5-04 Maintenance Facility StructuralPlans 20260820.pdf

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#4 x 1'-0" SLAB

DOWEL @ 18".

DRILL & EPOXY

INTO EXIST. SLAB

#4 x 1'-0" SLAB

DOWEL @ 18".

DRILL & EPOXY

INTO EXIST. SLAB

EXIST. CONCRETE

SLAB ON GRADE

FINISHED FLOOR VARIES

EXIST. CONCRETE

SLAB ON GRADE

FINISHED FLOOR VARIES

EXIST. CONCRETE

SLAB ON GRADE

FINISHED FLOOR VARIES

(2) #4 x 1'-0" DOWELS

DRILL & EPOXY INTO

EXIST. FOOTING

(2) #4 x 1'-0" DOWELS

DRILL & EPOXY INTO

EXIST. FOOTING. STEP

FOOTING AS REQUIRED

TO MATCH TOP OF EXIST.

FOOTING ELEVATION

159'-2 3/8" (V.I.F.)

/2

(V .I .F

8" CMU

10" CMU. TYP.

@ EXTERIOR

3'-0"x3'-0"x12"

CONC. FOOTING

w/ (4) #4 EACH WAY

3'-0"x3'-0"x12"

CONC. FOOTING

w/ (4) #4 EACH WAY

3'-0"x3'-0"x12"

CONC. FOOTING

w/ (4) #4 EACH WAY

3'-0"x3'-0"x12"

CONC. FOOTING

w/ (4) #4 EACH WAY

5'-0"x5'-0"x12"

CONC. FOOTING

w/ (5) #5 EACH WAY

5'-0"x5'-0"x12"

CONC. FOOTING

w/ (5) #5 EACH WAY

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

6" CONCRETE SLAB ON GRADE

w/ 6x6 - W2.9xW2.9 WWF

OVER 6" CRUSHED STONE

6" CONCRETE SLAB ON GRADE

w/ 6x6 - W2.9xW2.9 WWF

OVER 6" CRUSHED STONE

F .1

-2 .6

F .1

-2 .6

F .1

-2 .6

F20.12 (-2.67') F20.12 (-2.67') F20.12 (-2.67')

(2) #4 x 1'-0" DOWELS

DRILL & EPOXY INTO

EXIST. FOOTING. STEP

FOOTING AS REQUIRED

TO MATCH TOP OF EXIST.

FOOTING ELEVATION

SEE FLOOR PLAN

FOR SLAB SLOPES

SEE FLOOR PLAN

FOR SLAB SLOPES

PROVIDE NEW MASONRY

AS REQUIRED TO INFILL

& REPAIR WALL AFTER

CHIMNEY REMOVAL. TOOTH

NEW MASONRY INTO EXIST.

NOTES:

1) ALL EXISTING DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURES, OR RELATIVE TO EXISTING STRUCTURES, THAT ARE SHOWN ON THE STRUCTURAL DOCUMENTS WILL BE VERIFIED BY FIELD MEASUREMENTS PERFORMED BY THE CONTRACTOR. ANY DISCREPANCIES SHALL BE REPORTED

TO THE ARCHITECT AND ENGINEER.

2) THE STRUCTURAL DOCUMENTS HAVE BEEN PREPARED BASED ON AVAILABLE KNOWLEDGE OF

EXISTING CONDITIONS. IF, DURING DEMOLITION, EXCAVATION OR CONSTRUCTION, ACTUAL CONDITIONS ARE DISCOVERED TO DIFFER FROM THOSE INDICATED ON THE DOCUMENTS, THE ARCHITECT AND

ENGINEER SHALL BE NOTIFIED.

3) ALL STRUCTURAL DEMOLITION MUST BE COORDINATED WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS.

4) SELECTIVELY DEMOLISH STRUCTURAL COMPONENTS AS REQUIRED TO CONSTRUCT NEW WORK.

PRIOR TO ANY DEMOLITION WORK, AN ENGINEERING SURVEY REPORT OF THE STRUCTURE SHALL BE

PREPARED BY THE CONTRACTOR TO DOCUMENT THE CONDITION OF THE FRAMING, FLOORS, AND

WALLS. ANY ADJACENT STRUCTURE WHERE OCCUPANTS MAY BE EXPOSED SHALL BE SIMILARLY

REVIEWED.

5) SEE ARCHITECTURAL DRAWINGS FOR ALL THE DIMENSIONS. DIMENSIONS ON THIS DRAWING ARE FOR THE CONVENIENCE ONLY AND MUST BE CHECKED WITH ARCHITECTURAL DRAWINGS FOR ACCURACY.

DIMENSIONS ON ARCHITECTURAL DRAWINGS GOVERN.

6) "F20.12" INDICATES 2'-0" WIDE x 12" THICK CONCRETE WALL FOOTING w/ (3)#4 CONT. & #4 @ 24" SHORT

WAY BOTTOM.

7) ( ) INDICATES TOP OF FOOTING ELEVATION RELATIVE TO FINISHED FLOOR ELEVATION 0.00'.

8) COORDINATE AREAS OF EXISTING SLAB ON GRADE REMOVAL WITH MEP DRAWINGS. SEE SHEET S3.0

FOR SLAB ON GRADE TYPICAL INFILL DETAIL.

SHORING, BRACING, PROTECTION, AND UNDERPINNING OF

EXISTING AND ADJACENT STRUCTURES DURING CONSTRUCTION,

INCLUDING ALL DESIGN RESPONSIBILITIES, IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR. PROVIDE SIGNED AND

SEALED CALCULATIONS AND DRAWINGS TO OWNER. PROTECT

AND MAINTAIN THE INTEGRITY OF ADJACENT STRUCTURES,

BUILDINGS AND STREETS,

Longswamp Twsp.

Maintenance Facility

Scale:

As Noted

Drawing:

Sheet:

Designed: Checked:

Revisions

Project

RTR 08/20/26

DescriptionDateNo.

32 South Broad Street | Nazareth PA 18064

(610) 365-7634 www.slatestructural.com

Drawn: Date:

CAD 08/20/26

Project:

FOR PROJECT BID

08/20/2026

S1.0

FOUNDATION PLAN

3300.004

SCALE: 1/8" = 1'-0"

FOUNDATION PLAN

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TO BE REMOVED

EXISTING CMU

TO BE REMOVED

EXISTING CMU

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C M

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TOOTH IN NEW

CMU TO EXIST.

TOOTH IN NEW

CMU TO EXIST.

W14x43W14x43W14x43W14x43

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

HSS6x6x3/8

STEEL COLUMN

PROVIDE NEW BOND BEAM

w/ (1) #5 CONT. ON TOP OF

EXIST. 10" CMU

3/8"x7-1/2"x7-1/2"

BEARING PLATE

w/ (2) 1/2"x4" ANCHORS

TYP. AT ENDS OF W8

LINTELS

W8x24 w/ 3/8"

BOTT. PLATE

W8x24 w/ 3/8"

BOTT. PLATE

W x w

/8

B

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W x w

/8

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CANT. L.E.CANT. L.E. CANT. R.E. CANT. R.E.

L1 L1 L1 L1 L1 L1

PROVIDE NEW MASONRY

AS REQUIRED TO INFILL

& REPAIR WALL AFTER

CHIMNEY REMOVAL. TOOTH

NEW MASONRY INTO EXIST.

5/8" PLYWOOD SHEATHING

NOTES:

1) ALL EXISTING DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURES, OR RELATIVE TO EXISTING STRUCTURES, THAT ARE SHOWN ON THE STRUCTURAL DOCUMENTS WILL BE VERIFIED BY FIELD MEASUREMENTS PERFORMED BY THE CONTRACTOR. ANY DISCREPANCIES SHALL BE REPORTED

TO THE ARCHITECT AND ENGINEER.

