OSP Radio and Key Room

OSP Radio and Key Room Building Construction, Commercial and Institutional Alternate #1: Sawcut/Reinforcing PROJECT #DATE:REVISIONS Copyright © 2026 MSC ENGINEERS, INC. 03/20/2026250634 SHEET: Mar 20, 2026-6:46:20 am G:\JOBS-2025\250634 OSP SECURITY ADDITION\250634 032026.DWG, MSC5 MSCE N G I N E E R SSINCE 1925 CONSULTINGSTRUCTURALENGINEERS3470 Pipebend Place NESuite 120Salem, OR 97301503.399.1399mscengineersinc.com OREGON STATE PENITENTIARYRADIO ROOM2605 STATE ST, SALEM, OR 97310 STRUCTURAL S0.01 GENERAL NOTES GENERAL REQUIREMENTS:A.IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS ANDNECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED.B.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION METHODS, TECHNIQUES, SEQUENCING,AND SAFETY REQUIRED TO COMPLETE CONSTRUCTION.C.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS PRIOR TO PROCEEDING WITHCONSTRUCTION. ALL DISCREPANCIES SHALL BE APPROVED BY THE ARCHITECT OR ENGINEER OFRECORD.D.CONTRACTOR SHALL VERIFY ALL REQUIRED PENETRATIONS ON ARCHITECTURAL, MECHANICAL ANDELECTRICAL PLANS. ALL DIMENSIONS SHALL BE FIELD VERIFIED AS EARLY AS POSSIBLE.E.CONTRACTOR SHALL THOROUGHLY REVIEW AND REDLINE ALL SHOP DRAWINGS PRIOR TO SUBMITTALTO THE ENGINEER AND ARCHITECT. SUBMIT SHOP DRAWINGS IN A TIMELY FASHION TO ALLOW 10BUSINESS DAYS FOR REVIEW BY DESIGN TEAM. ALL MODIFICATIONS OR COMMENTS MADE DURINGREVIEW DO NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS ORSPECIFICATIONS. FOUNDATIONS:A.ALL FOOTINGS TO REST ON FIRM, UNDISTURBED SOIL, OR STRUCTURAL FILL, FREE OF ORGANICMATERIAL, AND CAPABLE OF SUPPORTING A MINIMUM ALLOWABLE BEARING PRESSURE OF 1,500 psf.UNDER COMBINED DEAD AND LIVE LOADS.B.ALL SLABS-ON-GRADE SHALL BE UNDERLAIN BY A MINIMUM OF 6" OF FREE- DRAINING(LESS THAN 5% PASSING THE NO. 200 SIEVE), WELL GRADED, CRUSHED ROCK. THEBASE COURSE MATERIALS SHALL BE COMPACTED TO AT LEAST 95% OF MAXIMUM DRYDENSITY. REINFORCING STEEL:A.ALL REINFORCING STEEL SHALL BE BILLET STEEL DEFORMED BARS CONFORMING TO ASTM A615, GRADE60, EXCEPT USE ASTM A706, GRADE 60 BARS WHERE WELDING IS REQUIRED. (NO. 3 BARS MAY BEGRADE 40). SUBMIT MILL CERTIFICATES FOR ALL BARS REQUIRING WELDING.B.FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRSI MSP-1-16"MANUAL OF STANDARD PRACTICE" AND CHAPTER 25 OF ACI 318 "SPECIFICATIONS FOR STRUCTURALCONCRETE FOR BUILDINGS".C.ALL CONCRETE SLAB REINFORCING STEEL SHALL BE SUPPORTED AT THE REQUIRED HEIGHTS BYAPPROVED BOLSTERS PRIOR TO POURING SLAB CONCRETE.D.REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD CLASS BSPLICES STAGGERED BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. E.PROVIDE CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL BARS AND PROJECT 48 DIAMETERSEACH WAY OR 2'-0" X 2'-0" MINIMUM UNLESS