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I S T R U C T U R A L N O T E S
<br />1.0 GENERAL
<br />THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS,
<br />ANY DISCREPANCY FOUND AMONG THE DRAWINGS,
<br />SPECIFICATONS, THESE NOTES, AND THE SITE CONDITIONS
<br />SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT
<br />SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE
<br />CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL. BE
<br />DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL
<br />VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS
<br />PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE
<br />CONTRACTOR, iS RESPONSIBLE FOR ALL BRACING AND SHORING
<br />DURING CONSTRUCTION.
<br />1.1 CODES
<br />ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO
<br />THE REQUIREMENTS OF THE CITY OF EVERETT AND: THE 1994
<br />UNIFORM BUILDING CODE (UBC), AS AMENDED AND ADOPTED BY
<br />THE CITY OF EVERETT AND THE STATE OF WASHINGTON;
<br />A.C.I. 318-89 (REVISED 1992); A.I.S.C. 9TH EDITION;
<br />AWS; A.I.T.C. 2ND EDITION; AND A.I.S.I 1986 EDITION AND
<br />1989 ADDENDUM.
<br />1.2 DESIGN CRITERIA
<br />A. VERTICAL LOADS
<br />1. LIVE LOADS
<br />ROOF (SNOW) 25 PSF
<br />FLOORS (RESIDENTIAL) 40 PSF
<br />DECKS (RESIDENTIAL) 40 PSF
<br />EXIT FACILITIES 100 PSF
<br />NOTE: SPECIAL SNOW LOADS AT LOWER ROOFS UNDER ROOF ABOVE
<br />SHALL BE CALCULATED PER UBC APPENDIX CHAPTER 16, SECTION
<br />1641 PER BUILDING OFFICIAL'S REQUIREMENT. ADDITIONAL SNOW
<br />LOADS WILL BE APPLIED TO THE AMOUNT LISTED ABOVE.
<br />B. LATERAL LOADS:
<br />ALLOW 33-1/3% INCREASE IN STRESSES FOR WIND AND
<br />SEISMIC FORCES. LATERAL FORCES ARE TRANSMITTED BY
<br />DIAPHRAGM ACTION OF THE FLOORS TO SHEAR WALLS.
<br />LOADS ARE THEN TRANSFERRED TO THE FOOTINGS, WHERE
<br />ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE
<br />PRESSURE OF EARTH AND SLIDING FRICTION OF EARTH.
<br />OVERTURNING IS RESISTED BY THE DEAD LOAD OF THE
<br />STRUCTURE.
<br />1. WIND: EXPOSURE B, BASIC WIND SPEED = 80
<br />M.P.H., PER UPC
<br />2. SEISMIC - ZONE 3 PER UBC
<br />Z*I*C*W/Rw - Z=0.3 1=1.0 C=2.75 Rw=6.00
<br />V=0.1375*W
<br />(W = DEAD LOAD OF STRUCTURE)
<br />1.3 SOIL DATA (PER GEOTECHNICAL REPORT # 1374897 DATED
<br />2/14/97 PREPARED BY NELSON - COUVRETTE do ASSOC., INC.)
<br />FOR LOCATIONS SEE SOILS REPORT. SOIL BEARING @ CONT.
<br />SPREAD FOOTINGS = 2500 PSF. ACT
<br />IVE AND PASSIVE PRESSURES
<br />ARE 35 PSF AND 250 PSF RESPECTIVELY. WHERE GEOTECHNICAL
<br />REPORT HAS NOT BEEN PROVIDED, THE ABOVE VALUES ARE
<br />ASSUMED AND THESE VALUES SHALL BE FIELD VERIFIED.
<br />1.4 SHOP DRAWINGS
<br />SUBMIT SUFFICIENT COPIES OF SHOP DRAWINGS TO
<br />ARCHITECT/ENGINEER FOR THE FOLLOWING:
<br />1. CONCRETE MIX DESIGNS
<br />2. P.E. FLOOR JOISTS
<br />3. P.E. ROOF/FLOOR TRUSSES
<br />DO NOT FABRICATE PRIOR TO ARCHITECT'S/ENGINEER'S
<br />APPROVAL.
<br />2.0 SITE WORK
<br />2.1 EXCAVATION - (PER GEOTECHNICAL REPORT If 1374897 DATED
<br />2/14/97 PREPARED BY NELSON - COUVRETTE & ASSOC., INC.)
<br />EXCAVATE FOR FOOTINGS DOWN TO DEPTH SHOWN ON DRAWINGS OR
<br />TO FIRM UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED SHALL
<br />BE BACKFILLED WITH LEAN CONCRETE (f'c = 2000 PSI), OR
<br />BE STRUCTURALLY FILLED PER SECTION 2.2 AND SHALL BE AT
<br />THE CONTRACTOR'S EXPENSE.
