20220818 Mitchell SP South TS Replace DWGS 3 of 4.pdf

Drawing Index

Sheet No. Sheet Title

STRUCTURAL

S001 General Structural Notes S002 Schedules S003 S004

Typical Details

S101 Special Inspections Foundation & Roof Framing Plan

S301 Truss Shapes S601 Details & Sections

GENERAL NOTES

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AutoCAD SHX Text

%%UGENERAL STRUCTURAL NOTES

AutoCAD SHX Text CONCRETE: 1. ALL CAST IN PLACE CONCRETE SHALL BE NORMAL WEIGHT AND SHALL ATTAIN A 28 DAY COMPRESSIVE ALL CAST IN PLACE CONCRETE SHALL BE NORMAL WEIGHT AND SHALL ATTAIN A 28 DAY COMPRESSIVE STRENGTH AS FOLLOWS: FOOTINGS, WALLS AND PIERS: f'c = 4000 PSI f'c = 4000 PSI SLAB ON GRADE: f'c = 4000 PSI (EXTERIOR SLAB ON GRADE TO BE f'c = 4000 PSI (EXTERIOR SLAB ON GRADE TO BE AIR-ENTRAINED) CONCRETE ON COMPOSITE DECK : f'c = 4000 PSI : f'c = 4000 PSI f'c = 4000 PSI 2. REINFORCEMENT FOR CONCRETE SHALL CONFORM TO THE FOLLOWING: REINFORCEMENT FOR CONCRETE SHALL CONFORM TO THE FOLLOWING: DEFORMED BARS SHALL BE ASTM A615 GRADE 60. DEFORMED BARS SHALL BE ASTM A615 GRADE 60. WELDED WIRE FABRIC SHALL BE ASTM A185 AND SHALL HAVE A MINIMUM END AND SIDE LAP OF 6". 3. ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS: 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)'. 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)'. 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING (ACI 301)'. 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING (ACI 301)'. 'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT (ACI 315)'. 'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT (ACI 315)'. 4. PROVIDE DOWELS FROM ALL WALL FOOTINGS INTO CONCRETE WALLS. DOWELS SHALL MATCH SIZE AND SPACING PROVIDE DOWELS FROM ALL WALL FOOTINGS INTO CONCRETE WALLS. DOWELS SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCING STEEL IN WALLS. 5. HORIZONTAL WALL AND FOOTING REINFORCEMENT CALLED FOR ON THE DRAWINGS SHALL BE CONTINUOUS AND HORIZONTAL WALL AND FOOTING REINFORCEMENT CALLED FOR ON THE DRAWINGS SHALL BE CONTINUOUS AND SHALL HAVE A MINIMUM OF 30 BAR DIAMETER LAP. CORNER BARS SHALL BE PROVIDED AT ALL OUTSIDE CORNERS AND SHALL BE OF THE SAME SIZE AND SPACING OF MAIN REINFORCEMENT. PROVIDE (2) #5 BARS EACH SIDE OF ALL OPENINGS. ALSO PROVIDE (2) #5 x 4'-0" DIAGONAL BARS AT CORNERS OF OPENINGS. 6. PROVIDE DOWELS FROM ALL FOOTINGS TO CONCRETE PIERS. DOWELS SHALL MATCH SIZE AND SPACING OF PROVIDE DOWELS FROM ALL FOOTINGS TO CONCRETE PIERS. DOWELS SHALL MATCH SIZE AND SPACING OF VERTICAL BARS IN THE PIERS. AT THE CONTRACTORS OPTION, LAP BARS 30 BAR DIAMETERS OR EXTEND DOWELS FULL HEIGHT OF PIERS (U.N.O.). 7. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. 8. MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS SHALL BE REFERRED TO FOR DRAINS, SLEEVES, OUTLET MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS SHALL BE REFERRED TO FOR DRAINS, SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS, ETC. 9. REFER TO MECHANICAL DRAWINGS FOR HOUSEKEEPING PADS AND INERTIA BASES AT MECHANICAL EQUIPMENT. REFER TO MECHANICAL DRAWINGS FOR HOUSEKEEPING PADS AND INERTIA BASES AT MECHANICAL EQUIPMENT. 10. BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES, ETC. BELOW GRADE SHALL BE COVERED WITH A MINIMUM BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES, ETC. BELOW GRADE SHALL BE COVERED WITH A MINIMUM OF 3" CONCRETE. 11. SLABS CAST ON GRADE SHALL BE 4" THICK CONCRETE REINFORCED WITH 6x6, W1.4x W1.4 WWF IN TOP SLABS CAST ON GRADE SHALL BE 4" THICK CONCRETE REINFORCED WITH 6x6, W1.4x W1.4 WWF IN TOP 13OF SLAB, UNLESS NOTED OTHERWISE. 12. REFER TO ARCHITECTURAL AND CIVIL DRAWINGS FOR UNDER FLOOR PERIMETER FOUNDATION DRAINS. REFER TO ARCHITECTURAL AND CIVIL DRAWINGS FOR UNDER FLOOR PERIMETER FOUNDATION DRAINS. 13. CONTROL JOINTS: SAW CUT JOINTS APPROXIMATELY 20' ON CENTER EACH WAY IN SLABS ON GRADE AND CONTROL JOINTS: SAW CUT JOINTS APPROXIMATELY 20' ON CENTER EACH WAY IN SLABS ON GRADE AND SUPPORTED SLABS. JOINT LOCATIONS TO BE ADJUSTED AS CONDITIONS REQUIRE AND PER ARCHITECTS REQUIREMENTS. 14. EXPOSED EDGES OF CONCRETE SHALL HAVE 3/4" CHAMFER. EXPOSED EDGES OF CONCRETE SHALL HAVE 3/4" CHAMFER. 15. REINFORCING SHALL BE LOCATED AND SUPPORTED PRIOR TO PLACING ANY CONCRETE. BARS AND WWF SHALL REINFORCING SHALL BE LOCATED AND SUPPORTED PRIOR TO PLACING ANY CONCRETE. BARS AND WWF SHALL BE SECURELY HELD IN POSITION. WWF SHALL BE SUPPORTED ON CHAIRS AT 2'-0" CENTERS TO ADEQUATELY SUPPORT THE MESH, PLACEMENT AND SPACING MAY BE INCREASED BY OWNER. ANY DISPLACED REINFORCING STEEL SHALL BE REPOSITIONED TO ITS PROPER LOCATION PRIOR TO CONCRETE PLACEMENT. 16. CONVEY THE CONCRETE FROM THE MIXER AND PLACE SO THAT THERE SHALL BE NO SEGREGATION OF THE CONVEY THE CONCRETE FROM THE MIXER AND PLACE SO THAT THERE SHALL BE NO SEGREGATION OF THE INGREDIENTS. DEPOSIT THE CONCRETE AS NEARLY AS POSSIBLE IN ITS FINAL POSITION TO AVOID REHANDLING. DO NOT DEPOSIT CONCRETE, WHICH HAS ATTAINED INITIAL SET OR HAS CONTAINED ITS WATER CONTENT FOR OVER 1 1/2 HOURS. 17. CONCRETE SHALL BE IMMEDIATELY VIBRATED, SPADED, OR OTHERWISE AGITATED THOROUGHLY IN A MANNER CONCRETE SHALL BE IMMEDIATELY VIBRATED, SPADED, OR OTHERWISE AGITATED THOROUGHLY IN A MANNER APPROVED BY THE ENGINEER TO REMOVE ALL AIR POCKETS, WORK MIXTURE INTO CORNER, AROUND REINFORCEMENT AND INSERTS, AND TO PREVENT FORMATION OF VOIDS. TAPPING OR EXTERNAL VIBRATION OF FORMS SHALL NOT BE PERMITTED. 18. BEFORE DEPOSITING CONCRETE ON OR AGAINST CONCRETE THAT HAS SET, THOROUGHLY ROUGHEN AND CLEAN BEFORE DEPOSITING CONCRETE ON OR AGAINST CONCRETE THAT HAS SET, THOROUGHLY ROUGHEN AND CLEAN EXISTING SURFACES OF FOREIGN MATTER, LOOSE PARTICLES, ETC. BEFORE PLACING NEW CONCRETE 19. DO NOT ALLOW LOADS ON SLAB UNTIL CONCRETE HAS ATTAINED A MINIMUM OF 75% OF THE 28 DAY DO NOT ALLOW LOADS ON SLAB UNTIL CONCRETE HAS ATTAINED A MINIMUM OF 75% OF THE 28 DAY SPECIFIED STRENGTH. 20. GROUT SHALL BE NON-SHRINK AND NON-METALLIC, AND SHALL FOLLOW MANUFACTURERS RECOMMENDATIONS. GROUT SHALL BE NON-SHRINK AND NON-METALLIC, AND SHALL FOLLOW MANUFACTURERS RECOMMENDATIONS. EQUAL TO MASTER FLOW 928 BY MASTER BUILDERS INC. 21. USE AIR-ENTRAINING ADMIXTURE IN EXTERIOR EXPOSED CONCRETE, UNLESS OTHERWISE INDICATED, ADD USE AIR-ENTRAINING ADMIXTURE IN EXTERIOR EXPOSED CONCRETE, UNLESS OTHERWISE INDICATED, ADD AIR-ENTRAINING ADMIXTURE AT MANUFACTURER'S PRESCRIBED RATE TO RESULT IN CONCRETE AT POINT OF PLACEMENT HAVING TOTAL AIR CONTENT NOT LESS THAN 5% NO MORE THAN 7%. 22. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACI 318. LOCATION OF LAP SPLICES SHALL BE AS INDICATED MINIMUM LAP SPLICE SHALL BE CLASS B PER ACI 318. LOCATION OF LAP SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS AND/OT AS SHOWN ON THE APPROVED REINFORCING STEEL SHOP DRAWINGS. 23. HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED ONLY WHERE INDICATED. THE LOCATION OF VERTICAL HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED ONLY WHERE INDICATED. THE LOCATION OF VERTICAL CONSTRUCTION JOINTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL. CONSTRUCTION JOINTS SHALL BE THOROUGHLY MECHANICALLY ROUGHENED, CLEANED AND BONDING AGENT APPLIED BEFORE PLACEMENT AND ADJOINING CONCRETE. 24. THE CONCRETE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL POURS SEQUENCES AND CONSTRUCTION THE CONCRETE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL POURS SEQUENCES AND CONSTRUCTION PROCEDURES FOR ALL CONCRETE WORK TO ACCOUNT FOR TEMPERATURE DIFFERENTIALS AND SHRINKAGE OCCURRING DURING THE CONSTRUCTION PHASE UNTIL THE BUILDING IS PERMANENTLY IN A MECHANICALLY CONTROLLED ENVIRONMENT. 25. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR STEEL COLUMNS AND BEAMS AS REQUIRED PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR STEEL COLUMNS AND BEAMS AS REQUIRED AND/OR AS CALLED FOR IN THE SPECIFICATIONS EVEN IF NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER STEEL ERECTION. 26. SIZES OF CONCRETE PLACEMENTS SHALL NOT EXCEED THE FOLLOWING, UNLESS OTHERWISE INDICATED ON THE SIZES OF CONCRETE PLACEMENTS SHALL NOT EXCEED THE FOLLOWING, UNLESS OTHERWISE INDICATED ON THE PLANS: a. WALLS: 100 FEET MAXIMUM LENGTH WALLS: 100 FEET MAXIMUM LENGTH b. SLABS ON GRADE: PLACE IN ALTERNATING STRIPS (APPROXIMATELY WITH 30 FT AND A MAXIMUM SLABS ON GRADE: PLACE IN ALTERNATING STRIPS (APPROXIMATELY WITH 30 FT AND A MAXIMUM LENGTH 200 FT) c. SUPPORTED SLABS: PLACE IN SECTIONS WITH A MAXIMUM AREA OF 12,000 SQUARE FT AND A SUPPORTED SLABS: PLACE IN SECTIONS WITH A MAXIMUM AREA OF 12,000 SQUARE FT AND A MAXIMUM LENGTH OF 100 FT (ALL CONCRETE SLABS INCLUDING THOSE CAST ON METAL DECK) 27. ANCHOR BOLTS SHALL BE ACCURATELY HELD IN POSITION WITH THE FOLLOWING INSTALLATION TO CLEARANCE: ANCHOR BOLTS SHALL BE ACCURATELY HELD IN POSITION WITH THE FOLLOWING INSTALLATION TO CLEARANCE: HORIZONTAL: " & " = ( ) " 34" & 78" = (±) 14" 1" , 114" & 112" = (±) 38" VERTICAL PLUMBNESS: " PER FOOT FROM VERTICAL 18" PER FOOT FROM VERTICAL