DETAILED OTHERWISE.F.PROVIDE (2)-#5 BARS AROUND ALL OPENINGS AND RECESSES. EXTEND THESE BARS 24 INCHES BEYONDTHE CORNER OF THE OPENINGS.G.CONTRACTOR SHALL PROVIDE AND CAST IN ALL NECESSARY INSERTS.REINFORCING PROTECTION:A.CONCRETE DEPOSITED AGAINST EARTH: 3 INCHES.B.CONCRETE FORMED SURFACES EXPOSED TO GROUND AND WEATHER:#5 AND SMALLER BAR - 112 INCHES#6 AND LARGER BAR - 2 INCHESC.CONCRETE SURFACES NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:#11 AND SMALLER BAR - 34 INCHESD.SLABS = 34 INCHES COLD FORMED STEEL (LIGHT GAGE STEEL):A.ALL LIGHT WEIGHT, COLD FORMED STEEL MEMBERS HAVE BEEN DESIGNED AND SPECIFIED TO COMPLYWITH COMMON SECTION DESIGNATIONS PER STEEL STUD MANUFACTURER'S ASSOCIATION, S.S.M.A. ALLPRODUCTS REFERENCED ARE DESIGNED TO MEET THE AISI PUBLICATION "COLD FORMED STEEL DESIGNMANUAL". GALVANIZED STEEL PRODUCTS ARE ASSUMED TO BE FORMED FROM STEEL WITH A MINIMUMYIELD STRESS OF 33 ksi (ASTM A653 GRADE 33) FOR ELEMENTS WITH THICKNESS 0.0451"(43 mil) ANDLESS, AND 50 ksi (ASTM A653 GRADE 50) ELEMENTS WITH THICKNESS GREATER THAN 0.0451"(43 mil).B.LIGHT GAGE FRAMING TO BE INSTALLED PER MANUFACTURER REQUIREMENTS, USING CONVENTIONALFASTENING METHODS.C.ALL COLD FORMED STEEL STUDS, JOIST & TRACK MILL CERTIFIED STEEL TO MEET:1.ASTM A653-GRADE 50 54-97mil (12-16ga) GALV. STEEL2.ASTM A653-GRADE 33 18-43mil (25-18ga) GALV. STEELD.ALL STEEL STUDS, JOIST & TRACK SHALL HAVE A LEGIBLE LABEL, STAMP OR EMBOSSMENT, AT AMAXIMUM OF 48" O.C., INDICATING THE MANUFACTURER'S NAME, LOGO OR INITIALS, ICBO EVALUATIONSERVICE REPORT NUMBER, THE MATERIAL BASE METAL THICKNESS (UNCOATED) IN 0.001 IN AND THEYIELD STRENGTH IF DIFFERENT THAN 33 ksi.E.MILL CERTIFICATES SHALL BE MADE AVAILABLE IF REQUESTED. MILL CERTIFICATES TO INCLUDE AS AMINIMUM THE CHEMICAL COMPOSITION, YIELD STRENGTH, TENSILE STRENGTH, ELONGATION, ANDCOATING THICKNESS.F.SCREW VALUES USED IN DESIGN MEET THE AISI SPECIFICATION E4 FOR SCREW CONNECTIONS.RECOMMENDED SCREWS:SCREW SIZETHICKNESS APPLICATION#8 x 114" LONG SHARP PT.33 mil ONLY12" PLYWOOD TO LG.#8 x 12" LONG SHARP PT.18 mil ONLYFRAMING SCREW#8 x 12" TEK PT.33 mil - 54 milFRAMING SCREW#8 x 114" LONG PILOT PT.25 mil - 68 mil 12" PLYWOOD TO LG.#8 x 2" LONG PILOT PT.25 mil - 68 mil34" PLYWOOD TO LG.#10-14 x 34" LG. HEX TEK PT.25 mil - 68 milFRAMING SCREWNOTE: MIN. OF 33 mil MATERIAL TO BE USED TO FASTEN PLYWOOD DESIGN LOADS:A.ROOF LOADS:DEAD LOAD= 20 psfSNOW LOAD= 27 psf (MIN.) or pf + DRIFTpg = 9 psfpf = 6.9 psfce = 1.0ct = 1.0B.WIND DESIGN DATA:ULTIMATE WIND SPEED = 104 mphEXPOSURE = "C"RISK CATEGORY IIIMWFRS - DIRECTIONAL PROCEDURE: (ASCE 7-16 CH. 27)Kd= 0.85G= 0.85Kzt= 1.0COMPONENTS AND CLADDING:INTERIOR PRESSURE COEFFICIENT = ±0.18ZONE 1:+11.2 psf* / -43.8 psfZONE 2:+11.2 psf* / -57.8 psfZONE 3:+11.2 psf* / -78.8 psfZONE 