CHRISTUS Trinity Mother Frances ROSE STADIUM...

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No. Description Date

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CIVIL ENGINEERS

TX FIRM REGISTRATION #F-242WWW.BRANNONCORP.COM

the c.t. brannon corporation

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RSB 10-05-2017

1321 SOUTH BROADWAYTYLER, TX 75701(903) 597-2122

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CIVIL ENGINEERS



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RSB 10-05-2017


EROSION CONTROL DETAIL SHEET 1

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CIVIL ENGINEERS



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RSB 10-05-2017


EROSION CONTROL DETAIL SHEET 3

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CIVIL ENGINEERS



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RSB 10-05-2017


GENERAL:

G1 THE NOTES AND SPECIFICATIONS PROVIDED ON THE STRUCTURAL DRAWINGS ARE EXCERPTS FROM THE RELATING PROJECT

SPECIFICATIONS. THEY ARE NEITHER COMPLETE NOR DO THEY REPLACE THE CONTRACT SPECIFICATIONS.

G2 CODE: CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE INTERNATIONAL BUILDING CODE OF LATEST ADOPTION AND

ALL STANDARDS REFERENCED THEREIN IN THEIR ENTIRETY, WITH ALL LOCALLY ADOPTED AMENDMENTS, REFERENCED THEREIN.

G3 MEANS AND METHODS: THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE

MEANS AND METHODS OF CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR IS RESPONSIBLE FOR ALL MEANS AND

METHODS RELATING TO THE SPECIFIC STRUCTURAL ERECTION ITEMS ADDRESSED IN THE LATEST OSHA REGULATIONS.

G4 GENERAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.

CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL

WORK OR CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATION AND SAFETY REQUIREMENTS.

G5 UNLESS ACCOMPANIED BY A FORMAL CHANGE ORDER, RESPONSES TO QUESTIONS AND RFI'S, COMMENTS MADE DURING THE

REVIEW OF SUBMITTALS, AND DIRECTIVES PROVIDED IN ANY FORM, BY THE ENGINEER TO THE CONTRACTOR DURING THE

CONSTRUCTION PROCESS ARE INTENDED TO BE CLARIFICATIONS OF THE CONTRACT DOCUMENTS OR CORRECTIONS TO THE

PERCEIVED INTERPRETATION OF THE INTENT OF CONTRACT DOCUMENTS BY THE CONTRACTOR. SUCH CLARIFICATIONS AND

CORRECTIONS ARE NOT INTENDED TO REPRESENT A CHANGE IN COST OF THE PROJECT TO THE OWNER AND ARE CONSIDERED TO

BE INFERABLE FROM THE CONTENT OF THE CONTRACT DRAWINGS OR CONSISTENT WITH INDUSTRY STANDARDS OF CONSTRUCTION.

IF THE CONTRACTOR DETERMINES THAT SUCH CLARIFICATIONS AND CORRECTIONS HAVE AN IMPACT ON THE COST OF THE PROJECT

TO THE OWNER, THE CONTRACTOR SHALL SUBMIT A CHANGE ORDER REQUEST WITH DETAILED PRICING INFORMATION TO THE

ARCHITECT BEFORE PURCHASING, DETAILING, FABRICATING OR INSTALLING ANY COMPONENT RELATED TO SUCH CLARIFICATIONS

AND CORRECTIONS.

G6 DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON

THE DRAWINGS OR IN THE SPECIFICATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN

INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER.

G7 SHORING: IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, AND

FORMWORK, AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING THE CONSTRUCTION OF THIS BUILDING. EXCESS

LOAD CAPACITY OF SLAB SHALL NOT EXCEED LOADS EQUIVALENT TO THE DESIGN SUPERIMPOSED LOADS LESS CONSTRUCTION

DEAD AND LIVE LOADS. DESIGN SUPERIMPOSED LOADS INCLUDE LIVE LOAD, PARTITION LOAD, AND ANY OTHER LOAD NOT IN PLACE

AT THE TIME OF SHORING. FLOORS ARE NOT DESIGNED TO SUPPORT FORMWORK AND WET CONCRETE WEIGHT OF NEXT LEVEL.

CONTRACTOR SHALL DESIGN AND PROVIDE RE-SHORING TO PREVENT OVERSTRESSING THE STRUCTURE.

G8 EXCAVATION: THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING,

SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL

BUILDING DEPARTMENT.

G9 OTHER TRADES: IT IS NOT THE INTENT THAT THE STRUCTURAL DRAWINGS BE VIEWED AS STAND ALONE DRAWINGS WITH RESPECT

TO PROJECT DIMENSIONS OR ANY OTHER COMPONENT OF THE CONSTRUCTION THAT CAN AND MAY BE IDENTIFIED IN OTHER PARTS

OF THE CONTRACT DOCUMENTS. IT REQUIRES THE ENTIRE SET OF CONTRACT DOCUMENTS TO PROPERLY CONSTRUCT THE

STRUCTURE AS WELL AS OTHER COMPONENTS OF THE BUILDING. ANCHORS REQUIRED FOR ANCHORING MEP EQUIPMENT AND / OR

PIPING ARE NOT SHOWN ON THESE DRAWINGS. THE CONTRACTOR SHALL DETERMINE AND COORDINATE REQUIREMENTS FROM

OTHER DISCIPLINES AND SHALL PROVIDE APPROPRIATE ALLOWANCES INTO THE BID. IT IS THE CONTRACTOR’S RESPONSIBILITY TO

ASSEMBLE AND COORDINATE THE REQUIREMENTS OF ALL COMPONENTS OF THE CONTRACT DOCUMENTS IN ORDER TO PROPERLY

IMPLEMENT THE REQUIREMENTS OF THE CONTRACT. SEE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR SIZE

AND LOCATION OF PIPES, VENTS, CHASES, DUCTS AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE STRUCTURAL

DRAWINGS. ALL DIMENSIONS ARE TO BE CHECKED AND VERIFIED WITH THE ARCHITECTURAL DRAWINGS.

G10 BRACING: THESE DRAWINGS ILLUSTRATE THE PRIMARY STRUCTURAL FRAME IN ITS COMPLETED FORM. TEMPORARY BRACING,

PROPERLY DESIGNED UNDER THE SUPERVISION OF A LICENSED STRUCTURAL ENGINEER, SHALL BE PROVIDED AS REQUIRED TO

HOLD ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT IS SECURELY ANCHORED.

G11 INSPECTIONS: ANY INSPECTIONS, SPECIAL OR OTHERWISE, THAT ARE REQUIRED BY THE BUILDING CODES, LOCAL BUILDING

DEPARTMENTS, OR THESE PLANS, SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY. JOB SITE VISITS BY THE ENGINEER

DO NOT CONSTITUTE, OR SUBSTITUTE, INSPECTIONS UNLESS SPECIFICALLY CONTRACTED FOR.

G12 THE LOCATION AND DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, RECESSES, SLOPES, BLOCKOUTS, CURBS, AND EMBEDMENTS

SHOWN IN THE STRUCTURE WHICH ARE RELATED TO PURPOSES DEPICTED IN CONTRACT DOCUMENTS OTHER THAN THE STRUCTURAL

DRAWINGS OR BY MANUFACTURERS AND INSTALLERS OF VARIOUS EQUIPMENT AND FINISHES SHALL BE VERIFIED BY THE CONTRACTOR

TO BE SUITABLE FOR THE PURPOSES DEPICTED BY THE CONTRACT DOCUMENTS REQUIRING SUCH ITEMS OR TO BE SUITABLE FOR THE

INSTALLATION OF VARIOUS EQUIPMENT AND FINISHES. ANY REQUIREMENT FOR RELOCATION OR CHANGE IN DIMENSIONS OF ANY

OPENING, DEPRESSION, RECESS, SLOPE, BLOCKOUT, OR EMBEDMENT SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER IN

DRAWING FORM PRIOR TO THE FABRICATION OF MATERIALS OR CONSTRUCTION.

G13 VARIOUS OPENINGS, DEPRESSIONS, RECESSES, SLOPES, BLOCKOUTS, CURBS, AND EMBEDMENTS NOT SHOWN IN THE STRUCTURAL

DRAWINGS MAY BE REQUIRED IN THE STRUCTURE FOR PURPOSES DEPICTED IN CONTRACT DOCUMENTS OTHER THAN THE

STRUCTURAL DRAWINGS OR BY THE MANUFACTURERS AND INSTALLERS OF VARIOUS EQUIPMENT AND FINISHES. THE CONTRACTOR

SHALL INCORPORATE AND COORDINATE THE LOCATION AND DIMENSIONS OF ANY OPENING, DEPRESSION, RECESS, SLOPE, BLOCKOUT,

OR EMBEDMENT INTO THE STRUCTURE AS REQUIRED TO BE SUITABLE FOR THE PURPOSES DEPICTED BY THE CONTRACT DOCUMENTS

REQUIRING SUCH ITEMS OR TO BE SUITABLE FOR THE INSTALLATION OF VARIOUS EQUIPMENT AND FINISHES. THE SUITABLE LOCATION

AND DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, RECESSES, SLOPES, BLOCKOUTS, AND EMBEDMENTS SHALL BE SUBMITTED TO

THE ARCHITECT AND ENGINEER IN DRAWING FORM PRIOR TO THE FABRICATION OF MATERIALS OR CONSTRUCTION. AN ALLOWANCE

SHALL BE INCLUDED IN THE BID PRICE SUFFICIENT TO ADEQUATELY COVER STRUCTURAL REQUIREMENTS FOR SUCH ITEMS WITHOUT

NEED FOR A FUTURE CHANGE TO THE BID PRICE.

G14 LOADINGS FOR MECHANICAL EQUIPMENT: ARE BASED ON THE UNITS SHOWN ON THE MECHANICAL DRAWINGS AND IN THE

EQUIPMENT SCHEDULE. ANY CHANGES IN TYPE, SIZE, WEIGHT, OR NUMBER OF PIECES OF EQUIPMENT SHALL BE REPORTED TO THE

ARCHITECT FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.