AutoCAD SHX Text DESIGN: 1. BUILDING CODE - THE MICHIGAN BUILDING CODE / 2015. BUILDING CODE - THE MICHIGAN BUILDING CODE / 2015. 2. THE STRUCTURE IS DESIGNED FOR ALL APPLICABLE DEAD LOADS AND THE FOLLOWING DESIGN LIVE LOADS: THE STRUCTURE IS DESIGNED FOR ALL APPLICABLE DEAD LOADS AND THE FOLLOWING DESIGN LIVE LOADS: DEAD LOAD: ROOF DEAD LOAD = 17 PSF = 17 PSF FLOOR DEAD LOAD = 15 PSF = 15 PSF MECH, ELECT. & FIRE DEAD LOAD = 5 PSF = 5 PSF LIVE LOAD: ROOF LIVE LOAD (REDUCIBLE) = 20 PSF = 20 PSF FLOOR LIVE LOAD = 100 PSF = 100 PSF SNOW LOAD: GROUND SNOW LOAD (Pg) = 60 PSF = 60 PSF FLAT ROOF SNOW LOAD (Pf) = 46.2 PSF = 46.2 PSF EXPOSURE FACTOR (Ce) = 1.0 = 1.0 IMPORTANCE FACTOR (I) = 1.1 (RISK CATEGORY III) = 1.1 (RISK CATEGORY III) III) ) THERMAL FACTOR (Ct) = 1.2 = 1.2 DRIFTED SNOW: SEE DRIFTED SNOW LAYOUT WIND LOAD (LATERAL-MFWRS): BASIC WIND SPEED (V) = 120 MPH = 120 MPH DIRECTIONALITY FACTOR (Kd) = 0.85 = 0.85 IMPORTANCE FACTOR (I) = 1.0 (RISK CATEGORY III) = 1.0 (RISK CATEGORY III) III) ) INTERNAL PRESSURE COEFFICIENT = +/-0.18 = +/-0.18 WIND EXPOSURE = C = C WIND DESIGN PRESSURE (Pv) = 27.2 PSF = 27.2 PSF ROOF WIND DESIGN UPLIFT = 25.2 PSF NET UPLIFT = 25.2 PSF NET UPLIFT EARTHQUAKE LOAD: SEISMIC IMPORTANCE FACTOR (I) = 1.0 (CATEGORY III) = 1.0 (CATEGORY III) III) ) SITE CLASS = D = D MAPPED SPECTRAL RESPONSE ACCELERATION SHORT PERIOD (SS) = 0.058 = 0.058 1 SECOND PERIOD (S1) = 0.030 = 0.030 SPECTRAL RESPONSE COEFFICIENTS SHORT PERIOD (SDS) = 0.0619 = 0.0619 1 SECOND PERIOD (SD1) = 0.048 = 0.048 SEISMIC DESIGN CATEGORY = A = A DESIGN LATERAL FORCE = MINIMUM LATERAL FORCE (0.01W)= MINIMUM LATERAL FORCE (0.01W)

