TCHS25-001 Bid Set Drawings.pdf

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1280 Business Park Drive Traverse City, Michigan 231-946-9191 phone info@goslingczubak.com www.goslingczubak.com

ENGINEERS • SURVEYORS

LANDSCAPE ARCHITECTS

ENVIRONMENTAL & DRILLING

CONSTRUCTION MATERIALS TESTING

e n g i n e e r i n g s c i e n c e s , i n c .

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3692 N. THREE MILE RD.

TRAVERSE CITY, MI 49686

SECTION 18, T 27 N, R 10 W

EAST BAY TOWNSHIP

GRAND TRAVERSE COUNTY, MI

AS NOTED

RMV

RMV

05-30-2025

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60' 120'

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SECTION B-B

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Drawing Index

Sheet No. Sheet Title

STRUCTURAL

S0.1 General Structural Notes

S1.1 Foundation, Floor Framing, & Roof Framing Plan

S6.1 Partial Building Sections,Foundation Sections

S6.2 Foundation Sections

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DRAWN BY:

10/23/2024

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G24048

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THIS DRAWING IS THE EXCLUSIVE

PROPERTY OF TRISON ENGINEERING

GROUP, INC. ITS ACCEPTANCE

CONSTITUTES AN AGREEMENT THAT

IT SHALL BE TREATED AS A STRICTLY

CONFIDENTIAL DOCUMNET AND IS TO

BE RETURNED UPON REQUEST AND IS

NOT TO BE COMMUNICATED,

DISCLOSED, LOANED OR COPIED

EXCEPT AS EXPRESSLY AUTHORIZED

IN WRITING BY TRISON ENGINEERING

GROUP, INC.

DRAWINGS ARE NOT TO BE SCALED.

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%%UGENERAL STRUCTURAL NOTES

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.

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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 DESIGN: 1. BUILDING CODE - THE MICHIGAN BUILDING CODE / 2021. BUILDING CODE - THE MICHIGAN BUILDING CODE / 2021. 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 = 20 PSF = 20 PSF FLOOR DEAD LOAD = 75 PSF = 75 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) = 1.0 (RISK CATEGORY II) = 1.0 (RISK CATEGORY II) II) ) THERMAL FACTOR (Ct) = 1.0 = 1.0 DRIFTED SNOW: SEE DRIFTED SNOW LAYOUT WIND LOAD (LATERAL-MFWRS): BASIC WIND SPEED (V) = 115 MPH = 115 MPH DIRECTIONALITY FACTOR (Kd) = 0.85 = 0.85 IMPORTANCE FACTOR (I) = 1.0 (RISK CATEGORY II) = 1.0 (RISK CATEGORY II) II) ) INTERNAL PRESSURE COEFFICIENT = +/-0.18 = +/-0.18 WIND EXPOSURE = C = C WIND DESIGN PRESSURE (Pv) = 14.2 PSF = 14.2 PSF ROOF WIND DESIGN UPLIFT = 20.0 PSF NET UPLIFT = 20.0 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 HELICAL SCREW PILE SPECIFICATIONS: 1. HELICAL PILES SHALL BE INSTALLED TO ACHIEVE AN ALLOWABLE BEARING CAPACITY=25.0K (ULTIMATE HELICAL PILES SHALL BE INSTALLED TO ACHIEVE AN ALLOWABLE BEARING CAPACITY=25.0K (ULTIMATE CAPACITY=50.0K WITH A FACTOR OF SAFETY=2.0) AND