<br />2.2 BACKFILL AND COMPACTION - (PER GEOTECHNICAL REPORT f
<br />1374897 DATED 2/14/97 PREPARED BY NELSON - COUVRETTE
<br />do ASSOC., INC.)
<br />BACKFILL SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF
<br />ALL FORMS, SCREEDS, OTHER WOOD DEBRIS AND MATERIAL
<br />SUBJECT TO ROT OR CORROSION. USE ONLY MATERIALS
<br />APPROVED FOR BACKFILL. IN AREAS UNDER SLABS OR FOOTINGS,
<br />MATERIAL SHOULD BE PER SOILS REPORT, PLACED IN 8" MIN OR
<br />10" MAX LIFTS AND COMPACTED TO AT LEAST 90-92% OF MAXIMUM
<br />DRY DENSITY AS DETERMINED BY ASTM D 1557 TEST. THE FILL
<br />SHOULD BE CLEA", GRANULAR MATERIAL. ANY NATIVE SOILS
<br />ON SITE USED AS FILL MUST MEET LIMITATIONS LISTED IN SOILS
<br />REPORT.
<br />3.0 CONCRETE
<br />3.1 GENERAL
<br />NORMAL WEIGHT CONCRETE MEETING THE REQUIREMENTS OF ACI
<br />301-89 ESTABLISH PROPORTIONS OF CEMENT, COURSE AND FINE
<br />AGGREGATES, WATER, AND ADMIXTURES TO PRODUCE THE
<br />PROPERTIES SPECIFIED FOR EACH CONCRETE MIX TYPE PER ACI-
<br />301 ON THE BASIS OF PREVIOUS FIELD EXPERIENCE OR TRIAL
<br />BATCHES. USE ADMIXTURES IN ACCORDANCE WITH THE
<br />MANUFACTURER'S DIRECTIONS. USE AMOUNTS OF WATER -
<br />REDUCING ADMIXTURE THAT WILL PERMIT PLACING WITHOUT
<br />SEGREGATION, HONEYCOMBING OR ROCK POCKETS. THE SLUMPS
<br />SPECIFIED ARE THE SLUMPS REQUIRED AT THE POINT OF
<br />PLACEMENT INTO THE STRUCTURE. USE INTERIOR MECHANICAL
<br />VIBRATORS WITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER -
<br />VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY
<br />BETWEEN CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL
<br />FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND
<br />EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER
<br />POURING. PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR
<br />CONTROL JOINT LOCATIONS FOR HIS APPROVAL, OR USE JOINTS
<br />AS SHOWN ON THE DRAWINGS. ALL REINFORCEMENT TIE WIRES
<br />AND FORM ANCHORS SHALL BE CUT OFF FLUSH WITH THE
<br />SURFACE; SURFACES WHERE EXPOSED SHALL BE SMOOTH AND
<br />FREE FROM IRREGULARITIES. CONDUITS & PIPES EMBEDDED
<br />WITHIN THE SLAB (OTHER THAN THOSE MERELY PASSING
<br />THROUGH) SHALL SATISFY THE FOLLOWING:
<br />1. THEY SHALL BE NOT LARGER THAN ONE THIRD THE
<br />OVERALL THICKNESS OF THE SLAB IN WHICH THEY
<br />ARE EMBEDDED.
<br />2. THEY SHALL BE SPACED NOT CLOSER THAN THREE
<br />DIAMETERS OR WIDTHS ON CENTER. AT ELECTRICAL
<br />ROOMS OR CONGESTED AREAS WHERE MINIMUM SPACING
<br />CANNOT BE ACHIEVED, USE #6 AT 12" O.C. EACH
<br />WAY EXTENDING A MINIMUM OF TWO FEET BEYOND
<br />CONGESTION. MORE THAN ONE LAYER OF CONDUIT IS
<br />NOT PERMITTED UNLESS APPROVED BY THE ENGINEER.
<br />3. THEY SHALL NOT IMPAIR SIGNIFICANTLY THE
<br />STRENGTH OF CONSTRUCTION.
<br />4. THEY ARE NOT EXPOSED TO RUSTING OR OTHER
<br />DETERIORATION.
<br />5. THEY ARE OF UNCOATED OR GALVANIZED IRON OR
<br />STEEL NOT THINNER THAN STANDARD SCHEDULE 40
<br />STEEL PIPE.
