALL
TYP. PIPING/CONDUIT AT SLAB OR WALL
SCALE : NONE
fn
NOTES:
1. fs = LAP SPLICE LENGTH - SEE REBAR LAP
SCHEDULE
2. VERTICAL BARS NOT SHOWN
3. THIS DETAIL IS APPLICABLE AT ALL
FOOTINGS AND FOUNDATION WALLS
fs fs
a pp
°I
4
a a -
4
4 DOUBLE MAT
a �
INTERSECTION CORNER
4 ALTERNATE BENDS, TYP.
° fs Is
a
a° a
SINGLE
INTERSECTION CORNER
TYP. REINF. @ INTERSECTIONS IN CONC.
DETAIL
SCALE : NONE
C
TYPE S13P-1 TYPE SBP-2
A = 1/2" MIN.
B = 1 1/2"
C=3"MIN.
TYPICAL BASE PLATE
SCALE : NONE
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31 r Ik architecture I design
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S201
6
S2O1
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265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
1-3a-m! Y
CONSULTANTS:
Is
ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782.4656
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ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
S201
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EXISTING FOOTING & FOUNDATION
SCALE: NONE
EXISTING CONCRETE
WALL
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INTO EXIST. FDN
WALL
FIELD
VERIFY
)IIIIIII
FIELD -III
VERIFY IIIIIII
-�II,I�II1
EXISTING STRIP FOOTING
DETAIL
SCALE: NONE
EXIST. TILT UP WALL -
FIELD VERIFY
FIELD VERIFY BEAM TO
WALL CONNECTION
HSS COLUMN - SEE PLAN
ANGLE CLIP - SEE 5/S202
DETAIL
SCALE: NONE
d
3/16"
FOUNDATION WALL REINF. - S E
STRUCTURAL NOTES &SCHED LE. -
DRILL & EPDXY ALL HORIZ. REIN
TO EXISTING FDN W/ 6" MIN. EM D
CONCRETE FTG - SEE PLAN \
& SCHEDULE FOR SIZE & REINF.
L4 x 3 x 1/4 x 0'-4" (LLV) AT 2'-0"o.c
TOP AND BOTTOM W/ 1/2" DIA.
EPDXY ANCHORS W/ 5" EMBED
2x6 WOOD PLATE W/ 1/2" DIA.
THREADED RODS AT 12"o.c.
ATTACHED TO HSS FOR
WOOD PLATE ATTACHMENT —
FLOOR SHEATHING - SEE
STRUCTURAL NOTES
WOOD JOIST - SEE PLAN
TOP FLANGE HANGER W/
1500# MIN. CAPACITY
NEW HSS BEAM -
SEE ELEVATION
3 SIDES TYP
EXISTING CONCRETE WALL
B.N. -SEE STRUCTURAL
NOTES
SEE ELEVATION
5
NOTE: WOOD FRAMING NOT
SHOWN FOR CLARITY
1 DETAIL
2
DETAIL
3
S202 SCALE : NONE
S202
SCALE : NONE
S202
NEW HSS COLUMN -SEE ELEVA
L4x3x3/16 EA. SIDE OF COLUMN
AT 4'-0" MAX SPACING W/ 1/2"
DIA. THREADED ROD W/ HILTI
HY200 EPDXY W/ MIN. 5"
EMBED. - FIELD VERIFY
3" LOCATIONS
1/4"
BASE PL. & A.B. - SEE 4/S202
1-1/2" NON -SHRINK CUT & REMOVE SLAB
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S202
EXISTING CONC. SLAB
NEW FOOTING - SEE
PLAN AND SCHED.
EXIST. W BEAM -
FIELD VERIFY
1/4
3 SIDES, TYP
3 SIDES, TYP
8
S202
DETAIL
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265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
1-3a-m! Y
CONSULTANTS:
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ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782 . 4656
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2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
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COLUMN SIZE
BASE PLATE SIZE
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EMBED - SEE DETAIL 7/S201 10/S201 FOR PLATE SIZE
BLOCKOUT CONCRETE SLAB (WHERE
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SCALE : NONE S2O3
WINDOW SYSTEM - BY OTHERS
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REVEAL WHERE REQ'D.