4:+22.8 psf / -24.8 psfZONE 5:+22.8 psf / -30.5 psf*MIN. ULTIMATE PRESSURE = 16 psfULTIMATE DESIGN WIND PRESSURE (1.0W) BASED ON 10 SF AREA AND MAY BE ADJUSTEDAS REQUIRED PER ASCE7 FOR LARGER AREAS.C.SEISMIC DESIGN DATA:SS = 0.813S1 = 0.407SITE CLASS = DSDS = 0.651SD1 = 0.513SEISMIC DESIGN CATEGORY DBASIC SEISMIC FORCE RESISTING SYSTEM:- SPECIAL MASONRY SHEARWALLSR = 5.0EQUIVALENT LATERAL FORCE ANALYSISRISK CATEGORY = IIID.IMPORTANCE FACTORS:SNOW(Is)= 1.10SEISMIC(Ie)= 1.25 MASONRY:A.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE "N", MEDIUM WEIGHT HAVING AMINIMUM COMPRESSIVE STRENGTH OF 2000 psi AT 28 DAYS. (f'm = 1,500 psi) MASONRY UNITS AT TIMEOF PLACEMENT SHALL HAVE BEEN AIR CURED FOR A MINIMUM OF 28 DAYS OR KILN CURED, WITH AMAXIMUM WATER ABSORPTION OF 17 pcf/unit AND A LINEAR SHRINKAGE OF 0.065 MAXIMUM.B.CLAY BRICK UNITS SHALL CONFORM TO ASTM C67, HAVING A MINIMUM COMPRESSIVE STRENGTH OF6000 psi. BRICK MORTAR ASSEMBLY WILL HAVE A MINIMUM COMPRESSIVE STRENGTH. (f'm = 2,350 psi)C.CONCRETE MASONRY BLOCK SHALL HAVE KORFIL INSULATION INSERTS IN CELLS WITHOUTREINFORCEMENT AND CELLS WITH VERTICAL REINFORCEMENT ONLY. OMIT INSERTS AT BOND BEAMS,LINTELS AND WHERE SHOWN ON DETAILS.D.MORTAR SHALL BE ASTM C270 TYPE "S" WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 psi AT 28DAYS FOR ABOVE GRADE MASONRY WORK. BELOW GRADE MASONRY SHALL BE TYPE "M" MORTAR.E.GROUT FILL ALL CELLS. GROUT SHALL EXCEED A COMPRESSIVE STRENGTH OF 2000 psi AT 28 DAYS INACCORDANCE WITH ASTM C476. SLUMP SHALL BE 912" ±112". SUBMIT COPY OF GROUT MIX DESIGN AND30 BREAK TEST RECORDS TO THE ENGINEER PRIOR TO GROUT PLACEMENT. WATER/CEMENT RATIOSHALL NOT EXCEED 0.56.F.ALL MASONRY CONSTRUCTION SHALL CONFORM WITH PRESENT OSHA REQUIREMENTS INCLUDINGTHOSE REGARDING THE ESTABLISHMENT OF "LIMITED ACCESS ZONES".G.ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH TMS 402/602 "SPECIFICATION FORMASONRY CONSTRUCTION" AND TRANSPORTING OF READY-MIX GROUT IN ACCORDANCE WITH ASTM C94"STANDARD SPECIFICATION FOR READY-MIX CONCRETE".H.MASONRY UNITS SHALL BE PLACED IN COURSES OF RUNNING BOND.I.REINFORCING STEEL SHALL BE RAIL STEEL DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.USE ASTM A706, GRADE 60 WHERE WELDING IS REQUIRED.J.PROVIDE KNOCKOUT BOND BEAM BLOCK FOR ALL HORIZONTAL BOND BEAMS AND AT THE TOPS OF EACHWALL.K.PROVIDE CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL BARS AND PROJECT 48 DIAMETERSEACH WAY.L.PROVIDE (2)-#4 BARS AROUND ALL OPENINGS AND RECESSES. EXTEND THESE BARS 24" BEYOND THECORNER OF OPENINGS.M.MASONRY WALLS SHALL BE REINFORCED AS FOLLOWS, EXCEPT WHERE SHOWN OTHERWISE ON PLANS:8" WALLS - #5 VERTICAL AT 40" O.C. AT CENTERLINE OF WALL- (2) #4 HORIZONTAL CONTINUOUS AT 48" O.C. HOOK BAR AT ENDS OF WALLS. ACCEPTABLE POST INSTALLED ANCHOR