ALLOWABLE BEARING CAPACITY=35KIPS (ULTIMATE CAPACITY=70.0K WITH A FACTOR OF SAFETY=2.0) 2. CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION a. PILE MANUFACTURE AND CONFIGURATION PILE MANUFACTURE AND CONFIGURATION b. ENGINEERING DATA INDICATING ALLOWABLE WORKING LOADS FOR THE SHAFT AND HELIXES. ENGINEERING DATA INDICATING ALLOWABLE WORKING LOADS FOR THE SHAFT AND HELIXES. c. REQUIRED INSTALLATION TORQUE TO OBTAIN THE ALLOWABLE LOAD CAPACITY. REQUIRED INSTALLATION TORQUE TO OBTAIN THE ALLOWABLE LOAD CAPACITY. d. INSTALLATION ROTARY TYPE GEAR HEAD MODEL WITH PRESSURE/TORQUE INCLUDING MANUFACTURER'S INSTALLATION ROTARY TYPE GEAR HEAD MODEL WITH PRESSURE/TORQUE INCLUDING MANUFACTURER'S SPECIFICATIONS AND CALIBRATION CERTIFICATION. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL REPORT DISCREPANCIES/INCOUNTERED OBSTRUCTIONS TO THE ARCHITECT/ENGINEER. CONTRACTOR SHALL REPORT DISCREPANCIES/INCOUNTERED OBSTRUCTIONS TO THE ARCHITECT/ENGINEER. RELOCATION OF HELICAL PILE MUST BE APPROVED BY ARCHITECT/ENGINEER. 5. AT COMPLETION OF HELICAL PILE INSTALLATION THE CONTRACTOR SHALL SUBMIT THE FOLLOWING TO THE AT COMPLETION OF HELICAL PILE INSTALLATION THE CONTRACTOR SHALL SUBMIT THE FOLLOWING TO THE ARCHITECT/ENGINEER: a. AS-BUILT DIMENSION LAYOUT OF ALL HELICAL PILES. AS-BUILT DIMENSION LAYOUT OF ALL HELICAL PILES. b. EACH PILE WITH SEPARATE IDENTIFICATION NUMBER. EACH PILE WITH SEPARATE IDENTIFICATION NUMBER. c. HELICAL PILE INSTALLATION DATE. HELICAL PILE INSTALLATION DATE. d. TOP OF PILE ELEVATION. TOP OF PILE ELEVATION. e. BOTTOM OF PILE ELEVATION. BOTTOM OF PILE ELEVATION. f. DESCRIPTION OF HELICAL PILE LEAD SECTIONS, EXTENSIONS HELICAL PLATE SIZE AND SHAFT SIZE. DESCRIPTION OF HELICAL PILE LEAD SECTIONS, EXTENSIONS HELICAL PLATE SIZE AND SHAFT SIZE. g. TORQUE READING FOR LAST THREE FEET OF INSTALLATION. TORQUE READING FOR LAST THREE FEET OF INSTALLATION. h. ALLOWABLE BEARING CAPACITY. ALLOWABLE BEARING CAPACITY. i. DESCRIPTION OF ANY UNUSUAL OCCURRANCES DURING PILE INSTALLATION. DESCRIPTION OF ANY UNUSUAL OCCURRANCES DURING PILE INSTALLATION. 6. HELICAL PILES SHALL BE SIMILAR OR EQUAL TO THOSE MANUFACTURED BY THE A.B. CHANCE COMPANY. HELICAL PILES SHALL BE SIMILAR OR EQUAL TO THOSE MANUFACTURED BY THE A.B. CHANCE COMPANY. 7. PILES SHALL BE INSTALLED BY AN AUTHORIZED INSTALLING CONTRACTOR WHO HAS SATISFIED THE PILES SHALL BE INSTALLED BY AN AUTHORIZED INSTALLING CONTRACTOR WHO HAS SATISFIED THE CERTIFICATION REQUIREMENTS RELATING TO THE TECHNICAL ASPECTS OF THE PRODUCT AND THE ASCRIBED INSTALLATION TECHNIQUES. PROOF OF CURRENT CERTIFICATION BY THE MANUFACTURER MUST BE PROVIDED. 8. ALL WORK AS DESCRIBED HEREIN SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE SAFETY ALL WORK AS DESCRIBED HEREIN SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE SAFETY CODES IN EFFECT AT THE TIME OF INSTALLATION.

