west whiteland township, pa | official website

State: 2015 IBC (International Building Code with Amendments) 2015 IEBC (International Existing Building Code) 2018 IEBC Chapter 11 (International Existing Building Code)
ICC A117.1-2009 (Accessible and Useable Buildings and Facilities) PA Uniform Construction Code (Regulations and Statues) [Review Latest]
Federal:
3. Construction Type(s) / Classification(s): IIIB
4. Project Description: Adaptive Reuse & Renovation, with Exterior Historic Restoration
5. Date(s) of Original Construction: Circa 1908
6. Building Code Details: See Summary on following G-Series Sheet(s).
7. Level of Alteration: Level 3
8. Climate Zone: #4 (Except Marine)
9. Authority Having Jurisdiction: Exton, West Whiteland Township, Chester County
1. The Specifications are that portion of the Contract Documents consisting of the written requirements for materials, equipment, systems, standards and workmanship for the Work, and the performance of related services. Whether
printed or in portable document format (PDF), the Specifications that have been prepared as a letter-size manual complement the Drawings bound herein, and what is required by one shall be as binding as if required by all.
2. All work shall be in accordance with applicable state and local building codes and all other governing agencies and
regulations.
3. Contractor shall verify all conditions and dimensions in the field prior to commencement of the work. Verify layout in
relation to property, benchmarks, and other fixed conditions. Report discrepancies to the Architect immediately upon discovery.
4. Notify Architect of discrepancies regarding the Contract Documents or design intent immediately upon discovery.
Contractor shall be responsible for obtaining clarification prior to proceeding with the work or related work.
5. Contractor shall obtain all required building permits and licenses.
6. Contractor shall remove all rubbish and debris from the site during course of project, and dispose of legally off-site.
7. Contractor shall perform all cutting, patching and protection required to complete the work indicated on the Contract Documents.
8. Contractor shall provide all inspections and tests required by state and local authorities including but not limited to
earthwork, concrete, steel erection, mechanical, plumbing, and electrical work. Refer to individual drawings and specifications for additional testing requirements.
9. [Unless indicated otherwise in Specifications,] products and manufacturers are noted to establish the type and quality of materials to be provided. Contractor may submit proposed substitutions to the Architect for review, with enough supporting data provided for the Architect to make an evaluation. Contractor shall include costs associated with proposed substitution, including redesign, and alteration of adjacent work to accept substitution.
10. All dimensions are either to face of masonry or the face of stud, unless noted otherwise. Drawings are not to be scaled.
11. Install all equipment and materials per manufacturer's instructions and recommendations unless specifically otherwise indicated, or where local codes and regulations take precedence.
12. Contractor shall provide supervision while any subcontractors or workers are on the job site and shall supervise and direct all work.
13. Contractor shall be solely responsible for all construction means, methods, techniques, sequences, procedures, site safety, erosion and sedimentation control, and coordinating the work of all trades under the contract.
14. No products containing asbestos or other hazardous materials shall be installed on this project or used during the
construction of the project. It shall be the responsibility of the Contractor to certify to the Owner that this requirement has been met. Subcontractors shall verify to the Contractor that no asbestos or other hazardous products are used in their work.
15. Locations of rated fire/smoke separations and/or fire resistive structural protection are shown on documents. Provide complete assemblies to meet fire resistive requirements of the project including protection of structural elements and fire separation assemblies. Maintain the integrity of these assemblies at openings and penetrations including but not
limited to fire or smoke dampers in ductwork, light fixture protection, electrical device box ratings, expansion joints, and sealants. Provide this protection by using complete building component systems approved by recognized authorities such as Underwriters Laboratories, Inc., Factory Mutual, or other building code accepted agencies. It is the
responsibility of the Contractor to coordinate subcontractors and suppliers to accomplish this work during bidding, procurement, scheduling, sequencing and construction of the project.
16. Delegated Design: When professional design services or certifications related to systems, materials, or equipment are
required by these documents, the Architect/Engineer will specify performance and design criteria that such services must satisfy. The Contractor shall cause such services and certifications to be provided by a properly licensed design professional, whose signature and seal shall appear on all drawings, calculations, Shop Drawings and other related
submittals. The Owner and Architect/Engineer shall be entitled to rely upon the accuracy and completeness of those delegated services. The Architect/Engineer will review submittals only for the limited purpose of checking for conformance with the performance and design criteria.
17. Refer to Environmental Report included in the Project Specifications prior to any Demolition or New Construction.
STANDARD GENERAL NOTES
APPROX Approximate ARCH Architectural
BM Beam BRG Bearing BSMT Basement BUR Built-up Roofing
CAB Cabinet CB Catch Basin
CCTV Closed Circuit Television CEM Cement CF/CI Contractor Furnished/
Contractor Installed
CJ Control Joint CLG Ceiling CL Closet
CLR Clear CMU Concrete Masonry Unit CNTR Center COL Column
CONC Concrete CONST Construction CONT Continuous
CORR Corridor CPT Carpet CRS Course(s) CT Ceramic Tile
DBL Double DEPT Department
DN Down DS Downspout DWG Drawing
E East EA Each EIFS Exterior Insulation and
Finish System EJ Expansion Joint EL Elevation ELEC Electrical
ELEV Elevator EMER Emergency EOS Edge of Slab
EPDM Ethylene Propylene Diene Monomer
EPS Expanded Polystyrene Insulation
EWC Electric Water Cooler EXIST Existing EXP Expansion EXT Exterior
FA Fire Alarm FD Floor Drain
FDN Foundation FE Fire Extinguisher FEC Fire Extinguisher Cabinet FHC Fire Hose Cabinet
FIN Finish FIXT Fixture FLR Floor FLUOR Fluorescent
FOC Face Of Concrete FOF Face Of Finish
FOM Face Of Masonry FOS Face Of Studs FPBI Foam Plastic Board
Insulation
Plastic
FRT Fire Retardant Treated FT Foot/Feet FTG Footing FURR Furring
GA Gauge GALV Galvanized
GL Glass GR Grade
GYP BD Gypsum Board
HC Hollow Core HDW Hardware HDWD Hardwood HM Hollow Metal
HORIZ Horizontal HP High Point HR Hour
HSS Hollow Structural Section (Tube Steel)
HT Height
INT Interior
JT Joint
LAB Laboratory
LAM Laminate LAV Lavatory LP Low Point LTTR Long Term Thermal
Resistance LVL Laminated Veneer Lumber
MAX Maximum
MTD Mounted MTL Metal MUL Mullion
N North N/A Not Applicable NIC Not In Contract
NO Number NOM Nominal NTS Not To Scale
OC On Center OCC Occupant(s) OD Outside Diameter
OF/CI Owner Furnished/ Contractor Installed
OF/OI Owner Furnished/ Owner Installed
OH Overhead OPG Opening OPP Opposite
OSB Oriented Strand Board
Containment System PL Plate PLAM Plastic Laminate PLYWD Plywood
PR Pair PSF Pounds Per Square
Foot
PT Pressure Treated PTD Painted PVMT Pavement
R Riser or Radius RD Roof Drain REF Reference
REFR Refrigerator REINF Reinforced REQD Required
RES Resilient RM Room RO Rough Opening RWC Rain Water
Conductor
SC Solid Core SCHED Schedule SECT Section SF Square Feet
SFRM Spray Fire Resistive Materials
SIM Similar
SPEC Specification SPM Single Ply Membrane SQ Square SS Stainless Steel
STD Standard STL Steel STOR Storage
STRUCT Structure SUSP Suspended
T Tread
T&G Tongue & Groove TEL Telephone THK Thick TOC Top Of Concrete
TOF Top Of Finish TOM Top Of Masonry TOS Top Of Steel
TPO Thermoplastic Polyolefin
WH Water Heater WIC Walk-in-Closet WP Working Point
WRB Water-Resistive Barrier
Diameter
Control Point
Sheet Number
1A
1
1
101 #
ø
1
Insulation - Rigid
Brick
Concrete
Earth
120 W Germantown Pike Suite 120 Plymouth Meeting, PA 19462
MAIN STREET PHASE III, LP
LIST OF SHEETS Sheet No. Sheet Title
G-001 COVER SHEET
G-002 CODE SHEET
G-003 CODE SHEET
S-301 FOUNDATION SECTIONS
S-401 FRAMING SECTIONS
A-131 ROOF PLAN & DETAILS
P-202 PLUMBING MECHANICAL & MEZZANINE FLOOR PLANS
M-100 MECHANICAL NOTES, SYMBOLS, ABBREVIATIONS & DRAWING INDEX
M-101 MECHANICAL DETAILS
M-500 MECHANICAL SCHEDULES
E-100 ELECTRICAL LEGEND & NOTES
E-202 ELECTRICAL MECHANICAL & MEZZANINE FLOOR PLANS
E-300 ELECTRICAL FIRE ALARM RISER DIAGRAM & NOTES
© 2018 BERNARDON PC
JEM
Jason Maguire
MAIN STREET PHASE III, LP 120 W Germantown Pike Plymouth Meeting, PA 19462
Architect: Consultant to Owner
T 302-622-9550 F 302-622-9554
LIST OF CONTRACT DOCUMENTS
BEEN PREPARED FOR THIS PROJECT.
SPECIFICATIONS
1547 Oregon Pike Lancaster, PA 17601
T 717-290-7400 F 717-290-7402
5561 Pennell Road Media, PA 19063
T: 610-361-0700
UP
CODE PLAN GENERAL NOTES 1. SEE ELECTRICAL DRAWINGS FOR EMERGENCY LIGHTING AND ILLUMINATED EXIT
SIGNS.
3. REFER TO FIRE EXTINGUISHER GENERAL NOTES FOR ADDITIONAL REQUIREMENTS.
4. REFER TO PARTITION TYPES FOR UL FIRE RATING DESIGNATIONS.
5. WHERE THERE IS AN ACCESSIBLE CONCEALED FLOOR, FLOOR-CEILING OR ATTIC SPACE, FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS AND SMOKE PARTITIONS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE EFFECTIVELY AND PERANENTLY IDENTIFIED WITH SIGNS OR STENCILING IN THE CONCEALED SPACE. SUCH IDENTIFICATION SHALL BE LOCATED WITHIN 15 FEET OF THE END OF EACH WALL AND AT INTERVALS NOT EXCEEDING 30 FEET MEASURED HORIZONTALLY ALONG THE WALL OR PARTITION. VERIFY LOCATIONS WITH AUTHORITY HAVING JURISDICTION (AHJ). INCLUDE LETTERING NOT LESS THAN 3 INCHES IN HEIGHT WITH A MINIMUM 3/8 INCH STROKE IN A CONTRASTING COLOR INCORPORATING "FIRE AND/OR SMOKE BARRIER-PROTECT ALL OPENINGS"
6. REFER TO DOOR SCHEDULE FOR RATED DOOR REQUIREMENTS.
7. ALL BEAMS AND COLUMNS THAT SUPPORT FIRE RATED ITEMS SHALL BE PROTECTED EQUAL TO THE REQUIRED RATING OF THOSE ITEMS.
ILLUMINATED EXIT SIGN - WALL MOUNTED REFERENCE ELECTRICAL DRAWINGS
CODE PLAN LEGEND
OCCUPANT EGRESS CAPACITY
NON RATED PARTITION
MAXIMUM OVERALL DIAGONAL DIMENSION X'
SIGNAGE GENERAL NOTES 1. ALL REQUIRED ACCESSIBILITY SIGNAGE SHALL FOLLOW THE INTERNATIONAL SYMBOL
OF ACCESSIBILITY IN SIZE, COLOR, PROPORTIONS, AND TEXT (TACTILE AND BRAILLE TEXT REQUIREMENTS).
