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DIVISION 1 - GENERAL REQUIREMENTS

1.1 CONSTRUCTION MEANS AND METHODS:

A. CONTRACTOR AGREES THAT CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF THE WORK, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD OWNER AND STRUCTURAL ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF THE WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF OWNER OR STRUCTURAL ENGINEER.

B. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INCLUDE THE METHOD OF CONSTRUCTION. CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO: BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, TEMPORARY STRUCTURES, AND PARTIALLY COMPLETED WORK. OBSERVATION VISITS TO THE SITE BY STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

C. HORNER & SHIFRIN SHALL NOT HAVE CONTROL OVER OR CHARGE OF AND SHALL NOT BE RESPONSIBLE IN ANY WAY FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, OR FOR SAFETY OR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH ANY CONSTRUCTION ACTIVITIES, SINCE THESE ARE SOLELY CONTRACTOR'S RESPONSIBILITY UNDER THE CONTRACT.

D. HORNER & SHIFRIN SHALL NOT BE RESPONSIBLE FOR CONTRACTOR'S SCHEDULE OR FAILURES TO CARRY OUT ANY CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. HORNER & SHIFRIN SHALL NOT HAVE CONTROL OVER OR CHARGE OF ACTIONS OF CONTRACTOR, SUBCONTRACTOR, OR ANY OF THEIR AGENTS, OR EMPLOYEES, OR ANY OTHER PERSONS PERFORMING PORTIONS OF ANY CONSTRUCTION ACTIVITIES.

E. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED AND PROVIDED BY CONTRACTOR.

1.2 SUBMITTALS:

A. SUBMITTALS PREPARED BY SUBCONTRACTORS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMITTING TO ARCHITECT.

B. REPRODUCTION OF THE CONTRACT DOCUMENTS FOR SHOP DRAWINGS IS NOT PERMITTED.C. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED EQUIPMENT WEIGHTS, OPENING SIZES,

AND LOCATIONS INDICATED ON THE STRUCTURAL DRAWINGS WITH DOCUMENTS FROM OTHER DISCIPLINES AND NOTIFY ARCHITECT OF ANY DISCREPANCIES.

D. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING SIZE, METHOD OF ANCHORAGE, WEIGHT, OPENINGS, AND LOCATIONS OF EQUIPMENT NOT INDICATED ON THE STRUCTURAL DRAWINGS PRIOR TO ORDERING FOR REVIEW BY STRUCTURAL ENGINEER TO DETERMINE ADEQUACY OF THE STRUCTURE.

E. ALL SUBMITTALS REVIEWED BY STRUCTURAL ENGINEER ARE REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. ANY ACTION INDICATED IS SUBJECT TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR CORRELATING AND CONFIRMING DIMENSIONS AT THE JOB SITE, CHOICE OF FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, AND COORDINATION OF THE WORK WITH THAT OF OTHER TRADES.

F. THE CONTRACTOR SHALL REVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO SUBMITTING THEM FOR REVIEW BY THE ENGINEER.1. THE CONTRACTOR SHALL ALLOW A MINIMUM OF 10 WORKING DAYS FOR REVIEW PRIOR TO

FABRICATION.G. REQUIRED SUBMITTALS SHALL INCLUDE BUT NOT BE LIMITED TO:

1. CONCRETE MIX DESIGN2. CONCRETE REINFORCING SHOP DRAWINGS3. CONCRETE ANCHOR PRODUCT INFORMATION4. CONCRETE REPAIR MATERIAL PRODUCT INFORMATION5. STRUCTURAL STEEL SHOP DRAWINGS6. COLD FORM STEEL SHOP DRAWINGS7. METAL WALL PANEL PRODUCT SUBMITTAL8. WOOD CONSTRUCTION SHOP DRAWINGS

1.3 QUALITY REQUIREMENTS:

A. ALL OMISSIONS AND CONFLICTS WITHIN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

B. THE CONSTRUCTION DOCUMENTS HAVE BEEN PREPARED BASED ON VISUAL OBSERVATIONS AND WITHOUT THE AID OF ORIGINAL CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN THE CONDITIONS FOUND AND THOSE INDICATED IN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

C. SEE DOCUMENTS BY OTHER DISCIPLINES FOR FLOOR, WALL, AND ROOF OPENINGS, TRENCHES, PITS, PIPE SLEEVES, EQUIPMENT PADS, METAL PAN STAIRS, MISCELLANEOUS IRON, ETC.

D. NO PIPES, DUCTS, CHASES, ETC. SHALL BE PLACED IN STRUCTURAL BEAM AND COLUMN MEMBERS NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS NOTED OTHERWISE. NOTIFY STRUCTURAL ENGINEER WHEN DOCUMENTS BY OTHER DISCIPLINES SHOW OPENINGS, POCKETS, ETC. NOT INDICATED IN THE STRUCTURAL DRAWINGS, BUT ARE LOCATED IN STRUCTURAL MEMBERS. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FROM STRUCTURAL ENGINEER FOR INSTALLATION OF SUCH PIPES, DUCTS, CHASES, ETC.

E. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE LOCATIONS SPECIFICALLY INDICATED. WHERE A DETAIL IS NOT INDICATED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR CONDITIONS.

F. CONTRACTOR DESIGNED ELEMENTS SHALL BE DESIGNED BY LICENSED PROFESSIONAL ENGINEERS REGISTERED IN THE STATE WHERE PROJECT IS LOCATED. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, DESIGN LOAD DATA, SUPPORT REACTIONS, AND CERTIFICATION THAT ELEMENTS WERE DESIGNED FOR LOADS SPECIFIED IN THE CONTRACT DOCUMENTS OR IN THE BUILDING CODE. ALL DOCUMENTS NOTED SHALL BE SEALED BY THE LICENSED ENGINEER. IF CRITERIA INDICATED ARE NOT SUFFICIENT, SUBMIT A WRITTEN REQUEST FOR ADDITIONAL INFORMATION TO ARCHITECT. THE FOLLOWING ELEMENTS AND THEIR CONNECTIONS SHALL BE CONTRACTOR DESIGNED:1. TEMPORARY BRACING AND SHORING

1.4 STRUCTURAL TESTING AND SPECIAL INSPECTIONS:

A. STRUCTURAL INSPECTIONS SHALL BE IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE.

B. SPECIAL INSPECTION REPORTS SHALL BE FURNISHED TO BUILDING OFFICIAL, OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND CONTRACTOR. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF CONTRACTOR, AND IF NOT CORRECTED, SHALL BE REPORTED TO BUILDING OFFICIAL, OWNER, ARCHITECT, AND STRUCTURAL ENGINEER.

C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING THAT THE STRUCTURAL WORK WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

D. THE FOLLOWING TYPES OF WORK REQUIRE SPECIAL INSPECTIONS: SEE TABLE BELOW FOR SPECIFIC TESTING REQUIREMENTS.1. CONCRETE CONSTRUCTION2. WOOD CONSTRUCTION

DESIGN CRITERIA:

A. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE INTERNATIONAL EXISTING BUILDING CODE, IBC, 2015 EDITION.

B. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.C. BUILDING RISK CATEGORY = IID. GRAVITY LOADS:

1. ROOF DEAD LOAD = 20 PSF2. UNIFORM ROOF LIVE LOADS:

a. LIVE LOAD: 20 PSFb. SNOW LOAD:

• GROUND SNOW LOAD: 20 PSF• FLAT ROOF SNOW LOAD: 20 PSF (MINIMUM GOVERNS)• SNOW EXPOSURE FACTOR: 1.0• SNOW IMPORTANCE FACTOR: 1.0• SNOW THERMAL FACTOR: 1.1

E. LATERAL LOADS: ALTERATION DOES NOT MAKE EXISTING BUILDING LESS CONFORMING TO THE IBC, THEREFORE NO CODE UPGRADE FOR LATERAL LOAD IS REQUIRED. 1. WIND LOADS

a. BASIC WIND SPEED: 115 MPHb. IMPORTANCE FACTOR: 1.0c. EXPOSURE: Bd. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

COMPONENTS AND CLADDING 10 SQ FT 100 SQ FT ZONE 1 +16.0/-26.0 PSF +16.0/-23.8 PSFZONE 2 +16.0/-43.6 PSF +16.0/-28.2 PSFZONE 3 +16.0/-65.7 PSF +16.0/-28.2 PSFZONE 4 +23.8/-25.8 PSF +20.3/-22.3 PSFZONE 5 +23.8/-31.7 PSF +20.3/-24.7 PSF

1. EARTHQUAKE LOAD:a. DESIGN SPECTRAL ACCELERATION AT SHORT PERIODS, SDS: 0.407b. DESIGN SPECTRAL ACCELERATION AT 1-SECOND, SD1: 0.232c. IMPORTANCE FACTOR, IE: 1.0d. SITE CLASS: D (ASSUMED)e. SEISMIC DESIGN CATEGORY: D

DIVISION 2 - FOUNDATIONS

2.1 GENERAL:

A. FOUNDATION DESIGN BASED ON A PRESUMPTIVE ALLOWABLE BEARING CAPACITY OF 1,500 PSF PER CHAPTER 18 OF THE INTERNATIONAL BUILDING CODE. STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD THAT ARE DIFFERENT FROM THOSE ASSUMED IN DESIGN.