<br />3.2 STRENGTH
<br />DESIGN MIXES TO PROVIDE NORMAL WEIGHT CONCRETE WITH THE
<br />FOLLOWING PROPERTIES:
<br />F'c
<br />PSI
<br />WATER/CEMENT
<br />RATIO
<br />SLUMP
<br />INCHES
<br />AIR
<br />ENTRAINMENT
<br />FOOTINGS
<br />2500
<br />0.50
<br />5
<br />0.0%
<br />FOUNDATION WALLS
<br />2500
<br />0.50
<br />5
<br />0.0%
<br />SLABS ON GRADE
<br />2500
<br />0.50
<br />5
<br />0.0%
<br />(INTERIOR)
<br />SLABS ON GRADE
<br />2500
<br />0.48
<br />5
<br />5.0%
<br />SUBNOTES:
<br />1. ANY OF THE ABOVE MIXES CAN BE USED FLOWABLE
<br />(8" TO 11" SLUMP) IF THE PROPER ADD!TION OF
<br />ADMIXTURES IS INCLUDED AND THE W/C RATIO IS
<br />NOT INCREASED.
<br />2. AT OWNERS OPTION, SLABS ON GRADE MAY CONTAIN
<br />WELDED -WIRE OR FIBER -MESH. EITHER ONE OF THESE
<br />MAY BE USED TO ASSIST IN THE PREVENTION OF
<br />VARIABLE SHRINKAGE AND CRACKING.
<br />3. THE PROPORTIONS APPROVED SHALL BE CAREFULLY
<br />MAINTAINED. NO DEVIATION FROM THESE
<br />PROPORTIONS, ESPECIALLY THE ADDITION OF WATER,
<br />SHALL BE MADE WITHOUT APPROVAL OF THE
<br />ENGINEER.
<br />3.3 MATERIAL - CEMENT, WATER do AGGREGATES PER ACI 301
<br />A. CEMENT MUST CONFORM TO ASTM 150, TYPE I OR TYPE II.
<br />ENGINEER'S APPROVAL IS REQUIRED FOR USE OF TYPE III
<br />CEMENT.
<br />B. WATER TO BE CLEAN AND POTABLE.
<br />C. COARSE AND FINE AGGREGATES TO CONFORM TO ASTM-C33.
<br />3.4 MATERIALS
<br />A. WATER REDUCING ADMIXTURES: CONCRETE USING POZZOLITH
<br />ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE
<br />USED WITH THE ENGINEER'S APPROVAL AND MUST CONFORM
<br />TO ASTM-C494, POZZOLITH POLYHEED, POZZOLITH 10OXR,
<br />OR POZZUTECH 20. POZZOLITH SHALL BE INCORPORATED
<br />INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE
<br />MANUFACTURER'S INSTRUCTIONS. ADMIXTURES AND
<br />DOSAGES WILL VARY DEPENDING ON CLIMATIC CONDITIONS
<br />AND THE CONTRACTOR'S JOBSITE REQUIREMENTS. MAXIMUM
<br />SLUMP FOR SUCH CONCRETE SHALL NOT EXCEED 8" WITH A
<br />MINIMUM OF 10 OUNCES OF POLYHEED PER 100 OUNCES OF
<br />CEMENT. GREATER SLUMP MAY BE ACHIEVED UP TO 11", WITH
<br />CORRESPONDING AMOUNTS OF ADMIXTURE. IN ACCORDANCE
<br />WITH MANUFACTURER'S RECOMMENDATIONS.
<br />B. .AIR ENTRAINMENT: CONFORM TO ASTM-C260 AND ASTM-
<br />C494, MBVR OR MICRO -AIR BY MASTER BUILDER. ENTRAIN
<br />5% +/- 1% AIR BY VOLUME IN ALL EXPOSED CONCRETE.
<br />C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED
<br />UNLESS PRIOR APPROVAL IS GIVEN BY THE ENGINEER.
<br />3.5 REINFORCING STEEL
<br />DETAIL, FABRICATE AND PLACE PER ACI-315 AND ACI-318.
<br />SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR
<br />TIES.
<br />A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET
<br />STEEL, MEETING ASTM STANDARD "A" 615-93; GRADE 60
<br />FOUR #3 AND LARGER BARS UNLESS NOTED OTHERWISE ON
<br />THE PLANS. SHOP DRAWINGS SHALL BE MARKED
<br />ACCORDINGLY AND SUBMITTED TO THE ENGINEER FOR
<br />REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS SHALL
<br />NOT BE BENT IN FIELD AFTER CONCRETE PLACEMENT. ALL
<br />BEND SHALL BE PER ACI.
<br />B. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS
<br />SHALL BE CONTINUOUS AROUND CORNERS OR CORNER BARS
<br />PROVIDED, BOTH VERTICAL AND HORIZONTAL.
<br />C. LAPS: ALL TENSION SPLICES ARE ACCORDING TO ACI 318,
<br />CLASS B AND ALL COMPRESSION SPLICES ARE 30
<br />DIAMETERS FOR Vc GREATER THAN 3000 PSI AND ARE 40
<br />DIAMETERS FOR f'c WHICH IS LESS THAN 3000 PSI,
<br />UNLESS NOTED OTHERWISE.
