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GENERAL NOTE
<br />THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION.
<br />1. DESCRIPTION
<br />Building Name & Site Location - BAKER VIEW LOGISTICS CENTER, EVERETT, WA.
<br />2. DESIGN CODE AND STANDARDS
<br />Applicable Code (Edition/Name) - 2018 International Building Code (IBC)
<br />Other documents referenced by these notes shall be the specific edition referenced by the building code
<br />specified above, or if not specified, shall be the latest edition.
<br />Code supplement & Date -ASCE 7-16
<br />3. DESIGN LOADS
<br />a. Roof Live Load See snow load
<br />II. Future Mezzanine 50 psf (reducible per code) + 15 psf (unreducible)
<br />Live Load
<br />b. Snow Load Basic roof snow load - Pf = 25 psf
<br />Thermal factor- Ct - 1.0
<br />Snow exposure factor - Ce = 1.0
<br />b. Seismic I Risk Category II Basic Seismic Farce Resisting System is Special Reinforced Concrete
<br />Shear walls in E-W and N-S directions (R=5) and steel ordinary braced frames (R=3.25) in
<br />E-W direction.
<br />S. = 1.373, S, = 0.488, le =1.0. Site Class "C" and
<br />SOs = 1.0, So, = 0.489. Cs = 0.2 NS and 0.308 E-W.
<br />Seismic Design Category = "D"
<br />Mach. & Refrigeration unit loads will be picked up at the point of the units
<br />and transferred into the lateral system.
<br />Sprinkler lines will be braced to top of girders or top chord of steel truss,
<br />by the sprinkler contractor.
<br />c. Wind Load Risk Category II
<br />9 ry
<br />Basic winds speed 3 sec. u - -
<br />e gust) V -110m h V -85m h
<br />P ( 9) u�T P o P as
<br />Exposure B
<br />Kzt= 1.0 Ke= 1.0
<br />Kd=0.85 (Per ASCE 7, Table 26.6-1)
<br />Internal pressure coefficient GCpi -+ 0.18
<br />d. Dead loads Weight of structure.
<br />e. Special Loads The following special loads are to be considered:
<br />Mechanical equipment on roof.
<br />Sprinkler lines, canopy & other reactions as noted on structural
<br />drawings.
<br />f. Load Combinations All Code required load combinations are to be used in the building design.
<br />OSHA STANDARDS
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA
<br />STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY
<br />NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS
<br />AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE
<br />DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS
<br />TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT.
<br />FOUNDATION
<br />THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF IN
<br />ACCORDANCE WITH SOILS REPORT #2021-557-2 DATED 10-1-2021 PREPARED BY RILEY GROUP, U.C.
<br />PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. .BEAR ALL FOOTINGS AND SLABS ON
<br />PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT
<br />ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM
<br />DENSITY BY ASTM D 1557. EXTEND BOTTOM OF ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED
<br />GRADE. FOOTING STEP LOCATIONS SHOWN ON PLANS ARE APPROXIMATE. CONTRACTOR TO VERIFY AND
<br />COORDINATE FOOTING STEPS WITH CIVIL ENGINEER TO FINISH GRADE PLANS. ADD FOOTING STEPS AS
<br />REQUIRED. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. COEFFICIENT OF
<br />FRICTION = 0.30. PASSIVE RESISTANCE = 250 PCF. ACTIVE EARTH PRESSURE = 35 PCF. AT -REST PRESSURE _
<br />50 PCF.
<br />SLABS ON GRADE
<br />THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF THAT IN OTHER BUILDINGS WITH SIMILAR FLOOR
<br />LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD
<br />(INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR
<br />SIMILAR BUILDINGS.
<br />REVIEW WITH THE SOILS ENGINEER ANY CONSTRUCTION LOADINGS ON THE SLAB AND SOILS BELOW. TAKE
<br />NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE EFFECTED OR
<br />DAMAGED BY THE CONSTRUCTION LOADING.
<br />CONCRETE
<br />PROVIDE 28-DAY STRENGTH PER SCHEDULE. SEE ACI 318-14, TABLE 19.3-.2.1 FOR MINIMUM REQUIREMENTS.