AutoCAD SHX Text MISCELLANEOUS: 1. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL, CIVIL/SITE, ELECTRICAL AND STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL, CIVIL/SITE, ELECTRICAL AND MECHANICAL DRAWINGS AND SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS INTO THEIR SHOP DRAWINGS AND WORK. 2. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS AND THE STRUCTURAL NOTES, THE STRICTEST PROVISION SHALL GOVERN. 3. TYPICAL DETAILS AND OTHER SECTIONS/DETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO THE CONDITIONS TYPICAL DETAILS AND OTHER SECTIONS/DETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO THE CONDITIONS DESCRIBED IN THE SECTIONS/DETAILS, EVEN IF THEY ARE NOT SPECIFICALLY REFERENCED ON THE PLANS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND PROCEDURES OF THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND PROCEDURES OF CONSTRUCTION. 5. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER. 6. NO CHANGE IN SIZE OF DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE WITHOUT THE WRITTEN NO CHANGE IN SIZE OF DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER. 7. OPENINGS 1'-0" AND LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL DRAWINGS. REFER OPENINGS 1'-0" AND LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SUCH OPENINGS. 8. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON STRUCTURAL FRAMING, CONCRETE SLAB AND PRECAST CONCRETE PLANK. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE FRAMING AT THE TIME OF LOADS ARE IMPOSED. 9. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES. 10. UNLESS OTHERWISE NOTED, FIRE PROOFING METHODS AND MATERIALS FOR STRUCTURAL MEMBERS ARE NOT UNLESS OTHERWISE NOTED, FIRE PROOFING METHODS AND MATERIALS FOR STRUCTURAL MEMBERS ARE NOT SHOWN ON STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FIRE RATING REQUIREMENTS, FIRE PROOFING METHODS AND MATERIALS. 11. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS. DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS ARE FOR DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS. DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. FRAMING MEMBERS NOT SPECIFICALLY DIMENSION SHALL BE EQUALLY SPACED BETWEEN COLUMN GRIDS AS SHOWN OR NOTED ON PLANS. 12. THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DEVIATION FROM THE CONTRACT THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL NOT BE RELIEVED OF THE RESPONSIBILITY FOR SUCH DEVIATION BY THE ENGINEER'S APPROVAL OF SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HAS SPECIFICALLY INFORMED THE ENGINEER OF SUCH DEVIATION AT THE TIME OF SUBMISSION, AND THE ENGINEER HAS GIVEN WRITTEN APPROVAL TO THE SPECIFIC DEVIATION. 13. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE LOCAL GOVERNING CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE LOCAL GOVERNING CODES, CURRENT EDITION, AND ALL REQUIREMENTS SPECIFIED IN THE CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS. THIS SHALL NOT BE CONSTRUED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE. 14. WORK CONSTRUCTED PER THESE DRAWINGS SHALL BE INSPECTED BY AN INDEPENDENT TESTING AGENCY WORK CONSTRUCTED PER THESE DRAWINGS SHALL BE INSPECTED BY AN INDEPENDENT TESTING AGENCY RETAINED TO ENSURE COMPLIANCE WITH THE REQUIREMENTS SHOWN ON THE DRAWINGS. SPECIAL INSPECTIONS REQUIRED BY THE GOVERNING BUILDING CODE, LOCAL BUILDING DEPARTMENT AND THE CONTRACT DOCUMENTS SHALL BE PERFORMED BY A QUALIFIED SPECIAL INSPECTOR. PROJECT SITE VISITS BY THE STRUCTURAL ENGINEER DOES NOT CONSTITUTE OR REPLACE INSPECTION. 15. DIMENSIONS OF EXISTING CONDITIONS ARE PLUS OR MINUS REGARDLESS OF WHETHER SHOWN ON DRAWINGS DIMENSIONS OF EXISTING CONDITIONS ARE PLUS OR MINUS REGARDLESS OF WHETHER SHOWN ON DRAWINGS OR NOT. VERIFY THAT ALL DIMENSIONS AND EXISTING CONDITIONS ARE AS SHOWN ON DRAWINGS. REPORT ANY INCONSISTENCIES AND DOUBTFUL CONDITIONS TO ENGINEER BEFORE PROCEEDING WITH THE WORK.

AutoCAD SHX Text FOUNDATION: 1. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS MADE IN THE 'REPORT THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS MADE IN THE 'REPORT OF GEOTECHNICAL EXPLORATION' FOR THE MITCHELL STATE PARK BATHROOM BUILDING REPLACEMENT CADILLAC, WEXFORD CO., MICHIGAN, DATED JUNE 1, 2022, PREPARED BY GOSLING CZUBAK ENGINEERING SCIENCES, INC. 2. CONTRACTOR SHALL REVIEW THE GEOTECHNICAL REPORT WITH REGARD TO SITE CONDITIONS OF EXISTING SOILS CONTRACTOR SHALL REVIEW THE GEOTECHNICAL REPORT WITH REGARD TO SITE CONDITIONS OF EXISTING SOILS AND THE COMPACTION REQUIREMENTS OF EXISTING LOOSE SOILS. 3. FOOTINGS ARE DESIGNED USING AN ALLOWABLE SOIL CONTACT PRESSURE OF 2500 PSF. THIS IS BASED ON FOOTINGS ARE DESIGNED USING AN ALLOWABLE SOIL CONTACT PRESSURE OF 2500 PSF. THIS IS BASED ON THE EXISTING SOILS BEING AND ENGINEERED FILL BEING COMPLETELY COMPACTED. 4. FILL SHOULD BE SPREAD IN SHALLOW LIFTS, 6" TO 8" MAXIMUM AND COMPACTED TO 95% MODIFIED PROCTOR FILL SHOULD BE SPREAD IN SHALLOW LIFTS, 6" TO 8" MAXIMUM AND COMPACTED TO 95% MODIFIED PROCTOR DENSITY (ASTM D-1557). 5. WHERE FOUNDATION AND RETAINING WALLS ARE TO HAVE FILL PLACED ON EACH SIDE, PLACE FILL WHERE FOUNDATION AND RETAINING WALLS ARE TO HAVE FILL PLACED ON EACH SIDE, PLACE FILL SIMULTANEOUSLY SO AS TO MAINTAIN A COMMON ELEVATION ON EACH SIDE OF THE WALL. 6. MECHANICAL CONTRACTOR SHALL VERIFY LOCATION OF ALL MECHANICAL LINES BEFORE CASTING FOUNDATIONS MECHANICAL CONTRACTOR SHALL VERIFY LOCATION OF ALL MECHANICAL LINES BEFORE CASTING FOUNDATIONS AND PROVIDE SLEEVES, LOWER FOUNDATIONS OR CAST PROTECTION AROUND LINES AS REQUIRED. 7. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING PRESSURES UNTIL FLOOR FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING PRESSURES UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE.

