B08_Attach 04 Drawings Vol 2 of 2.pdf

GENERAL NOTES

1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS AND SHALL CONFORM TO THE PROJECT SPECIFICATIONS,

INCLUDING THE IBC 2018 BUILDING CODE. ALL GOVERNING STANDARDS LISTED IN

THESE NOTES SHALL BE THE EDITION REFERENCED IN THIS GOVERNING CODE.

2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING, AND SHEETING AND

MAKE SAFE ALL FLOORS, ROOFS, WALLS, AND ADJACENT PROPERTY AS PROJECT

CONDITIONS REQUIRE. SHORING AND SHEETING SHALL BE DESIGNED BY A

REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE PROJECT JURISDICTION,

HIRED BY THE CONTRACTOR WHO SHALL SUBMIT SHOP DRAWINGS AND

CALCULATIONS FOR THE OWNER'S REVIEW.

3. DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION GIVEN IN STRUCTURAL

DRAWINGS ARE BASED ON INFORMATION CONTAINED IN VARIOUS ORIGINAL DESIGN

AND CONSTRUCTION DOCUMENTS PROVIDED BY THE OWNER, AND LIMITED FIELD

OBSERVATIONS AND MEASUREMENTS. THE CONTRACTOR SHALL VERIFY ALL

INFORMATION PERTAINING TO EXISTING CONDITIONS BY ACTUAL MEASUREMENT AND

OBSERVATION AT THE SITE. ALL DISCREPANCIES BETWEEN ACTUAL CONDITIONS AND

THOSE SHOWN IN THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE CO.

FOR EVALUATION BEFORE THE AFFECTED CONSTRUCTION IS PUT IN PLACE.

4. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY. THESE NOTES

HIGHLIGHT RATHER THAN REPLACE THE SPECIFICATIONS CONTAINED IN THE

PROJECT MANUAL.

FOUNDATIONS

1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING MINIMUM

BEARING CAPACITY OF 1500 PSF (IBC LOWER-BOUND ASSUMED VALUE). ADEQUACY

OF BEARING STRATUM SHALL BE VERIFIED IN FIELD PRIOR TO PLACING CONCRETE

BY A GEOTECHNICAL CONSULTANT. ALL NECESSARY ADJUSTMENTS TO THE BOTTOM

OF FOOTINGS TO BE REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER OF

RECORD.

2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS BRACING

THESE ARE IN PLACE AND HAVE ATTAINED THEIR 28 DAY STRENGTH.

3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-6" BELOW FINAL

GRADE.

4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS.

CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE ACI FOLLOWING GOVERNING

STANDARDS.

A. AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS

FOR CONCRETE" (ACI 318).

B. ACI "MANUAL OF CONCRETE PRACTICE", LATEST EDITION.

C. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF

STANDARD PRACTICE", LATEST EDITION.

2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM

COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS, UNLESS OTHERWISE NOTED.

3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615,

GRADE 60. REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI

"DETAILS AND DETAILING OF REINFORCEMENT" (ACI 315).

4. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A1064, WITH A MINIMUM

YIELD STRENGTH OF 65,000 PSI.

5. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES WITH ALL

OTHER DISCIPLINES DRAWINGS. MINIMUM CONCRETE BETWEEN SLEEVES SHALL BE

6".

6. ALL GROUT SHALL BE NO SHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF

5000 PSI.

7. PROVIDE CLEARANCE FROM FACE OF CONCRETE TO REINFORCEMENT AS FOLLOWS:

A. SLABS: 3/4"

B. FOOTINGS: 3"

C. WALLS: 2" FOR #6 OR LARGER, 1-1/2" FOR #5 OR SMALLER

8. SHOP DRAWINGS SHALL BE SUBMITTED TO THE CO. FOR REVIEW AND APPROVAL.

NO CONCRETE WORK SHALL COMMENCE WITHOUT APPROVED SHOP DRAWINGS.

9. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL EXISTING CONCRETE SURFACES TO

RECEIVE NEW CONCRETE PRIOR TO PLACEMENT.

10. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF EQUIPMENT

PADS, INSERT AND EMBED ITEMS.

11. REINFORCING DOWELS, WATER STOPS, AND OTHER EMBED ITEMS SHALL BE

INSTALLED AND SECURED PRIOR TO CONCRETE PLACEMENT. "WET-SETTING" OF

EMBEDDED ITEMS IS NOT PERMITTED.

CONCRETE BLOCK

1. ALL CONCRETE BLOCK WORK SHALL CONFORM TO THE "NATIONAL CONCRETE

MASONRY ASSOCIATION TEK MANUAL FOR THE DESIGN AND CONSTRUCTION OF

CONCRETE MASONRY", LATEST EDITION AND "ACI 530-BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES".

2. CONCRETE BLOCK SHALL BE OF LIGHTWEIGHT AGGREGATE AND CONFORM TO THE

FOLLOWING STANDARDS: SOLID/HOLLOW BLOCK: ASTM C90.

3. ALL MORTAR SHALL BE ASTM C270, TYPE S.

4. ALL GROUT FOR FILLING CELLS SHALL BE ASTM C 476 WITH MINIMUM

COMPRESSIVE STRENGTH OF 2000 PSI BUT NOT LESS THAN THE COMPRESSIVE

STRENGTH OF THE MASONRY ASSEMBLY, F'm. WHERE GROUT CELLS DO NOT

EXCEED 4" IN DIAMETER FINE GROUT SHALL BE USED.

5. ALL BLOCK DIMENSIONS INDICATED ON STRUCTURAL PLANS ARE NOMINAL

DIMENSIONS.

6. ALL CONCRETE BLOCK BELOW GRADE SHALL BE FILLED SOLID WITH GROUT.

7. CONCRETE BLOCK BELOW BEAM OR TRUSS BEARING POINTS SHALL BE FILLED

SOLID FOR A MINIMUM OF TWO COURSES IN DEPTH AND A MINIMUM OF 32" IN

WIDTH, UNLESS NOTED OTHERWISE.