G15 SUBSTITUTIONS & DEVIATIONS: PROPOSED SUBSTITUTION OF MATERIALS, PRODUCTS OR DETAILS DEPICTED IN THE CONTRACT

DOCUMENTS SHALL BE SUBMITTED ONLY DURING THE BIDDING PERIOD. AFTER BIDS ARE ACCEPTED, NOTICE IN WRITING OF ANY

PROPOSED SUBSTITUTIONS OR ANY PROPOSED DEVIATIONS TO THE STRUCTURE AS REQUIRED BY THESE DOCUMENTS SHALL BE

SUBMITTED WITH BACKUP DATA IDENTIFYING THE REASON FOR THE PROPOSED SUBSTITUTION OR DEVIATION. FOR PROPOSED

SUBSTITUTIONS OF PRODUCTS, THE BACKUP DATA SHALL INCLUDE CURRENT I.C.B.O. REPORT. THE PROPOSED SUBSTITUTIONS

SHALL BE CONSIDERED AFTER ACCEPTANCE OF BIDS, ONLY WHEN THEY ARE SUBMITTED WITH DOCUMENTED SAVINGS TO BE

DEDUCTED FROM THE PROJECT CONTRACT AMOUNT. MATERIALS OR PRODUCTS THAT DO NOT HAVE AN I.C.B.O. REPORT, WILL NOT

BE CONSIDERED FOR SUBSTITUTIONS.

G16 SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS OF ALL SLAB DEPRESSIONS. THE

CONTRACTOR SHALL COMPARE THE STRUCTURAL SECTIONS WITH THE ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY

TO THE ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS.

G17 THE CONTRACTOR SHALL ENSURE THAT CONSTRUCTION MATERIALS WHOSE WEIGHT EXCEEDS THE DESIGN LIVE LOADS INDICATED

ON THE STRUCTURAL DRAWINGS ARE NOT STORED ON STRUCTURALLY SUPPORTED FLOOR OR ROOF FRAMING.

G18 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE GRADES WITH THE CIVIL ENGINEER'S GRADING PLAN AND THE

LANDSCAPE ARCHITECT'S PLAN.

G19 THE DRAWINGS IN THE STRUCTURAL DOCUMENTS ARE NOT TO BE SCALED FOR ANY PURPOSE, INCLUDING THE DETERMINATION OF

QUANTITIES AND THE FIT UP OF MATERIALS.

G20 THESE PLANS MUST BE SUBMITTED FOR REVIEW BY THE GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION.

G21 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT

SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS,

FABRICATION OF ANY STRUCTURAL MEMBERS, AND ERECTION IN THE FIELD.

G22 PRECONSTRUCTION MEETINGS : THE CONTRACTOR IS RESPONSIBLE FOR ARRANGING PRECONSTRUCTION MEETINGS FOR THE

FOUNDATION AND SUPERSTRUCTURE ELEMENTS OF THE PRIMARY FRAME WITH A MINIMUM OF TWO WEEKS OF NOTICE PRIOR TO

START OF THE RELEVANT WORK. ATTENDEES SHALL INCLUDE THE CONTRACTORS, APPROPRIATE SUBCONTRACTORS, FABRICATORS,

INSPECTORS, ARCHITECT/ENGINEERS. ON THE MEETING AGENDA SHALL BE REVIEW OF WORK SCOPE, PROJECT SCHEDULE OF THE

ELEMENT IN QUESTION, CONTACT INFORMATION OF RESPONSIBLE PARTIES, INSPECTION POINTS, REVIEW OF MATERIALS AND ANY

SPECIAL DESIGN ISSUES, CLARIFICATIONS, TESTING AND ACCEPTANCE, AND ANY OTHER TOPIC DEEMED APPROPRIATE BY THE

CONTRACTOR OR THE ARCHITECT.

G23 EXISTING UTILITIES : UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL PLANS, THE LOCATION OF ANY EXISTING SUBGRADE

UTILITIES IS UNKNOWN. FOUNDATION CONSTRUCTION MAY HAVE TO BE MODIFIED UPON DISCOVERY OF SUCH ITEMS. NOTIFY

ARCHITECT AND ENGINEER OF ANY CONFLICT OF EXISTING UTILITY ITEMS WITH THE CONSTRUCTION OF FOUNDATION ELEMENTS.

G24 ROOF DRAINAGE : THE ROOF STRUCTURE AND IT'S SUPPORTING ELEMENTS HAVE BEEN DESIGNED WITH THE ASSUMPTION THAT

SUFFICIENT DRAINAGE HAS BEEN PROVIDED TO PREVENT ANY PONDING OF WATER.

DEMOLITION:

DE1 EXISTING CONDITIONS: THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF THE EXISTING STRUCTURE

AT THE JOB SITE AND REPORT ANY DISCREPANCIES FROM ASSUMED CONDITIONS SHOWN ON THE DRAWINGS TO THE ARCHITECT

AND ENGINEER PRIOR TO DEMOLITION.

DE2 EXISTING UTILITIES : UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL PLANS, THE LOCATION OF ANY EXISTING SUBGRADE

UTILITIES IS UNKNOWN. EXCAVATION OR DEMOLITION MAY HAVE TO BE MODIFIED UPON DISCOVERY OF SUCH ITEMS. NOTIFY

ARCHITECT, ENGINEER, AND OWNER OF ANY CONFLICT OF EXISTING UTILITY ITEMS.

DE3 REVIEW RECORD DOCUMENTS OF EXISTING CONSTRUCTION PROVIDED BY THE OWNER. NOTIFY ENGINEER OF ANY DISCREPANCIES.

DE4 SCHEDULE A SITE OBSERVATION TO SURVEY EXISTING CONDITIONS INCLUDING AREAS TO BE DEMOLISHED AND SURROUNDING

STRUCTURES AND ROADWAYS TO REMAIN.

DE5 REMOVE STRUCTURAL FRAMING MEMBERS AND LOWER TO GROUND BY METHODS SUITABLE TO AVOID FREE FALL AND TO PREVENT

GROUND IMPACT AND EXCESS DUST GENERATION.

DE6 LOCATE EQUIPMENT AND REMOVE DEBRIS AND MATERIALS SO AS NOT TO IMPOSE EXCESSIVE LOADS ON SUPPORTING WALLS,

FLOORS, OR FRAMING.

DE7 PROVIDE AND MAINTAIN SHORING, BRACING, AND STRUCTURAL SUPPORTS AS REQUIRED TO PRESERVE STABILITY AND PREVENT

MOVEMENT, SETTLEMENT, OR COLLAPSE OF CONSTRUCTION AND FINISHES TO REMAIN, AND TO PREVENT UNEXPECTED OR

UNCONTROLLED MOVEMENT OR COLLAPSE OF CONSTRUCTION BEING DEMOLISHED. STRENGTHEN OR ADD NEW SUPPORTS WHEN

REQUIRED DURING PROGRESS OF SELECTIVE DEMOLITION.

DE8 PROVIDE TEMPORARY BARRICADES AND OTHER PROTECTION REQUIRED TO PREVENT INJURY TO PEOPLE AND DAMAGE TO

ADJACENT STRUCTURES, ROADWAYS, AND FACILITIES TO REMAIN. PROVIDE PROTECTION TO ENSURE SAFE PASSAGE OF PEOPLE

AROUND SELECTIVE DEMOLITION AREA AND TO AND FROM OCCUPIED PORTIONS OF STRUCTURE.

DE9 NOTES ON CONTROLLED DEMOLITION OF UNBONDED POST-TENSIOING IN EXISTING STRUCTURE :

A. CONTRACTOR SHALL PERFORM A THOROUGH SURVEY OF THE EXISTING STRUCTURE TO LOCATE THE EXISTING POST-TENSIONING

TENDONS TO BE DETENSIONED. SURVEY METHODS SHALL INCLUDE MEANS SUCH AS LOCATING THE END ANCHORAGES

AND/OR X-RAY. THE LOCATIONS OF THE TENDONS SHALL BE CLEARLY MARKED AT THE TOP AND BOTTOM OF THE SLAB.

B. THE METHOD OF DEMOLITION CHOSEN BY THE CONTRACTOR SHALL ENSURE THAT NO DAMAGE OCCURS TO THE SURROUNDING

STRUCTURE TO REMAIN.

C. THE CONTRACTOR SHALL SUBMIT A DEMOLITION AND TEMPORARY SHORING PLAN SIGNED AND SEALED BY A STRUCTURAL

ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED, THAT CLEARLY DEPICTS HOW THE EXISTING STRUCTURE

WILL BE ADEQUATELY SHORED DURING THE CONTROLLED DEMOLITION. REFER TO NOTES ELSEWHERE IN THESE PLANS REGARDING

RESHORING.

D. RESTRESSING OF EXISTING TENDONS WITH APPROPRIATE NEW HARDWARE SHALL FOLLOW THE PLANS AND SPECIFICATIONS FOR

NEW POST-TENSIONING IN THIS PROJECT.

EXISTING CONDITIONS:

EX1 EXISTING CONDITIONS: THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF ANY EXISTING BUILDINGS

AT THE JOB SITE AND REPORT ANY DISCREPANCIES FROM ASSUMED CONDITIONS SHOWN ON THE DRAWINGS TO THE ARCHITECT

AND ENGINEER PRIOR TO THE FABRICATION AND ERECTION OF ANY MEMBER.

EX2 ANY MODIFICATIONS TO THE PLANS AND SPECIFICATIONS THAT ARE NECESSARY AS A RESULT OF FIELD VERIFICATIONS PERFORMED

BY THE CONTRACTOR SHALL BE IMMEDIATELY SUBMITTED TO THE ENGINEER FOR APPROVAL. UPON APPROVAL, THE CONTRACTOR

SHALL INCORPORATE THESE MODIFICATIONS INTO THE SHOP DRAWINGS PRIOR TO SUBMITTING THEM TO THE ENGINEER.

EX3 THE CONTRACTOR MUST BUILD APPROPRIATE CONTINGENCIES INTO THE PROJECT'S BUDGET AND SCHEDULE TO ACCOUNT FOR

MODIFICATIONS TO STRUCTURAL FRAMING THAT MAY BE NECESSARY TO ACCOMMODATE EXISTING CONDITIONS THAT ARE

DISCOVERED TO BE DIFFERENT FROM THOSE SHOWN ON THESE PLANS.

EX4 REFER TO THE GEOTECHNICAL REPORT FOR ANY DEWATERING MEASURES NECESSARY FOR NEW CONSTRUCTION TO PROCEED

IN DRY CONDITIONS.