2. ALL SIGNAGE SHALL FOLLOW IBC, ICC A117.1 AND ADA STANDARDS REQUIREMENTS.
3. THE CONTRACTOR SHALL VERIFY ALL QUANTITY OF SIGNAGE REQUIRED.
4. WHERE PERMANENT IDENTIFICATION IS PROVIDED FOR ROOMS AND SPACES, SIGNS SHALL BE INSTALLED ON THE LATCH SIDE OF THE DOOR. WHERE THERE IS NO WALL ADJACENT TO THE LATCH SIDE OF THE DOOR INCLUDING AT DOUBLE LEAF DOORS, SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL.
5. TOILET ROOM DOOR SYMBOLS SHALL BE IN CONTRASTING COLOR.
6. REFER TO CODE PLAN [AND/OR ARCHITECTURAL SITE PLAN] FOR ACCESSIBLE SIGN LOCATIONS. THE CONTRACTOR SHALL VERIFY ALL LOCATIONS WITH THE AUTHORITY HAVING JURISDICTION (AHJ).
FIRE EXTINGUISHER GENERAL NOTES
1. PROVIDE FIRE EXTINGUISHERS AS REQUIRED BY IBC, IFC, AND NFPA 10. VERIFY LOCATIONS WITH AUTHORITY HAVING JURISDICTION (AHJ).
2. CLASSIFICATION OF FIRE EXTINGUISHERS ARE ORDINARY HAZARD OCCUPANCY TYPE PER NFPA 10.
3. PROVIDE 2-A FIRE EXTINGUISHER TYPICAL ALL LOCATIONS. MAXIMUM FLOOR AREA PER UNIT OF A = 1,500 SF.
4. MAXIMUM FLOOR AREA FOR EXTINGUISHER = 11,250 SF.
5. MAXIMUM TRAVEL DISTANCE TO FIRE EXTINGUISHER = 75 FT.
6. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.
7. REFER TO FE CABINET DETAIL FOR MOUNTING HEIGHT AND ADDITIONAL INFORMATION.
8. PROVIDE A UNIT COST TO PROVIDE ADDITIONAL FIRE EXTINGUISHERS REQUESTED BY THE AUTHORITY HAVING JURISDICTION (AHJ).
PARTITION-SEE FLOOR PLANS FOR TYPES
FIRE EXTINGUISHER - SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.
27 " ( M A X)
48 " ( M A X)
FIRE EXTINGUISHER SIGNAGE - CONFIRM TYPE AND LOCATION WITH AUTHORITY HAVING JURISDICTION (AHJ).
* IF SIGNAGE PROJECTS GREATER THAN 4" THE BOTTOM OF SIGNAGE MUST BE GREATER THAN 80" AFF.
OPTION: PROVIDE AND INSTALL A PROTECTION BACKBOARD 4" (MIN) LARGER ON ALL SIDES OF THE FE. (FINISH TO MATCH WALL UNO.)
BASEMENT MAX TRAVEL DISTANCE = 113'-6"
195 39"
FEC BASEMENT
D MECHANICAL NO
• SEE IBC SECTION 1110 FOR REQUIRED ACCESSIBLE SIGNAGE AND ISA LOCATIONS • ADDRESS IDENTIFICATION: SEE IBC SECTION 501.2 • OCCUPANT LOAD: SEE IBC SECTION 1004.3 • STAIRWAY IDENTIFICATION: SEE IBC SECTION 1022.9
RAISED
CHARACTERS
JEM
Jason Maguire
0' 2' 8'4' SCALE 3/4" = 1'-0"4 FIRE EXTINGUISHER DETAIL
0' 2' 8'4'
MINIMUM DISTANCE BETWEEN EXITS SECTION 1007.1.1.1 35 FT 46 FT
MAXIMUM OVERALL DIAGONAL DIMENSION SECTION 1007.1.1 70 FT
MINIMUM NUMBER OF EXITS SECTION 1006 AND TABLE 1006.3.1 2 4
MAXIMUM DEAD END SECTION 1020.4 20 FT 16 FT
MINIMUM CORRIDOR WIDTH SECTION 1020.2 AND TABLE 1020.2 44 INCHES N/A
MAXIMUM EXIT ACCESS TRAVEL DISTANCE SECTION 1017 AND TABLE 1017.2 200 FT 76 FT
MAXIMUM COMMON PATH OF EGRESS TRAVEL SECTION 1006 AND TABLE 1006.2.1 75 FT 32 FT
EXTERIOR AREA FOR ASSISTED RESCUE SECTION 1009.7 N/A N/A
AREA OF REFUGE SECTION 1009.3 AND 1009.6 N/A N/A
STAIRWAY WIDTH SECTION 1009.3 AND 1011.2 36 INCHES 37 INCHES
STAIRWAYS: SECTION 1011
FIRE WINDOWS SECTION 716.6 N/A N/A
FIRE DOORS SECTION 716.5 N/A N/A
OPENING PROTECTIVES SECTION 716 AND TABLE 716.5
HORIZONTAL EXITS SECTION 1026 N/A N/A
EXIT PASSAGEWAYS SECTION 1024 N/A N/A
CORRIDOR FIRE RESISTIVE RATING SECTION 708, 1020.1, & TABLE 1020.1 N/A N/A
CHUTE DISCHARGE ROOMS SECTION 713.13.4 N/A N/A
CHUTE ACCESS ROOMS SECTION 713.13.3 N/A N/A
WASTE AND LINEN CHUTES SECTION 713.13 AND 713.4 N/A N/A
MECHANICAL SHAFTS SECTION 713.4 N/A N/A
ELEVATOR ENCLOSURES SECTION 713.14 NAD 713.4 N/A N/A
EXIT (STAIR) ENCLOSURES SECTION 1023.2 N/A N/A
SHAFT ENCLOSURES: SECTION 713
PROTECTED TABLE 601 N/A N/A
UNPROTECTED TABLE 601 AND TABLE 602 0 HR 0 HR
EXTERIOR WALL OPENINGS:
ROOF CONSTRUCTION TABLE 601 AND SECTION 711 0 HR 0 HR
FLOOR CONSTRUCTION TABLE 601 AND SECTION 711 0 HR 0 HR
INTERIOR TABLE 601 0 HR N/A
EXTERIOR TABLE 601 AND 602 0 HR N/A
NONBEARING WALLS AND PARTITIONS:
INTERIOR TABLE 601 N/A N/A
EXTERIOR TABLE 601, 602, AND SECTION 704.10 2 HR 3 HR
BEARING WALLS:
PRIMARY STRUCTURAL FRAME TABLE 601 AND SECTION 704.10 0 HR 0 HR
FIRE RESISTANCE RATINGS: IBC 2015 ALLOWABLE OR REQUIRED PROVIDED
TOTAL BUILDING AREA (Aa) SECTION 506.2 19,000 SF 3,650 SF
MEZZANINE 0,464 SF
FIRST FLOOR 1,493 SF
TOTAL AREA OF EACH STORY ABOVE GRADE PLANE 9,500 SF BASEMENT 1,693 SF
FRONTAGE INCREASE (If) SECTION 506.3 N/A AREA PER FLOOR
TABULAR BUILDING AREA PER STORY (At) TABLE 506.2 9,500 SF
BUILDING AREA SECTION 503 AND 506
BASEMENT (STORIES NOT ABOVE GRADE PLANE) 1
NUMBER OF STORIES ABOVE GRADE PLANE (Si) TABLE 504.4 2 2
BUILDING HEIGHT ABOVE GRADE PLANE TABLE 504.3 55 FT 38 FT
BUILDING HEIGHT SECTION 503 AND 504
GRADE PLANE (DEFINITION) SECTION 202 0 FT
TOTAL BUILDING PERIMETER (P) SECTION 506.3 198 FT
BUILDING PERIMETER THAT FRONTS OPEN SPACE…(F) SECTION 506.3 198 FT
FIRE SEPARATION DISTANCE TABLE 602 AND TABLE 705.8 30 FT
AUTOMATIC SPRINKLER SYSTEMS SECTION 903 NO
CONSTRUCTION TYPE / CLASSIFICATION SECTION 602 AND TABLE 601 IIIB
USE AND OCCUPANCY CLASSIFICATION CHAPTER 3 A3
BUILDING DATA: IBC 2015 ALLOWABLE OR REQUIRED PROVIDED
BUILDING CODE SUMMARY:
SCALE 1/4" = 1'-0"1 BASEMENT CODE PLAN
UP
DN
MAX TRAVEL DISTANCE = 32 FT MIN DISTANCE BETWEEN EXITS = 35'-0"
MAX DIAGONAL DIMENSION = 69'-11 1/4"
DISTANCE BETWEEN EXITS = 62'-6"
FEC FEC
OPEN TO BELOW
PORCH
CODE PLAN GENERAL NOTES 1. SEE ELECTRICAL DRAWINGS FOR EMERGENCY LIGHTING AND ILLUMINATED EXIT
SIGNS.
3. REFER TO FIRE EXTINGUISHER GENERAL NOTES FOR ADDITIONAL REQUIREMENTS.
4. REFER TO PARTITION TYPES FOR UL FIRE RATING DESIGNATIONS.
5. WHERE THERE IS AN ACCESSIBLE CONCEALED FLOOR, FLOOR-CEILING OR ATTIC SPACE, FIRE WALLS, FIRE BARRIERS, FIRE PARTITIONS, SMOKE BARRIERS AND SMOKE PARTITIONS OR ANY OTHER WALL REQUIRED TO HAVE PROTECTED OPENINGS OR PENETRATIONS SHALL BE EFFECTIVELY AND PERANENTLY IDENTIFIED WITH SIGNS OR STENCILING IN THE CONCEALED SPACE. SUCH IDENTIFICATION SHALL BE LOCATED WITHIN 15 FEET OF THE END OF EACH WALL AND AT INTERVALS NOT EXCEEDING 30 FEET MEASURED HORIZONTALLY ALONG THE WALL OR PARTITION. VERIFY LOCATIONS WITH AUTHORITY HAVING JURISDICTION (AHJ). INCLUDE LETTERING NOT LESS THAN 3 INCHES IN HEIGHT WITH A MINIMUM 3/8 INCH STROKE IN A CONTRASTING COLOR INCORPORATING "FIRE AND/OR SMOKE BARRIER-PROTECT ALL OPENINGS"
6. REFER TO DOOR SCHEDULE FOR RATED DOOR REQUIREMENTS.
7. ALL BEAMS AND COLUMNS THAT SUPPORT FIRE RATED ITEMS SHALL BE PROTECTED EQUAL TO THE REQUIRED RATING OF THOSE ITEMS.
FIRE EXTINGUISHER GENERAL NOTES
1. PROVIDE FIRE EXTINGUISHERS AS REQUIRED BY IBC, IFC, AND NFPA 10. VERIFY LOCATIONS WITH AUTHORITY HAVING JURISDICTION (AHJ).
2. CLASSIFICATION OF FIRE EXTINGUISHERS ARE ORDINARY HAZARD OCCUPANCY TYPE PER NFPA 10.
3. PROVIDE 2-A FIRE EXTINGUISHER TYPICAL ALL LOCATIONS. MAXIMUM FLOOR AREA PER UNIT OF A = 1,500 SF.
4. MAXIMUM FLOOR AREA FOR EXTINGUISHER = 11,250 SF.
5. MAXIMUM TRAVEL DISTANCE TO FIRE EXTINGUISHER = 75 FT.
6. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.