8. INSTALL STANDARD WEIGHT LADDER JOINT REINFORCEMENT AT 16" ON CENTER

(SPACED VERTICALLY).

9. UNLESS NOTED OTHERWISE ALL MASONRY WALLS SHALL BE REINFORCED WITH #4@

48" ON CENTER VERTICAL. GROUT ALL REINFORCED CELLS SOLID. PROVIDE

DOWELS TO MATCH VERTICAL REINFORCING AT FOUNDATION.

NET AREA COMPRESSIVE STRENGTH OF

CONCRETE MASONRY UNIT (PSI)

NET AREA COMPRESSIVE STRENGTH OF MASONRY

ASSEMBLY, F'm (PSI) USING TYPE S MORTAR

1900 1500

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE FOLLOWING GOVERNING

STANDARDS:

A. AISC 360 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS".

B. AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES".

C. AMERICAN WELDING SOCIETY (AWS D1.1) "STRUCTURAL WELDING

CODE - STEEL".

D. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)

“SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH

BOLTS”.

2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS:

A. WIDE FLANGE SECTIONS: ASTM A992.

B. HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C.

C. CHANNELS, ANGLES, AND PLATES: ASTM A36.

D. BOLTED CONNECTIONS SHALL BE PER ASTM F3125. GRADES A325,

F1852, A490 OR F2280 BOLTS.

E. ANCHOR RODS: ASTM F1554, GRADE 36.

3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM CONNECTIONS, AND

SHALL BE SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER UTILIZING

ASD OR LRFD LOADS AND PROCEDURES.

A. UNLESS OTHERWISE NOTED ON PLAN, PROVIDE CONNECTIONS BASED ON

MINIMUM SHEAR CAPACITY REQUIREMENTS IN THE FOLLOWING TABLE.

4. LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS FOLLOWS:

POST-INSTALLED ADHESIVE AND MECHANICAL ANCHORS

1. POST INSTALLED ANCHORAGE SHALL BE INSTALLED BY QUALIFIED PERSONNEL PER

THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII), AS INCLUDED

IN THE ANCHOR PACKAGING, TO INTACT BASE MATERIAL. INSTALLATION OF

ANCHORS SHALL BE CARRIED OUT BY AN INSTALLER TRAINED TO INSTALL THE

SPECIFIED ANCHORS. NOTIFY ENGINEER OF RECORD PRIOR TO INSTALLATION IF

BASE MATERIAL CONDITION DEVIATES FROM STRUCTURAL DRAWINGS OR

ASSUMPTIONS AND CONDITIONS OF THE MPII. ALL HOLES SHALL BE DRY AND

HAMMER DRILLED UNLESS OTHERWISE NOTED, AND ALL CONCRETE BASE MATERIAL

TO RECEIVE ADHESIVE ANCHORS SHALL HAVE A MINIMUM AGE OF 21 DAYS.

2. INSTALLATION OF ADHESIVE ANCHORS IN A HORIZONTAL OR UPWARDLY INCLINED

ORIENTATION AND SUPPORTING A SUSTAINED TENSION LOAD SHALL BE PERFORMED

BY A CERTIFIED ADHESIVE ANCHOR INSTALLER. CERTIFICATION SHALL INCLUDE

WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE

ANCHOR INSTALLER CERTIFICATION PROGRAM OR APPROVED EQUAL. PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS PROVIDE OWNER AND ENGINEER OF

RECORD WITH DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S

PERSONNEL WHO INSTALL HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS

SUPPORTING SUSTAINED TENSION LOADS ARE TRAINED AND CERTIFIED.

A. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE

PISTON PLUG SYSTEM SPECIFIED BY THE MPII AND PRODUCED BY

THE CORRESPONDING MANUFACTURER FOR THE ANCHOR SYSTEM

BEING INSTALLED.

3. EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC

ANCHOR LOCATIONS. REINFORCING BARS SHALL NOT BE CUT WITHOUT THE

WRITTEN APPROVAL OF THE ENGINEER OF RECORD. UNLESS NOTED ON THE

DRAWINGS THAT THE EXISTING REBARS CAN BE CUT, THE CONTRACTOR SHALL

REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE

THE POSITION OF THE REINFORCING BARS BY A MEANS APPROVED BY THE

ENGINEER OF RECORD.

4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS,

PROXIMITY OF ANCHORS TO EDGE OF CONCRETE, AND EMBEDMENT DEPTH INTO

THE SUBSTRATE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING, EDGE

CLEARANCES, AND EMBEDMENT DEPTHS INDICATED ON THE DRAWINGS.

FRAMING LUMBER

1. ALL FRAMING LUMBER WORK SHALL CONFORM TO THE FOLLOWING GOVERNING STANDARDS:

A. AMERICAN WOOD COUNCIL "WOOD FRAME CONSTRUCTION MANUAL FOR ONE-

AND TWO-FAMILY DWELLINGS"

B. AMERICAN WOOD COUNCIL "NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION","NDS SUPPLEMENT: DESIGN VALUES FOR WOOD

CONSTRUCTION", AND "SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC".

2. FRAMING LUMBER SHALL HAVE EACH PIECE GRADE STAMPED, SHALL BE SURFACED DRY

(EXCEPT STUDS, WHICH SHALL BE KILN DRIED) AND SHALL CONFORM TO THE FOLLOWING

SPECIES AND GRADE:

A. RAFTERS: DOUGLAS FIR-LARCH #2, SPRUCE PINE FIR #2, OR HEM FIR #2

B. BEAMS AND HEADERS: DOUGLAS FIR-LARCH #1, SPRUCE PINE FIR #1, OR

HEM FIR #1

C. STUDS AND PLATES: DOUGLAS FIR-LARCH STUD GRADE, SPRUCE PINE FIR

STUD GRADE, OR HEM FIR STUD GRADE.

3. PRESERVATIVE-TREATED WOOD: PROVIDE TREATED LUMBER COMPLYING WITH ACQ-D

(CARBONATE). COPPER AZOLE (CA-B), OR SODIUM BORATE (SBX (DOT) WITH NaS10/2)

AT ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY, OR AS OTHERWISE INDICATED

ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. ACZA TREATMENT IS NOT PERMITTED.