SHOP DRAWINGS:

SD1 SHOP DRAWINGS: SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT, AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS.

IT IS NOT THE INTENT THAT THE STRUCTURAL DRAWINGS BE VIEWED AS DETAILED SHOP OR ERECTION DRAWINGS. VARIOUS

DIMENSIONS REQUIRED FOR PROPER FIT-UP OF THE COMPONENTS OF THE STRUCTURE MUST BE DETERMINED FROM THE

INFORMATION THAT IS PROVIDED ELSEWHERE IN THE CONTRACT DOCUMENTS. IT IS THE CONTRACTOR’S AND THEIR DETAILER’S

OR SUBCONTRACTOR'S RESPONSIBILITY TO ESTABLISH AND TO CALCULATE AND VERIFY THESE DIMENSIONS AS REQUIRED TO

ACHIEVE PROPER FIT-UP OF MATERIALS AND TO ACHIEVE COMPLIANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL

AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS.

SD2 SHOP DRAWING CHECK: SUBMITTALS WHICH DO NOT REFLECT THE CONTRACTOR'S APPROVAL, SIGNATURE AND DATE; OR DO NOT

APPEAR TO HAVE BEEN REVIEWED BY THE CONTRACTOR WILL BE RETURNED WITHOUT REVIEW. THE REVIEW OF SHOP DRAWINGS

BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THIS REVIEW

DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT, COMPLETE, NOR DOES IT INFER THAT THEY

SUPERSEDE THE STRUCTURAL DRAWINGS. CORRECTIONS OR COMMENTS MADE (OR NOT MADE) ON THE SHOP DRAWINGS DURING

THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS, GENERAL NOTES

OR SPECIFICATIONS. APPROVAL OF A SPECIFIC ITEM SHALL NOT INCLUDE APPROVAL OF AN ASSEMBLY OF WHICH THE ITEM IS A

COMPONENT.

SD3 CALCULATIONS: SIGNED AND SEALED CALCULATIONS FOR A PARTICULAR SYSTEM SUBMITTED AS PART OF A SHOP DRAWING ARE

REVIEWED FOR LOAD CRITERIA AND GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS. CALCULATION REVIEW AND

COMMENTS DO NOT INFER A DETAILED CHECK OF THE CALCULATIONS, NOR DO THEY RELIEVE THE SYSTEM ENGINEER OR THE

CONTRACTOR OF RESPONSIBILITY.

SD4 REPRODUCTIONS: THE USE OF REPRODUCTIONS OR ELECTRONIC FILES OF THE STRUCTURAL DRAWINGS FOR THE PREPARATION

OF SHOP DRAWINGS IS NOT ACCEPTABLE WITHOUT PRIOR WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD. IF SUCH

AUTHORIZATION IS OBTAINED, DO NOT SUBMIT SHOP DRAWINGS WITH THE CONTRACT DOCUMENT TITLE BLOCK AND/OR THE SEAL

OF THE REGISTERED ENGINEER OF RECORD AFFIXED. ALTERATION OF A SEALED DOCUMENTS WITHOUT PROPER NOTIFICATION OF

THE RESPONSIBLE ENGINEER IS AN OFFENSE OF THE ENGINEERING PRACTICE ACT.

SD5 OMISSION FROM THE SHOP DRAWINGS OF ANY REQUIREMENTS OF THE CONTRACT DOCUMENTS SHALL NOT RELIEVE THE

CONTRACTOR OF THE RESPONSIBILITY OF COMPLYING WITH THE OMITTED REQUIREMENTS, EVEN IF THE SHOP DRAWINGS HAVE

BEEN REVIEWED AND RETURNED.

SD6 THE CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTION OF INADEQUATE OR INCORRECT SHOP DRAWINGS.

SD7 SHOP DRAWINGS THAT ARE NOT SPECIFICALLY REQUIRED BY THE GENERAL NOTES OR SPECIFICATIONS WILL NOT BE REVIEWED

OR RETURNED.

SUBGRADE PREPARATION:SP1 THE CONTRACTOR MUST READ THE GEOTECHNICAL REPORT AND BE THOROUGHLY FAMILIAR WITH SITE AND SUB GRADE

INFORMATION GIVEN THEREIN. ALL SUB GRADE PREPARATION, FILL, FILL PLACEMENT, AND FOUNDATION CONSTRUCTION SHALL BE

PERFORMED IN STRICT COMPLIANCE WITH THE STRUCTURAL DOCUMENTS AND THE SOILS REPORT, AND SHALL BE OBSERVED,

TESTED, AND APPROVED BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO PROCEEDING WITH FOUNDATION CONSTRUCTION.

SP2 ALL ORGANIC AND DELETERIOUS MATERIAL, AS WELL AS ANY EXISTING PAVING, FOUNDATIONS, OR EXISTING FILL SHALL BE

REMOVED FROM THE BUILDING PAD AREA PRIOR TO PLACEMENT OF FILL.

SP3 CUT AND FILL SITE TO WITHIN 2 FEET OF FINISHED SUB GRADE WITH ON-SITE SOILS. IF INSUFFICIENT ON-SITE SOILS ARE

AVAILABLE, ALL IMPORT FILL SHALL BE SELECT FILL. BALANCE ON-SITE SOILS AND SELECT FILL TO PROVIDE A UNIFORM THICKNESS

OF SELECT FILL.

SP4 SELECT FILL SHALL CONSIST OF HOMOGENEOUS SOILS (i.e NOT SAND WITH CLAY LUPMS) FREE OF ORGANIC MATTER AND ROCKS

LARGER THAN 6 INCHES IN DIAMETER AND POSSESSING AN ATTERBERG PI OF LESS THAN 18, WITH A LIQUID LIMIT OF 35 OR LESS

AND A PERCENT PASSING THE #200 SIEVE OF 60% OR LESS. ATTERBERG LIMITS TESTING OF THE FILL AT A RATE OF 1 TEST PER

500 CUBIC YARDS OF FILL 9MINIMUM 1 TEST PER LIFT AND AS VISUAL CHANGE OCCUR) PLACED IS RECOMMENDED TO VERIFY THAT

FILL SPECIFICATIONS ARE MET. THE MATERIAL SHALL BE PLACED IN MAXIMUM 9-INCH LOOSE LIFTS AND COMPACTED TO AT LEAST

95 PERCENT OF THE STANDARD PROCTOR DENSITY (ASTM D698) (100% FOR FILL OVER 5 FEET THICK, AT A MOISTURE CONTENT

BETWEEN -1 AND +3 PERCENTAGE POINTS OF OPTIMUM MOISTURE. THE SPECIFIED MOISTURE CONTENT MUST BE MAINTAINED

DURING CONSTRUCTION. DO NOT PLACE SELECT FILL OUTSIDE THE PERIMETER OF THE BUILDING.

SP5 THE EXTERIOR GRADE BEAMS SHALL BE BACKFILLED WITH A MINIMUM OF 2 FEET THICK CLAY CAP COMPACTED TO A MINIMUM OF

93 PERCENT OF THE MAXIMUM DENSITY AS DETERMINED BY ASTM D698 (STANDARD PROCTOR). AT A MOISTURE CONTENT BETWEEN

+5 TO +8 PERCENTAGE POINTS ABOVE OPTIMUM.

SP6 THE FINAL BUILDING PAD SHALL BE APPROVED BY THE OWNER'S GEOTECHNICAL REPRESENTATIVE PRIOR TO POURING CONCRETE.

SP7 BUILDING PAD INFORMATION GIVEN ABOVE WAS TAKEN DIRECTLY FROM THE SOILS REPORT. REFERENCE THE SOILS REPORT

NOTED ABOVE FOR MORE SPECIFIC BUILDING PAD PREPARATION INFORMATION.

SP8 CARE SHALL BE EXERCISED IN PLACEMENT AND COMPACTION OF FILL IN ALL LEAVE-OUTS. ALL FILL SHALL BE PLACED IN LOOSE

LIFTS AND COMPACTED AT ELEVATED MOISTURE CONTENT AS DETAILED IN THE ABOVE REFERENCED GEOTECHNICAL REPORT.

ANY REBAR SHALL BE APPROPRIATELY MANIPULATED TO ENSURE PROPER COMPACTION. VAPOR BARRIER SHALL BE SUITABLY

PLACED AND LAPPED.

SP9 BACKFILL ADJACENT TO THE WALL ON THE UPHILL SHOULD BE PROPERLY COMPACTED NATIVE CLAY SOIL SLOPED AWAY FROM

THE STRUCTURE TO PROVIDE FOR RAPID RUNOFF AND TO PREVENT PONDING ADJACENT TO THE WALL AND SUBSEQUENT INFILTRATION

S10 FOR SELECT FILL PLACED ABOVE THE EXISTING GROUNDLINE, EXTEND THE LATERAL LIMITS OF THE FILL AT LEAST 5 FEET BEYOND

THE PERIMETER OF THE BUILDING AREA, TRANSITIONING BACK TO THE EXISTING GROUNDLINE ON A 3:1 (HORIZONTAL/VERTICAL) SLOPE.

ISOLATION OF STRUCTURE FROM EXPANSIVE SOILS:

IS1 EXPANSIVE CLAYS ARE PRESENT AT THIS SITE. THE FOLLOWING PRACTICES SHALL BE FOLLOWED AS A MINIMUM TO PREVENT

DAMAGE TO THE STRUCTURE. OTHER MEASURES ARE DESCRIBED IN THE GEOTECHNICAL REPORT AND SHALL BE FOLLOWED.

IS2 GRADE SOIL AROUND BUILDING AWAY FROM THE BUILDING.

IS3 EMPLOY APPROPRIATE MEASURES TO PREVENT PONDING OF WATER IN THE BUILDING PAD AREAS. MAINTAIN THE BUILDING PAD

AT SPECIFIED MOISTURE CONTENT.

IS4 PLACE BACKFILL AROUND THE PERIMETER GRADE BEAMS AND OR BASEMENT WALLS IMMEDIATELY AFTER THEY ARE CAST. ANY

STANDING WATER BEFORE BACKFILL PLACEMENT MUST BE PUMPED DRY AND THE UNDERLYING SOIL MUST BE RETESTED TO

MEET THE REQUIREMENTS OF THE GEOTECHNICAL REPORT.