<br />D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A
<br />MINIMUM 1-#5 TOP AND BOTTOM, EXTENDING 2'-6" BEYOND
<br />OPENING AT EACH CORNER. SEE TYPICAL DETAILS.
<br />E. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED
<br />UNLESS CALLED FOR AND APPROVED BY THE ENGINEER.
<br />F. MINIMUM REINFORCING: WHERE REINFORCEMENT IS NOT
<br />SHOWN ON THE DRAWINGS, THE "BUILDING CODE
<br />REQUIREMENTS FOR REINFORCED CONCRETE"(ACI 318)
<br />SHALL BE REFERRED TO FOR PROPER REINFORCEMENT.
<br />G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR
<br />REINFORCEMENT AS FOLLOWS:
<br />2" CONCRETE DEPOSITED AGAINST FORMS BUT
<br />EXPOSED TO EARTH
<br />1-1/2" MAIN REINFORCING IN BEAMS
<br />1-1/2" TO TIES IN COLUMNS, AND TIED REBAR IN WALLS
<br />1-1/2" FOR BARS IN SLABS ON GROUND
<br />1" FOR BARS IN SLABS ON FORMS
<br />H. WELDED WIRE FABRIC: ASTM-A185 AND ASTM-A82
<br />I. DEFORMED BAR ANCHORS: ASTM-A496
<br />K. FIBERMESH: PROVIDE FIBERMESH STRANDS WITHIN
<br />CONCRETE PER THE MANUFACTURERS SPECIFICATION IF
<br />FIBER MESH USED WITHIN SLABS ON GRADE.
<br />3.6 EPDXY DOWELED REINFORCEMENT
<br />A. ALL REINFORCEMENT 'WHICH IS TO BE DOWELED INTO EXISTING
<br />CONCRETE SHALL BE INSTALLED WITH RAWL "POWER -FAST" EPDXY
<br />ADHESIVE PER ICBO REPORT #4514 OR APPROVED EQUAL.
<br />B. EPDXY SHALL BE MIXED, APPLIED, AND CURED IN ACCORDANCE WITH
<br />THE MANUFACTURERS GUIDELINES. REINFORCEMENT AND CONCRETE SHALL
<br />BE CLEAN AND FREE OF IRREGULARITY. EPDXY SHALL NOT BE MIXED OR
<br />CURED IN AIR AND / OR CONCRETE TEMPERATURES BELOW 50 DEGREES
<br />FAHRENHEIT.
<br />C. EPDXY DOWELING OF REINFORCEMENT IN OVERHEAD APPLICATIONS
<br />SHALL NOT BE ALLOWED WITHOUT PRIOR WRITTEN APPROVAL FROM THE
<br />ENGINEER OF RECORD.
<br />3.7 INSPECTIONS
<br />CONCRETE INSPECTIONS SHALL BE FOLLOWED PER THE 1994 UBC
<br />SECTIONS 1701 AND 1702 AND/OR AS REQUIRED BY THE LOCAL
<br />BUILDING DEPARTMENT. THEY SHALL BE DONE BY AN
<br />INDEPENDENT AGENCY EMPLOYED BY THE OWNER,. JOBSITE
<br />VISITS BY THE ENGINEER DO N01 CONSTITUTE AN OFFICIAL
<br />VISIT.
<br />3.8 SERVICEABILITY
<br />SPECIAL NOTE: CONCRETE IS NOT A MAINTENANCE FREE
<br />MATERIAL. CRACKS CAN BE EXPECTED TO OPEN UP WITHIN 2
<br />YEARS OF CONSTRUCTION AND SHOULD BE FILLED AT THIS POINT
<br />AND AS REQUIRED THEREAFTER.
<br />4.0 CARPENTRY
<br />4.1 ROUGH CARPENTRY
<br />ALL 2x FRAMING LUMBER SHALL BE STUD GRADE HEM -FIR OR
<br />STUD GRADE DOUG FIR FOR STUDS AND STANDARD FOR PLATES
<br />OR AS SHOWN ON THE DRAWINGS OR BELOW. ALL 2" LUMBER
<br />SHALL BE KILN DRIED (KD) OR SURFACE DRIED (SD). UNLESS
<br />NOTED OTHERWISE. AS GREEN DOUG FIR MATERIAL WILL BE USE
<br />THE OWNER MUST REALIZE PROPENSITY FOR SHRINKAGE IS HIGHER
<br />AND THIS MAY IMPACT STRUCTURE MORE THAN USING KID OR SD
<br />MATERIAL. EACH PIECE OF LUMBER SHALL BEAR THE STAMP
<br />OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB)
<br />OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) SHOWING
<br />GRADE MARK OR APPROVED EQUAL.