B. OWNER'S GEOTECHNICAL REPRESENTATIVE SHALL CERTIFY THE BEARING MEDIUM.C. EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER.

DIVISION 3 - CONCRETE

3.1 REINFORCING:

A. GENERAL1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, DEFORMED BARS, UNLESS

NOTED OTHERWISE. WELDING OF ASTM A615, GRADE 60 REINFORCING IS NOT ALLOWED.

2. REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706, DEFORMED BARS.3. EPOXY-COATED REINFORCING STEEL SHALL BE ASTM A775.4. WELDED WIRE FABRIC SHALL BE ASTM A185 AND SHALL BE CONTACT LAP SPLICED

TWO FULL WIRE SPACES.5. ALL REINFORCING BARS SHALL BE DETAILED, FABRICATED, SUPPORTED, AND

PLACED IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" AND CRSI'S "MANUAL OF STANDARD PRACTICE".

6. REINFORCING, INCLUDING DOWELS, SHALL BE SECURELY TIED AND CAST WITH THE LOWER MEMBER. PLACING REINFORCING AFTER CONCRETE HAS BEEN PLACED IS NOT PERMITTED.

7. FIELD BENDING OF REINFORCING PARTIALLY EMBEDDED IN CONCRETE IS NOT ALLOWED UNLESS SPECIFICALLY NOTED IN THE STRUCTURAL DOCUMENTS OR APPROVED BY STRUCTURAL ENGINEER.

8. PROVIDE DOWELS FROM FOUNDATION THE SAME GRADE, SIZE, AND NUMBER AS VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE.

9. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS.

10. ADHESIVE FOR REINFORCING DOWELS INTO EXISTING CONCRETE SHALL BE HILTI HIT HY 200 OR APPROVED EQUAL. MINIMUM EMBEDMENT SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE.

11. ADHESIVE ANCHOR EMBEDMENT DEPTH INTO SOLID BASE MATERIAL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:a. #3 BAR : 5" EMBEDMENTb. #4 BAR : 6" EMBEDMENTc. #5 BAR : 8" EMBEDMENTd. #6 BAR : 10" EMBEDMENTe. #7 BAR : 12" EMBEDMENTf. #8 BAR : 14" EMBEDMENTg. #9 BAR : 15" EMBEDMENTh. #10 BAR : 17" EMBEDMENT

12. MECHANICAL COUPLERS SHALL BE UNI-AXIAL TYPE CAPABLE OF DEVELOPING 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR IN TENSION.

B. SLABS1. ALL SLABS ON GRADE TO HAVE 6X6-W1.4XW1.4 WWF CENTERED IN MIDDLE 1/4 OF

SLAB, UNLESS NOTED OTHERWISE.2. PROVIDE SLAB BOLSTERS, HIGH CHAIRS, AND #5 SUPPORT BARS AS NECESSARY TO

MAINTAIN PROPER PLACEMENT OF REINFORCING.3. PROVIDE 2-#5 TOP X 5'-0" DIAGONALS AT CORNERS OF OPENINGS AND RE-ENTRANT

CORNERS, UNLESS NOTED OTHERWISE.

3.2 CAST-IN-PLACE CONCRETE:

A. REINFORCED CONCRETE SHALL BE NORMAL WEIGHT AND HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,500 PSI.

B. ALL CONCRETE TO HAVE THE FOLLOWING UNIT WEIGHTS (+/- 3 PCF):1. NORMAL WEIGHT CONCRETE: PLASTIC = 145 PCF

C. ALL CONCRETE EXPOSED TO FREEZING AND THAWING AND DEICER CHEMICALS SHALL HAVE 6% (+1%/-1.5%) AIR ENTRAINMENT. DO NOT AIR ENTRAIN CONCRETE TO BE TROWEL FINISHED.

D. PROVIDE CONCRETE COVER FOR REINFORCING AS FOLLOWS:1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH............3"2. CONCRETE EXPOSED TO EARTH OR WEATHER...................................................2"3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS AND WALLS...........................................................................................3/4"b. BEAMS AND COLUMNS....................................................................................1-1/2"

E. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB-ON-GRADE AS INDICATED IN THE STRUCTURAL DRAWINGS. IF JOINT PATTERN IS NOT INDICATED, PROVIDE JOINTS AT 15 FEET (+/-) IN BOTH DIRECTIONS AND LOCATED TO CONFORM TO BAY SPACING WHEREVER POSSIBLE (AT COLUMN CENTERLINES, HALF BAYS, THIRD BAYS, ETC.).

F. INTERFACE OF CONSTRUCTION JOINTS SHALL BE ROUGHENED TO A FULL AMPLITUDE OF 1/4". SURFACE OF CONSTRUCTION JOINTS SHALL BE CLEAN AND FREE OF LAITANCE. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED.

G. SEE ARCHITECTURAL DRAWINGS FOR WATERSTOPS.H. PROVIDE COMPRESSIBLE FILLER AND SEALANT IN SLAB-ON-GRADE AND WALL AND

COLUMN INTERFACES THAT ARE NOT DOWELED TOGETHER.I. ALL COLUMN POCKETS SHALL BE FILLED WITH CONCRETE AFTER COLUMN IS ERECTED.J. CONDUIT AND PIPES EMBEDDED IN WALLS, BEAMS, OR SLABS SHALL BE NO LARGER IN

OUTSIDE DIMENSION THAN 1/3 THE OVERALL MEMBER THICKNESS OR 2" MAXIMUM, AND SHALL BE PLACED NO CLOSER THAN 3 DIAMETERS OR WIDTHS ON CENTER.

K. SLAB ON GRADE TO BE 4" THICK UNDERLAIN BY 6 MIL VAPOR BARRIER ON 6" THICK, 3/4" MINUS CRUSHED LIMESTONE GRANULAR FILL, TO MINIMUM 95% MODIFIED PROCTOR DENSITY, UNLESS NOTED OTHERWISE.

L. PROVIDE 4" HIGH CONCRETE HOUSEKEEPING PADS UNDER EQUIPMENT. PADS SHALL EXTEND BEYOND EQUIPMENT 6" NOMINAL ON ALL SIDES. APPLY BONDING AGENT TO EXISTING CONCRETE SLAB PRIOR TO PLACING HOUSEKEEPING PAD. SEE DOCUMENTS FROM OTHER DISCIPLINES FOR EQUIPMENT LOCATIONS.

M. AT FLOOR DRAINS, LOCALLY SLOPE FLOOR TOWARDS DRAIN. SEE DOCUMENTS FROM OTHER DISCIPLINES FOR DRAIN LOCATIONS.

N. SEE ARCHITECTURAL DOCUMENTS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, ETC. REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

3.3 CONCRETE REPAIR

A. CONCRETE REPAIR MATERIALS1. HORIZONTAL REPAIR MORTAR - SIKACRETE 211 SCC PLUS OR ENGINEER APPROVED

EQUIVALENT.2. VERTICAL OVERHEAD REPAIR MORTAR - SIKAQUICK VOH OR ENGINER APPROVED

EQUIVALENT.3. SURFACE BONDING AGENT - SIKA ARMATEC 110 EPOCEM OR ENGINEER APPROVED

EQUIVALENT.B. FOLLOW ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS REGARDING SURFACE

PREPARATION, MATERIAL MIXING, APPLICATION, AND CURING.C. QUALITY ASSURANCE

1. PATCHED AREAS SHALL BE SOUNDED WITH A HAMMER 7 DAYS AFTER PLACEMENT. CONTRACTOR SHALL REPAIR ALL DETECTED HOLLOWNESS BY REMOVING AND REPLACING THE PATCH AT NO COST TO THE OWNER.

2. IF SHRINKAGE CRACKS APPEAR IN THE REPAIR MATERIAL WITHIN 72 HOURS AFTER PLACEMENT, THE REPAIR SHALL BE CONSIDERED DEFECTIVE AND SHALL BE REMOVED AND REPLACED AT NO COST TO THE OWNER.