IS5 A VOID SHALL BE CONSTRUCTED BELOW ALL STRUCTURAL ELEMENTS SUPPORTED BY PIERS TO SEPARATE THESE ELEMENTS

FROM THE SOIL. THE TYPICAL DETAIL PROVIDED IN THE DRAWINGS FOR SEPARATION OF STRUCTURE FROM THE SOIL SHOWS THE

MOST COMMON METHODS OF PROVIDING A VOID BY EITHER FORMING THE BOTTOM OR USING RECTANGULAR CARTON FORMS.

THE USE OF SIDE RETAINERS IS REQUIRED TO PREVENT SOIL INTRUSION INTO THE VOID AS DESCRIBED IN THE GEOTECHNICAL

REPORT - REFER TO THE GEOTECHNICAL REPORT FOR SPECIFIC REQUIREMENTS. IT IS THE CONTRACTOR’S RESPONSIBILITY TO

ENSURE THAT THE REQUIRED VOIDS AND SIDE RETAINERS EXIST, REGARDLESS OF THE FORMING SYSTEM IMPLEMENTED.

IS6 DEPTH OF VOID BENEATH GRADE BEAMS, PILASTERS, WALL, ETC. SHALL BE AS SHOWN ON THE TYPICAL DETAIL.

IS7 REFER TO THE SPECIFICATIONS FOR PRACTICES TO BE FOLLOWED FOR THE CONSTRUCTION OF VOID FORMS.

FOUNDATIONS:

FD1 GRADE BEAM DIMENSIONS AND/OR LOCATIONS MAY NOT BE ALTERED WITHOUT APPROVAL OF THE ENGINEER OF RECORD. SIDES

OF GRADE BEAMS SHALL BE FORMED. EARTH FORMING OF GRADE BEAMS IS NOT ALLOWED.

FD2 REFER TO THE SLAB CONSTRUCTION NOTES FOR ALL SLAB-ON-GRADE REQUIREMENTS.

FD3 REFERENCE THE FOUNDATION PLAN FOR SIZE AND SPACING OF SLAB-ON-GRADE REINFORCEMENT.

FD4 PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS UNLESS NOTED OTHERWISE. REFER TO TYPICAL CORNER

BAR DETAIL.

FD5 FOUNDATION WALLS SHALL HAVE TEMPORARY BRACING BEFORE BACKFILL IS PLACED AGAINST THEM. TEMPORARY BRACING SHALL

NOT BE REMOVED UNTIL WALL IS PERMANENTLY BRACED BY FLOOR DIAPHRAGMS, UNLESS NOTED OTHERWISE.

FD6 FOUNDATION PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER.

FD7 CONSTRUCTION JOINTS: CAST ALL PILASTERS ON BEAMS AND WALLS MONOLITHICALLY WITH THE BEAM OR WALL. CAST ALL

INTERSECTIONS OF THE VARIOUS CONCRETE ELEMENTS (SLABS, JOISTS, BEAMS, WALLS, COLUMNS, AND PILASTERS)

MONOLITHICALLY UNLESS POCKETS, BLOCKOUTS, OR KEYWAYS ARE SPECIFICALLY DETAILED IN THE DRAWINGS. IF CONSTRUCTION

JOINTS ARE ABSOLUTELY UNAVOIDABLE, THE JOINTS SHALL BE LOCATED AS FOLLOWS: CONSTRUCTION JOINTS IN BEAMS, JOISTS,

WALLS AND STRUCTURAL SLABS SHALL BE LOCATED WITH 1'-0" OF CENTER SPAN BETWEEN SUPPORTS. LOCATE HORIZONTAL

JOINTS IN WALL AND COLUMNS AT UNDERSIDE OF SUPPORTED ELEMENTS AT THE TOP OF THE WALL OR COLUMN AND AT THE TOP

OF FOOTING OR FLOOR SLAB AT THE BOTTOM OF THE WALL OR COLUMN.

FD8 WATERSTOPS: PROVIDE WATERSTOPS AT ALL SUB GRADE CONSTRUCTION JOINTS IN CONCRETE ELEMENTS WHERE THE EARTH

SUB GRADE AT THE JOINT IS ON ONE SIDE OF THE CONCRETE MEMBER ONLY. PROVIDE WATERSTOPS AT OTHER LOCATIONS

INDICATED IN THE DOCUMENTS.

FD9 VARIOUS CONDUITS, PIPES AND SLEEVES WHICH ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS MAY BE REQUIRED BY

EQUIPMENT SUPPLIERS OR THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS. THE CONTRACTOR SHALL

COORDINATE AND IMPLEMENT THESE ITEMS INTO THE CONCRETE WORK. ALL CONDUITS, PIPES AND SLEEVES EMBEDDED IN

CONCRETE SHALL COMPLY WITH ACI 318, SECTION 6.3.

FD10 NO VERTICAL CONDUIT, SLEEVE OR PIPE IS PERMITTED TO BE EMBEDDED IN THE CONCRETE BEAM WITHOUT PRIOR WRITTEN

APPROVAL FROM THE ENGINEER OR UNLESS SPECIFICALLY DETAILED OTHERWISE.

FD11 REFER TO THE GEOTECHNICAL REPORT FOR RISK OF GROUNDWATER PRESENCE AND ITS POTENTIAL IMPACT ON NEW

CONSTRUCTION. CONTRACTOR MUST CARRY AN APPROPRIATE ALLOWANCE IN THE BIDS FOR MEASURES SUCH AS SITE

DEWATERING AND PIER CASINGS ETC.

FOOTINGS

F1 FOOTINGS DESIGNS ARE BASED UPON THE INFORMATION LISTED BELOW. REFER TO TYPICAL FOOTING DETAIL FOR SCHEDULE AND

REINFORCING. DISTRIBUTION OF FOOTING TYPES IS SHOWN ON PLANS.

ALLOWABLE END BEARING PRESSURE: 3000 PSF FOR STRIP FOOTINGS, 3500 PSF FOR ISOLATED FOOTINGS

MINIMUM BEARING DEPTH: 2 FT

GEOTECHNICAL CONSULTANT: ETTL ENGINEERS & CONSULTANTS INC.

GEOTECHNICAL REPORT NO.: G4853-17

GEOTECHNICAL REPORT DATE: AUGUST 2017

F2 FOOTINGS CONSTRUCTION AND CONCRETING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL

REPORT. ANY ACCUMULATED WATER SHALL BE PUMPED FROM THE EXCAVATION PRIOR TO CONCRETE PLACEMENT AND REINSPECTED.

F3 FOOTINGS NOT SPECIFICALLY LOCATED ON THE PLAN SHALL BE LOCATED ON CENTERLINE OF THE COLUMN ABOVE. WHERE NO

COLUMN OCCURS, LOCATE FOOTING ON CENTERLINE OF WALL OR BEAM.

F4 PROVIDE DOWELS FROM FOOTINGS INTO CONCRETE ABOVE PER THE TYPICAL FOOTING DETAIL.

F5 ELEVATION OF TOP OF FOOTING IS NOTED ON DRAWINGS.

F6 REFERENCE PLANS AND FOOTING SCHEDULE FOR FOOTING SIZE, REINFORCING, AND DEPTH OF BEARING STRATUM.

F7 ALL FOOTINGS SHALL BE INSPECTED BY A REPRESENTATIVE OF A QUALIFIED GEOTECHNICAL LABORATORY IN ORDER TO ENSURE

THAT THE BEARING STRATUM IS PROPER IN ACCORDANCE WITH THE RECOMMENDATIONS GIVEN IN THE GEOTECHNICAL REPORT.

F8 THE TOPS OF ALL PERIMETER FOOTINGS SHALL BE AT LEAST 24 INCHES BELOW THE FINAL SURROUNDING GRADE.

F9 TEMPLATES SHALL BE UTILIZED TO SET DOWELS AND ANCHOR BOLTS IN FOOTINGS. DETAILS OF THE TEMPLATES SHALL BE

PROVIDED IN THE FOOTING SHOP DRAWINGS.

DRILLED CONCRETE PIERS

P1 STRAIGHT SHAFT (SS) DRILLED PIER DESIGNS ARE BASED UPON THE INFORMATION LISTED BELOW. REFER TO TYPICAL PIER DETAIL

FOR PIER SCHEDULE AND REINFORCING. DISTRIBUTION OF PIER TYPES IS SHOWN ON PLANS.

ALLOWABLE END BEARING PRESSURE: 3500 PSF

MINIMUM PIER CLEAR SPACING: 2 SHAFT DIAMETERS

MINIMUM PENETRATION INTO BEARING STRATUM: 10 FT BELOW EXIST. NATURAL GRADE FOR PRICING (TO BE VERIFIED BY GEOTECH E.O.R)

BEARING STRATUM: TO BE VERIFIED BY GEOTECH E.O.R AT PIER DRILLING TIME

GEOTECHNICAL CONSULTANT: G4853-17

GEOTECHNICAL REPORT NO.: ETTL ENGINEERING & CONSULTANT INC.

GEOTECHNICAL REPORT DATE: AUGUST 2017

P2 PIER CONSTRUCTION AND CONCRETING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT

AND AS PER THE CURRENT VERSION OF ACI 336. FILL PIER EXCAVATIONS WITH CONCRETE AS SOON AS PRACTICAL, BUT NO LONGER

THAN 4 HOURS AFTER THE START OF DRILLING IN THE PENETRATION ZONE. ANY ACCUMULATED

WATER SHALL BE PUMPED FROM THE PIER HOLES PRIOR TO CONCRETE PLACEMENT. REFER TO THE GEOTECHNICAL REPORT FOR

CASING REQUIREMENTS.

P3 PIERS NOT SPECIFICALLY LOCATED ON THE PLAN SHALL BE LOCATED ON CENTERLINE OF THE COLUMN ABOVE. WHERE NO

COLUMN OCCURS, LOCATE PIER ON CENTERLINE OF WALL OR BEAM.

P4 PROVIDE DOWELS FROM PIERS INTO CONCRETE ABOVE PER THE TYPICAL PIER DETAIL.

P5 ELEVATION OF TOP OF PIER IS NOTED ON DRAWINGS.

P6 REINFORCING CAGE SHALL BE HELD SECURELY AWAY FROM EARTH AT SIDE AND BOTTOM BY SETS OF 3 SPACERS AT A MAXIMUM

SPACING OF 8 FEET ALONG THE LENGTH OF THE CAGE AND 12-INCHES FROM THE BOTTOM.