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9. HELICAL PILES AS SPECIFIED SHALL CONFORM 2021 MICHIGAN BUILDING CODE. AN OFFICIAL EVALUATION HELICAL PILES AS SPECIFIED SHALL CONFORM 2021 MICHIGAN BUILDING CODE. AN OFFICIAL EVALUATION REPORT WITH ASSIGNED NUMBER SHALL BE PRESENTED UPON REQUEST TO THE OWNER AND/OR THEIR REPRESENTATIVE. 10. THE HELICAL LEAD SECTIONS AND EXTENSION SECTIONS SHALL BE SOLID STEEL, ROUND CORNERED SQUARE THE HELICAL LEAD SECTIONS AND EXTENSION SECTIONS SHALL BE SOLID STEEL, ROUND CORNERED SQUARE SHAFT, OR ROUND STEEL PIPE SHAFT, OR COMPOSITE STEEL AND GROUT SHAFT CONFIGURED WITH ONE OR MORE HELICAL BEARING PLATES WELDED TO THE SHAFT. 11. HOT DIP GALVANIZED CORROSION PROTECTION IS RECOMMENDED BUT NOT REQUIRED. HOT DIP GALVANIZED CORROSION PROTECTION IS RECOMMENDED BUT NOT REQUIRED. 12. INSTALLATION UNITS SHALL CONSIST OF A ROTARY TYPE TORQUE MOTOR WITH FORWARD AND REVERSE INSTALLATION UNITS SHALL CONSIST OF A ROTARY TYPE TORQUE MOTOR WITH FORWARD AND REVERSE CAPABILITIES. THESE UNITS ARE TYPICALLY POWERED. 13. INSTALLATION UNITS SHALL BE CAPABLE OF DEVELOPING THE MINIMUM TORQUE AS REQUIRED. INSTALLATION UNITS SHALL BE CAPABLE OF DEVELOPING THE MINIMUM TORQUE AS REQUIRED. 14. INSTALLATION UNITS SHALL BE CAPABLE OF POSITIONING THE HELICAL PILE VERTICALLY OR THE INSTALLATION INSTALLATION UNITS SHALL BE CAPABLE OF POSITIONING THE HELICAL PILE VERTICALLY OR THE INSTALLATION ANGLE AS NOTED. THIS ANGLE MAY VARY BETWEEN VERTICAL AND 5 DEGREES DEPENDING UPON APPLICATION AND TYPE OF LOAD TRANSFER DEVICE SPECIFIED OR REQUIRED. 15. INSTALLATION TORQUE SHALL BE MONITORED THROUGHOUT INSTALLATION PROCESS. INSTALLATION TORQUE SHALL BE MONITORED THROUGHOUT INSTALLATION PROCESS. 16. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE LOAD HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE LOAD CAPACITIES SHOWN ON THE PLANS. 17. THE APPROPRIATE STEEL NEW CONSTRUCTION LOAD TRANSFER DEVICE SHALL BE USED. THE APPROPRIATE STEEL NEW CONSTRUCTION LOAD TRANSFER DEVICE SHALL BE USED. 18. APPROPRIATE HELICAL PILES SELECTION WILL CONSIDER DESIGN LOAD PLUS SAFETY FACTOR, SOIL PARAMETERS APPROPRIATE HELICAL PILES SELECTION WILL CONSIDER DESIGN LOAD PLUS SAFETY FACTOR, SOIL PARAMETERS AND THE INSTALLATION TORQUE VS. CAPACITY EQUATION AS PER THE MANUFACTURES RECOMMENDATIONS. 19. DESIGN OF HELICAL SCREW PILES AND ANCHORS SHALL BE PERFORMED BY THE HELICAL SCREW DESIGN OF HELICAL SCREW PILES AND ANCHORS SHALL BE PERFORMED BY THE HELICAL SCREW MANUFACTURER, OR DEALER AND BE A LICENSED PROFESSIONAL ENGINEER IN THE STATE OF MICHIGAN, AS REQUIRED IN ACCORDANCE w/ EXISTING LOCAL CODE REQUIREMENTS OR ESTABLISHED LOCAL PRACTICES. 20. HELICAL PILES SHALL BE LOCATED AS SHOWN ON DRAWINGS. PIER CENTERS SHALL BE LOCATED TO AN HELICAL PILES SHALL BE LOCATED AS SHOWN ON DRAWINGS. PIER CENTERS SHALL BE LOCATED TO AN ACCURACY OF ±4" MAXIMUM VARIATION.21. LOAD TEST-REQUIREMENTS: LOAD TEST-REQUIREMENTS: a. PROVIDE A COMPRESSION PILE LOAD TEST BY PILE INSTALLER IN ACCORDANCE WITH ASTM LOAD PROVIDE A COMPRESSION PILE LOAD TEST BY PILE INSTALLER IN ACCORDANCE WITH ASTM LOAD TEST SPECIFICATIONS FOR ONE OF THE WALL SUPPORT PILES. SPECIFICATIONS FOR ONE OF THE WALL SUPPORT PILES. b. LOAD TEST PILES INCREMENTALLY ON TIMES DESIGN LOAD WITH DEFLECTION MEASURED AT EACH LOAD TEST PILES INCREMENTALLY ON TIMES DESIGN LOAD WITH DEFLECTION MEASURED AT EACH ADDITION OF LOAD. c. SUBMIT DETAIL DRAWINGS, DESIGN DATA AND INSTALLATION PROCEDURES PERTAINING TO PROPOSED c. SUBMIT DETAIL DRAWINGS, DESIGN DATA AND INSTALLATION PROCEDURES PERTAINING TO PROPOSED SUBMIT DETAIL DRAWINGS, DESIGN DATA AND INSTALLATION PROCEDURES PERTAINING TO PROPOSED PILE LOAD BY PILE INSTALLER FOR APPROVAL PRIOR TO PILE INSTALLATION. d. FURNISH AND INSTALL COMPLETE LOAD TEST SYSTEM INCLUDING JACKS, REACTION BEAM, DIAL FURNISH AND INSTALL COMPLETE LOAD TEST SYSTEM INCLUDING JACKS, REACTION BEAM, DIAL INDICATORS, SPHERICAL BEARING PLATE, LOAD CELL, REFERENCE BEAMS, TEST ENCLOSURE, AND ALL OTHER EQUIPMENT, MATERIALS AND LABOR THAT WILL SATISFACTORILY PERFORM REQUIRED PILE LOAD TEST. e. TEST PILES, IF SUCCESSFULLY TESTED AND PROPERLY LOCATED, WILL BE ACCEPTED AS PERMANENT TEST PILES, IF SUCCESSFULLY TESTED AND PROPERLY LOCATED, WILL BE ACCEPTED AS PERMANENT AND MAY BE LEFT IN PLACE. f. ALL COSTS ASSOCIATED WITH PILE TESTING SHALL BE INCLUDED IN CONTRACTOR'S BID.