<br />FOR SPECIAL CONDITIONS ANOTHER CEMENT TYPE MAY BE REQUIRED. - SUBMIT MIXES FOR APPROVAL,
<br />ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF
<br />MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE 318. PROPORTIONING OF AGGREGATE TO
<br />CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS
<br />SUPERPLASTICIZERS AND/OR WATER REDUCING AGENTS ARE USED) WHICH CAN BE PLACED WITHOUT
<br />SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. PROVIDE 314"
<br />CHAMFER AT ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
<br />WATER CURING SHALL BE USED. AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER PER SCHEDULE.
<br />LIMIT WATER TO CEMENT RATIO PER SCHEDULE. ADD NO WATER TO CONCRETE AT SITE. IF INCREASED
<br />WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A MIX DESIGN THAT WILL ALLOW THE ADDITION OF
<br />A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SUPER -PLASTICIZER AT THE CONCRETE
<br />PLANT. ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER CONCRETING. ACI 305R IS TO BE FOLLOWED
<br />FOR HOT WEATHER CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF
<br />COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING
<br />LAB TO NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY NONCOMPLIANCE.
<br />REINFORCING STEEL
<br />USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy=60,000 PSI).
<br />LAP CONTINUOUS REINFORCING BARS PER SCHEDULE, 2'-0" MIN. UNLESS NOTED OTHERWISE. PROVIDE
<br />CORNER BARS (2'-0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE
<br />WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES".
<br />WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH
<br />STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS.
<br />COVER TO REINFORCEMENT:
<br />NONPRESTRESSED CAST -IN -PLACE CONCRETE _ (INCHES)
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH..............:................................3
<br />FORMED SURFACES
<br />EXPOSED TO EARTH OR WEATHER...............................#6 AND LARGER ............................ 2
<br />#5 AND SMALLER .......................1-t12
<br />NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
<br />SLABS, WALLS. JOISTS ................................................. 14 AND LARGER ............................. 1-1/2
<br />#11 AND SMALLER ...........................3/4
<br />BEAMS, COLUMNS
<br />PRIMARY REINFORCEMENT, TIES, STIRRUPS,SPIRALS....................::..................................1-1/2
<br />PRESTRESSED CAST -IN -PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED
<br />REINFORCEMENT, DUCTS AND END FITTINGS)
<br />CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH......................................................3
<br />FORMED SURFACES
<br />EXPOSED TO EARTH OR WEATHER
<br />SLABS, WALLS, JOISTS ...................... .............................. .............. ................................................
<br />I
<br />OTHERMEMBERS........................................................................................................................1-1/2
<br />NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
<br />SLABS, WALLS. JOISTS.............................................................................:..................................3/4
<br />BEAMS,COLUMNS
<br />PRIMARY REINFORCEMENT ........................................................................................................1-1/2
<br />TIES, STIRRUPS, SPIRALS........................................... ....................................... ..........................
<br />I
<br />ENGINEERS NOTE: ADD BA FOR SPECIAL REINFORCING CONCRETE SHEAR WALLS & MOMENT
<br />FRAMES.
<br />REINFORCING STEEL WELDING
<br />USE ASTM A 706 GRADE 60 (fy = 60000 PSI) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW
<br />PROCEDURES OF ANSI/AWS D1.4, "STRUCTURAL WELDING CODE - REINFORCING STEEL'. USE E 80XX LOW
<br />HYDROGEN ELECTRODES CONFORMING TO ANSLAWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF
<br />TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS
<br />TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 THROUGH NO. 11 BARS. DO NOT WELD NO. 14 AND
<br />NO. 18 BARS. DO NOT WELD WITHIN 3-INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT
<br />TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL
<br />INSPECTION PER CODE. SUBMIT MILL CERTIFICATES.
<br />CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED RODS AND REBAR
<br />DOWELS)
<br />DRILLED IN EXPANSION ANCHORS:
<br />CONCRETE HILTI KWIK BOLT TZ PER ESR-1917
<br />CMU - HILTI KWIK BOLT 3 PER ESR-1385
<br />ADHESIVE ANCHORS:
<br />CONCRETE HILTI HIT -RE 500.V3 PER ESR-3814 AND HILTI HIT-HY 200-R PER ESR-3187
<br />CMU HILTI HIT-HY 270 PER ESR-4143
<br />UNREINFORCED
<br />MASONRY HILTI HIT-HY 270 PER ESR-4144
<br />CAST IN PLACE ANCHORS:
<br />CONCRETE EMBED PER PLANS AND SECTIONS
<br />CMU EMBED PER PLANS AND SECTIONS
<br />SCREWANCHORS:
<br />CONCRETE HILTI KWIK HU3-EZ (KH-EZ) AND HUS-EZ I (KH-EZ 1) PER ESR-3027
<br />CMU HILTI KWIK HUS-EZ
<br />(KH-EZ) PER ESR-3056
<br />ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF
<br />INSTALLATION PER ACI 318 - 14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY
<br />INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN
<br />CONFORMANCE TO ACI 318 -14 SECTION 17.8.2.2.