P7 PIER REINFORCING AND CONCRETE SHALL BE PLACED IMMEDIATELY AFTER DRILLING OPERATIONS ARE COMPLETE. IN NO CASE

SHALL A PIER BE DRILLED THAT CANNOT BE POURED BY THE END OF THE WORKDAY.

P8 REFERENCE PLANS AND PIER SCHEDULE FOR PIER SIZE, REINFORCING, AND PENETRATION INTO BEARING STRATUM.

P9 THE CONTRACTOR SHALL VERIFY DEPTHS OF PIERS BEFORE PIER STEEL IS CUT. PIER STEEL MAY BE DELIVERED TO THE JOBSITE

IN STANDARD LENGTHS AND CUT AS REQUIRED. PROVIDE 64 BAR DIAMETER LAPS IN ALL VERTICAL PIER REINFORCING. INCREASE

LAP LENGTH TO 75 BAR DIAMETERS FOR PIERS SUPPORTING SHEAR WALLS AND/OR BRACED FRAMES.

P10 PIER TIES SHALL CONTAIN A 16-INCH LAP LENGTH.

P11 TOP OF PIER SHALL BE OF THE SPECIFIED DIAMETER. BELLING AT THE TOP OF PIERS IS PROHIBITED. FORM TOP OF PIER IF REQUIRED

TO MAINTAIN THE SPECIFIED DIAMETER. ANY CONCRETE EXTENDING BEYOND THE SPECIFIED DIAMETER SHALL BE REMOVED.

P12 ALL PIERS SHALL BE INSPECTED BY A REPRESENTATIVE OF A QUALIFIED GEOTECHNICAL LABORATORY IN ORDER TO INSURE THAT

THE PROPER BEARING MATERIAL HAS BEEN REACHED IN ACCORDANCE WITH THE RECOMMENDATIONS GIVEN IN THE

GEOTECHNICAL REPORT.

P13 THE TOPS OF ALL PERIMETER PIERS SHALL BE AT LEAST 24 INCHES BELOW THE FINAL SURROUNDING GRADE.

P14 TEMPLATES SHALL BE UTILIZED TO SET DOWELS AND ANCHOR BOLTS IN PIERS. DETAILS OF THE TEMPLATES SHALL BE PROVIDED

IN THE PIER SHOP DRAWINGS.

P15 CASING, IF UTILIZED ON THIS PROJECT, SHALL HAVE AN INSIDE DIAMETER EQUAL TO THE PIER DIAMETER SHOWN IN THE

PIER SCHEDULE.

P16 WHERE THE CLEAR DISTANCE BETWEEN TWO PIERS IS LESS THAN THE PIER DIAMETER OF THE LARGER PIER, THE CONTRACTOR

SHALL WAIT AT LEAST 48 HOURS AFTER CASTING THE FIRST PIER BEFORE DRILLING THE SECOND PIER.

P17 THE PRICE FOR CASING OF PIERS SHALL BE INCLUDED WITHIN THE BASE BID. THE CONTRACTOR SHALL PROVIDE A

UNIT PRICE (ADD AND DEDUCT) FOR EACH CASING SIZE CALLED OUT ON THE PLANS. PAYMENT FOR CASING SHALL BE BASED UPON

THE NET LENGTH OF CASING UTILIZED ON THE PROJECT.

ABBREVIATION LEGENDABBR DEFINITION ABBR DEFINITION

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

AFF ABOVE FINISHED FLOOR

AISCAMERICAN INSTITUTE OF STEELCONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTMAMERICAN SOCIETY FOR TESTING ANDMATERIALS

AWS AMERICAN WELDING SOCIETY

BFF BELOW FINISHED FLOOR

BL BLOCK LINTEL

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

BP BASE PLATE

BRG BEARING

CFMF COLD-FORMED METAL FRAMING

CGS CENTROID OF TENDONS

CIP CAST IN PLACE

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONN CONNECTION

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

CRSI CONCRETE REINFORCING STEEL INSTITUTE

DIA DIAMETER

DBA DOWEL BAR ANCHOR

DC DATA CENTER

DL DEAD LOADS

DT DOUBLE TEE

EA EACH

EDC ELECTRICAL DISTRIBUTION CENTER

EIFS EXTERIOR INSULATION AND FINISH SYSTEM

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FINISHED FLOOR

FM FACTORY MUTUAL

FRP FIBER REINFORCED PLASTIC

FS FAR SIDE

FTG FOOTING

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GYP BD GYPSUM BOARD

H HEIGHT

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

IBC INTERNATIONAL BUILDING CODE

INFO INFORMATION

INT INTERIOR

ISO ISOLATION

IT INVERTED TEE

JBE JOIST BEARING ELEVATION

JST JOIST

JT JOINT

KIP 1000 POUNDS

KSI KIPS PER SQUARE INCH

L LENGTH

LdTENSION DEVELOPMENT LENGTH ASSHOWN IN REINFORCING LAP SCHEDULE

LB POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

PTI POST-TENSIONING INSTITUTE

PE PROFESSIONAL ENGINEER

PEMBPRE-ENGINEERED METALBUILDING

PENTR PENETRATION

PL PLATE

PLAM PLASTIC LAMINATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST-TENSIONING

QTY QUANTITY

RAF RAISED ACCESS FLOOR

REF REFER TO

REINF REINFORCING

REQD REQUIRED

REV REVERSE

RO ROUGH OPENING

RTU ROOF TOP UNIT

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SE STRUCTURAL ENGINEER

SHT SHEET

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SOG SLAB ON GRADE

SPECS SPECIFICATIONS

STAG STAGGERED

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

T&B TOP AND BOTTOM

TB TOP OF BEAM

TC TRANSFER COLUMN

THK THICKNESS

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOGB TOP OF GRADE BEAM

TOM TOP OF MASONRY

TOP TOP OF PAVING

TOS TOP OF STEEL

TOSC TOP OF STRUCTURAL CONCRETE

TOW TOP OF WALL

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W WIDTH

WP WORK POINT

WWF WELDED WIRE FABRIC

LOC LOCATION

LONG LONGITUDINAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LWC LIGHT WEIGHT CONCRETE

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

NIC NOT IN CONTRACT

NO NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

NWCNORMAL WEIGHT CONCRETE(150 PCF)

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

PAF POWDER ACTUATED FASTENER

PCF POUNDS PER CUBIC FOOT

PCIPRECAST AND PRESTRESSEDCONCRETE INSTITUTE

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AG&E Structural EngenuityF-8435

Structural Engenuity

Firm Reg No. F-8435

15280 Addison Road, Suite 310Addison, Texas 75001Ph: 214.520.7202www.age-se.com

PROJECT # 17-136

10-24-2017

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TX Firm: F-3709

DALLAS14001 Dallas Parkway, Suite 400

Dallas, TX 75240972-233-1323 P972-233-1373 F

ARCHITECT PBK Architects, Inc.

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GENERALNOTES

SHEET LISTSHEET NUMBER SHEET NAME

S0.00 GENERAL NOTES

S0.01 GENERAL NOTES

S0.02 GENERAL NOTES

S0.03 GENERAL NOTES

S0.04 GENERAL NOTES

S0.05 SITE PLAN

S0.06 OVERALL 3D VIEWS

S1.00 VAULT FOUNDATION & ROOF FRAMING PLANS

S1.10 FIRST FLOOR PLAN

S1.20 SECOND FLOOR FRAMING PLAN

S1.30 ROOF & HIGH ROOF FRAMING PLANS

S1.40 TICKET BOOTH & STADIUM ENTRY FND. & RF FRM PLANS

S2.00 FRAME DETAILS

S2.20 BRACE FRAME ELEVATIONS

S3.00 FOUNDATION SECTIONS




S3.10 VAULT SECTIONS AND DETAILS

S3.11 VAULT SECTIONS AND DETAILS

S3.12 RETAINING WALL PLAN AND SECTIONS

S4.00 TYPICAL CMU DETAILS AND SCHEDULES

S4.01 TYPICAL CMU DETAILS

S5.00 TYPICAL STEEL DETAILS AND SCHEDULES

S5.01 TYPICAL STEEL DETAILS AND SCHEDULES

S5.02 STEEL FRAMING SECTIONS



12" = 1'-0"3 GENERAL NOTES

12" = 1'-0"2 ABBREVIATION LEGEND

12" = 1'-0"1 SHEET LIST

C D E

2

3

1

C.5 D.5

3'-2

"3

8'-6

"

1'-0" 9'-6 1/2" 4'-0 1/2" 7'-10 1/2" 8'-11 1/2" 1'-7"

33'-0"

INDICATES 8" LOAD BEARING CMU SHEAR WALL ALL AROUND ELEVATOR (SW2) ; SEE 4/S4.00 FOR CMU REINF. AND NOTE 12 TYP.

1

S3.10

34

' -

2"

9' -

6"

2

S3.10

3

S3.10

4

S3.10

5

S3.10

4

S3.10

6

S3.10

S3.10

7

S3.10

8

3

S3.10

6

S3.10

13" THICK STRUCTURAL CONC SLAB REINF WITH #6 AT 12" O.C.

E.W T&B; REF 3/S3.10 FOR REINFORCING PLACEMENT AND 8/S3.00 FOR

REINFORCING SPLICE INFO. THE TOP BARS SPLICE AT MID SPAN BETWEEN SUPPORTS AND HOOK AT DISCONT. ENDS AND BOTTOM BARS

SPLICE AT SUPPORTS

TOSC EL = 86'-0" U.N.O

16" THICK CONCRETE RETAINING WALL; COORDINATE THE SIZE, HEIGHT AND LOCATION WITH CIVIL AND ARCH. DWGS.

16" THICK CONCRETE RETAINING WALL; COORDINATE THE SIZE, HEIGHT AND LOCATION WITH CIVIL AND ARCH. DWGS.

1

S3.12

1

S3.12

SW2

SW

2

SW

2

3

S3.02

CO

L BY O

THERS

CO

L BY O

THERS

1'-6

"1

'-6

"

1'-6" 1'-6"1'-6" 1'-6"

1'-6

"1

'-6

" F1 F1

10'-6" 10'-0" 10'-6"

8'-7

"

1

S3.03

2

S3.03

REFER TO ARCH DWGSFOR SIZE AND LOCATIONOF OPENINGS IN CONC. WALLS. SEE 8/S3.01 FOR TYP. REINF. OFOPENING IN CONC. WALLS.