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 EE EACH END EACH END 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 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. 12. REFER TO MECHANICAL DRAWINGS FOR UNDER FLOOR PERIMETER FOUNDATION DRAINS. REFER TO MECHANICAL 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/OR 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 FOUNDATION: 1. 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 NON-SUITABLE SOILS BEING COMPLETELY REMOVED AND REPLACED WITH COMPACTED GRANULAR FILL TO A DEPTH OF 3'-0" BELOW THE BOTTOM OF NEW FOOTINGS. 2. 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). 3. 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. 4. 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. 5. 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 STRUCTURAL STEEL: 1. MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS: MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS: a. ALL WIDE FLANGE SECTIONS ASTM A992 (Fy=50 KSI) ALL WIDE FLANGE SECTIONS ASTM A992 (Fy=50 KSI) ASTM A992 (Fy=50 KSI) b. ANGLES, BASE PLATES, CONNECTION ASTM A36 ANGLES, BASE PLATES, CONNECTION ASTM A36 ASTM A36 PLATES CHANNELS & STIFFENER PLATES PLATES CHANNELS & STIFFENER PLATES c. STRUCTURAL PIPE ASTM A53, GRADE B, TYPE E OR S (Fy=35 KSI) STRUCTURAL PIPE ASTM A53, GRADE B, TYPE E OR S (Fy=35 KSI) ASTM A53, GRADE B, TYPE E OR S (Fy=35 KSI) d. STRUCTURAL TUBE ASTM A500, GRADE B (Fy=46 KSI) STRUCTURAL TUBE ASTM A500, GRADE B (Fy=46 KSI) ASTM A500, GRADE B (Fy=46 KSI) e. ANCHOR BOLTS ASTM F1554 GRADE 36, A36 OR ASTM A307 ANCHOR BOLTS ASTM F1554 GRADE 36, A36 OR ASTM A307 ASTM F1554 GRADE 36, A36 OR ASTM A307 f. NON-SHRINK GROUT HIGH STRENGTH, NON-METALIC, NON-STAINING NON-SHRINK GROUT HIGH STRENGTH, NON-METALIC, NON-STAINING HIGH STRENGTH, NON-METALIC, NON-STAINING (MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI) 2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC CODE ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE, AND MANUAL OF STEEL CONSTRUCTION LATEST EDITION, EXCEPT AS MODIFIED IN THESE NOTES AND THE PROJECT SPECIFICATIONS. 3. CONCEALED CONNECTIONS MAY BE BOLTED OR WELDED. EXPOSED CONNECTIONS SHALL BE BOLTED. THE CONCEALED CONNECTIONS MAY BE BOLTED OR WELDED. EXPOSED CONNECTIONS SHALL BE BOLTED. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF THE CONNECTIONS NOT SPECIFICALLY DESIGNED ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. SEE SPECIFICATIONS. 4. WHEN NOT SHOWN ON THE PLANS, BEAM CONNECTIONS SHALL BE DESIGNED TO SUPPORT THE LARGER BEAM WHEN NOT SHOWN ON THE PLANS, BEAM CONNECTIONS SHALL BE DESIGNED TO SUPPORT THE LARGER BEAM END REACTIONS FROM THE FOLLOWING REQUIREMENTS: a. MINIMUM BEAM REACTIONS EQUAL TO THE ALLOWABLE SHEAR CAPACITY PER THE ATTACHED MINIMUM BEAM REACTIONS EQUAL TO THE ALLOWABLE SHEAR CAPACITY PER THE ATTACHED CONNECTIONS SCHEDULES. b. DESIGN OF THE MAXIMUM BEAM END REACTIONS SHALL INCLUDE THE EFFECTS OF DESIGN OF THE MAXIMUM BEAM END REACTIONS SHALL INCLUDE THE EFFECTS OF CONCENTRATED LOADS IN THE CONNECTION DESIGN. c. ALL STRUCTURAL CONNECTIONS NOT DETAILED ON THE DESIGN DRAWINGS SHALL BE DESIGNED ALL STRUCTURAL CONNECTIONS NOT DETAILED ON THE DESIGN DRAWINGS SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR. SUBMIT CONNECTION DETAILS AND CALCULATIONS SEALED BY A MICHIGAN PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION. 5. MOMENT CONNECTIONS SHALL BE IN ACCORDANCE TO FIELD WELDED DETAILS FOUND ON THESE DRAWINGS. MOMENT CONNECTIONS SHALL BE IN ACCORDANCE TO FIELD WELDED DETAILS FOUND ON THESE DRAWINGS. ALTERNATE FIELD BOLTED MOMENT CONNECTION AT CONTRACTORS OPTION WITH ENGINEERS APPROVAL. SUBMIT CONNECTION DETAILS AND CALCULATIONS SEALED BY A MICHIGAN PROFESSIONAL ENGINEER. 6. THE MINIMUM PLATE THICKNESS SHALL BE ", THE MINIMUM BOLT DIAMETER SHALL BE ", THE MINIMUM THE MINIMUM PLATE THICKNESS SHALL BE ", THE MINIMUM BOLT DIAMETER SHALL BE ", THE MINIMUM 38", THE MINIMUM BOLT DIAMETER SHALL BE ", THE MINIMUM 34", THE MINIMUM WELD SHALL BE " AND THE MINIMUM DESIGN LOAD ON ANY CONNECTION SHALL BE 6K. 316" AND THE MINIMUM DESIGN LOAD ON ANY CONNECTION SHALL BE 6K.