TREATED LUMBER AND/OR PLYWOOD SHALL BEAR THE LABEL OF AN ACCREDITED AGENCY

SHOWING 0.40 PCF RETENTION. WHERE LUMBER AND/OR PLYWOOD IS CUT OR DRILLED

AFTER TREATMENT, THE TREATED SURFACE SHALL BE FIELD-TREATED WITH COPPER

NAPTHENATE (THE CONCENTRATION OF WHICH SHALL CONTAIN A MINIMUM OF 2% COPPER

METAL) BY REPEATED BRUSHING, DIPPING, OR SOAKING UNTIL THE WOOD ABSORBS NO

MORE PRESERVATIVE. REFER TO NOTES 2 AND 3 FOR SPECIES AND GRADE OF TIMBER,

UNLESS OTHERWISE NOTED ON PLAN.

4. ALL WOOD FRAMING INCLUDING DETAILS FOR BRIDGING, BLOCKING, FIRE STOPPING, ETC., SHALL CONFORM TO THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"

AND ITS SUPPLEMENTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NFPA

"MANUAL FOR HOUSE FRAMING" OR THE GOVERNING LOCAL/STATE BUILDING CODE.

5. FASTENING SHALL BE IN ACCORDANCE WITH THE MOST RESTRICTIVE OF: THE GOVERNING

LOCAL/STATE BUILDING CODE, OR THE MANUFACTURER'S RECOMMENDED FASTENING

SCHEDULES.

6. ALL FLUSH FRAMED CONNECTIONS SHALL BE MADE WITH APPROVED GALVANIZED STEEL

JOIST OR BEAM HANGERS, MINIMUM 18 GAUGE, INSTALLED ACCORDING TO

MANUFACTURER'S RECOMMENDATIONS.

7. WHERE FRAMING LUMBER IS FLUSH FRAMED TO STEEL, SET THESE GIRDERS 1/2" CLEAR

(MIN.) BELOW TOP OF FRAMING LUMBER, TO ALLOW FOR SHRINKAGE.

8. STUD BEARING WALLS ARE TO BE 2x4 @ 16" ON CENTER AT THE INTERIOR AND 2x6 @

16" ON CENTER AT THE EXTERIOR, UNLESS NOTED OTHERWISE ON PLAN.

9. ALL RAFTERS AND JOISTS SHALL ALIGN DIRECTLY WITH STUDS BELOW. WHERE REQUIRED,

INSTALL ADDITIONAL STUDS.

10. LAP ALL PLATES AT CORNERS AND AT INTERSECTION OF PARTITIONS.

11. STAGGER ALL TOP AND BOTTOM PLATE SPLICES A MINIMUM OF 32 INCHES.

12. USE DOUBLE STUDS @ ENDS OF WALL AND ENDS OF WALL OPENINGS.

13. AT THE ENDS OF ALL BEAMS AND HEADERS PROVIDE A BUILT UP OR SOLID POST WHOSE

WIDTH IS AT LEAST EQUAL TO THE WIDTH OF THE MEMBER IT IS SUPPORTING AND WHOSE

DEPTH IS 4" (NOMINAL) AT INTERIOR WALLS AND 6" (NOMINAL) AT EXTERIOR WALLS,

UNLESS OTHERWISE NOTED.

14. PROVIDE CROSS BRIDGING AT A MAXIMUM OF 8'-0" ON CENTER.

15. BUILT UP BEAMS LESS THAN 8" DEEP SHALL BE SPIKED TOGETHER WITH (2) 16d NAILS

@16" ON CENTER. BUILT UP BEAMS GREATER THAN 8" DEEP SHALL BE SPIKED TOGETHER

WITH (3) 16d NAILS @16" ON CENTER.

16. NO NEW OR EXISTING JOISTS SHALL BE CUT OR NOTCHED WITHOUT APPROVAL.

17. ALL LIGHT-GAUGE HANGERS SUPPORTING PRESERVATIVE TREATED WOOD SHALL MEET OR

EXCEED G185 (1.85 OZ OF ZINC PER SQUARE FOOT). ALTERNATIVELY, STAINLESS STEEL

CONNECTIONS MAY BE USED. FASTENERS SHALL MATCH THE HANGER FINISH AND

MATERIAL.

18. WHERE JOIST ORIENTATION IS PARALLEL TO EXTERIOR STUD OR FOUNDATION WALLS,

PROVIDE FULL-SECTION BLOCKING FOR 3 BAYS @ 4'-0" ON CENTER MAXIMUM WHERE

SHEATHING IS NOT CONTINUOUSLY FASTENED TO TOP OR BOTTOM OF JOIST. PROVIDE 18

GA x 1-1/2" x 1'-0" (MINIMUM) FLAT TENSION STRAP BETWEEN ALIGNED BLOCKING

MEMBERS.

19. ALL SILL PLATES SHALL BE PRESSURE TREATED AND ANCHORED TO FOUNDATION WALLS

WITH 1/2" DIAMETER HEADED ANCHOR BOLTS (ASTM F1554) @ 4'-0" ON CENTER AND

WITHIN 12" OF ALL SILL PLATES SPLICES. (MINIMUM 7" EMBED.)

MINIMUM SHEAR CAPACITY REQUIREMENTS

BEAM

DEPTH

(NOMINAL)

8", 10"

12", 14"

5. MINIMUM WELD SIZE IS 1/4" FILLET UNLESS NOTED OTHERWISE.

6. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND INSTALLED WITH

NATURAL CAMBER UP. CANTILEVER BEAMS SHALL BE FABRICATED AND INSTALLED

SO THAT NATURAL CAMBER RAISES CANTILEVER END.

7. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE EXPRESS

WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. (IN WHICH CASE

ALL BURNING OF STEEL MUST CONFORM TO THE THERMAL CUTTING REQUIREMENTS

OF AISC AND AWS)

8. WELDING SHALL BE PERFORMED BY CERTIFIED, AWS-QUALIFIED WELDERS. WELDING

ELECTRODES FOR CARBON STEEL SHALL BE AWS 5.1, CLASS E70XX.