3. SEE CAST IN PLACE CONCRETE SPECIFICATION FOR HOT WEATHER AND COLD WEATHER CONCRETE REQUIREMENTS.

DIVISION 6 - WOOD:

1.1 GENERAL

A. ALL WOOD SHALL BE STORED ON SITE TO PREVENT WARPING, CUPPING, BOWING, AND TWISTING. USE ONLY MATERIAL THAT IS STRAIGHT. ALL WOOD SHALL BE HELD OFF THE GROUND WITH SACRIFICIAL DUNNAGE BLOCKS.

B. ALL LUMBER SHALL BE STAMPED BY THE APPROPRIATE GRADING AGENCYC. WOOD CONSTRUCTION, BOTH LOAD BEARING AND NON LOAD BEARING, THAT WILL BE

IN PERMANENT CONTACT WITH CONCRETE OR MASONRY, SHALL BE PRESERVATIVE-TREATED WOOD CONFORMING TO THE REQUIREMENTS OF THE APPLICABLE AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE, AND END USE.

D. WHERE PRESERVATIVE-TREATED WOOD IS USED IN ENCLOSED LOCATIONS WHERE DRYING IN SERVICE CANNOT READILY OCCUR, SUCH WOOD SHALL BE AT A MOISTURE CONTENT OF 19 PERCENT OR LESS BEFORE BEING COVERED WITH INSULATION, INTERIOR WALL FINISH, FLOORING COVERING OR OTHER MATERIALS.

E. NO. 2 GRADE 2x LUMBER IS PERMITTED IN ALL LOAD BEARING, NON-LOAD BEARING, AND WOOD NAILER APPLICATIONS UNLESS NOTED OTHERWISE.

F. WOOD FRAMING SHALL BE SOUTHERN PINE NO 2 OR BETTER.G. WHEN FASTENER REQUIREMENTS ARE NOT SHOWN ON THE DRAWINGS, REFER TO

TABLE 2304.9.1 OF THE IBC 2015 FOR A FASTENING SCHEDULE.

1.2 SHEATHING

A. WOOD STRUCTURAL PANELS FOR ROOF SHEATHING SHALL BE 3/4" APA RATED SHEATHING, EXTERIOR GRADE.

B. SHEATHING PANELS SHALL NOT BE LESS THAN 4 FEET BY 8 FEET EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. IN THOSE INSTANCES THE MINIMUM SHEET DIMENSION SHALL BE 24 INCHES.

C. INSTALL SHEATHING WITH 1/8" SPACING AT ALL SIDES OF SHEET.D. SHEATHING NAILS SHALL BE DRIVEN SO THAT THEIR HEAR OR CROWN IS FLUSH WITH

THE SURFACE OF THE SHEATHING.E. ATTACH ROOF SHEATHING TO SUPPORTING STRUCTURE USING 8D NAILS SPACED AT

6" O.C. AT PANEL EDGES AND 12" O.C. TO INTERMEDIATE SUPPORTS.F. FASTENERS FOR PRESERVATIVE TREATED WOOD SHALL BE OF HOT DIPPED ZINC-

COATED GALVANIZED STEEL. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153.

1.3 GLU-LAM BEAMS

A. GLU-LAM BEAMS ARE SOUTHERN PINE 24F-V5 RATED FOR EXTERIOR USE. GLU-LAM BEAMS SHALL HAVE A MINIMUM BENDING STRESS Fb = 2400 PSI FOR BOTH TOP AND BOTTOM OF THE BEAM. MINIMUM COMPRESSION PERPENDICULAR TO THE GRAIN STRESS, Fc-perp = 740 PSI FOR BOTH THE TOP AND BOTTOM OF THE BEAM. A MINIMUM MODULUS OF ELASTICITY OF 1,700,000 PSI.

B. DELIVERY, HANDLING, & STORAGE - COMPLY WITH PROVISIONS IN AITC 111.

ELEVATION DESIGNATION

BEAM MOMENT CONNECTION

WELDED WIRE REINFORCING

BEARING ELEVATIONCENTERED - JOIST ELEVATIONAT END - ELEV AT END+ OR -, RELATIVE TO ADJACENT MEMBER

(110'-0")

MASONRY

CONCRETE

FOOTING OR GRADE BEAM

EARTH

FREE DRAINING MATERIAL/GRAVEL

NOTE: ITEMS SHOWN ON THIS SYMBOLS AND NOTATIONS LIST MAY OR MAY NOT APPLY TO THIS PROJECT. ITEMS SHOWN ARE FOR REFERENCE ONLY.

SYMBOLS

(+2 1/2")

ABBREVIATIONS:

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ARCH ARCHITECT BO BOTTOM OF BOS BOTTOM OF STEELBRG BEARING C CAMBER CFMF COLD FORMED METAL FRAMINGCJ CONSTRUCTION JOINT CJP COMPLETE JOINT PENETRATION CL CENTERLINE CMU CONCRETE MASONRY UNIT CONT CONTINUOUS DBA DEFORMED BAR ANCHOR DIA DIAMETER(E) EXISTING EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEV ELEVATION EOD EDGE OF DECK EOJ END OF JOISTS EPS EXPANDED POLYSTYRENE EQ EQUAL EW EACH WAY F'C 28 DAY CONCRETE COMPRESSIVE STRENGTH FTG FOOTINGFV FIELD VERIFY HSA HEADED STUD ANCHOR HSS HOLLOW STRUCTURAL SECTION J BRG JOIST BEARINGJST JOISTK KIPS (1000 LBS) LBS POUNDS LD DEVELOPMENT LENGTH LLBB LONG LEG BACK TO BACK LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LSH LONG SIDE HORIZONTAL LSV LONG SIDE VERTICAL LVL LAMINATED VENEER LUMBER LWT LIGHT WEIGHT CONCRETE MAX MAXIMUM NTS NOT TO SCALE NWT NORMAL WEIGHT CONCRETE OC ON CENTER OPH OPPOSITE HAND PCF POUNDS PER CUBIC FOOT PEMB PRE-ENGINEERED METAL BUILDING PL PLATE PLF POUNDS PER LINEAR FOOT PJP PARTIAL JOINT PENETRATION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBERPT PRESSURE TREATED SIM SIMILAR SLBB SHORT LEG BACK TO BACK SOG SLAB ON GRADE STD STANDARDTBV TO BE VERIFIED TO TOP OF TOC TOP OF CONCRETE TOM TOP OF MASONRY TOS TOP OF STEEL TOF TOP OF FOOTING TYP TYPICAL UNO UNLESS NOTED OTHERWISE WF WIDE FLANGE WP WORK POINT WWR WELDED WIRE REINFORCING XS EXTRA STRONG XXS DOUBLE EXTRA STRONG

GENERAL

THE OWNER WILL ENGAGE AND EMPLOY A QUALIFIED SPECIAL INSPECTION AGENCY TO CONDUCT SPECIAL INSPECTIONS OF STRUCTURAL WORK AS REQUIRED BY CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE AND AS DELINEATED BELOW. AGENCIES THAT ARE CONSIDERED QUALIFIED AND ACCEPTABLE TO ACT AS SPECIAL INSPECTORS WILL BE THOSE ACCEPTABLE TO THE BUILDING OFFICIAL OF THE JURISDICTION THAT GRANTS THE BUILDING PERMIT AN THE OWNER.

SPECIAL INSPECTIONS REPORT REQUIREMENTS

SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND CONTRACTOR. REPORTS SHALL INDICATE THAT THE STRUCTURAL WORK INSPECTED WAS DONE IN CONFORMANCE TO APPROVED CONTRACT DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL, OWNER, ARCHITECT, AND STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT OF INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON BY THE OWNER AND THE BUILDING OFFICIAL PRIOR TO THE START OF WORK.

REQUIRED SPECIAL INSPECTIONS

THE FOLLOWING TYPES OF STRUCTURAL WORK REQUIRE SPECIAL INSPECTIONS. REFER TO INDIVIDUAL SPECIFICATIONS SECTIONS FOR SPECIFIC TESTING AND INSPECTING REQUIREMENTS. CONTINUOUS INSPECTION IS THE FULL-TIME OBSERVATION OF WORK BY A QUALIFIED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION IS THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK BY A QUALIFIED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK.

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS

CAST-IN PLACE CONCRETE CONSTRUCTION

SPECIAL INSPECTION ITEMTYPE OF INSPECTION

CONTINUOUS PERIODICREMARKS

WOOD CONSTRUCTION

SPECIAL INSPECTION ITEMTYPE OF INSPECTION

CONTINUOUS PERIODICREMARKS

1. INSPECTION STEEL REINFORCEMENT, INCLUDING SIZE, QUANTITY, PLACEMENT AND CLEARANCES. VERIFY THAT APPROVED SHOP DRAWINGS WERE UTILIZED.