7. REFER TO FE CABINET DETAIL FOR MOUNTING HEIGHT AND ADDITIONAL INFORMATION.
8. PROVIDE A UNIT COST TO PROVIDE ADDITIONAL FIRE EXTINGUISHERS REQUESTED BY THE AUTHORITY HAVING JURISDICTION (AHJ).
ILLUMINATED EXIT SIGN - WALL MOUNTED REFERENCE ELECTRICAL DRAWINGS
CODE PLAN LEGEND
OCCUPANT EGRESS CAPACITY
NON RATED PARTITION
MAXIMUM OVERALL DIAGONAL DIMENSION X'
SIGNAGE GENERAL NOTES 1. ALL REQUIRED ACCESSIBILITY SIGNAGE SHALL FOLLOW THE INTERNATIONAL SYMBOL
OF ACCESSIBILITY IN SIZE, COLOR, PROPORTIONS, AND TEXT (TACTILE AND BRAILLE TEXT REQUIREMENTS).
2. ALL SIGNAGE SHALL FOLLOW IBC, ICC A117.1 AND ADA STANDARDS REQUIREMENTS.
3. THE CONTRACTOR SHALL VERIFY ALL QUANTITY OF SIGNAGE REQUIRED.
4. WHERE PERMANENT IDENTIFICATION IS PROVIDED FOR ROOMS AND SPACES, SIGNS SHALL BE INSTALLED ON THE LATCH SIDE OF THE DOOR. WHERE THERE IS NO WALL ADJACENT TO THE LATCH SIDE OF THE DOOR INCLUDING AT DOUBLE LEAF DOORS, SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL.
5. TOILET ROOM DOOR SYMBOLS SHALL BE IN CONTRASTING COLOR.
6. REFER TO CODE PLAN [AND/OR ARCHITECTURAL SITE PLAN] FOR ACCESSIBLE SIGN LOCATIONS. THE CONTRACTOR SHALL VERIFY ALL LOCATIONS WITH THE AUTHORITY HAVING JURISDICTION (AHJ).
PARTITION-SEE FLOOR PLANS FOR TYPES
FIRE EXTINGUISHER - SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.
27 " ( M A X)
48 " ( M A X)
FIRE EXTINGUISHER SIGNAGE - CONFIRM TYPE AND LOCATION WITH AUTHORITY HAVING JURISDICTION (AHJ).
* IF SIGNAGE PROJECTS GREATER THAN 4" THE BOTTOM OF SIGNAGE MUST BE GREATER THAN 80" AFF.
OPTION: PROVIDE AND INSTALL A PROTECTION BACKBOARD 4" (MIN) LARGER ON ALL SIDES OF THE FE. (FINISH TO MATCH WALL UNO.)
CODE REQUIRED SIGNAGE
ENTRANCE YES
• SEE IBC SECTION 1110 FOR REQUIRED ACCESSIBLE SIGNAGE AND ISA LOCATIONS • ADDRESS IDENTIFICATION: SEE IBC SECTION 501.2 • OCCUPANT LOAD: SEE IBC SECTION 1004.3 • STAIRWAY IDENTIFICATION: SEE IBC SECTION 1022.9
RAISED
CHARACTERS
JEM
Jason Maguire
0 7/19/19 Issued For Permit
SCALE 1/4" = 1'-0"1 FIRST FLOOR CODE PLAN
SCALE 1/4" = 1'-0"2 SECOND FLOOR CODE PLAN
0' 2' 8'4'
0' 2' 8'4'
0' 2' 8'4'
MINIMUM DISTANCE BETWEEN EXITS SECTION 1007.1.1.1 35 FT 46 FT
MAXIMUM OVERALL DIAGONAL DIMENSION SECTION 1007.1.1 70 FT
MINIMUM NUMBER OF EXITS SECTION 1006 AND TABLE 1006.3.1 2 4
MAXIMUM DEAD END SECTION 1020.4 20 FT 16 FT
MINIMUM CORRIDOR WIDTH SECTION 1020.2 AND TABLE 1020.2 44 INCHES N/A
MAXIMUM EXIT ACCESS TRAVEL DISTANCE SECTION 1017 AND TABLE 1017.2 200 FT 76 FT
MAXIMUM COMMON PATH OF EGRESS TRAVEL SECTION 1006 AND TABLE 1006.2.1 75 FT 32 FT
EXTERIOR AREA FOR ASSISTED RESCUE SECTION 1009.7 N/A N/A
AREA OF REFUGE SECTION 1009.3 AND 1009.6 N/A N/A
STAIRWAY WIDTH SECTION 1009.3 AND 1011.2 36 INCHES 37 INCHES
STAIRWAYS: SECTION 1011
FIRE WINDOWS SECTION 716.6 N/A N/A
FIRE DOORS SECTION 716.5 N/A N/A
OPENING PROTECTIVES SECTION 716 AND TABLE 716.5
HORIZONTAL EXITS SECTION 1026 N/A N/A
EXIT PASSAGEWAYS SECTION 1024 N/A N/A
CORRIDOR FIRE RESISTIVE RATING SECTION 708, 1020.1, & TABLE 1020.1 N/A N/A
CHUTE DISCHARGE ROOMS SECTION 713.13.4 N/A N/A
CHUTE ACCESS ROOMS SECTION 713.13.3 N/A N/A
WASTE AND LINEN CHUTES SECTION 713.13 AND 713.4 N/A N/A
MECHANICAL SHAFTS SECTION 713.4 N/A N/A
ELEVATOR ENCLOSURES SECTION 713.14 NAD 713.4 N/A N/A
EXIT (STAIR) ENCLOSURES SECTION 1023.2 N/A N/A
SHAFT ENCLOSURES: SECTION 713
PROTECTED TABLE 601 N/A N/A
UNPROTECTED TABLE 601 AND TABLE 602 0 HR 0 HR
EXTERIOR WALL OPENINGS:
ROOF CONSTRUCTION TABLE 601 AND SECTION 711 0 HR 0 HR
FLOOR CONSTRUCTION TABLE 601 AND SECTION 711 0 HR 0 HR
INTERIOR TABLE 601 0 HR N/A
EXTERIOR TABLE 601 AND 602 0 HR N/A
NONBEARING WALLS AND PARTITIONS:
INTERIOR TABLE 601 N/A N/A
EXTERIOR TABLE 601, 602, AND SECTION 704.10 2 HR 3 HR
BEARING WALLS:
PRIMARY STRUCTURAL FRAME TABLE 601 AND SECTION 704.10 0 HR 0 HR
FIRE RESISTANCE RATINGS: IBC 2015 ALLOWABLE OR REQUIRED PROVIDED
TOTAL BUILDING AREA (Aa) SECTION 506.2 19,000 SF 3,650 SF
MEZZANINE 0,464 SF
FIRST FLOOR 1,493 SF
TOTAL AREA OF EACH STORY ABOVE GRADE PLANE 9,500 SF BASEMENT 1,693 SF
FRONTAGE INCREASE (If) SECTION 506.3 N/A AREA PER FLOOR
TABULAR BUILDING AREA PER STORY (At) TABLE 506.2 9,500 SF
BUILDING AREA SECTION 503 AND 506
BASEMENT (STORIES NOT ABOVE GRADE PLANE) 1
NUMBER OF STORIES ABOVE GRADE PLANE (Si) TABLE 504.4 2 2
BUILDING HEIGHT ABOVE GRADE PLANE TABLE 504.3 55 FT 38 FT
BUILDING HEIGHT SECTION 503 AND 504
GRADE PLANE (DEFINITION) SECTION 202 0 FT
TOTAL BUILDING PERIMETER (P) SECTION 506.3 198 FT
BUILDING PERIMETER THAT FRONTS OPEN SPACE…(F) SECTION 506.3 198 FT
FIRE SEPARATION DISTANCE TABLE 602 AND TABLE 705.8 30 FT
AUTOMATIC SPRINKLER SYSTEMS SECTION 903 NO
CONSTRUCTION TYPE / CLASSIFICATION SECTION 602 AND TABLE 601 IIIB
USE AND OCCUPANCY CLASSIFICATION CHAPTER 3 A3
BUILDING DATA: IBC 2015 ALLOWABLE OR REQUIRED PROVIDED
BUILDING CODE SUMMARY:
ARCHITECTURAL SITE PLAN GENERAL NOTES
1. REFER TO CIVIL DRAWINGS FOR ALL NOTED LANDSCAPED AREA REQUIREMENTS.
2. REFER TO PLUMBING DRAWINGS FOR HOSE BIB (HB) FOR ADDITIONAL INFORMATION AND LOCATIONS.
3. REFER TO CIVIL DRAWINGS FOR NEW AND EXITING GRADES AND ADDITIONAL SIDE AND GRADING INFORMATION NOT SHOWN ON THE ARCHITECTURAL SITE PLAN.
4. REFER TO THE GEOTECHNICAL INVESTIGATION REPORT FOR ALL SURFACE AND SOIL CONDITIONS BEFORE PROCEEDING WITH SITE WORK.
5. COORDINATE ALL SITE WORK WITH THE CIVIL DRAWINGS AND NOTIFY ARCHITECT OF ANY CONFLICTS / DISCREPANCIES.
© 2018 BERNARDON PC
JEM
Jason Maguire
SCALE 1/16" = 1'-0"1 SITE PLAN
N
FOR REFERENCE ONLY
TOP CHORD BOTTOM CHORD DEAD = 15 PSF DEAD = 10 PSF
THE PLANE OF THE TRUSS. FOR GABLE END TRUSSES BACKING UP MASONRY
9. ROOF STEEL JOISTS SHALL BE DESIGNED FOR A NET UPLIFT LOADING OF 15 PSF. ROOF JOIST GIRDERS SHALL BE DESIGNED FOR A NET UPLIFT
10. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING SUPERIMPOSED
GABLE END TRUSSES SHALL BE DESIGNED FOR WIND LOAD PERPENDICULAR TO WIND = PER CODE SNOW = PER CODE LIVE = 40 PSF (ATTIC & CATWALK)
LOADS:
LOADING OF 10 PSF.
VENEER, PROVIDE VERTICAL WEB MEMBERS AT 16" O/C, AND LIMIT OUT-OF-PLANE DEFLECTIONS TO L/600. DESIGN, DETAIL AND PROVIDE ALL TEMPORARY AND PERMANENT BRACING FOR THE TRUSS SYSTEM.
5. ADJACENT COLUMN FOOTINGS THAT ABUT SHALL BE SEPARATED BY A PAPER JOINT.
4. EDGES OF FOOTINGS SHALL NOT BE PLACED AT A GREATER THAN 1 (VERTICAL)
3. THE BOTTOMS OF EXTERIOR FOOTINGS SHALL BE 36 IN. MINIMUM BELOW
2. SPREAD FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR COMPACTED
1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL
FOUNDATIONS
TO 2 (HORIZ) SLOPE WITH RESPECT TO ANY ADJACENT FOOTING OR EXCAVATION.
STRUCTURAL FILL HAVING A MINIMUM SAFE BEARING CAPACITY OF 3 KSF.
ENGINEER'S REPORT PREPARED BY (NAME), (LOCATION).
STRUCTURAL NOTES:
STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." 3. BOLTED CONNECTIONS SHALL CONFORM TO RCSC'S "SPECIFICATIONS FOR
AT BELOW GRADE WALLS: PROVIDE AT 8 IN. C/C. TYPICAL: 16 IN C/C MAX, UNO.
12. LOAD BEARING CMU SHALL HAVE FULL MORTAR BED JOINTS.
USE OF MASONRY CEMENT IS NOT PERMITTED.
3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90. PSI. (MIN NET AREA COMPRESSIVE STRENGTH OF UNIT = 1900 PSI.)
BE BONDED, UNO.