9. SHOP PAINT INTERIOR STEEL MEMBERS, STEEL MEMBERS NOT SPRAY FIREPROOFED

WITH TNEMEC #10-99 "OR APPROVED EQUAL EXCEPT FOR MEMBERS TO BE HOT

DIPPED GALVANIZED.

10. ALL EXTERIOR MEMBERS TO BE HOT-DIPPED GALVANIZED.

11. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE CO. FOR REVIEW

AND APPROVAL. NO FABRICATION OF STEEL SHALL COMMENCE WITHOUT APPROVED

SHOP DRAWINGS.

12. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS.

MIN. SHEAR

CAPACITY ASD

(Kips)

MIN. SHEAR

CAPACITY LRFD

(Kips)

16 24

28 42

UNDERPINNING NOTES:

1. THE UNDERPINNING DETAILS SHOWN HEREWITH ARE A GENERAL

GUIDELINE FOR THE CONTRACTOR. THE CONTRACTOR SHALL RETAIN A

LICENSED PROFESSIONAL ENGINEER TO DESIGN AND DETAIL THE

REQUIRED UNDERPINNING, SHEETING AND SHORING SPECIFIC TO THE

EXISTING FIELD CONDITIONS. THE CONTRACTOR IS RESPONSIBLE TO

SUBMIT SIGNED AND SEALED DRAWINGS AND CALCULATIONS TO THE

CO. FOR REVIEW. THE DRAWINGS SHALL INCORPORATE ALL FIELD DATA,

DIMENSIONS, MATERIALS, CONSTRUCTION SEQUENCING AND MEANS AND

METHODS TO BE USED SPECIFIC TO THE EXISTING CONDITIONS.

2. ALL FOUNDATIONS AND EARTHWORK OPERATIONS SHALL BE PERFORMED

IN ACCORDANCE WITH THE REQUIREMENTS OF THE IBC BUILDING

CODE.

3. ALL UNDERPINNING OPERATIONS ARE SUBJECT TO CONTROLLED

INSPECTION.

4. THE CONTRACTOR AND/OR SUB-CONTRACTOR(S) SHALL HAVE

COMPLETED NO LESS THAN FIVE (5) UNDERPINNING PROJECTS OF A

COMPARABLE SIZE AND TYPE TO THIS PROJECT, AND MUST HAVE AT

LEAST FIVE (5) YEARS EXPERIENCE IN THE WORK AND/OR APPLICABLE

TRADE. SUBMIT EVIDENCE OF SUCH EXPERIENCE FOR REVIEW.

5. THE UNDERPINNING FOUNDATIONS SHALL BEAR ON SUBGRADE HAVING A

BEARING CAPACITY EQUAL TO OR GREATER THAN THE SUBGRADE OF

THE EXISTING FOUNDATION. THE SUBGRADE AT THE LEVEL OF THE

EXISTING FOUNDATION SHALL BE INSPECTED BY A LICENSED

PROFESSIONAL ENGINEER RETAINED BY THE CONTRACTOR TO VERIFY

THE BEARING CAPACITY.

6. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM

ULTIMATE COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS.

7. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE

STRENGTH OF 5,000 PSI.

8. ALL DRYPACK SHALL BE A MIXTURE OF 1 PART CEMENT AND 2 PARTS

DAMP SAND, WITH 0" SLUMP.

9. ALL UNDERPINNING SHEETING AND BRACING TO REMAIN SHALL BE

PRESSURE TREATED LUMBER AND/OR OTHER APPROVED MATERIAL.

10. EXCAVATION BELOW THE WATER TABLE SHOULD BE AVOIDED, IF

POSSIBLE.

11. IF WATER IS ENCOUNTERED IN THE PIT, PROVIDE A WELL POINT NEAR

THE PIT. THE CONTRACTOR'S LICENSED PROFESSIONAL ENGINEER

SHALL DETERMINE THE LOCATION OF THE WELL POINT AND THE

METHOD OF REMOVING WATER FROM THE PIT.

12. ALL SIDES OR SLOPES OF EXCAVATIONS OR EMBANKMENTS SHALL BE

INSPECTED AFTER RAINSTORMS.

13. THE UNDERPINNING SHALL BE INSTALLED IN A MANNER SUCH THAT THE

EXPOSED FACE OF THE CONCRETE IS VERTICAL (OR AS OTHERWISE

SPECIFIED), CLEAN AND NEAT.

14. THE DEPTH OF THE UNDERPINNING PITS SHALL BE A MAXIMUM OF ONE

LIFT. THE LIFT SHALL BE WITHOUT INTERMEDIATE HORIZONTAL

CONSTRUCTION JOINTS (COLD JOINTS). MULTIPLE (VERTICAL) LEVELS

OF UNDERPINNING SHALL NOT BE PERMITTED.

WOOD STRUCTURAL PANEL SHEATHING

1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS

APPROPRIATE TO THE END USE: "EXTERIOR" (PERMANENT EXPOSURE), OR

"EXPOSURE I" (CONSTRUCTION EXPOSURE ONLY)

2. ROOF SHEATHING: NOM. 3/4" THICK T&G PLYWOOD (48/24 SPAN RATING).

3. WALL SHEATHING: NOM. 3/4" THICK PLYWOOD (48/24 SPAN RATING).

4. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD

SHEATHING.

5. LEAVE 1/16" SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/8"

SPACE AT ALL PANEL EDGE JOINTS.

6. UNLESS NOTED OTHERWISE, WALL SHEATHING SHALL BE FASTENED TO

FRAMING WITH 8d COMMON NAILS @ 4" ON CENTER AT EACH SHEET PERIMETER AND 12" ON CENTER ELSEWHERE. PROVIDE 2x6 BLOCKING AT

ALL FREE EDGES.

7. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED TO

FRAMING WITH 8d COMMON NAILS @ 6" ON CENTER AT EACH SHEET

PERIMETER AND 12" ON CENTER ELSEWHERE.

