the document and the designs incorporated herein … · 2018-04-24 · system at the construction...
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AB ANCHOR BOLTABV ABOVEATR ALL-THREAD RODARCH ARCHITECTURAL
BC BOTTOM CHORDBLDG BUILDINGBLKG BLOCKINGBM BEAMBN BOUNDARY NAILINGBOT BOTTOMBO BOTTOM OFBOS BOTTOM OF STEEL
℄ CENTER LINECIP CAST-IN-PLACECLG CEILINGCLR CLEARCJ CONTROL JOINTCMU CONCRETE MASONRY UNITCOL COLUMNCONC CONCRETECONT CONTINUOUSCP CONTROL POINT
(D) DEMOLISHDBL DOUBLEDEFL DEFLECTIONDET DETAILDIA DIAMETERDO DITTODWG DRAWING
(E) EXISTINGE EASTEA EACHES EACH SIDEEN EDGE NAILEL ELEVATION, END LENGTHEW EACH WAYEJ EXPANSION JOINTEQ EQUALEXP ANC EXPANSION ANCHOREXT EXTERIOR
FE FIRE EXINGUISHERFEC FIE EXTINGUISHER CABINETFS FAR SIDEFDN FOUNDATIONFIN FINISHFG FINISHED GRADEFLR FLOORFO FACE OFFOC FACE OF CONCRETEFOF FACE OF FRAMINGFOM FACE OF MASONRYFOS FACE OF STUDFTG FOOTINGFOCMU FACE OF CMU
GA GAUGEGB GRADE BEAMGL GLUE LAMINATED (BEAM)GWG GYPSUM BOARDGYP GYPSUM
HCA HEADED CONC ANCHOR (STUD)HDR HEADERH, HORIZ HORIZONTALHDG HOT DIPPED GALVANIZEDHS HIGH STRENGTHHSB HIGH STRENGTH BOLTSHSS HOLLOW STRUCTURAL SECTION
INT INTERIOR
LLH LONG LEG HORIZONTALLSL LAMINATED STAND LUMBERLLV LONG LEG VERTICAL
LONG LONGITUDINALLSH LONG SLOTTED HOLELVL LAMINATED VENEER LUMBER
MFR MANUFACTURERMB MACHINE BOLTSMAX MAXIMUMMTL METALMIN MINIMUMMISC MISCELLANEOUS
(N) NEWN / NO. NORTHNS NEAR SIDENTS NOT TO SCALE
OC ON CENTEROPG OPENINGOH OPPOSITE HANDOP OPPOSITEOSB ORIENTED STRAND BOARDOSSC OREGON STRUCTURAL SPECIALTY CODEO/ OVER
PSL PARALLEL STRAND LUMBER⅊ PLATE (STEEL)PLY PLYWOODPMJ PRE-MOLDED JOINT FILLERPT PRESSURE TREATED
REINF REINFORCEMENTREQ'D REQUIREDRJ ROUGHENED CONSTRUCTION JOINTRO ROUGH OPENINGRS ROUGH SAWN
S / SO. SOUTHSAD SEE ARCHITECTURAL DRAWINGSC SLIP CRITICALSCHED SCHEDULESDWS SELF-DRILLING WOOD SCREWSGD SEE GEOTECH DESIGN / REPORTSHTH'G SHEATHINGSIM SIMILARSOG SLAB ON GRADESPEC SPECIFICATIONSQ SQUARESSH SHORT SLOTTED HOLESS STAINLESS STEELSYMM SYMMETRICAL
TBD TO BE DETERMINEDTC TOP CHORDTN TOE NAILT&B TOP AND BOTTOMTO TOP OFTOC TOP OF CONCRETETOF TOP OF FRAMINGTOFS TOP OF FLOOR SHEATHINGTOM TOP OF MASONRYTOS TOP OF STEELTRANS TRANSVERSETYP TYPICAL
UNO UNLESS NOTED OTHERWISEUT ULTRASONIC TESTING
VERT VERTICAL
W WESTWA WALL ASSEMBLYW/ WITHW/O WITHOUTWP WORK POINT, WATERPROOFING
1SHEET INDEX5ABBREVIATIONS9SUBMITTALS13SPECIAL INSPECTION17SPECIAL INSPECTION21GENERAL NOTES
GENERAL
1. ALL CONSTRUCTION TESTING AND INSPECTIONS SHALL CONFORM TO THE 2012 IBC AND2014 OSSC.
2. CONSTRUCTION LIABILITY: CONSTRUCTION CONTRACTOR AND HIS/HERSUBCONTRACTORS AGREE THAT IN ACCORDANCE WITH GENERALLY ACCEPTEDCONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR AND HIS/HERSUBCONTRACTORS WILL BE REQUIRED TO ASSUMED SOLE AND COMPLETERESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OFTHE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THISREQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT LIMITED TO NORMALWORKING HOURS, AND CONSTRUCTION CONTRACTOR AND HIS/HER SUBCONTRACTORSFURTHER AGREE TO DEFEND, INDEMNIFY, AND HOLD DESIGN PROFESSIONAL HARMLESSFROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THEPERFORMANCE OF WORK ON THE PROJECT EXCEPT LIABILITY FROM THE SOLENEGLIGENCE OF THE DESIGN PROFESSIONAL.
3. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL BE RESPONSIBLE FORTHE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING,BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETYORDINANCES.
4. THE STABILITY AND INTEGRITY OF THE EXISTING STRUCTURES DURING CONSTRUCTIONSHALL BE MAINTAINED AT LEVELS GENERALLY ACCEPTABLE WITHIN THE CONSTRUCTIONINDUSTRY BY THE USE OF BRACING, SHORING AND UNDERPINNING UNTIL THE PROPOSEDSTRUCTURE MODIFICATIONS ARE COMPLETED, IN NO CASE SHALL THE EXISTINGSTRUCTURES BE ALLOWED TO BECOME UNSAFE DURING CONSTRUCTION.
5. THE BRACING AND SHORING SYSTEMS REQUIRED TO PROVIDE TEMPORARY SUPPORT OFTHE STRUCTURE DURING CONSTRUCTION SHALL BE DESIGNED TO SUPPORT THE DEAD,LIVE, SOIL, EARTHQUAKE, AND WIND LOADS THAT MAY BE IMPOSED ON THE STRUCTUREDURING CONSTRUCTION, IN ACCORDANCE WITH INDUSTRY STANDARDS AND GENERALLYACCEPTED ENGINEERING PRINCIPLES.
6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTINGUTILITIES WHETHER SHOWN HEREIN OR NOT, AND TO PROTECT THEM FROM DAMAGE. THECONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTIONWITH THE PERFORMANCE OF THIS WORK.
7. DO NOT SCALE THE DRAWINGS.
8. WHERE A CONFLICT OCCURS BETWEEN SPECIFICATIONS, NOTES ON THE DRAWINGS,GENERAL NOTES, AND SPECIFIC DETAILS, THE MORE RESTRICTIVE SHALL GOVERN.
9. OMISSIONS OR DISCREPANCIES BETWEEN THE VARIOUS ELEMENTS OF THE CONTRACTDRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK.
10. VERIFY ALL EXISTING FEATURES AND CONDITIONS (DIMENSIONS, ELEVATIONS, ETC.) UPONWHICH THESE DRAWINGS RELY.
11. CONTRACTOR TO VERIFY ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL,CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE DRAWINGS.NOTIFY ENGINEER OF ANY CONFLICTING INFORMATION PRIOR TO BEGINNINGCONSTRUCTION.
12. ALL DETAILS ARE TYPICAL. FOR CONDITIONS NOT SPECIFICALLY SHOWN, PROVIDEDETAILS SIMILAR TO THOSE SHOWN, SUBJECT TO ENGINEER'S REVIEW. FOR CONDITIONSWITH NO SIMILAR DETAIL SHOWN. CONTRACTOR TO SUBMIT DETAIL FOR ENGINEERSAPPROVAL PRIOR TO USE.
13. COORDINATE STRUCTURAL WORK WITH THE CIVIL, ARCHITECTURAL, MECHANICAL,ELECTRICAL, PLUMBING, & FIRE WORK DOCUMENTS.
14. OPENINGS IN FLOORS, BEAMS, OR JOIST LARGER THAN THOSE SHOWN ON TYPICAL DETAILS OF STRUCTURAL DRAWINGS SHALL BE REVIEWED BY THE ENGINEER OF RECORDBEFORE PROCEEDING WITH THE WORK.
15. ALL CONSTRUCTION AND POUR JOINTS TO BE APPROVED BY THE ENGINEER.
16. VIBRATION EFFECTS OF MECHANICAL EQUIPMENT ARE NOT CONSIDERED TO BE DETRIMENTAL TO THE STRUCTURAL DESIGN AND HAVE NOT BEEN CONSIDERED BY THESTRUCTURAL ENGINEER.
17. ITEMS IDENTIFIED BY TRADE NAME ARE INDICATIVE OF A LEVEL OF PERFORMANCE OR AGRADE OF MATERIAL. IN ALL SUCH CASES THE PHRASE "OR APPROVED EQUAL" SHALLAPPLY. SUBSTITUTES SHALL BE SUBMITTED FOR APPROVAL PRIOR TO USE.
18. NO CONSTRUCTION OR ORDERING MATERIALS SHALL TAKE PLACE UNTIL THECONTRACTOR HAS RECEIVED REVIEWED SUBMITTALS BY THE ENGINEER.
19. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AS REQUIRED BY THESE DOCUMENTSAFTER THE CONTRACTOR HIMSELF HAS REVIEWED THE SUBMITTALS. ENGINEERINGREVIEW OF ANY SUBMITTALS IS ONLY FOR COMPLIANCE WITH GENERAL STRUCTURALREQUIREMENT AND IS SPECIFICALLY NOT FOR DIMENSIONAL OR QUANTITATIVEINFORMATION.
20. THE SUBMITTALS SHALL SHOW LAYOUT, SIZE OF MEMBERS, CONNECTION DETAILS ANDCONSTRUCTION SEQUENCE FOR ALL BRACING AND SHORING SYSTEMS. THE SUBMITTALSSHALL BE ACCOMPANIED BY STRUCTURAL CALCULATIONS SIGNED BY A REGISTEREDSTRUCTURAL ENGINEER. THE ENGINEER SHALL ALSO PROVIDE A LETTER STATING THATHE/SHE HAS REVIEWED THE SUBMITTALS FOR COMPLETENESS AND SHALL PERFORMFIELD VISITS AS REQUIRED IN ORDER TO CHECK GENERAL CONFORMANCE OF THECONSTRUCTION TO THE CALCULATIONS.
STRUCTURAL OBSERVATION
1. STRUCTURAL OBSERVATION WILL BE IN ACCORDANCE WITH THE 2014 OSSC TOGETHERWITH LOCAL AND STATE AMENDMENTS, REFER TO PROJECT SPECIFIC NOTES ON THISSHEET.
2. ONSITE STRUCTURAL OBSERVATION WILL BE PERFORMED FOR EACH IDENTIFIED SEISMICFORCE-OR WIND FORCE-RESISTING SYSTEM, INCLUDING FOUNDATIONS ANDCONNECTIONS. REFER TO THE INDIVIDUAL FACILITY PLANS FOR THE BASIC SEISMIC- ANDWIND-RESISTING SYSTEMS FOR THE STRUCTURES INCLUDED IN THE WORK.
3. STRUCTURAL OBSERVATION WILL BE PERFORMED BY A REGISTERED PROFESSIONALENGINEER FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTIONDOCUMENTS. STRUCTURAL OBSERVATION DOES NOT PRECLUDE OR WAIVE THERESPONSIBILITY FOR ANY REQUIRED INSPECTIONS OR INSPECTION BY THE BUILDINGOFFICIAL.
4. STRUCTURAL OBSERVATION REPORTS, NOTING ANY DEFICIENCIES IN OBSERVEDCONSTRUCTION, WILL BE DELIVERED TO THE CONTRACTOR, BUILDING OFFICIAL, ANDOWNER FOLLOWING EACH OBSERVATION. THE CONTRACTOR WILL BE NOTIFIED ON-SITEOR BY PHONE OR EMAIL WITHIN 24 HOURS UPON FINDING ANY DEFICIENCIES.
5. AT THE CONCLUSION OF CONSTRUCTION, A WRITTEN STATEMENT IS REQUIRED TOVERIFY THAT THE STRUCTURAL OBSERVATION SITE VISITS WERE MADE AND WHETHERTHERE REMAIN ANY STRUCTURAL DEFICIENCIES THAT HAVE NOT BEEN RESOLVED.
6. STRUCTURAL OBSERVATION WILL INCLUDE VISUAL OBSERVATION OF THE STRUCTURALSYSTEM AT THE CONSTRUCTION STAGES INDICATED IN THE STRUCTURAL OBSERVATIONTABLE AND AT COMPLETION OF THE STRUCTURAL SYSTEM FOR EACH STRUCTURECONTAINED IN THE WORK. THE CONTRACTOR SHALL SCHEDULE AND FACILITATESTRUCTURAL OBSERVATION FOR THE LINE ITEMS LISTED BELOW.
SUBMITTALS
1. BACKFILL MATERIAL GRADING.2. CONCRETE MIX.3. REBAR SHOP DRAWINGS.4. EMBEDDED BOLTS.5. STRUCTURAL STEEL SHOP DRAWINGS.6. OPEN-WEB SHOP DRAWINGS.7. PAN DECK SHOP DRAWINGS.8. COLD-FORMED FRAMING & WINDOW WALL SYSTEM.9. CMU REINFORCING.10. CMU WALL ELEVATIONS.11. CMU MORTAR MIX.12. CMU GROUT MIX.13. ROOF BALLAST14. ROOF TOP UNITS15. SUSPENDED CEILING SYSTEM
SPECIAL INSPECTIONS
1. SPECIAL INSPECTION WILL BE IN ACCORDANCE WITH THE 2014 IBC SECTION 1704TOGETHER WITH LOCAL AND STATE AMENDMENTS. IF APPLICABLE, REFER TO THETABLES CONTAINED ON THESE GENERAL SHEETS FOR PROJECT SPECIFIC INSPECTIONTYPES AND FREQUENCIES.