AutoCAD SHX Text GENERAL SHOP DRAWINGS: 1. SUBMIT SHOP DRAWINGS FOR REVIEW AS INDICATED IN MATERIAL SECTION OF GENERAL STRUCTURAL NOTES SUBMIT SHOP DRAWINGS FOR REVIEW AS INDICATED IN MATERIAL SECTION OF GENERAL STRUCTURAL NOTES AND SPECIFICATIONS. 2. THE USE OF STRUCTURAL ENGINEERING CONSTRUCTION DOCUMENTS AS ERECTION DRAWINGS IS NOT THE USE OF STRUCTURAL ENGINEERING CONSTRUCTION DOCUMENTS AS ERECTION DRAWINGS IS NOT ACCEPTABLE. 3. ELECTRONIC (AUTOCAD) FILES MAY BE AVAILABLE TO THE CONTRACTOR (FOR A FEE), FOR USE IN PREPARING ELECTRONIC (AUTOCAD) FILES MAY BE AVAILABLE TO THE CONTRACTOR (FOR A FEE), FOR USE IN PREPARING THE SHOP DRAWINGS. IF AVAILABLE, THESE COPYRIGHT PROTECTED CAD DRAWINGS ARE STRICTLY FOR THE USE IN PREPARING SHOP DRAWINGS FOR THIS PROJECT. A CAD FILE TRANSFER WAIVER WILL BE PROVIDED AND MUST BE SIGNED PRIOR TO THE CONTRACTOR RECEIVING THE FILES. 4. ALLOW IN THE SCHEDULE - DETAILING, FABRICATION AND ERECTION - A MINIMUM OF 10 WORKING DAYS FOR ALLOW IN THE SCHEDULE - DETAILING, FABRICATION AND ERECTION - A MINIMUM OF 10 WORKING DAYS FOR REVIEW OF EACH SHOP DRAWING SUBMITTAL BY THE STRUCTURAL ENGINEER. SUBMIT SHOP DRAWINGS IN REASONABLE QUANTITIES AT REASONABLE INTERVALS (NOT MORE THAN 50 DRAWINGS PER SUBMITTAL PER WEEK). THE 10 WORKING DAYS STATED HEREIN, WILL BE IN ADDITION TO THE REVIEW TIME REQUIRED BY OTHER PROJECT TEAM MEMBERS, SUBMIT A SHOP DRAWING SUBMITTAL SCHEDULE PRIOR TO THE FIRST SUBMITTAL. 5. REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO CHECK THE SHOP DRAWINGS PRIOR TO SUBMITTAL. ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS NOT CONFORMING TO THE CONSTRUCTION DOCUMENTS ARE THE RESPONSIBILITY OF THE SHOP DRAWING PREPARER. 6. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERCEDED BY THE CONTRACT DOCUMENTS. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERCEDED BY THE CONTRACT DOCUMENTS. CONTRACTOR SHALL ENSURE THAT CONSTRUCTION IS IN ACCORDANCE WITH THE LATEST CONTRACT DOCUMENTS. SHOP DRAWINGS REVIEW IS ONLY FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS. REVIEW OF THE SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT GUARANTEE THAT THE SHOP DRAWINGS ARE CORRECT NOR INFER THAT THE SHOP DRAWINGS SUPERCEDE THE CONTRACT DOCUMENTS. 7. CONTRACTOR SHALL PROVIDE TWO HARD COPIES OF SHOP DRAWING SETS FOR REVIEW - ONE FOR RECORD CONTRACTOR SHALL PROVIDE TWO HARD COPIES OF SHOP DRAWING SETS FOR REVIEW - ONE FOR RECORD AND ONE TO BE RETURNED WITH REVIEW COMMENTS. CONTRACTOR SHALL PROVIDE A SET OF APPROVED SHOP DRAWINGS BEARING THE REVIEW STAMP OF THE STRUCTURAL ENGINEER, TO THE LOCAL BUILDING DEPARTMENT AND TO THE PROJECT SITE. 8. NOTES ON SUBMITTED SHOP DRAWINGS FOR WORK "BY OTHERS" CANNOT BE RESPONSIBLY APPROVED BY NOTES ON SUBMITTED SHOP DRAWINGS FOR WORK "BY OTHERS" CANNOT BE RESPONSIBLY APPROVED BY STRUCTURAL ENGINEER. CONTRACTOR SHALL COORDINATE RESPONSIBILITY FOR MATERIALS, CONNECTIONS, ETC. PRIOR TO SHOP DRAWING SUBMITTAL TO THE STRUCTURAL ENGINEER. 9. CONTRACTOR SHALL VERIFY ALL RELEVANT DIMENSIONS AND ELEVATIONS FOR EQUIPMENT INSTALLATIONS CONTRACTOR SHALL VERIFY ALL RELEVANT DIMENSIONS AND ELEVATIONS FOR EQUIPMENT INSTALLATIONS AGAINST PURCHASED MANUFACTURER'S CERTIFIED EQUIPMENT DRAWINGS. CONTRACTOR SHALL COORDINATE DIMENSIONS THAT DEPEND UPON SPECIFIC EQUIPMENT, SUCH AS ELEVATOR OPENINGS, MECHANICAL EQUIPMENT SUPPORTS, ETC. PRIOR TO SUBMITTAL. SUCH DIMENSIONS SHALL BE PROVIDED ON THE SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. CONTRACTOR'S FAILURE TO PROVIDE SUCH DIMENSIONS ON SUBMITTED SHOP DRAWINGS WILL RESULT IN SHOP DRAWING RETURN WITHOUT REVIEW. 10. SHOP DRAWINGS SUBMITTED FOR REVIEW SHALL BE REVIEWED BY THE CONTRACTOR AND SHALL BE COMPLETE SHOP DRAWINGS SUBMITTED FOR REVIEW SHALL BE REVIEWED BY THE CONTRACTOR AND SHALL BE COMPLETE AND ACCURATE. FOR NON-CONFORMING SHOP DRAWINGS WHICH DO NOT MEET INDUSTRY STANDARDS FOR COMPLETION AND ACCURACY, AND WHICH REQUIRE EXCESSIVE CHANGES, CORRECTIONS, REVISIONS, OR COMPLETION BY THE STRUCTURAL ENGINEER WILL NOT BE REVIEWED.

AutoCAD SHX Text POST-INSTALLED ANCHORS OR REINFORCEMENT: 1. ADHESIVE ANCHOR SYSTEM USED FOR POST-INSTALLED ANCHORAGE TO CONCRETE SHALL CONFORM TO THE ADHESIVE ANCHOR SYSTEM USED FOR POST-INSTALLED ANCHORAGE TO CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST VERSION ACI 355.4. 2. ADHESIVE (EPOXY) ANCHORS OR REINFORCEMENT SHALL BE INSTALLED IN STRICT ACCORDANCE TO ADHESIVE (EPOXY) ANCHORS OR REINFORCEMENT SHALL BE INSTALLED IN STRICT ACCORDANCE TO MANUFACTURER'S WRITTEN RECOMMENDATION, AND INTO UN-CRACKED CONCRETE THAT HAS CURED FOR AT LEAST 21 DAYS. 3. INSTALLER SHALL BE TRAINED AND CERTIFIED BY ANCHOR MANUFACTURER FOR BOTH HORIZONTAL AND INSTALLER SHALL BE TRAINED AND CERTIFIED BY ANCHOR MANUFACTURER FOR BOTH HORIZONTAL AND OVERHEAD APPLICATIONS. 4. MAINTAIN RECOMMENDED TEMPERATURES PER MANUFACTURERS RECOMMENDATIONS FOR ADHESIVE ANCHORS MAINTAIN RECOMMENDED TEMPERATURES PER MANUFACTURERS RECOMMENDATIONS FOR ADHESIVE ANCHORS DURING HOT/COLD WEATHER INSTALLATIONS. CONCRETE TEMPERATURES AT TIME OF ADHESIVE ANCHOR INSTALLATION SHALL BE AT LEAST 50 DEGREES (F). 5. DRILL HOLES FOR FINAL POSITIONING USING A CARBIDE DRILL, HOLES SHALL BE THOROUGHLY CLEANED AND DRILL HOLES FOR FINAL POSITIONING USING A CARBIDE DRILL, HOLES SHALL BE THOROUGHLY CLEANED AND FREE OF GREASE AND DEBRIS USING A WIRE BRUSH AND ALL LOOSE MATERIALS ARE TO BE BLOWN FREE FROM THE HOLE. 6. IF EXISTING REINFORCING IS ENCOUNTERED, SHIFT HOLES HORIZONTALLY TO AVOID EXISTING REINFORCING. IF EXISTING REINFORCING IS ENCOUNTERED, SHIFT HOLES HORIZONTALLY TO AVOID EXISTING REINFORCING. 7. EDGE DISTANCES AND SPACING OF ANCHORS SHALL BE MAINTAINED AS NOTED ON DRAWINGS. NOTIFY ENGINEER EDGE DISTANCES AND SPACING OF ANCHORS SHALL BE MAINTAINED AS NOTED ON DRAWINGS. NOTIFY ENGINEER IN WRITING OF RELOCATED ANCHOR POSITION. 8. ANCHORS SHALL BE SECURELY FIXED IN PLACE. ANCHORS DISPLACED BEFORE FULL ADHESIVE CURE SHALL BE ANCHORS SHALL BE SECURELY FIXED IN PLACE. ANCHORS DISPLACED BEFORE FULL ADHESIVE CURE SHALL BE CONSIDERED DAMAGED AND REPLACED AT THE CONTRACTOR'S EXPENSE. 9. CONTINUOUS SPECIAL INSPECTION ARE REQUIRED FOR ALL ADHESIVE ANCHORS OR REINFORCEMENT IN CONTINUOUS SPECIAL INSPECTION ARE REQUIRED FOR ALL ADHESIVE ANCHORS OR REINFORCEMENT IN OVERHEAD APPLICATIONS OR ANY POST-INSTALLED ANCHOR INSTALLATION SUBJECTED TO SUSTAINED TENSION.