POST-INSTALLED ADHESIVE AND MECHANICAL ANCHORS (CONT.)

5. UNLESS OTHERWISE INDICATED, POST INSTALLED ANCHORAGE SHALL

BE ADHESIVE TYPE HILTI HIT-HY 200-R INTO CONCRETE OR HILTI

HIT-HY270 INTO BRICK MASONRY, GROUT FILLED CMU OR UNGROUTED

CMU BASE MATERIAL. PROVIDE MESH SCREEN IN UNGROUTED CMU,

UNREINFORCED MASONRY CONSTRUCTION, AND BRICK MASONRY WITH

HOLES OR VOIDS.

6. SUBSTITUTION REQUESTS FOR ALTERNATE ANCHORAGE PRODUCTS

SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND

APPROVAL PRIOR TO USE. THIS SHALL INCLUDE MANUFACTURER

PRODUCT DATA AND CALCULATIONS DEMONSTRATING THAT THE

PROPOSED SUBSTITUTE CAN ACHIEVE THE PERFORMANCE VALUES OF

THE SPECIFIED PRODUCT. ANCHOR CAPACITY USED IN DESIGN SHALL

BE BASED ON THE TECHNICAL DATA PUBLISHED BY THE

MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BY THE

ENGINEER OF RECORD. SUBSTITUTIONS WILL BE EVALUATED BY THEIR

HAVING AN ICC-ES EVALUATION REPORT SHOWING COMPLIANCE WITH

THE RELEVANT BUILDING CODE, SEISMIC USE, LOAD RESISTANCE,

INSTALLATION CATEGORY, AND AVAILABILITY OF MPII. ADHESIVE ANCHOR

EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE

AND INSTALLATION TEMPERATURE AND MUST PROVIDE INFORMATION ON

THESE ITEMS. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS

MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR

TO USE.

MASONRY LINTELS LINTEL

4'-0" OR LESS L4x3-1/2x5/16 LLV

4'-1" to 7'-0" L6x3-1/2x5/16 LLV

A. 3-1/2" LEGS ARE HORIZONTAL.

B. PROVIDE ONE ANGLE FOR EACH 4" OF WALL THICKNESS.

C. PROVIDE L5x5x5/16 ANGLES FOR 6" THICK WALLS AND PARTITIONS WITH

OPENINGS UP TO 6'-0".

D. PROVIDE MINIMUM 6" BEARING AT EACH END.

E. LINTELS OVER 6'-4", PER IBC 2012 AND LATER, SHALL BE FIREPROOFED.

STRUCTURAL STEEL JOIST

1. ALL STEEL JOISTS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH

THE REQUIREMENTS OF THE OF STEEL JOIST INSTITUTE (SJI) STANDARD SPECIFICATIONS,

LOAD TABLES, AND WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS.

2. THE STEEL JOIST MANUFACTURER SHALL BE A MEMBER OF SJI OR PROVIDE CERTIFICATION

THAT THE DESIGN OF ALL JOIST AND COMPONENTS CONFORM TO SJI STANDARDS.

3. MAINTAIN UNIFORM JOIST DEPTH IN AREAS WHERE JOISTS ARE EXPOSED TO VIEW.

4. CONTRACTOR'S ENGINEER IS RESPONSIBLE FOR THE DESIGN OF JOIST THAT ARE NOT

LISTED IN THE SJI STANDARD LOAD-SPAN TABLES (STANDARD JOIST), INCLUDING SPECIAL

JOIST. SUBMIT CALCULATIONS BEARING THE SEAL AND SIGNATURE OF AN ENGINEER

LICENSED IN THE PROJECT’S JURISDICTION FOR NON-STANDARD JOISTS AND COMPONENTS

REQUIRING DESIGN.

5. VERIFY THE SIZE AND LOCATION OF FLOOR OPENINGS PRIOR TO DETAILING OF JOIST AND

COMPONENTS.

6. VERIFY THE SIZE AND LOCATION OF FLOOR OPENINGS AND MEP DUCTS/PIPING PRIOR TO

DETAILING OF JOISTS AND COMPONENTS.

7. CONCENTRATED LOADS APPLIED TO JOISTS SHALL ADHERE TO THE FOLLOWING

REQUIREMENTS:

A. WHERE POSSIBLE, SUPPORT CONCENTRATED LOADS AT PANEL POINTS.

B. AT ALL CONCENTRATED LOADS NOT AT PANEL POINTS, EXCEPT AS NOTED

BELOW, EITHER PROVIDE A "STRUT" TO TRANSFER LOAD TO A PANEL POINT

ON OPPOSITE CHORD OR DESIGN CHORD SPECIFICALLY FOR LOADS.

C. "STRUTS" SHALL NOT BE REQUIRED IF THE SUM OF THE CONCENTRATED

LOADS WITHIN A CHORD PANEL DOES NOT EXCEED 100 LBS AND THE

ATTACHMENTS ARE CONCENTRIC TO THE CHORD.

8. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE DESIGN AND SPACING

REQUIREMENTS OF THE SJI STANDARDS SPECIFICATIONS FOR JOIST AND JOIST GIRDERS.

COORDINATE BRIDGING WITH ARCHITECTURAL LAYOUT. WELD OR BOLT BRIDGING AND

ANCHOR AT STRUCTURAL WALLS OR BEAMS PRIOR TO THE APPLICATION OF ADDED LOADS

OTHER THAN ROOF DECK.

9. SHOP PAINT ALL STEEL JOISTS NOT SPRAY FIREPROOFED WITH TNEMEC #10-99 OR

APPROVED EQUAL (EXCEPT FOR MEMBERS TO BE HOT-DIP GALVANIZED).

10. HOT-DIP GALVANIZING SHALL CONFORM TO ASTM A123. REPAIR SCRATCHES OR ABRADED

GALVANIZED SURFACE WITH ZINC RICH PAINT. ALL EXTERIOR EXPOSED STEEL AND STEEL

SUPPORTING EXTERIOR SHALL BE HOT-DIP GALVANIZED.