2. SPECIAL INSPECTION WILL BE PROVIDED BY A CERTIFIED AND QUALIFIED INSPECTORAND ASSOCIATED TESTING WILL BE PERFORMED BY AN APPROVED ACCREDITEDAGENCY. THE OWNER WILL SECURE AND PAY FOR THE SERVICES OF THE AGENCY TOPERFORM ALL SPECIAL INSPECTION AND ASSOCIATED TESTS. INSPECTORS FOR EACHSYSTEM AND MATERIAL WILL BE INTERNATIONAL CODE COUNCIL (ICC) CERTIFIED OROTHERWISE APPROVED BY THE BUILDING OFFICIAL.
3. THE SPECIAL INSPECTOR WILL OBSERVE THE INDICATED WORK FOR COMPLIANCEWITH THE APPROVED CONTRACT DOCUMENTS AND SUBMIT RECORDS OF INSPECTION.ALL DISCREPANCIES WILL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THECONTRACTOR FOR CORRECTION.
4. SPECIAL INSPECTION AND ASSOCIATED TESTING REPORTS WILL BE SUBMITTED TO THEDESIGN TEAM, CONTRACTOR, BUILDING OFFICIAL, AND OWNER WITHIN ONE WEEK OFINSPECTION OR WITHIN ONE WEEK OF TEST COMPLETION. INSPECTIONS FOR WHICHREPORTING WILL BE REQUIRED ARE NOTED IN THE TABLES CONTAINED ON THISSTATEMENT OF SPECIAL INSPECTIONS.
5. AT THE CONCLUSION OF CONSTRUCTION, A FINAL REPORT DOCUMENTING REQUIREDSPECIAL INSPECTIONS AND CORRECTION OF PREVIOUSLY NOTED DISCREPANCIESWILL BE SUBMITTED TO THE PARTIES IDENTIFIED IN ITEM 4 ABOVE.
SPECIAL INSPECTIONS FOR WIND & SEISMIC RESISTANCE
1. SPECIAL INSPECTION FOR WIND RESISTANCE PER OSSC SECTION 1705.10 : ARE NOTAPPLICABLE TO THIS PROJECT
2. SPECIAL INSPECTION REQUIREMENTS FOR SEISMIC RESISTANCE IN ACCORDANCEWITH OSSC SECTION 1705.11 ARE NOT APPLICABLE TO THIS PROJECT.
DESIGN CRITERIA
2014 OREGON STRUCTURAL SPECIALTY CODE (2014 OSSC)(2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE STATE OF OREGON) THE BASIC
LOAD COMBINATIONS(ASD) PER 1605.3.1 HAVE BEEN USED FOR THE STRUCTURAL DESIGN; EXCEPT CONCRETE
ELEMENTS HAVE BEENDESIGNED USING THE BASIC LOAD COMBINATIONS PER 1605.2 (LRFD).
STRUCTURAL CRITERIA PER OSSC CHAPTER 16
1603.1.1 FLOOR LIVE LOAD: 100 psf. (SLAB ON GRADE)
1603.1.2 ROOF LIVE LOAD: 20 psf.
1603.1.3 ROOF SNOW LOAD:GROUND SNOW LOAD, Pg = 60 psfDESIGN SNOW LOAD, Pf = 60 psfSNOW EXPOSURE FACTOR, Ce = 1.0SNOW LOAD IMPORTANCE FACTOR, Is = 1.0THERMAL FACTOR, Ct = 1.0
1603.1.4 WIND DESIGN DATA:ULTIMATE DESIGN WIND SPEED Vult (3-SECOND GUST), 120 mphRISK CATEGORY, = IIWIND IMPORTANCE FACTOR, Iw = 1.00WIND EXPOSURE, = CINTERNAL PRESSURE COEFFICIENT = ± 0.18DESIGN WIND PRESSURE = 24 psf (ASD)
1603.1.5 EARTHQUAKE DESIGN DATA:RISK CATEGORY: IISEISMIC IMPORTANCE FACTOR, IE = 1.00MAPPED SPECTRAL RESPONSE ACCELERATION, Ss = 0.778gMAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 0.409gSITE CLASS: DSPECTRAL RESPONSE COEFFICIENT, SDS = 0.617gSPECTRAL RESPONSE COEFFICIENT, SD1 = 0.433gSEISMIC DESIGN CATEGORY: DBASIC SEISMIC-FORCE-RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEARWALLS
AND INTERMEDIATE MOMENT FRAMESDESIGN BASE SHEAR = 95 KSEISMIC RESPONSE COEFFICIENT, Cs = 0.19WRESPONSE MODIFICATION FACTOR, R = 4.5ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE.
11DESIGN CRITERIA
10DRAWING LEGEND
GEOTECHNICAL OBSERVATION
1. PLACEMENT AND COMPACTION OF ENGINEERED BACKFILL PRIOR TO PLACEMENT OFANY REINFORCING STEEL.
S1.11
1
XX
DRAWING LEGENDMARK DESCRIPTION
SECTION CUT
GRID
REVISION1
FOOTINGA
CONCRETE MASONRY
S1.11 ELEVATION CALLOUT
S1.11
DETAIL CALLOUT
MARK DESCRIPTION
ELEVATION
WINDOW
KEYED NOTE
EXTENTS OF INFILL
18STRUCTURAL OBSERVATION
SPECIAL INSPECTIONS REQUIRED
1. REINFORCING STEEL. (PERIODIC)
2. EMBEDDED BOLTS. (PERIODIC)
3. DURING CONCRETE PLACEMENT. (CONTINUOUS)
4. STEEL FABRICATION AND ERECTION. (PERIODIC)
5. HIGH-STRENGTH BOLTING. (PERIODIC)
6. PAN DECK INSTALLATION. (PERIODIC)
7. CMU DURING LAYUP (CONTINUOUS)
8. CMU REINFORCING. (PERIODIC)
9. CMU GROUTING. (CONTINUOUS)
STRUCTURAL OBSERVATIONS REQUIRED
1. REINFORCING PRIOR TO CONCRETE PLACEMENT.2. EMBEDS PRIOR TO CONCRETE PLACEMENT.3. DURING PLACEMENT OF CONCRETE.4. ENGINEERED FILL.
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
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Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Issue
dDe
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Mark
By
17095.01
JW
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CONS
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STRUCTURALCOVER &
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14NOT USED
15NOT USED
CONCRETEDOORS
S0.0 STRUCTURAL COVER &INDEX X
S0.1 MATERIALSPECIFICATIONS X
S2.0 FOUNDATION PLAN X
S2.1 ROOF FRAMING PLAN X
S3.0 MOMENT FRAMEELEVATIONS X
S4.0 BUILDING SECTIONS X
S4.1 NOT USED
S4.2 NOT USED
S5.0 CONCRETE DETAILS X
S5.1 CONCRETE DETAILS X
S5.2 CONCRETE DETAILS X
S7.0 STEEL DETAILS X
S7.1 STEEL DETAILS X
S7.2 STEEL DETAILS X
S7.3 JOIST LOADING TABLE X
S7.4 NOT USED
S7.5 COLD-FORM DETAILS X
S8.0 CMU DETAILS X
SITE MAP 3
AREA OF WORK
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WELDING
1. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS PER AWS “STANDARDQUALIFICATION PROCEDURE” TO PERFORM THE TYPE OF WORK REQUIRED. ALL WELDINGSHALL BE IN ACCORDANCE WITH THE CURRENT AWS WELDING CODE.
2. WELDING ELECTRODES SHALL BE E70 SERIES FOR A36, A572 AND A992 MATERIAL, AND E80SERIES FOR A705 REINFORCING STEEL.
3. TACK WELDS, AIR-ARC GOUGING AND FLAME CUTTING SHALL NOT BE PERFORMEDWITHOUT ADEQUATE PREHEAT OR INCORPORATION INTO THE FINAL WELD.
4. STEEL FABRICATOR TO SUBMIT WELDING PROCEDURE TO OWNER'S TESTING AGENCY ANDTHE ARCHITECT FOR REVIEW BEFORE FABRICATION.
MANUFACTURED PRODUCTS
1. THE FOLLOWING MANUFACTURED PRODUCTS SHALL BE INSTALLED IN COMPLIANCE WITHTHE ASSOCIATED ICC-ES EVALUATION REPORT LISTED BELOW:
PRODUCT REPORTA. SIMPSON CONNECTORS ICC-ES ESR-2523B. SIMPSON CONNECTORS IAPMO-UES ER-102C. SIMPSON SDS ICC-ES ESR-2236
SOIL, SUBGRADE, AND FOUNDATION PREPARATION
1. THE FOUNDATION DESIGN IS BASED UPON THE 2014 OSSC AND THE SOILS REPORTPREPARED BY K&A ENGINEERING, DATED APRIL 5,2016
2. REMOVE ALL LOOSE, DISTURBED, ORGANIC, OR CLAY SOIL FROM UNDERNEATH ALL NEWFOOTINGS.
3. LOCATE THE BOTTOM OF ALL FOOTINGS A MINIMUM OF 18" BELOW LOWEST ADJACENTFINAL GRADE UNLESS OTHERWISE NOTED.
4. PROVIDE MINIMUM 8" COMPACTED CRUSHED ROCK BASE AT FOOTING AND SLAB.
5. ALL WALL FOOTINGS SHALL BE CENTERED BELOW WALL/COLUMN ABOVE UNLESSOTHERWISE NOTED.
6. ENGINEER OR ARCHITECT TO OBSERVE PRIOR TO PLACEMENT OF CRUSHED ROCK FILL.
7. ADDITIONAL REQUIREMENTS PER SOILS REPORT IN NOTE 1.
REINFORCING STEEL
1. ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE TO “BUILDING CODEREQUIREMENTS FOR REINFORCED CONCRETE” (ACI 318, LATEST APPROVED EDITION),AND THE “ACI DETAILING MANUAL” AS MODIFIED BY THE PROJECT DRAWINGS ANDSPECIFICATIONS.
2. REINFORCING STEEL TO BE ASTM A615, GRADE 60 DEFORMED BARS.
3. ALL LAP SPLICES SHALL BE 2'-0” MINIMUM UNLESS OTHERWISE NOTED. MAINTAIN 1-1/2”CLEAR MINIMUM BETWEEN PARALLEL BARS.
4. ALL REINFORCING STEEL AND EMBEDMENTS TO BE HELD SECURELY IN PLACE PRIOR TOPLACING CONCRETE OR GROUTING. PROVIDE SUFFICIENT SUPPORTS TO ALLOWWALKING ON REINFORCEMENT. NO BRICK OR POROUS MATERIAL SHALL BE USED TOSUPPORT REINFORCING.
5. REINFORCEMENT SHALL BE PLACED IN RELATIVE POSITION SHOWN ON THE DRAWINGS.NO SPLICES IN REINFORCING WILL BE PERMITTED UNLESS SHOWN ON THE STRUCTURALDRAWING OR APPROVED BY THE STRUCTURAL ENGINEER.
6. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND SPACING OF WALL OR COLUMNREINFORCEMENT. EXTEND DOWELS LAP SPLICE LENGTH INTO WALL OR COLUMN ANDTERMINATE WITH STANDARD HOOK 3” ABOVE BOTTOM OF FOOTING, UNLESS OTHERWISENOTED. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE.
7. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER, BUT NOT LESSTHAN ONE BAR DIAMETER UNLESS OTHERWISE NOTED:
A. CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH (NOT FORMED): 3"
B. CONCRETE NOT EXPOSED TO WEATHER OR NOT IN CONTACT WITH THE GROUND:112"
9. REINFORCING BARS SHALL NOT BE REBENT WITHOUT THE APPROVAL OF THESTRUCTURAL ENGINEER.
10. MECHANICAL SPLICES IN REINFORCING SHALL DEVELOP 125% OF THE REINFORCING.MECHANICAL SPLICES SHALL NOT BE USED WITHOUT PRIOR APPROVAL OF THESTRUCTURAL ENGINEER.
11. SPLICES IN ADJACENT HORIZONTAL WALL REINFORCING BARS SHALL BE STAGGERED4'-0” MINIMUM UNLESS OTHERWISE NOTED. PROVIDE DOWELS IN FOOTING AND/ORGRADE BEAMS THE SAME SIZE AND NUMBER AS VERTICAL WALL OR COLUMNREINFORCING. DOWELS SHALL HAVE A MINIMUM PROJECTION EQUAL TO STANDARD LAPSPLICE UNLESS OTHERWISE NOTED.
12. WELDING OF REINFORCING ALLOWED ONLY WHERE SPECIFIED ON DRAWINGS.
13. ALL BOLTS SHALL BE SECURED WITH TEMPLATE.
CONCRETE
1. ALL CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318 MOSTRECENT EDITION. USE MIXES WITH MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORMAND REBAR CLEARANCES TO BE ENCOUNTERED. (SEE ACI.)
2. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED ANDSUBMITTED FOR THE ENGINEERS REVIEW.
3. CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES
4. SCHEDULING OF WORK MAY REQUIRE DESIGN STRENGTH IN LESS THAN 28 DAYS.
5. CEMENT SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FORPORTLAND CEMENT PER ASTM DESIGNATION C150, TYPE II.
6. CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED BY SAND BLASTING ORMECHANICAL MEANS. CLEAN BEFORE PLACEMENT. PLACE CONCRETE TO AVOIDCONSTRUCTION JOINTS.
7. ALL CONCRETE TO BE REINFORCED UNLESS SPECIFICALLY NOTED “NOT REINFORCED”.
8. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A ¾”CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.
9. PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE THAT ALLEMBEDMENTS, INCLUDING COLUMN ANCHOR BOLTS, ARE PROPERLY LOCATED ANDSECURELY TIED INTO PLACE.
10. SUBMIT LOCATION PLAN FOR ALL PROPOSED JOINTS NOT INDICATED ON DRAWINGS FORAPPROVAL PRIOR TO WORK.
11. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF CONCRETE FROM FREEZINGBEFORE CURING WHEN POURED IN COLD WEATHER.