2) THE STRUCTURAL DOCUMENTS HAVE BEEN PREPARED BASED ON AVAILABLE KNOWLEDGE OF

EXISTING CONDITIONS. IF, DURING DEMOLITION, EXCAVATION OR CONSTRUCTION, ACTUAL CONDITIONS ARE DISCOVERED TO DIFFER FROM THOSE INDICATED ON THE DOCUMENTS, THE ARCHITECT AND

ENGINEER SHALL BE NOTIFIED.

3) ALL STRUCTURAL DEMOLITION MUST BE COORDINATED WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS.

4) SELECTIVELY DEMOLISH STRUCTURAL COMPONENTS AS REQUIRED TO CONSTRUCT NEW WORK.

PRIOR TO ANY DEMOLITION WORK, AN ENGINEERING SURVEY REPORT OF THE STRUCTURE SHALL BE

PREPARED BY THE CONTRACTOR TO DOCUMENT THE CONDITION OF THE FRAMING, FLOORS, AND

WALLS. ANY ADJACENT STRUCTURE WHERE OCCUPANTS MAY BE EXPOSED SHALL BE SIMILARLY

REVIEWED.

5) SEE ARCHITECTURAL DRAWINGS FOR ALL THE DIMENSIONS. DIMENSIONS ON THIS DRAWING ARE FOR THE CONVENIENCE ONLY AND MUST BE CHECKED WITH ARCHITECTURAL DRAWINGS FOR ACCURACY.

DIMENSIONS ON ARCHITECTURAL DRAWINGS GOVERN.

6) FIELD VERIFY TRUSS BEARING ELEVATION WITH EXISTING CONDITIONS.

SHORING, BRACING, PROTECTION, AND UNDERPINNING OF

EXISTING AND ADJACENT STRUCTURES DURING CONSTRUCTION,

INCLUDING ALL DESIGN RESPONSIBILITIES, IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR. PROVIDE SIGNED AND

SEALED CALCULATIONS AND DRAWINGS TO OWNER. PROTECT

AND MAINTAIN THE INTEGRITY OF ADJACENT STRUCTURES,

BUILDINGS AND STREETS,

Longswamp Twsp.

Maintenance Facility

Scale:

As Noted

Drawing:

Sheet:

Designed: Checked:

Revisions

Project

RTR 08/20/26

DescriptionDateNo.

32 South Broad Street | Nazareth PA 18064

(610) 365-7634 www.slatestructural.com

Drawn: Date:

CAD 08/20/26

Project:

FOR PROJECT BID

08/20/2026

S1.1

ROOF FRAMING PLAN

3300.004

SCALE: 1/8" = 1'-0"

ROOF FRAMING PLAN

GENERAL CONSTRUCTION

1. NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED OTHERWISE. TYPICAL DETAILS ARE TO BE USED FOR ALL CONDITIONS WHERE THE DETAIL IS APPLICABLE, WHETHER OR NOT NOTED ON PLAN. TYPICAL DETAILS MAY BE SLIGHTLY ALTERED IF REQUIRED DUE TO PROJECT CONDITIONS, ONLY WHEN SUBMITTED AND THE ENGINEER’S APPROVAL IS OBTAINED PRIOR TO PERFORMING THE WORK.

2. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS, WITH THE EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE GENERATED BY OTHER DISCIPLINES. ANY DIMENSIONS OR ELEVATIONS OMITTED OR NOT SHOWN ON THE STRUCTURAL DRAWINGS SHOULD BE OBTAINED FROM THE DRAWINGS OF THE OTHER DISCIPLINES. STRUCTURAL DRAWINGS ARE NOT “STAND-ALONE” DOCUMENTS AND SHOULD BE USED IN CONJUNCTION WITH, AND COORDINATED WITH THE SPECIFICATIONS, ARCHITECTURAL DRAWINGS AND ALL OTHER DISCIPLINE’S DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR’S RESPONSIBILITY TO NOTIFY THE ENGINEER AND ARCHITECT PRIOR TO

PERFORMING THE WORK.

3. IF DIFFERENCES OCCUR WITHIN OR BETWEEN DRAWINGS AND SPECIFICATIONS REGARDING MATERIALS, STRENGTHS OR QUANTITIES, THE BETTER MATERIAL, HIGHER STRENGTH, AND GREATER QUANTITY INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED.

4. REPRODUCTIONS OF STRUCTURAL DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED, UNLESS WRITTEN APPROVAL IS

REQUESTED BY THE CONTRACTOR AND IT IS GRANTED BY SLATE STRUCTURAL ENGINEERS.

5. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.

6. THESE DRAWINGS DO NOT DEFINE SCOPE OF CONTRACTOR OR SUBCONTRACTOR CONTRACTS.

7. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOBSITE INCLUDING MEANS AND METHODS OF CONSTRUCTION AND SAFETY OF PERSONS AND PROPERTY. THE ENGINEER’S PRESENCE OR REVIEW OF WORK AT THE JOBSITE IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY AND IS NOT EVER TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION AND

SAFETY METHODS.

8. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND FOR PROTECTING THE COMPLETED OR INCOMPLETED STRUCTURAL FRAMING FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADINGS.

9. COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT THE CONTRACTOR’S EXPENSE.

10. ANY APPROVED CONTRACTOR REQUESTED CHANGES TO THESE DRAWINGS WILL BE DONE AT NO COST TO THE OWNER. APPROVAL OF CONTRACTOR REQUESTED CHANGES IN NO WAY STATES OR IMPLIES APPROVAL OF A CHANGE IN SCOPE OR CHANGE IN CONTRACT COST.

11. ALL REFERENCES TO WATER/DAMPROOFING, FIREPROOFING, AND UTILITIES ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY.

SEE ARCHITECTURAL DRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPROOFING, FIREPROOFING AND UTILITIY DETAILS AND REQUIREMENTS. COORDINATE ALL UNDERGROUND UTILITY REQUIREMENTS WITH THE CIVIL/MEP DRAWINGS. ALL UTILITES SHALL BE ABOVE/BELOW FOOTING AND NOT LOCATED WITHIN THE FOOTINGS. NOTIFY ENGINEER OF RECORD IF OTHERWISE

12. IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY. THE CONTRACTOR MUST PROVIDE A SKETCH OF THE CONDITION WITH HIS PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT DOCUMENTS. THIS SKETCH MUST BE SUBMITTED TO AND APPROVAL MUST BE

GRANTED BY THE ENGINEER PRIOR TO PERFORMING THE WORK.

13. SUBMIT SHOP DRAWINGS SUCH THAT BY THE TIME THEY ARE RECEIVED BY SLATE STRUCTURAL ENGINEERS, THERE WILL BE AT LEAST 14 DAYS BEFORE REVIEWED SUBMITTALS WILL BE NEEDED. ANY REVIEW THAT IS REQUIRED MORE EXPEDIENTLY WILL BE AT THE CONTRACTOR’S EXPENSE. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR’S STAMP OF APPROVAL CERTIFYING THAT HE HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. IF REVIEW OF AN INCOMPLETE SHOP DRAWING IS REQUIRED, THAT SHOP DRAWING SHALL BE CLEARLY MARKED AS INCOMPLETE. THE AREA THAT NEEDS TO BE REVIEWED SHALL BE CLEARLY NOTED WITH AN EXPLANATION FOR THE REASON

FOR PARTIAL APPROVAL.

14. IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8’-0” FROM ANY FOUNDATION/BASEMENT WALL. IF THE CONTRACTOR DEEMS IT NECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THEN 8’-0”, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND, AT HIS OWN EXPENSE, PROVIDE ADEQUATE SUPPORTS OR WALL BRACES TO WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT.

15. SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC. SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO COORDINATE ALL CONTRACT DOCUMENTS TO DETERMINE THE SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC.

16. SIZE AND/OR LOCATION OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY BY FIELD MEASUREMENTS/INVESTIGATION THE SIZE AND/OR LOCATION

OF ALL EXISTING STRUCTURES AND UTILITIES.

EXISTING CONDITIONS/DEMOLITION

1. SHORING, BRACING, PROTECTION, AND UNDERPINNING OF EXISTING AND ADJACENT STRUCTURES DURING CONSTRUCTION, INCLUDING ALL DESIGN RESPONSIBILITIES, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. PROVIDE SIGNED AND SEALED CALCULATIONS AND DRAWINGS TO OWNER. PROTECT AND MAINTAIN THE INTEGRITY OF ADJACENT STRUCTURES, BUILDINGS AND STREETS,

2. ALL EXISTING DIMENSIONS, ELEVATIONS, AND LOCATIONS OF EXISTING STRUCTURES, OR RELATIVE TO EXISTING STRUCTURES, THAT ARE SHOWN ON THE STRUCTURAL DOCUMENTS WILL BE VERIFIED BY FIELD MEASUREMENTS PERFORMED BY THE CONTRACTOR. ANY DISCREPANCIES

SHALL BE REPORTED TO THE ARCHITECT AND ENGINEER.

3. THE STRUCTURAL DOCUMENTS HAVE BEEN PREPARED BASED ON AVAILABLE KNOWLEDGE OF EXISTING CONDITIONS. IF, DURING DEMOLITION, EXCAVATION OR CONSTRUCTION, ACTUAL CONDITIONS ARE DISCOVERED TO DIFFER FROM THOSE INDICATED ON THE DOCUMENTS, THE ARCHITECT

AND ENGINEER SHALL BE NOTIFIED.

4. ALL STRUCTURAL DEMOLITION MUST BE COORDINATED WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS.

5. SELECTIVELY DEMOLISH STRUCTURAL COMPONENTS AS REQUIRED TO CONSTRUCT NEW WORK. PRIOR TO ANY DEMOLITION WORK, AN ENGINEERING SURVEY REPORT OF THE STRUCTURE SHALL BE PREPARED BY THE CONTRACTOR TO DOCUMENT THE CONDITION OF THE FRAMING, FLOORS, AND WALLS. ANY ADJACENT STRUCTURE WHERE OCCUPANTS MAY BE EXPOSED SHALL BE SIMILARLY REVIEWED.

6. CONTRACTOR TO FIELD VERIFY ALL EXISTING FINISHED FLOOR ELEVATIONS PRIOR TO FABRICATION OF STEEL BEGINS. PROVIDE ALLOWANCE FOR ADDITIONAL LEVELING MATERIAL IN AREAS OF BREAK THROUGH TO THE EXISTING STRUCTURE TO ENSURE FINISHED FLOOR ELEVATION OF NEW

MATCHES EXISTING.

7. CONTRACTOR SHALL RETAIN INDIVIDUAL TO PERFORM SITE SAFETY DEMOLITION PLAN, ENGINEERING STUDY AND ALL OTHER SERVICES

RELATED TO DEMOLITION IN ACCORDANCE WITH LOCAL JURISDICTION REQUIREMENTS.

STRUCTURAL SPECIAL INSPECTIONS

1. THE QUALIFIED AGENCY RETAINED BY THE OWNER FOR THESE SPECIAL INSPECTION SERVICES SHALL BE APPROVED BY THE OWNER, THE ARCHITECT, AND THE ENGINEER OF RECORD PRIOR TO START OF CONSTRUCTION. AN OUTLINE OF THE SCOPE OF SERVICES TO BE PERFORMED BY

THE INSPECTING AGENCY IS TO BE SUBMITTED PRIOR TO THE START OF CONSTRUCTION.

2. IN ACCORDANCE WITH SECTION 1704 OF THE INTERNATIONAL BUILDING CODE, AND ALL APPLICABLE STATE AND LOCAL REQUIREMENTS, AN INDEPENDENT APPROVED AGENCY SHALL MAKE PERIODIC AND/OR CONTINUOUS INSPECTIONS OF THE CONSTRUCTION PROGRESS IN ACCORDANCE

WITH THE FOLLOWING REQUIREMENTS:

STEEL CONSTRUCTION SECTION 1705.2, TABLE 1705.2.3, AISC 360

CONCRETE CONSTRUCTION SECTION 1705.3, TABLE 1705.3

MASONRY CONSTRUCTION SECTION 1705.4, TMS 402/ACI 530/ASCE 5 AND TMS

602/ACI 530.1/ASCE 6

SOILS SECTION 1705.6, TABLE 1705.6

FOUNDATIONS

1. NO GEOTECHNICAL REPORT IS PROVIDED. BOTTOM OF FOOTINGS IS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 3,000 PSF.

PRIOR TO CONSTRUCTION, THE SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER SHALL BE RETAINED. THE GENERAL CONTRACTOR IS HEREIN RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS. IF THE FOUNDATION RECOMMENDATIONS AND/OR DESIGN VALUES DIFFER FROM THAT ASSUMED, MODIFICATON TO THE DESIGN/DRAWINGS MAY BE

REQUIRED.

2. SUBGRADE OF ALL FOOTINGS MUST BE INSPECTED UNDER THE SUPERVISION OF AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE PLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.

3. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF THREE FEET BELOW EXTERIOR FINISH GRADE. ALL FOOTING ELEVATIONS SHOWN ON PLAN ARE THE BEST APPROXIMATIONS BASED ON AVAILABLE DATA. GENERAL CONTRACTOR MAY ALTER FOOTING ELEVATIONS FOR REASONS INCLUDING, BUT NOT LIMITED TO, REVISED GEOTECHNICAL OR CIVIL INFORMATION, UNFORESEEN CONDITIONS, ACTUAL INVERT ELEVATIONS, CONSTRUCTABILITY, ETC. CONTRACTOR SHALL NOTIFY ARCHITECT AND OBTAIN WRITTEN APPROVAL PRIOR TO ANY MODIFICATIONS.

4. EXPOSED CONCRETE/CMU WALLS SHALL HAVE CONTROL JOINTS AT 30 FEET MAXIMUM ON CENTER UNLESS NOTED OTHERWISE. WALLS WITH INTEGRAL COLUMN PIERS OR PILASTERS SHALL BE POURED MONOLITHICALLY AND SHALL HAVE A FORMED CONTROL JOINT ON ONE SIDE OF EACH PIER ON THE EXPOSED FACE OF THE WALL. JOINTS SHALL BE FILLED WITH AN APPROVED SEALANT.

CONCRETE

1. REINFORCING STEEL SHALL BE WITHIN TOLERANCES SET FORTH IN ACI 117, AND HAVE THE SPECIFIED CLEAR COVER, UNLESS NOTED

OTHERWISE ON DRAWINGS:

CONCRETE POURED AGAINST EARTH 3"

CONCRETE EXPOSED TO EARTH OR WEATHER:

#5 OR SMALLER 1 1/2"

#6 OR LARGER 2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

COLUMNS (TIES AND MAIN REINFORCING) 1 1/2"

SLABS, WALLS, JOISTS: #14 OR #18 BARS 1 1/2"

#11 OR SMALLER 3/4"

BEAMS (STIRRUPS AND MAIN REINFORCING) 1 1/2"

CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REINFORCING BAR DETAIL DRAWINGS.