2. INSPECTION OF ANCHOR RODS, HEADED BOLTS, HEADED STUDS, SHEAR STUD SHEAR REINFORCING AND OTHER EMBEDDED ITEMS INCLUDING SIZE, GRADE, LENGTH LOCATION AND CLEARANCES PRIOR TO AND DURING PLACEMENT OF CONCRETE.

9. INSPECTION OF EXPANSION/EPOXY ANCHORS INSTALLED IN HARDENED CONCRETE.

5. VERIFICATION OF USE OF SPECIFIED DESIGN MIXTURE.

6. TESTING OF SLUMP, AIR CONTENT, AND TEMPERATURE OF CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS.

7. INSPECTION OF CONCRETE PLACEMENT, INCLUDING CONVEYING, DEPOSITING AND APPLICATION TECHNIQUES.

8. INSPECTION OR CURING PROCEDURES AND MAINTENANCE OF CURING TEMPERATURES.

10. VERIFICATION OF CONCRETE STRENGTH BEFORE REMOVAL OF SHORES AND FORMS FROM BEAMS AND SLABS.

6. INSPECTION OR GLUING OPERATIONS OR ELEMENTS OR WIND AND SEISMIC FORCE RESISTING SYSTEMS.

4. VERIFICATION OF NAILING, BOLTING, ANCHORING AND OTHER MEANS OF ATTACHMENT WITHIN THE WIND AND SEISMIC FORCE RESISTING SYSTEMS.

5. VERIFICATION OF ALL OTHER CONNECTIONS.

1. VERIFICATION OF THE USE OF PROPER MATERIALS. MATERIALS SHALL BE IDENTIFIED BY THE CERTIFYING TRADE LABELS OR GRADE STAMPS.

2. VERIFICATION OR MEMBER SIZES. NOTE ANY WARPED, CUPPED, TWISTED OR DAMAGED MEMBERS.

3. VERIFICATION OF THE USE OR TREATED WOOD MEMBERS. IN ADDITION, VERIFY CONNECTORS USED IN CONTACT WITH TREATED MEMBERS MEET THE PROPER FINISH REQUIREMENTS.

7. REVIEW OF PRE-ENGINEERED TRUSSES. NOTE THAT TRUSSES WERE FABRICATED PER A CERTIFIED MANUFACTURER, PROPER STORAGE METHODS, BRACING INSTALLED PER APPROVED SHOP DRAWINGS, SHEATHING ATTACHMENT AND CONNECTORS.

8. INSPECTION OF FABRICATION PROCESS OF OTHER PREFABRICATED WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES. VERIFICATION OF THE USE OF PROPER MATERIALS, MEMBER SIZES AND CONNECTIONS.

SPECIAL INSPECTION TABLES

X

X

X

X

X

X

X

X

X

X

X

X

4. INSPECTION FORMWORK FOR SHAPE, LOCATION, DIMENSIONS AND CLEARANCES

X

X

X

X

X

3. INSPECTION VAPOR RETARDER FOR TYPE, THICKNESS, LAPS AND PATCHES OF ALL VOIDS

6. INSPECTION OF WOOD FRAMING DEFICIENCIES SUCH AS OVERSIZED KNOTS, FIELD NOTCHES OR SEVERE SPLITTING

X

DIVISION 5 - METALS

5.1 STRUCTURAL STEEL:

A. GENERAL1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE

WITH THE ANSI/AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" 2. MATERIALS SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED OTHERWISE.

a. W'S AND WT'S ASTM A992 b. PLATES & OTHER SHAPES ASTM A36c. HSS: SQ. & RECT. ASTM A500, GRADE Bd. PIPE ASTM A53, TYPE E OR S, GRADE Be. BOLTS ASTM F3125, GRADE A325, 3/4" DIAMETER

(MIN.), HEX HEADf. ANCHOR RODS ASTM F1554, GRADE 36 WITH A36 WASHERS

AND HEAVY HEX NUTSg. THREADED ROD ASTM A36h. ELECTRODES MATCHING STRENGTH, 70 KSI MIN.

3. BEAM CONNECTIONS SHALL BE AS INDICATED ON THE STRUCTURAL DRAWINGS.4. WHERE ITEMS ARE TO BE ANCHORED TO CONCRETE OR MASONRY, EXCEPT AT

COLUMN BASEPLATES, USE STANDARD SIZED HOLES IN STEEL MEMBER, UNLESS NOTED OTHERWISE.

5. USE PREQUALIFIED WELDED JOINTS IN ACCORDANCE WITH AISC AND AWS D1.1:2000. NON-PREQUALIFIED JOINTS SHALL BE QUALIFIED PRIOR TO FABRICATION.

6. ALL EXTERIOR STEEL INCLUDING CONNECTIONS TO BE HOT DIPPED GALVANIZED.

B. ANCHORS TO CONCRETE AND MASONRY1. ANCHORS SHALL BE ADHESIVE ANCHORS, UNLESS NOTED OTHERWISE.2. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT TZ ANCHORS OR APPROVED

EQUAL. ANCHORS SHALL BE PLAIN, UNCOATED EXCEPT PROVIDE STAINLESS STEEL ANCHORS WHERE SUPPORTED ITEM IS GALVANIZED.

3. ADHESIVE ANCHORS SHALL BE HILTI HIT HY ADHESIVE ANCHORS OR APPROVED EQUAL. USE HIT HY 200 MAX ADHESIVE WHEN ANCHORING INTO SOLID BASE MATERIAL. USE HIT HY 270 ADHESIVE PLUS A SCREEN TUBE WHEN ANCHORING TO OR THROUGH HOLLOW BASE MATERIAL. ANCHORS SHALL BE PLAIN, UNCOATED EXCEPT PROVIDE GALVANIZED ANCHORS WHERE SUPPORTED ITEM IS GALVANIZED.

4. WHEN INSTALLING ANCHORS, DO NOT CUT EXISTING REINFORCING. INSTALL ANCHORS TO ACCOMMODATE THE STANDARD HOLE SIZE IN STEEL.

5. EXPANSION ANCHOR EMBEDMENT DEPTH INTO SOLID BASE MATERIALS SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:a. 3/8" DIAM. : 2-5/16" EMBEDMENTb. 1/2" DIAM. : 3-5/8" EMBEDMENTc. 5/8" DIAM. : 4-7/16" EMBEDMENTd. 3/4" DIAM. : 5-5/16" EMBEDMENT

6. ADHESIVE ANCHOR EMBEDMENT DEPTH INTO SOLID BASE MATERIAL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:a. 3/8" DIAM. : 3-3/8" EMBEDMENTb. 1/2" DIAM. : 4-1/2" EMBEDMENTc. 5/8" DIAM. : 5-5/8" EMBEDMENTd. 3/4" DIAM. : 6-3/4" EMBEDMENTe. 1" DIAM. : 9" EMBEDMENT

7. ADHESIVE ANCHOR EMBEDMENT DEPTH INTO HOLLOW BASE MATERIAL SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:a. 3/8" DIAM. : 2" EMBEDMENTb. 1/2" DIAM. : 2" EMBEDMENTc. 5/8" DIAM. : 2" EMBEDMENT

5.2 METAL WALL PANELS:

A. GENERAL1. PANELS SHALL BE CONTINUOUS OVER 3 SPANS, UNLESS NOTED OTHERWISE.2. AT SUPPORTS PARALLEL TO THE DECK SPAN, RAISE STEEL SUPPORTS OR

PROVIDE SHIMS AT FASTENING POINTS IF THE DECK VALLEY DOES NOT ENGAGE THE SUPPORT.

B. METAL PANELS 1. METAL PANELS SHALL BE DESIGNED, FABRICATED, AND INSTALLED IN

ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. 2. METAL WALLS SHALL BE 1-1/4" U.N.O. WIDE RIB DECK WITH DESIGN THICKNESS

0.021" (26 GAUGE) AND SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: I=0.036 IN^4/FT, SP=0.0358 IN^3/FT, SN=0.247 IN^3/FT, AND FY=50 KSI.

3. METAL PANELS SHALL BE SCREWED TO SUPPORTS, WITH #12 SHEET METAL SCREWS.

5.3 COLD-FORMED METAL FRAMING:

A. COLD-FORMED METAL FRAMING SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH AISI S100-12, AISI S200-12, AISI S210-07, AISI S211-07/S1-12, AISI S212-07, AISI 213-07/S1-09, AISI S214-12, & AISI 220-11.

B. COMPLETE, UNIFORM, AND LEVEL BEARING SUPPORT SHALL BE PROVIDED, OR FULL SIZE SHIMS SHALL BE INSTALLED TO PROVIDE SUCH BEARING.