12. DIMENSIONS SHOWN OR NOT SHOWN ON PLANS REGARDING CURBS, SLOPES ANDDEPRESSED AREAS AT CONCRETE SLABS SHALL BE VERIFIED WITH ARCHITECTURALDRAWINGS BEFORE POURING CONCRETE.
13. STRIPPING OF FORMS AND SHORING SHALL BE IN STRICT ACCORDANCE WITH ACI 318,LATEST EDITION.
14. PIPES OR DUCTS SHALL NOT BE PLACED IN STRUCTURAL CONCRETE UNLESSSPECIFICALLY DETAILED. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FORLOCATIONS OF ALL PIPES, CONDUITS, ETC.
15. SLAB PLACEMENT:- FLOOR FLATNESS: FF = 50- FLOOR LEVELNESS: FL = 33
ELEMENT MIN 28-DAY
STRENGTH (PSI)MINIMUM
AGGREGATE SIZE
FOOTINGS 3000 PSI 3/4"
SLAB ON GRADE 4000 PSI 3/4"
RETAINING WALLS 4000 PSI 3/4"
HIGH STRENGTH BOLTS, NUTS, WASHERS AND ANCHOR RODS
1. BOLTS, NUTS, WASHERS AND RODS PERMANENTLY EXPOSED TO WEATHER SHALL BE HOTDIPPED GALVANIZED.
2. BOLTS SHALL BE HEAVY HEX STRUCTURAL BOLTS PER ANSI B1 5.2.1 AND SHALL CONFORMTO THE REQUIREMENTS OF ASTM A490/A325. BOLTS SHALL BE TYPE 1,2 OR 3 AND SHALLBE USED IN A BEARING TYPE CONNECTION UNLESS OTHERWISE NOTED
3. TENSION CONTROL BOLT ASSEMBLIES SHALL CONFORM TO ASTM F1852.
4. DIRECT-TENSION INDICATORS SHALL CONFORM TO ASTM F959.
5. RODS SHALL CONFORM TO ASTM A1554 GR. 36 UNO
6. NUTS SHALL BE AS SHOWN BELOW AND FINISH SHALL MATCH FASTENER.
FASTENER GRADE AND SIZE NUT CLASS NUT STYLE
ASTM A325TYPE 1 AND 2, UNCOATED ASTM A563 - C,C3,D,DH,DH3 HEAVY HEXTYPE 1 AND 2, ZINC COATED ASTM A563 - DH HEAVY HEXTYPE 3, UNCOATED ASTM A563 - C3, DH3 HEAVY HEX
7. WASHERS SHALL BE FLAT, CIRCULAR, RECTANGULAR OR SQUARE BEVELED WASHERSAND SHALL CONFORM TO ASTM F436 TYPE 1. FINISH SHALL MATCH NUT. WASHERS SHALLBE INSTALLED UNDER THE ELEMENT BEING TURNED FOR A325 BOLTS AND UNDER BOTHTHE HEAD AND THE NUT FOR A490 BOLTS. WASHERS OVER OVERSIZED OR SLOTTEDHOLES SHALL ALSO COMPLY WITH RCSC SPECIFICATIONS.
LUMBER
1. ALL LUMBER SHALL BE DOUGLAS FIR, COAST REGION, GRADED IN ACCORDANCE WITH THEWESTERN WOOD PRODUCTS ASSOCIATION.
2. ALL LUMBER TO BE OF THE FOLLOWING GRADES UNLESS OTHERWISE NOTED:
STUDS AND PLATES: #2JOISTS AND RAFTERS: 2X TO 4X SHALL BE #1 AND BETTERBEAMS: 4X OR SMALLER SHALL BE #1 AND BETTER.
6X AND LARGER SHALL BE #1.POSTS AND TIMBERS: 4 X 4 AND LARGER SHALL BE #1 AND BETTER.BLOCKING AND FURRING, ETC.: #2
3. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATEDDOUGLAS FIR.
4. PRESSURE TREATED WOOD SHALL BE DOUGLAS FIR AND SHALL BEAR GRADE STAMP.
5. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, CONDUIT, ETC., UNLESS .
6. THE MINIMUM NAILING TO CONNECT WOOD MEMBERS SHALL BE AS SPECIFIED IN TABLE2304.9.1 OF THE 2014 OSSC UNO.
7. ALL LAG SCREWS AND WOOD SCREWS SHALL CONFORM TO ASTM A-36 WITH CUTTHREADS. LAG SCREWS AND WOOD SCREWS SHALL HAVE PREDRILLED PILOT HOLES ASFOLLOWS:
SHANK PORTION - SAME DIAMETER & LENGTH OF SHANKTHREAD PORTION - 0.6 TO 0.75 TIMES THE DIAMETER ON THE THREADS AND SAME LENGTH
8. HOLES FOR BOLTS SHALL BE BORED 1/32” TO 1/16” LARGER THAN NOMINAL BOLTDIAMETER. (THIS INCLUDES HOLES FOR BOLTS IN SILL PLATES.)
9. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEADAND/OR NUT.
10. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF PLASTER, DRYWALL,PLYWOOD, ETC.
11. ALL FRAMING HARDWARE SHALL BE AS MANUFACTURED BY THE SIMPSON COMPANYUNLESS OTHERWISE NOTED.
12. ALL POST CONNECTIONS AT THE TOP SHALL BE SIMPSON 'CCQ' UNLESS OTHERWISENOTED.
13. ALL POST CONNECTIONS TO FOUNDATION OR SLAB SHALL BE SIMPSON 'CBSQ' UNLESSOTHERWISE NOTED.
14. MACHINE APPLIED NAILING:USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITE DEMONSTRATION FOREACH PROJECT AND THE APPROVAL BY THE PROJECT ARCHITECT OR STRUCTURALENGINEER. THE APPROVAL IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE.MACHINE NAILING WILL NOT BE APPROVED IN 5 16" PLYWOOD. IF NAILHEADS PENETRATETHE OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND HAMMER OR IF MINIMUMALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED THE PERFORMANCE WILL BE DEEMEDUNSATISFACTORY.
STRUCTURAL COMPOSITE LUMBER
1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE APA STAMPED: LVL (LAMINATED VENEERLUMBER); PSL (PARRALLEL STRAND LUMBER); LSL (LAMINATED STRAND LUMBER).
2. LVL SHALL BE 1.9E MICROLAM AS MANUFACTURED BY WEYERHAEUSER iLEVEL.
3. PSL SHALL BE 2.0E PARALLAM AS MANUFACTURED BY WEYERHAEUSER iLEVEL.
4. LSL SHALL BE 1.55E TIMBERSTRAND AS MANUFACTURED BY WEYERHAEUSER iLEVEL.
STRUCTURAL STEEL
1. STEEL USAGE:
PLATE: ASTM A572, GR. 50.BOLTS: ASTM 325-X UNLESS OTHERWISE NOTEDWIDE FLANGE BEAMS: ASTM A992, GR. 50ANGLE: ASTM A36CHANNEL: ASTM A36ROD: ASTM F1556 GR. 36HSS: ASTM A500 GR. B
2. ALL STRUCTURAL STEEL TO BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCEWITH AISC SPECIFICATIONS, LATEST APPROVED EDITION.
3. WELDING ELECTRODE TO BE E70XX UNLESS OTHERWISE NOTED.
4. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS OR GRID LINES,UNLESS OTHERWISE NOTED.
5. ALL DETAILS ARE TYPICAL. FOR CONDITIONS NOT SPECIFICALLY SHOWN, CONTRACTORSHALL APPLY SIMILAR CONCEPT OR INTENT TO DETAIL THOSE CONDITIONS AND SUBMITFOR REVIEW AND APPROVAL.
6. TOP OF STEEL AT BEAMS FRAMING INTO SLOPING MEMBERS SHALL BE FRAMED FLUSHWITH TOP OF STEEL OF SLOPING MEMBER, UNLESS OTHERWISE NOTED.
7. BOLT HOLES FOR MACHINE BOLTS SHALL BE NO MORE THAN 1/16” OVERSIZE, UNLESSOTHERWISE NOTED. WHERE OVERSIZED HOLES ARE REQUIRED, PROVIDE 3”X3”X1
4" PLATEWASHER WELDED TO THE STRUCTURAL MEMBER.
8. CONTRACTORS SHALL SUBMIT DETAILED SHOP DRAWINGS PER SPECIFICATIONS FOR ALLSTEEL TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION.
9. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP ZINC GALVANIZED UNLESSOTHERWISE NOTED.
NON-SHRINK/EXPANSIVE GROUT
1. PROVIDE MINIMUM 5000 PSI COMPRESSIVE STRENGTH OF ALL NON-SHRINK/EXPANSIVEGROUT
PLYWOOD
1. STRUCTURAL PLYWOOD SHALL BE APA RATED SHEATHING WITH EXPOSURE 1 EXTERIORGLUE AND SHALL HAVE AN APA GRADE STAMP. NO INDIVIDUAL PLYWOOD SHEET SHALL BELESS THAN 2'-0” IN ITS LEAST DIMENSION, NOR LESS THAN EIGHT(8) SQUARE FEET IN AREA.FULL PLYWOOD SHEETS (4' X 8') SHALL BE USED WHEREVER POSSIBLE.
1NOT USED5NOT USED9MATERIAL SPECIFICATIONS10MATERIAL SPECIFICATIONS11MATERIAL SPECIFICATIONS12MATERIAL SPECIFICATIONS
CONCRETE MASONRY UNIT
1. CONCRETE BLOCK SHALL BE HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITSCONFORMING TO ASTM C90, GRADE N-1 MORTAR SHALL BE TYPE S. GROUT SHALLFOLLOW CONCRETE REQUIREMENTS, EXCEPT FOR SLUMP REQUIREMENT.
2. REQUIRED DESIGN STRENGTH F'M = 2500 PSI (STRUCTURAL WALL). PROVIDE CONCRETEMASONRY UNITS AND GROUT WITH COMPRESSIVE STRENGTH OF 3750 PSI. STRENGTHSHALL BE ESTABLISHED BY PRISM TEST PER 2014 OSSC.
3. USE OPEN-END UNITS, BOND BEAM UNITS AT HORIZONTAL REINFORCING. UNITS SHALL BEPLACED IN RUNNING BOND PATTERN UNLESS OTHERWISE NOTED.
4. REINFORCING BARS IN MASONRY SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615,GR. 60. LAP SPLICES IN HORIZONTAL REINFORCING SHALL BE 50 DIAMETERS AND 2'-0”MINIMUM UNLESS OTHERWISE NOTED.
5. LOW LIFT CONSTRUCTION, MAXIMUM GROUT POUR HEIGHT IS 5 FEET.
6. ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT UNLESSOTHERWISE NOTED.
7. CELLS SHALL BE IN VERTICAL ALIGNMENT. DOWELS SHALL BE SET TO ALIGN WITH CORESCONTAINING REINFORCING STEEL.
8. ALL ISOLATED BOLTS EMBEDDED IN MASONRY SHALL BE GROUTED SOLIDLY IN PLACEWITH NOT LESS THAN 2” OF GROUT SURROUNDING THE BOLT. BOLTS SHALL HAVE AMINIMUM EMBEDMENT OF 5” UNLESS OTHERWISE NOTED.
9. REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS, LAYINGPATTERN AND JOINT TYPE.
10. CONTINUOUS SPECIAL INSPECTION AND TESTING IS REQUIRED FOR ALL MASONRY WORK.
11. PROVIDE SHORING AND BRACING AS REQUIRED FOR WALL CONSTRUCTION.
12. ALL REINFORCING STEEL IN MASONRY CONSTRUCTION SHALL HAVE 2” MINIMUM COVERINCLUDING THE CONCRETE BLOCK FACE SHELL.
13. TYPICAL VERTICAL WALL REINFORCEMENT SHALL BE INSTALLED EACH SIDE OF ALL WALLOPENINGS AND SHALL EXTEND THE FULL HEIGHT OF THE WALL UNLESS OTHERWISENOTED.
14. TYPICAL HORIZONTAL WALL REINFORCEMENT SHALL BE INSTALLED ABOVE AND BELOWALL OPENINGS. REINFORCEMENT SHALL EXTEND PAST OPENINGS 30” MINIMUM. IFREINFORCEMENT CANNOT EXTEND A FULL 30” PAST THE OPENING, THEN THEREINFORCING IS TO EXTEND AS FAR AS POSSIBLE AND THE REST OF THE BAR IS TO BEBENT 90 DEGREES, UP OR DOWN.
15. MECHANICAL COUPLERS WHICH DEVELOP 125% OF THE BARS YIELD STRENGTH MAY BESUBSTITUTED FOR LAP SPLICES UPON SUBMITTAL AND REVIEW BY THE ENGINEER. WHENA LAP SPLICE CANNOT BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE2014 OSSC, THE ENGINEER MAY SPECIFY A MECHANICAL SPLICE AT NO ADDITIONAL COSTTO THE OWNER.
16. MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT A SPACING APPROXIMATELYEQUAL TO THE WALL HEIGHT BUT NO GREATER THAN 20 FEET ON CENTER. VERTICALCONTROL JOINTS SHALL BE CONSTRUCTED AS SHOWN ON THE CONTRACT DRAWINGS.
17. CLEANOUTS SHALL BE PROVIDED AT THE BOTTOM COURSE OF EVERY GROUT POUR ATEACH VERTICAL BAR.
18. THE STANDARD WIDTH OF BOTH HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE3/8”.
19. HIGH-LIFT GROUTING IS PERMITTED WHEN IN COMPLIANCE WITH INTERNATIONAL BUILDINGCODE.
20. PROVIDE EXPANSION JOINT @ MAXIMUM 40'-0” ON CENTER FOR ALL WALLS.
21. MORTAR SHALL CONFORM TO ASTM C270 TYPE M AND SHALL DEVELOP A MINIMUMCOMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. MASONRY CEMENT SHALL NOT BEUSED IN MORTAR.