PRODUCTS:A.THE FOLLOWING ANCHOR PRODUCTS HAVE BEEN APPROVED BY THE ICC FOR USE INCRACKED CONCRETE. THIS LIST IS PROVIDED FOR THE CONTRACTOR TO USE AS ARESOURCE FOR ALTERNATE MANUFACTURERS AND ANCHOR TYPES. IF AN ALTERNATE ISDESIRED FROM THIS LIST, THE CONTRACTOR IS TO NOTIFY THE E.O.R. SO THAT PROPERSIZE AND EMBEDMENT MAY BE SPECIFIED.B.LISTED ANCHORS MAY NOT BE AN EQUIVALENT TO THOSE SPECIFIED IN THE PLANS.ADHESIVE ANCHORS:·HILTI HIT-HY 200·HILTI HIT-RE 500-V3 EPOXY·SIMPSON SET-3G EPOXY·SIMPSON AT-XP ACRYLIC·DEWALT AC200+ ACRYLIC·DEWALT / POWERS PURE 110+ EPOXY·ITW RED HEAD EPCON G5 EPOXY·ITW RED HEAD EPCON S7 EPOXYWEDGE ANCHORS / EXPANSION ANCHORS:·HILTI KWIK BOLT TZ EXPANSION ANCHOR·HILTI HSL-3 HEAVY DUTY EXPANSION ANCHOR·SIMPSON STRONG-BOLT 2 WEDGE ANCHOR·DEWALT / POWERS POWER-STUD+ SD1 EXPANSION ANCHOR·DEWALT / POWERS POWER-STUD+ SD2 EXPANSION ANCHORSCREW ANCHORS:·HILTI KWIK HUS-EZ (KH-EZ) SCREW ANCHOR·SIMPSON TITEN HD SCREW ANCHOR·DEWALT SCREW-BOLT + SCREW ANCHORCONCRETE:A.ALL CONCRETE WORK SHALL CONFORM TO OSSC CHAPTER 19, "CONCRETE," ACI 318, "BUILDING CODEREQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE,"ACI 117, "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."B.SPECIAL INSPECTIONS: ALL CONCRETE MIXES REQUIRE SPECIAL INSPECTION UNLESS OTHERWISENOTED.C.REINFORCING: ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY NOTED IN PLANS ANDDETAILS. WHERE REINFORCING IS NOT INDICATED, PROVIDE REINFORCING AS SHOWN IN SIMILARDETAILS AND VERIFY PLACEMENT WITH ENGINEER.D.CONCRETE EXPOSED TO WEATHER: ALL CONCRETE MIXES EXPOSED TO WEATHER SHALL BEAIR-ENTRAINED WITH AN AIR CONTENT OF 5% ±1%.E.CONCRETE CAST AGAINST EXISTING: WHERE CONCRETE IS CAST AGAINST EXISTING OR PREVIOUSLYCURED CONCRETE, ROUGHEN CONTACT SURFACES TO 1/4" AMPLITUDE AND CLEAN SURFACE OFLAITANCE, FOREIGN MATTER, PAINT AND LOOSE PARTICLES. APPLY LIQUID BONDING AGENT ONSURFACE OF EXISTING PRIOR TO PLACEMENT.F.FLY ASH: PORTLAND CEMENT CONTENT MAY BE REPLACED WITH UP TO 25% FLY ASH CONFORMING TOASTM C618 (INCLUDING TABLE 2A) TYPE F OR TYPE C, PROVIDED THAT MIX STRENGTH ISSUBSTANTIATED BY TEST DATA.G.SLAG: PORTLAND CEMENT CONTENT MAY BE REPLACED WITH UP TO 25% SLAG CEMENT CONFORMINGTO ASTM C989, PROVIDED THAT MIX STRENGTH IS SUBSTANTIATED BY TEST DATA.H.ADMIXTURES: WATER REDUCING ADMIXTURES CONFORMING TO ASTM C494 MAY BE USED IN STRICTACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND SHALL BE INCORPORATED IN THECONCRETE MIX DESIGN SUBMITTAL.I.SLUMP: SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY THE CONTRACTOR ANDSUPPLIER BASED UPON DELIVERY TIME AND METHOD OF PLACEMENT AND INCLUDED IN THE MIX DESIGNSUBMITTAL INCLUDING INFLUENCE OF ADDITIVES.J.WATER: WATER SHALL BE CLEAN AND POTABLE. NO WATER SHALL BE ADDED IN FIELD UNLESSSPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER AS A PROPORTION ALLOTTED WITHINAPPROVED CONCRETE MIX DESIGN.K.SUBMITTALS: CONTRACTOR SHALL SUBMIT A COPY OF EACH CONCRETE MIX DESIGN AND (30) 28-DAYBREAK TEST RECORDS TO ENGINEER FOR REVIEW AND COMMENT. ALLOW SUFFICIENT TIME FOR REVIEWAND APPROVAL BEFORE DELIVERY.L.WEATHER: CONTRACTOR SHALL CAREFULLY MONITOR THE WEATHER IN THE DAYS PRECEDING ANDFOLLOWING SCHEDULED CONCRETE POURS. TEMPERATURES BELOW 40°F OR ABOVE 90°F CANADVERSELY AFFECT THE QUALITY OF CONCRETE. SIMILARLY, OTHER ENVIRONMENTAL FACTORS SUCH ASLOW HUMIDITY AND HIGH WIND SPEEDS CAN ALSO AFFECT THE QUALITY OF CONCRETE. CONTRACTORIS TO BE FAMILIAR WITH AND READY TO IMPLEMENT PROCEDURES OUTLINED IN ACI 305 / ACI 306 INTHE EVENT OF WEATHER CONDITIONS.M.PIPE & CONDUIT ARE NOT PERMITTED TO BE INSTALLED IN SLABS OR FOOTING TRENCHES WITHOUTPRIOR APPROVAL OF THE ARCHITECT OR ENGINEER.N.CONCRETE MIX DESIGNS:COARSEAGGREGATESIZEMAXIMUMWATER/CEMENTRATIOFOUNDATIONS112"LOCATION ADD’LNOTES.46MINIMUMCOMPRESSIVESTRENGTH (F'c)3,000NOTES:1.PER ASTM F710, WHEN A FLOOR COVERING IS TO BE INSTALLED OVER A SLAB, AMINIMUM 10 MIL VAPOR RETARDER WITH A PERMEANCE OF 0.1 SHALL BE INSTALLEDUNDER SLAB. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.2.EXCLUDES GROUND OR POLISHED SLAB FINISHES3.REFER TO ADDITIONAL NOTES UNDER “GROUND OR POLISHED CONCRETE SLABS”4.SPECIAL INSPECTION NOT REQUIRED SLABS ON GRADE.443,5001,234" CODES AND STANDARDS:A.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2022 OREGONSTRUCTURAL SPECIALTY CODE AND 2021 EDITION INTERNATIONAL BUILDING CODE INCLUDINGREFERENCE STANDARDS LISTED BELOW:·AMERICAN NATIONAL STANDARDS INSTITUTE/AMERICAN SOCIETY OF CIVIL ENGINEERS -(ANSI/ASCE 7-2016)·SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS (AISI -S100-2016/S202-2020)·AMERICAN CONCRETE INSTITUTE (ACI 301 - 2016, ACI 318 - 2019)·MASONRY STANDARDS JOINT COMMITTEE (MSJC/TMS 402 - 2016)DEVELOPMENTFACTORDEVELOPMENTLENGTHCLASS B LAP SPLICE LENGTH#3#4#5#6#7#8 48 x D18"24"30"36"52.5"60" 23.4"31.2"39"46.8"68.3"78" BOTTOM BARTOP BAR48 x D48 x D48 x D60 x D60 x D 30.4"40.6"50.7"60.8"88.7"101.4" BAR SIZE"D" STRUCTURAL INSPECTION AND TESTING:A.CONTRACTOR SHALL PROVIDE WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIALAND OWNER PRIOR TO COMMENCEMENT OF WORK AS REQUIRED BY OSSC SECTION 1704.2.3.B.ALL CONSTRUCTION SHALL BE INSPECTED IN CONFORMANCE WITH THE OREGON STRUCTURALSPECIALTY CODE.C.ALL ITEMS NOTED AS REQUIRING SPECIAL INSPECTION PER THE OREGON STRUCTURAL SPECIALTY CODEIN ACCORDANCE WITH SECTION 1705, SHALL BE PERFORMED BY A QUALIFIED PERSON WHO CANDEMONSTRATE COMPETENCE FOR THE PARTICULAR TYPE OF CONSTRUCTION BEING INSPECTED. THESPECIAL INSPECTIONS SHALL BE PERFORMED IN ADDITION TO THE INSPECTIONS REQUIRED BY THEOREGON STRUCTUR