AutoCAD SHX Text STRUCTURAL STEEL (CONT.): 7. BOLT CONNECTIONS: BOLT CONNECTIONS: a. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE USING HIGH STRENGTH A325N ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE USING HIGH STRENGTH A325N OR A490N BOLTS. OR A490N BOLTS. b. OVERSIZED HOLES & LONG-SLOTTED HOLES ARE NOT ALLOWED UNLESS INDICATED OVERSIZED HOLES & LONG-SLOTTED HOLES ARE NOT ALLOWED UNLESS INDICATED ON THE DRAWINGS. ON THE DRAWINGS. c. ALL BOLTS SHALL BE SNUG TIGHT UNLESS NOTED 'SLIP CRITICAL' OR OTHERWISE NOTED. ALL BOLTS SHALL BE SNUG TIGHT UNLESS NOTED 'SLIP CRITICAL' OR OTHERWISE NOTED. d. ALL BOLTS WHICH CARRY LOADS IN TENSION SHALL BE FULLY PRE-TENSIONED. ALL BOLTS WHICH CARRY LOADS IN TENSION SHALL BE FULLY PRE-TENSIONED. e. ALL CONNECTIONS SHALL HAVE A MINIMUM OF TWO (2) ROWS OF BOLTS. ALL CONNECTIONS SHALL HAVE A MINIMUM OF TWO (2) ROWS OF BOLTS. FOR SINGLE PLATE CONNECTIONS (2) BOLTS MIN. FOR DOUBLE ANGLE CONNECTIONS (4) BOLTS MIN. 8. WELDED CONNECTIONS: WELDED CONNECTIONS: a. ALL WELDING SHALL BE IN ACCORDANCE WITH THE 'STRUCTURAL WELDING CODE' AWS D1.1 ALL WELDING SHALL BE IN ACCORDANCE WITH THE 'STRUCTURAL WELDING CODE' AWS D1.1 (LATEST EDITION) PUBLISHED BY THE AMERICAN WELDING SOCIETY. b. ELECTRODES FOR WELDING SHALL CONFORM TO THE E-70 SERIES OF THE SPECIFICATION FOR ELECTRODES FOR WELDING SHALL CONFORM TO THE E-70 SERIES OF THE SPECIFICATION FOR MILD STEEL ARC WELDING ELECTRODES ASTM A233, LATEST EDITION. c. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS. 9. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED WITHOUT WRITTEN APPROVAL SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED WITHOUT WRITTEN APPROVAL OF THE ENGINEER ON RECORD. 10. NO CHANGE IN THE POSITION OF THE STRUCTURAL ELEMENTS SHALL BE MADE AND HOLES, SLOTS, CUTS, NO CHANGE IN THE POSITION OF THE STRUCTURAL ELEMENTS SHALL BE MADE AND HOLES, SLOTS, CUTS, ETC., ARE NOT PERMITTED THROUGH ANY MEMBERS UNLESS THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS. 11. THE STEEL FABRICATOR MAY SUBSTITUTE HEAVIER SECTIONS IN PLACE OF THE SECTIONS SHOWN ON THE THE STEEL FABRICATOR MAY SUBSTITUTE HEAVIER SECTIONS IN PLACE OF THE SECTIONS SHOWN ON THE DRAWINGS TO ACHIEVE ECONOMY OF REPETITION, FOR AVAILABILITY OR TO TAKE ADVANTAGE OF ROLLING MILL PRODUCTION SCHEDULES SO LONG AS THE CHANGES ARE MADE KNOWN TO AND ARE ACCEPTABLE TO THE ENGINEER. 12. NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE STRUCTURE AS WILL BE STIFFENED NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED. 13. THE USE OF CONTRACT DRAWINGS AS ERECTION PLANS AND DETAILS IS NOT ACCEPTABLE. THE USE OF CONTRACT DRAWINGS AS ERECTION PLANS AND DETAILS IS NOT ACCEPTABLE. 14. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL CONSTRUCTION NOT SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL CONSTRUCTION NOT SHOWN ON STRUCTURAL DRAWINGS. 15. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP. 16. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. THE ENGINEER SHALL BE NOTIFIED CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES BETWEEN THE DESIGN AND ACTUAL FIELD CONDITIONS. 17. PROVIDE LINTELS FOR ALL MECHANICAL AND ELECTRICAL OPENINGS IN MASONRY WALLS. COORDINATE WITH PROVIDE LINTELS FOR ALL MECHANICAL AND ELECTRICAL OPENINGS IN MASONRY WALLS. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS. SEE SHEET 'S002' FOR NON-BEARING WALL LINTEL SCHEDULE. FOR BEARING WALL LINTELS NOT SHOWN ON THE FRAMING PLANS REFER TO THE NON-BEARING WALL LINTEL SCHEDULE AS A GUIDE. 18. PROVIDE FITTED STIFFENER PLATES EACH SIDE FOR ALL CONDITIONS WHERE BEAMS BEAR ON COLUMNS, PROVIDE FITTED STIFFENER PLATES EACH SIDE FOR ALL CONDITIONS WHERE BEAMS BEAR ON COLUMNS, BEAMS BEAR ON BEAMS, BEAMS HANG FROM BEAMS, OR COLUMNS BEAR ON BEAMS, STIFFENER PLATES MINIMUM " THICK. 38" THICK.