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il a
nd
S
tru
ctu
ra
l E
ng
in
ee
rs
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
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9483
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Project No:
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Sheet title:
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Date:
Issue
dDe
scrip
tion
Mark
By
17095.01
JW
AMB
S0.1
CONS
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SET
4/20/2
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MATERIALSSPECIFICATIONS
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9740
5
PAN DECK
1. ALL ROOF DECK TO BE VERCO PLN 18 GAGE, 24" WIDE, 3" DEEP.2. GALVANIZED DECK USING SHEET STEEL TO COMPLY WITH ASTM A653 OR A1063 , GRADE 503. WELDING MATERIALS: AWS D1.3.4. CONNECTING SIDELAPS: WELD ALL SIDELAPS.5. REINFORCE STEEL DECK OPENING PER APPROVED SHOP DRAWINGS.6. INSTALL SHEET STEEL CLOSURES AND ANGLE FLASHINGS TO CLOSE OPENING BETWEEN
DECK AND WALLS, COLUMNS AND OPENINGS.
COLD FORMED
1. ALL PRODUCTS TO BE MANUFACTURED BY THE CURRENT MEMBERS OF THE STEEL STUDMANUFACTURERS ASSOCIATION.
2. ALL GALVANIZED STUDS AND JOISTS SHALL BE FORMED FROM STEEL THATCORRESPONDS TO THE MINIMUM REQUIREMENTS OF 1996 A.I.S.I.
3. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICANIRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMEDSTEEL STRUCTURAL MEMBERS" 1996 EDITION
4. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS, WEBESTIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHERACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND ASRECOMMENDED BY THE MANUFACTURER FOR STEEL MEMBERS USED.
5. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING.SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THECONNECTION. ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH AZINC-RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITHPAINT. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITED
6. Fy = 50 KSI FOR ALL SECTIONS.7. STUD AND TRACK SECTIONS TO BE 600-S/T-162-54
OPEN-WEB JOISTS
1. ALL JOIST FRAMING SHALL CONFORM TO SJI LATEST EDITION
RETAINING WALLS BACKFILL & DRAINAGE:
1. FOOTING EXCAVATIONS SHOULD EXTEND BELOW ANY FILL, TOPSOIL, OR LOOSE COLLUVIAL SOIL.
2. THE FOOTING EXCAVATIONS SHOULD TERMINATE IN STIFF RESIDUAL SOIL OR WEATHERED BEDROCK.
3. THE FOOTING EXCAVATION SHOULD ALSO ACCOMMODATE A ± 6" THICK LEVELING COURSE OF COMPACTED CRUSHED ROCK BETWEEN THE BOTTOM OF THE FOOTING ANDTHE UNDERLYING FOUNDATION SOIL. ADDITIONAL CRUSHED ROCK FILL MAY BE USED TORAISE THE GRADE BENEATH THE FOOTING WHERE DEEPER EXCAVATIONS ARE REQUIRED TO REMOVE SOFT OR LOOSE SOILS OR EXISTING FILL.
4. THE BASE OF THE FOOTINGS SHOULD BE SET DEEP ENOUGH TO PROVIDE A MINIMUM SETBACK OF 5'-0" FROM THE FRONT OF THE FOOTING TO THE FACE THE SLOPING GROUND.
5. THE WALLS SHOULD BE BACKFILLED WITH WELL-GRADED, CLEAN ± 3 4" TO 112" MINUS
CRUSHED GRAVEL OR ROCK.
6. THE FILL SHOULD EXTEND A MINIMUM DISTANCE OF H BEHIND THE WALL (WHERE H IS THE WALL HEIGHT AS MEASURED FROM THE TOP OF THE WALL TO THE BASE OF THE FOOTING).
7. ALL FILL SHOULD BE PLACED IN LEVEL LIFTS NO GREATER THAN 12" AND COMPACTED TO95% RELATIVE COMPACTION BASED ON THE RESULTS OF ASTM D698.
8. LIGHT COMPACTION EQUIPMENT SHOULD BE USED TO COMPACT FILL ADJACENT TO THEWALL TO LIMIT THE RISK OF INDUCING ADDITIONAL STRESSES ON THE WALL.
9. THE EXISTING FILL GENERATED FROM ON-SITE EXCAVATION DOES NOT MEET THE REQUIREMENTS WHERE THE EXISTING ON-SITE FILL EXTENDS TO WITHIN A DISTANCE HOF THE BACK OF THE WALL, IT SHOULD BE EXCAVATED AND REPLACED WITH APPROVEDBACKFILL AS DEFINED HEREIN.
10. PROVIDE 4"Ø SLOTTED (PERFORATIONS POINTED DOWN) PVC PIPE DRAINS WRAPPED INFILTER FABRIC, SET AT THE BOTTOM OF THE GRANULAR ROCK FILL.
11. THE PIPE SHOULD BE BEDDED IN AT LEAST 4" OF DRAIN ROCK AND BACKFILLED WITH DRAIN ROCK AT LEAST 12" ABOVE THE TOP OF THE PIPE.
12. THE ENTIRE MASS OF DRAIN ROCK SHOULD BE WRAPPED IN FILTER FABRIC THAT LAPS AT LEAST 12" AT THE TOP.
13. THE FILTER FABRIC SHOULD CONSIST OF A NON-WOVEN GEOTEXTILE WITH MARV STRENGTH PROPERTIES MEETING THE REQUIREMENTS OF AN AASHTO M 288-06 CLASS 2GEOTEXTILE. THE GEOTEXTILE SHOULD HAVE A PERMITTIVITY GREATER THAN 0.5 SEC.-1AND AN AOS LESS THAN OR EQUAL TO 0.43MM.
14. DRAIN ROCK SHOULD CONSIST OF 2" MINUS, CLEAN (LESS THAN 2% PASSING THE #200 SIEVE), OPEN-GRADED GRAVEL OR ROCK.
NAIL SCHEDULENAILSIZE
NAILTYPE DIA LENGTH
6d COMMON 0.133" 2"
8d COMMON 0.131" 2 12"
10d COMMON 0.148" 3"
12d COMMON 0.148" 3 14"
16d COMMON 0.162" 3 12"
20d COMMON 0.192" 4"
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'-3"
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S2.01 FOUNDATION PLAN
3/16" = 1'-0"
GENERAL NOTES THIS SHEET:
1. SITE ELEVATION:BUILDING ELEVATION 100'-0" = SITE ELEVATION 1297.42(CONTRACTOR SHALL FIELD VERIFY ALL ELEVATIONS)
2. SEE S5.0 FOR STANDARD CONCRETE DETAILS
3. SEE S7.0 FOR STANDARD STEEL DETAILS
4. SEE S8.0 FOR STANDARD CMU DETAILS
5. SEE S3.0 FOR MOMENT FRAME ELEVATIONS
KEYED NOTES:
FF ELEV = 100'-0"
FF ELEV = 98'-6"
FF ELEV = 97'-0"
TOC = 95'-8"
TOC = 91'-8"
TOC = 87'-8"
TOC = 83'-8"
NOT USED
INDICATES 5" SLAB ON GRADE w/#4 @ 18" O.C.
FIELD VERIFY CONDITION @ SAD
6" CURB W/ #4 VERTS & (2) #4 TOP BARS SAD
CONCRETE INFILL: APPROXIMATELY 4'-9" x 22'-5" x 1'-6" DEEP
CONCRETE INFILL: APPROXIMATELY 1'-0" x 22'-0" x 1'-0" DEEP
CONCRETE INFILL: APPROXIMATELY 1'-0" x 12'-0" x 1'-0" DEEP
CONCRETE INFILL: APPROXIMATELY 6" x 3'-0" X 8" DEEP
CONCRETE INFILL: APPROXIMATELY 6" x 1'-6" X 8" DEEP
WOOD PLATFORM: APPROXIMATELY 4'-0" x 12'-0" x 1'-6" DEEP, SEE 16/S6.0
WOOD PLATFORM: APPROXIMATELY 9'-2" x 14'-0" X 1'-6" DEEP, SEE 16/S6.0
WOOD PLATFORM ASSIGNMENT DESK: APPROXIMATELY 9'-4" x 9'-8" X 1'-6" DEEP, SEE 16/S6.0
CABLE / CONDUIT TRENCH: 12" WIDE x 8" DEEP TRENCH IN CONCRETE SLAB.RUN CABLE CHASE IDENTIFIED ON FLOOR PLANS. PROVIDE REMOVABLESTEEL COVER PLATE AND 2" BEARING LEDGE ON EACH SIDE.COORDINATE WITH STRUCTURAL DRAWINGS.
WALK-OFF MAT: 1 3 4" RECESSED HEAVY TRAFFIC REESE PERFEC GRATE,FRAME 424 OR EQUAL. RECESS CONCRETE SLAB 1 3 4" AND PREPARE PERMANUFACTURER'S RECOMMENDATIONS.
INDICATES EXTENTS OF NEW FOOTING, CONTRACTOR VERIFY
INDICATES EXTENTS OF REPLACED SLAB, CONTRACTOR VERIFY
INDICATES EXTENTS OF REPLACED SLAB CONTRACTOR VERIFY
01
02
03
04
05
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LEGEND THIS SHEET:
1. INDICATES FOOTING SEE 14/S5.0
2. S ---- S INDICATES FOOTING STEP - SEE 9/S5.0
NORTH
10
11
2
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Issue
dDe
scrip
tion
Mark
By
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
FOUNDATIONPLAN
4/20/2018
WRS
4/20/2
018CO
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ET
S2.0
AMB
JW
17095.01
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S7.18 S7.1
8
S7.19
S7.15
SIM
S7.110
S7.111
S7.14
(5 E
Q SP
ACES
)(6
EQ
SPAC
ES)
(6 E
Q SP
ACES
)
RTU-1
K-108-4FAUCETANTIQUEBRASS
K-108-4FAUCETANTIQUEBRASS
43'-0"46
'-8"
74'-11"
22'-5
"43'-4"
NEW EXISTING
NEW EXISTING
20'-1
1"
69'-1
"
1'-0"
86'-4"
22'-4
"22
'-3"
2'-7"
1'-0"
17'-7" 22'-8"
5'-514"
16'-4"
1
A B C
2
3
4
CORRIDOR 1
CONTROL 2
ELEC CHANGE
CORRIDOR 2
A.8 B.5
10'-3"
10"
18'-4"
C.2
1'-2"
1'-0"
0.5A
TOS = 111.56'C STEELL
TOS = 112.50'C STEEL
C STEEL
TOS = 111.56'C STEEL
W14
x22
W10x
W10
FOM
FOM
FOM
SLOPE: 34" : 12"
SLOPE: 12" : 12"
SLOPE: 14" : 12"S8.011
04
04
RIDGE
S5.217
S7.24
03 03 03
02 02
J11
J12
03 03 03
L
L
L
16K
06
S5.012
S8.015
07
07
08 09
10
12
11
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Issue
dDe
scrip
tion
Mark
By
17095.01
JW
AMB
S2.1
CONS
TRUC
TION
SET
4/20/2
018JW
4/20/2018
ROOFFRAMING
PLAN
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S2.11 ROOF FRAMING PLAN
3/16" = 1'-0"
KEYED NOTES THIS SHEET:
18 GAGE PLN3 W/ SIDE LAP @ 24" OC WELD EA FLUTE @ SUPPORTS
BRIDGING @ 13 POINTS W/ END BRACE
BRIDGING @ 14 POINTS W/ END BRACE
COORDINATE DIAPHRAGM OPERATION w/ MFG
EYBROW PER
COORDINATE UNIT SUPPORT & DECK PENETRATION W/ MECHANICALSUBMIT W/ SHOP DRAWINGS
ROOF MOUNTED DUCTWORK: NEW, INSULATED. PENETRATE CMU WALL.PROVIDE LINTEL FOR OPENINGS AND WEATHER PROOF SLEEVE.COORDINATE WITH MECHANICAL, STRUCTURAL DRAWINGS, AND DETAILS.REFERENCE DETAIL 5/S8.0 FOR REINFORCEMENT AT HEADERS
WALK PADS: PVC WALK PAD, 72 MIL. BASIS OF DESIGN JOHNSMANVILLE LM PVC WALKPAD. DIMENSIONS SHOWN ARE APPROXIMATE.COORDINATE LAYOUT WITH FINAL RTU AND LADDER LOCATIONS
ROOF LADDER: FIXED STEEL, PAINTED. ATTACH TO EXISTING CMUWALL. COORDINATE WITH STRUCTURAL DRAWINGS
DIMENSION 6"
DIMENSION 3 12"
DIMENSION 3 12"
01
02
03
04
GENERAL NOTES THIS SHEET:
1. SEE S0.0 FOR GENERAL NOTES, REQ'D TESTING, S.I. SUBMITTALS,OBSERVATION, AND LEGEND.
2. SEE S7.5 FOR COLD FORMED STEEL DETAILS.
LEGEND THIS SHEET:
NORTH
EQUIPMENT DESIGN WEIGHT
1763 lbs.HVAC UNIT - RTU-2
HVAC UNIT - RTU-1 2198 lbs.
INDICATES MOMENT CONNECTION SEE S3.0.
INDICATES DRAG CONNECTION SEE 5/S7.0
INDICATES HSS 4x4x1/4
INDICATES APPROXIMATE LOCATION OF MECHANICAL UNIT REFERTO MECHANICAL DRAWINGS FOR SIZES & WEIGHTS.