2

GC SHALL COORD. LOCATION OF SUMP PIT IN PLAN WITH ARCH/MEP DRAWINGS.

PLAN NOTE:GC SHALL UNDERSTAND THAT THE VAULT FOUNDATIONS & FRAMING ARE SHOWN AS FINAL CONSTRUCTED STATE. GC IS SOLELY RESPONSIBLE FOR ALL METHODS & DIMENSIONS FOR TEMPORARY SHORING, BRACING, ETC. REQUIRED TO EXCAVATE & STABILIZE SOILS SO THAT VAULT MAY BE INSTALLED AS SHOWN IN CD'S.

2

83'-6" 83'-6"

2

A B

C D E

2

3

1

C.5 D.5

3'-2

"3

8'-6

"

9'-6 1/2" 11'-11" 10'-6 1/2"

12' - 2" 33' - 0"

6'-8

"3

4'-2

"9

'-6

"

3'-11

1/2

"6

'-2 1

/2"

6'-2 1

/2"

6'-4 1

/2"

8"

OP

EN

OP

ENELEV.

1' - 0"

INDICATES 8" LOAD BEARING CMU SHEAR WALL ALL AROUND ELEVATOR (SW2) ; SEE 4/S4.00 FOR CMU REINF. AND NOTE 12TYP.

1

S3.10

2

S3.10

9' - 0" 13' - 0"

10' - 4" 2' - 10"

1' - 0"

5' -

7"

C LB

EA

MC L

BE

AM

C LB

EA

MC L

BE

AM

C LW

ALL

3

S3.10

4

S3.10

5

S3.10

6

S3.10

3

S3.10

4

S3.10

6

S3.10

TOSC EL

100'-0"

10" THICK STRUCTURAL CONC SLAB REINF WITH #6 AT 8" O.C. T&B

LONGITUDINAL REINF AND #4 AT 10 OC T&B TRANSVERSE REINF; REFER TO

FOR REINFORCING PLACEMENT AND FOR REINFORCING SPLICE

INFO. THE TOP BARS SPLICE AT MID SPAN BETWEEN SUPPORTS AND HOOK AT DISCONT. ENDS AND BOTTOM BARS

SPLICE AT SUPPORTS

TOSC EL = 98'-0" U.N.O

7/ S3.11

8/ S3.00

S3.10

8SIM

16" THICK CONCRETE RETAINING WALL; COORDINATE LOCATION WITH CIVIL AND ARCH. DWGS.SEE SHEET S3.12

16" THICK CONCRETE RETAINING WALL; COORDINATE LOCATION WITH CIVIL AND ARCH. DWGS.SEE SHEET S3.12

1

S3.12

1

S3.12

SW2

SW

2

SW2

SW

2

CO

L ABOVE

BY O

THERS

CO

L ABOVE

BY O

THERS

INDICATES AVADEK CANOPY ROOFBY OTHERS

W12X

87

W12

X87

W10X

45

W10X

45

GB1GB

1

GB

1

2

2

PLAN NOTE:GC SHALL UNDERSTAND THAT THE VAULT FOUNDATIONS & FRAMING ARE SHOWN AS FINAL CONSTRUCTED STATE. GC IS SOLELY RESPONSIBLE FOR ALL METHODS & DIMENSIONS FOR TEMPORARY SHORING, BRACING, ETC. REQUIRED TO EXCAVATE & STABILIZE SOILS SO THAT VAULT MAY BE INSTALLED AS SHOWN IN CD'S.

2

1. ALL ELEVATIONS SHOWN ARE BASED ON A TOSC ELEVATION = 100'- 0".THIS REFERENCE ELEVATION IS EQUIVALENT TO THE MEAN SEA

LEVEL ELEVATION NOTED ON THE CIVIL DRAWINGS.

2. REFER TO SHEETS S0.00 SERIES FOR GENERAL NOTES, SCHEDULES AND DESIGN CRITERIA.

3. VERIFY ALL WALL AND WALL OPENING DIMENSIONS AND LOCATIONS WITH ARCH. DRAWINGS.

4. ALL FOOTINGS SHALL BE LOCATED CENTERLINE OF COLUMNS. REFER TO TYPICAL WALL TO FOOTING DETAIL; UNO.

11. DEVIATIONS FROM CONST JOINT/CONTROL JOINT PATTERN SHOWN MUST BE APPROVED BY THE ENGINEER OF RECORD.

12. ALL CMU WALL SHOWN ON PLANS ARE 8" IN WIDTH AND ARE PART OF THE STRUCTURAL LATERAL FORCE RESISTING SYSTEM, AND SUPPORTS GRAVITY LOADS. NON-STRUCTURAL CMU EXISTS IN OTHER LOCATION (SEE ARCH. DWGS). A 3/8" VERT. CONTROL JOINT SHALL BE PROVIDED WHEREVER STRUCTURAL & NON STRUCTURAL CMU ABUT. REF SHEET S4.00 AND 6/S4.00 FOR THICKENED SLAB BENEATH ALL NON-STRUCTURAL INTERIOR CMU WALLS.

13. DENOTES BRACED FRAME ON PLAN.

14. INDICATES EXISTING CONSTRUCTION TO REMAIN.

15. PIERS WITHOUT CENTERLINES SHOWN ON PLAN OR SECTION/DETAIL SHALL BE LOCATED AS FOLLOWS:

A. COLUMNS: CL OF COLUMN B. GRADE BEAMS AND WALLS: CL OF GRADE BEAM OR WALL C. ALONG THE LENGTH OF: GRADE BEAM AND WALLS.

INTERMEDIATE PIERS SHOWN SHALL BE SPACED EQUALLY BETWEEN PIERS THAT ARE DIMENSIONALLY SET ON PLAN OR AS NOTED ABOVE.

FOUNDATION - SHEET NOTES

5. REFER TO ARCH DRAWINGS FOR FLOOR DROP AND SLOPE INFORMATION NOT SHOWN.

6. REFER TO SHEETS S2.00 SERIES FOR BRACED FRAME ELEVATIONS AND DETAILS.

7. REFER TO SHEETS S3.00 SERIES FOR CONCRETE PIER SCHEDULE AND TYPICAL FOUNDATION DETAILS.

8. REFER TO SHEET S4.00 FOR TYPICAL CMU DETAILS AND SCHEDULES.

9. REFER TO SHEET S5.00 FOR STEEL BASE PLATE SCHEDULE, ANCHOR ROD SCHEDULE AND TYPICAL STEEL FRAMING DETAILS.

10. AT INTERIOR CMU WALL LOCATIONS, WHERE GRADE BEAM NOT SHOWN, PROVIDE SLAB TURNDOWN PER DETAIL 11/S-301, TYPICAL.

2

COLUMN AND FOOTING KEY

FX - DENOTES FOOTING TYPE

XX'-XX" - DENOTES TOP OF FOOTING EL

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106120



Firm Reg No. F-8435


PROJECT # 17-136

10-24-2017

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S1.0

0V

AU

LT

FO

UN

DA

TIO

N &

RO

OF

FR

AM

ING

PL

AN

S

S1.00

VAULTFOUNDATION &ROOF FRAMING

PLANS

1/8" = 1'-0"1 VAULT FOUNDATION PLAN

1/8" = 1'-0"2 VAULT ROOF FRAMING PLAN

A B

C D E

F G H I

2

33

4

55

1

S2.20

W12

X87

W12

X87

W10X

45

W12

X87

W12

X87

W12

X87

W12

X87

HSS12

X6X1/

2

HSS12

X6X1/

2

W12

X87

HSS6X

6X3/

8

HSS6X

6X3/

8

W12

X87

W12

X87

10'-4" 2'-10" 13'-7" 16'-10" 16'-10" 16'-5" 10'-4"

12

'-2

"3

'-2

"

11

'-5

"9

"

EXISTING CONSTRUCTION

TO REMAIN

INDICATES 8" LOAD BEARING CMU SHEAR WALL ALL AROUND ELEVATOR (SW2) ; SEE 4/S4.00 FOR CMU REINF. AND NOTE 12TYP.

ELEVATOR

W12

X87

VAULT ROOF AREA BELOW

W10

X45

9'-0" 13'-0"

3'-6

"8

'-0

"8

'-7

"

10'-6" 10'-0"

GB1

GB

1

GB

1

GB

1

GB

1

GB

1

GB

1

GB

17

S3.02

7

S3.02

NEW BRICK LEDGE

FIELD VERIFY

7' - 11" EXISTING CONSTRUCTION TO REMAIN

FIELD VERIFY

7' - 11"

GB1

GB1

P1

=+(97'-6")

GB1

GB1

1

S3.10

SW

2

SW

2

SW2

2

S3.10

SW2

4

S3.10

5

S3.10

6

S3.10

GB1

STAIR BY OTHERS

STAIR BY OTHERS F2

=+(97'-6")F2

=+(97'-6")F3

=+(97'-6")

F3=+(97'-6")

P1

=+(97'-6")

P1

=+(97'-6")

P1

=+(97'-6")P1

=+(97'-6")

P1

=+(97'-6")

P1

=+(97'-6")

P1

=+(97'-6")

F1=+(97'-6")

INDICATES CONC RETAINING WALLSSEE 1/ S3.12

1

S3.12

1

S3.12

W12X

87

1

S3.02

5

S3.035

S3.03

5

S3.03

5

S3.035

S3.03

5

S3.03

2

S3.02

2

S3.02

6

S3.02

NEW RAMP

GB1

GB

1

GB

1

5" THICK CONC. REINF. WITH #4 AT 12" O.C. E.W; ON PREPARED SUBGRADE. REF

SHEET S0.00 AND THE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION

AND SLAB CONSTRUCTION NOTES. (PROVIDE VAPOR RETARDER PER SPECS

IMMEDIATELY BELOW THE SLAB)

TOSC EL = 100'-0" U.N.O

5

S3.02

2

2 22

GB1

GB1

GB

1

GB

1

5

S3.032

HSS4X

4X3/

8

HSS4X

4X3/

8

HSS4X

4X1/

4

HSS4X

4X1/

4

FILED VERIFY

8'-9" 20'-4 1/2" 15'-6 3/4" 11'-5 1/4"