<br />BASEMENT LEVEL BEARING WALLS ® (3) THREE FLOOR UNITS
<br />THAT ARE PARTY WALLS SHALL BE 2x4 © 12" O.C. UNLESS
<br />NOTED OTHERWISE. ALL OTHER INTERIOR BEARING WALLS SHALL
<br />BE 3x4 ® 16" 0.1 SPACING. USE 2x6 @ 16" O.C. FOR ALL
<br />BEARING WALLS SHOWN AS 2x6 CONSTRUCTION.
<br />MEMBER
<br />SPECIES
<br />2x
<br />& 3x STUDS
<br />STUD GRADE HEM -FIR
<br />2x
<br />JOISTS
<br />#2
<br />HEM -FIR
<br />4x
<br />HEADERS
<br />#2
<br />HEM -FIR
<br />4x
<br />COLUMNS
<br />#1
<br />HEM -FIR
<br />6x
<br />HEADERS
<br />#2
<br />DOUG-FIR
<br />6x
<br />COLUMNS 1#1
<br />HEM -FIR
<br />FINGER JOINTED STUDS W/ EXTERIOR GLUE MAY BE USED
<br />ONLY WITH WRITTEN APPROVAL OF THE ENGINEER OF RECORD.
<br />ALL EXPOSED MATERIALS OR MATERIAL IN CONTACT WITH
<br />CONCRETE SHALL BE PRESSURE TREATED (SEE SECTION 4.10).
<br />4.2 TJI/TJL JOISTS (SEE PARAGRAPH 5.3 FOR NOTES ON ALTERNATE
<br />JOISTS AND FOR DEFLECTION CRITERIA FOR P.E. ROOF AND
<br />FLOOR TRUSSES AND FLOOR JOISTS)
<br />A. FABRICATION:
<br />THE TRUSS MANUFACTURER SHALL VERIFY ALL SETBACKS
<br />AND DIMENSIONS PRIOR TO FABRICATION. ALTERATION OF
<br />THE TRUSS LAYOUT INDICATED ON THE PLANS MAY REQUIRE
<br />SUPPORTING STRUCTURAL AND FOUNDATION CHANGES.
<br />THEREFORE PRIOR APPROVAL BY THE ARCHITECT AND
<br />STRUCTURAL ENGINEER IS REQUIRED. WHERE THE VENDOR
<br />REQUIRES 2 SPAN CONTINUOUS FRAMING TO HAVE THE TOP
<br />CHORD CUT AT THE INTERMEDIATE SUPPORT THE ENGINEER
<br />SHALL BE NOTIFIED. MAXIMUM ALLOWABLE TOTAL LOAD
<br />DEFLECTION SHALL BE SPAN/240 UNLESS NOTED
<br />OTHERWISE.
<br />B. STORAGE AND HANDLING:
<br />THE TJI JOIST IF STORED PRIOR TO ERECTION, SHALL BE
<br />STORED IN A VERTICAL POSITION AND PROTECTED FROM
<br />THE WEATHER. THEY SHALL BE HANDLED WITH CARE SO
<br />THEY ARE NOT DAMAGED.
<br />C. ERECTION AND INSTALLATION:
<br />THE TJI JOISTS ARE TO BE ERECTED AND INSTALLED IN
<br />ACCORDANCE WITH THE PLANS AND WITH THE
<br />RECOMMENDATIONS IN THE MANUFACTURER'S MANUAL.
<br />TEMPORARY CONSTRUCTION LOADS WHICH CAUSE STRESSES
<br />BEYOND DESIGN LIMITS ARE NOT PERMITTED. ERECTION
<br />BRACING, IN ADDITION TO THAT SPECIFIED IS TO BE
<br />PROVIDED TO KEEP THE TJI JOISTS STRAIGHT AND PLUMB
<br />AS REQUIRED AND TO ASSURE ADEQUATE LATERAL SUPPORT
<br />FOR THE INDIVIDUAL TJI JOISTS AND THE ENTIRE
<br />SYSTEM, UNTIL THE SHEATHING MATERIAL HAS BEEN
<br />APPLIED. SEE THE MANUFACTURERS MANUAL FOR
<br />ADDITIONAL_ NOTES REGARDING ERECTION BRACING FOR
<br />OPEN WEB SERIES JOISTS.