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PX PIER MARKPIER MARK

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FX COLUMN FOOTING MARKCOLUMN FOOTING MARK

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TS THICKENED SLABTHICKENED SLAB

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RD-X ROOF DECK MARK & ROOF DECK MARK & DIRECTION SPAN

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STEP FOOTING MARK, ELEVATIONS SHOWN ARE BOTTOM OF FOOTING EACH SIDE OF STEP

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EL.=000'-0"

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EL.=000'-0"

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FD-X FORM DECK MARK & FORM DECK MARK & DIRECTION SPAN

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CD-X COMPOSITE DECK MARK COMPOSITE DECK MARK & DIRECTION SPAN

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MOMENT CONNECTIONS

AutoCAD SHX Text LEGEND AB ANCHOR BOLT ANCHOR BOLT ARCH ARCHITECTURAL ARCHITECTURAL BM BEAM BEAM BP BEARING PLATE BEARING PLATE C/C CENTER-TO-CENTER CENTER-TO-CENTER CJ CONTROL/CONSTRUCTION JOINT CONTROL/CONSTRUCTION JOINT CMU CONCRETE MASONRY UNIT CONCRETE MASONRY UNIT CO CLEAN OUT CLEAN OUT CONC CONCRETE CONCRETE CONT CONTINUOUS CONTINUOUS DN DOWN DOWN EF EACH FACE EACH FACE EL ELEVATION ELEVATION ELEV ELEVATION ELEVATION EQ EQUAL EQUAL EW EACH WAY EACH WAY EXT'G EXISTING EXISTING EX EXISTING EXISTING FD FLOOR DRAIN FLOOR DRAIN FDN FOUNDATION FOUNDATION FIN FINISH FINISH FS FAR SIDE FAR SIDE FTG FOOTING FOOTING FV FIELD VERIFY FIELD VERIFY GA GAUGE GAUGE GALV GALVANIZED GALVANIZED HORIZ HORIZONTAL HORIZONTAL HP HIGH POINT HIGH POINT IJ ISOLATION JOINT ISOLATION JOINT JST JOIST JOIST LF LINEAR FOOT LINEAR FOOT LH LEFT HAND LEFT HAND LLH LONG LEG HORIZONTAL LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONG LEG VERTICAL LP LOW POINT LOW POINT LW LONG WIDTH LONG WIDTH MAX MAXIMUM MAXIMUM MECH MECHANICAL MECHANICAL MIN MINIMUM MINIMUM MO MASONRY OPENING MASONRY OPENING NIC NOT IN CONTRACT NOT IN CONTRACT NS NEAR SIDE NEAR SIDE NTS NOT TO SCALE NOT TO SCALE O/O OUT-TO-OUT OUT-TO-OUT OC ON CENTER ON CENTER OD OUTSIDE DIAMETER OUTSIDE DIAMETER OPN'G OPENING OPENING PC PRECAST PRECAST PL PLATE PLATE PLF POUNDS PER LINEAR FOOT POUNDS PER LINEAR FOOT PSF POUNDS PER SQUARE FOOT POUNDS PER SQUARE FOOT RD ROOF DRAIN ROOF DRAIN RH RIGHT HAND RIGHT HAND RO ROUGH OPENING ROUGH OPENING RTU ROOF TOP UNIT ROOF TOP UNIT SCH SCHEDULE SCHEDULE SHT SHEET SHEET SIM SIMILAR SIMILAR SQ SQUARE SQUARE STL STEEL STEEL STIFF STIFFENER STIFFENER SW SHORT WIDTH SHORT WIDTH T&B TOP AND BOTTOM TOP AND BOTTOM TYP TYPICAL TYPICAL UNO UNLESS NOTED OTHERWISE UNLESS NOTED OTHERWISE VERT VERTICAL VERTICAL WP WORK POINT WORK POINT WWF WELDED WIRE FABRICWELDED WIRE FABRIC

AutoCAD SHX Text B-X BEAM MARK BEAM MARK B/XXX BOTTOM OF XXXX BOTTOM OF XXXX C-X COLUMN MARK COLUMN MARK DB-X DIAGONAL BRIDGING MARK DIAGONAL BRIDGING MARK GT-X GIRDER TRUSS MARK GIRDER TRUSS MARK H-X HEADER MARK HEADER MARK HB-X HORIZONTAL BRIDGING MARK HORIZONTAL BRIDGING MARK L-X LINTEL MARK LINTEL MARK PP-X PRECAST CONCRETE PLANK PRECAST CONCRETE PLANK T/XXX TOP OF XXXX TOP OF XXXX W-X REINFORCED CMU WALL MARK REINFORCED CMU WALL MARK WF-X WALL FOOTING MARK WALL FOOTING MARK BF=X BOTTOM OF FOOTING ELEVATION BOTTOM OF FOOTING ELEVATION BOD=X BOTTOM OF DECK ELEVATION BOTTOM OF DECK ELEVATION BOP=X BOTTOM OF PLANK ELEVATION BOTTOM OF PLANK ELEVATION JB=X JOIST BEARING ELEVATION JOIST BEARING ELEVATION TOC=X TOP OF CONCRETE ELEVATION TOP OF CONCRETE ELEVATION TOM=X TOP OF MASONRY ELEVATION TOP OF MASONRY ELEVATION TOP=X TOP OF PIER ELEVATION TOP OF PIER ELEVATION TOS=X TOP OF STEEL ELEVATIONTOP OF STEEL ELEVATION