ASTM A615, GRADE 60. DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO
PROVIDE FINE AND COARSE GROUTS APPROPRIATE FOR SIZE OF VOID SPACE
STRUCTURAL STEEL WF SHAPES ASTM A992 OTHER STRUCTURAL STEEL SHAPES ASTM A36, UNO
ROUND PIPE ASTM A53, TYPE E OR S
DESIGNATIONS, UNO:
MEMBERS THAT ARE FABRICATED WITH SLOTTED HOLES SHALL BE SLIP-
BEAMS, THE CONNECTION CAPACITY SHALL BEAT LEAST 50% OF THE MAXIMUM TOTAL
SHRINKAGE-RESISTANT GROUT CONFORMING TO ASTM C1107 HAVING A MINIMUM
HIGH STRENGTH BOLTS ASTM A325 [A490] ANCHOR RODS ASTM F1554, GRADE 36 [55] [105]
"STRUCTURAL WELDING CODE - STEEL". ELECTRODES SHALL HAVE A MINIMUM
"MAXIMUM TOTAL UNIFORM LOAD" TABLES IN THE AISC MANUAL. FOR NON-COMPOSITE
SQUARE,RECTANGULAR AND ROUND HSS ASTM A500, GRADE B
CONCRETE MASONRY
1. CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530 AND 530.1. 2. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE MASONRY, F'M, SHALL BE 1500
4. CONCRETE MASONRY REINFORCING SHALL BE DEFORMED BARS CONFORMING TO
5. GROUT SHALL CONFORM TO THE PROPORTIONAL REQUIREMENTS OF ASTM C476.
6. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S, PCL OR MORTAR CEMENT.
7. REINFORCED VOIDS, AND NON-REINFORCED VOIDS SPECIFIED TO BE GROUTED, IN
10. LAP UNCOATED, DEFORMED BARS AS FOLLOWS:
11. CONCRETE MASONRY SHALL BE LAID IN RUNNING BOND, UNO. PILASTERS SHALL
STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATIONS:
2. BOLTS SHALL BE MINIMUM 3/4 IN. DIA. AND SHALL CONFORM TO THE FOLLOWING
4. WELDING, WELDING ELECTRODES, AND FLUXES SHALL CONFORM TO AWS D1.1
5. GROUT UNDER STEEL COLUMN OR POST BASE PLATES SHALL BE NONMETALLIC,
6. HIGH STRENGTH BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG-
7. HIGH-STRENGTH BOLTS IN MOMENT CONNECTIONS (MOMENT PLATES AND SHEAR
8. HIGH STRENGTH BOLTS IN CONNECTIONS USED FOR KICKERS AND BRACING
9. MINIMUM CAPACITY OF BEAM CONNECTIONS: DESIGN CONNECTIONS USING THE
10. PROVIDE FULL DEPTH CONNECTIONS AT BEAM OR GIRDER TO COLUMN CONNECTION.
13. PROVIDE LADDER-TYPE, HORIZONTAL JOINT REINFORCEMENT AS FOLLOWS:
SPECIFICATION FOR WOOD CONSTRUCTION." 1. STRUCTURAL LUMBER SHALL CONFORM TO AF&PA'S NDS, "NATIONAL DESIGN
2. STRUCTURAL LUMBER SHALL BE NO. 2 S-P-F, VISUALLY GRADED, OR BETTER.
SUBMITTALS
CONDITIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH THE AFFECTED PORTION OF THE WORK.
AFFECTED PORTION OF THE WORK.
CONSIDERED TYPICAL FOR SIMILAR CONDITIONS THAT DO NOT HAVE
SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. FOR INCONSISTENCIES BETWEEN STRUCTURAL DRAWINGS, THE SPECIFICATIONS, AND ANY CODE OF
THE ENGINEER SHALL BE NOTIFIED PRIOR TO PROCEEDING WITH THE
DOCUMENTS, INCLUDING ARCHITECTURAL, M/E/P, AND SITE DOCUMENTS. COORDINATE WITH THESE DOCUMENTS FOR LOCATIONS AND DIMENSIONS OF OPENINGS, CHASES, INSERTS, REGLETS, SLEEVES, DEPRESSIONS, ETC., NOT INDICATED ON THE STRUCTURAL DOCUMENTS. ALL DIMENSIONS AND CONDITIONS, EXISTING AND NEW, SHALL BE FIELD VERIFIED. THE ENGINEER SHALL BE NOTIFIED OF DISCREPANCIES PRIOR TO PROCEEDING WITH THE
COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE STABILITY AND SAFETY DURING CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF
1. STRUCTURAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE
2. STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE USED WITH OTHER CONSTRUCTION
3. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AFTER THE BUILDING IS
FOLLOWED, INCLUDING THE FEDERAL DEPARTMENT OF LABOR OSHA.
4. SECTIONS AND DETAILS SHOWN ON ANY STRUCTURAL DOCUMENTS SHALL BE
5. APPLICABLE FEDERAL, STATE AND MUNICIPAL REGULATIONS SHALL BE
TO BE TRUE AND EXACT. CONTRACTOR(S) SHALL FIELD VERIFY EXISTING (EXISTING DRAWINGS, FIELD SURVEYS, ETC.) AND ARE NOT GUARANTEED 1. EXISTING CONDITIONS INDICATED ARE OBTAINED FROM AVAILABLE SOURCES
EXISTING CONDITIONS
GENERAL
2. SEE ARCHITECTURAL DRAWINGS FOR EXTENT OF DEMOLITION OF EXISTING CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE
AT WALL OPENINGS: PROVIDE ADD'L REINF. NOT MORE THAN 8 IN. ABOVE AND BELOW OPENING. TERMINATE 2 FT. BEYOND OPENING.
STANDARD PRACTICE, THE STRICTER REQUIREMENT SHALL APPLY, AND
SHEETING, SHORING, TEMPORARY BRACING, GUYS, AND TIEDOWNS. THE CONTRACTOR SHALL PROVIDE SHORING AND BRACING NECESSARY TO PROTECT EXISTING AND ADJACENT STRUCTURES.
UNIFORM LOAD. FOR COMPOSITE BEAMS, THE CONNECTION CAPACITY SHALL BE AT
WOOD
MECHANICAL ROOFTOP EQPT CURBS, OPENINGS & ROOF ACCESS 1. PROVIDE FRAMING FOR ALL ROOFTOP EQUIPMENT CURBS AND OPENINGS, AND ROOF ACCESS, IN NEW AND EXISTING CONSTRUCTION ACCORDING TO TYPICAL
2. COORDINATE SIZES AND LOCATIONS OF CURBS AND OPENINGS WITH MECHANICAL DRAWINGS AND MECHANICAL CONTRACTOR AND ROOF ACCESS OPENINGS WITH ARCHITECTURAL DRAWINGS. CURBS AND OPENINGS SHALL BE CENTERED BETWEEN
3. ALL ROOF JOISTS AND TRUSSES (NEW AND EXISTING) SHALL BE REINFORCED FOR OFF-PANEL POINTS LOADS ACCORDING TO TYPICAL DETAIL.
3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL TYPICAL DETAIL 2. TYPICAL DETAILS ARE GENERALLY NOT CUT ON THE PLANS. 1. TYPICAL DETAILS APPLY AT ALL APPROPRIATE LOCATIONS.
TYPICAL DETAILS
DRILLED ANCHORS
3. GROUT CMU COURSES CONT AT ANCHORS FOR 8" MIN ABOVE & BELOW ANCHOR LINES.
1. EXPANSION ANCHORS SHALL BE (UNO):
11. PROVIDE COLUMN CAP PLATES AS FOLLOWS, UNO: FOR DECK BEARING: 1/4" THICK (PROVIDE WHERE BEAMS DO NOT FRAME INTO BOTH SIDES OF WEB.) FOR JOIST BEARING: 1/2" THICK AT K-SERIES JOISTS. 3/4" THICK AT LH & DLH JOISTS. 1" THICK AT JOIST GIRDERS. FOR BEAM BEARING: SEE TYPICAL DETAILS, 3/4" THICK MIN. FOR MOMENT CONNECTIONS: SEE TYPICAL DETAILS.
PROVIDE COLUMN CAP PLATES AT ALL SQUARE, RECTANGULAR AND ROUND HSS COLUMNS. 12. WEB STIFFENERS SHALL BE PROVIDED IN WF SHAPES AS FOLLOWS:
COLUMN WEBS: AT FULLY-DEVELOPED MOMENT CONNECTIONS. STIFFENERS SHALL BE COMPLETE-PENETRATION GROOVE WELDED, SAME THICKNESS AND GRADE AS BEAM FLANGES. WHERE MOMENT CONNECTIONS OCCUR ON COLUMN FLANGES AND COLUMN WEBS, STIFFENER THICKNESS SHALL EQUAL THE VECTOR SUMMATION OF THE RESPECTIVE BEAM FLANGE THICKNESSES.
BEAM WEBS: WHERE BEAM BEARS ON COLUMN, SAME THICKNESS AND STRENGTH AS COLUMN FLANGES.
BEAM WEBS: WHERE COLUMN BEARS ON BEAM, SAME THICKNESS AND STRENGTH AS COLUMN FLANGES.
FINISHED GRADE.
DAY DESIGN COMPRESSIVE STRENGTH AS FOLLOWS: 6. FOUNDATION CONCRETE SHALL BE NORMAL WEIGHT HAVING A MINIMUM 28
SPREAD FOOTINGS 4000 PSI WALLS & PIERS 4000 PSI SLAB-ON-GRADE (INTERIOR) 3500 PSI SLAB-ON-GRADE (EXTERIOR) 4500 PSI, 0.45 W/C MAX.
SUFFICIENT WATER CONTENT. ADMIXTURES ARE NOT PERMITTED IN GROUT. BEING FILLED. GROUT SHALL HAVE A MINIMUM SLUMP OF 8 INCHES PROVIDED BY
AT PARAPETS: PROVIDE AT 8 IN. C/C.
STEEL BARS, ANGLES AND PLATES ASTM A36, UNO
TIGHT CONDITION, UNO.
TENSIONED. CRITICAL. IF STANDARD HOLES ARE USED, BOLTS SHALL BE FULLY PRE-
2. CONCRETE REINFORCING SHALL CONFORM TO THE FOLLOWING DESIGNATIONS: DEFORMED BARS ASTM A615, GRADE 60 DEFORMED BARS (WELDABLE) ASTM A706 WELDED WIRE FABRIC ASTM A185 3. LAP DEFORMED BARS 40 DIA., UNO. PROVIDE CORNER AND L BARS AT CORNERS AND INTERSECTIONS. REINFORCING INDICATED AS CONTINUOUS SHALL BE LAPPED. HOOKS SHALL BE STANDARD HOOKS, UNO. LAP WELDED WIRE FABRIC SUCH THAT THE OVERLAP OF THE OUTERMOST CROSS-WIRES OF EACH ADJOINING SHEET IS NOT
4. CONCRETE PROTECTION FOR REINFORCEMENT: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 IN. CONCRETE EXPOSED TO EARTH OR WEATHER: NO. 6 THROUGH NO. 18 BARS: 2 IN. NO. 5 BAR AND SMALLER: 1-1/2 IN. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS, JOISTS: NO. 14 AND NO. 18 BARS 1-1/2 IN. NO. 11 BAR AND SMALLER: 3/4 IN. BEAMS, COLUMNS, PIERS: 1-1/2 IN. 5. REINFORCING FOR SLABS ON GRADE, WHERE NOT OTHERWISE SPECIFIED, SHALL BE AS FOLLOWS:
REINFORCING BARS: SEE FOUNDATION AND TYPICAL DETAILS. AT SLAB
WIRE MESH: 6x6-W2.9 x W2.9 WWF. REINFORCING SHALL BE SUPPORTED AT MID-DEPTH OF SLAB. SYNTHETIC FIBER: FIBRILLATED POLYPROPYLENE, IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS 6. REINFORCING FOR CONCRETE TOPPING, WHERE NOT OTHERWISE SPECIFIED, SHALL BE AS FOLLOWS:
REINFORCING BARS: SEE FRAMING AND TYPICAL DETAILS. AT SLAB
WIRE MESH: 6x6-W2.9 x W2.9 WWF. REINFORCING SHALL BE SUPPORTED 1 IN. BELOW TOP OF SLAB. SYNTHETIC FIBER: FIBRILLATED POLYPROPYLENE, IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS 7. WELDING, WELDING ELECTRODES AND FLUXES SHALL CONFORM TO AWS D1.4 "STRUCTURAL WELDING CODE - REINFORCED STEEL". ELECTRODES SHALL HAVE A MINIMUM TENSILE STRENGTH OF 70 KSI. ASTM A706 BARS OR DBA'S SHALL BE USED IN ALL WELDED APPLICATIONS.