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SEE PLAN AND SCHEDULE
FOR SIZE AND REINFORCING.
HOLD DOWN
SIZE
ANCHOR
SIZE
MIN. EMBEDMENT
DEPTH "le"
S/HDU11
SSTB28
24 7/8"
NOTE:
INCREASE FOOTING THICKNESS OR STEP
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SCALE : NONE
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BASE PLATE SCHEDULE
COLUMN SIZE BASE PL. SIZE �DIMENSION 'A' �DIMENSION 'B' A.B. SIZE
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3"
4"
3/4"
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SEE DETAIL 7/S201 PLATE SIZE
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SEE PLAN FOR THICKNESS
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FOR SIZE AND REINFORCING
COLUMN TO SPOT FOOTING
SCALE : NONE
WALL SHEATHING -
SEESTRUCT.NOTES
BOTTOM TRACK - SEE 11/S206
& STRUCT. NOTES
2
S203
METAL WALL STUDS -
SEESTRUCT.NOTES
CONCRETE SLAB
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24"
12"
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CONCRETE FOUNDATION WALL -
SEE PLAN AND STRUCTURAL
NOTES FOR REINFORCING III III
5 SECTION
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IIIIII : - ° IIIIII
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CONCRETE FOUNDATION WALL - IIIII " J REINFORCING
SEE PLAN AND STRUCTURAL III d" a II
NOTES FOR REINFORCING
SEE DETAIL 2/S203 FOR
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SEE PLAN AND SCHEDULE :III a ". ° III
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ARCHITECTURAL SLANTED
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3
S203
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SCALE : NONE
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SCALE : NONE
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AND 48"o.c. MAX. -
SEESTRUCT.NOTES
STIFFENER PLATE EACH SIDE -
APA RATED
SEE STRUCTURAL NOTES
SHEATHING @ ALL
SHEAR WALLS - SEE
WOOD JOIST - SEE PLAN.
STUDS - SEE SHEAR
STRUCT. NOTES FOR
SEE DETAIL 10/S203 FOR
WALL SCHEDULE &
PANEL NAILING
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FRAMING NOTES
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BOUNDARY
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BOTTOM TRACK
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SEE PLAN FOR SIZE
1/4" CAP PLATE x 8" x 0'-1100
HSS COLUMN - SEE PLAN
a
SEE SHEAR WALL SCHED. FOR
BOLTED ATTACHMENT TO
4
FOUNDATION. PROVIDE 1/4" x
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FLOOR SHEATHING - SEE
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DOUBLE 2x OR SINGLE 3x WOOD NAILER
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ATTACHMENT
�I �M -SEE PLAN
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W BEAM - SEE PLAN
7
S203
4 �
S203
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33 FOR MORE INFO.
DR SHEATHING - SEE
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)D JOIST - SEE PLAN
HOOD STIFFENER PLATE
H SIDE OF WEB, TYP.
FLANGE HANGER W/
1500#MIN. CAPACITY
8 L BEAM TO BEAM 9 DETAIL 10
S20' SCALE : NONE S2O3 SCALE : NONE S203
265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
1-3a-m! Y
CONSULTANTS:
a
ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782 . 4656
SCALE:
ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET
S203
V
BENT
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SEE ROOF DECK
SCHEDULE
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IMMMMENWIMEM
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W COLUMN - SEE PLAN
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SCALE: NONE
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DECK SCHED.
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- SEE PLAN
1 �
S204
ROOF DECK - SEE SCHED.
FOR SIZE & ATTACHMENT
W BEAM - SEE PLAN
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SIDE OF BEAM WEB
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HSS COLUMN - SEE PLAN
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SCALE : NONE S2O4 SCALE : NONE S20
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362S162-43 BRACE @ 48"o.c. MAX
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SCALE: NONE
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ROOF DECK - SEE SCHED.