<br />TRUS JOIST CLEAR SPANS BEYOND 70 FEET ARE TO BE
<br />ERECTED IN ACCORDANCE WITH MANUFACTURER'S
<br />RECOMMENDATIONS WHICH ARE THAT: "THE TRUS JOIST
<br />SHALL BE ERECTED IN RIGID MODULES AT LEAST 8 FEET
<br />IN WIDTH ACCURATELY ASSEMBLED IN A JIG WITH FINAL
<br />SHEATHING PERMANENTLY AND TOTALLY ATTACHED WHILE ON
<br />THE GROUND. SPECIFIED BRIDGING SHALL BE INSTALLED
<br />IN EACH MODULE AS DETAILED". SEE MANUFACTURER'S
<br />MANUAL FOR ADDITIONAL REQUIREMENTS. ERECTION,
<br />BRACING, AND PROCEDURES, AS WELL AS THE SAFETY OF
<br />THE WORKERS, ARE THE RESPONSIBILITY OF THE ERECTOR.
<br />D. WEB STIFFENERS:
<br />1. COMMERCIAL STRUCTURES:
<br />WEB STIFFENERS MUST BE FIELD INSTALLED AT ALL
<br />BEARING POINTS AND AT SPECIFIED CONCENTRATED
<br />LOADS AS SHOWN ON THE PLANS. WEB STIFFENERS
<br />ARE FIELD INSTALLED AT TJI JOIST DEPTHS LESS
<br />THAN 22 INCHES AND PLANT INSTALLED
<br />THEREAFTER. A GAP BETWEEN THE STIFFENER AND
<br />THE TOP CHORD MUST BE PRESENT AT ALL BEARING
<br />CONDITIONS. AT CONCENTRATED LOADS THE GAP
<br />MUST BE PRESENT BETWEEN THE STIFFENER AND THE
<br />BOTTOM CHORD. WEB STIFFENERS SHOULD BE
<br />MICRO=LAM LVL OR OF EQUIVALENT STIFFNESS.
<br />2. RESIDENTIAL STRUCTURES:
<br />IN RESIDENTIAL STRUCTURES WEB STIFFENER
<br />REQUIREMENTS (IF ANY) ARE PER THE PLANS AND
<br />THE MATERIAL USED SHALL BE PLYWOOD. WEB
<br />STIFFENER GAP REQUIREMENTS SHALL BE AS
<br />DESCRIBED ABOVE.
<br />E. HANGERS:
<br />ALL HANGERS SHALL BE AS REQUIRED PER TJI/TJL
<br />VENDOR. IT IS THE RESPONSIBILITY OF THE CONTRACTOR
<br />TO SEE THAT ANY DISCREPANCIES BETWEEN VENDOR
<br />REQUIREMENTS AND THAT WHICH IS CALLED OUT ON THE
<br />PLANS BE BROUGHT TO THE ATTENTION OF THE ENGINEER
<br />OF RECORD.
<br />F. HOLES IN TJI JOISTS:
<br />THE TOP AND BOTTOM FLANGES ARE NEVER TO BE CUT.
<br />THE JOIST SHALL NOT BE CUT WITHIN 4 INCHES OF
<br />THE SUPPORT CENTERLINE OTHERWISE A 1-1/2 INCH
<br />DIAMETER HOLE CAN BE CUT IN THE WEB ANYWHERE.
<br />ANY SIZE OR SHAPE HOLE LARGER THAN THAT SHALL
<br />BE CUT ONLY IN ACCORDANCE WITH THE HOLE CHARTS
<br />IN THE MANUFACTURER'S MANUAL AND ON THE PLANS.
<br />G. CEILING CLIPS:
<br />JOIST / TRUSS CONNECTIONS TO NON -LOAD BEARING WALLS
<br />SHALL BE PER THE TYPICAL DETAILS. SLIDE CLIPS
<br />SHALL NOT BE USED UNLESS APPROVED BY THE ENGINEER.
<br />4.3 PRE-ENGINEERED ROOF AND FLOOR TRUSSES AND P.E. JOISTS
<br />(FLOOR JOISTS SHALL BE TRUS JOIST MACMILUAN OR OTHER ICBO
<br />APPROVED JOISTS)
<br />ALL PREFABRICATED WOOD ROOF AND FLOOR TRUSSES SHALL BE
<br />DESIGNED BY OR UNDER THE DIRECT SUPERVISION OF A
<br />LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE
<br />WHERE THE STRUCTURE IS LOCATED. THE TRUSS SHOP
<br />DRAWINGS SHALL BEAR THE STAMP OF THAT ENGINEER. ALL
<br />NECESSARY BRIDGING, BLOCKING, PRE -NOTCHED PLATES,
<br />HANGERS, ETC. SHALL BE DETAILED OR SPECIFIED, AND
<br />FURNISHED BY THE MANUFACTURER. THE TRUSS MANUFACTURER
<br />SHALL VERIFY ALL SETBACKS, DIMENSIONS, AND BEARING
<br />POINTS PRIOR TO FABRICATION. MAXIMUM ALLOWABLE
<br />DEFLECTIONS SHALL BE AS FOLLOWS:
<br />FLOOR TOTAL LOAD SPAN/240
<br />FLOOR LIVE LOAD SPAN/360
<br />ROOF TOTAL LOAD SPAN/240
<br />ROOF LIVE LOAD SPAN/360
<br />TRUSSES AND JOISTS SHALL BE DESIGNED FOR THE SPANS AND
<br />CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED AND
<br />INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED
<br />SPECIFICATIONS. ALTERATION OF THE TRUSS OR JOIST LAYOUT
<br />INDICATED ON THE PLANS MAY REQUIRE SUPPORTING STRUCTURAL
<br />AND FOUNDATION CHANGES, THEREFORE PRIOR APPROVAL BY THE
<br />ARCHITECT AND THE STRUCTURAL ENGINEER IS REQUIRED. TRUSSES
<br />AND JOISTS SHALL NOT BE FIELD ALTERED PRIOR TO WRITTEN
<br />APPROVAL OF THE ENGINEER OF RECORD DESIGNING THE TRUSSES.