11. WELD OR BOLT ALL JOISTS TO SUPPORTING STRUCTURAL STEEL MEMBERS AS SHOWN ON

DRAWINGS BUT NO LESS THAN SJI AND AWS D1.1 MINIMUMS.

12. END BEARING SEAT DEPTH SHALL BE (U.N.O.): K-SERIES: 2 1/2" DEEP.

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

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GENERAL STRUCTURAL

NOTES

S1

GM

AN

NH

STANDARD ABBREVIATIONS

ACT. ACTUAL

ADD'L ADDITIONAL

ADJ. ADJACENT

A/E DESIGN TEAM OF RECORD

ALT. ALTERNATE

ANCH. ANCHOR

APPROX. APPROXIMATE/APPROXIMATELY

ARCH. ARCHITECT/ARCHITECTURAL

BLDG. BUILDING

BM. BEAM

B.O. BOTTOM OF

BOT. BOTTOM

BRG. BEARING

BSMT. BASEMENT

CANT. CANTILEVER

C.I.P. CAST IN PLACE

C.J. CONTRACTION JOINT

CLG. CEILING

CLR. CLEAR

CMU CONCRETE MASONRY UNIT

COL. COLUMN

COMP. COMPOSITE

CONC. CONCRETE

CONST. CONSTRUCTION

CONT. CONTINUOUS

COORD. COORDINATE/COORDINATION

CONTR. CONTRACTOR

COTR. CONTRACT OFFICER'S

TECHNICAL REPRESENTATIVE

CTR. CENTER

DBL. DOUBLE

DEMO DEMOLITION/DEMOLISH

DIA. DIAMETER

DIAG. DIAGONAL

DIM. DIMENSION

D.L. DEAD LOAD

DN. DOWN

DTL. DETAIL

DWG(S) DRAWING(S)

DWL. DOWEL

(E) EXISTING MEMBER OR

DIMENSION

EA. EACH

E.F. EACH FACE

E.J. EXPANSION JOINT

EL. ELEVATION

ELEC. ELECTRICAL

ELEV. ELEVATOR

EMBED. EMBEDMENT

E.O. EDGE OF

ENGR. ENGINEER

E.O.R. ENGINEER OF RECORD

EQ. EQUAL

E.S. EACH SIDE

E.W. EACH WAY

EXIST. EXISTING

EXP. EXPANSION

EXT. EXTERIOR

FDN. FOUNDATION

FIN. FINISH

FLR. FLOOR

FRMG. FRAMING

F.S. FAR SIDE

FT. FEET

FTG. FOOTING

GA. GAGE

GALV. GALVANIZED

HDR. HEADER

HGR. HANGER

HORIZ. HORIZONTAL

H.P. HIGH POINT

HT. HEIGHT

HVAC HEATING, VENTILATION, &

AIR CONDITIONING

I.D. INSIDE DIAMETER

I.F. INSIDE FACE

I.J. ISOLATION JOINT

INFO INFORMATION

INT. INTERIOR

JT. JOINT

K KIP

LB. POUND

L.L. LIVE LOAD

LLBB LONG LEGS BACK-TO-BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

L.P. LOW POINT

L.W. LIGHTWEIGHT

L.W. LONG WAY

MAX. MAXIMUM

MECH. MECHANICAL

MEP MECH., ELECT., PLUMBING, & FIRE PROTECTION

MFR. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

M.O. MASONRY OPENING

N.F. NEAR FACE

N.I.C. NOT IN CONTRACT

NO. NUMBER

NOM. NOMINAL

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

N.W. NORMAL WEIGHT

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.F. OUTSIDE FACE

OPNG. OPENING

OPP. OPPOSITE

PC. PIECE

PERP. PERPENDICULAR

PL. PLATE

PLF POUNDS PER LINEAR FOOT

PREFAB. PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

P.T. PRESERVATIVE TREATED

REINF. REINFORCE(D)/REINFORCEMENT

REQ'D REQUIRED

REV. REVISION

SCHED. SCHEDULE

SECT. SECTION

SIM. SIMILAR

S.O.G. SLAB ON GRADE

SPEC. SPECIFICATION

SQ. SQUARE

S.S. STAINLESS STEEL

STD. STANDARD

STIFF. STIFFENER

STL. STEEL

S.W. SHORT WAY

SYM. SYMMETRIC

T & B TOP & BOTTOM.

T&G TONGUE & GROOVE

TEMP. TEMPORARY/TEMPERATURE

THK. THICK(NESS)

T.O. TOP OF

TYP. TYPICAL

U-P UNDERPINNING

U.N.O. UNLESS NOTED OTHERWISE

VERT. VERTICAL

V.I.F. VERIFY IN FIELD

W/ WITH

W.P WORK POINT

W.W.R. WELDED WIRE REINFORCEMENT

# NUMBER/SIZE

Ø DIAMETER

SPECIAL INSPECTIONS (IBC)

1. INSPECTIONS SHALL BE PERFORMED BY A TESTING AGENCY PROVIDED BY

THE CONTRACTOR FOR THE ITEMS LISTED IN THE NPS SSTSI.

2. STRUCTURAL OBSERVATIONS REQUIRED BY IBC 1704.5 SHALL BE

PERFORMED BY A REGISTERED DESIGN PROFESSIONAL PROVIDED BY THE

CONTRACTOR. STRUCTURAL OBSERVATIONS SHALL BE THE VISUAL

OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO

THE APPROVED CONSTRUCTION DOCUMENTS.