CONCRETE REINFORCING
GYPSUM BOARD/COLD FORMED STEEL SHEAR WALLS
1. SEE COLD FORMED STEEL FRAMING NOTES. 2. GYPSUM WALLBOARD SHALL CONFORM TO ASTM C36. 3. STEEL SELF DRILLING SCREWS SHALL CONFORM TO ASTM C1002. 4. STEEL STUDS SHALL BE MINIMUM 3-5/8 INCH, 16 GAGE, WITH 1-5/8 INCH FLANGES SPACED AT 16 INCHES O/C MAX. PROVIDE DOUBLED STUDS AT WALL ENDS. 5. GYPSUM WALLBOARD SHALL BE MINIMUM 1/2 INCH THICK, PLACED ON BOTH SIDES OF STUD. 6. SCREWS SHALL BE MINIMUM NO. 6 X 1 INCH, SPACED AT 12 INCHES O/C, AT ALL STUDS AND TRACKS.
3. GLUED LAMINATED TIMBER SHALL CONFORM TO THE CURRENT EDITIONS OF AF&PA'S NDS, AITC 117, "DESIGN STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER FOR SOFTWOOD SPECIES", AND AITC A 190.1, "STRUCTURAL GLUED LAMINATED TIMBER". 4. GLUED LAMINATED TIMBER SHALL BE VISUALLY GRADED SOUTHERN PINE, COMBINATION 20F-V1 (MIN.). 5. LAMINATED VENEER LUMBER (LVL) SHALL BE AS MANUFACTURED BY iLEVEL, OR EQUIVALENT. LVL'S SHALL NOT BE EXPOSED TO THE
6. PARALLEL STRAND LUMBER (PSL) SHALL BE AS MANUFACTURED BY iLEVEL, OR EQUIVALENT. PSL'S EXPOSED TO THE ENVIRONMENT SHALL BE
10. PLYWOOD SHALL CONFORM TO APA'S "PANEL DESIGN SPECIFICATION", PDS-04, AND DOC'S PS 1, "CONSTRUCTION AND INDUSTRIAL PLYWOOD". ALL JOINTS SHALL BE STAGGERED. PANELS SHALL BE INSTALLED WITH THE LONG DIMENSION ACROSS SUPPORTS. NAILING SHALL COMPLY WITH MINIMUM APA REQUIREMENTS
11. PLYWOOD ROOF SHEATHING SHALL BE APA STRUCTURAL I RATED SHEATHING, EXPOSURE 1, THICKNESS AS INDICATED. PROVIDE PANEL CLIPS AT
14. PLYWOOD SUB-FLOORING SHALL BE APA RATED STURD-I-FLOOR, EXPOSURE 1, THICKNESS AS INDICATED, WITH TONGUE AND GROOVE EDGES. FIELD-GLUE
15. CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. CONNECTOR SIZE AND CAPACITY SHALL MATCH MEMBER SIZE AND CAPACITY. TOE-NAILING IS NOT PERMITTED. 16. MINIMUM FASTENING SHALL CONFORM TO IBC TABLE 2304.9.1, "FASTENING SCHEDULE". 17. HEADERS AT NON LOAD BEARING CONDITIONS SHALL BE AS FOLLOW: 2X4 WALLS: OPENINGS UP TO 9'-0" (2) 2X8 + 1/2" PLYWOOD
18. PROVIDE CONTINUOUS SOLID BLOCKING OR CROSS-BRIDGING LINES AT 8'-0" O/C MAX., ONE LINE MINIMUM. PROVIDE ADDITIONAL BRIDGING FOR MANUFACTURED WOOD PRODUCTS (JOISTS, TRUSSES, ETC.) AS SPECIFIED BY
19. REFER TO STRUCTURAL DESIGN CRITERIA FOR TRUSS DESIGN LOADS.
4. RE-USE EXISTING OPENINGS WHERE POSSIBLE.
HILTI KWIK BOLT III, OR EQUIVALENT
4. ANCHORS IN EXTERIOR APPLICATIONS SHALL BE HOT-DIPPED GALV.
CONNECTIONS) SHALL BE SLIP CRITICAL, UNO, AND SHALL BE TIGHTENED IN
LEAST 80% OF THE MAXIMUM TOTAL UNIFORM LOAD.
14. PROVIDE VERTICAL CONTROL JOINTS IN WALLS AT 24 FT. O/C MAX, UNO.
21. ALL FASTENERS AND PREFABRICATED CONNECTORS USED WITH PRESERVATIVE TREATED WOOD SHALL HAVE A HOT-DIP GALVANIZING G185 COATING ACCORDING TO ASTM A153 AND A123. (TYPE A304 OR 306 STAINLESS STEEL
INTERNAL PRESSURE COEFF. ±0.18
BE REVISED BASED UPON ACTUAL SUPPLIED EQUIPMENT AND SUPPORT DETAILS.
EQUIVALENT LATERAL FORCE
8. DESIGN REACTIONS AND SUPPORT DETAILS FOR ELEVATOR, ARCHITECTURAL,
7. LATERAL EARTH PRESSURES ON RETAINING AND BASEMENT WALLS ARE BASED
AVAILABLE MANUFACTURER INFORMATION. SUPPORT CONDITIONS MAY NEED TO MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT ARE BASED UPON
EQUIVALENT ACTIVE FLUID PRESSURE (CANTILEVERED) 45 PCF EQUIVALENT AT-REST FLUID PRESSURE (BASEMENT) 65 PCF
COEFFICIENT OF FRICTION 0.30 EQUIVALENT PASSIVE FLUID PRESSURE 300 PCF
ON THE FOLLOWING: [PRESUMPTIVE LOADING]:
DESIGN BASE SHEAR 18K
BASIC STRUCTURAL SYSTEM
SEISMIC IMPORTANCE FACTOR 1.25
ROOF ZONE 3 +26.3, -33.7 PSF ROOF ZONE 2 +26.3, -33.7 PSF ROOF ZONE 1 +26.3, -28.8 PSF WALL CORNERS +28.8, -38.5 PSF WALLS +28.8, -31.2 PSF COMPONENTS & CLADDING
6. SEISMIC LOADING IS BASED ON THE FOLLOWING:
ANALYSIS PROCEDURE
STAIRS 100 PSF OFFICE 50 PSF + 20 PSF PARTITION
5. WIND LOADING IS BASED ON THE FOLLOWING:
LOADS HAVE BEEN CONSIDERED WHERE APPROPRIATE.
STORAGE, HEAVY 250 PSF
4. SNOW LOADING IS BASED ON THE FOLLOWING. DRIFTING OR SLIDING SNOW
STORAGE, LIGHT 125 PSF
CATWALKS 40 PSF / 300 LB CONCENTRATED
3. LIVE LOADS ARE AS FOLLOWS. LIVE LOAD REDUCTIONS HAVE BEEN TAKEN
1. DESIGN LOADS ARE IN ACCORDANCE WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC) INCLUDING LOCAL CODES, WHERE APPLICABLE, AND THE
WHERE APPLICABLE, UNO.
6. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED ON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THE SPECIFIED DESIGN LIVE LOADS. CONCRETE SLABS AND TOPPINGS
7. THE CONTRACTOR'S CONSTRUCTION SEQUENCES SHALL ALLOW FOR THE EFFECTS OF THERMAL MOVEMENTS DURING THE CONSTRUCTION PERIOD, PRIOR TO THE BUILDING BEING ENCLOSED AND TEMPERATURE CONTROLLED. NEGATIVE EFFECTS OF SUCH THERMAL MOVEMENTS, SUCH AS MATERIAL CRACKING, FROST HEAVE, ETC., SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. 8. IN THE ABSENCE OF SPECIFIC INSTRUCTIONS TO THE CONTRARY IN THE CONTRACT DOCUMENTS, THE TRADE PRACTICES THAT ARE DEFINED IN ANY CODE OF STANDARD PRACTICE SHALL GOVERN.
IBC SPECIAL INSPECTIONS
FOUNDATION SUBGRADE PREPARATION REQUIREMENTS
2. THE BUILDING SITE SHALL BE STRIPPED OF ANY TOPSOIL, ORGANIC MATTER, VEGETATION FILL MATERIALS, AND OTHERWISE UNSUITABLE OR SOFT SUBGRADE MATERIALS.
3. UNSUITABLE MATERIALS SHALL BE EXCAVATED DOWN TO RESIDUAL SOIL ELEVATIONS.
5. WHERE ROCK IS ENCOUNTERED WITHIN 2 FEET OF FOUNDATION BEARING ELEVATION (SUBGRADE SHALL BE PROBED TO DETERMINE THIS), UNDERCUT ROCK BY 2 FEET MIN. BELOW BEARING ELEVATION AND REPLACE WITH COMPACTED STRUCTURAL FILL.
6. AT SLAB-ON-GRADE AREAS, FOLLOWING STRIPPING, THE SUBGRADES SHALL BE PROOFROLLED WITH A LOADED TANDEM AXLE DUMP TRUCK OR TEN-TON ROLLER UNDER OBSERVATION OF THE GEOTECHNICAL ENGINEER. AREAS WHICH EXHIBIT EXCESSIVE PUMPING OR WEAVING, AS DETERMINED BY THE GEOTECHNICAL ENGINEER, SHALL BE REMOVED AND REPLACED WITH NEW COMPACTED STRUCTURAL FILL.
7. COMPACTED FILL SHALL BE USED TO RAISE EXISTING GRADES TO THE PROPOSED NEW ELEVATION, WHERE REQUIRED. UNDER SLAB DRAINS CONSISTING OF A 4 INCH
BE USED BENEATH THE CONCRETE SLAB-ON-GRADE. 9. TB-# INDICATES TEST BORING NUMBER AND APPROXIMATE LOCATION.
[#.##'] INDICATES APPROXIMATE EXISTING SURFACE ELEVATION RELATIVE TO DATUM. (#.##') INDICATES APPROXIMATE ELEVATION TO RESIDUAL SOIL ELEVATION, RELATIVE TO DATUM, BELOW EXISTING FILL MATERIALS. <#.##'> INDICATES APPROXIMATE AUGER REFUSAL ELEVATION RELATIVE TO DATUM.
INTERPOLATE RESIDUAL SOIL AND AUGER REFUSAL ELEVATIONS BETWEEN TEST BORING LOCATIONS.
LESS THAN THE SPACING OF THE CROSS-WIRES PLUS TWO IN., UNO.
1. REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318.
BLOCKOUT AND RE-ENTRANT CORNERS, PROVIDE 2#5 X 4'-0" DIAGONALS.
OPENINGS AND RE-ENTRANT CORNERS, PROVIDE 2#5 X 4'-0" DIAGONALS.
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES. ACI DETAILING MANUAL SP-66, AND WITH ACI 315, MANUAL OF STANDARD
8. DETAILING OF CONCRETE REINFORCING AND ACCESSORIES SHALL CONFORM TO
ASTM A496. DBA'S SHALL BE WELDED BY AUTOMATIC EQUIPMENT.
CONCRETE MASONRY SHALL BE FILLED SOLID WITH GROUT IN 5 FT. MAXIMUM LIFTS STOP POURS 1-1/2 INCHES BELOW THE BED JOINT TO FORM A KEY AT POUR JOINTS.
PROVIDE CONTINUITY AT INTERSECTIONS AND CORNERS USING PREFABRICATED T-SHAPED AND L-SHAPED UNITS, AND LAP ALL CONSECUTIVE SECTIONS OF TRUSS
15. ALL CMU WALLS SHALL BE DOWELED TO SUPPORTING SLABS WITH MINIMUM #4 @ 48 HOOKED DOWELS, UNO. ALL CMU WALLS SUPPORTED DIRECTLY ON STEEL MEMBERS SHALL BE ANCHORED WITH 1/2" DIAMETER x 4" STUDS AT 32" O/C, OR WITH #4
16. THE TOPS OF ALL NON-LOAD BEARING CMU WALLS SHALL BE BRACED ACCORDING TO SPECIFIC SECTIONS AND / OR TYPICAL DETAILS.
X 2'-0" DBA'S AT 48" O/C, UNO.
STIFF PLATES IN MOMENT CONNECTIONS ASTM A572, GRADE 50
DESIGN COMPRESSIVE STRENGTH OF 5000 PSI. GROUT UNDER STEEL BEAM
ACCORDANCE WITH ONE OF THE METHODS LISTED IN RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING USING ASTM A325 OR A490 BOLTS".
13. PRIOR TO DETAILING CONNECTIONS FOR STRUCTURAL STEEL, THE STEEL FABRICATOR SHALL SUBMIT FOR APPROVAL REPRESENTATIVE DETAILS FOR EACH TYPE OF PROPOSED STRUCTURAL CONNECTION. SUCH DETAILS SHALL INDICATE DESIGN CAPACITIES. AFTER APPROVAL, THE CONNECTIONS SHALL BE INCORPORATED INTO SHOP DRAWINGS.
A SPECIFIC SECTION INDICATED, AND SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER.
SHALL NOT BE LOADED UNTIL THE CONCRETE HAS REACHED AT LEAST 75% OF THE SPECIFIED DESIGN COMPRESSIVE STRENGTH.
RAIN ON SNOW SURCHARGE N/A (Pg > 20 PSF) GROUND SNOW LOAD, Pg 30 PSF FLAT-ROOF SNOW LOAD, Pf 21 PSF SNOW EXPOSURE FACTOR, Ce 1.0 SNOW THERMAL FACTOR, Ct 1.0 SNOW LOAD IMPORTANCE FACTOR, I 1.0
BASIC WIND SPEED (3 SEC GUST) 120 MPH EXPOSURE CATEGORY B
SPECTRAL RESPONSE COEFF. (SDS) 0.200g SPECTRAL RESPONSE COEFF. (SD1) 0.077g
7. PROVIDE AIR-ENTRAINMENT IN ALL CONCRETE EXPOSED TO FREEZE-THAW CONDITIONS DURING THE CONSTRUCTION PERIOD AND/OR IN THE COMPLETED STRUCTURE.
8. VERTICAL CRACK CONTROL AND/OR CONSTRUCTION JOINTS IN CONCRETE WALLS SHALL BE PROVIDED AT 30 FT. O/C MAX. CONSTRUCTION JOINTS SHALL BE PROVIDED AT 90 FT. O/C MAX.
ENVIRONMENT IN THE COMPLETED STRUCTURE.
WOLMANIZED.
TRUS JOIST MACMILLAN OR APPROVED EQUAL. 7. TJI JOISTS SHALL BE AS MANUFACTURED BY iLEVEL OR APPROVED EQUAL.
8. LSL (TIMBERSTRAND) HEADERS SHALL BE AS MANUFACTURED BY iLEVEL.
FOR PLYWOOD FLOOR/ROOF DIAPHRAGMS, AND IBC FASTENING SCHEDULE.
UNSUPPORTED EDGES.
EXPOSURE 1. 12. PLYWOOD WALL SHEATHING SHALL BE APA RATED SHEATHING, TYPE CDX,
INSTALLATION OF OVERFRAMING MEMBERS. 13. ROOF SHEATHING SHALL BE INSTALLED ON MAIN ROOF MEMBERS PRIOR TO THE
USING ADHESIVES MEETING APA SPECIFICATION AFG-01.
OPENINGS UP TO 9'-0" (3) 2X8 + 1/2" PLYWOOD (2 LAYERS) 2X6 WALLS
MANUFACTURER.
20. PRESSURE PRESERVATIVE TREATED LUMBER SHALL BE PROVIDED WHERE LUMBER IS IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO THE WEATHER.
FASTENERS AND CONNECTORS)
INSTALLED TO MAINTAIN A RELATIVE HUMIDITY LESS THAN 95% AND A VENTILATION IN ATTIC. A HUMIDISTAT CONTROLLED BLOWER SHALL BE MOISTURE BY INSTALLATION OF A VAPOR BARRIER AND BY POSITIVE 22. FIRE-TREATED ROOF TRUSSES OR FRAMING SHALL BE PROTECTED FROM
TEMPERATURE LESS THAN 150 DEGREES F.
DETAILS, UNO.
DURING DEMOLITION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE
ADDITION OF TEMPORARY SHORING AND BRACING NECESSARY TO SUPPORT AND
PREVENT DAMAGE TO REMAINING CONSTRUCTION.
AFFECTED PORTION OF THE WORK.
AND ACROSS NEW AND EXISTING ROOF MEMBERS.
1. THE APPLICABLE CONTRACTOR SHALL SUBMIT THE FOLLOWING FOR APPROVAL: CONCRETE MIX DESIGNS FOR STRENGTHS INDICATED CONCRETE REINFORCING SHOP DRAWINGS, INCLUDING ELEVATIONS OF ALL WALLS
PRODUCT DATA & MILL TEST FOR EACH APPLICABLE PRODUCT
STRUCTURAL STEEL SHOP DRAWINGS MASONRY REINFORCING SHOP DRAWINGS, INCLUDING ELEVATIONS OF ALL WALLS MASONRY GROUT AND MORTAR MIX DESIGNS WOOD TRUSS SHOP DRAWINGS W/ P.E. SEALED CALCULATIONS
BEARING PLATES IN CONCRETE MASONRY WALLS SHALL CONFORM TO ASTM C476.
STONE DRAINAGE LAYER (CORRESPONDING TO PA DOT 2A), SHALL
23. PRESSURE PRESERVATIVE TREATED GLUE LAMINATED TIMBER SHALL CONFORM TO AMERICAN WOOD PRESERVER'S ASSOCIATION STANDARD C1-00.
COLDFORMED TRUSS SHOP DRAWINGS & CALCS w/ PE SEAL STEEL JOIST SHOP DRAWINGS METAL DECK SHOP DRAWINGS COLDFORMED FRAMING SHOP DRAWINGS & CALCULATIONS w/ PE SEAL STEEL STAIR FRAMING SHOP DRAWINGS & CALCS w/ PE SEAL
TYPE REINFORCING A MINIMUM OF 8".
PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICES WHERE POSSIBLE; USE TENSION SPLICE CLASS "B" UNO. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH TENSION SPLICES.
24. PROVIDE A SUFFICIENT NUMBER OF STUDS TO ACHIEVE FULL BEARING WIDTH FOR ALL BEAMS, TRUSS GIRDERS, AND POINT LOADS. MULTIPLE STUDS SHALL BE NAIL LAMINATED TOGETHER. 25. ANCHOR BOLTS SHALL BE SPACED AT 4'-0" c/c,UNO AND 4" TO 12" MAX FROM ENDS OF WALLS WITH 2 BOLTS PER SILL BOARD.
BY MECHANICAL BAR POSITIONERS DESIGNED FOR THAT PURPOSE. 8. REINFORCING BARS SHALL BE TIED TO DOWELS AND HELD IN THE PROPER POSITION
9. REINFORCING SHALL NOT BE PLUNGED INTO WET GROUT.
9. DO NOT SCALE DRAWINGS TO DETERMINE DIMENSIONS, LOCATIONS, OR SIZES OF ANY ELEMENT.
FOLLOWING STANDARDS REFERENCED IN IBC 2015: ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 530 - BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI 530.1 - SPECIFICATIONS FOR MASONRY STRUCTURES AF&PA NDS - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ASCE 7 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
2. IBC BUILDING OCCUPANCY CATEGORY: III
SEISMIC SITE CLASS D
(INTERMEDIATE REINFORCED MASONRY SHEAR WALL)
1. A GEOTECHNICAL ENGINEER, LICENSED IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, SHALL OBSERVE, REVIEW, AND APPROVE ALL WORK RELATED TO EXCAVATION, BAKCFILL, COMPACTION, SUBGRADE AND SUBBASE PREPARATION,
4. SOIL BEARING ELEVATIONS SHALL BE VERIFIED BY THE GEOTECHNICAL ENGINEER PRIOR TO BACKFILLING EXCAVATIONS OR CONSTRUCTING FOUNDATIONS.
8. UNDER-SLAB DRAINS, CONSISTING OF A 4-INCH WASHED GRAVEL OR CRUSHED STONE
3/4-INCH DIAMETER SUFFICIENT LENGTH TO PROVIDE 6-INCH MINIMUM EMBEDMENT
2. CHEMICAL ADHESIVE ANCHORS SHALL BE (UNO): HILTI RE-500 SYSTEM, OR EQUIVALENT 3/4-INCH DIAMETER SUFFICIENT LENGTH TO PROVIDE 7-INCH MINIMUM EMBEDMENT
1. STRUCTURAL TESTS AND SPECIAL INSPECTIONS ARE REQUIRED BY THE INTERNATIONAL BUILDING CODE AND SHALL BE PERFORMED ON THIS PROJECT IN ACCORDANCE WITH REQUIREMENTS OF IBC CHAPTER 17, "STRUCTURAL TESTS AND SPECIAL INSPECTIONS." 2. AS REQUIRED BY IBC, THE STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT, APPROVED AGENCY, EMPLOYED BY THE OWNER. 3. COPIES OF ALL REPORTS DOCUMENTING THE SPECIAL INSPECTIONS AND TESTS PERFORMED BY THE INSPECTING AGENT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (BAKER, INGRAM & ASSOCIATES).
FABRICATOR INSPECTION: WHERE FABRICATION OF LOAD-BEARING MEMBERS AND ASSEMBLIES (SUCH AS STRUCTURAL STEEL, LIGHT-GAGE STEEL TRUSSES, ETC.) IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION SHALL BE PROVIDED TO VERIFY FABRICATION AND QUALITY CONTROL PROCEDURES, IN ACCORDANCE WITH IBC SECTION 1704.2.
STEEL CONSTRUCTION: SPECIAL INSPECTIONS SHALL CONFORM TO IBC SECTION 1704.3 AND TABLE 1704.3 "REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION." STEEL CONSTRUCTION INCLUDES STRUCTURAL STEEL, STEEL JOISTS, STEEL FLOOR AND ROOF DECK, AND LIGHT-GAGE STEEL FRAMING.