<br />TRUSS AND JOIST SIZE AND SPACING IS NOTED ON THE PLANS.
<br />TRUSS CONNECTIONS TO NON -LOAD BEARING WALLS SHALL BE PER
<br />THE TYPICAL DETAILS. SLIDE CLIPS SHALL NOT BE USED
<br />UNLESS APPROVED BY THE ENGINEER.
<br />4.4 CARPENTRY HARDWARE
<br />A. BOLTS SHALL BE ASTM A-307.
<br />B. WASHERS SHALL BE STANDARD CUT WASHERS OR MALLEABLE
<br />IRON WASHERS.
<br />C. ALL NAILS SHALL BE COMMON 'WIRE NAILS OR EQUIVALENT
<br />PNEUMATICALLY DRIVEN NAILS (P-NAILS), AMERICAN OR
<br />CANADIAN MANUFACTURER ONLY AS INDICATED ABOVE.
<br />P-NAILS SHALL BE INSTALLED PER THE MANUFACTURERS
<br />GUIDELINES.
<br />COMMONWIRE
<br />NAIL
<br />PNEUMATICMINIMUM
<br />NAIL
<br />NAIL
<br />LENGTH
<br />NAIL
<br />APPLICAT10N
<br />16d
<br />COMMON
<br />0.162
<br />-NAIL
<br />3-172'
<br />FRAMING
<br />10d
<br />COMMON
<br />0.148"
<br />P-NAIL
<br />3-1/4"
<br />FRAMING
<br />N/A
<br />0.131"
<br />P-NAIL
<br />3-1/4"
<br />FRAMING
<br />10d
<br />COMMON
<br />0.148"
<br />P-NAIL
<br />2-3/8"
<br />SHEATHING
<br />8d
<br />COMMON
<br />0.131"
<br />P-NAIL
<br />2-1/2"
<br />SHEATHING
<br />D. LAG SCREWS, SHEAR PLATES - SEE UBC.
<br />E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, KANTSAG,
<br />OR OTHER ICBO APPROVED.
<br />F. HARDWARE EXPOSED TO WEATHER OR TO VIEW OR IN
<br />UNHEATED PORTION OF BUILDING SHALT_ BE GALVANIZED OR
<br />PROTECTED WITH OTHER APPROVED MEANS OF CORROSICN
<br />PROTECTION.
<br />4.5 MINIMUM NAIUNG - PER 1994 UBC TABLE #23-I-Q
<br />4.6 ANCHOR BOLTS
<br />PER UBC SECTION 1806.6 ALL FOUNDATION PLATES OR SILLS
<br />SHALL BE BOLTED TO CONCRETE OR MASONRY WITH MINIMUM
<br />1/2" NOMINAL DIAMETER ANCHOR BOLTS EMBEDDED AT LEAST 7"
<br />AND SPACED NOT MORE THAN 6 FEET APART. THERE SHALL BE
<br />A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED
<br />WITHIN 12 INCHES OF EACH END OF EACH PIECE.
<br />4.7 OSB / PLYWOOD SHEATHING
<br />EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN
<br />PLYWOOD ASSOCIATION. ALL GRADING AND INSTALLATION SHALL
<br />CONFORM TO MOST CURRENT VERSION OF APA TECH NOTE N375
<br />FOR OSB. USE THICKNESS AND NAILING AS SHOWN ON THE
<br />DRAWINGS. EXCEPT AS OTHERWISE SHOWN OR NOTED, PROVIDE 8d
<br />AT 6" ON CENTER ® SUPPORTED PANEL EDGES AND 8d AT 12"
<br />ON CENTER ON OTHER SUPPORTING MEMBERS FOR WALLS, ROOFS,
<br />AND FLOORS.