INDICATES LOCATION OF AXIAL LOAD SEE TABLE
INDICATES TRUSS BRIDGING
INDICATES HSS
INDICATES WIDE FLANGE
X
05 S7.22
06
07
08
09
10
11
12
\\JBE
-06\J
BE -
Proje
cts\17
095.x
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ies.dw
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3/201
8 8:28
:48 A
M
W10
x
W18x
W10
x
121/4 C STEELL
C STEELL
0203
0504
2 1
PLINTH BEYONDPLINTH BEYOND
SLAB ON GRADEELEVATION: 97.00'
TOSELEVATION: 111.68'
TOSELEVATION: 112.14'
W18x
120
W16x
0203
05 04C STEELLC STEELL
A A.8
PLINTH BEYONDPLINTH BEYOND
SLAB ON GRADEELEVATION: 97.00'
TOSELEVATION: 111.72'
121/2
W18x
C STEELL
C STEELL
0203
0504
3 4
SLAB ON GRADEELEVATION: 97.00'
TOSELEVATION: 111.82'
TOSELEVATION: 112.76' W18x
120
W18x W16x
C STEELLC STEELL
03 02
05 04
C B.5
SLAB ON GRADEELEVATION: 97.00'
TOSELEVATION: 112.49'
S3.01 MOMENT FRAME (GRID A)
1/4" = 1'-0"
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
Revis
ions
Symb
olBy
17095.01
JW
AMB
S3.0
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
MOMENTFRAME
ELEVATIONS
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S3.02 MOMENT FRAME (GRID 1)
1/4" = 1'-0"
S3.03 MOMENT FRAME (GRID C)
1/4" = 1'-0"
S3.04 MOMENT FRAME (GRID 4)
1/4" = 1'-0"
KEYED NOTES THIS DETAIL:
SEE S/2.0 AND S/2.1 FOR MEMBER SIZES NOT NOTED
SEE 1/S7.1 FOR BASE DETAILS
SEE 1/S7.1 FOR BASE DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
01
02
03
04
05
KEYED NOTES THIS DETAIL:
SEE S/2.0 AND S/2.1 FOR MEMBER SIZES NOT NOTED
SEE 1/S7.1 FOR BASE DETAILS
SEE 1/S7.1 FOR BASE DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
01
02
03
04
05
KEYED NOTES THIS DETAIL:
SEE S/2.0 AND S/2.1 FOR MEMBER SIZES NOT NOTED
SEE 1/S7.1 FOR BASE DETAILS
SEE 1/S7.1 FOR BASE DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
01
02
03
04
05
KEYED NOTES THIS DETAIL:
SEE S/2.0 AND S/2.1 FOR MEMBER SIZES NOT NOTED
SEE 1/S7.1 FOR BASE DETAILS
SEE 1/S7.1 FOR BASE DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
SEE 2/S7.1 FOR CONNECTION DETAILS
01
02
03
04
05
\\JBE
-06\J
BE -
Proje
cts\17
095.x
x - S
ande
rs De
sign\1
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.01 -
4575
Blan
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oad\D
rawi
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ad\C
ONST
SET
4-20
-201
8\170
95.01
- KV
AL A
dditio
n - S
3 SER
IES.
dwg,
4/20/2
018 2
:34:19
PM
SLAB ON GRADEELEVATION: 97.00'
C
S8.012
S8.010
S8.013
S7.28
S8.07
S7.211
BA.8A0.5A
WALL ASSEMBLY, SAD TYP
ROOF ASSEMBLY, SAD
STUDIO GRID, SAD
CEILING GRID, SAD
NOTE: CONTRACTOR TO VERIFYEXISTING FOOTING, IN RELATIONSHIPTO NEW FOOTING
NOTE:REFERENCE THE FOLLOWINGDRAWINGS FOR THE EXISTING BUILDING,FOUNDATION AND BUILDING INFORMATION.
A1 - SITE AND ROOF PLANA3 - FOUNDATION & FLOOR PLANA4 - STRUCTURAL SECTIONSA5 - INT. ELEVATIONSA6 - MISC. & STRUCTURAL DETAILSA1 - FLOOR PLAN - FOUNDATION (1956)A1 - FOUNDATION (1964)A1 - PLANS (1984)A2 - FLOOR PLANS (1984)003 - FLOOR PLAN (1988)006 - FOOTING (1988)007 - SECTION DETAILS (1988)008 - SECTION DETAILS (1988)
SLAB ON GRADEELEVATION: 97.00'
S7.13
S5.17
S7.16
S7.110
S5.21
S5.219
A B C
S7.22
SLAB ON GRADEELEVATION: 98.5'
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Issue
dDe
scrip
tion
Mark
By
17095.01
JW
AMB
S4.0
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
BUILDINGSECTIONS
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S4.01 BUILDING SECTION
1/4" = 1'-0"
S4.02 BUILDING SECTION
1/4" = 1'-0"
2
\\JBE
-06\J
BE -
Proje
cts\17
095.x
x - S
ande
rs De
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7095
.01 -
4575
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oad\D
rawi
ngs\C
ad\C
ONST
SET
4-20
-201
8\170
95.01
- KV
AL A
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n - S
4 Ser
ies.dw
g, 4/2
0/201
8 2:36
:57 P
M
12d
90°D
d
45°
45°
180°D
D D
4d OR21
2" MIN
D = 6d FOR #3 THRU #8D = 8d FOR #9 THRU #11D = 10d FOR #14 & #18
ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS
d
D
D
180°6d O
R3"
MIN
STIRRUP
D
D
180°
6d OR3" MIN
d
12d
D
D
d
90°
STIRRUP OR TIED = 4d FOR #3 THRU #5D = 6d FOR #6 THRU #8
6d O
R3"
MIN
D D90° 135°
6d OR
3" MIN
d
6d O
R3"
MIN
90° 180°6d OR3" MIN
BEAM OR COLUMN CROSSTIESBEAM STIRRUPS AND COLUMN TIES
D D
NOTE:TIES AND CROSSTIES FOR SHEAR WALL BOUNDARY ELEMENTSSHALL BE DETAILED AS COLUMN TIES/CROSSTIES
BARSIZE
MISCBARS
TOPBARS
HOOKEDBARS
Ld SPLICE Ld SPLICE Ldh f'c = 3000psi
#3 17 23 22 29 9#4 22 29 29 38 11#5 28 37 36 47 14#6 33 43 43 56 17#7 48 63 63 82 20#8 55 72 72 94 22#9 62 81 81 106 25
#10 70 91 91 119 28#11 78 102 101 132 31
f'c = 4000psi#3 15 20 16 25 8#4 19 25 25 33 10#5 24 32 31 41 12#6 29 38 37 49 15#7 42 55 54 71 17#8 48 63 62 81 19#9 54 71 70 91 22
#10 61 80 79 103 25#11 67 88 87 114 27
NOTES:1. VALUES FOR UNCOATED REINFORCING
AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHTOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db.
2. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld.
3. Ldh = DEVELOPMENT LENGTH OF BAR WITH MINIMUM DEVELOPMENT LENGTH Ld.
4. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW (EXCLUDING WALL HORIZONTAL REINFORCING) OR AS NOTED ON DOCUMENTS AS "TOP BAR"
5. ALL TABULATED VALUES ARE IN INCHES.
PLAN SECTION AT SINGLE CURTAIN REINFORCEMENT
INTERSECTION
CORNER INTERSECTION
PLAN SECTION AT DOUBLE CURTAIN REINFORCEMENT
CORNER
SPLICELENGTH
TYP
34" CHAMFER @WALLS NOT IN
CONTACT W/ SOIL
SPLIC
ELE
NGTH
TYP
CORNER REINFTO MATCHHORIZ REINF
ALT EA SIDESTD HOOK
CORNER REINF TOMATCH CROSS ALLHORIZ REINF
CROSS WALL
NOTES:1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTION AND DETAILS3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCHFOOTINGS AND STEMWALL HORIZONTAL REINFORCING.
34" CHAMFER @WALLS NOT IN
CONTACT W/ SOIL
STD HOOK
SPLIC
ELE
NGTH
TYP
SPLIC
ELE
NGTH
TYP
CORNER REINFTO MATCHHORIZ REINF
CORNER REINF TOMATCH CROSSWALL HORIZ REINF
CROSS WALL
CONTROL JOINT
CONSTRUCTION JOINT
TO SLABPER PLAN
TO SLABPER PLAN
58"Øx24" SMOOTH BAR
@ 24" OC, GREASE ONE SIDEIN DOWEL INSERT
REINF PER PLAN
SUBGRADE PREPARATIONPER GEOTECH REPORT COMPACTED STRUCT FILL
OR COMPETENT NATIVE SOILPER GEOTECH REPORT
VAPOR BARRIER WHEREREQ'D
t/4 SAWCUT DEPTH ORt/4 PREMOLDED JOINT (11
2" MIN)REINF PER PLAN
SUBGRADE PREPARATIONPER GEOTECH REPORT
COMPACTED STRUCT FILLOR COMPETENT NATIVE SOILPER GEOTECH REPORT
VAPOR BARRIERWHERE REQ'D
NOTES:1. USE "EARLY ENTRY DRY-CUT SAW" AS SOON AS POSSIBLE WITHOUT CAUSING RAVELINGOF CONCRETE EDGES. SAWCUT ALONG SHORT DIRECTION OF POUR FIRST.2. ALIGN A CONSTRUCTION OR CONTROL JOINT WITH RE-ENTRANT SLAB CORNER, EW, TYP3. PROVIDE CONSTRUCTION/CONTROL JOINT TO ENCLOSE APPROXIMATE SQUARE AREAS 225SQUARE FEET MAXIMUM, W/ A MAXIMUM PANEL ASPECT RATIO OF 1.3 TO 1.04. CONTRACTOR TO SUBMIT CONSTRUCTION/CONTROL JOINT PLAN TO ENGINEER OF RECORDFOR REVIEW/APPROVAL
PER
ARCH
(2'-0
" MAX
)
PER ARCH4'-0" MAX)
OPENING
2"CLRTYP
2'-6"MINTYP
PROVIDE REINF ON ALL SIDESEQ TO ONE-HALF THE AREASOF SLAB REINF CUT BY OPNG((2) #4 CTRD ALL SIDES MIN)
(2) #4x48" DIAG TYP@ EA CORNER CTRD
NOTES:1. ALL OPENINGS W/ A DIM OF 24" OR GREATER SHALL BE TRIMMED WITH REINFORCING2. REINFORCING IS IN ADDITION TO ANY REINFORCING INDICATED ON PLANS3. HOOK REINFORCING @ SLAB EDGE AS REQUIRED
MATCH FOOTINGREINFORCEMENT SIZE ANDSPACING TYP T TY
P
LTYP
H TYP
db = BAR DIAMETERH = L/2 MAXL = 4'-0" MINT = FOOTING THICKNESS
TRANSVERSEBAR @ HOOK TYP
NOTE:1. REINFORCEMENT TO MATCH SIZE AND SPACING OF FOOTING BOTTOM BARS (TYP)2. WHERE MASONRY OCCURS "H" SHALL MATCH MASONRY MODULE
18"MIN
18"MIN
(2) T TYP
TO FTGPER PLAN
FTG
DEPT
HPE
R PL
AN3'-
0" M
AX
6" CLR
MIN
1'-6" MIN
EQ EQ℄ PIPE
31 2" CL
RMI
N4"
DO NOT PASS PIPESTHRU THIS PORTION
OF FTG
ELEVATION
PIPE SLEEVEAS REQ'D TYP
CONC STEMWALLPER PLAN
PIPE TYP
CONC FTGPER PLAN
PLACE CONC FILLBEFORE FTG POUR(SAME WIDTH AS FTG)
S5.05a
NOTES:1. PRIOR TO CONSTRUCTION, STRUCTURAL ENGINEER OF RECORD SHALL REVIEWPIPES/SLEEVES GREATER THAN 8" DIAMETER AND SPACED CLOSER THAN 3" APART2. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE
TO FTGPER PLAN
FOOT
ING
DEPT
HBE
YOND
PER
PLA
N
PER PLAN
FIN GRADEPER ARCH\
CIVIL
1'-6" MIN
12
SLOPE CUT &BACKFILL AS REQ'DPER GEOTECHREPORT
ELEVATIONNO EXCAVATIONBELOW THIS LINEWITHIN 10' OFFOOTING
10'-0" TRENCHEXCAVATION
1'-6"MIN
TRENCHEXCAVATION
CONC FTGPER PLAN
NO EXCAVATIONBELOW THIS LINEWITHIN 10' OFFOOTING
SLOPE CUT &BACKFILL AS REQ'DPER GEOTECHREPORT
TO SLABPER PLAN
2" CLR
3" CLR
4"MIN
PIPE OR CONDUITSOG PER PLAN
NOTE:1. ALUMINUM MATERIAL SHALL NOT BE EMBEDDED IN CONCRETE
6"TYP
BASE PLATE & TYPEPER PLAN
CONTROL JOINT ORCONST JOINT
FILL AFTER MINIMUM 7-DAYSSLAB CURE
8"5"
1'-0"
5" 5"
REINFORCING PER PLAN
SLAB PER PLAN
#5@ 16" OC
12" 12"
(4) #5 CONTINUOUS
11
P 12" X 1'-4" CONTINUOUSL
2" 2"
1'-4"
FOOTING SCHEDULE
MARK SIZE L x W x TREINFORCING
REMARKSLONGITUDINAL TRANSVERSE
A 5'-0" x 5'-0" x 1'-0" TOP --- --- BASE PLATE PERBOTTOM (6) #5 (6) #5
B 6'-0" x 6'-0" x 1'-0" TOP --- --- BASE PLATE PERBOTTOM (7) #5 (7) #5
C 7'-0" x 7'-0" x 1'-6" TOP --- --- BASE PLATE PERBOTTOM (8) #5 (8) #5
D 4'-0" x 4'-0" x 1-0" TOP --- --- BASE PLATE PERBOTTOM (5) #5 (5) #5
E CONT. x 4'-0" x 3'-0" TOP (6) #6 #4 @ 6" SEE 15/S5.0BOTTOM (6) #6 #4 @ 6"
S7.11
S7.11
S7.11
S7.11
TO SOGELEV. 0'-0"
2" GROUT MAX
GRIDSEE 3/S7.0 FORINFORMATION NOT NOTED
FOOTING PER PLAN
1'-4"
1'-0"
CL
TO SOGELEV. 0'-0"
3'-0"
4'-0"
W10x
(6) #6 CONT.(TYP @ TOP AND BOTTOM)
(3) #4 HOOPS @ 2" OC
#4 HOOPS @ 6" OC
#4 TRANSVERSE @ 6" OC
