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GENERAL
<br />1. RULES, REGULATIONS, STANDARDS, AND CODES REFERENCED IN THESE NOTES ARE THE VERSION MOST RECENTLY
<br />ADOPTED BY PERMITTING AUTHORITY.
<br />2. VERIFY ALL DIMENSIONS AND CONDITIONS WITH ARCHITECTURAL DRAWINGS.
<br />3. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN, PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR
<br />SIMOLAR CONDITIONS, SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER OF RECORD.
<br />4. DO NOT SCALE THE DRAWINGS.
<br />5. APPLY, PLACE, ERECT OR INSTALL ALL PRODUCTS AND MATERIALS AN ACCORDANCE WITH THE MANUFACTURER'S
<br />INSTRUCTIONS.
<br />6. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE,
<br />BUT MAY NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS DURING CONSTRUCTION. ADEQUATELY BRACE
<br />STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST LATERAL FORCES (SUCH AS WIND, SEISMIC, AND EARTH
<br />FORCES), UNTIL THE PERMANENT LATERAL FORCE-RESISTING SYSTEMS HAVE BEEN INSTALLED. VISITS TO THE SITE
<br />BY THE OWNER'S REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS.
<br />7. LESLIE ENGINEERING, LLC. HAS NOT BEEN RETAINED TO PROVIDE ANY SEVICES RELATED TO JOB SITE SAFETY
<br />PRECAUTIONS, OR TO REVIEW THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE
<br />CONTRACTOR.
<br />DESIGN CRITERIA
<br />1. BUILDING CODE
<br />2018 INTERNATIONAL BUILDING CODE (IBC) WITH STATE OF WASHINGTON AMENDMENTS
<br />RISK CATEGORY = IV (ESSENTIAL FACILITIES)
<br />2. DESIGN LOADS
<br />DEAD
<br />ROOF DEAD LOAD = BUILDING SELF-WEIGHT
<br />COLLATERAL LOAD: 4 PSF SOLAR SURCHARGE ALLOWANCE
<br />+ 6 PSF CEILING, LIGHTING, MECH, MISC
<br />TOTAL COLLATERAL LOAD = 10 PSF
<br />LIVE
<br />ROOF LIVE LOAD = 20 PSF (DOES NOT GOVERN)
<br />SNOW
<br />ROOF SNOW LOAD = 140 PSF (FROM KITTITAS COUNTY)
<br />WIND
<br />BASIC WIND SPEED = 110 MPH
<br />EXPOSURE CATEGORY = C
<br />COMPONENTS AND CLADDING
<br />WIND UPLIFT
<br />EFFECTIVE WIND AREA
<br />100 sq.ft. 10 sq.ft.
<br /> ZONE 1 -31.5 psf -36.7 psf
<br /> ZONE 2 -33.8 psf -43.0 psf
<br /> ZONE 3 -53.0 psf -74.7 psf
<br />ALL LOADS ARE STATED IN
<br />STRENGTH-LEVEL FORCES (LRFD)
<br />SEISMIC
<br />SS = 0.61g
<br />S1 = 0.23g
<br />SDS = 0.53g
<br />SD1 = 0.33g
<br />Ie = 1.5
<br />SDC = D
<br />FOUNDATIONS ARE DESIGN BASED ON PRELIMINARY PEMB INFORMATION, AND MUST BE VERIFIED AGAINST
<br />FINAL METAL BUILDING CALCULATIONS/REACTIONS PRIOR TO BEGINNING EXCAVATION WORK.
<br />MAXIMUM FRAME DEFLECTION = h/120 (UNDER SERVICE LEVEL WIND OR SEISMIC LOADS)
<br />3. SOIL CRITERIA:
<br />ALLOWABLE SOIL BEARING PRESSURE = 5000 PSF (DEAD AND LIVE LOADS)
<br /> = 6667 PSF (SHORT TERM LOADS)
<br />FOUNDATIONS
<br />1. A GEOTECHNICAL INVESTIGATION HAS BEEN CONDUCTED FOR THIS PROJECT. THE DESIGN OF THE FOUNDATION
<br />SYSTEM IS BASED UPON THE RECOMMENDATIONS IN THIS REPORT.