AutoCAD SHX Text LUMBER / WOOD: 1. WOOD REQUIREMENTS FOR VARIOUS USES SHALL BE AS FOLLOWS: WOOD REQUIREMENTS FOR VARIOUS USES SHALL BE AS FOLLOWS: a. FRAMING LUMBER: #2 AND BETTER HEM-FIR OR SPF w/ MOISTURE CONTENT LESS THAN 10% FRAMING LUMBER: #2 AND BETTER HEM-FIR OR SPF w/ MOISTURE CONTENT LESS THAN 10% PER S4S. b. BEARING STUD FRAMING LUMBER: #2 AND BETTER HEM-FIR OR SPF. BEARING STUD FRAMING LUMBER: #2 AND BETTER HEM-FIR OR SPF. c. BLOCKING, STUDS, PLATES, SLEEPERS, ETC.: HEM-FIR OF SPF. BLOCKING, STUDS, PLATES, SLEEPERS, ETC.: HEM-FIR OF SPF. d. PLYWOOD SHEATHING SHALL BE 'A-C WITH EXTERIOR GLUE'. PLYWOOD SHEATHING SHALL BE 'A-C WITH EXTERIOR GLUE'. STRUCTURAL GRADES SHALL BE APA GRADE MARKED: STRUCTURAL GRADES SHALL BE APA GRADE MARKED: ORIENTED STRAND BOARD (OSB) MAY BE USED WITH THE SAME APA STAMPED SPAN RATING. ORIENTED STRAND BOARD (OSB) MAY BE USED WITH THE SAME APA STAMPED SPAN RATING. e. SPECIFIED LUMBER DIMENSIONS ARE NOMINAL. ACTUAL DIMENSIONS SHALL CONFORM TO PS-20. SPECIFIED LUMBER DIMENSIONS ARE NOMINAL. ACTUAL DIMENSIONS SHALL CONFORM TO PS-20. f. ALL EXPOSED LUMBER OR LUMBER IN CONTACT WITH THE GROUND SHALL BE TREATED. ALL EXPOSED LUMBER OR LUMBER IN CONTACT WITH THE GROUND SHALL BE TREATED. 2. ALL ROUGH FRAMING SHALL BE EXECUTED IN ACCORDANCE WITH ACCEPTED PRACTICE AND LAID OUT AS ALL ROUGH FRAMING SHALL BE EXECUTED IN ACCORDANCE WITH ACCEPTED PRACTICE AND LAID OUT AS CALLED FOR IN THE DRAWINGS. 3. ALL WORK SHALL BE CUT AND FITTED AS NECESSARY BY CONDITIONS ENCOUNTERED AND SHALL BE PLUMBED, ALL WORK SHALL BE CUT AND FITTED AS NECESSARY BY CONDITIONS ENCOUNTERED AND SHALL BE PLUMBED, LEVELED, AND BRACED WITH SUFFICIENT NAILS, SPIKES, BOLTS AND OTHER FASTENERS TO ENSURE RIGIDITY. 4. WASHERS SHALL BE USED IN CONTACT WITH ALL BOLT HEADS AND NUTS THAT WOULD OTHERWISE BE IN WASHERS SHALL BE USED IN CONTACT WITH ALL BOLT HEADS AND NUTS THAT WOULD OTHERWISE BE IN CONTACT WITH WOOD. 5. ROOF DECK SHEATHING: " THICK APA RATED . FASTENED WITH 10d COMMON NAILS AT 6" O.C. AT ROOF DECK SHEATHING: " THICK APA RATED . FASTENED WITH 10d COMMON NAILS AT 6" O.C. AT 58" THICK APA RATED . FASTENED WITH 10d COMMON NAILS AT 6" O.C. AT 4020. FASTENED WITH 10d COMMON NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. USE ONE PANEL EDGE CLIP AT MIDSPAN. 6. FLOOR SHEATHING: " APA RATED STURD-I-FLOOR. FASTENED WITH 6d RING OR SCREW SHANK NAIL AT FLOOR SHEATHING: " APA RATED STURD-I-FLOOR. FASTENED WITH 6d RING OR SCREW SHANK NAIL AT 34" APA RATED STURD-I-FLOOR. FASTENED WITH 6d RING OR SCREW SHANK NAIL AT 3216 STURD-I-FLOOR. FASTENED WITH 6d RING OR SCREW SHANK NAIL AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. 7. WALL SHEATHING: " THICK APA RATED SHEATHING. FASTENED WITH 6d COMMON NAILS AT 6" O.C. AT WALL SHEATHING: " THICK APA RATED SHEATHING. FASTENED WITH 6d COMMON NAILS AT 6" O.C. AT 1532" THICK APA RATED SHEATHING. FASTENED WITH 6d COMMON NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. 8. REFERENCES TO 'SIMPSON' ARE 'SIMPSON STRONG TIE' CONNECTORS OR EQUAL. REFERENCES TO 'SIMPSON' ARE 'SIMPSON STRONG TIE' CONNECTORS OR EQUAL. 9. CONNECTORS, HANGERS, STRAP TIES SHALL BE HOT DIPPED GALVANIZED AND INSTALLED PER MANUFACTURER'S CONNECTORS, HANGERS, STRAP TIES SHALL BE HOT DIPPED GALVANIZED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 10. ALL FASTENERS (SCREWS, NAILS & LAG SCREWS) INTO TREATED MATERIAL SHALL BE HOT DIPPED GALVANIZED ALL FASTENERS (SCREWS, NAILS & LAG SCREWS) INTO TREATED MATERIAL SHALL BE HOT DIPPED GALVANIZED OR CHEMICALLY TREATED TO PREVENT CORROSION. ALL FASTENERS SHALL BE COMPATIBLE WITH THE CHEMICAL TREATMENT USED. 11. ENGINEERED MATERIALS ARE BASED ON MATERIAL SUPPLIED BY TRUSS JOIST WITH THE FOLLOWING: ENGINEERED MATERIALS ARE BASED ON MATERIAL SUPPLIED BY TRUSS JOIST WITH THE FOLLOWING: LVL IS BASED ON 2.0E MICROLLAM LVL LSL IS BASED ON 1.7E TIMBERSTRAND LSL PSL IS BASED ON 2.0E PARALLAM PSL 12. PROVIDE SOLID BLOCKING BETWEEN FLOOR JOIST AND FOUNDATION WALL AT ALL VERTICAL POSTS. PROVIDE SOLID BLOCKING BETWEEN FLOOR JOIST AND FOUNDATION WALL AT ALL VERTICAL POSTS. 13. BEARING STUD WALLS SHALL BE 2x6 @ 16" O.C. AND ALIGNED WITH FLOOR JOIST. PROVIDE WALL SHEATHING BEARING STUD WALLS SHALL BE 2x6 @ 16" O.C. AND ALIGNED WITH FLOOR JOIST. PROVIDE WALL SHEATHING FOR LATERAL BRACING (REFER TO SHEAR WALL SCHEDULE). 14. ALL ROOF RAFTERS AND TRUSSES SHALL BE ANCHORED TO CONTINUOUS PLATES WITH MINIMUM ONE SIMPSON ALL ROOF RAFTERS AND TRUSSES SHALL BE ANCHORED TO CONTINUOUS PLATES WITH MINIMUM ONE SIMPSON #H3 HOLD DOWN ANCHOR FOR A MAXIMUM OF 300# UPLIFT FORCE. HOLD DOWN ANCHORS WITH UPLIFT FORCES MORE THAN 300# WILL BE NOTED ON THE FRAMING PLANS FOR RAFTERS AND FOR ROOF TRUSSES AS REQUIRED BY MANUFACTURER. 15. THE CONTRACTOR SHALL PROVIDE ALL FRAMING CONNECTORS, HANGERS, TIE-STRAPS, HOLD-DOWN ANCHORS, THE CONTRACTOR SHALL PROVIDE ALL FRAMING CONNECTORS, HANGERS, TIE-STRAPS, HOLD-DOWN ANCHORS, ETC. FOR A COMPLETE SYSTEM. PROVIDE SHOP DRAWINGS FOR ALL CONNECTORS.