2. ALL CONCRETE SHALL BE READY-MIX AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF:

. SPREAD FOOTINGS/WALL FOOTINGS/FOUNDATION WALL

BASEMENT WALLS/RETAINING WALLS 3,000 PSI

HAVE A MINIMUM OF 500 LBS. OF CEMENT PER CUBIC YARD. SLUMP (AT POINT OF CONCRETE PLACEMENT) SHALL BE 3 INCH MINIMUM AND 6 INCH MAXIMUM. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5 PERCENT AIR ENTRAINMENT. CONCRETE NOT EXPOSED TO WEATHER SHALL NOT

CONTAIN AN AIR-ENTRAINING AGENT. SUBMIT MIX DESIGNS FOR REVIEW.

NORMAL-WEIGHT CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. TOTAL AIR CONTENT FOR THIS CONCRETE SHOULD NOT EXCEED 3 PERCENT (AT POINT OF CONCRETE PLACEMENT). ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST ACI BUILDING CODE (ACI 318), THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS (ACI 301).

3. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A615 GRADE

60. WWF SHALL COMPLY WITH ASTM A1064.

4. LAP ALL REINFORCING BARS 62 DIAMETERS. LAP ALL WWF A MINIMUM OF SIX INCHES.

5. SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION.

6. THE CONTRACTOR SHALL INSTALL FLOOR LEVELING MATERIAL AND PERFORM OTHER CORRECTIVE MEASURES IN ALL AREAS, INCLUDING BUT NOT LIMITED TO, AREAS WHERE FLOOR FINISH PROVISIONS DO NOT COMPLY WITH THE FLATNESS AND LEVELNESS REQUIREMENTS. NOTE: UNLESS NOTED OTHERWISE, THE CALCULATED CENTER OF BAY DEFLECTION DUE TO DEAD LOADS ONLY, MEASURED ON A DIAGONAL DIMENSION BETWEEN

COLUMNS, IS APPROXIMATELY N1” PER 10’-0” LENGTH.

7. RIGID INSULATION USED AS FILL FOR GARAGE AREAS SHALL BE STYROFOAM BRAND PLAZAMATE EXTRUDED POLYSTRENE INSULATION (60 PSI COMPRESSIVE STRENGTH) ASTM C578, TYPE VII MANUFACTURED BY DOW CHEMICAL COMPANY OR APPROVED EQUAL.

STEEL

1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE. ALL CONNECTIONS, INCLUDING AT HSS SECTIONS, SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE LATEST AISC CODE. UNLESS INDICATED OTHERWISE ON CONTRACT DOCUMENTS, IN ADDITION TO THE SHEAR CONNECTION, INCLUDE AS A MINIMUM, 4X4X3/8 ANGLES TOP AND BOTTOM OR ENDPLATE AT ALL HSS BEAMS/GIRDERS TO COLUMN CONNECTIONS. ALL WIDE FLANGE SHAPES SHALL BE ASTM A992. ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNLESS NOTED OTHERWISE.ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 50 KSI. ALL STEEL SHALL HAVE A SHOP COAT OF RUST INHIBITIVE PAINT. ORIENT ALL MILL CAMBER UPWARD DURING FABRICATION AND ERECTION. ALL STEEL

SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC- SP3 PRIOR TO PAINTING.

2. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE", AWS D1.1 LATEST EDITION, TO PERFORM THE TYPE OF WORK REQUIRED.

3. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-INCH DIAMETER A325 OR A490 HIGH STRENGTH BEARING TYPE BOLTS OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE SELECTION, DESIGN, AND DETAILING OF ALL CONNECTIONS, INCLUDING BUT NOT LIMITED TO MOMENT CONNECTIONS, BRACED FRAME CONNECTIONS, AND TRUSS CONNECTIONS, NOT FULLY DETAILED ON THE CONTRACT DRAWINGS. THIS INCLUDES TO DESIGN, DETAIL, FURNISH, AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR

AWAY FROM CONNECTIONS.

UNLESS OTHERWISE NOTED, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS.

DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. THESE DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE.

4. ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE.

5. ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS.

6. ALL STEEL WELDING RODS SHALL BE E70XX.

7. SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. SHOP DRAWINGS SHALL SHOW COMPLETE BOLTING AND WELDING INFORMATION, BOTH SHOP AND FIELD. ALL WELDING INFORMATION SHALL USE AMERICAN WELDING SOCIETY SYMBOLS. SHOP OR FIELD SPLICING OF ANY STRUCTURAL STEEL SECTION WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS STRICTLY PROHIBITED WITHOUT PRIOR

WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.

8. CONNECTIONS FOR ALL NON-COMPOSITE AND COMPOSITE BEAM/GIRDERS NOT CONNECTED TO COLUMNS SHALL BE DESIGNED FOR A

MINIMUM UNFACTORED REACTION OF 15 KIPS, UNLESS NOTED GREATER ON DRAWINGS.

9. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TO

THE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING.

10. ALL LINTELS AND SHELF ANGLES WITHIN EXTERIOR WALLS SHALL BE HOT DIP GALVANIZED. ANY POINTS OF WELDING SHALL BE TOUCHED UP

IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR.

11. PROVIDE WELDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS AT POINTS OF CONCENTRATED LOADS INCLUDING BEAMS SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS, OR OTHER BEAMS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8 INCH OR FLANGE THICKNESS OF COLUMN ABOVE OR BELOW OR BEAM WEB THICKNESS ABOVE OR BELOW, WHICHEVER IS GREATER.

12. ALL POST-INSTALLED EXPANSION ANCHORS FASTENED INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ WITH MATERIAL TYPE, DIAMETER, AND EMBEDMENT PER DOCUMENTS, UNLESS NOTED OTHERWISE. ALL POST-INSTALLED ADHESIVE ANCHORS FASTENED INTO CONCRETE AND REINFORCING BAR DOWELING INTO CONCRETE SHALL USE HILTI HIT-RE 500-V3 EPOXY ADHESIVE ANCHORING SYSTEM IN HAMMER-DRILLED HOLES WITH ROD TYPE, DIAMETER, EMBEDMENT AND SPACING/EDGE DISTANCE PER DOCUMENTS, UNLESS NOTED OTHERWISE.

MASONRY

1. MASONRY UNITS SHALL BE TYPE N-1 MEDIUM WEIGHT ASTM C90 SOLID (GREATER THAN OR EQUAL TO 75 PERCENT SOLID MATERIAL) OR ASTM C90 HOLLOW GROUTED SOLID BELOW GRADE. ASTM C90 HOLLOW ABOVE GRADE WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR. CONSTRUCT COLUMN PIERS INTEGRALLY WITH FOUNDATION WALLS AND CONTINUE WALL REINFORCEMENT

THROUGH THE PIER. GROUT COLUMN PIERS AND WALLS MONOLITHICALLY.

2. FOLLOWING ARE THE BLOCK STRENGTHS REQUIRED:

ASTM C90 SOLID 1900 PSI ON GROSS AREA OF INDIVIDUAL UNITS.

ASTM C90 HOLLOW 1900 PSI ON NET AREA OF INDIVIDUAL UNITS.

3. ALL MORTAR SHALL BE ASTM C270 TYPE S WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. FROM FIELD OBTAINED TEST

CYLINDERS

4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION C476 HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3000

PSI. FROM FIELD OBTAINED TEST CYLINDERS.

5. LAID UP MASONRY DESIGN F'M IS1500 PSI FOR STANDARD CONCRETE MASONRY.

6. VERTICAL REINFORCING SHALL BE ASTM A615, GRADE 60 DEFORMED BARS. MINIMUM LAP SPLICE LENGTHS TO BE PER TABLE 1 (U.N.O. ON

PLANS) AND SHALL BE AS FOLLOWS:

TABLE 1 TABLE 2

#3: 27" #3: 15" #4: 36" #4: 20" #5: 45" #5: 25" #6: 54" #6: 30" #7: 63" #7: 35" #8: 72" #8: 40" #9: 82" #9: 46"

MECHANICAL SPLICING DEVICES WHICH ARE RATED TO DEVELOP 125 PERCENT OF FY OF THE BAR MAY BE SUBSTITUTED. SUBMIT PRODUCT DATA

FOR ENGINEERING APPROVAL.