<br />FOLLOW INSTALLATION PROCEDURES OF REPORT AND MANUFACTURER'S INSTRUCTIONS. PROVIDE SPECIAL
<br />INSPECTION AS NOTED AND/OR REQUIRED BY'ESR REPORT. SUBSTITUTIONS
<br />0 S ARE NOT ALLOWED UNLES
<br />S WRITTEN
<br />APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO
<br />CONSTRUCTION. PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.
<br />ANCHORS RATED FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR
<br />REPORT.
<br />STRUCTURAL STEEL
<br />ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360-16),
<br />AND THE AISC 303-16 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" JUNE 15, 2016.
<br />STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
<br />WIDE FLANGE SHAPES ASTM A 992 (Fy=50,000 PSI)
<br />OTHER SHAPES & PLATES ASTM A 36 (Fy=36,000 PSI)
<br />TUBE SHAPES ASTM A 500, GRADE C (Fy=50,000 PSI)
<br />PIPE SHAPES ASTM A 53, TYPE E OR S, GRADE B (Fy=35,000 PSI)
<br />WELDHEAD STUDS ASTM A 108 (Fy=50,000 PSI)
<br />ANCHOR BOLTS ASTM F 1554, GRADE 36 (Fy=36,000 PSI)
<br />HIGH STRENGTH BOLTS ASTM A 325
<br />BASE PLATE GROUT ASTM C 1107
<br />BOLTS: ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N
<br />CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE
<br />NON -SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE
<br />NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN
<br />ACCORDANCE WITH'2014 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH
<br />BOLTS".
<br />WELDS: ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". WELDS NOT
<br />SPECIFIED SHALL BE W CONTINUOUS FILLET MINIMUM. ALL WELDS BY -
<br />WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM
<br />TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED.
<br />WELDHEAD STUDS (WMS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT
<br />AS REQUIRED BY MANUFACTURER.
<br />COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE
<br />GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND METAL DECK SHALL BE IN
<br />ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD.
<br />DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. ALL
<br />STEEL NEEDS TO BE COATED FOR APPROPRIATE EXPOSURE. COORDINATE WITH ARCHITECT AND
<br />ENGINEER.
<br />MEMBERS DESIGNATED "POSTS" ARE NOT DESIGNED TO CARRY THE OSHA 300 POUND ECCENTRIC LOAD.
<br />LIGHT GAGE STEEL FRAMING
<br />STUDS AND TRACKS CONFORM WITH ASTM C 955. MATERIAL CONFORM WITH ASTM A 653, GRADE 33 FOR 18
<br />GAGE AND LIGHTER, GRADE 50 FOR 16 GAGE AND HEAVIER. GALVANIZED PER G60. SIZES AS NOTED ON
<br />DRAWINGS.
<br />FRAMING LUMBER
<br />GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF"WESTERN LUMBER GRADING RULES",
<br />WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER", WCUB. ALL LUMBER S4S AND
<br />S-DRY UNLESS NOTED OTHERWISE.
<br />UNLESS NOTED OTHERWISE, USE THE FOLLOWING:
<br />SPECIES
<br />GRADE
<br />BASE VALUE Fb
<br />VISUALLY GRADED DIMENSION LUMBER
<br />(2- TO 4- THICK BY 2" & WIDER)
<br />STUDS -TYPICAL
<br />DOUG FIR
<br />STANDARD
<br />525 PSI
<br />STUDS - WHERE NOTED
<br />DOUG FIR
<br />#2
<br />900 PSI
<br />JOISTS&RAFTERS- TYPICAL
<br />DOUG FIR
<br />#2
<br />900 PSI
<br />JOISTS & RAFTERS - WHERE NOTED
<br />DOUG FIR
<br />#1
<br />1000 PSI
<br />PLATES & LEDGERS
<br />DOUG FIR
<br />#2
<br />900 PSI
<br />BEAMS & HEADERS -TYPICAL
<br />DOUG FIR
<br />#2
<br />900 PSI
<br />VISUALLY GRADED TIMBERS
<br />(5"X5" & LARGER)
<br />BEAMS & STRINGERS
<br />(WIDTH MORE THAN 2' OF THICKNESS
<br />DOUG FIR
<br />#1
<br />1350 PSI
<br />POSTS & TIMBERS
<br />(WIDTH 2" OR MORE OF THICKNESS)
<br />DOUG FIR
<br />#1
<br />1200 PSI
<br />EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS
<br />BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES
<br />TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR
<br />MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH
<br />FEDERAL SPECIFICATION FF-N-105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE
<br />REQUIRED PENETRATION IN DIAPHRAGMS.