<br />REPORT TITLE: PREPARED BY:
<br />GEOTECHNICAL ENGINEERING REPORT ERIC SCHELLENGER, PE
<br />KITTITAS COUNTY SEARCH AND RESCUE FACILITY GEOTECHNICAL ENGINEER
<br />CLE ELUM AIRPORT ROAD ASPECT CONSULTING, LLC
<br />CLE ELUM, WA 23 S MISSION ST, SUITE C
<br />Project No. 220471 WENATCHEE, WA 98801
<br />Date: September 27, 2023 509-888-5766
<br />2. REFER TO THE GEOTECHNICAL REPORT FOR ALL SITE PREPARATION REQUIREMENTS AND FOOTING/SLAB SUBGRADE
<br />PREPARATION REQUIREMENTS.
<br />CONCRETE REINFORCING STEEL
<br />1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, TYPICAL, UNLESS NOTED OTHERWISE.
<br />2. DETAIL, FABRICATE AND PLACE REINFORCING ACCORDING TO ACI 315, "DETAILS AND DETAILING OF CONCRETE
<br />REINFORCMENT."
<br />3. ACCURATELY POSITION, SUPPORT AND SECURE REINFORCEMENT FROM DISPLACING DUE TO FORMWORK,
<br />CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND SUPPORT REINFORCING BY METAL CHAIRS,
<br />RUNNERS, BOLSTERS, SPACERS, AND HANGERS AT A MAXIMUM SPACING OF 3'-0" ON CENTER.
<br />4. DO NOT FIELD BEND, DISPLACE, WELD, HEAT OR CUT REINFORCING UNLESS INDICATED ON THE DRAWINGS, OR
<br />APPROVED BY STRUCTURAL ENGINEER OF RECORD.
<br />5. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING SHALL BE AS FOLLOWS:
<br />3" ± 1/2" TO BOTTOM OF FTG
<br />1 1/2" ± 1/4" TO TOP OF SLAB-ON-GRADE.
<br />6. REINFORCING LAP SPLICES (INCHES): CONFORM WITH ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED
<br />CONCRETE", AS SHOWN BELOW, UNLESS NOTED OTHERWISE ON DRAWINGS:
<br /> BAR f'C
<br /> SIZE 3000 PSI 4000 PSI
<br /> #3 22" 19"
<br /> #4 29" 25"
<br /> #5 36" 31"
<br /> #6 43" 37"
<br />LAP SPLICE NOTE:
<br />A. SPLICE LENGTH BASIS: CLASS B, SPLICE, WITH CENTER-TO-CENTER BAR SPACING GREATER THAN 3 BAR
<br /> DIAMETERS, AND CONCRETE COVER AT LEAST 1 BAR DIAMETER.
<br />B. SPLICES SHALL BE STAGGERED AT LEAST 24".
<br />CAST-IN-PLACE CONCRETE
<br />1. PROVIDE CONCRETE MATERIALS, FORM WORK, MIXING, PLACING, AND CURING ACCORDING TO ACI 301, "STANDARD
<br />SPECIFICATION FOR STRUCTURAL CONCRETE."
<br />2. CONCRETE MIX DESIGNS:
<br /> MIN f'C W/C AIR TARGET COARSE FLY ASH
<br />LOCATION (28 DAYS) (MAX) (%) SLUMP AGG SIZE CONTENT
<br />NEW FOUNDATIONS 3000 psi 0.52 6 4" 3/4" 0%-25%
<br />INT. SLABS ON GRADE 4000 psi 0.48 0 4" 3/4" 0%-25%
<br />3. TARGET SLUMP, ±1", ASSUMES ADMIXTURES INCLUDED, AS REQUIRED.
<br />4. FLY ASH SHALL CONFORM TO ASTM C618, TYPE F. FLY ASH SHALL REPLACE CEMENT BY WEIGHT BASED ON THE
<br />ACCEPTABLE PERCENTAGE RANGE LISTED IN THE TABEL ABOVE.
<br />5. CONCRETE MIX PROPORTIONS SHALL CONFORM TO ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL
<br />CONCRETE" AND TARGET SLUMP AS NOTED AN THE TBLE ABOVE.
<br />6. SUBMIT MIX DESIGNS, WITH COMPLETE STATISTICAL BACKUP, FOR REVIEW AND APPROVAL, PROIR TO PLACEMENT.
<br />7. ALL CONSTRUCTION JOINTS SHALL HAVE A ROUGHENED CONTACT AREA OF A FULL AMPLITUDE OF APPROXIMATELY
<br />1/4", LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAITANCE.