7. ALL CONCRETE MASONRY SHALL BE CONSTRUCTED AND ERECTED IN ACCORDANCE WITH THE LATEST ACI MASONRY CODE (ACI 530/ASCE 5/TMS 402) AND SPECIFICATIONS (ACI 530.1/ASCE 6/TMS 602).AND INSPECTED BY A QUALIFIED ENGINEER.

8. PROVIDE HOT-DIPPED GALVANIZED TRUSS TYPE OR LADDER TYPE HORIZONTAL JOINT REINFORCEMENT, MINIMUM 9 GA, AT 16 INCHES ON CENTER VERTICAL IN ALL MASONRY WALLS. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS. USE SHOP

FABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES.

9. AS A MINIMUM, ALL CORES CONTAINING VERTICAL REINFORCING ARE TO BE GROUTED SOLID.

WOOD FRAMING

1. ALL STRUCTURAL WOOD FRAMING SHALL BE HEM FIR #2 MINIMUM, STRESS GRADE LUMBER, OR APPROVED EQUAL. THE UNADJUSTED MINIMUM

ALLOWABLE PROPERTIES ARE AS FOLLOWS:

FB = 850 PSI FV = 150 PSI E = 1,300,000 PSI

ALL STRUCTURAL WOOD FRAMING SHALL BE GRADED AND STAMPED BY AN ACCREDITED GRADING AGENCY IN ACCORDANCE WITH THE AMERICAN SOFTWOOD LUMBER STANDARD PS20. ALL CONNECTIONS FOR WOOD MEMBERS NOT SPECIFICALLY NOTED ON DOCUMENTS SHALL NOT BE LESS

THAN THE NUMBER AND SIZE OF NAILS AS SPECIFIED IN THE GOVERNING BUILDING CODE.

2. ALL WOOD FRAMING AND WOOD FRAMING CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES AS SPECIFIED BELOW:

AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER CONSTRUCTION MANUAL.

NATIONAL FOREST AND PAPER ASSOCIATION/AMERICAN WOOD COUNCIL: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.

APA-THE ENGINEERED WOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATION AND PANEL DESIGN SPECIFICATION.

AMERICAN WOOD-PRESERVERS ASSOCIATION STANDARDS.

NATIONAL LUMBER MANUFACTURERS ASSOCIATION: NATIONAL DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENINGS.

3. ALL WOOD FRAMING CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. PROVIDE STAINLESS STEEL FASTENERS, ANCHORS AND CONNECTORS WITH TREATED WOOD. TOE-NAILING IS NOT PERMITTED UNLESS NOTED OTHERWISE IN THE GOVERNING BUILDING CODE. SUBMIT MANUFACTURER'S DATA FOR REVIEW. FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE OR APPROVED EQUAL.

4. ALL WOOD TRUSS MEMBERS SHALL BE FABRICATED FROM KILN DRIED SOUTHERN PINE STRESS GRADE LUMBER OR EQUAL.

5. DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL BE IN ACCORDANCE WITH THE

FOLLOWING TRUSS PLATE INSTITUTE STANDARDS:

NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION - ANSI/TPI-1, LATEST EDITION.

RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, DSB-89.

GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, BCSI

LATEST EDITION.

6. WOOD ROOF TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONAL ENGINEER. SEALED CALCULATIONS ALONG WITH TRUSS SUBMITTAL PACKAGE, INCLUDING A TRUSS LAYOUT SHOWING ALL BEARING WALLS/SUPPORTS, AS DEFINED IN THE INTERNATIONAL BUILDING CODE, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO ANY FABRICATION. ADDITIONAL BEARING WALLS OR POSTS REQUIRED BY DESIGN BUT NOT SHOWN ON THE ORIGINAL DESIGN DRAWINGS SHALL BE HIGHLIGHTED. TRUSS FABRICATOR SHALL DESIGN AND PROVIDE PREFABRICATED HANGERS AS REQUIRED OR TRUSS TO TRUSS CONNECTIONS. THE TRUSS MANUFACTURER MUST INCORPORATE IN THE TRUSS DESIGN ADDITIONAL PLYS, SIMPSON TRUSS BEARING ENHANCERS, OR OTHER MEASURES AS REQUIRED TO PREVENT SILL PLATE BEARING-TYPE FAILURE FOR THE NOTED

PLATE SPECIES.

7. ROOF TRUSS LIVE LOAD DEFLECTION SHALL NOT EXCEED L/360. ROOF TRUSS TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/240.

8. TRUSSES SHALL BE DESIGNED SO THAT DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL TRUSSES OR GIRDER TRUSSES DOES NOT

EXCEED THE FOLLOWING:

ROOF TRUSS: 1/4" DEAD LOAD & 1/2" TOTAL LOAD

9. PROVIDE PRESSURE TREATED OR WOLMANIZED LUMBER WHERE LUMBER IS IN CONTACT WITH CONCRETE AND/OR GROUTED MASONRY OR IS

EXPOSED TO WEATHER.

10. A. SHEATHING FOR ROOFS SHALL BE 5/8" APA RATED SHEATHING 32/16 EXPOSURE 1 OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB) UNLESS NOTED OTHERWISE. ALL JOINTS IN SHEATHING SHALL BE STAGGERED. ALL EDGES IN FLOOR SHEATHING SHALL BE TONGUE & GROOVE. FOR ROOF SHEATHING, USE PANEL CLIPS, TONGUE & GROOVE, OR LUMBER BLOCKING EDGE SUPPORTS AS RECOMMENDED BY APA.

NAILING SHALL COMPLY WITH APA REQUIREMENTS FOR PLYWOOD FLOOR/ROOF DIAPHRAGMS, UNLESS NOTED OTHERWISE ON DRAWINGS.

DESIGN LOAD SCHEDULE

COMPONENT

A R

E A

CONCRETE SLAB

TRUSSES

CEILING

MEP

R O

O F

S L A

B O

N G

R A

D E

TOTAL DEAD LOAD

TOTAL LIVE LOAD

TOTAL LOAD

(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)

ROOF & INSULATION

COLLATERAL 3

SNOW DESIGN LOAD SCHEDULE

INTERNATIONAL BUILDING CODE 2018/ASCE 7-16

TABLE 7.3-2tCTHERMAL FACTOR

P g

P f eC

SNOW LOAD

IMPORTANCE FACTOR

TABLE 1.5-2

TABLE 7.3-1

SECTION 7.3

FIGURE 7.2-140

I

SNOW EXPOSURE FACTOR

FLAT-ROOF SNOW LOAD

GROUND SNOW LOAD

REFERENCEVALUE SYMBOLITEM

s

LATERAL LOAD DESIGN SCHEDULE

INTERNATIONAL BUILDING CODE 2018/ASCE 7-16

WIND LOAD

SEISMIC LOAD

SECTION

1613.2.4

D1

DS

TABLE 1604.5

SECTION 1609.4.3

FIGURE 1609.3

C

II

V

TABLE

20.3-1

TABLE

1604.5

SECTION

1613.2.4

S

S

SITE CLASSIFICATION

SEISMIC DESIGN CATEGORY

RISK CATEGORY

(1) SECOND PERIOD SPECTRAL ACCELERATION

SHORT PERIOD SPECTRAL ACCELERATION

REFERENCEVALUE SYMBOL

ITEM

WIND EXPOSURE CATEGORY

RISK CATEGORY

BASIC WIND SPEED (3 SEC. GUST)