NEW COLS TYPICAL OF 4

CL NEW COL CL NEW COL CL NEW COLCL NEW COL

2

8"

8"

C LN

EW

CO

LS

2

PLAN NOTE:FOR NEW COLUMN NESTED AND WELDED TO EXISTING COLUMN PROVIDE ¾” THICK BASEPLATE WITH (4) POST-INSTALLED ANCHOR BOLTS. GC SHALL DEMO EXISTING COLUMN BLOCK OUT TO GET DOWN TO SAME BASE PLATE BEARING ELEVATION AS THE ORIGINAL COLUMN. BASEPLATE WILL NEED TO BE FIELD MODIFIED TO FIT NEXT TO THE EXISTING BASEPLATE. FOR BIDDING PURPOSES THE BASEPLATE SHALL BE 14”X14” AND SHALL HAVE (4) 1” DIAMETER HOLES FOR (4) NEW ¾” DIAMETER X 1’-2” EMBED HAS RODS WITH HILTI HY-200 ADHESIVE. PROVIDE HIGH PRESSURE STRENGTH GROUT BELOW BASEPLATE TO MATCH THICKNESS OF THE EXISTING CONDITIONS

2

1. ALL ELEVATIONS SHOWN ARE BASED ON A TOSC ELEVATION = 100'- 0".THIS REFERENCE ELEVATION IS EQUIVALENT TO THE MEAN SEA

LEVEL ELEVATION NOTED ON THE CIVIL DRAWINGS.

2. REFER TO SHEETS S0.00 SERIES FOR GENERAL NOTES, SCHEDULES AND DESIGN CRITERIA.

3. VERIFY ALL WALL AND WALL OPENING DIMENSIONS AND LOCATIONS WITH ARCH. DRAWINGS.

4. ALL FOOTINGS SHALL BE LOCATED CENTERLINE OF COLUMNS. REFER TO TYPICAL WALL TO FOOTING DETAIL; UNO.

11. DEVIATIONS FROM CONST JOINT/CONTROL JOINT PATTERN SHOWN MUST BE APPROVED BY THE ENGINEER OF RECORD.

12. ALL CMU WALL SHOWN ON PLANS ARE 8" IN WIDTH AND ARE PART OF THE STRUCTURAL LATERAL FORCE RESISTING SYSTEM, AND SUPPORTS GRAVITY LOADS. NON-STRUCTURAL CMU EXISTS IN OTHER LOCATION (SEE ARCH. DWGS). A 3/8" VERT. CONTROL JOINT SHALL BE PROVIDED WHEREVER STRUCTURAL & NON STRUCTURAL CMU ABUT. REF SHEET S4.00 AND 6/S4.00 FOR THICKENED SLAB BENEATH ALL NON-STRUCTURAL INTERIOR CMU WALLS.



15. PIERS WITHOUT CENTERLINES SHOWN ON PLAN OR SECTION/DETAIL SHALL BE LOCATED AS FOLLOWS:

A. COLUMNS: CL OF COLUMN B. GRADE BEAMS AND WALLS: CL OF GRADE BEAM OR WALL C. ALONG THE LENGTH OF: GRADE BEAM AND WALLS.

INTERMEDIATE PIERS SHOWN SHALL BE SPACED EQUALLY BETWEEN PIERS THAT ARE DIMENSIONALLY SET ON PLAN OR AS NOTED ABOVE.

FOUNDATION - SHEET NOTES

5. REFER TO ARCH DRAWINGS FOR FLOOR DROP AND SLOPE INFORMATION NOT SHOWN.

6. REFER TO SHEETS S2.00 SERIES FOR BRACED FRAME ELEVATIONS AND DETAILS.

7. REFER TO SHEETS S3.00 SERIES FOR CONCRETE PIER SCHEDULE AND TYPICAL FOUNDATION DETAILS.

8. REFER TO SHEET S4.00 FOR TYPICAL CMU DETAILS AND SCHEDULES.

9. REFER TO SHEET S5.00 FOR STEEL BASE PLATE SCHEDULE, ANCHOR ROD SCHEDULE AND TYPICAL STEEL FRAMING DETAILS.

10. AT INTERIOR CMU WALL LOCATIONS, WHERE GRADE BEAM NOT SHOWN, PROVIDE SLAB TURNDOWN PER DETAIL 11/S-301, TYPICAL.

2

COLUMN AND FOOTING KEY

FX - DENOTES FOOTING TYPE

XX'-XX" - DENOTES TOP OF FOOTING EL

HSSXxXxX - D

ENOTE

S

COLU

MN S

IZE

COLUMN AND PIER KEY

FX - DENOTES PIER TYPE

XX'-XX" - DENOTES TOP OF PIER EL

HSSXxXxX - D

ENOTE

S

COLU

MN S

IZE

S

TATE OF TEXAS

LI C E N S E

D

PR

OF

ESS IO A L ENG

I NE

ER

N

JOHN R. KUBALA

106120



Firm Reg No. F-8435


PROJECT # 17-136

10-24-2017

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TX Firm: F-3709


Dallas, TX 75240972-233-1323 P972-233-1373 F


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PLANNORTHKEY PLAN

TRUENORTH

10/05/2017

1766-01SP


TYLER ISD


DATE

PROJECT NUMBER

CLIENT

REVISIONS

609

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TY

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570

2

PBK.com

PROJECT NUMBER

10/2

4/2

017 3

:52:3

9 P

MC

:\U

sers

\msha

rifi\D

ocu

men

ts\1

7-1

36_

TY

LE

R S

TA

DIU

M P

B_R

17_

msh

arifi.r

vt

2 ADDENDUM #2 10/24/2017

S1.1

0F

IRS

T F

LO

OR

PLA

N

S1.10

FIRST FLOORPLAN

1/8" = 1'-0"1 FIRST FLOOR PLAN

A B

C D E

F G H I

2

33

4

55

1

S2.20

10'-4" 2'-10" 13'-7" 16'-10" 16'-10" 16'-5" 10'-4"7'-10" E.J.1"

EXISTING CONSTRUCTION TO REMAIN E.J.1"

7'-10"

4'-11

"1

2'-2

"3

'-2

"1

'-0 1

/2"

4'-11

"1

1'-5

"9

"1

'-2

"

W1

2X

19

(6

)

HSS8X8X3/8

HS

S8X

8X

3/8

W1

2X

19

(6

)

W1

2X

19

(11

)W

12X

19

(5

)

W1

2X

19

(5

)

W1

2X

19

(11

) W1

2X

19

(11

)

W1

2X

19

(5

)

W12X19 (6) W14X22 (15)

W12X19 (18)

W12X19 (10)

W12X19 (10)

W12X19 (6) W12X19 (6) W12X19 (6)

W12X19 (6) W12X19 (6)

W12X19 (9)

W12X19 (8)

HS

S8X

8X

3/8

W12X19 (10)

W1

2X

19

(12

)

W1

2X

19

(10

)

W1

4X

22

(10

)

W1

2X

19

(6

)

W1

2X

19

(12

)

W12X19 (5)

W1

2X

19

(5

)

HSS8X8X3/8

W12X19 (6)W12X19 (6)W12X19 (6)W12X19 (6)

W12X19 (6)

W12X19 (6) W12X19 (10)

W1

2X

19

(6

)

EXISTING CONSTRUCTION

TO REMAINREF

W12X19

W12X19 (5)

W1

2X

19

(12

)

W1

2X

19

(5

)

W12X19 (6)

W1

2X

19

(5

)

W1

2X

19

(13

)

W1

2X

19

(8

)

W12X19 (6)

W12X19 (12) W12X19 (12)W12X19 (6)

W1

2X

19

(6

)

W12X19 (6)

W1

2X

19

(12

)

W12X19 (18)

W1

4X

22

(6

)

W1

2X

19

(6

)

W1

2X

19

(12

)

W12X19

INDICATES WIND BRACE LOCATION

3 1/2" CONC SLAB REINF WITH6x6 W2.9xW2.9 WWF ON 20 GA MTL

DECK REF GENERAL NOTES ONSHT S0.01 (TYP, UNO)

(TOTAL SLAB THICKNESS = 6 1/2")

TOSC EL = 112'-11"

3 1/2" CONC SLAB REINF WITH6x6 W2.9xW2.9 WWF ON 20 GA MTL

DECK REF GENERAL NOTES ONSHT S0.01 (TYP, UNO)

(TOTAL SLAB THICKNESS = 6 1/2")

TOSC EL = 112'-11"

W1

2X

19

(6

)W

12X

19

(6

)

W12X19 (6) W12X19 (6)

W12X19 (2)

W12X19 (6) W12X19 (6)

W1

2X

19

(6

)W

12X

19

(6

)

REF THIS SHEET NOTE

No.15REF ARCH

DRAWINGS FOR LOCATION

6"

4' -

5"

6"

4' -

5"

5' -

2"

7' -

5"

9"

3' -

0 1

/2"

ELEV.

OP

EN

OP

EN

8

S5.02

8

S5.02

E.J.1" 52' - 9 1/2"

40' - 1"1' - 2"

1' -

2"

5' - 2" 4' - 0" 2' - 7" 9' - 5" 15' - 0" 15' - 3" 39' - 10 1/2"2' - 4 1/8" 4' - 0 1/2"

5' - 2"

18

' -

3"

9"

7' -

5"

10

' -

1"

8"

8

S5.018

S5.01

6

S5.03

6

S5.03

HSS8X8X3/8

HS

S8X

8X

3/8

HS

S8X

8X

3/8

HSS12X6X1/4

HS

S12

X6

X3

/8

HS

S12

X6

X3

/852' - 9 1/2" E.J.