AutoCAD SHX Text MASONRY: 1. ALL CONCRETE MASONRY UNITS IN WALLS SHALL BE MEDIUM OR NORMAL WEIGHT CONFORMING TO ASTM ALL CONCRETE MASONRY UNITS IN WALLS SHALL BE MEDIUM OR NORMAL WEIGHT CONFORMING TO ASTM C-90, GRADE N. (f'm = 2000 PSI FOR ALL WALLS). 2. MORTAR FOR USE IN CONCRETE MASONRY WALLS SHALL CONFORM TO ASTM C-270, TYPE S. MORTAR FOR USE IN CONCRETE MASONRY WALLS SHALL CONFORM TO ASTM C-270, TYPE S. 3. GROUT SHALL HAVE A MINIMUM STRENGTH OF 2000 PSI AT 28 DAYS AND CONFORMING TO ASTM C-476. GROUT SHALL HAVE A MINIMUM STRENGTH OF 2000 PSI AT 28 DAYS AND CONFORMING TO ASTM C-476. 4. PROVIDE DOWELS FROM ALL FOOTINGS OR CONCRETE WALLS TO MATCH SIZE AND SPACING OF VERTICAL PROVIDE DOWELS FROM ALL FOOTINGS OR CONCRETE WALLS TO MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT SHOWN IN CONCRETE MASONRY WALLS. 5. ALL VERTICAL LAPS SHALL BE 48 BAR DIAMETER (12" MIN.) GOVERNED BY DIAMETER OF LARGER BAR. ALL VERTICAL LAPS SHALL BE 48 BAR DIAMETER (12" MIN.) GOVERNED BY DIAMETER OF LARGER BAR. WHEREVER POSSIBLE, SPLICES SHALL BE STAGGERED. 6. ALL VERTICAL REINFORCING SHALL BE CONTINUOUS FOR FULL HEIGHT OF WALL AND DOWELED INTO FOOTING ALL VERTICAL REINFORCING SHALL BE CONTINUOUS FOR FULL HEIGHT OF WALL AND DOWELED INTO FOOTING OR SLAB ON GRADE BELOW, AND EXTEND INTO OR THROUGH BOND BEAMS ABOVE (LAP SPLICES MEETING ALL INDICATED REQUIREMENTS ARE ACCEPTABLE). 7. ALL CELLS CONTAINING REINFORCING SHALL BE FILLED WITH GROUT. ALL CELLS CONTAINING REINFORCING SHALL BE FILLED WITH GROUT. 8. ALL WINDOW AND DOOR OPENINGS SHALL HAVE A MINIMUM '2-CORES' GROUTED FULL HEIGHT EACH SIDE ALL WINDOW AND DOOR OPENINGS SHALL HAVE A MINIMUM '2-CORES' GROUTED FULL HEIGHT EACH SIDE WITH (2) #5 BAR IN EACH CORE. ALSO PROVIDE ADDITIONAL VERTICAL BARS AT CORNERS, ANCHORED INTERSECTIONS AND AT END OF WALL PANELS. 9. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF ONE BAR DIAMETER OF GROUT. CENTERED BARS ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF ONE BAR DIAMETER OF GROUT. CENTERED BARS SHALL BE SECURELY PLACED IN THE CENTER OF THE CELL. EACH FACE BAR SHALL BE PLACED 1" CLEAR OF THE FACE SHELL. 10. PROVIDE HORIZONTAL LADDER TYPE REINFORCEMENT SPACED AT 16" O.C. VERTICAL, CONFORMING TO ASTM PROVIDE HORIZONTAL LADDER TYPE REINFORCEMENT SPACED AT 16" O.C. VERTICAL, CONFORMING TO ASTM A-82 MINIMUM 9 GAUGE UNLESS NOTED OTHERWISE ON THE PLANS. REINFORCING SHALL BE CONTINUOUS AROUND ALL CORNERS AND INTERSECTIONS. 11. DISCONTINUE ALL HORIZONTAL JOINT REINFORCEMENT AT VERTICAL CONTROL JOINTS. BOND BEAM DISCONTINUE ALL HORIZONTAL JOINT REINFORCEMENT AT VERTICAL CONTROL JOINTS. BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS AT CONTROL JOINT, WITH CAULKED JOINTS. 12. PROVIDE CONTINUOUS BOND BEAM AT JOIST, BEAM, PLANK AND DECK BEARING ELEVATIONS OR AT TOP OF PROVIDE CONTINUOUS BOND BEAM AT JOIST, BEAM, PLANK AND DECK BEARING ELEVATIONS OR AT TOP OF WALL (AS INDICATED ON THE DRAWINGS) WITH (2) #5 REBAR, U.N.O. 13. PROVIDE LINTELS TO ALL OPENINGS IN MASONRY WALLS GREATER THAN 8". MASONRY CONTRACTOR SHALL PROVIDE LINTELS TO ALL OPENINGS IN MASONRY WALLS GREATER THAN 8". MASONRY CONTRACTOR SHALL COORDINATE WALL OPENINGS REQUIRED FOR MECHANICAL AND ELECTRICAL SERVICE WITH RESPECTIVE CONTRACTORS. PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS OR SLEEVES. DO NOT CUT REINFORCEMENT. 14. ALL WALLS SHALL BE ADEQUATELY BRACED UNTIL SECURELY TIED TO STRUCTURE FRAMES AND DIAPHRAGMS. ALL WALLS SHALL BE ADEQUATELY BRACED UNTIL SECURELY TIED TO STRUCTURE FRAMES AND DIAPHRAGMS. 15. MASONRY WALL CONTROL JOINTS SHALL BE SPACED AT 20'-0" O.C. MAX. UNLESS NOTED OTHERWISE, REFER MASONRY WALL CONTROL JOINTS SHALL BE SPACED AT 20'-0" O.C. MAX. UNLESS NOTED OTHERWISE, REFER TO ARCHITECTURAL. DO NOT LOCATE CONTROL JOINTS ADJACENT TO OPENINGS WITH MASONRY LINTELS. OR TO OPENINGS WITH STEEL LINTELS FOR OPENINGS LESS THAN 6'-0". FOR OPENINGS WITH STEEL LINTELS OVER 6'-0" WIDE PROVIDE CONTROL JOINTS AT BOTH SIDES OF OPENING WITH SLIP BEARING PLATES. 16. NO WORK SHALL BE DONE SUBJECT TO FREEZING CONDITIONS. NO WORK SHALL BE DONE SUBJECT TO FREEZING CONDITIONS. 17. GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR "LOW LIFT GROUTING" OR GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR "LOW LIFT GROUTING" OR "HIGH LIFT GROUTING" AS OUTLINED IN THE NCMA-TEK NOTE #23A - GROUTING FOR CONCRETE MASONRY WALLS AND ACI 530/ASCE 5 SPECIFICATION FOR MASONRY STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY CONSOLIDATED VIBRATED GROUT POURS. 18. LIFTS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW. LIFTS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW. 19. ALL NON-LOAD BEARING MASONRY WALLS SHALL BE LATERALLY SUPPORTED AT THE TOP OF WALL UNLESS ALL NON-LOAD BEARING MASONRY WALLS SHALL BE LATERALLY SUPPORTED AT THE TOP OF WALL UNLESS NOTED OTHERWISE, REFER TO TYPICAL DETAILS.

AutoCAD SHX Text WOOD TRUSSES: 1. PREFABRICATED WOOD ROOF TRUSSES, INCLUDING TEMPORARY AND PERMANENT LATERAL BRACING, SHALL BE PREFABRICATED WOOD ROOF TRUSSES, INCLUDING TEMPORARY AND PERMANENT LATERAL BRACING, SHALL BE DESIGNED BY THE TRUSS SUPPLIER UNDER THE DIRECT SUPERVISION OF A STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE TRUSSES ARE FABRICATED AND IN THE STATE OF MICHIGAN. 2. TRUSS MANUFACTURER SHALL PROVIDE SHOP DRAWINGS SEALED BY A LICENSED STATE OF MICHIGAN TRUSS MANUFACTURER SHALL PROVIDE SHOP DRAWINGS SEALED BY A LICENSED STATE OF MICHIGAN ENGINEER. SHOP DRAWINGS SHALL INCLUDE THE FOLLOWING MINIMUM REQUIREMENTS. a. TRUSS CONFIGURATION b. DESIGN LOADS AND LOAD COMBINATIONS c. END REACTION FORCE INCLUDING UPLIFT FORCE d. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER e. METAL PLATE CONNECTOR SIZE f. CONNECTION REQUIREMENTS FOR TRUSS TO GIRDER, TRUSS PLY TO PLY AND FIELD ASSEMBLY OF TRUSSES OF TRUSSES g. PERMANENT LATERAL BRACING/BRIDGING REQUIREMENTS 3. TRUSSES SHALL BE DESIGNED AND FABRICATED PER 'TRUSS PLATE INSTITUTE, INC.' SPECIFICATIONS. TRUSSES SHALL BE DESIGNED AND FABRICATED PER 'TRUSS PLATE INSTITUTE, INC.' SPECIFICATIONS. 4. TRUSS LOADING: IN ACCORDANCE TO DESIGN LOADS ABOVE TRUSS LOADING: IN ACCORDANCE TO DESIGN LOADS ABOVE 5. THE EXTENT OF ROOF TRUSSES SHOWN ON THE PLAN IS FOR GENERAL LAYOUT REFERENCE ONLY AND THE THE EXTENT OF ROOF TRUSSES SHOWN ON THE PLAN IS FOR GENERAL LAYOUT REFERENCE ONLY AND THE CONTRACTOR SHALL DETERMINE EXACT LOCATION AND NUMBER AS REQUIRED TO PROVIDE COMPLETE ROOF STRUCTURE. HOWEVER FRAMING PLACEMENT SHALL NOT EXCEED THE DRAWING REQUIREMENTS. 6. THE TRUSS MANUFACTURER AND CONTRACTOR SHALL PROVIDE ALL TRUSS RELATED CONNECTORS, HANGERS, THE TRUSS MANUFACTURER AND CONTRACTOR SHALL PROVIDE ALL TRUSS RELATED CONNECTORS, HANGERS, TIE STRAPS, HOLD-DOWN ANCHORS ETC. FOR A COMPLETE SYSTEM. ALL CONNECTORS SHALL BE BASED ON THE TRUSS MANUFACTURER'S TRUSS LOADING AND TRUSS CONFIGURATIONS. PROVIDE SHOP DRAWING FOR ALL CONNECTORS, INCLUDING HANGERS AND TIE STRAPS. 7. THE CONTRACTOR SHALL PROVIDE PERMANENT LATERAL BRACING/BRIDGING THAT IS DESIGNED BY A THE CONTRACTOR SHALL PROVIDE PERMANENT LATERAL BRACING/BRIDGING THAT IS DESIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF MICHIGAN. THE DESIGN SHALL BE BASED PER THE TRUSS MANUFACTURER'S REQUIREMENTS AND IS REQUIRED TO TRANSFER ALL LATERAL LOADS TO THE TRUSS BEARING LOCATIONS. THE CONTRACTOR SHALL INCLUDE THE COST TO PROVIDE AND INSTALL PERMANENT LATERAL BRACING IN HIS BID. PERMANENT LATERAL BRACING SHALL INCLUDE THE FOLLOWING AS A MINIMUM REQUIREMENT: A. CONTINUOUS LATERAL BRACING (CLB) AS SPECIFIED ON THE TRUSS DESIGN DRAWINGS SHALL BE INSTALLED WITH DIAGONAL BRACING, SPACED AT 20'-0" MAXIMUM INTERVALS. B. TRUSS HEELS AT SUPPORT BEARING LOCATIONS SHALL BE LATERALLY BLOCKED/BRACED TO TRANSFER LATERAL LOADS AND STABILIZE THE TRUSS CHORDS. C. BOTTOM CHORD LATERAL BRACING (CLB) SHALL BE INSTALLED AT 10'-0" MAXIMUM INTERVALS. BOTTOM CHORD CLB SHALL INCLUDE DIAGONAL BRACING AT 20'-0" MAXIMUM INTERVALS. LOCATE BOTTOM CHORD CLB ADJACENT TO TRUSS WEB CLB. D. PIGGYBACK TRUSSES SHALL HAVE HORIZONTAL TOP CHORD CONTINUOUS LATERAL BRACING (CLB) AT 10'-0" MAXIMUM INTERVALS WITH DIAGONAL BRACING AT 20'-0" MAXIMUM INTERVALS. E. CONTINUOUS LATERAL BRACING (CLB) SHALL BE INSTALLED AND CONNECTED TO EACH TRUSS CONTINUOUS LATERAL BRACING (CLB) SHALL BE INSTALLED AND CONNECTED TO EACH TRUSS WITH MINIMUM (2) 16D NAILS. LAP CLB A MINIMUM OF ONE TRUSS SPACE. F. DIAGONAL BRACING SHALL BE INSTALLED AND CONNECTED TO EACH TRUSS WITH MINIMUM (2) 16D NAILS. G. BRACING MEMBER SHALL BE MINIMUM 2X4 HEM FIR #2 OR BETTER 8. ALL ROOF TRUSSES SHALL BE ANCHORED TO CONTINUOUS PLATES WITH HOLD DOWN ANCHOR AS REQUIRED ALL ROOF TRUSSES SHALL BE ANCHORED TO CONTINUOUS PLATES WITH HOLD DOWN ANCHOR AS REQUIRED BY MANUFACTURER.