C. COLD FORMED STEEL GIRTS SHALL BE GRADE 50 WITH G90 COATING. COLD FORM BENT PLATES TO BE GRADE 33 OR 50 WITH G90 COATING.

LAWRENCE GROUPRECORD DOCUMENTS

This record drawing has been prepared from as-built information provided to Lawrence Group (LG) by the Construction Manager (CM) for the project. While this information, recorded by the CM and their subcontractors during construction, is believed to be reliable, LG assumes no responsibility for the accuracy of this record drawing or for any errors or omissions that may have been incorporated into it as a result of incorrect or incomplete information provided by the CM to LG. Those relying on this record document are advised to obtain independent verification of its accuracy. This drawing is not to be used or issued for construction or any other purpose without prior consultation with LG.

Project Number:

Drawn By:

Issue Date:

Sheet Number:

Sheet Title:

Project Title:

Professional Seal:

Project Team:

PR

OJE

CT

DE

SC

RIP

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The Professional Architect's seal affixed to this sheet applies only to the material and items shown on this sheet. All drawings, instruments or other documents not exhibiting this seal shall not be considered prepared by this architect, and this architect expressly disclaims any and all responsibility for such plans, drawings or documents not exhibiting this seal.

This drawing and details on it are the sole property of the architect and may be used for this specific project only. It shall not be loaned, copied or reproduced, in whole or part, or for any other purpose or project without the written consent of the architect.

Office:

Austin Charlotte New York St. Louis

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GENERALSTRUCTURAL NOTES

S-001

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STRUCTURAL GENERAL NOTES

1

Horner & Shifrin 401 S. 18th Street, Suite 400St. Louis, MO 63108314.531.4321844.339.2910

319 N. 4th Street Suite 1000St. Louis, MO 63102314.231.5700314.231.0816

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No. Description Date

1 EDA REVIEW 1/22/2019

2 ADDENDUM 1 2/26/2020


1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

B

C

D

A

1

S-200

3

S-200

50

' - 8

"5

2' -

8"

51

' - 2

"9

' - 6

"

16

6' -

0"

24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0"

336' - 0"

CRANE STEEL COL. - TYP

(E) 12X12WOOD COL. - TYP


(E) STEEL COL. (E) STEEL COL. (E) STEEL COL.



(E) CONC. COL.

(E) FOUNDATION WALL TO BE ABANDONED

1

S-300

SIM.

(E) CONCRETE SLAB ON GRADE

(E) CONCRETE SLAB ON GRADE

4

S-200

TYP.

(E) LOAD BEARING WALL TO REMAIN

(E) CONC. COL.

SEE DEMO PLANS FOR AREAS BEING DEMOED

1

S-300

(E) COL. FOOTING T.B.V.

20

S-300

24

' - 1

0"

±2

3' -

1"

±

C12X30

F398'-6"

5

S-301

INFILL (E) OPENING W/ 600S162-54 CF METAL STUDS @ 16" O.C. & CORRUGATED SIDING (SEE ARCH)

3

S-301

1. FINISH FLOOR ELEVATION = 100'-0” UNO.

2. SEE ARCH SHEETS FOR BALANCE OF INFORMATION.

3. SEE DEMO SHEETS FOR AREAS BEING DEMOED.

GENERAL NOTES (THIS SHEET ONLY):

Project Number:

Drawn By:

Issue Date:

Sheet Number:

Sheet Title:

Project Title:

Professional Seal:

Project Team:

PR

OJE

CT

DE

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RIP

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Office:


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FOUNDATION PLAN

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3/32" = 1'-0"1

FOUNDATION PLAN

2



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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

B

C

D

A


50

' - 8

"5

2' -

8"

51

' - 2

"

24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0"

336' - 0"

72' - 0"


WATER DAMAGED TRUSS. REMOVE & REPLACE W/ GLULAM BEAM

(E) WOOD TRUSS - TYP

(E) MASONRY PIER

(E) MASONRY PIER

(E) WOOD TRUSS

(E) WOOD TRUSS

(E) WOOD TRUSS

(E) WOOD TRUSS (E) WOOD TRUSS - TYP

(E)

MA

SO

NR

Y W

ALL

(E)

MA

SO

NR

Y W

ALL

(E)

CO

NC

RE

TE

BE

AM

-

TY

P

(E) CONCRETE BEAM - TYP



@2x12 2' - 0"

@2x12 2' - 0"

@2x12 2' - 0"

@2x12 2' - 0"

@2x12 2' - 0"

@2x12 2' - 0"


10.5X30.25

10.5X30.25

@2x12 1' - 4"

@2x12 1' - 4"

@2x12 1' - 4"

(E)

(E) @2x12 2' - 0"

@2x12 2' - 0"(E)

(E)

@2x12

1' -

4"

@2x12

1' -

4"

(E)

WO

OD

TR

US

S

(E)

15

' - 8

"1

2' -

2"

12

' - 2

"1

5' -

8"

19

' - 0

"1

9' -

0"

21

' - 2

"

GLULAM BEAM

GLULAM BEAM

(E)

(E)

WO

OD

TR

US

S

(E)

WO

OD

TR

US

S

3

S-300

4

S-300

5

S-300

7

S-300

6

S-300

1

S-200

3

S-200

(E) STEEL COL. (E) STEEL COL. (E) STEEL COL.

BRG ELEV = 124'-9" ±

BRG ELEV = 124'-9" ±

BRG ELEV = 124'-9" ±

CONCRETE SPALLING @ EXTERIOR WALL (APPROXIMATELY 10 SQ. FT) SEE REPAIR DETAIL 9/S-300

(E) WOOD TRUSS

(E) WOOD TRUSS

(E) MASONRY PIER

(E) MASONRY PIER

4

S-200

CONCRETE SPALLING @ EXTERIOR WALL (APPROXIMATELY 10 SQ. FT) SEE REPAIR DETAIL 9/S-300

2

S-200

11

S-300

TYP.

F.V.

262' - 5 1/2" ±

F.V

.

47

' - 8

3/4

" ±

1000S250-68 @ 6'-0" O.C. GIRTS W/ MID-SPAN BRACING



14

S-300

15

S-300

11

S-300

CONT. L6x6x1/4 ANGLE ALONG (E) WALL

CONT. L6x6x1/4 ANGLE ALONG WALL

F.V

.

2' -

0"

±

CONCRETE SPALLING @ EXTERIOR COLUMN (APPROXIMATELY 10 SQ. FT) SEE REPAIR DETAIL 9/S-300

CONT. L6x6x1/4 ANGLE ALONG (E) CONC. COL. @ EA CORNER OF NEW WALL

(E) CONC. COL.

DEMO (E) MASONRY WALL (KEEP 1'-0" OF MASONRY @ PIER FOR WALL CONNECTION)

1000S250-68 @ 4'-0" O.C. W/ GIRT BRACING @ 8'-0" O.C. (SIM. SEE SECTION 2/S-200)

1' - 0"

24

' - 1

0"

±2

5' -

10

" ±

C12X30

S-300

18

17

S-300

16

S-300

BRG ELEV = TO MATCH (E)





F.V

. (E

) O

PE

NIN

G

48

' - 8

" ±

1

S-301

F.V

. (E

) O

PE

NIN

G

48

' - 8

" ±

INFILL (E) OPENING W/ 600S162-54 CF METAL STUDS @ 24" O.C. & CORRUGATED SIDING (SEE ARCH)

FOR NEW DOOR LOCATION SEE ARCH. SEE TYP. DETAIL 2/S-301 FOR OPENING FRAMING

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

(E) CONCRETE BEAM

@ MIDSPAN

COMPLETE DEMO OF (E) TRUSS FOR INSTALLATION OF NEW BEAM

5

S-301

H.D

.G. C

15x33.9

H

.D.G

. W

14x30

BE

LO

W (

E)

WIN

DO

W

6

S-301

TYP. @ EA. END

REMOVE & REPLACE FRAMING & TRUSS - THIS AREA ONLY

1. SEE ARCH FOR BALANCE OF INFORMATION.

2. ALL DIMENSIONS ARE TO CENTERLINE OF COLUMNS U.N.O.

3. REMOVE EXISTING ROOF SHEATHING AND REPLACE WITH 3/4" EXTERIOR GRADE SHEATHING

4. FINISH FLOOR ELEVATION = 100'-0” UNO.

5. SEE DEMO SHEETS FOR AREAS BEING DEMOED.

6. FIELD VERIFY ALL DIMENSIONS OF EXISTING BUILDING AND FRAMING.

7. SHORE EXISTING JOISTS PRIOR TO REMOVAL OF EXISTING TRUSSES AND FRAMING.

GENERAL NOTES (THIS SHEET ONLY):

Project Number:

Drawn By:

Issue Date:

Sheet Number:

Sheet Title:

Project Title:

Professional Seal:

Project Team:

PR

OJE

CT

DE

SC

RIP

TIO

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Office:


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FRAMING PLAN

S-102

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3/32" = 1'-0"1

ROOF FRAMING PLAN

3

Structural Engineer



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2 ADDENDUM 1 2/26/2020


LOWER ROOF125' - 9"

UPPER ROOF141' - 1"

LEVEL 1100' - 0"

C

INSTALL (2) 1/4"Ø HILTI SCREW ANCHORS @ COLUMN EA SIDE OF STUD

(E) CONC. BEAM

(E) CONC. COL.