REFERENCEVALUE SYMBOL

ITEM

TABLE 1.5-2IMPORTANCE FACTOR

E

I 1.0

TABLE

1613.2.5

1.0

1.0

1.0

0.176

0.075

II

B

D

SECTIONSEISMIC BASE SHEAR

12.8.1 d

TABLE

12.2-1

12.2-1

TABLE

TABLE

12.2-1

C

R

DEFLECTION AMPLIFICATION FACTOR

RESPONSE MODIFICATION COEFFICIENT

SEISMIC FORCE-RESISTING SYSTEM

ANALYSIS PROCEDURE EQUIVALENT LATERAL

FORCE PROCEDURE

SECTION

12.8

V

ORINARY REINFORCED

MASONRY SHEAR

WALLS

1 3/4

35k

CONCRETE/STEEL LINTEL SCHEDULE

(NON-BEARING WALLS)

WIDTH OF OPENING

UP TO 2'-11"

3'-0" TO 3'-11"

6'-0" TO 8'-0"

(1) #4 TOP & BOTTOM L3 1/2x3 1/2x5/16

L4x3 1/2x5/16 (1) #4 TOP & BOTTOM

(1) #5 TOP & BOTTOM

STEEL FOR EACH

4" OF WALL THICKNESS

REMARKSREINF. CONC. FOR EACH

4" OF WALL THICKNESS

L6x3 1/2x5/16

NOTES:

1) ALL CONCRETE LINTELS SHALL BE 4000 PSI CONCRETE

AT 28 DAYS WITH GRADE 60 REINFORCING

2) ALL STEEL LINTELS SHALL BE ASTM A-36.

3) FILL CMU VOIDS SOLID (2) COURSES BELOW LINTEL BEARING.

4) ALL LINTELS SHALL HAVE 8" MINIMUM BEARING U.N.O.

5) ALL CONCRETE LINTELS SHALL BE 8" DEEP, U.N.O.

4'-0" TO 5'-11" L5x3 1/2x5/16 (1) #4 TOP & BOTTOM

8'-1" TO 10'-0" (1) #5 TOP & BOTTOML6x3 1/2x3/8

BEARING WALL LINTEL SCHEDULE

SIZE REMARKSSTEELMARK

WxD

PRECAST CONCRETE OPTION

REINFORCING

TOP BOTTOM TIES

NOTES:

1) ALL CONCRETE LINTELS SHALL BE 4000 PSI CONCRETE

AT 28 DAYS WITH GRADE 60 REINFORCING

2) ALL STEEL LINTELS SHALL BE ASTM A-36 (EXCEPT WIDE FLANGE BEAM).

3) FILL CMU VOIDS SOLID (2) COURSES BELOW LINTEL BEARING.

4) ALL LINTELS SHALL HAVE 8" MINIMUM BEARING U.N.O.

5) "LLBB" INDICATED LONG LEGS BACK TO BACK.

L1 (2) L6x4x5/16 (GALV.) -

- W8x24 w/ 3/8" PL (GALV.)

LLBB-- -

Longswamp Twsp.

Maintenance Facility

Scale:

As Noted

Drawing:

Sheet:

Designed: Checked:

Revisions

Project

RTR 08/20/26

DescriptionDateNo.

32 South Broad Street | Nazareth PA 18064

(610) 365-7634 www.slatestructural.com

Drawn: Date:

CAD 08/20/26

Project:

FOR PROJECT BID

08/20/2026

S2.0

GENERAL NOTES AND

SCHEDULES

3300.004

TYPICAL COLUMN FOOTING DETAIL

COLUMN & FOOTING

ISOLATION JOINT

SEE PLAN FOR FOOTING

SIZE AND REINF.

ENCASE STEEL w/ MIN. 3" OF CONC., SAME STRENGTH AS SLAB, AFTER

STEEL IS ERECTED

FIN. FLR. EL.

(SEE PLAN)

3/4" GROUT

1/4" LEVELING PL

EXISTING

FOOTING

LEAN CONCRETE

FILL

HSS6x6x3/8 w/ 3/4"x14"x1'-2" BASE PLATE

& (4) 3/4" ANCHOR RODS

TYPICAL EXTERIOR WALL FOOTING DETAIL

FIN. GRADE

#4 @ 32" VERT.

DOWELS TO MATCH

10" CMU

(M

IN

C L R

PMF

ALL CMU BELOW GRADE

SHALL BE C90 SOLID OR

C90 HOLLOW FILLED

SOLID WITH 3000 psi GROUT

2'-0" x 12" CONT. WALL FOOTING w/ (3) #4 CONT.

& #4 @ 24" SHORT WAY

FIN. FLR. EL.

(SEE PLAN)

#4 @ 48"

DOWELS

TYPICAL INTERIOR WALL FOOTING DETAIL

8" CMU

ALL CMU BELOW GRADE

SHALL BE C90 SOLID OR

C90 HOLLOW FILLED

SOLID WITH 3000 psi GROUT

2'-0" x 12" CONT. WALL FOOTING w/ (3) #4 CONT.

& #4 @ 24" SHORT WAY

FIN. FLR. EL.

(SEE PLAN)

TYPICAL SLAB ON GRADE DETAILS

CONSTRUCTION JOINT CONTROL JOINT

METAL KEYWAY BY FORM-A-KEY

PRODUCTS OR EQUAL (INTERRUPT

MESH AT JOINT)

SAWCUT (GREATER OF 1" AND 1/4

OF SLAB DEPTH) WITHIN 12

HOURS OF POUR

SEE PLAN FOR

SLAB THICKNESS

NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS SHALL

CREATE PANELS OF 225 SQ. FEET (MAXIMUM), WITH

PANEL ASPECT RATIOS NO GREATER THAN 1.5 TO 1.

TRENCH DRAIN IN SLAB ON GRADE

TYPICAL DETAIL

#4 @ 12"

#4 @ 12"

CONT. L2x2x3/16 w/ 1/2"Ø x 5" HEADED STUDS @ 24" o/c

TRENCH COVER

#4 CONT.

CONT. WATERSTOP

@ CONSTR. JOINTS

4"

(TYP.)

2'-0"

NEW SLAB ON GRADE CONNECTION TO EXISTING SLAB

ON GRADE TYPICAL DETAIL

GRIND EDGE OF EXISTING SLAB SMOOTH

#4 x 12" @ 18" DOWELED INTO MID-DEPTH OF EXISTING SLAB w/ HILTI ADHESIVE SYSTEM

6"

HAND-TOOLED JOINT; FILL w/

SEALANT OR JOINT FILLER IF

REQUIRED PER ARCH. DWGS.

NEW SLAB EXISTING SLAB

FIN. GRADE

C L R

(M

IN

10" CMU

FIN. FLR. EL.

(SEE PLAN)

ALL CMU BELOW GRADE

SHALL BE C90 SOLID OR

C90 HOLLOW FILLED

SOLID WITH 3000 psi GROUT

2'-0" x 12" CONT. WALL FOOTING w/ (3) #4 CONT.

& #4 @ 24" SHORT WAY

TYPICAL FOUNDATION DETAIL

AT OVERHEAD DOOR OPENING

#4 BENT BAR

@ 24"

#4 CONT.

2'-0"

TYPICAL COLUMN FOOTING WITHOUT PIER

CL COLUMN & FOOTING

ISOLATION JOINT

ANCHOR PL 3/8x4xLENGTH

(TO MATCH BASE PL DIMENSION) WHERE

NORMAL EMBEDMENT IS NOT POSSIBLE

THREADED ANCHOR RODS w/ NUT

& PL WASHER,

12Ø MIN. EMBEDMENT

(TO TOP OF NUT)

3" CLR.

4" TO

BOTT. OF NUT

3"

SEE PLAN/SCHEDULE FOR

FOOTING SIZE, REINF. & EL.