#4 (TYP OF (4) @ BOLTS)
6" M
IN
UNDISTURBEDNATIVE SOIL
4" PERFDRAINAGEPIPE TODAYLIGHT
FREE DRAININGROCK FILL
FILTER CLOTH -WRAP AROUNDBACKFILL
1
CLEAN DRAIN STONE
1
6" MIN CORNER
4" WEEP HOLE@8'-0" OC
DRAIN BOARD
SLAB & PAVING OR 1' PLANTING MEDIMUM
EXISTING FOUNDATION
REMOVE EXISTINGSTUD WALL AFTERIT IS PROPERLY SHORED
SACRIFICIALSCREW SHORE(SIZE AND LOCATIONAS REQUIRED)
CMU WALLSTUD WALL
NEW PLATEEXISTINGFOUNDATION
INFILL EXISTING TRENCHWITH CONCRETE
S5.01 STANDARD HOOKS & BENDS
3/4" = 1'-0"
S5.02 TYP LAP SPLICE AND DEVELOPMENT LENGTH
NOT TO SCALE
S5.05 PIPE OR CONDUIT EMBEDDED IN SLAB ON GRADE
1'=1'-0"
S5.06 PLAN - TYP SLAB OPENING REINFORCING @ SLAB ON GRADE
NTS
S5.07 PLAN - TYP CONTROL JOINT @ COLUMNS
NTS
S5.04 TYP SLAB ON GRADE JOINT DETAILS W/ REINFORCING
3/4" = 1'-0"S5.08 DUCT IN SLAB SAD
1" = 1'-0"
S5.09 TYPICAL STEPPED FOOTING
NOT TO SCALE
S5.03 PLAN SECTION @ SINGLE & DOUBLE CORNER REINFORCING (FTGS SIM)
3/4" = 1'-0"
S5.011 TYP EXCAVATION ADJACENT TO FOOTING
S5.010 ELEVATION OF TYP PIPE & TRENCH LOCATIONS
NOT TO SCALE
S5.012 WALL SHORING DETAIL
S5.016 RETAINING WALL BACKFILL
S5.015 MOMENT FRAME FOUNDATION
3/4" = 1'-0"S5.018 NOT USED
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
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17095.01
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4/20/2
018WR
S
4/20/2018
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S5.014 FOOTING SCHEDULE
S5.013 FOOTING
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:45:00
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91'-8"
1'-0"
4'-0"
6'-0"
3'-6" 1'-0" 1'-6"
1'-4"
5'-4"
6'-4"
97'-0"
#5 @ 12"EW
#5 @ 8" OC ALT HOOKS
#5 @ 12"
#5 @ 12" OC
#5 @ 12"
3'-0"
#5 @ 12"
#5 @ 12"
#5 @ 12"
1'-0"
(2) #5
NOTE:WHERE MASONRY OCCURS SEE 9/S5.1
11" OR 12"
1'-0"
1'-4"
2'-0"
1
#5 @ 12"
#5 @ 16" OC ALT HOOKS
#5 @ 12"
3
#5 @ 12"
2'-0"
1'-0"
NOTE:2'-0" MAX HEIGHT CURB@ THIS LOCATION(GRIDLINE 3 ONLY)
1'-6"
1'-4"
4'-0"
1'-0"
#5 @ 12"
#5 @ 8" OC ALT HOOKS
#5 @ 12"
#5 @ 12" OC ALT HOOKS
#5 @ 16"
1'-0"
1'-4"
4'-0"
1'-0"
WHERE OCCURS
#5 @ 8" OC ALT HOOKS
#5 @ 12"
#5 @ 12"
#5 @ 16" OC ALT HOOKS
#5 @ 16" #5 @ 16"
87'-8"
1'-6"
8'-0"
9'-3"
1'-0"
5'-3" 1'-0" 3'-0"
1'-4"
9'-4"
10'-1
0"
97'-0"
#6 @ 12" OC ALT HOOKS
#5 @ 12" OC
#5 @ 12"
#5 @ 16" OC ALT HOOKS
#5 @ 12" #5 @ 12"
11 2" CL
R TY
PAL
L SID
ES
5'-0"
(2) #5#5 @ 12" OC
NOTE:WHERE MASONRY OCCURS SEE 9/S5.1
83'-8"
1'-6"
12'-0
"
11'-6"
1'-0"
7'-6" 1'-0" 3'-0"
1'-4"
13'-4
"
14'-1
0"
97'-0"
#5 @ 16" OC ALT HOOKS
#5 @ 12"
11 2" CL
R TY
PAL
L SID
ES
#6 @6" OC ALT HOOKS
7'-0"
#3 @ 12" OCALONG LENGTH
OF GRADE BEAM(OCCURS @ MOMENT FRAMES)
GRADE BEAMWHERE OCCURS
(2) #5
#5 @ 12" #5 @ 12"
#6 @ 12" OC#6 @ 12" OC
#6 CONT
NOTE:WHERE MASONRY OCCURS SEE 9/S5.1
1'-0"
1'-0"
2'-0"
2'-0"
#6 VERTICALS (TYP OF 8)
#4 @ 6" OCW/ (3) @ 2" OC @ TOP OF PLINTH
RETAINING WALL(STEEL NOT SHOWNFOR CLARITY)
S5.11
1'-0"
#5 @ 12"
#5 @ 16" OC ALT HOOKS
#5 @ 16"
#6 @ 16"
#5 @ 16" OCEA FACE
4'-0" LAP
3'-0" LAP
COLUMN BASE ANDANCHORS PER PLAN
(MOMENT FRAMESHOWN, HSS
COLUMN SIMILAR)
2"2"
2"6"
TO PLINTHELEV. 97'-0"
2"
(3) #4 HOOPS @ 2" OC
#4 HOOPS @ 6" OC
2" GROUT MAX
S5.11 PLINTH ELEVATION
1" = 1'-0"S5.15 FOUNDATION @ GRIDS 1 & 0.5A
3/4" = 1'-0"
S5.18 GRADE BEAM @ GRID 2
3/4" = 1'-0"
S5.13 FOUNDATION @ GRIDS 1, 4 & C
3/4" = 1'-0"
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
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. 13th
Ave
Euge
ne, O
r 974
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402
Tel (5
41) 3
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488
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9483
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Date:
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ions
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olBy
17095.01
JW
AMB
S5.1
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
CONCRETEDETAILS
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IONS
4575
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S5.16 FOUNDATION @ GRID 1 & 0.5A
3/4" = 1'-0"
S5.17 FOUNDATION @ GRIDS 0.5A, A & 1
3/4" = 1'-0"
S5.14 FOUNDATION @ GRID B
3/4" = 1'-0"S5.19 MASONRY @ TOP OF WALL
1/2" = 1'-0"
S5.11 PLINTH PLAN
3/4" = 1'-0"
\\JBE
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:46:09
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1'-6" 3'-0" 2'-0" 1'-9" 1'-6"
1'-0"
TYP
#5 @ 12"
#5 @ 16" OC ALT HOOKS
#5 @ 12" VARIES
1'-0" 1'-0" 1'-3" 1'-3"
4'-0" 4'-0"
10d @ 6" OCTYP
MTL STUD WALL, SAD
WOOD STUD WALLCONCRETE KNEE WALL
CONCRETE KNEE WALL 3'-6"
NOM
FLASHING
8d @ 4" OCTYP
SIMPSON .25"x6" SDS@ 6", STAGGERED
6x8 BLOCK
FIRE TREATED1532" APA SHEATING
8d @ 4" OC (2) ROWSTYP
J-BOLT
NOTE:CONTRACTOR TO VERIFY ANDCOORDINATE FOOTING / NEWFOOTING INTERFACE
VARI
ES
VARI
ES
TOCELEV. 97'-0"
TOC @ CONTROL ROOMELEV. 98'-6"
58" DRYWALL
78" HAT CHANNEL
78"
6"
9"
58"
58" DRYWALL
78" HAT CHANNEL
58" DRYWALL
FINISH TRIM, SAD
HANDRAIL, TYP
3'-0"
TYP
FINISH TRIM, SAD#5 @ 12"
#5 @ 16" OC,ALT HOOKS
5'-9" 5'-9"CL CL CL
6"6"6"6"6"
6"1'-0"6"
2'-0"
1'-0"#5 @ 12"
EW
#5 @ 8" OC ALT HOOKS
#5 @ 12"
6"
4'-0"
MAX
HEI
GHT
WAL
L1'-
0"
NOTE:SEE 9/C6.0FOR STAIRDETAILS#5 @ 16" OC ALT HOOKS
#5 @ 12"
5"
2x6 @ 16" OC
8d @ 4" OC TYP
58"Ø SIMPSON TITEN HD
@ 24" OC
SHEETROCK1
2" PLYWOOD
EN 8d @ 4" OC
SIMPSON HI TIESEA JOIST
SIMPSON A35 EA BLOCKING
FULL HEIGHT 2x10 BLOCKING
JOIST PER PLAN
EN 8d @ 4" OC #5 @ 18" OC EW
#5 @ 18" OCALT HOOKS
NEW FOUNDATION
NOTE:EXISTING FOUNDATION TOBE DEMOED
BN 10d @ 4" OC
2x10 RIM @ FASCIA
SIMPSON HI TIES
1'-0"
SHEATHING
2x6 WALL
TO SOGELEV. 0'-0"
CMU WALL
8"
#5 @ 16" OCEW EF TYP
#5 16" OC
EXISTING FOUNDATION
TO FFELEV. 99'-0"
TO RETAING WALLELEV. 100'-0"
TO FFELEV. 97'-0"
(4) R
ISER
S @
6" =
2'-0
"
(3) TREADS @ 11" = 2'-9"
CIP CONCRETERETAINING WALL
CIP CONCRETESTAIRS ON GRADE
NOTE:SAD A501 FOR ADDITIONALDETAILS STAIRS, GRANULAR FILL
S5.213
2'-10
"
2'-9"
(3) R
ISER
S @
6" =
1'-6
"
HANDRAIL, SAD
CIP CONCRETESTAIRS ON GRADE
1'-0"
11"11"1"
2'-10
"3'-71 2"
TRIM, SAD
HANDRAIL CONNECTION,SAD
TOCELEV. 97'-0"
STAIR TREAD, SAD
S5.213
2'-10
"
5'-6"
(5) TREADS @ 11" = 4'-7"
(6) R
ISER
S @
6" =
3'-0
"
HANDRAIL, SAD
PARTIAL HEIGHT WALL, SAD
CIP CONCRETESTAIRS ON GRADE
1'-0"
6'-6"
11" 11" 1"
2'-10
" 3'-71 2"
TRIM, SAD
HANDRAIL CONNECTION, SAD
STAIR TREAD, SAD
TOCELEV. 97'-0"
TOCELEV. 100'-0"
CIP CONCRETESTAIRS ON GRADE
(1) TREADS @ 11" = 11"
(2) R
ISER
S @
6" =
1'-0
"
3'-0"
1'-0"
4'-0"
1'-10" 3'-958"
5'-758"
1" SCH 40 PIPE HANDRAIL
NOTE:SAD A304, A411 FOR ADDITIONALDETAILS STAIRS, GRANULAR FILL
(6) R
ISER
S @
6" =
3'-0
"
6" 4'-2" 6"
5'-2"
3'-71 2"
6'-71 2"
PARTIAL HEIGHTWALL, SAD
NOTE:REFERENCE FORSTAIRS WITH(3) TREADS@ 6" = 1'-6"
#5 @ 18" OCALT HOOKS #5 @ 18" OC EW
(2) #5 16" OC
1'-0"
11"
5"
2'-4"
3'-0" TYP
6'-0"
1'-0" TYP
HSS 6x6x38
INSULATION SAD
5"REF
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
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Date:
Date
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Symb
olBy
17095.01
JW
AMB
S5.2
CONS
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TION
SET
4/20/2
018WR
S
4/20/2018
CONCRETEDETAILS
KVAL
ADD
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4575
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, OR
9740
5
S5.21 FOUNDATION @ GRID C
3/4" = 1'-0"
S5.27 STAIRS @ RETAINING WALL
3/4"=1'-0"
S5.213 STAIRS, (3) & (6) TREADS
S5.214 STAIRS EXISTING BUILDING
3/4"=1'-0"
S5.217 EXTERIOR WALL @ WORK SHOP, WALL JOIST DETAIL
S5.219 FOOTING, FOUNDATION, HSS DETAIL
3/4" = 1'-0"
S5.24 FOUNDATION, CMU WALL DETAIL
3/4" = 1'-0" S5.28 STAIR SECTION DETAIL
3/4" = 1'-0"
S5.211 STAIR SECTION DETAILS
3/4"=1'-0"
S5.23 RETAINING WALL @ STAIRS
3/4" = 1'-0"
2
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:49:18
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VARIES
VARI
ES
S6.012
6x
CORNER
6x C
ORNE
R PO
ST
OPEN
4 x 8 UNO
A23 OR A35TYP, OMIT @
INT WALLSLTS18@ EXTERIORCORNERS
2x TRIMMER U.O.N.
16d @ 12" STAGGER
HEADERPER PLAN
MIN. 2x BEARINGSTUD
(3)-16dEND NAIL
TYP
(2) 2x TOPPLATE
HUCHANGER
SP2 @TRIMMERSON EXTWALLS
1 2"
1 2" 1 2"1 2"
2"
1 2"
1 2"
23 4"
NOTE: 1 0.229" X 3" X 3"
PLATE WASHER
2 0.229" X 3" X 4 12"PLATE WASHER
WALL SHEATHED BOTH SIDES
WALL SHEATHED ONE SIDE
3"
41 2"
STAG
GERE
DAN
CHOR
ROD
S
BOLT OFFSET BOLT CENTERED
BOLT OFFSET BOLT CENTERED1
2
1
1
2
A B
DC
1'-6"
2x JOISTS34" PLY
34" PLY
SIMPSON TITEN HD6" FROM ENDSAND 2'-0" OC
SLAB
NOTE: 1 6" MIN + 12" MAX 2 4' - 0" OC MAX UNO
3 TYP ANCHOR BOLT = 5 8" x 10" THREADED RODIN SIMPSON SET-XP EPOXY. SPECIALINSPECTION REQUIRED
1 2 1 1 2
1
21 2
BEARING WALL
NON - BEARING WALL
BORED HOLESD
A
BORED HOLE MAX DIA 60PERCENT OF STUD DEPTH
E
NOTCHESB
BOLT OFFSETF
BOLT OFFSETC
58" MIN
TO EDGE
BORED HOLES
NOTCHES
NOTCH MUST NOTEXCEED 40 PERCENT
OF STUD DEPTH
BORED HOLES SHALL NOTBE LOCATED IN THE SAMECROSS SECTION OF CUTOR NOTCH IN STUD
BORED HOLE MAX DIA 40PERCENT OF STUD DEPTH
58" MIN
TO EDGE
NOTCH MUST NOTEXCEED 25 PERCENT
OF STUD DEPTH
BORED HOLES SHALL NOTBE LOCATED IN THE SAMECROSS SECTION OF CUTOR NOTCH IN STUD
IF BORED HOLE IS BETWEEN 40 PERCENT AND 60 PERCENT OF STUD DEPTH , THEN STUD MUSTBE DOUBLE AND NO MORE THAN TWO SUCCESSIVE STUDS ARE DOUBLED AND SO BORED
A TYPICAL WALL ELEVATIONOF TOP PLATE SPLICE
B WALL CORNER/ INTERSECTIONELEVATION
4'-0" MIN OVERLAP℄ STUD ℄ STUD
C TYPICAL STUD SECTION ATEXTERIOR WALL CORNER
(10) 16d STAGGER
(4) 16dCONT.