1.25" x 26GA METAL WALL PANEL - SEE ARCH

BOTTOM OF LOWERCONC. BEAM

121' - 7"

(E) CONC. FRAME @ HIGH BAY

(E) CONC. COLUMN

INSTALL 10" BACK TO BACK GIRTS @ 6'-0" O.C. ALONG WALL

12

S-300

S-300

8

ATTACH METAL WALL TO GIRTS W/ SHEET METAL SCREWS

(E) CONC. CORBEL @ EA COL. TO REMAIN. NEW WALL TO BE BUILT AROUND. (REMOVE ALL EXISTING BEARING SUPPORTS BEFORE CONSTRUCTION)

(E) SLAB

2' - 0"

2' - 10"

(E) WINDOWS TO REMAIN BEYOND

S-30011

SIM.

17

' - 0

" ±

4' -

0"

±

2' - 0" ±

F.V

.

4' -

3"

±1

' - 6

"

S-3001

LOWER ROOF125' - 9"

LEVEL 1100' - 0"

12

(E) TRUSS


121' - 7"

S-30017

10" BACK TO BACK GIRTS @ 4'-0" O.C. ALONG WALL W/ BRACING @ MID-SPAN 1.25" x 26 GA METAL

WALL PANEL - SEE ARCH M

AX

4' -

0"

S-300

1

LOWER ROOF125' - 9"

UPPER ROOF141' - 1"

LEVEL 1100' - 0"

C


121' - 7"

(E) CONC. BEAM

1.25" x 26GA METAL WALL PANEL - SEE ARCH

INSTALL 10" BACK TO BACK GIRTS @ 6'-0" O.C. ALONG WALL

S-3008

(E) CONC. BEAM @ EXTERIOR HIGH BAY ABOVE & BELOW WINDOW

INSTALL 12GA BENT PL EA SIDE OF GIRT @ MID SPAN - TYP EA GIRTATTACH PLATE TO GIRT & PANEL WITH #12 SCREWS

(E) SLAB

S-30011

(E) WINDOW TO REMAIN

MA

X

6' -

0"

S-3001

SIM.

LOWER ROOF125' - 9"

UPPER ROOF141' - 1"

LEVEL 1100' - 0"

4 5

1

S-200

1' -

10

"6

' - 0

"6

' - 0

"6

' - 0

"6

' - 0

"


121' - 7"

2

S-200 11

S-300

(2) 1/4"Ø SCREW ANCHORS - TYP @ EA END OF GIRTS

10" BACK TO BACK GIRT @ 6'-0" O.C. - TYP

CONT. 1000T350-54 @ TOP OF WALL

1/4"Ø HILTI KWIK CON II+ SCREW ANCHOR @ 2'-0" O.C.

(E) CONC. COL. (E) CONC. BEAM @ INT. SIDE OF COL.

(E) CONC. WALL

25

' - 1

0"

CONT. L6x6 @ FOOTING

(E) FOOTING

NEW 2x12 WOOD JOISTS

24' - 0"

F.V. (E) OPENING

22' - 0" ±

F.V

. (E

) O

PE

NIN

G

24

' - 1

3/8

" ±

(E) CONC. CORBEL

(E) SLAB

Project Number:

Drawn By:

Issue Date:

Sheet Number:

Sheet Title:

Project Title:

Professional Seal:

Project Team:

PR

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Office:


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SECTIONS

S-200

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1/2" = 1'-0"1

NEW WALL @ (E) CONC. COLUMNS1/2" = 1'-0"

3NEW WALL SECTION @ SOUTHEAST CORNER

1/2" = 1'-0"2

NEW WALL @ MID-SPAN1/2" = 1'-0"

4SECTION @ GIRTS BETWEEN COLUMNS



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2 ADDENDUM 1 2/26/2020


GLULAM BEAM

NEW 2X12 WOOD JOISTS @ 16" O.C.

3/4" SHEATHING

RIGID INSULATION

SINGLE PLY ROOFING

SIMPSON LUS210 FACE MOUNT JOIST HANGER (TYP)

NOTE: INSTALL SIMPSON HANGERS PER MANUFACTURER REQUIREMENTS

(E) TRUSS TO REMAIN

(E) 12x12 WOOD COLUMN TO REMAIN

(E) 2X JOISTS @ 2'-0" O.C.

GLULAM BEAM

3/4" SHEATHING

PO

ST

HT

6' -

1 1

/2"

± F

.V.

TR

US

S D

EP

TH

7' -

5 3

/4"

± F

.V.

6"x8"x16 GA BENT PL W/ (4) #8 WOOD SCREWS EA LEG - TYP @ EA. END OF BRACE

2x8 WOOD BRACE TYP. @ EA END OF BEAM

1

1

S-300

21

NOTE:1. SHORE (E) STRUCTURE DURING

CONSTRUCTION. 2. FIELD VERIFY ALL CONDITIONS

PRIOR TO FABRICATION. 3. SEE 15/S-300 FOR BALANCE OF

INFORMATION.

(E) LATERAL BRACE (DETACH CONNECTION & RE-CONNECT INTO NEW POST W/ LAG SCREWS MATCH (E) HOLE DIA.

DRILL NEW HOLE IN OR REPLACE (E) BRACE CONNECTION TO ACCOMMODATE NEW PLATE CONNECTION

CONNECT NEW POST TO TOP OF (E) COLUMN W/ 1/4"x4"x2'-0" PL & 1/2" LAG SCREWS STAGGERED. PLACE PL EDGE @ CL OF (E) COL. (TYP - EA SIDE-FIELD MODIFY PL FOR (E) BOLT CONNECTION) SEE DETAIL 21/S-300 FOR BALANCE OF PL INFORMATION

SINGLE PLY ROOFING SEE ARCH FOR ROOF SLOPE & FINISH

NEW 8x12 WOOD POST

F.V.6"

F.V.6"

F.V.1' - 11 1/2"

(E) MASONRY WALL

(E) SILL PLATE (REMOVE & REPLACE ROTTED WOOD AS REQ.)

INSTALL 2X BLOCKING @ EA SPACE

3/4" SHEATHING

RIGID INSULATION

SINGLE PLY ROOFING

(E) 2x JOIST @ 2'-0" O.C.

SIMPSON H4 HURRICANE CLIP

FASCIA BOARD SEE ARCH

SEE ARCH FOR ROOF FINISH & BLOCKING FOR GUTTER

(E) CONC. BEAM

(E) LEDGER ALONG END OF CONC. BEAM, W/ 1/2"Ø STAGGERED BOLTS. F.V. (REMOVE & REPLACE (E) ROTTEN WOOD AS REQ.) REPLACE DAMAGED ANCHORS WITH 1/2"Ø EXPANSION ANCHORS

3/4" SHEATHING

RIGID INSULATION

SINGLE PLY ROOFING

2x JOIST @ 2'-0" O.C.

SIMPSON HURRICANE CLIP

B.O.D. (T.B.V.)

125'-5" ±

SEE ARCH FOR FLASHING @ (E)

(E) CONC. BEAM

2X SILL PLATE W/ 1/2" EXP. ANCHOR @ 2'-0" O.C. ON (E) CONC. BEAM

INSTALL SIMPSON H4 UPLIFT CLIP (TYP @ EA JOIST)

ATTACH JOISTS W/ 16d NAILS @ OVERLAP - TYP

2X12 ROOF JOISTS

3/4" SHEATHING

RIGID INSULATION

SINGLE PLY ROOFING

1' - 6"

BRG.(T.B.V.)

141'-1" ±

(E) CONC. WALLSEE ARCH FOR FLASHING

26GA METAL WALL SEE ARCH

10" CF GIRT

1000T250-54 TRACK @ TOP OF WALL

1/4"Ø HILTI KWIK CON II+ SCREW ANCHOR @ 2'-0" O.C. IN EA. FLANGE

1/4"Ø HILTI KWIK CON II+ SCREW ANCHOR @ 4" O.C. INTO CONC.