AutoCAD SHX Text Traverse City, MI 49684

AutoCAD SHX Text 112 W. Fourteenth Street, AutoCAD SHX Text Phone: 231.932.9177

AutoCAD SHX Text Fax: 231.932.0179

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THIS DRAWING IS THE EXCLUSIVE

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GROUP, INC. ITS ACCEPTANCE

CONSTITUTES AN AGREEMENT THAT

IT SHALL BE TREATED AS A STRICTLY

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GROUP, INC.

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%%UROOF FRAMING PLAN

AutoCAD SHX Text

EX. C11.5 BEAM

AutoCAD SHX Text

EX. C11.5 BEAM

AutoCAD SHX Text

EXISTING 7 " 12" METAL DECKING

AutoCAD SHX Text

EXISTING 7 " 12" METAL DECKING

AutoCAD SHX Text

EXISTING 7 " 12" METAL DECKING

AutoCAD SHX Text

COL

AutoCAD SHX Text

COL

AutoCAD SHX Text EX. 3 "x3 " 12"x3 " 12" STEEL COL.

AutoCAD SHX Text EX. 3 "x3 " 12"x3 " 12" STEEL COL.

AutoCAD SHX Text EX. 3 "x3 " 12"x3 " 12" STEEL COL.

AutoCAD SHX Text

FOR REFERENCE

AutoCAD SHX Text FOUNDATION NOTES 1. REFER TO LEGEND ON SHEET 'S0.1' FOR ABBREVIATIONS. REFER TO LEGEND ON SHEET 'S0.1' FOR ABBREVIATIONS. 2. SEE WALL TYPICAL CORNER BAR DETAILS AT GRADE BEAM ON SHEET 'S0.2'.SEE WALL TYPICAL CORNER BAR DETAILS AT GRADE BEAM ON SHEET 'S0.2'.

AutoCAD SHX Text EXISTING RETAINING / SUPPORT WALL STABLEIZATION 1. AT EXTERIOR OF THE BUILDING, EXCAVATE DOWN TO TOP OF EXISTING RETAINING WALL AT EXTERIOR OF THE BUILDING, EXCAVATE DOWN TO TOP OF EXISTING RETAINING WALL FOOTING ON BOTH THE NORTH AND SOUTH SIDES OF THE BUILDING 2. SAW-CUT HOLE IN EXISTING CONCRETE FOOTING. HOLE TO BE ONLY LARGE ENOUGH FOR SAW-CUT HOLE IN EXISTING CONCRETE FOOTING. HOLE TO BE ONLY LARGE ENOUGH FOR FLIGHTS OF NEW HELICAL PIER TO PASS THROUGH. (CAUTION SHOULD BE TAKEN TO DEAL WITH ANY POSSIBLE WATER INFILTRATION) 3. INSTALL HELICAL PIERS TO ACHIEVE REQUIRED (ALLOWABLE) LOADING AND TOP OF PIER HEIGHT INSTALL HELICAL PIERS TO ACHIEVE REQUIRED (ALLOWABLE) LOADING AND TOP OF PIER HEIGHT 4. FILL/PATCH HOLE IN FOOTING. PROVIDING BOND BREAK AROUND SHAFT OF PIER FILL/PATCH HOLE IN FOOTING. PROVIDING BOND BREAK AROUND SHAFT OF PIER 5. BACKFILL UP TO PILE CAP ELEVATION BACKFILL UP TO PILE CAP ELEVATION 6. INSTALL NEW HELICAL PIERS & BRACKETS ALONG EXISTING NORTH & SOUTH BUILDING WALLS.INSTALL NEW HELICAL PIERS & BRACKETS ALONG EXISTING NORTH & SOUTH BUILDING WALLS.