ENCASE STEEL w/ MIN. 3" OF CONC., SAME STRENGTH AS SLAB, AFTER

STEEL IS ERECTED

FIN. FLR. EL.

(SEE PLAN)

1" TO BOTTOM

OF BASE PL

3/4" GROUT

1/4" LEVELING PL

U .N

.O

(TUBE, PIPE COLUMN)

.T

(M

IN

(M A

X

1'-4"

2'-8"

T

(M

IN

(M A

X

T

TYPICAL STEPPED FOOTING DETAIL

SIZE & NUMBER TO

MATCH FOOTING REINF.

OPTIONAL FOOTING

CONFIGURATION

Section

TYPICAL DETAIL FOR UTILITIES

RUNNING THRU FOUNDATION WALL

DETAIL ELEVATION

A

A

CMU FOUNDATION

WALL

(1) 6x8 PRECAST CONC.

LINTEL w/ (1) #5 T&B

(2) 4x8 PRECAST CONC.

LINTEL w/ #5 T&B

GRADE

2" RIGID INSULATION

COVER

SEE PLAN & SCHEDULE

FOR FTG. SIZE & REINF.

CONCRETE

FOOTING

PRECAST CONC. LINTEL (8"

MIN. BRG. EA. END)

NOTE:

DROP & STEP FTG. AS

REQ'D. FOR UTILITIES.

COORD. w/ M.P.E. FOR

ALL CONDITIONS.

NOTE:

SEE TYPICAL STEPPED

FOOTING DETAIL, IF

REQ'D.

TYPICAL DETAIL FOR UTILITIES

RUNNING BELOW FOOTINGS (DETAIL ELEVATION)

CMU FOUNDATION

FOUNDATION WALL

MIN. 2" RIGID INSULATION

ALL AROUND

(3) #4

#4 S.W.B.

EACH SIDE

(3) #4

U .N

.O

T

H K

F

T G

2'-0' MIN. AS REQ'D. 2'-0' MIN.

M

IN

FIN. GRADE

C L R

(M

IN

10" CMU

FIN. FLR. EL.

(SEE PLAN)

ALL CMU BELOW GRADE

SHALL BE C90 SOLID OR

C90 HOLLOW FILLED

SOLID WITH 3000 psi GROUT

2'-0" x 12" CONT. WALL FOOTING w/ (3) #4 CONT.

& #4 @ 24" SHORT WAY

TYPICAL FOUNDATION DETAIL

AT MAN DOOR OPENING

2'-0"

SLAB ON GRADE TYPICAL INFILL DETAIL

GRIND EDGE OF EXISTING SLAB SMOOTH

#4 x 12" @ 18" DOWELED INTO MID-DEPTH OF EXISTING SLAB w/ HILTI ADHESIVE SYSTEM

6"

HAND-TOOLED JOINT; FILL w/

SEALANT OR JOINT FILLER IF

REQUIRED PER ARCH. DWGS.

* COORDINATE LOCATIONS AND EXTENTS w/ MEP DRAWINGS.

CONCRETE THICKNESS

TO MATCH EXISTING.

PROVIDE (1) LAYER OF

6x6 - w2.9xw2.9 WWF

Longswamp Twsp.

Maintenance Facility

Scale:

As Noted

Drawing:

Sheet:

Designed: Checked:

Revisions

Project

RTR 08/20/26

DescriptionDateNo.

32 South Broad Street | Nazareth PA 18064

(610) 365-7634 www.slatestructural.com

Drawn: Date:

CAD 08/20/26

Project:

FOR PROJECT BID

08/20/2026

S3.0

FOUNDATION DETAILS

AND SECTIONS

CONTROL JOINT

STOP HORIZONTAL JOINT

REINFORCEMENT AT VERTICAL

CONTINUOUS BOND BREAKER PREFORMED GASKET

SEE ARCH. FOR

SEALANT/JOINT FILLER

PROVIDE MIN. ONE REINFORCING BAR ON EACH

SIDE OF VERTICAL CONTROL JOINT.

REINFORCING BAR SIZE TO MATCH TYP. WALL

REINFORCEMENT SIZE

TYPICAL VERTICAL CONTROL JOINT IN CMU WALLS

L A

P S

P L

IC

E L E

N G

T H

M

IN

(T

Y P

A S

P E

R S

C H

E D

U L

E

T Y

P

L A

P S

P L

IC

E

FOR SIZE AND NUMBER OF REINF. BARS AT

END OF WALL, SEE PLAN/SCHEDULE. (SEE

PLANS IF INTEGRAL PIERS EXIST, 'MP' ON

PLANS)

VERTICAL

REINFORCEMEN

T

PRE-FORMED "TEE"

JOINT REINFORCING

TYPICAL WALL SECTION

1'-6"

VERTICAL

REINFORCEMENT

(2) #5 HOOKS INTO

INTERSECTING WALL

USE PREFABRICATED BLOCK OR CUT OUT FACE SHELL TO ALLOW

PLACEMENT OF REINFORCING BARS AND GROUT. HOOK PER SCHEDULE

OF LAP SPLICE TO BARS IN EACH WALL

SECTION AT BOND BEAM

NOTES:

1) SIZE OF HORIZONTAL INTERSECTION REINFORCING BARS

TO MATCH BOND BEAM REINFORCING.

2) NORMAL JOINT AND BOND BEAM REINFORCING NOT SHOWN

FOR CLARITY.

3) VERTICAL REINFORCING BARS TO EXTEND CONTINUOUSLY

THROUGH BOND BEAMS. LAP VERTICALS AS PER SCHEDULE

ABOVE BOND BEAMS.

TYPICAL HORIZONTAL CMU WALL INTERSECTION REINFORCEMENT DETAIL

TYPICAL WALL SECTION

L A

P S

P L

IC

E L E

N G

T H

M

IN

(T

Y P

VERTICAL

REINFORCEMENT

FOR SIZE AND NUMBER OF REINF. BARS AT END OF

WALL, SEE PLAN/SCHEDULE. (SEE PLANS IF

INTEGRAL PIERS EXIST, 'MP' ON PLANS)

PRE-FORMED CORNER

JOINT REINFORCING

USE PREFABRICATED BLOCK OR CUT OUT FACE SHELL TO ALLOW

PLACEMENT OF REINFORCING BARS AND GROUT. HOOK PER SCHEDULE

OF LAP SPLICE TO BARS IN EACH WALL

SECTION AT BOND BEAM

NOTES:

1) PROVIDE VERTICAL STEEL REINFORCING BAR SIZE

AS NOTED ON PLAN, IN SECTION, OR IN GENERAL

NOTES TO MATCH ADJACENT VERTICAL BARS.

2) SIZE OF HORIZONTAL CORNER REINFORCING BARS

TO MATCH BOND BEAM REINFORCING.

3) BOND BEAM REINFORCING NOT SHOWN FOR

CLARITY.

4) VERTICAL REINFORCING BARS TO EXTEND

CONTINUOUSLY THROUGH BOND BEAMS. LAP

VERTICALS AS PER SCHEDULE ABOVE BOND BEAMS.

1'-6"VERTICAL

REINFORCEMENT

TYPICAL HORIZONTAL CMU WALL CORNER REINFORCEMENT DETAIL (END OF WALL DETAIL SIMILAR)

TYPICAL LINTEL/BEAM BEARING DETAILS

WIDE-FLANGE LINTEL/BEAM BEARINGANGLE LINTEL BEARING

3/8" NEOPRENE

BEARING PAD

(60 DUROMETERS)

CONCRETE-FILLED

CMU (2) COURSES

BELOW BEARING

LINTEL- SEE PLAN/

SCHEDULE FOR

ANGLE SIZE

BEARING PLATE

w/ MIN. (2) HEADED

STUDS IN GROUTED

CORES (SEE SCHEDULE)

EXTEND BEAM FORFULL

LENGTH OF BRG. PLATE

8" (MIN.)