<br />8. CHAMFER EXPOSED CORNERS 3/4", UNLESS NOTED OTHERWISE.
<br />CONCRETE SLABS ON GRADE
<br />1. THE GENERAL CONTRACTOR SHALL CONTROL & MONITOR CONSTRUCTION PROCEDURES AND CONDITIONS AS
<br />REQUIRED TO PROVIDE A HIGH QUALITY FINISHED SLAB WITH MINIMAL CRACKS, CURLING, AND SURFACE DEFECTS.
<br />PROCEDURES AND CONDITIONS UNDER THE CONTROL OF THE GENERAL CONTRACTOR INCLUDE, BUT ARE NOT
<br />LIMITED TO: PROVISIONS FOR AMBIENT WEATHER CONDITIONS, CURING METHODS SELECTED, RATE OF PLACEMENT,
<br />JOINT ARRANGEMENT AND INSTALLATION, TEMPERATURE CONTROL, SUBGRADE PREPARATION, AND REINFORCING
<br />PLACEMENT.
<br />2. SLAB JOINTS: JOINTLOCATIONS HAVE BEEN PROVIDED ON THE FOUNDATION PLAN. PROPOSED REVISIONS TO SLAB
<br />JOINT LAYOUT MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. IN GENERAL, ADHERE TO THE FOLLOWING
<br />CRITERIA:
<br />A.MAXIMUM JOINT SPACING 20'-0"
<br />B.MAXIMUM ASPECT RATIO BETWEEN JOINTS:1.5:1
<br />C.AVOID RE-ENTRANT CORNERS. IF RE-ENTRANT CORNERS CANNOT BE AVOIDED, PROVIDE (2) #4
<br />DIAGONAL BARS AT RE-ENTRANT CORNERS.
<br />ANCHORS IN CONCRETE
<br />1. INSTALL ANCHORS TO MANUFACTURER'S RECOMMENDATIONS.
<br />2. INSTALL ANCHORS WITH IBC SPECIAL INSPECTION ACCORDING TO SPECIAL INSPECTION PROGRAM.
<br />3. ANCHOR SYSTEMS MUST BE ICC-ES APPROVED.
<br />4. EXPANSION ANCHOR MATERIAL SHALL BE HOT-DIP GALVANIZED ACCORDING TO ASTM A153, OR BE AISI 304 STAINLESS
<br />STEEL.
<br />5. ACCEPTABLE EXPANSION ANCHORS:
<br />HILTI KWIK BOLT TZ
<br />6.EPOXY ANCHOR SYSTEM SHALL CONSIST OF ALL-THREAD ROD, NUT, WASHER AND ADHESIVE INJECTION GEL SYSTEM.
<br />7.ANCHOR RODS SHALL HAVE ROLLED THREADS.
<br />8.ANCHOR ROD NUTS SHALL CONFORM WITH ASTM A194.
<br />9.ROD MATERIAL SHALL MEET ONE OF THE FOLLOWING REQUIREMENTS:
<br />A.ASTM F1554, GRADE 36, GRADE 55, OR GRADE 105 MATERIAL, HOT DIP GALVANIZED ACCORDING TO
<br />ASTM A153.
<br />B.ASTM A193, GRADE B7 MATERIAL, HOT DIP GALVANIZED ACCORDING TO ASTM A153.
<br />C.AISI 304 OR AISI 316 STAINLESS STEEL, CONFORMING TO ASTM F593.
<br />10.ACCEPTABLE ADHESIVE INJECTION GEL SYSTEM:
<br />HILTI HY-200.