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SHEET TITLE:

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SHEET NO:

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AutoCAD SHX Text copyright - all rights reserved. These drawings remain the property of cornerstone architects, inc. and are for uses authorized by the architect only.

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DATE ISSUED FOR

AutoCAD SHX Text 06/09/2022

AutoCAD SHX Text

90% CD SET

AutoCAD SHX Text 07/08/2022

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50% CD SET

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PLAN REV/PERMIT

AutoCAD SHX Text 08/18/2022

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BID

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AutoCAD SHX Text 112 W. Fourteenth St., Traverse City, MI 49684

AutoCAD SHX Text Phone: 231.932.9177 Fax: 231.932.0179

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COLUMN FOOTING SCHEDULE

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WALL FOOTING SCHEDULE

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REINFORCED MASONRY WALL SCHEDULE

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CMU WALL WIDTH

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AutoCAD SHX Text #5 @ 32" O.C.

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REMARKS

AutoCAD SHX Text NOTES: 1. GROUT CELLS SOLID AT VERTICAL REINFORCEMENT. 2. VERTICAL REINFORCEMENT TO BE PLACED IN CENTER OF CMU WALL U.N.O. 3. PLACE 2 VERT. BARS OF SCHEDULED REINFORCEMENT AT EACH SIDE OF EACH MASONRY OPENING (i.e. DOOR, WINDOW, ETC.)

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MASONRY COLUMN SCHEDULE

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%%UPRECAST CONCRETE LINTEL

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NON-BEARING WALL LINTEL SCHEDULE

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MIN. END BRG.

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CONC. REINF., T&B

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STRUCT. STL. MEMBER

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MASONRY OPN'G

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UP TO 4'-0"

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4'-1" TO 5'-4"

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5'-5" TO 6'-8"

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P.C. CONC ONLY, NO MASONRY

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P.C. CONC ONLY, NO MASONRY

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6'-9" TO 8'-0"

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CONTACT ARCH. IF NOT

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COVERED ON DWGS.

AutoCAD SHX Text NOTES: 1. UNLESS NOTED OTHERWISE, PROVIDE LINTELS OVER ALL OPENINGS IN NON-BEARING WALLS ACCORDING TO THIS SCHEDULE. 2. LINTELS ARE SCHEDULED FOR EACH 4" OF WALL THICKNESS. IN 6" WALLS, PROVIDE A PRECAST CONCRETE OR MASONRY LINTEL WITH 50% GREATER REINFORCING. 3. MAKE-UP OF LINTELS IS DETERMINED BY ARCHITECTURAL FINISH REQUIREMENTS. FOR EXAMPLE: A LINTEL OVER A 5'-4" DOOR OPENING IN A 12" WALL COULD BE EITHER; A. (3) L3 "x 3 "x "x 6'-8" LONG. 12"x 3 "x "x 6'-8" LONG. 12"x "x 6'-8" LONG. 14"x 6'-8" LONG. B. 12"x 8" MASONRY UNIT (OR PRECAST CONCRETE) LINTEL w/ (3) #5 TOP & BOTTOM. C. ONE L3 "x 3 "x " PLUS 8" MASONRY UNIT (OR PRECAST CONCRETE) LINTEL w/ (2) #5 TOP & BOTTOM. 12"x 3 "x " PLUS 8" MASONRY UNIT (OR PRECAST CONCRETE) LINTEL w/ (2) #5 TOP & BOTTOM. 12"x " PLUS 8" MASONRY UNIT (OR PRECAST CONCRETE) LINTEL w/ (2) #5 TOP & BOTTOM. 14" PLUS 8" MASONRY UNIT (OR PRECAST CONCRETE) LINTEL w/ (2) #5 TOP & BOTTOM. 4. SEE DRAWINGS AND SPECIFICATIONS FOR OPENING SIZES, WALL THICKNESSES, MAKE-UP, ETC. 5. PRECAST CONCRETE LINTELS SHALL BE OF LIGHTWEIGHT STRUCTURAL CONCRETE (fc'=3000 psi) w/ THE SAME TEXTURE AS CONCRETE MASONRY UNITS. 6. MASONRY UNIT LINTELS SHALL BE OF LIGHTWEIGHT CONCRETE MASONRY UNITS (f'm=1500 psi)

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WALL THICKNESS

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SEE SCHEDULE FOR REINF., TOP & BOTTOM

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SEE SCHEDULE FOR REINF., TOP & BOTTOM

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WALL THICKNESS

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SCORE EXPOSED FACES TO SIMULATE VERTICAL JOINTS.

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AutoCAD SHX Text NOTES: 1. MINIMUM 3 COURSES OF MASONRY SHALL BE GROUTED SOLID FOR BEARING EACH END. ANCHOR MASONRY TO BEAMS w/ WELD ON ADJUSTABLE WIRE TIES EACH SIDE @ 2'-8" O.C. 2. ALL EXTERIOR LINTELS SHALL BE GALVANIZED. ATTACHED REINFORCING DOWELS ARE NON-GALVANIZED. DOWELS SHALL BE WELDED TO GALVANIZED LINTELS, REPAIR GALVANIZING AFTER WELDING. 3. VERTICAL WALL REINFORCING SHALL HAVE DOWELS WELDED TO LINTEL, SEE DETAILS. IF NOT DETAILED PROVIDED DOWEL SIZE AND SPACING TO MATCH WALL REINFORCING. 4. POSITION LINTEL IN CENTER OF BEARING MASONRY WALL, UNLESS NOTED.

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AutoCAD SHX Text NOTES: 1. AT MASONRY WALL PROVIDE BEAM POCKET AND BEAR BEAM ON BEARING SHOE EQUAL TO SIMPSON #LCB66

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8" MIN.

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PIER SCHEDULE

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8" CMU LINTEL W/ (2)-#5 CONT.

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TO MATCH TIMBER TRUSS

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TO MATCH TIMBER TRUSS

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SHEET TITLE:

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SHEET NO:

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PROJECT NO:

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AutoCAD SHX Text copyright - all rights reserved. These drawings remain the property of cornerstone architects, inc. and are for uses authorized by the architect only.

AutoCAD SHX Text

DATE ISSUED FOR

AutoCAD SHX Text 06/09/2022

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90% CD SET

AutoCAD SHX Text…