U.N.O.

8" (MIN.)

U.N.O.

LINTEL/BEAM-

SEE PLAN/

SCHEDULE FOR

SIZE

(AT CMU BEARING WALLS)

8"

8"

1/4 4"

ONE END OF

BEAM ONLY

PROVIDE (2) 3/4"Ø RODS

WELDED TO BEARING PLATE, CTRD.

IN STANDARD SLOTTED HOLES IN

BOTTOM FLANGE (PARALLEL TO BEAM

SPAN), AT NON-WELDED END

CONCRETE-FILLED

CMU (2) COURSES

BELOW BEARING

TYPICAL COLUMN BASE PLATE DETAIL

(USE FOR ALL COLUMNS UNLESS NOTED OTHERWISE)

NOTE: USE MINIMUM WASHER

THICKNESS & DIMENSIONS PER AISC.

ANCH. ROD DIA.

3/4" 1 1/2"

DIMENSION "X"

X (TYP.)

BASE PLATE

COLUMN

(TYP.)

ANCHOR ROD

X

T Y

P

3"

TYPICAL BEAM OVER HSS COLUMN CONNECTION

STIFF. PL's (BOTH SIDES)

(THICKNESS TO MATCH COL.

FLANGE THICKNESS)

MIN. 3/4" PL w/

(4) 3/4"Ø BOLTS

TYP.

TYPICAL WF STEEL BEAM IN CMU WALL DETAILS

CMU WALL

1/2"Ø x4" HEADED STUDS @ 2'-0"o/cGROUT COURSE

SOLID, CONT.

NOTES:

1) SEE PLAN/SCHEDULE FOR BEAM & PLATE SHAPE & SIZE.

Longswamp Twsp.

Maintenance Facility

Scale:

As Noted

Drawing:

Sheet:

Designed: Checked:

Revisions

Project

RTR 08/20/26

DescriptionDateNo.

32 South Broad Street | Nazareth PA 18064

(610) 365-7634 www.slatestructural.com

Drawn: Date:

CAD 08/20/26

Project:

FOR PROJECT BID

08/20/2026

S4.0

FRAMING DETAILS

AND SECTIONS

GENERAL NOTES

TYPICAL TRUSS ELEVATION

SECTION A-ATOP/BOTTOM CHORD BRACING

BOTTOM

CHORD

DIAGONAL

BRACING

LATERAL BRACING

AS REQUIRED (PART

CONTINUOUS

TOP CHORD

BRACING AS

45°

LATERAL BRACE

CONTINUOUS

COMPRESSION

WEB-SLOPING

OR VERTICAL

DIAGONAL BRACE

NAILED TO OPPOSITE

SIDE OF WEB AT 20'-0"

SHEATHING

CEILING

1) WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE

WITH THE "TRUSS PLATE INSTITUTE" STANDARDS. SEE GENERAL NOTE.

a. THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS

LATERAL BRACING FOR EACH TRUSS WEB MEMBER AS REQUIRED.

b. LATERAL BRACING SHALL BE RESTRAINED BY DIAGONAL BRACING

(MIN. 2" THICK NOMINAL LUMBER). THIS BRACING IS TO BE CONTINUOUS.

c. A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED. ONE

AT EACH VERTICAL WEB MEMBER CLOSES TO BEARING LOCATIONS.

3) THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL

BRACING SPACED AT 8 TO 10 FEET NAILED TO TOP OF THE BOTTOM

CHORD. DIAGONALS PLACED AT 45° TO THE LATERAL BRACES SHALL

BE LOCATED AT EACH END, IF BUILDING EXCEEDS 60 FEET IN LENGTH,

DIAGONAL BRACING SHOULD BE REPEATED AT 20 FOOT INTERVALS.

4) TOP CHORD BRACING

a. IF PLYWOOD DECKING IS APPLIED DIRECTLY TO TOP CHORD, PROPERLY LAPPED AND NAILED TO DEVELOP DIAPHRAGM ACTION, BRACING IS NOT REQUIRED.

b. IF PURLINS ARE USED, DIAGONAL TOP CHORD BRACING IS REQUIRED

AT EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH, DIAGONAL

BRACING SHOULD BE REPEATED AT 20 FOOT INTERVALS.

5) WOOD ROOF TRUSSES ARE TO BE DESIGNED FOR THE WOOD

FABRICATOR BY A PROFESSIONAL ENGINEER AND SEALED

CALCULATIONS AND DRAWINGS ARE TO BE SUBMITTED FOR REVIEW.

DIAGONALS FORM BRACED BAY

@ 20'-0" (MAX.) INTERVALS:

REPEAT BOTH ENDS

45°

BOTTOM CHORD

OF TRUSS (TYP.)

A

A

A

A

PURLIN LOCATION FOR TOP

CHORD BRACING OR CONT.

LATERAL BRACING FOR

BOTTOM CHORD, SPACED 8

TO 10 FEET AND LOCATED

AT

OR NEAR A PANEL POINT.

BRACING

REQUIRED

OF TRUSS DESIGN)

MAX. (TO PREVENT

LATERAL MOVEMENT)

2) BRACING IN THE PLANE OF WEB MEMBERS;

TYPICAL DETAIL AT ROOF TRUSS BEARING

ON WIDE FLANGE STEEL BEAM

CONT. (2) 2x6

WOOD PLATE

1/2"Ø THRU BOLTS @

4'-0" o/c (STAGGERED)

WOOD ROOF

TRUSS

SIMPSON H2.5A

AT EACH TRUSS

(V.I.F.)

BRG. EL.

2x CONT.

WOOD ROOF TRUSS

5/8" ROOF

SHEATHING

(V.I.F.)

BRG. EL.

BOND BEAM w/

(1) #5 CONT.

10" CMU w/ #4 @ 32" VERT.

SIMPSON H10S

AT EACH TRUSS

TYPICAL DETAIL AT ROOF TRUSS BEARING

ON EXTERIOR MASONRY (NEW AND EXISTING)

FULL HEIGHT BLOCKING

(OR BLOCK TRUSS)

BETWEEN EA. TRUSS

w/ 10d NAILS @ 6" T&B.

PROVIDE V NOTCH FOR

VENTILATION

2x6 OUTRIGGER

JOIST

HANGER

SIMPSON HGMA10

@ 24" o/c

PROVIDE BRACE

@ TRUSS

BRACE @ MID-SPAN

BETWEEN TRUSSES

2x4 DIAGONAL BRACE @ 48" o/c

DROP CHORD

END TRUSS

BOND BEAM w/

(1) #5 CONT.

10" CMU w/ #4 @ 32" VERT.

TYPICAL DETAIL AT ROOF TRUSSES PARALLEL

TO EXTERIOR MASONRY (NEW AND EXISTING)

WOOD ROOF TRUSS

5/8" ROOF

SHEATHING

1/2" SHEATHING

WOOD ROOF TRUSS

(V.I.F.)

BRG. EL.

EXIST. CMU

SIMPSON H10S

AT EACH TRUSS

TYPICAL DETAIL AT ROOF TRUSS BEARING

ON INTERIOR MASONRY

Longswamp Twsp.

Maintenance Facility

Scale:

As Noted

Drawing:

Sheet:

Designed: Checked:

Revisions

Project

RTR 08/20/26

DescriptionDateNo.

32 South Broad Street | Nazareth PA 18064

(610) 365-7634 www.slatestructural.com

Drawn: Date:

CAD 08/20/26

Project:

FOR PROJECT BID

08/20/2026

S4.1

FRAMING SECTIONS

AND DETAILS