1' -

6"

SAW CUT 1/2" @ PERIMETER OF REPAIR AREA

REMOVE ALL CORROSION FROM EXISTING REINF. BARS. WHERE STEEL LOSS EXCEEDS 15% OF ORIGINAL DIA. INSTALL SUPPLEMENTARY STEEL PER DETAIL 10/S-300.

PATCH W/ REPAIR MATERIAL TO ORIGINAL SURFACE

(E) REINF. BAR

EPOXY COATED REBAR. SAME SIZE AS (E) REBAR

(E) REINF.

Lb MIN.

STEEL SECTION

DAMAGED Lb MIN.

(E) CONC. COLUMN

10" BACK-TO-BACK CF GIRT

METAL PANEL

INSTALL (2) 1/4"Ø HILTI KWIK CON II+ SCREW ANCHOR @ EA END OF GIRT W/ 1 3/4" NOM EMBED. - TYP. @ EA. CONC. COL. ( 4 - SCREWS/GIRT END)

3" 6" 3"

SPAN GIRTS FROM CL-TO-CL OF EA CONC. COL.

INSTALL (2) 1/4"Ø HILTI KWIK CON II+ SCREW ANCHOR @ EA END OF GIRT W/ 1 3/4" NOM EMBED. - TYP. @ EA. CONC. COL. ( 4 - SCREWS/GIRT END)

10" GIRT

METAL PANEL

(E) CONC. WALL

SILL PLATE @ TOP OF CONC.

RIGID INSULATION

NEW 2x12 JOIST @ 2'-0" O.C.

INSTALL 3/4"Ø EXPANSION SILL ANCHOR @ 4'-0" O.C. INTO (E) CONC.

BRG.(T.B.V.)

141'-1" ±


3/4" SHEATHING

SINGLE PLY ROOFING


FASCIA BOARD SEE ARCH

SEE ARCH FOR ROOF FINISH & BLOCKING FOR GUTTER

D

CONT. L6x6x1/4 ALONG (E) MASONRY WALL

INSTALL 3/4"Ø H.D.G.THREADED ROD W/ HILTI HIT-HY 270 ADHESIVE W/ 8" EMBED. & 1" SCREEN TUBE - TYP @ 2'-0" O.C.

(E) EXTERIOR MASONRY WALL

10" CF GIRTS ALONG WALL @ 4'-0" O.C.

SCREW GIRT INTO ANGLE W/ #12 SHEET METAL SCREWS (2) PER GIRT FLANGE - TYP

12

1.25"x26GA METAL WALL


3/4" SHEATHING

RIGID INSULATION (E) 2x JOIST @ 2'-0" O.C.


(E) TRUSS

ATTACH NEW 2X TO (E) JOIST W/ 16d NAILS - TYP

BACK SPAN NEW MEMBER 4'-0" MIN. -TYP. @ EA. JOIST

CONT. TRACK @ TOP OF WALL

10" CF GIRT

(E) MASONRY PIER

CONT. L6x6 @ EXT. MASONRY WALL

3/4"Ø H.D.G. THREADED ROD

2' - 11" ±

13

S-300

4' - 0"

1' - 0"COORDINATE W/ ARCH FOR OVERHANG

(E) TRUSS TO REMAIN

(E) 12x12 WOOD COLUMN

(E) 2X JOISTS @ 2'-0" O.C. NEW 2X12 WOOD

JOISTS @ 2'-0" O.C.

GLULAM BEAM

3/4" SHEATHING

PO

ST

HT

6' -

1 1

/2"

± F

.V.

TR

US

S D

EP

TH

7' -

5 3

/4"

± F

.V.

6"x8"x16 GA BENT PL W/ (4) #8 WOOD SCREWS EA LEG -TYP. EA END OF BRACE

2x8 WOOD BRACE

8x12 POST

S-300

21

NOTE:1. SHORE EXISTING STRUCTURE DURING

CONSTRUCTION.2. FIELD VERIFY ALL CONDITIONS PRIOR TO

FABRICATION. 3. SEE 4/S-300 FOR BALANCE OF INFORMATION. 4. ADJACENT CRANE STEEL NOT SHOWN FOR CLARITY.

LATERAL BRACING CONNECTION AT CRANE STEEL IS TO BE DETACHED & RE-ATTACHED AFTER CONSTRUCTION.

1

1

CONNECT NEW POST TO TOP OF (E) COLUMN W/ 1/4"x4"x2'-0" PL & 1/2" LAG SCREWS STAGGERED. PLACE PL EDGE @ CL OF (E) COL. (TYP - EA SIDE-FIELD MODIFY PL FOR (E) BOLT CONNECTION) SEE DETAIL 21/S-300 FOR BALANCE OF PL INFORMATION

F.V. 6" ±

F.V.6" ±

F.V.1' - 11 1/2" ±

(E) CROSS BRACE @ TOP OF (E) TRUSSES (DETACH & RE-CONNECT TO NEW BEAM. DRILL NEW HOLE IN (E) PL OR REPLACE (E) CONNECTION PL. TO ALLOW BOLT/SCREW ATTACHMENT)

SINGLE PLY ROOFING

SEE ARCH FOR ROOF FINISH

CONT. L6x6x1/4 ALONG (E) MASONRY WALL

INSTALL 1/2"Ø EXPANSION ANCHOR @ 4'-0" O.C. INTO CONC. W/ 3 5/8" EMBED.

(E) CONC.

10" CF GIRTS ALONG WALL @ 4'-0" O.C.

SCREW GIRT INTO ANGLE W/ #12 SHEET METAL SCREWS (2) PER GIRT FLANGE - TYP

1/2"1/2"

6x6x12GA BENT PL

#12 SCREWS MIN. 4 PER CONNECTION

C12x30 COL.

10" GIRT

WELD PL TOCHANNEL

26GA METAL PANEL

COPE AS REQ. TO MAKE CONNECTION

6" 6"

2"

EQ

.E

Q.

EXISTING S.O.G.

SAW CUT EXISTING SLAB FULL DEPTH FOR REPAIR

NEW CONC.

1/2"Øx1'-6" SMOOTH BAR DOWELS, EPOXY INTO EXISTING SLAB 6" GREASE END EMBEDDED INTO NEW SLAB

6"

AGGREGATE DRAINAGE/BASE COURSE (TYP)

WWR CENTERED (TYP)

VAPOR RETARDER (TYP)

SOG, PER PLAN

COMPACTED SUBGRADE

"t"

TYPICAL S.O.G.

VA

RIE

S

1 1/2" 9" 1 1/2"

1' - 0"

1' -

0"

1 1

/2"

9"

1 1

/2"

C12 COL.

12"x12"x1/2" BASE PL W/ 1" MIN. GROUT & SHIM

(4) 3/4"Ø x 12" A325 ANCHOR BOLTS

1/4

1.25"x26 GA METAL WALL

(E) SLAB

CONT. L6x6x1/4 ANGLE W/ 3/4"Ø EXPANSION ANCHOR @ 4'-0" O.C.

T.B

.V.

VA

RIE

S

INSTALL 1/4"Ø H.D.G. BOLT @ 2'-0" O.C. W/ WASHER IN CENTER OF LONG SLOTTED HOLE IN ANGLE FOR BASE CONNECTION TO PANEL.

LEVEL 1100' - 0"

12

SAW CUT (E) SLAB TO INSTALL NEW COL. FOOTING

FILL IN SLAB

(E) SLAB

T.B

.V.

FILL IN SLAB

METAL PANELS

10" CF GIRTS @ 4'-0" O.C

C12 COL.

(E) COL.

(E) COL. FOOTING T.B.V.

MA

TC

H E

XIS

TIN

G

NEW COL. FOOTING 2'-0"x1'-4"xT.B.V.

(3) #4 DOWELS @ EA. SIDE OF FOOTING

EMBED. 8" MIN.

(2) #5 CONT. BARS T&B

SEE DETAIL 19/S-300 FOR BASE PLATE

1" ALLOWANCE FOR SHIM & GROUT

NOTE: (E) FOOTING DIMENSIONS T.B.V.

1' - 4"

T.B

.V.

NEW WALL -SEE ARCH


(E) 2x JOIST @ 2'-0" O.C.

SIMPSON H4 UPLIFT CLIP

(E) TRUSS

1' - 0"

1000T350-54 @ TOP OF WALL - SCREW TRACK TO UNDERSIDE OF JOIST W/ (2) #10 WOOD SCREWS - TYP @ EA JOIST

10" CF GIRT

2' - 11 1/4" ±

3/4" SHEATHING

RIGID INSULATION

SINGLE PLY ROOFING

ATTACH NEW 2X TO (E) JOIST W/ 16d NAILS @ 6" O.C.

BACK SPAN NEW MEMBER 4'-0" MIN.