FOR SIZE & ATTACHMENT
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SCALE: NONE
TOP TRACK - SEE
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BENT PLATE -
SEE 1/S204
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WALL SHEATHING -
SEE ARCH
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STRUCT. NOTES
BOTTOM TRACK - SEE
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31 r Ik architecture I design
265 Winslow Way East
BEARING PLATE Suite 202D
PER TYP. DETAIL
Bainbridge Island
TYP. Washington 98110
AN
FOR BEAM
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
CONSULTANTS:
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ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 4. 801.782 . 4656
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5 OWNER REVISION 03/18/20
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3205 SCALE : NONE
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1112140110
31 r Ik architecture I design
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FOR FLUSH SURFACE 265 Winslow Way East
CONTACT
1/2" GAP (MAX.) Suite 202D
W BEAM - SEE PLAN Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
3/4"0 BOLTS -
/ SEE SCHEDULE FOR
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ISSUE DATE:01/31/19
EVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
OWNER REVISION 03/18/20
11 REVIEW SET
S205
S205
31 r Ik architecture I design
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NOTE: DO NOT WELD COLUMN 265 Winslow Way East
TO CAP PL AT FILLET AREAS WHERE BRACING TERMINATES AT
ROOF DECK - SEE SCHED. 33 BUILT-UP JAMB OR POST, EXTEND Suite 202D
FOR SIZE & ATTACHMENT COLUMN CAP PL 2X BEAM FLANGE 6 Nv CHANNEL INTO PUNCH -OUT. USE 2" x 2"
THICKNESS X DIMENSIONS OF x 16 GA. CLIP ANGLE 1-1/4" LESS THAN WALL TRACK -SEE
HSS BLOCKING - SEE 6/S204 COLUMN Fy = 50 ksi 4 STUD WIDTH. ATTACH USING (4) #8 EXTERIOR FRAMING NOTES Bainbridge Island
O SCREWS.
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TOLERANCES SHALL NOT
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CJP TYP. SEE SCHEDULE FOR BEAM O O frank@3rkarchitecture.com
TO COLUMN CONNECTION
2" x 2" x 16 GAUGE CLIP ANGLE
W BEAM - SEE PLAN 1/4" LESS THAN STUD WIDTH.
KEY NOTES: O ATTACH USING (4) #8 SCREWS.
5/8" STIFFENER PL. ` CLIP ANGLE TO BE PLACED AT �Q� F'WAS
CAP PLATE TO OR 1. BEVEL AS REQUIRED BY AWS D1.1 FOR SELECTED GROOVE WELD PROCEDURE. ` EACH STUD.
COLUMN>— W COLUMN - SEE PLAN 2. LARGER OF tbf OR 1/2 INCH. (PLUS 1/2 W, OR MINUS 1/4 tbf). x
N3. 3/4 tbf TO tbf, 3/4" MINIMUM (+ 1/4 INCH). STUD BLOCK TO MATCH
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5. 3 tbf. (+ 1/2 INCH). p Gc3sgp
6. SEE FEMA-353, RECOMMENDED SPECIFICATIONS AND QUALITY ASSURANCE
GUIDELINES FOR STEEL MOMENT -FRAME CONSTRUCTION FOR SEISMIC APPLICATIONS, �0
FOR FABRICATION DETAILS INCLUDING CUTTING METHODS AND SMOOTHNESS
REQUIREMENTS.
CONSULTANTS:
MOMENT FRAME CONNECTION DETAIL 1 DETAIL 2 TYP. LATERAL BRACING / BRIDGING 3 TYP. TRACK SPLICE DETAIL 4
SCALE: NONE S2O6 L SCALE : NONE S206 L SCALE : NONE S O6 SCALE: NONE S O6
(4) SCREWS AT 1 1/2" (2) JAMB STUDS /
SECTION OF 16 GA. MIN. LAPPED TRACK _ 1r
NOTE: IF ATTACHING TO BACK TO BACK 1 /8 \ 2-16 ENGINEERS
TRACK LENGTH 1-1/4" LESS NOTE: IF ATTACHED TO ROOF DECK USE (4) #12 JAMB STUDS \ structural consultants
THAN HEADER DEPTH. SCREW STRUCT. JAMB REPLACE EA. SCREW IN PLACE OF EACH ph.801W. ..7e�6008f�.xdebii82.4656
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18 GA. MIN. CLOSURE TRACK
(2) #8 SCREWS A AS REQ'D ATTACH W/ 3 1/4" MIN. EMBED.