<br />ALL FASTENERS, CONNECTORS, AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD
<br />SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED
<br />(HDG) PER ASTM A123 FOR CONNECTORS AND ASTM Al53 FOR FASTENERS, OR MECHANICALLY
<br />GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER.
<br />PROVIDE MIN. NAILING PER IBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND
<br />CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC-ES APPROVED LOAD CAPACITIES EQUAL
<br />TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY
<br />MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT
<br />THAT 1-INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES -NO MORE THAN ONE HOLE
<br />EVERYB-INCHES.
<br />STEEL ROOF DECK
<br />VERCO PLN-3x32" WIDE -. 1-112" HIGH X 36" WIDE GALVANIZED STEEL ROOF DECK. CONFORM WITH ASTM A
<br />653, SS, GRADE 50, WITH MINIMUM YIELD STRENGTH Fy=50,000 psi WITH G60 GALVANIZED COATING.
<br />MATERIALS AND INSTALLATION SHALL ALSO CONFORM WITH IAPM REPORT NUMBER 2018. SEE PLAN FOR
<br />DECK GAGE AND CONNECTIONS. SEE ARCH. FOR PRIME PAINT REQUIREMENTS. OTHER ROOF, DECKS AND
<br />ATTACHMENT PATTERNS MAY BE CONSIDERED PROVIDED THEY HAVE AN EQUIVALENT DIAPHRAGM
<br />STRENGTH AND STIFFNESS AND GRAVITY LOAD CAPACITY. ALL SUBTITUTIONS MUST BE APPROVED BY ENW.
<br />SPRINKLER SUPPORT NOTES
<br />1. THE FOLLOWING CRITERIA IS A MINIMUM LEVEL REQUIRED. THE FIRE PROTECTIONDESIGNER/DRAWINGS
<br />MAY SET FORTH MORE STRINGENT REQUIREMENTS AT THEIR DISCRETION. REFER TO MSS DRAWINGS
<br />FOR THE MAXIMUM LOAD THAT THE ROOF TRUSSES CAN SUPPORT WITH A PARTICULAR TYPE OF
<br />HANGER.
<br />2a. ALL SPRINKLER PIPE LARGER THAN T NOMINAL DIAMETER IS
<br />TO BE CONSIDERED A "MAIN" FOR THE
<br />PURPOSE OF THESE NOTES.
<br />b THE BIDS FOR BOTH THE SPRINKLER & JOISTS ARE TO INCLUDE ALL HANGERS, BRACES, ETC., AND
<br />ACCOUNT FOR THE LOADS INDICATED. FIRE PROTECTION DESIGNER IS RESPONSIBLE FOR
<br />COORDINATING THEIR DESIGN WITH THE TYPE OF SUPPORTING MEMBERS TO BE USED FOR SUPPORT OF
<br />THEIR LINES (LE. OWJ, TRUSS-PURLINS, GIRDERS, ETC.)
<br />3a. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY SUPPORTED NO FARTHER
<br />APART THAN AT EVERY OTHER JOIST (I.E. 10 FEET). -
<br />h. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT LOAD BASED
<br />ON SUPPORTS AT EVERY OTHER JOIST.
<br />4. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE:
<br />a. PLACED MID -WAY BETWEEN TWO JOISTS & BE TRAPEZED SO EACH JOIST SUPPORTS
<br />HALF THE LOAD. -
<br />b. SUPPORTED AT 10'-0" O/C MAXIMUM.