SEE ARCH FOR FINISHES & FASCIA

GLULAM BEAM

(2) 3/4"Ø ASTM A307 THRU BOLTS

1' -

6"

INSTALL 3/4" SHIM @ EA SIDE OF (E) TRUSS @ CONNECTION TO ACCOMMODATE DIFFERING WIDTHS

(6) 1/2"x5" LAG SCREWS @ POST - TYP EA SIDE

10"

8"

8x12 POST

INSTALL 1/2" SHIM @ EA SIDE OF BEAM @ CONNECTION TO ACCOMMODATE DIFFERING WIDTHS

(E) TOP CHORD OF TRUSS

(E) WOOD JOISTS NEW 2x WOOD JOISTS

1"

3"

3"

3" 3"

4"

1"

6"

1" 4" 1"

CENTER PL ON NEW POST

1/4"x6"x1'-6" PL (EA SIDE)

NOTE:1. SHORE EXISTING STRUCTURE DURING

CONSTRUCTION.2. FIELD VERIFY ALL CONDITIONS PRIOR TO

FABRICATION. 3. SEE 4&15/S-300 FOR BALANCE OF INFORMATION.

Project Number:

Drawn By:

Issue Date:

Sheet Number:

Sheet Title:

Project Title:

Professional Seal:

Project Team:

PR

OJE

CT

DE

SC

RIP

TIO

N



Office:


pf

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3/4" = 1'-0"3

TRUSS REPLACEMENT DETAIL1/4" = 1'-0"

4TYP. TRUSS REPLACEMENT DETAIL

3/4" = 1'-0"5

TYP ROOF REPAIR @ EXTERIOR MASONRY WALL

3/4" = 1'-0"6

TYP ROOF CONNETION @ LOW ROOF3/4" = 1'-0"

7TYP ROOF REPAIR DETAIL @ CONCRETE BEAM

3/4" = 1'-0"8

TOP WALL CONNECTION @ CONC. WALL3/4" = 1'-0"

9TYP CONCRETE REPAIR

3/4" = 1'-0"10

TYP. REBAR REPAIR

5

3/4" = 1'-0"12

GIRT ANCHOR DETAIL @ CONC. COLUMN

3/4" = 1'-0"11

TYP ROOF CONNECTION @ HIGH ROOF

3/4" = 1'-0"13

WALL CONNECTION @ (E) MASONRY WALL1/2" = 1'-0"

14NEW WALL @ (E) MASONRY WALL

1/4" = 1'-0"15

TYP. TRUSS REPLACEMENT DETAIL3/4" = 1'-0"

16TYP. WALL CONNECTION @ (E) CONC. WALL

1 1/2" = 1'-0"18

PLAN @ GIRT/COLUMN CONNECTION

3/4" = 1'-0"2

TYP INTERIOR SLAB REPAIR

1 1/2" = 1'-0"19

TYP. CHANNEL BASE PLATE



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Structural Engineer

3/4" = 1'-0"1

TYP FOOTING AT NEW EXTERIOR WALL

3/4" = 1'-0"20

COL. FOOTING DETAIL1/2" = 1'-0"

17TOP WALL CONNECTION @ WOOD TRUSS

3/4" = 1'-0"21

TYP. TOP OF TRUSS CONNECTION.



F.V. (E) WINDOW SUPPORT

6" CF STUDS @ 24" O.C.

CORRUGATED POLYCARBONATE SIDING (SEE ARCH)

6"CF TRACK @ TOP & BOTTOM OF STUDS

1/2"Ø HILTI KWIK BOLT TZ EXPANSION ANCHOR @ 2'-0" O.C. INTO (E) CONC.

F.V. (E) CONC. WALL THICKNESS

SCREW BOTTOM TRACK TO (E) STRUCTURE, F.V.

ATTACH METAL SIDING PER MANUFACTURER REQ. F

.V. (E

) O

PE

NIN

G

11

' - 0

" ±

10" BACK TO BACK GIRT @ 6'-0" O.C. - TYP

STOP GIRTS @ NEW OPENING & RE-FRAME W/ (2) 600S200-54 STUDS @ JAMBS - TYP END OF ALL NEW OPENINGS

10" BACK-TO-BACK GIRTS @ 4'-0" O.C.

INSTALL 600S200-54 BOX HEADER LLH @ TOP OF OPENING

(E) CONC. SLAB

STOP CONT. ANGLE @ OPENING

CONNECT GIRTS TO STUDS W/ 12GA BENT PL & (8) #12 SCREWS (4 PER LEG) - TYP

CONNECT TOP OF STUDS TO GIRT FLANGE W/ 12GA BENT PL & (8) #12 SCREWS (4 PER LEG) - TYP

MAX4"

(E) STRUCTURE

(E) CONC. ATTACH TRACK TO (E) STRUCTURE, F.V. STRUCTURE

6" CF STUD @ (E) CONC.

ATTACH STUD TO CONC. W/ 1/2"Ø HILTI KWIK BOLT TZ EXPANSION ANCHOR @ 2'-0" O.C.

T.B

.V.

24

' - 6

" ±

(E) WOOD JOIST

(E) MASONRY WALL

CONT. DOUBLE 2x @ SHORE CONNECTION TO WALL

PROVIDE POSITIVE ATTACHMENT TO WALL AS REQ. - TYP. (REPAIR HOLES AFTER SHORING REMOVAL)

GENERAL SHORING POST EA SIDE @ 4'-0" O.C. - TYP.

(4) CONC. ANCHORS. REPAIR HOLES IN CONC. TO REMAIN AFTER REMOVING SHORING (TYP. EA POST)

BASE PLATE

(E) EXT. CONC. (E) SLAB ON GRADE

NOTE: FINAL SHORING DESIGN TO BE COMPLETED BY CONTRACTOR. SUBMITTED SHORING DETAILS TO BE SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER.

LEVEL 1100' - 0"

HILTI X-U SHOT PINS @ 6" O.C. (TYP.)

600S162-54 CF STUDS @ 16" O.C.

(E) WINDOW TO REMAIN (SHORE AS REQ. BEFORE CONSTRUCTION)

GALV. C15 GALV. W14

2x2x1/8x2" LG BENT PL @ 12" O.C. (TYP)

(2) #12 SCREWS @ 12" O.C. (TYP)

6" DEFLECTION TRACK

(2) SHOT PIN OR SCREW TO TRACK @ 6" O.C.

(E) CONC. SLAB

F.V. ELEVATION

1/4 2-12

1/4 2-12TYP. EA SIDE

1/8 1 1/2"TYP. EA PL


121' - 7"

1/2"

4x8x3/8"x0'-9" LG BENT PL

1/2"Ø HILTI KWIK BOLT TZ EXPANSION ANCHOR OR APPROVED EQUAL - TYP.

(E) CONC. COL. @ EDGE OF OPENING (F.V. DEPTH FOR ATTACHMENT)

GALV. C15

GALV. W14

7

S-301

NOTE: WINDOW NOT SHOWN FOR CLARITY

1/4

TYP. PL TOBEAM

5"

(E) WINDOW TO REMAIN (SHORE AS REQ. BEFORE CONSTRUCTION)

GALV. C15

GALV. W14

F.V. ELEVATION

(6) 1/2"Ø S.S. HILTI KWIK BOLT TZ EXPANSION ANCHOR W/ 3 5/8" EMBED. OR APPROVED EQUAL

(E) CONC. WALL @ EA. END

F.V.

1' - 6"

5"

1 1

/2"

TY

P.

3"

1/4

TYP. PL TOBEAM

4x8x3/8"x0'-9" LG BENT PL

7" 11"

2" 3" 3"

5" ±

BEAM CENTERLINE

Project Number:

Drawn By:

Issue Date:

Sheet Number:

Sheet Title:

Project Title:

Professional Seal:

Project Team:

PR

OJE

CT

DE

SC

RIP

TIO

N



Office:


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S-301

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10/1/2019

1/2" = 1'-0"1

INFILL WALL @ (E) WINDOW1/2" = 1'-0"

2TYP. OPENING IN METAL GIRT WALL

3/4" = 1'-0"3

COLD FORM STUD ATTACHMENT AT CONCRETE



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Structural Engineer

1/4" = 1'-0"4

TYP SHORING DETAIL

3/4" = 1'-0"5

INFILL WALL @ (E) OPENING1" = 1'-0"

6BEAM ATTACHMENT AT CONC. WALL

3/4" = 1'-0"7

CONNCTION AT CONC. WALL



2 ADDENDUM 1 2/26/2020


SheetsS-001 - GENERAL STRUCTURAL NOTESS-100 - FOUNDATION PLANS-102 - FRAMING PLANS-200 - SECTIONSS-300 - DETAILSS-301 - DETAILS

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