<br />NOTE: EQUIVALENT RATED PLYWOOD MAY BE USED IN LIEU OF
<br />OSB CALLED OUT. ALL THICKNESS AND GRADING SHALL CONFORM
<br />TO PS 1. ALL PLYWOOE SHALL BE C-D EXTERIOR GRADE WITH
<br />EXTERIOR GLUE.
<br />ROOF DIAPHRAGM: 7/16" OSB OR 15/32" PLYWOOD (PANEL INDEX
<br />= 24/16), WITH 8d OR 0.131" DIA P-NAIL NAILS AT 6" O.C. AT
<br />SUPPORTED PANEL EDGES AND AT 12" O.C. AT FIELD TYPICAL
<br />UNLESS NOTED OTHERWISE ON PLAN. USE PLY -CLIPS INSTALLED
<br />PER MANUFACTURER'S GUIDELINES ONLY IF SPAN RATING OF ROOF
<br />PANELS IS LESS THAN 24/16.
<br />FLOOR DIAPHRAGM: 23/32" TONGUE AND GROOVE OSB OR 3/4"
<br />PLYWOOD (PANEL INDEX = 48/24), WITH 10d OR 0.148" DIA
<br />P-NAIL NAILS AT 6" O.C. AT SUPPORTED PANEL EDGES AND
<br />AT 12" O.C. AT FIELD TYPICAL UNLESS NOTED OTHERWISE ON
<br />PLAN. SHEATHING SHALL BE GLUE -NAILED TO FRAMING WITH
<br />APPROVED ADHESIVE PER THE ARCHITECT.
<br />4.8 BLOCKING
<br />A. ROOF DIAPHRAGMS SHALL BE UNBLOCKED UNLESS PLANS
<br />SHOW OTHERWISE. SOME LOCAL AREAS MAY BE BLOCKED
<br />DUE TO HIGHER STRESS CONCENTRATION, BLOCKING SHALL
<br />BE DONE BY ONE OF THE TWO METHODS LISTED BELOW:
<br />1. ALL PANEL EDGES NOT ON FRAMING MEMBERS SHALL
<br />BE CONNECTED WITH STAPLES OR NAILS THROUGH
<br />3" WIDE LIGHT GAUGE METAL STRAP PER PLAN.
<br />2. ALL PANEL EDGES NOT ON FRAMING MEMBERS SHALL
<br />HAVE NOMINAL SOLID WOOD BLOCKING FLAT SIDE
<br />FLUSH WITH PANELS AND CONNECTED W/ 0.131"0
<br />P-NAILS.
<br />B. FLOOR DIAPHRAGMS SHALL BE UNBLOCKED UNLESS PLANS
<br />SHOW OTHERWISE. SOME FLCORS MAY BE BLOCKED, SEE
<br />PLANS FOR LOCATION. BLOCK PER PARAGRAPH 4.8.A.1
<br />OR 4.8.A.2 CN SHEET S1.
<br />STRUCTURAL T
<br />I
<br />NOTES CONTINUED
<br />ON SHEET S1A
<br />SHEET INDEX
<br />S1
<br />STRUCTURAL NOTES
<br />S1A
<br />STRUCTURAL NOTES CONTINUED & DETAILS
<br />S2
<br />FOUNDATION PLAN - BLDG. A
<br />S3
<br />FOUNDATION PLAN - BLDG. B
<br />S4
<br />FOUNDATION PLAN - BLDG. C
<br />S5
<br />FOUNDATION PLAN - BLDG. D
<br />S5A
<br />FOUNDATION PLAN - BLDG. E
<br />S6
<br />FOUNDATION DETAILS
<br />S7
<br />2ND & 3RD FLOOR FRAMING PLANS - B.DG. A
<br />S8
<br />2ND & 3RD FLOOR FRAMING PLANS - BLDG. B
<br />S9
<br />2ND & 3RD FLOOR FRAMING PLANS - BLDG. C
<br />S10
<br />2ND & 3RD FLOOR FRAMING PLANS - BLDG. D
<br />810A
<br />2ND & 3RD FLOOR FRAMING PLANS - BLDG. E
<br />S11
<br />ROOF FRAMING PLAN - BLDGS. A & B
<br />S12
<br />ROOF FRAMING PLAN - BLDGS. C & D
<br />S12AI
<br />ROOF FRAMING PLAN - BLDG. E
<br />S13
<br />DETAILS
<br />S14
<br />FOUND, FLOOR & ROOF FKAMING PLAN - REC BLDG.
<br />S15
<br />REC. BUILDING DETAILS
<br />S16
<br />FOUND. & ROOF FRAMING PLAN - GARAGES
<br />And 9 r s Eo n Fl ®y t ICm Structural Engineering Consultants
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