<br />5. USE THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN:
<br />PIPE WE PER
<br />SIZE FOOT VERTICAL JOIST LOAD EXAMPLE:
<br />S. 51# GIVEN: 8" DIAMETER MAIN TRUSSES @ V O/C
<br />6" 32# FIND: JOIST DESIGN LOAD
<br />5" 24# SOLN: 51#/FT X 10' = 510#
<br />4" 17# ADDN'L PER NFPA #13 = 250#
<br />3-1/2" 14# 760NHGR
<br />ALL HANGERS TO BE DESIGNED, SUPPLIED & INSTALLED BY THE SPRINKLER SUPPLIER.
<br />6. SPRINKLER LATERAL SWAY BRACING, FOR SEISMIC DESIGN CATEGORY C, D, E, F (AT 90 DEGREES TO
<br />2-1/2" NOM. DIA. & LARGER PIPE) TO BE:
<br />a. SPACED A MAXIMUM OF 40 FT. OR AS ALLOWED BY N.F.P.A. #13.
<br />b. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED & INSTALLED
<br />BY THE SPRINKLER SUPPLIER.
<br />c. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF WATER FILLED PIPE TIMES THE SWAY
<br />BRACE SPACING, PLUS THE WEIGHT OF TRIBUTARY BRANCH LINE WATER FILLED PIPE.
<br />J. CROSS MAIN BRACING MUST BE ADEQUATELY FASTENED TO THE MAIN FRAME BEAMS.
<br />7. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR, ARCHITECT, ENW & THE ROOF SUPPLIER
<br />WITH LOCATIONS AND DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH THEIR DESIGN
<br />LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC.
<br />B. THE SPRINKLER CONTRACTOR/DESIGNER SHALL SUBMIT:
<br />a. PLAN WITH LOCATIONS AND LOADS OF ALL HANGERS.
<br />b. DETAILS AND CAPACITIES OF ALL HANGERS USED.
<br />9. THE MBS ROOF DESIGNER TO PROVIDE & INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD
<br />FROM THE SWAY BRACE INTO THE ROOF LATERAL RESISTING SYSTEM.
<br />NOTE TO MECHANICAL AND ELECTRICAL TRADES
<br />CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS
<br />SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS.
<br />ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE. PLANS AND SHALL SHOW LOADS AND
<br />LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO
<br />INSTALLATION OF ANY OF THIS EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR
<br />EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A
<br />SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY OF THE
<br />EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL.
<br />SPECIAL CONDITIONS
<br />CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND
<br />BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER
<br />OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
<br />SHOP DRAWINGS
<br />SUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP DRAWINGS TO
<br />ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO
<br />FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL, AND REINFORCING STEEL. WHEN SHOP -
<br />DRAWING SUPPLIER MAKES A CHANGE FROM THE CONTRACT DRAWINGS IT IS TO BE CLEARLY FLAGGED
<br />AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN
<br />WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM
<br />CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE
<br />DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION. "SHOP DRAWINGS ARE AN ERECTION AID, AND
<br />STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...".
<br />SPECIAL INSPECTIONS AND TESTS
<br />INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING AGENCY. THE
<br />SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION INSPECTORS SHALL BE REGISTERED WITH THE
<br />WASHINGTON ASSOCIATION OF BUILDING OFFICIAL (WABO), AND SHALL BE APPROVED BY THE BUILDING
<br />OFFICIAL PRIOR TO CONSTRUCTION. SEE SPECIAL INSPECTION TABLES ON SHEET S0.2.
<br />OTHER INSPECTIONS
<br />BY BUILDING OFFICIAL IN ACCORDANCE WITH SECTION 110 OF IBC.
<br />PRECAST PANEL NOTES
<br />1. PANEL ELEVATIONS SHOW INSIDE FACE.
<br />2. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS.
<br />3. PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS WITH
<br />HORIZONTAL TRIM BARS EXTENDING 2'-0" BEYOND EDGE OF OPENINGS U.N.O. VERTICAL TRIM BARS TO
<br />RUN FULL LENGTH U.N.O.
<br />4. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PROVIDE
<br />REINFORCING STEEL AS REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT
<br />EXCESSIVE PANEL OPENINGS.
<br />S. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON ARCHITECTURAL
<br />DRAWINGS.
<br />6. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER AT ALL STEEL CONNECTIONS
<br />EXPOSED TO EARTH OR WEATHER.
<br />7. PROVIDE 3/4" NON -SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOPS OF FOOTINGS.