1"

1' - 2 1/2"

S1.20

2S1.20

2SIM

1' - 2 1/2"1' - 2"40' - 1"

H=

7 K

IPS

(A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

F; U

NO

H=

7 K

IPS

(A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

G; U

NO

H=

7 K

IPS

(A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

H; U

NO

H=

3.5

KIP

S (A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

B; U

NO

H=

3.5

KIP

S (A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

C; U

NO

H= 7 KIPS (ASD), TYPICALALONG GRID LINE 5; UNO

HSS8X8X3/8

W1

2X

19

(6

)

H= 3.5 KIPS (ASD), TYPICALALONG GRID LINE 3&4; UNO

H= 7 KIPS (ASD), TYPICALALONG GRID LINE 5; UNO

H= 3.5 KIPS (ASD), TYPICALALONG GRID LINE 3; UNO

H=

3.5

KIP

S (A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

I; U

NO

H=

3.5

KIP

S (A

SD

), T

YP

ICA

LA

LO

NG

GR

ID L

INE

A; U

NO

18.0

K

18.0

K

20.0 K 20.0 K

18.0

K18.0

K

1

S5.04

1

S5.04

1

S5.04

1

S5.04

8

S5.01

13

S5.02

13

S5.02

HSS8X8X3/8

6"

7"

6"

6"

6"

1'-0 1

/2"

W1

2X

16

(10

)W

12X

16

(8

)

W1

2X

16

(10

)W

12X

16

(8

)

6

S5.03

6

S5.03

8

S5.04

8" 13' - 8" 8"

DASHED LINES INDICATESGLASS ENTRY FROM BELOW.PROVIDE TYP. HEADER BRACEDETAIL PER ALL THREE SIDES.

12/ S5.02

S1.20

3

W12x19

2

2

6'-0" WIDE EXTRA LAYEROF WWF AT 3/4" CLR

FROM TOC OVER EVERYGIRDER (TYP)

6'-0" WIDE EXTRA LAYEROF WWF AT 3/4" CLR

FROM TOC OVER EVERYGIRDER (TYP)

SEE NOTE 16

2

2

PLAN NOTE:REFER TO NOTE 3 FOR SECOND FLOOR SLAB EDGES.

2

W1

2X

19

W1

2X

19

(2

)

2

6"

2

2

6"

2

4/ S1.20

NEW COLUMNS AT EXISTING PRESS BOXSTOP AT SECOND FLOOR, TYP

2

PROVIDE SINGLE ANGLE WELDED CONNECTION TO EXISTING BEAMS

2

PROVIDE SINGLE ANGLE WELDED CONNECTION TO EXISTING BEAMS

2

14

S5.02

2

14

S5.02

2

14

S5.02

14

S5.02

2

2

9

S5.04

2

13

S5.04

COMPOSITE BEAM KEY

UNFACTORED REACTIONS (KIPS)

WXXxXX (YY) C=X

CAMBER IN INCHES

# OF 3/4" DIA x 6" HSASTL BEAM SIZE

[-X"]TOB IF DIFFERENT FROM REFERENCE ELEVATION

SHEET NOTES1. REFER TO SHEETS S0 SERIES AND S5 SERIES FOR GENERAL NOTES, SCHEDULES, AND DESIGN CRITERIA.

2. ALL ELEVATIONS ARE BASED ON TOSC EL = 100'- 0".

3. GC SHALL COORDINATE ALL EDGE OF SLAB DIMENSIONS WITH ARCH. DRAWINGS.

4. DETAILING OF ALL MEMBER CONNECTIONS TO THE SUPPORTS SHALL BE PERFORMED TO SATISFY LATEST OSHA ERECTION

REQUIREMENTS.

5. DESIGN LIVE LOAD = SEE SCHEDULE

6. COMPOSITE BEAM CONSTRUCTION IS UNSHORED.

7. WHERE BEAM REACTIONS ARE NOT SHOWN DESIGN CONNECTIONS FOR 15 KIPS.

8. DENOTES MOMENT CONNECTION, REFER TO MOMENT CONNECTION DETAILS.

9. BEAMS THAT ARE MARKED "SEE ELEVATION" ARE SHOWN ON FRAME ELEVATIONS.

10. ALL CMU WALL SHOWN ON PLAN IS PART OF THE STRUCTURAL LATERAL FORCE RESISTING SYSTEM, AND SUPPORTS GRAVITY LOADS. NON-STRUCTURAL CMU EXISTS IN OTHER LOCATION (SEE ARCH. DWGS). A 3/8" VERT. CONTROL JOINT SHALL BE PROVIDED WHEREVER STRUCTURAL & NON STRUCTURAL CMU ABUT. REF SHEET S4.00 AND 4/S4.00 FOR STRUCTURAL CMU WALLS REINF.

AND 9/S4.00 FOR NON-STRUCTURAL INTERIOR CMU WALLS.

11. SEE 9/S5.03 FOR SUPPORT OF CMU WALL BY CONCRETE SLAB ON METAL DECK



14. INDICATES NEW IN-FILL SLAB TO MATCH THE EXISTING CONDITIONS; FIELD VERIFY.

15. GC SHALL COORDINATE TOP OF STEEL ELEVATIONS WITH ARCH. TOP OF STEEL ELEVATIONS AT SECOND FLOOR AND ROOF SHOULD MATCH HEIGHT OF EXISTING PRESSBOX.

16. PROVIDE ADDITIONAL (5)-#6 CONT. BARS IN COMPOSITE SLAB ALONG PERIMETER OF ELEVATOR OPENING. EXTEND BARS 10'-0" PAST CORNERS OF OPENINGS. PROVIDE STD HOOK AT TERMINATION ENDS. ALL LAPS IN REINFORCING SHALL BE WITH MECHANICAL COUPLERS OR 20'-0" LAP SPLICE (TYP.)

2

TOSC ELLANDING

108'- 0"

1' - 2 1/2" 10' - 4" 2' - 10"

12' - 0"SEE ARCH

1' - 8"

2' - 5" 7' - 11 1/2" 1' - 2" 5 1/2"

2' -

4"

3' -

9"

1' -

2"

5' -

8"

4' -

11

"9

"

6"

6"

4' -

5"

5"

SEE ARCH SEE ARCH

HSS12X6X1/4

HS

S12

X6

X3

/8

HS

S12

X6

X3

/8

W1

2X

19

(5

)

HS

S8X

8X

3/8

W1

2X

19

(6

)

W1

2X

19

(13

)

W12X19 (9)

7"

GRID GRID GRID

GRID HSS8X8X3/8

4' -

8"

11"

3" CONC WITH9/16" METAL DECK

C4

X5

.4

C4

X5

.4

C4

X5

.4

EQ. EQ. EQ. EQ.

ALL EXPOSED STEEL TO BE HOT DEEP GALVANIZED

15

S5.02

15

S5.02

SIM

2

2

D

2

3

C.5 D.5

8

S5.04

W12X19

W1

2X

19

W12X19 (10)

W12X19 (10)

W1

2X

19

W1

2X

19

(11

)

W1

2X

16

(10

)

W1

2X

19

(11

)

W1

2X

16

(10

)

W1

2X

19

(12

)

W12X19 (18)

W12X19

W1

2X

19

1' - 6 1/2"

4' - 0 1/2" 7' - 10 1/2"

1' - 6 1/2"

8"2' - 6" 8' - 8" 2' - 6"

8"

ELEV.

OP

EN

OP

EN

8"

7' -

11

"8

" 8"

3' -

2"

1' -

0 1

/2"

1' -

9 1

/2"

1' -

7"0

"4

"

3' - 8 1/2" 3' - 1" 6' - 11" 1' - 4"6"

6' -

8"

1' -

7"

1' -

0 1

/2"

3' -

2"

8"

SW

2

SW

2

SW2

SW2

4' - 0 1/2" 2' - 9" 6' - 7"

1' - 4"

H= 3.5 KIPS (ASD), ALONG CMU SHEAR WALLS TYPE SW2

H= 8 KIPS (ASD), ALONG CMU SHEAR WALLS TYPE SW2

1

S4.01

8

S5.04INDICATES 8" LOAD BEARING CMU SHEAR WALL ALL AROUND ELEVATOR (SW2) ; SEE 4/S4.00 FOR CMU REINF. TYP.

E

2

33

4

55

W1

6X

26

W1

6X

26

W1

4X

26

W1

4X

26

W1

6X

26

W1

6X

26

W1

4X

26

W1

4X

26

HSS14X6X3/8 HSS14X6X3/8 HSS14X6X3/8

12

'-2

"3

'-2

"

11

'-5

"9

"

FV8"

FIELD VERIFY

8'-9" 20'-4 1/2" 15'-6 3/4" 11'-5 1/4" FV4"

9

S5.04

11

S5.04

9

S5.04

9

S5.04

10

S5.0410

S5.04

W8X10 (EXIST)

W8

X1

0 (

EX

IST

)

W8X10 (EXIST) W8X10 (EXIST)

W10X12 (EXIST)

W8

X1

0 (

EX

IST

)

C8

X1

1.5

(E

XIS

T)

W16X45 (EXIST) W16X31 (EXIST) W14X22 (EXIST)

2

C LN

EW

CO

LS

CL NEW COL CL NEW COL CL NEW COLCL NEW COL

S

TATE OF TEXAS

LI C E N S E

D

PR

OF

ESS IO A L ENG

I NE

ER

N

JOHN R. KUBALA

106120



Firm Reg No. F-8435


PROJECT # 17-136

10-24-2017

CH

RIS

TU

S T

rin

ity

Mo

ther

Fra

nce

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PR

ES

S B

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AD

DIT

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AN

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AT

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HOME

TX Firm: F-3709


Dallas, TX 75240972-233-1323 P972-233-1373 F


FO

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IDD

ING

AN

D C

ON

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CT

ION

PLANNORTHKEY PLAN

TRUENORTH

10/05/2017

1766-01SP


TYLER ISD


DATE

PROJECT NUMBER

CLIENT

REVISIONS

609

FA

IR P

AR

K D

R.

TY

LER

, T

X 7

570

2

PBK.com

PROJECT NUMBER

10/2

4/2

017 3

:52:3

9 P

MC

:\U

sers

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2 ADDENDUM #2 10/24/2017

S1.2

0S

EC

ON

D F

LO

OR

FR

AM

ING

PLA

N

S1.20

SECONDFLOOR

FRAMING PLAN

1/8" = 1'-0"1 SECOND FLOOR FRAMING PLAN

1/4" = 1'-0"2 INTERMEDIATE LANDING FRAMING PLAN

1/4" = 1'-0"3 ELEVATOR SECOND FLOOR FRAMING PLAN

1/8" = 1'-0"4 EXISTING PRESSBOX FACILITY FRAMING PLAN

CHRISTUS Trinity Mother Frances ROSE STADIUM...

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