CONCRETE FOOTING, GRADE

BEAM OR PILE CAP

LEGEND

WP

CONCRETE MASONRY (CMU)

CONCRETE WALL

STEEL BEAM

LEDGER ANGLE (SEE DETAIL)

SHEAR CONNECTION

WALL PLATE CONNECTION

(SEE TYP. DETAIL)

BP BEAM POCKET IN MASONRY

(SEE SEE TYP. DETAIL)

BOTTOM OF FOOTING ELEVATION

RELATIVE TO DATUM

TOP OF FRAMING ELEVATION

RELATIVE TO DATUM

COLUMN LINE

EXISTING CONCRETE FOOTING

UNDERPINNING

EXISTING WALL

WOOD BEARING WALL

W_X_

EXISTING STEEL BEAM

(E)W_X_

# REVISION

CMU OR STEEL LINTEL (SEE TYP. DETAILS)

L

TOP OF SLAB ELEVATION+#'-#"

_x_ @ _"

WOOD JOIST

INDICATES STEP DOWN

WALL OR CONCRETE

BEAM BELOW

METAL DECK (SEE SCHEDULE), OPEN

ARROW INDICATES SPAN DIRECTION

SLAB ON GRADE (SEE TYP. DETAIL)

R-#

S.O.G.

METAL GRATING FLOOR (SEE SCHEDULE),

OPEN ARROW INDICATES SPAN DIRECTION

G-#

STEEL COLUMN

EXISTING STEEL COLUMN

UP/DOWN

COLUMN ABOVE / BELOW

X WOOD CONNECTOR (SEE TYP. DETAILS

AND WOOD CONNECTOR SCHEDULE)

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

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ANTI 225963

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LEGENDS AND

ABBREVIATIONS

S2

GM

AN

NH

B SEISMIC DESIGN CATEGORY

0.068 S(d1) 5-% DAMPED SPECTRAL RESPONSE COEFFICIENT AT 1-SECOND PERIODS

0.133 S(ds) 5-% DAMPED SPECTRAL RESPONSE COEFFICIENT AT SHORT PERIODS

D SITE CLASS

0.042 S1 1-SECOND PERIOD SPECTRAL RESPONSE ACCELERATION

0.125 Ss SHORT PERIOD SPECTRAL RESPONSE ACCELERATION

1 I SEISMIC IMPORTANCE FACTOR

SEISMIC DESIGN:

-0.18 GCPi INTERNAL PRESSURE COEFFICIENT

C WIND EXPOSURE CATEGORY

1 I WIND IMPORTANCE FACTOR

115 MPH BASIC WIND SPEED

WIND LOAD:

1 Ct THERMAL FACTOR 1 Is SNOW LOAD IMPORTANCE FACTOR 1 Ce SNOW EXPOSURE FACTOR 30 Pg GROUND SNOW LOAD

SNOW LOAD:

RISK CATEGORY: II

2018 INTERNATIONAL EXISTING BUILDING CODE

GOVERNING CODE: 2018 INTERNATIONAL BUILDING CODE

DESIGN PARAMETER TABLE

CONCRETE WALL SCHEDULE

MARK WIDTH

REINFORCEMENT

REMARKSVERTICAL HORIZONTAL

W1 18" #6@10" EF #6@12" EF

CONCRETE WALL FOOTING SCHEDULE

MARK

SIZE REINFORCEMENT

REMARKSWIDTH DEPTH

BOTTOM TOP

LONG WAY SHORT WAY LONG WAY SHORT WAY

WF1 10' - 0" 1' - 6" #6@12" #6@12" #6@12" #6@12" -

WF2 3' - 0" 1' - 6" #4@12" #4@12" #4@12" #4@12" -

SLAB/DECK SCHEDULE

MARK

TOTAL

DEPTH COMPOSITION/REINFORCEMENT

G1 1 1/2" 11-W-4 1-1/2"x 3/16" GALV. METAL GRATING BAND ALL EDGES

R1 1 1/2" 20 GA. GALV. TYPE 1.5C ROOF DECK

S.O.G. 5" 5" NW CONCRETE SLAB ON GRADE. SEE TYPICAL DETAIL

FOOTING SCHEDULE

MARK

SIZE REINFORCEMENT

REMARKSLENGTH WIDTH THICKNESS

BOTTOM BARS TOP BARS

LONG WAY SHORT WAY LONG WAY SHORT WAY

F1 3' - 6" 3' - 6" 1' - 6" 4-#6 4-#6 - - -

MASONRY WALL SCHEDULE

MARK

NOMINAL

THICKNESS

VERTICAL

REINFORCEMENT REMARKS

MW1 8" #4 @ 16" FULLY GROUTED. DOWELS SHOULD BE THE SAME AS THE VERTICAL BARS.

INSTALL LADDER REINFORCING PER GENERAL NOTES

WOOD CONNECTOR SCHEDULE

MARK JOIST SIZE CONNECTOR INFO

1 2x12 SIMPSON STRONG-TIE FACE-MOUNTED HANGER LU210 OR APPROVED EQUAL

2 2x8 SIMPSON STRONG-TIE FACE-MOUNTED HANGER LU26 OR APPROVED EQUAL

3 2x8 SIMPSON STRONG-TIE TOP FLANGE HANGER WP OR APPROVED EQUAL

(A) (B)

(C)

FURTHER INVESTIGATION NEEDED OF

(E) FOOTING; ONLY UNDERPIN IF

PIT IS WITHIN ZONE OF INFLUENCE

OF NEW ELEVATION CONTRACTOR

TO DIG TEST PIT TO DETERMINE IF

UNDERPINNING IS REQUIRED.

(A)

UNDERPIN

(E)WALL FOOTING

ELEVATOR PIT, SEE

TYPICAL DETAIL

DEMO EXISTING PORTION

OF FOOTING CONFLICTING

WITH PIT AND DOWEL

INTO PIT SLAB

UNDERPIN (E) SPREAD

FTG. AND TIE

TOGETHER

4' - 0"

CONC. RETAINING

WALL FOOTING

S.O.G.

S .O .G

S.O.G.

CONCRETE FOUNDATION

WALL, SEE SCHEDULE

NEW CONCRETE

STAIR ON GRADE,

SEE ARCH

SLAB ON GRADE,

SEE TYP. DETAILS

SLAB ON GRADE,

SEE TYP. DETAILS

CONCRETE SLAB ON

GRADE, SEE TYP.

DETAIL

SLAB TURNDOWN,

SEE TYP. DETAIL

NEW FOOTING BELOW CMU

WALL, SEE TYP. DETAIL

SLAB TURNDOWN,

SEE TYP. DETAIL

(E) COLUMN TO

BE REMOVED.