<br />SPECIAL INSPECTIONS
<br />INSPECTION ITEM (P)(C)NOTES
<br />SOIL
<br />VERIFY SOIL BEARING CAPACITY BELOW SHALLOW FOUNDATIONS X NA
<br />VERIFY FOUNDATION EXCAVATIONS HAVE REACHED SPECIFIED DEPTH X NA
<br />CONCRETE
<br />REINFORCING STEEL X
<br />LOCATION AND SIZE OF CAST-IN-PLACE ANCHORS X
<br />MECHANICAL EXPANSION ANCHORS X
<br />EPOXY ADHESIVE INSTALLATION X
<br />ABBREVIATIONS
<br />@ AT
<br />Ø DIAMETER
<br />AB ANCHOR BOLT
<br />ABV ABOVE
<br />ADD'L ADDITIONAL
<br />ACI AMERICAN CONCRETE INSTITUTE
<br />AGG AGGREGATE
<br />AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />AISI AMERICAN IRON AND STEEL INSTITUTE
<br />ALT ALTERNATE
<br />ASTM AMERICAN STANDARD TEST INSTITUTE
<br />AWS AMERICAN WELDERS SOCIETY
<br />BLKG BLOCKING
<br />BM BEAM
<br />BOT BOTTOM
<br />BTWN BETWEEN
<br />(C)CONTINUOUS
<br />CJP COMPLETE JOINT PENETRATION
<br />CLR CLEAR
<br />CMU CONCRETE MASONRY UNIT
<br />COL COLUMN
<br />CONC CONCRETE
<br />CONT CONTINUOUS
<br />CY CUBIC YARD
<br />DIA DIAMETER
<br />DIAG DIAGONAL
<br />DIM DIMENSION
<br />DIR DIRECTION
<br />(E)EXISTING
<br />EA EACH
<br />EF EACH FACE
<br />EL ELEVATION
<br />EMBED EMBEDMENT
<br />EOR ENGINEER OF RECORD
<br />ESR EVALUATION SERVICE REPORT
<br />EW EACH WAY
<br />f'C CONCRETE COMPRESSIVE STRENGTH
<br />FDN FOUNDATION
<br />FRMG FRAMING
<br />FTG FOOTING
<br />GALV GALVANIZED
<br />HDG HOT-DIP GALVANIZED
<br />HORIZ HORIZONTAL
<br />HSS HOLLOW STRUCTURAL SECTION
<br />IBC INTERNATIONAL BUILDING CODE
<br />ICC INTERNATIONAL CODE COUNCIL
<br />ICC-ES INTERNATIONAL CODE COUNCIL EVALUATION SERVICE
<br />LB(S)POUNDS
<br />LLH LONG LEG HORIZONTAL
<br />LLV LONG LEG VERTICAL
<br />MAX MAXIMUM
<br />MB MACHINE BOLT
<br />MIN MINIMUM
<br />(N)NEW
<br />NA NOT APPLICABLE
<br />NO.NUMBER
<br />NTS NOT TO SCALE
<br />O.C.ON CENTER
<br />(P)PERIODIC
<br />P.E.S.PANEL EDGE SCREWS
<br />PL PLATE
<br />PLCS PLACES
<br />PLF POUNDS PER LINEAR FOOT
<br />PP PARTIAL PENETRATION
<br />PSF POUNDS PER SQUARE FOOT
<br />PSI POUNDS PER SQUARE INCH
<br />R RADIUS
<br />REINF REINFORCING
<br />REBAR REINFORCING BAR
<br />REQ'D REQUIRED
<br />SCHED SCHEDULE
<br />SF SQUARE FEET
<br />SHTG SHEATHING
<br />SIM SIMILAR
<br />SIP STRUCTURAL INSULATED PANEL
<br />SS STAINLESS STEEL
<br />STD STANDARD
<br />STIFF STIFFENER
<br />T&B TOP AND BOTTOM
<br />THRD THREADED
<br />T.O.TOP OF
<br />TYP TYPICAL
<br />UNO UNLESS NOTED OTHERWISE
<br />VERT VERTICAL
<br />VIF VERIFY IN FIELD
<br />W/WITH
<br />WABO WASHINGTON ASSOCIATION OF BUILDING OFFICALS
<br />W/C WATER TO CEMENT RATIO
<br />WF WIDE FLANGE
<br />WP WORK POINT
<br />Civil & Structural Engineering
<br />LESLIE ENGINEERING PROJECT NO: 2023-127
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<br />© Copyright reserved. All parts of this
<br />drawing are the exclusive property of
<br />BORArchitecture, pllc and shall not be
<br />used or reproduced in any way without
<br />the expressed written permission of
<br />BORArchitecture, pllc.
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<br />5/8/20262
<br />S001
<br />2023-127
<br />03/12/2024
<br />HGH
<br />GENERAL
<br />STRUCTURAL
<br />NOTES
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<br />FOUNDATION SIZES HAVE BEEN REVISED
<br />FOR PEMB SUBMITTAL FROM PACIFIC
<br />BUILDING SYSTEMS DATED 4/24/26
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