CONCRETE CONSTRUCTION: SPECIAL INSPECTIONS AND VERIFICATIONS SHALL CONFORM TO IBC SECTION 1704.4 AND TABLE 1704.4 "REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION."
MASONRY CONSTRUCTION: SPECIAL INSPECTIONS AND EVALUATION SHALL CONFORM TO IBC SECTION 1704.5 AND TABLE 1704.5.1 "LEVEL 1 SPECIAL INSPECTION."
4. SPECIAL INSPECTIONS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING:
WOOD CONSTRUCTION: SPECIAL INSPECTIONS AND EVALUATION SHALL CONFORM TO IBC SECTION 1704.6.
PILE FOUNDATIONS: SPECIAL INSPECTIONS AND EVALUATION SHALL CONFORM TO IBC SECTION 1704.8.
PIER FOUNDATIONS: SPECIAL INSPECTIONS AND EVALUATION SHALL CONFORM TO IBC SECTION 1704.9.
AND MATERIAL SELECTION.
1. GEOTECHNICAL ENGINEER SHALL OBSERVE AND APPROVE SUBGRADE BEFORE
2. DO NOT PLACE CONCRETE SLABS ON FROZEN GROUND. 3. CONTROL JOINTS ARE REQUIRED IN CONCRETE SLABS. REFER TO PLANS AND TYPICAL DETAILS FOR JOINT CONSTRUCTION AND LOCATIONS. 4. INSTALL (2) #4 x 5'-0" LONG BARS DIAGONALLY AT RE-ENTRANT CORNERS AND OPENINGS.
CONCRETE PLACEMENT.
LONG PERIOD TRANSITION (TL ) 6
OR APPROVED EQUAL. 9. OPEN WEB SERIES (TJL, ETC.) JOISTS SHALL BE MANUF. BY REDBUILT
BAR SIZE LAP LENGTH UP TO #4 22 INCHES
#5 26 INCHES #6 40 INCHES #7 48 INCHES
INCREASE SPECIFIED LAP LENGTHS 50% FOR EPOXY-COATED BARS.
SOILS: SPECIAL INSPECTIONS AND EVALUATION SHALL CONFORM TO IBC SECTION 1704.7.
Consultant:
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Baker, Ingram & Assocs, inc 1547 Oregon Pike Lancaster, PA 17601 717.290.7400
Consultant Project No. 11350
A
C
PROVIDE UNDERPINNING
WITH EXIST WALL & NEW FTG (TYP)
16' - 8 1/4" 8' - 11" 14' - 9 3/4" 12' - 7" 11' - 7"
1 8
BP1
3
S301
3
S301
3
S301
3
S301
3
S301
3
S401
16' - 8 1/4" 8' - 11" 14' - 9 3/4" 12' - 7" 11' - 7"
1 ' -
S1 ( 0' - 0" )
S1 ( 0' - 0" )
8
S401
FOR STEPPED FOOTINGS @ PLUMBING LINES. 8. UNDER SLAB PLUMBING SHOWN THUS . SEE TYP DETAILS
12. REFER TO STRUCTURAL NOTES ON DRAWING S101. 11. REFER TO TYPICAL DETAILS ON DRAWING S601.
STEP FOOTINGS AS REQUIRED. 9. BOTTOM OF FOOTINGS SHALL MATCH ADJACENT BOTTOM OF EXISTING FOOTINGS.
PRIOR TO DETAILING, FABRICATION AND CONSTRUCTION. 7. EXISTING CONSTRUCTION SHOWN THUS , TO BE FIELD VERIFIED 6. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
DRAINS, OPENINGS, DEPRESSIONS, ETC., NOT SHOWN ON THIS PLAN, AT ALL 5. COORDINATE WITH ARCH, MECH, ELEC, AND PLMB DRAWINGS FOR FLOOR SLOPES,
P# PIER MARK - SEE FOUNDATION DETAILS. F#.# FOOTING MARK - SEE SCHEDULE. 4. FOUNDATION MEMBERS ARE DESIGNATED AS FOLLOWS: PIERS (-0'-8") 3. FOUNDATION MEMBERS SHALL BE AT THE FOLLOWING ELEVATIONS, UNO: (-#'-#) INDICATES TOP OF PIER [-#'-#] INDICATES TOP OF FOOTING
1. FIRST FLOOR IS REFERENCE ELEVATION (0'-0") = DATUM ELEV. OF XXX.XX'.
FOUNDATION / FIRST FLOOR PLAN NOTES
BP# COLUMN BASE PLATE - SEE FOUNDATION SECTIONS.
2. ELEVATIONS NOTED AS FOLLOWS ARE WITH RESPECT TO REFERENCE ELEV (0'-0").
TOILETS AND OTHER ROOMS.
10. PROVIDE (2) #5 x 4'-0" DIAGONAL BARS AT ALL RE-ENTRANT SLAB-ON-GRADE CORNERS.
FOOTING SCHEDULE
SIZE (BOT. EACH WAY)
4#5
REINFORCING, UNO.
S# SONOTUBE FOOTING - SEE FOUNDATION SECTIONS
F8.0x3.0 7#6 TRANS & 3#5 LG. 8'-0 x 3'-0 x 1'-4
Consultant:
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Ashbridge Mansion Main Street, Exton PA 19341
LRB
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A
C
"
6x10 SPF S.S. WD BM 6x10 SPF S.S. WD BM 6x10 SPF S.S. WD BM 6x10 SPF S.S. WD BM6x10 SPF S.S. WD BM
6x10 SPF NO.1 WD BM 6x10 SPF NO.1 WD BM 6x10 SPF NO.1 WD BM 6x10 SPF NO.1 WD BM6x10 SPF NO.1 WD BM
8 x1
0 S
PF S
.S . W
D B
1
S401
7
S401
2
S401
2
S401
1
S401
8 x1
0 S
PF N
O .1
W D
B M
8 x1
0 S
PF N
O .1
W D
B M
8 x1
0 S
PF N
O .1
W D
B M
8 x1
0 S
PF N
O .1
W D
B M
8 x1
0 S
PF N
O .1
W D
B M
8 x1
0 S
PF N
O .1
W D
B M
16' - 8 1/4" 8' - 11" 14' - 9 3/4" 12' - 7" 11' - 7"
1
S401
2
S401
2
S401
1
S401
1
S401
1
S401
1
S401
1
S401
1
S401
1
S401
1A
S401
B
SPACE EQUALLY (TYP)
A
C
1
S401
3
S401
16' - 8 1/4" 8' - 11" 14' - 9 3/4" 12' - 7" 11' - 7"
1 ' -
"
6x10 SPF S.S. WD BM 6x10 SPF S.S. WD BM 6x10 SPF S.S. WD BM
6x10 SPF S.S. WD BM
6x10 SPF S.S. WD BM
8 x1
0 S
PF S
.S . W
D B
EXISTING FLOOR TO REMAIN
8x8 SPF NO. 2
WOOD KICKER
WOOD KICKER
2 x
@ 2
SPACE EQUALLY (TYP)
6
S401
7
S401
7
S401
7
S401
7
S401
Consultant:
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3
S401
SLOPE
DN
SLOPE
DN
SLOPE
DN
SLOPE
DN
RIDGE
B
BOTTOM CHORD OF ROOF TRUSSES
4
S401
FOR UNITS AND LOCATIONS.
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SEE SCHEDULE
S1 1'-4" DIA x 4'-0" 6 #6 #4 @ 18
NOTE: MIN CONC STRENGTH = 4000 psi
S2 2'-4" DIA x 4'-0" 10 #6 #4 @ 18
EXIST WALL
EDGE DISTANCEEMBEDMENT (GRADE 36)ANCR ROD DIA.
NOTE: FOR HIGH STRENGTH ANCHOR RODS, INCREASE EMBEDMENT BY 50%.
THICKNESS
BASE PL HOLE DIA. PL WASHER DIA. PL WASHER THICKNESS
ANCR ROD DIA.
1 1
Consultant:
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EXIST WALL
L6x4x3/8"xCONT (LLH) @ 1 TOP & BOTTOM 8x4x3/8"xCONT (LLH) @ 1A TOP & BOTTOM
1/2" DIA THRU BOLTS @ 4'-0" o/c
CL
1/2" DIA EPOXY ANCHORS w/ 3 1/2" MIN. EMBED @ 4'-0" o/c & 8" FROM EA END
EXIST WALL
FIRST FLOOR 0' - 0"
SECOND FLOOR 11' - 0"
THIRD FLOOR 21' - 6"
WOOD TRUSSES - SEE PLAN
SIMPSON H3 TIE
@ EA ROOF TRUSS
SEE PLAN
L4x4x3/8" w/
(2) 1/2" DIA. x 6" LAG BOLTS EA SIDE OF COL
AA
1" OAK SHIM
EXIST WALL
EXIST WALL
WOOD BEAM - SEE PLAN
WOOD BEAM - SEE PLAN
L6x4x3/8"xCONT (LLH) @ 6 TOP & BOTTOM L8x4x3/8"xCONT (LLH) @ 6A TOP & BOTTOM
CL
EXIST EXTERIOR WALL
WOOD BEAM SEE PLAN
L7x4x3/8" w/ (2) 1/2" DIA x 6" LAG BOLTS EA LEG OF ANGLE
CL
4"
WOOD BEAM SEE PLAN
L7x4x3/8" w/ (2) 1/2" DIA x 6" LAG BOLTS EA LEG OF ANGLE
Consultant:
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FOR B PL & AB'S SEE PLANS & SCHEDULES
PIPE, OR TUBE
CONC COVER
#4 @ 24
NOTE:
#4 @ 12
#4 @ 12
x 12"
EQUAL TO FTG DEPTH 'D' (1'-0" MIN)
'D '
FOOTING REINF
PIPE SLEEVE
EACH SIDE
2. SEE PLANS AND DETAILS FOR REINFORCING SIZE AND SPACING.
LA P
S PL
IC E
TY P.
R EI
N F
STRAIGHT ALIGNMENT OF SCREED.
1. PROVIDE CONTROL JOINTS @ 15'-0"c/c MAX - UNO.
1/8" WIDE x 1/4th SLAB DEPTH SAWCUT.
CUT JOINTS AS SOON AS SAW WILL NOT DISLODGE AGGREGATE IN SLAB.
SLAB REINF
FILL GROOVE w/
(TYP)
STEP AS REQ'D BY
NON-LOAD BEARING
CMU WALL
2 '-8
SEE PIER PLANS FOR SIZE & REINF
COLUMN
CONC COVER
SIZE & REINF SEE PLAN FOR FTG
SEE PLAN
STEEL COLUMN SEE PLAN
1'-10" CONC COL ENCASEMENT 4'-0" ABOVE FIN. FLOOR TYP. f'c +35 PSI
WWF 6x6 W2.9xW2.9 FULL HEIGHT
PLAN VIEW
1. SEE PLAN FOR CONST/CONTROL JOINT LOCATION (30'-0 c/c MAX).
2. SEE SECTIONS FOR WALL REINF.
NOTES:
THRU JOINT - LAP 2'-0"
3/4" CHAMFER
FINISH GRADE
GREASE & WRAP
ONE END
NEW SLAB
NEW SLAB
NEW SLAB @ EXISTING SLAB
NEW SLAB @ EXISTING WALL
#4 CONT
#4 CONT
DEPRESSION LESS THAN 1'-0
1/2" = 1'-0"S601
Consultant:
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<
SIMPSON STRAP ST6224
NO SCALE
NO NOTCHES
HEADER SCHEDULE
1. AT WINDOW SILL LOCATIONS PROVIDE (2) 2x TOP PLATE.
2. ALL MULTIPLE JACK & KING STUDS SHALL BE FASTENED TOGETHER.
3. HEADER SCHEDULE APPLIES TO 2x BEARING WALLS. 4. REFER STRUCTURAL NOTES ON S-1.1 FOR NON-LOAD
5. PROVIDE 2 JACK STUDS AND 2 KING STUDS AT HEADERS BEARING WALL HEADERS.
SHOWN ON PLAN.