AutoCAD SHX Text INTERIOR WORK / BEAM INSTALLATION 1. REMOVE ANY FLOOR FINISHES AND EXISTING EXPANSION JOINT. REMOVE ANY FLOOR FINISHES AND EXISTING EXPANSION JOINT. 2. SAW-CUT & REMOVE EXISTING FLOOR SLAB AS REQUIRED SAW-CUT & REMOVE EXISTING FLOOR SLAB AS REQUIRED 3. EXCAVATE DOWN TO REQUIRED DEPTH TO INSTALL NEW STEEL SUPPORT BEAM EXCAVATE DOWN TO REQUIRED DEPTH TO INSTALL NEW STEEL SUPPORT BEAM 4. EXAMINE THE CONDITION OF CONCRETE FOUNDATION WALLS AND REPORT AND CONCERNS TO EXAMINE THE CONDITION OF CONCRETE FOUNDATION WALLS AND REPORT AND CONCERNS TO THE ENGINEER 5. SAW-CUT AND REMOVE PORTIONS OF EXISTING FOUNDATION WALLS TO ALLOW INSTALLATION OF SAW-CUT AND REMOVE PORTIONS OF EXISTING FOUNDATION WALLS TO ALLOW INSTALLATION OF NEW STEEL SUPPORT BEAM 6. INSTALL NEW BEAM AND FASTEN TO WALL INSTALL NEW BEAM AND FASTEN TO WALL 7. COAT EXTERIOR PORTION OF NEW BEAM WITH MASTIC WATERPROOFING COAT EXTERIOR PORTION OF NEW BEAM WITH MASTIC WATERPROOFING 8. PATCH/INFILL HOLES IN CONCRETE WALLS AND WATERPROOF EXTERIOR PATCH/INFILL HOLES IN CONCRETE WALLS AND WATERPROOF EXTERIOR 9. BACKFILL BOTH INTERIOR AND EXTERIOR AREAS BACKFILL BOTH INTERIOR AND EXTERIOR AREAS 10. INSTALL NEW METAL FORM DECKING INSTALL NEW METAL FORM DECKING 11. INSTALL/REINSTALL CONTROL JOINT INSTALL/REINSTALL CONTROL JOINT 12. CAST NEW CONCRETE SLABS CAST NEW CONCRETE SLABS 13. APPLY NEW FLOOR FINISH TO MATCH EXISTINGAPPLY NEW FLOOR FINISH TO MATCH EXISTING

AutoCAD SHX Text Traverse City, MI 49684

AutoCAD SHX Text 112 W. Fourteenth Street, AutoCAD SHX Text Phone: 231.932.9177

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CHECKED BY:

THIS DRAWING IS THE EXCLUSIVE

PROPERTY OF TRISON ENGINEERING

GROUP, INC. ITS ACCEPTANCE

CONSTITUTES AN AGREEMENT THAT

IT SHALL BE TREATED AS A STRICTLY

CONFIDENTIAL DOCUMNET AND IS TO

BE RETURNED UPON REQUEST AND IS

NOT TO BE COMMUNICATED,

DISCLOSED, LOANED OR COPIED

EXCEPT AS EXPRESSLY AUTHORIZED

IN WRITING BY TRISON ENGINEERING

GROUP, INC.

DRAWINGS ARE NOT TO BE SCALED.

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AutoCAD SHX Text

EX. #4 BARS @ 12" O.C.

AutoCAD SHX Text

EX. #4 BARS 18" O.C. (BENT)

AutoCAD SHX Text

EX. #5 BARS @ 6" O.C. (BENT)

AutoCAD SHX Text

EX. 8" CONC. WALL

AutoCAD SHX Text

EX. #4 BARS @ 10" O.C. HORIZ.

AutoCAD SHX Text

EX. #4 BARS @ 14" O.C. VERT.

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text

EX. (2)-#4 BARS

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text

EX. #4 BARS 18" O.C. (BENT)

AutoCAD SHX Text

EX. #4 BARS @ 12" O.C.

AutoCAD SHX Text

EX. #5 BARS @ 6" O.C. (BENT)

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text

EX. 8" CONC. WALL

AutoCAD SHX Text

EX. #4 BARS @ 10" O.C. HORIZ.

AutoCAD SHX Text

EX. #4 BARS @ 14" O.C. VERT.

AutoCAD SHX Text

MECHANICAL TRENCH

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=96'-2 " 12" B/ TRENCH

AutoCAD SHX Text

EL.=99'-10 " 12" T/ CONC.

AutoCAD SHX Text

EX. 8" CMU WALL

AutoCAD SHX Text

EX. 8" CMU WALL

AutoCAD SHX Text

EL.=91'-0" B/ FOOTING

AutoCAD SHX Text

CURRENT BOTTOM OF CREEK

AutoCAD SHX Text

ORIGINAL BOTTOM OF CREEK

AutoCAD SHX Text

EX. 10" CONC. PLANK

AutoCAD SHX Text

EX. 2" TOPPING

AutoCAD SHX Text

EX. TERRAZZO FLOORING

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=99'-10 " 12" T/ CONC.

AutoCAD SHX Text

EL.=96'-2 " 12" B/ TRENCH

AutoCAD SHX Text

BOTTOM OF MECHANICAL TRENCH

AutoCAD SHX Text

EL.=91'-0" B/ FOOTING

AutoCAD SHX Text

EL.=98'-10 " 12" PLANK BEARING

AutoCAD SHX Text

CURRENT WATER LEVEL

AutoCAD SHX Text

EX. 8" CONC. WALL

AutoCAD SHX Text

EX. #4 BARS @ 10" O.C. HORIZ.

AutoCAD SHX Text

EX. #4 BARS @ 14" O.C. VERT.

AutoCAD SHX Text

EX. #4 BARS @ 12" O.C.