HEADER CONNECTION . ' 4 SCREWS ON EA. SCREWS 24"o.c. LOCATED AS SHOWN ABOVE.
@ 16"o.c. () @ W/ #8 SCREWS @ 16 o.c. -
TYPICAL BOTTOM/TOP SIDE OF SPLICE CONNECTING CORNER COORDINATE W/ HEADER 0 \ STUD DETAILS BOTTOM TRACK
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SECTION A SCREW OPTION A SCREW OPTION B WELD OPTION 0 = N
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IN VERTICAL SLOT @ EACH STUD - WELD TO EDGE ANGLE AS SHOWN
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STEEL STUDS - SEE STRUCT.
LO STEEL STUDS - SEE W BEAM - SEE PLAN NOTES
� STRUCT.NOTES
WALL SHEATHING - SEE SCHED. 3/8" DIA. x 4" SIMPSON TITEN HD
Cb REVISIONS:
WALL SHEATHING -SEE SCHED. W/ 3 1/4" EMBEDMENT @ 32"o.c. 2 3/4" MIN. TO EDGE
OF CONCRETE
1 CITY REVIEW 04/05/19
0 2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
N DETAIL 9 DETAIL 10 DETAIL 11 REVIEW SET
P SCALE: NONE S206 L SCALE : NONE S2O6 L SCALE : NONE S2O6
U
S206
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0
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AT 4'-0"o.c.
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E.N. = EDGE NAILING
F.N. = FIELD NAILING
TYP. SHEATHING LAYOUT
SCALE: NONE
WOOD NAILER -
FLOOR SHEATH
STRUCTURALN
WOOD JOIST - S
SEE DETAIL 10/,
HANGER INFO.
W BEAM - SEE P—_
NOTE: SEE 2/S207 FOR ATTACHMENT
OF NEW JOISTS TO EXISTING JOISTS,
WHERE OCCURS.
DETAIL
SCALE: NONE
B.N. - SEE STRUCTURAL
NOTES
ROOF SHEATHING - SEE
STRUCTURAL NOTES —
2x REQ'D FLAT BLOCKING AT
SIMPSON STRAPS W/ B.N. —
WOOD JOIST - SEE PLAN
3 1/2" x 11 7/8" LEDGER - ATTACH TO
EACH STUD (16"o.c. MAX) W/ (3)
SIMPSON SDWH SCREWS W/ 3" MIN.
PENETRATION INTO STUD, ATTACH
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NAILS AT 4"o.c. PRE -DRILL AS
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SIMPSON ST2215 AT LEDGER
SPLICES - CENTERED ON SPLICE —
E.N. TYP.
2 x 4 FLAT BLOCKING
AT ALL UNSUPPORTED
EDGES
4'-0" x 8'-0" TYP
SHEATHING
1/8" PANEL GAP
(TYP.)
EDGE SHEATHING JOINTS TO
BE CENTERED ON JOISTS
EDGE OF FLOOR
B.N. - SEE STRUCTURAL
NOTES
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AT 4'
1 /8" F
(TYP
BLO(
CONCRETE SLAB - SEE
PLAN / NOTES FOR
THICKNESS AND
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E.N. = EDGE NAILING
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B.N. TYP.