<br />8. MAXIMUM DEPTH OF REVEAL STRIPS TO BE 3/4". SEE ARCHITECTURAL DRAWINGS FOR LOCATION.
<br />VERIFY ALL PANEL THICKNESSES WITH ARCHITECTURAL DRAWINGS.
<br />9. PANEL CONNECTIONS FOUND ON S4.XX SERIES SHEETS,
<br />10.PROVIDE 1/2" CLEARANCE BETWEEN PRECAST ELEMENTS UNLESS NOTED OTHERWISE.
<br />11.SHOP DRILL (1/4" DIAMETER) AIR RELEASE HOLES IN EMBEDMENTS AT 8" o/c AS REQUIRED IN ORDER TO
<br />DISPLACE ANY VOIDS IN FORMWORK.
<br />12.REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SAND -BLAST. PROMPTLY
<br />PAINT WITH 2 COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING.
<br />13.TYPICAL PANEL TO BE 8 1/2 THICK UNLESS NOTED OTHERWISE. PLACE VERTICAL REINFORCING AT
<br />CENTERLINE OF PANEL UNLESS NOTED OTHERWISE. WHERE REINFORCING STEEL IS NOTED AS E.F.
<br />(EACH FACE), PLACE 314"CLEAR TO INSIDE FACE AND 1-1/2" CLEAR TO OUTSIDE FACE. REFER TO SHEET
<br />55.1 FOR DETAILS.
<br />ABBREVIATIONS
<br />L.L.H.
<br />LONG LEG HORIZONTAL
<br />ARCH.
<br />ARCHITECT
<br />L.L.V.
<br />LONG LEG VERTICAL
<br />BAL.
<br />BALANCE
<br />M.F.R.
<br />MANUFACTURER
<br />B. OR BOT.
<br />BOTTOM
<br />M.O.
<br />MASONRY OPENING
<br />N. BTW
<br />BETWEEN
<br />N.F.
<br />NEAR FACE
<br />BLDG.
<br />BUILDING
<br />N.T.A.
<br />NOT TO SCALE
<br />BRIG.
<br />BEARING
<br />oc
<br />ON CENTER
<br />C.I.P.
<br />CAST IN PLACE
<br />O.F.
<br />OUTSIDE FACE
<br />C.J.
<br />CONSTRUCTION JOINT - ..
<br />O.S.
<br />OUTSIDE
<br />CL
<br />CENTERLINE
<br />O.T.O.
<br />OUT TO OUT
<br />CUR.
<br />CLEAR
<br />P.P.T.
<br />PRESERVATIVE
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />PRESSURE TREATED
<br />COL
<br />COLUMN
<br />PLATE
<br />CONC.
<br />CONCRETE
<br />REINFORCING
<br />C.S.J.
<br />CLOSURE STRIP JOINT
<br />REMAINDER
<br />D.F.
<br />DOUGLAS FIR
<br />ROUGH OPENING
<br />EA
<br />EACH
<br />SECTIONS
<br />E.E.
<br />EACH END
<br />SIMILAR
<br />E.F.
<br />EACH FACE
<br />SHRINKAGE JOINT
<br />E.J.
<br />EXPANSION JOINT
<br />STEEL
<br />EL OR ELEV.
<br />ELEVATION
<br />SHEARWALL
<br />E.N.W. OR ENW
<br />ENGINEERS NORTHWEST
<br />SYMMETRICAL
<br />EQ.
<br />EQUAL
<br />TOP
<br />E.S.
<br />EACH SIDE
<br />TOP OF
<br />E.W.
<br />EACH WAY -
<br />TOP OF BEAM
<br />F.O.
<br />FACE OF
<br />TOP OF FOOTING
<br />F.O.C.
<br />FACE OF CONCRETE
<br />TOP OF STEEL
<br />F.O.S.
<br />FACE OF STUD
<br />TOP OF SLAB
<br />F.O.W.
<br />FACE OF WALL
<br />SIMILAR PLACES
<br />FTG.
<br />FOOTING
<br />TOP OF WALL
<br />GA.
<br />GAGE
<br />TYPICAL AT ALL
<br />GALV.
<br />HOT DIP GALVANIZED
<br />UNLESS NOTED OTHERWISE
<br />G.L.B.
<br />GLU-LAM BEAM
<br />VERTICAL EACH FACE
<br />G.W.B.