AutoCAD SHX Text

EX. #5 BARS @ 6" O.C. (BENT)

AutoCAD SHX Text

EX. #4 BARS 18" O.C. (BENT)

AutoCAD SHX Text

EX. (2)-#4 BARS

AutoCAD SHX Text NEW W14x43 STEEL BEAM w/ STIFFENERS

AutoCAD SHX Text NEW L6x6x " STEEL 12" STEEL ANGLE w/ STIFFENERS

AutoCAD SHX Text NEW L6x6x " 12" STEEL ANGLE w/ STIFFENERS

AutoCAD SHX Text

EX. 4" CONC. SLAB

AutoCAD SHX Text

EX. 4" CONC. SLAB

AutoCAD SHX Text

MECH. TRENCH

AutoCAD SHX Text

EX. CMU WALL

AutoCAD SHX Text NEW HELICAL PIER w/ UNDERPINNING BRACKET ATTACHED TO EXT'G FOOTING

AutoCAD SHX Text NEW HELICAL PIER w/ UNDERPINNING BRACKET ATTACHED TO EXT'G FOOTING

AutoCAD SHX Text

CURRENT BOTTOM OF CREEK

AutoCAD SHX Text

ORIGINAL BOTTOM OF CREEK

AutoCAD SHX Text

CURRENT WATER LEVEL

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=99'-10 " 12" T/ CONC.

AutoCAD SHX Text

EL.=96'-2 " 12" B/ TRENCH

AutoCAD SHX Text

EX. 12" CONCRETE FOUNDATION WALL

AutoCAD SHX Text

EX. 8" CONCRETE FOUNDATION WALL

AutoCAD SHX Text

EL.=91'-0" B/ FOOTING

AutoCAD SHX Text

EL.=98'-10 " 12" PLANK BEARING

AutoCAD SHX Text

EX. 8" CONC. WALL

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

NORTH ELEVATION

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

TRENCH WALL ELEVATION

AutoCAD SHX Text

COLUMN (BEYOND)

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text EX. 3 "x3 " COLUMN 12"x3 " COLUMN 12" COLUMN (TO REMAIN)

AutoCAD SHX Text

CURRENT BOTTOM OF CREEK

AutoCAD SHX Text

ORIGINAL BOTTOM OF CREEK

AutoCAD SHX Text

CURRENT WATER LEVEL

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=99'-10 " 12" T/ CONC.

AutoCAD SHX Text

EL.=96'-2 " 12" B/ TRENCH

AutoCAD SHX Text

EX. 8" CONCRETE FOUNDATION WALL

AutoCAD SHX Text

EL.=91'-0" B/ FOOTING

AutoCAD SHX Text

EL.=98'-10 " 12" PLANK BEARING

AutoCAD SHX Text

EX. 8" CONC. WALL

AutoCAD SHX Text

SCALE: 1/2"=1'-0"

AutoCAD SHX Text

SOUTH ELEVATION

AutoCAD SHX Text

AutoCAD SHX Text S6.1

AutoCAD SHX Text EX. 3 "x3 " COLUMN 12"x3 " COLUMN 12" COLUMN (TO REMAIN)

AutoCAD SHX Text

EL.=100'-0" FIN. FLOOR

AutoCAD SHX Text

EL.=99'-10 " 12" T/ CONC.

AutoCAD SHX Text

EL.=96'-2 " 12" B/ TRENCH

AutoCAD SHX Text

EX. 6" CONCRETE FOUNDATION WALL

AutoCAD SHX Text

CURRENT BOTTOM OF CREEK

AutoCAD SHX Text

ORIGINAL BOTTOM OF CREEK

AutoCAD SHX Text

CURRENT WATER LEVEL

AutoCAD SHX Text

EL.=91'-0" B/ FOOTING

AutoCAD SHX Text

EL.=98'-10 " 12" PLANK BEARING

AutoCAD SHX Text

EX. 8" CONC. WALL

AutoCAD SHX Text NEW W14x43 STEEL BEAM w/ STIFFENERS

AutoCAD SHX Text NEW L6x6x " 12" STEEL ANGLE w/ STIFFENERS

AutoCAD SHX Text NEW L6x6x " 12" STEEL ANGLE w/ STIFFENERS

AutoCAD SHX Text NEW W14x43 STEEL BEAM w/ STIFFENERS

AutoCAD SHX Text NEW L6x6x " STEEL 12" STEEL ANGLE w/ STIFFENERS

AutoCAD SHX Text NEW L6x6x " STEEL 12" STEEL ANGLE w/ STIFFENERS

AutoCAD SHX Text

COL

AutoCAD SHX Text

COL

AutoCAD SHX Text

COL

AutoCAD SHX Text SAW-CUT & REMOVE PORTION OF EXISITNG CONCRETE WALL TO ALLOW INSTALLATION OF NEW SUPPORT BEAM. PATCH/INFILL OPENING AFTER INSTALLATION

AutoCAD SHX Text SAW-CUT & REMOVE PORTION OF EXISITNG CONCRETE WALL TO ALLOW INSTALLATION OF NEW SUPPORT BEAM. PATCH/INFILL OPENING AFTER INSTALLATION

AutoCAD SHX Text

SAW-CUT EXISTING FLOOR SLAB

AutoCAD SHX Text

NEW CONCRETE FLOOR SLAB AND REINFORCING

AutoCAD SHX Text

SAW-CUT AND REMOVE EXT'G CONCRETE SLAB AS NECESSARY TO INSTALL REPAIRS

Auto…