1
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(3) 5/8" DIA x 3" HEADED STUDS
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CONCRETE PIER W/ (8) #
6 VERTICAL AND #3 TIES
AT 8"o.c. W/ (3) IN TOP 5"
HSS COLUMN - SEE PLAN
CONCRETE SLAB - SEE
ARCH AND CIVIL
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Sig
SIG._
CONCRETE FOOTING -
SEE SCHEDULE FOR
SIZE AND REINFORCING
BASE PLATE 1" x 15" x V-3"
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BOLTS W/ DOUBLE NUTS
AND 12" MIN. EMBED
EXISTING 2x JOIST
(2) PIECES
NOTE: PRE -DRILL HOLES IN
EXISTING FRAMING AS REQ'D
TO PREVENT SPLITTING.
HEADER AND BEAM MEMBER
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SCALE : NONE
TYP. AT CAP PLATE
TYP.
SEE ARCH
HSS BEAM - SE
SEE ARCH
STEEL HEADEI
ATTACH TO HE
PER DETAIL 5/:
NOTE: METAL STUDS NOT
SHOWN FOR CLARITY
EXISTING FLOOR SHEATHING
(2) ROWS 12d NAILS AT
12"o.c. EACH SIDE OF BEAM
NEW 2x JOIST - SEE PLAN
2
S207
1/4" CAP PLATE x REQ'D
HSS COLUMN - SEE PLAN
DETAIL
SCALE: NONE
WOOD NAILER - S
FLOOR SHEATHIN
STRUCTURAL NO
W BEAM - SEE PL,
BEAM CONNECTI(
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HSS COLUMN - FIL,_ .
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31 r Ik architecture I design
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STEEL HEADER SSH-3 - ATTACH TO
JAMB SSJ-3 PER DETAIL 5/S206
362S162-33 AT 16"o.c. TYP.
AT (4) LOCATIONS
362T125-33 W/ (2) ROWS OF #8
SCREWS AT 16"o.c. STAGGERED.
TYP. AT (8) LOCATIONS
STEEL HEADER SSH-3 - ATTACH TO
JAMB SSJ-3 PER DETAIL 5/S206
4 TYP. CANOPY FTG. DETAIL 5 DETAIL 6 DETAIL 7
5207 SCALE : NONE S207 SCALE : NONE S207 SCALE: NONE S207
SIMPSON LSTA18 AT 24"o.c.
E.N. - SEE STRUCTURAL
NOTES
2x OR LVL BLOCKING W/
SIMPSON A35 AT EACH END
EXISTING WOOD STUD
WALL
B.N. - SEE STRUCTURAL
NOTES
FLOOR SHEATHING - SEE
STRUCTURAL NOTES
WOOD JOIST SEE PLAN
WOOD BEAM - SEE PLAN.
SEE DETAIL 2/S207 FOR
ATTACHMENT TO EXISTING
MEMBER
NOTE: USE TOP FLANGE HANGER W/
2000# MIN. CAPACITY AT LVL BEAM.
EXISTING FLOOR SHEATHING
EXISTING 2x JOIST - FIELD
VERIFY
EXISTING END BLOCKING -
FIELD VERIFY
2x BLOCKING BETWEEN EACH
EXISTING JOIST
EXISTING FLOOR JOIST -
FIELD VERIFY
SIMPSON H2.5A AT EACH JOIST
3'- 6" MAX.
WOOD BEAM - SEE PLAN
DOUBLE TOP PLATE
WOOD JAMB - SEE PLAN
DETAIL
8
DETAIL
9
DETAIL
10
SCALE : NONE
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SCALE : NONE
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SCALE : NONE
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265 Winslow Way East
Suite 202D
Bainbridge Island
Washington 98110
telephone
206 842 1253
e-mail
frank@3rkarchitecture.com
1-3a-m! Y
CONSULTANTS:
0
ENGINEERS
structural consultants
1594 W. Park Cir. Ogden, Utah 84404
ph. 801.782.6008 fx. 801.782. 4656
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SCALE:
ISSUE DATE:01/31/19
REVISIONS:
1 CITY REVIEW 04/05/19
2 OWNER REVISION 07/11/19
5 OWNER REVISION 03/18/20
REVIEW SET A
S207