CONT.
INTERIOR NON - BEARING PARTION
LOWER TOP PLATE CONTINUOUSTHROUGH INTERSECTION
2 x 8
CONTINUOUS DOUBLE TOPPLATE THROUGH INTERSECTION
INTERSECTING WALL
LOWER TOP PLATE CONTINUOUSTHROUGH INTERSECTION
(4) 16dCONT.
CONT.
A WALL CORNER/ INTERSECTIONELEVATION
B BEARING WALL INTERSECTIONPLAN
L / 3
L / 8
D / 4
L / 6 MIN L / 6 MIN
8X HOLEØ MIN
D
L
REGION WHERE1" Ø MAX FIELDDRILLED HOLES AREPERMITTED FORPASSAGE OFCONDUIT, WIRE, ETC
NOTES:1. NO HOLES IN CANTILEVER ENDS2. 1" Ø HOLE MAX3. MAXIMUM NUMBER OF HOLES = L / 54. ENGINEER MAY APPROVE HOLES NOT COMPLYING WITH ABOVE5. NOTCHING NOT ALLOWED EXCEPT:
WOOD (NOT GL) BEAMS OR JOISTS MAY HAVE A 1" DEEP MAX & 3" LONGMAX NOTCH ON THE TOP OR BOTTOM SIDE NOT IN THE MIDDLE THIRD OF THE SPAN
6.NO HOLES OR NOTCHES ARE PERMITTED IN TJI'S, LVL'S, LSL'S ORGANGNAIL TRUSSES EXCEPT AS PERMITTED BY THE MANUFATURER
NOTE 5
D / 4
6.01 ALLOWABLE BEAM HOLES AND NOTCHES
1" = 1'-0"
6.02 WALL INTERSECTIONS
1" = 1'-0"
6.03 ALLOWABLE BEAM HOLES AND NOTCHES
1" = 1'-0"
6.05 ALLOWABLE STUD HOLES AND NOTCHES
1" = 1'-0"
6.06 TYP WALL FRAMING
1" = 1'-0"
6.07 NOT USED
6.04 NOT USED
6.08 ANCHOR BOLT LAYOUT
1" = 1'-0"
6.09 ALLOWABLE STUD HOLES AND NOTCHES
1" = 1'-0"
6.010 TYP WALL FRAMING
1" = 1'-0"
6.011 NOT USED
6.012 WOOD PLATFORM SECTION
1" = 1'-0"
6.013 NOT USED
6.015 NOT USED
6.016 WOOD PLATFORM PLAN
1" = 1'-0"
6.014 NOT USED
3/4" = 1'-0"
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
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338-
9483
www.
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Date
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olBy
17095.01
JW
AMB
S6.0
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TRUC
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SET
4/20/2
018WR
S
4/20/2018
WOODDETAILS
KVAL
ADD
ITIO
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ERAT
IONS
4575
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\\JBE
-06\J
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Proje
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IES.
dwg,
4/20/2
018 2
:51:10
PM
W16x
C COLUMNC BEAM
C COLUMNC GIRDERLL
LL
P SLOT THRU HSSL
TAB P SLOT INTO HSSL
TYP
BEAM TAB P SIDE AS OCCURS(9" DEEP FOR 3 BOLT CONNECTION)
L
112"
4"W14X
CONC/STEEL DECKNOT SHOWN
3 4" W/ (4) 7 8"Ø HSB @ BEAM GAGE⅊1/4
HSS 4X
COLUMN PER PLAN
HEAVY NUT & WASHER
LEVELING NUT
DOUBLE HEAVY NUTAND WASHER
3" MIN 5" MA
X
TO FOOTING
112" NON-SHRINK
GROUT
BO FOOTING
SLAB
SLAB & FTGREINF NOT SHOWN
NOTE: 1. SEE 1/S7.1 FOR PLATE AND BOLT INFORMATION 2. SEE 13/S5.0 FOR FOOTING INFORMATION
S7.01 CANTILEVERED GIRDER
1" = 1'-0"
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
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ions
Symb
olBy
17095.01
JW
AMB
S7.0
CONS
TRUC
TION
SET
4/20/2
018JW
4/20/2018
STEELDETAILS
KVAL
ADD
ITIO
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ALT
ERAT
IONS
4575
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ROA
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9740
5
S7.02 TYP. BEAM/GIRDER/COLUMN CONNECTION
1" = 1'-0"
S7.03 COLUMN BASE DETAIL
1" = 1'-0"
K1 PER AISC
CONNECTION
END OF KNIFEPLATE AT ONE SIDE
1/2"
BOLTS SEE SCHEDFOR SHEAR PLATE AND
SEE SCHED
SEE SCHED
1/2"
PROVIDE 3/8" CAP PLATE@ TUBE END TYP
1-1/2" 2-1/2"
PLATE AT ONE SIDECONNECTION
END OF KNIFE
TYP @CAP P
FOR SHEAR PLATE ANDBOLTS SEE SCHED
1/4
TYP
1/2"1-1/2"
TYP
1/2"
3"3"
SEE SCHED
1-1/2"
1-1/2" MIN.
2"
TYP
3"3"
TYP
SEE SCHED
BEAMS IN OTHER CONN. PLATE TO SUPPORT
DIRECTION SEE PLANS
W16
W33
W27
W21
W18
W14
W12
L4 L7
SIZEBEAM
FOR SHEAR PLATE ANDBOLTS SEE SCHED
1/2"
TYP3"3"
2-1/2" 1-1/2"
SCHEDSEE
1/4
1/4
SIZEWELD
1/2
5/16
1/2
1/2
3/8
5/16
3/8
1/2" (4) 7/8"Ø
(7) 7/8"Ø
(9) 7/8"Ø
(5) 7/8"Ø
(4) 7/8"Ø
3/4"
5/8"
5/8"
1/2"
(2) 7/8"Ø
(3) 7/8"Ø
(3) 7/8"Ø
NO.& SIZEOF BOLTSREQUIRED
(2) 7/8"Ø
3/8"
3/8"
3/8"
THICKNESSPLATE
1/4"
STANDARD BOLTED CONNECTION SCHEDULE
W10C10
TS COL℄
TS COL℄
FRAME GIRDER℄
S7.05 DRAG @ B,1, & C
S7.06 NOT USED
S7.07 NOT USED
S7.08 BEAM TO HSS COLUMN
S7.09 BEAM TO BEAM
S7.010 NOT USED
S7.011 NOT USED
S7.012 NOT USED
S7.04 BOLT CONNECTION SCHEDULE
3"
\\JBE
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IES.
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018 2
:52:59
PM
2" TYP.3" TY
P.
Wx COL. BELOW
3" 2"
41 4"GA
GE
12"
3"TYP.
CAP PLATE Wx BEAM
(2) ROWS OF (4) 7 8" ØA490-X BOLTS AT TOP &BOT. OF BEAM FLANGE
NOTE:SHEAR PLATE,BOLTS & WELD - SEESCHED. ON DETAIL
S7.07
P 3 4" x
P 3 4" xP 3 4" STIFFEA. SIDE
C COLL
BEAM TO COLUMNMOMENT
ELEVATION
PLAN AT CAP PLATE
L
L
L
12" WEBDOUBLERPLATE
2"
BACKGOUGE
BACKGOUGE
BACKGOUGE
WHERE OCCURS PER PLAN
SPLIT STIFFENER @ TAB
1'-2"
1'-2"
C COLL
C C
OLL
2"
2"
1"Ø x 24"ANCHOR BOLT TYP
1" PL
W10x
1'-0"
1'-0"
C COLL
C C
OLL
11 2"
112"
34"Ø x 14"
ANCHOR BOLT TYP3
4" PL
HSS6x
9"
9"
C COLL
C C
OLL
11 2"
112"
34"Ø x 14"
ANCHOR BOLT TYP3
4" PL
HSS4x
BACKGOUGE
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
W18X
1/4TYP
1/4TYP1/4
1/4
1/4TYP 2-6
P 3 8"x312"x0'-8" TYPL
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
W18X
1/4TYP 1/4
1/4TYP 2-6 P 3 8"x312"x0'-8"
TYPL
ROOF DECKPER PLAN
W18X
HSS 6X
1/4TYP
1/4 TYP1/4
1/4
OPEN WEB STEELJOIST PER PLAN
W18X
2"
P 5 16"x4"x1'-2"
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
W16X
P 5 16"x4"x1'-1"
1/41/4
1/4 CAP
P 3 8"x612"x61
2"
HSS 6X
W18X
L
L
L
DRAG PLATEP 12"x4"x4'-0"L
P 3 4"x8"x0'-8"L
LSH
L3 x 2 12 X 14 (LLH) - VERIFY
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
W18x50
W8x24
1" 1"21 4"
41 4"
4"11
2"
12"
(2) Ø7 8" H
OLES
516"x4"x4 14" A36 PL
W18x50
W8x24
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
ROOF DECKPER PLAN
38"x11"x11" A36
CAP
112"
10"
212" 11
2"
4"
13 8"
11 2"3"
11 2"3"
1'-1"
12"
516"x4"x13" A36 PL
(4) Ø7 8"
HOLES
W18x50
W10x60
W16x26
12"
11"
12"
212"11
2"
4"
11 2"(4
) SPC
'S. @
2 3 4" =
11"
1'-2"
(5) Ø 78 " HOLES
516"x4"x14" A36 PL
W10x60
W16x26
W18x50
W18x50
W16x26W16x26HSSx6x6x3/8
14"
612"
11 4"
11 2"3"
11 2"3"
1'-1"
212" 11
2"
4"
(4) Ø7 8" H
OLES
516"x4"x13" A36 PL
212" 11
2"
4"
2"
11 2"(4
) SPC
'S @
2 3 4" =
11"
(5) Ø
7 8" HOLE
S
HSSx6x6x3/8 516"x4"x14" A36 PL
38"x6 12"x6 12" A36
CAP
12"
12"
1'-2"
W18X
HSS 6X
W16X
1/4
P 3 8"x612"x0'-61
2"
HSS 6X
W16X
W18XP 5 16"x4"x1'-1"
P 5 16"x4"x1'-2"
L
L
L
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
W18X
1/4TYP
1/4TYP1/4
1/4
W8x
HSS 6X
ROOF DECKPER PLAN
W18X
HSS 6X
1/4TYP
1/4 TYP1/4
1/4
OPEN WEB STEELJOIST PER PLAN
P 516"x4"x1'-2"
1/41/4
P 3 8"x612"x0'-61
2"
1/4P 516"x4"x0'-41
4"L
L
L
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
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9483
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Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
Revis
ions
Symb
olBy
17095.01
JW
AMB
S7.1
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
STEELSPECIFICDETAILS
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S7.13 TRUSS BEARING @ GRIDS A,B, & C
1" = 1'-0"
S7.14 BEAM CONNECTION @ GRIDS A & 2
S7.12 BEAM CONNECTION @ GRIDS 1A, 1A.8, 2A, 3C, 4B.5, C
1" = 1'-0"
S7.11 BASE PLATES
1" = 1'-0"
S7.16 BEAM CONNECTION @ GRID B & 2
1" = 1'-0"
S7.17 NOT USED
S7.18 BEAM CONNECTION @ GRIDS B2
1" = 1'-0"
S7.19 BEAM CONNECTION @ GRIDS B & 4
S7.111 BEAM CONNECTION @ GRID C
1" = 1'-0"
S7.110 BEAM CONNECTION @ GRID C
S7.15 BEAM CONNECTION @ GRIDS A & 1
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3'-3"
SAD
SADHSS 6xELSE W10X
HSS 6x6x38
S7.26
S7.26
SEE FOR ADDITIONAL INFORMATIONS7.27
2x10 JOISTS
EXISTING PRECAST PLANK
SIMPSON TOP-FLANGE HANGERHU210TF
NOTE: DO NOT CUT TENSIONED REINFORCING @ PLANK
LEDGER, 2x12
INSULATION, 1" THK
BALLAST PAVER 24x24
12 PLYWOOD
4" INSULATION
ROOF MEMBRANEWOOD BLOCKING1x4, 2x4, 2x4
EXPANSION ANCHOR 12"
HSS 6x, WF WHERE OCCURSSEE PLAN
GRIDGRID
HSS 6x6x3/8
STUDWALL
DECK PER PLANS
4x6 NAILER
4x6 NAILERCAP, P 14"x 5 12"x 5 12"
14"x5" SELF TAPPING SCREWS
GRID
GRID
W10x
HSS 6x6x3/8
STUDWALL
DECK PER PLANS
4x6 NAILER
4x6 NAILERCAP, P 14"x 5 12"x 5 12"
14"x5" SELF TAPPING SCREWS
HSS 6x6
L3 x 2 12 x 14 (LLH) - VERIFY
OPEN WEB STEELJOIST PER PLAN
ROOF DECKPER PLAN
W18x50
2'-6"
HSS 6
P 3 8x3 12x8, TYP
12" CMU WALL
B
L
58"Ø @ 32" OC
L 4"X4"X14" CONT
W/ LONGSLOTTED HOLE
(E) CMU WALL
2'-6"
W18x50W10x60
L3 x 2 12 x 14 (LLH) - VERIFY
ROOF DECKPER PLAN
OPEN WEB STEELJOIST PER PLAN
C
OPEN WEB STEELJOIST PER PLAN
NOTE:MIN. SNOW DRIFTING HEIGHT @ FINISHEDROOF = 4'-6", COORDINATE FINISH W/ ARCH
CLOSUREANGLE, SADFOR FLASHING
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
Revis
ions
Symb
olBy
17095.01
JW
AMB
S7.2
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
STEELSPECIFICDETAILS
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S7.21 NOT USED
S7.22 EAVE DETAIL
1" = 1'-0"
S7.23 NOT USED
S7.24 REPAIR & SHOP
1" = 1'-0"
S7.27 BROW @ CORNER
1" = 1'-0"
S7.28 BEAM CONNECTION @ GRID B
3/4" = 1'-0"
S7.26 PLAN @ BROW
1" = 1'-0"S7.211 BEAM CONNECTION @ GRID C
3/4" = 1'-0"
S7.212 NOT USED
S7.215 NOT USED
S7.216 NOT USED
S7.218 NOT USED
S7.219 NOT USED
S7.220 NOT USED
S7.217 NOT USED
\\JBE
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:56:44
PM
D L
H L 12
℄
D R
L DL
L P1
L P2
L P3
L P4
L
12
℄
R
L DR
P1 P2 P3 P4
DLLLSL
DLLL
LENGTH
P1
AXIAL AXIAL
P2 P3
L P1
L P2
L P3
L P4
P4
HR
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
Revis
ions
Symb
olBy
17095.01
JW
AMB
S7.3
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
JOISTLOADING
TABLE
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S7.31 JOIST LOADING
NOT TO SCALE
S7.32 JOIST LOADING TABLE
NOT TO SCALE
\\JBE
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:57:59
PM
11 2"
1" 24" 16 GA (54 MIL) 4" DEEP LEGDEFLECTION TRACKSTUDS PER PLAN
TYP CORNER SECTION
TYP INTERSECTION SECTION
TRACK TO MATCHSTUD GAUGE TYPICAL TRACK
#10 SNS AT 30" OCMETAL STUD TO METALSTUD
TYPICAL METAL STUD
TYPICAL TRACK
TYPICAL METAL STUD
#10 SNS AT 30" OCMETAL STUD TO METALSTUD
SECTION @ BUILT-UP JAMB
CONTINUOUSBUILT-UP JAMBSTUDS PERSCHEDULE
#10 SD SCREWS @12" OC
NOTES:1. LATERAL BRIDGING FOR STEEL STUDS IS REQUIRED WHEN WALL BOARD, INSTALLED PER OSSC CHAPTER 25, DOES NOT CONTINUE FULL HEIGHT ON BOTH SIDES. BRIDGING SHALL BE INSTALLED PER THIS DETAIL ON WALL FACES WITHOUT SHEATHING.2. COMPLY WITH STUD MFR'S ICBO APPROVED DETAILS IF MORE RESTRICTIVE.3. PROVIDE CLOSURE TRACK WHERE JAMB TERMINATES @ SILL OTHER LOCATIONS
12"Ø x 4" SIMPSON TITEN HD @
36" OC & 6" FROM CORNERS &END OF TRACK SECTION CONC SLAB
600MT16 W/ #10 SMSTO EACH FLANGE OF STUD
STUD PER PLAN
#10 SCREWS@ 12" OC
TRACK, MATCHSTUDWALL GA COPEWEB EA END AS REQ'D
METAL STUD @16" OC
HEADER STUD SECTIONPER SCHEDULE
SECTION @ HEADER
SECTION @ SILL
OPENING > 8'-0"SECTION @ SILL
#10 SCREWS @12" OC
WT TRACK
#10 SCREW
CLIP JAMB STUD EACHEND
#10 SD
TRACK MATCH STUDWALLGAGE - COPE WEB EA.END @ JAMB STUD
METAL STUD @ 16" O.C.