FRAMING CLIP w/ 2"
WALL) - ATTACH CLIPS
2x6 @ 6'-0 c/c
MULTIPLE MEMBER CONNECTIONS3
S602 FOR STUDS
FACE, EA ROW AS SHOWN
NOT TO SCALE
3 MEMBER
2x6 @ 16" c/c
SEE PLAN
4
SEE PLAN
FACE, EA ROW AS SHOWN HOLES PERMITTED
IN HATCHED AREA
D
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DEMOLITION DEFINITIONS
1. REMOVE ITEMS DESIGNATED BY DASHED LINES. VERIFY CONDITIONS PRIOR TO COMMENCEMENT OF WORK.
2. AREAS AND PARTITIONS NOT DASHED OR NOTED TO BE REMOVED SHALL STAY INTACT. REFER TO FLOOR PLAN FOR MORE INFORMATION. PATCH AND REPAIR ADJACENT AREAS AS REQUIRED AFTER DEMOLITION IN ACCORDANCE WITH RENOVATIONS.
3. DEMOLITION NEEDS TO BE PHASED TO ALLOW FOR THE INSTALLATION OF THE SUPPORTING STRUCTURAL FRAME BEFORE ANY INTERIOR DEMOLITION CAN OCCUR. ALL SHORING AND STRUCTURAL CONNECTIONS NEED TO BE FINISHED AND APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO THE START OF DEMOLITION ON THE INTERIOR.
4. PROVIDE INTERIOR AND EXTERIOR SHORING, BRACING, OR OTHER SUPPORT TO PREVENT MOVEMENT, SETTLEMENT OR COLLAPSE OF ELEMENTS TO BE DEMOLISHED AND ADJACENT WORK TO REMAIN.
5. PROVIDE TEMPORARY WEATHER PROTECTION DURING INTERVAL BETWEEN DEMOLITION AND INSTALLATION OF NEW CONSTRUCTION TO ENSURE THAT WATER LEAKAGE DOES NOT DAMAGE THE STRUCTURE.
6. UTILITY SERVICE: ALL EXISTING UTILITIES IN THE BUILDING TO BE REMOVED. THIS INCLUDES BUT NOT LIMITED TO ALL WIRING, PIPING AND EQUIPMENT ASSOCIATED WITH THE PREVIOUS USE OF THE BUILDING.
7. EXISTING SERVICES/SYSTEMS TO BE REMOVED, OR ABANDONED: LOCATE, IDENTIFY, DISCONNECT, AND SEAL OR CAP OFF INDICATED UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEM SERVING THE EXISTING BUILDING.
8. VERIFY THAT UTILITIES HAVE BEEN DISCONNECTED AND CAPPED BEFORE STARTING THE DEMOLITION PROCESS.
9. ALL MECHANICAL AND ELECTRICAL WILL BE DEMOLISHED FROM THE BUILDING.
10. DEMOLISH CONCRETE AND MASONRY IN SMALL SECTIONS. CUT CONCRETE AND MASONRY AT JUNCTURES WITH OTHER ELEMENTS TO REMAIN USING POWER-DRIVEN MASONRY SAW OR HAND TOOLS; DO NOT USE POWER-DRIVEN IMPACT TOOLS.
11. REMOVE FROM BUILDING SITE DEBRIS, TRASH, AND OTHER MATERIALS RESULTING FROM DEMOLITION OPERATIONS. TRANSPORT AND LEGALLY DISPOSE OF OFF SITE.
12. THERE IS POTENTIAL FOR HAZARDOUS MATERIALS ON SITE. PRIOR TO THE START OF DEMOLITION THE CONTRACTOR SHALL TEST ALL ITEMS BEING REMOVED PRIOR TO THE START OF DEMOLITION ON THE BUILDING. IF MATERIALS ARE SUSPECTED OF BEING HAZARDOUS ARE ENCOUNTERED, DO NOT DISTURB. IMMEDIATELY NOTIFY ARCHITECT AND OWNER. HAZARDOUS MATERIALS WILL BE REMOVED BY OWNER UNDER SEPARATE CONTRACT.
13. BURNING OF REMOVED MATERIALS IS NOT PERMITTED ON PROJECT SITE.
14. STORE ITEMS TO BE RELOCATED AND PROTECT FROM DAMAGE.
15. COORDINATE DEMOLITION WITH BUILDING OWNER AND OTHER TRADES. CONFIRM EXTENT, TIMING, AND ITEMS TO BE SALVAGED BY BUILDING OWNER.
16. CONTRACTOR TO ESTABLISH EXTENT OF SALVAGE WITH THE OWNER PRIOR TO STARTING ANY DEMOLITION
• REMOVE: DETACH ITEMS FROM EXISTING CONSTRUCTION AND LEGALLY DISPOSE OF THEM OFF-SITE UNLESS INDICATED TO BE REMOVED AND SALVAGED OR REMOVED AND REINSTALLED.
• REMOVE AND SALVAGE: CAREFULLY DETACH FROM EXISTING CONSTRUCTION, IN A MANNER TO PREVENT DAMAGE, AND DELIVER TO OWNER.
• REMOVE AND REINSTALL: DETACH ITEMS FROM EXISTING CONSTRUCTION, PREPARE FOR REUSE, AND REINSTALL WHERE INDICATED.
• EXISTING TO REMAIN: EXISTING ITEMS OF CONSTRUCTION THAT ARE NOT TO BE PERMANENTLY REMOVED AND THAT ARE NOT OTHERWISE INDICATED TO BE REMOVED, REMOVED AND SALVAGED, OR REMOVED AND REINSTALLED.
DEMOLITION GENERAL NOTES
DEMOLITION KEYNOTES
A EXISTING EQUIPMENT, INCLUDING BUT NOT LIMITED TO PLUMBING, MECHANICAL AND ELECTRICAL ARE TO BE REMOVED AND DISPOSED OF PROPERLY, SEE MEP DRAWINGS FOR SPECIFICS REGARDING CAPPING OR ABANDONING EQUIPMENT
B
C
SIDE ADDITION AND OUT BUILDINGS TO BE REMOVED COMPLETELY; INCLUDING ALL EXISTING FOUNDATIONS. ADDITION CONNECTED TO MAIN BUILDING TO BE REMOVED WITHOUT DISTURBING THE STRUCTURAL INTEGRITY OF THE MAIN BUILDING. SALVAGE STONE IN QUANTITIES REQUIRED FOR NEW STONE INFILL IN AREAS INDICATED
D
E
F
EXISTING WALL PANELING TO BE REMOVED FROM ALL WALL SURFACES
AFTER BRACING IS COMPLETE, ALL CEILINGS TO BE REMOVED
G
EXISTING BUILT-IN FURNITURE TO BE REMOVED AND PROPERLY DIPOSED OF
DISMANTLE EXISTING BRICK FIREPLACE IN ITS ENTIRITY. FIREPLACE BRICK TO BE SALVAGED FOR USE LATER IN THE PROJECT.
SAW CUT OPENING INTO EXISTING STONE WALL
ALL WINDOWS TO BE REMOVED AND REPAIRED PER THE WINDOW CHART ON SHEET A-601
H
EXISTING INTERIOR DOORS AND WINDOWS TO BE REMOVED AND SALVAGED. CONTRACTOR TO DELIVER SALVAGED MATERIAL TO OWNER
J
EXISTING METAL GRATE OPENING TO BE REMOVED K
EXISTING WOOD STAIRS TO BE REMOVED; SALVAGE ALL BANISTERS, SPINDLES AND DECORATIVE PIECES AND DELIVER TO OWNER
REMOVE SELECT MASONRY SUPPORTING WALLS AFTER BUILDING HAS BEEN BRACED AND STABILIZED. REFERENCE STRUCTURAL DRAWINGS
ALL INTERIOR WALLS, FLOORS, STAIRWAYS, AND NON-STRUCTURAL POSTS TO BE REMOVED ONCE EXTERIOR WALLS HAVE BEEN BRACED AND STABILIZED. REFERENCE STRUCTURAL DRAWINGS
L
M
N
REMOVE PORTION OF EXISTING EXTERIOR CONCRETE PORCH AND ASSOCIATED STAIRS, INCLUDING PORTION OF METAL DECK BELOW
Q
REMOVE AND SALVAGE EXISITNG MARBLE MANTLE AND STORE FOR REINSTALLTION IN LATER PHASE
R
REMOVE DORMERS DOWN TO EXISTING ROOF; SALVAGE ALL WINDOWS AND TRIM FOR REUSE
S
REMOVE EXISTING FLAGSTONE FLOOR AS REQUIRED FOR PLACEMENT OF NEW CONCRETE FOOTINGS. COORDINATE WITH STRUCTURAL
T
REMOVE ANY DAMAGED BRICK FROM CHIMNEY; SALVAGE BRICK FOR OWNER USE
U
REMOVE EXISTING ROOFING, ROOF SHEATHING/FURRING AND STRUCTURE. BRACE WALLS PRIOR TO REMOVAL OF STRUCTURE. REFERENCE STRUCTURAL DRAWINGS
V
REMOVE EXISTING TRIM, CORNICES & RAKE; SALVAGE 5'-0" SECTION. TAG WHERE REMOVED AND REBUILT TO MATCH EXISTING
W
REMOVE AND SALVAGE EXISTING DECORATIVE DOOR PANELS FOR REUSEY
REMOVE AND SALVAGE ALL EXISTING RADIATORSZ
REMOVE EXISTING DOOR FRAMING TO INFILL EXISTING OPENINGAA
REMOVE EXISTING STONE TO MAKE WAY FOR NEW WINDOW ROUGH OPENINGBB
REMOVE EXISTING STONE TO MAKE WAY FOR NEW DOOR ROUGH OPENINGCC
REMOVE EXISTING ROOF TRIMDD
DEMOLITION PLAN LEGEND
REMOVE EXISTING CONSTRUCTION. REFER TO DEMOLITION PLAN FOR ITEMS TO BE SAVED, STORED AND RECONDITIONED FOR REUSE
EXISTING CONSTRUCTION TO REMAIN. PATCH AND REPAIR AS REQUIRED FOR NEW CONSTRUCTION
NOT IN SCOPE
HOLE IN PORCH FLOOR ABOVE
AR CH ED
JEM
Jason Maguire
0' 2' 8'4'
DEMOLITION KEYNOTES
B
C
D
E
F
G
H
J
L
M
N
Q
R
S
T
U
V
W
NOT IN SCOPE
EXISTING WELL 12" Ø
H H H H
C
A
N
N
N
N
N
N
J
BJ
BJBJ
JEM
Jason Maguire
0' 2' 8'4'
H H H H H H
H
H
H
H
X
R
Y
Z
NOT IN SCOPE
Z
DEMOLITION KEYNOTES
B
C
D
E
F
G
H
J
L
M
N
Q
R
S
T
U
V
W
JEM
Jason Maguire
0' 2' 8'4'
N
0' 2' 8'4'
F
SSSSS
NOT IN SCOPE
DEMOLITION KEYNOTES
B
C
D
E
F
G
H
J
L
M
N
Q
R
S
T
U
REMOVE EXISTING ROOFING, ROOF SHEATHING/FURRING AND STR