<br />GYPSUM WALL BOARD
<br />VERTICAL
<br />H. OR HORIZ.
<br />HORIZONTAL
<br />VERTICAL FAR FACE
<br />H.F.
<br />HEM -FIR
<br />VERIFY
<br />H.S.S.
<br />HOLLOW STRUCTURAL SECTION
<br />VERTICAL INSIDE FACE
<br />I.B.C.
<br />INTERNATIONAL BUILDING CODE
<br />VERTICAL NEAR FACE
<br />I.C.C.
<br />INTL. CODE COUNCIL
<br />VERTICAL OUTSIDE FACE
<br />I.F.
<br />INSIDE FACE
<br />WITHINC.
<br />INCLUDING
<br />WITHOUT
<br />I.S.
<br />INSIDE FACE
<br />W.H.S.
<br />WELD HEAD STUD
<br />K
<br />KIP (1000 POUNDS)
<br />AT CENTER LINE
<br />L.W.
<br />LONG WAY
<br />PLATE
<br />PL
<br />REINF.
<br />REM.
<br />R.O.
<br />SECT.
<br />SIM.
<br />S.J.
<br />STL.
<br />SW
<br />SYM_ M.
<br />T.
<br />T.O.
<br />T.O.B.
<br />T.O.F.
<br />T.O.S.
<br />Fire
<br />T.O.W.
<br />NP.
<br />U.N.O.
<br />V.E.F.
<br />VERT.
<br />V.F.F.
<br />VFY
<br />V.I.F.
<br />V.N.F.
<br />V.N.F.
<br />wl
<br />w/o
<br />�j
<br />Permit tF:
<br />B2204048 ROLLED PLANS
<br />(STRUCTURAL RECO 8/29/22)
<br />Site Address:
<br />1235 MYTH SrSW
<br />Owner:
<br />SMARTCAP BAKER VIEW LOGISTICS CENTER
<br />LLC
<br />Tenant
<br />BAKER VIEW LOGISTICS CENTER
<br />APP-Date:
<br />4/23/2022
<br />Proposed Use:
<br />NEW COMMERCIAL
<br />DesQiplian:
<br />NEW 166,5905E WAREHOUSE OEMBLDG
<br />SHELLONLY ZR
<br />Reviewed By:
<br />7CG"Date:
<br />OfficeSet
<br />Job Site Set
<br />p GC�C�OdCC
<br />AUG 29
<br />2022
<br />CITY OF EVERETT
<br />Permit Services
<br />CONCRETE REINFORCING
<br />SPLICE SCHEDULE
<br />BAR SIZE
<br />3000P51 LAP
<br />4000/4500 PSI LAP
<br />#3
<br />20"
<br />17"
<br />#4
<br />26"
<br />23"
<br />#5
<br />33"
<br />28"
<br />#8
<br />39"
<br />34"
<br />#7
<br />57"
<br />49"
<br />#8
<br />65"
<br />56"
<br />#9
<br />73"
<br />63"
<br />#10
<br />82"
<br />71"
<br />#11
<br />81"
<br />78"
<br />STRUCTURAL CONCRETE: TYPE I / II CEMENT
<br />LOCATION
<br />EXPOSURE
<br />MINIMUM 28
<br />MAXIMUM AIR
<br />LIMITS ON
<br />CEMENT TYPE
<br />MAX. WATER-SOLUBLE CHLORIDE
<br />CLASS
<br />DAY STRENGTH
<br />W/C RATIO
<br />CONTENT
<br />CEMENTITOUS
<br />ASTM C150
<br />ION CEMENT IN CONCRETE % BY
<br />MATERIALS
<br />WEIGHT OF CEMENT
<br />INTERIOR WALLS
<br />FO/SO/WO/CO
<br />4000 PSI
<br />0.49
<br />N/A
<br />N/A
<br />I / II
<br />1.00
<br />EXTERIOR WALLS
<br />F2/S0/1V0/C1
<br />4500 PSI
<br />0.45
<br />ACI 318-14
<br />N/A
<br />I / II
<br />0.30
<br />TABLE 19.3.3.1
<br />EXTERIOR SLABS,
<br />F2/SOAM)/C1
<br />4500 PSI
<br />0.45
<br />ACI 318-14
<br />N/A
<br />I / II
<br />0.30
<br />FOOTINGS
<br />TABLE 19.3.3.1
<br />
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