L2x2x16 GA x 3" CLIP 2/ (2)#10 SCREWS EACH LEG TYP
OPENING PER ARCH 10'-0" MAX
NO SILL WHERE OPENINGEXTENDS TO FLOOR(SIM CONDITION)
METAL STUD @16" OC
DOUBLE STUDFULL HEIGHT
(4) - #10 SCREWS EA SIDE(COPE HEADER FLANGES)
PER ARCH
S7.56
S7.58
NOTES:LOOSE LINTEL TO HAVE 8" BEARING EACH END FOR OPENINGS >3'-4", 4" MIN OPENINGS < 3'-4"
ELEVATION
4"1"
1"
6"
NOTES:PRE-DRILL HOLES IN 3
16"P FOR #12 SMS
CONC SLAB
3/16" BEN T PLATE EACHSIDE W/ (4)-#12 SIMS TOJAMB
4"
4"
1"
1"
TYP TRACK W/#10 SMS TOJAMB
OMIT TRACK AT DOOROPENING THIS SIDE
BUILT-UP JAMB STUD
OMIT BENT PLATE ANDANCHOR AT DOOROPENINGS AND ATJAMBS FOR WALLOPENINGS LESS THAN8'-0"
3/4"
WALL OPENINGBOT 6" OF JAMB (OMITFOR OPENINGS < 8'-0")
NOTES:1. AT JAMB STUDS FOR OPENINGS 8'-0" USE
EACH SIDE AT JAMB STUD2. INSTALL SCREWS IN SLOTS TO ALL FOR DEFLECTION
STUD PER PLAN
SIMPSON SCB 47.5
STUD PER PLAN
4"
DOWN TURNED OPTION WHERE REQ'D - SAD
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
325 W
. 13th
Ave
Euge
ne, O
r 974
01-3
402
Tel (5
41) 3
38-9
488
Fax (
541)
338-
9483
www.
JBE.
US.co
m
Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
Revis
ions
Symb
olBy
17095.01
JW
AMB
S7.5
CONS
TRUC
TION
SET
4/20/2
018JW
4/20/2018
COLD-FORMDETAILS
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S7.310 NOT USED
NOT TO SCALE
S7.514 NOT USED
S7.515 NOT USED
S7.53 NOT USED
S7.55 DEFTLECTION HEAD
1" = 1'-0"
S7.56 NOT USED
S7.57 NOT USED
S7.56 METAL STUD JAMB
1" = 1'-0"
S7.55 METAL STUD WALL FRAMING
1" = 1'-0"
S7.54 MTL STUD CONNECTION TO FOUNDATION
1"=1'-0"S7.58 METAL STUD WALL HEADER
1" = 1'-0"
S7.59 METAL STUD CAP
1" = 1'-0"S7.513 METAL STUD HEADER AND JAMB
S7.511 TYPICAL CONNECTION @ JAMB SECTION
S7.512 METAL STUD WALL CONNECTION W/ W BEAM
\\JBE
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:01:35
PM
12" CMU SOLID GROUTED,CUT UNIT ENDS FOR
CONTINUOUS FLOW OF GROUT
#5 CORNERBAR EA HORIZ TYP
30"30"
(2) #5 VERT @ 16" OCLAP @ FOOTINGSMATCH SPACING
(2) #5 VERT1ST 4 CELLS@ CORNER
(4) - #5 VERTEA SIDE OF JOINT
34"Ø x 24" SMOOTH
GREASED ROD @EA HORIZ BARTYP EA MAT
HORIZ REINF STOPS SEALANT & BACKERROD EA FACE
TYP VERT REINF(2) #5 VERT @ WALL ENDSAND WINDOW JAMBS(4 CELLS)
S8.06
SEE SPECIFIC DETAILSFOR BOLT SIZE ANDSPACING
HOOK DIMS
2d
1" M
IN A
LLAR
OUND
BOL
T
PROVIDE PLUGOR FILLW/ GROUT
(2) #4 x 4'-0" LONG OR HORIZWALL REINF WHERE BOLTSOCCUR AT BOND BEAMBARSHALL BE CONT
(2) #5 CONT @ CHORDS
MASONRY. 2. THE ABOVE IS MINIMUM REINFORCING FOR ALL CONCRETE
REMARKSVERT.HORIZ.(INCHES)
1. CONTINUOUS INSPECTION REQUIRED
3. ALL CELLS SHALL BE GROUTED SOLID.
NOTES:
12" DOUBLE MAT#5 @ 16"
CMU WALL REINFORCING SCHEDULE
#5 @ 16"
BAR SIZE AND SPACINGTHICKNESS
WALLEACH MAT
STD 90° HOOKTOP & BOT
TOP OF WALL
LINTEL REINF
#5 TYP
(4) #5 TOP & BOT
SMOOTH DOWEL
38" JOINT FULL - HEIGHT OF WALL
NO MORTAR SEE ARCHITECTURALFOR SEALANT
FOR LOCATIONSEE ARCHITECTURAL DWGS
ELEVATION
(2) #5 VERT BAR
TERMINATE HORIZSTEEL @ JOINTS
NOTES:LOCATION OF CONTROL JOINTS1. @ 40'-0" MAX2. @ CHANGES IN ALL HEIGHT
S8.02
TO SOGELEV. 97.00'
ELEV. 95.67'TOC
1'-0"
NOTE:REFER TO ARCH. FOR CAPILLARY BREAKBETWEEN CMU AND CONCRETE
FACE OF MASONRY INSULATION SAD
#5 @ 18" OCALT HOOKS #5 @ 18" OC EW
#5 @ 12" OC(3) #5 CONT
(2) #5 16" OC
4'-0" LAP
TO CMU @ GRID 0.5AELEV. 117.00'
TO SOGELEV. 97.00'
ELEV. 95.67'TOC
(2) #5 CONTTYP
#5 @ 16" OCEW EF TYP
FACE OF MASONRY
(2) #5 16" OC
NOTE:REFER TO ARCH. FOR CAPILLARY BREAKBETWEEN CMU AND CONCRETE
TO CMU @ GRID BELEV. 119.67'
INSULATION SAD
NOTE:ROOF STRUCTURE NOTSHOWN FOR CLARITY
12"x11"x15" A36CAP ROOF DECK
PER PLAN
2'-0"
3'-0"
REF
2'-0"2'-10" REF
OPEN WEB STEELJOIST PER PLAN
HSS 4x4x1/4
HSS 4x4x1/4
12"x6" A325 BOLT, N, W
34"x10" J-BOLT @ 34"
OC ANCHOR TYP
FACE OF MASONRY
38"x3"x4" A36
38"x10"xCONT CAP
4'-578" REF
HSS 4x4x1/4x4" LGSHIM AS REQ'D
L 5x3x3/8
OPEN WEB STEELJOIST PER PLAN
OPEN WEB STEELJOIST PER PLAN
BOLTS @ 36" OC
2'-6"
ROOF DECKPER PLAN
OPEN WEB STEELJOIST PER PLAN
12"x11"x15" A36
TYP
34"x10" J-BOLT @ 24"
OC ANCHOR TYP
FACE OF MASONRY
2'-6"
12"x11"x15" A36
TYP
34"x10" J-BOLT @ 24"
OC ANCHOR TYP
ROOF DECKPER PLAN
OPEN WEB STEELJOIST PER PLAN
FACE OF MASONRY
ROOF DECKPER PLAN
OPEN WEB STEELJOIST PER PLAN
SEE SPECIFIC DETAILSFOR BOLT SIZE ANDSPACING
FACE OF MASONRY
W18x50
58"Ø @ 32" OC
L 4"X4"X14" CONT
W/ LONG SLOTTED HOLE
B
C STEELL
ROOF DECKPER PLAN
SEE SPECIFIC DETAILSFOR BOLT SIZE ANDSPACING
FACE OF MASONRY
W16x26
58"Ø @ 32" OC
L 4"X4"X14" CONT
W/ LONG SLOTTED HOLE
2
C STEELL
S8.01 CMU WALL CORNER
1" = 1'-0"
© 2017 JOHNSON BRODERICK ENGINEERING. No part of this document can be reproduced without the written permission from JBE, [ 325 WEST 13TH AVENUE EUGENE OREGON, 97401. (541)338-9488 or fax (541)338-9483 ]
Proje
ct:
THE DOCUMENT AND THE DESIGNS
INCORPORATED HEREIN ARE THE
PROPERTY OF JOHNSON BRODERICK
ENGINEERING, LLC, AND IS NOT TO BE
USED, IN WHOLE OR PART, FOR ANY
OTHER PROJECT WITHOUT THE
WRITTEN AUTHORIZATION FROM THE
PRINCIPALS OF JOHNSON BRODERICK
ENGINEERING
JBE
JOHN
SON
BROD
ERIC
KEN
GINE
ERIN
GC
iv
il an
d S
tru
ctu
ral E
ng
in
eers
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. 13th
Ave
Euge
ne, O
r 974
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402
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Project No:
Drawn By:
Sheet title:
Checked By:
Date:
Date
Revis
ions
Symb
olBy
17095.01
JW
AMB
S8.0
CONS
TRUC
TION
SET
4/20/2
018WR
S
4/20/2018
CMU DETAILS
KVAL
ADD
ITIO
NS &
ALT
ERAT
IONS
4575
BLA
NTON
ROA
DEU
GENE
, OR
9740
5
S8.02 CMU WALL DETAIL
3/4" = 1'-0"
S8.03 TYP ANCHOR BOLT IN WALL
3/4" = 1'-0"
S8.04 CMU WALL REINFORCING
3/4" = 1'-0"
S8.06 CMU CONTROL JOINT - ELEVATION
3/4" = 1'-0"
S8.07 CMU FOOTING
S8.015 DRAG @ GRID B
3/4" = 1'-0"
S8.05 MIN REINFORCEMENT @ HEADERS
3/4" = 1'-0"
S8.09 NOT USED
S8.011 CMU WALL, JOIST DETAIL
3/4" = 1'-0"
S8.010 CMU ELEVATION
NTS
S8.014 DRAG @ GRID 2
1" = 1'-0"
S8.013 CMU WALL, JOIST DETAIL
3/4" = 1'-0"
S8.012 CMU WALL, JOIST DETAIL
3/4" = 1'-0"
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BE -
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4575
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4-20
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8 SER
IES.
dwg,
4/20/2
018 3
:02:55
PM