PROVIDE TEMP.

SHORING AS

REQ'D. LOCALLY

REPAIR S.O.G.

PER TYP. DETAIL

S12

0' - 0"

DOWEL NEW CONC.

WALL AND FTG INTO

EXIST.

WF1

[-7' - 3"]

W F

UP

-4' - 9"

DN

L1

L1

F1 [-2' - 6"]

W1

W

W1

0' - 0"

S12

WF2

[-7' - 3"]

NEW TO EXIST.

S.O.G., SEE TYP.

DETAIL

NEW TO EXIST.

S.O.G., SEE TYP.

DETAIL

NEW TO EXIST.

S.O.G., SEE TYP.

DETAIL

-8' - 0"

SUMP PIT, SEE

TYP. DETAIL

(E) S.O.G.

(E) S.O.G.

(E) B.O.F.

[-6'-0"]

(E) B.O.F.

[-4'-0"] REFERENCE TYPICAL STEEL LINTEL AT

OPENINGS IN EXISTING CONCRETE WALL

FOR MEP OPENINGS IN FALLOUT SHELTER

CONCRETE WALLS. COORDINATE OPENING

LOCATIONS WITH ARCH AND MEP

3' - 0"

OPENING IN (E) S.O.G. FOR SUMP

PUMP. COORDINATE LOCATION AND SIZE

WITH MEP. LOCATE SUMP SO THAT IT

DOES NOT CROSS ZONE OF INFLUENCE

OF EXISTING WALL FOOTINGS.

CONTRACTOR TO CONFIRM ZONE OF

INFLUENCE GEOMETRY WITH A GEOTECH.

(A)

(E) B.O.F.

[-6'-0"]

(A)

(E) B.O.F.

[-6'-0"]

F1 [-2' - 6"]

UNDERPIN (E)

WALL FTG

UNDERPIN (E) WALL FTG

3' - 6"

6' - 6"

GA

LV

H

SS

3X 3X 1/

GA

LV

H

SS

4X 2X 1/

"]M W

M W

MW1 MW1

M W

MW1

M W

MW1

7' - 10"

DUNNAGE FOR MEP UNIT, SEE MEP

DRAWINGS. COORD. LOCATION WITH MEP

2' - 6"

ALL DUNNAGE POSTS GALV. HSS3X3X1/4.

SEE TYP. DUNNAGE DETAIL FOR POST

BASE CONNECTION AT NEW S.O.G.

DUNNAGE FOR MEP UNIT, SEE MEP

DRAWINGS. COORD. LOCATION WITH MEP

EXIST. CONC. COL. V.I.F.

ALL DUNNAGE BEAMS GALV.

C5X9. SEE TYP. DUNNAGE DETAIL

DOWEL NEW CONC.

WALL AND FTG INTO

EXIST.

S12

5 4 3 12

B

C

D

E

9' - 0" 9' - 0" 9' - 0" 9' - 0"

0' - 5"

A

1' - 11"

4' - 2"

SHEET NOTES:

1. EXISTING FRAMING AND STRUCTURE NOTED ON PLAN IS BASED ON INFORMATION CONTAINED IN VARIOUS ORIGINAL DESIGN AND CONSTRUCTION DOCUMENTS PROVIDED BY THE OWNER, AS WELL AS LIMITED FIELD OBSERVATIONS AND MEASUREMENTS. CONTRACTOR TO NOTIFY DESIGN TEAM IF EXISTING CONDITIONS DO NOT MATCH AS-SHOWN ASSUMPTIONS. CONTRACTOR TO PROVIDE TEMPORARY BRACING AND SHORING, AS REQUIRED. CONTRACTOR IS RESPONSIBLE FOR STABILITY OF THE STRUCTURE UNTIL CONSTRUCTION REACHES ITS FINAL CONDITION.

2. SEE FOUNDATION TYPICAL DETAILS ON SHEETS S6-S8 AND SUPERSTRUCTURE TYPICAL DETAILS ON S9-S11.

3. SEE SCHEDULES AND LEGEND ON S2.

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

REHABILITATE ANTIETAM VISITOR CENTER

ANTIETAM NATIONAL BATTLEFIELD, MARYLAND

ANTI 225963

05/22/2020 195

FOUNDATION PLAN

S3

GM

AN

NH

1/8" = 1'-0"S3

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

8 0 8 16

SCALE OF FEET

(E) 2x12 @16" TO BE SHORED

DURING CONSTRUCTION

S12

CMU WALL,

SEE GENERAL NOTES

L1

RESUPPORT EXIST.

JOISTS ON MASONRY

WALL, SEE TYP. DETAILS

L

10K1 STEEL JOISTS @ 3'-0" O.C.

2x8 JOISTS @ 16"

2x8 JOISTS @ 16"

EXIST. STEEL JOISTS

OPEN

TIE CMU TO

EXISTING, SEE

TYP. DETAIL

NEW STAIR, INCL. TOP

LANDING, (BY OTHERS) @

EXISTING OPENING2

S12

BP-1 BP-1

BP-1

BP-1BP-1

BP-34x12 LEDGER, SEE TYP. DETAIL

G 1 6' - 0 3/4"

DN.

WP GALV. W10x12

< 5' - 11 1/4" >

GALV. W10x12

< 5' - 11 1/4" >

T.O. WALL= 7' - 9"

T.O. WALL= 7' - 9"

T.O. WALL= 7' - 9"

W8x21

< 11' - 2 1/2" >

W12x72

< 11' - 2 1/2" >

< 11' - 2 1/2" >

W12x40 < 11' - 2 1/2" >

S12

E Q

E Q

E Q

CONFIRM LINTEL SIZE

DURING DEMO TO

DETERMINE IF NEW

LINTEL IS REQUIRED

HSS6X4X1/4

2x8 JOISTS @ 16"

OUTLINE OF ROOF ABOVE

AT ENTRANCE, SEE ARCH

OUTLINE OF TRELLIS ABOVE AT

ENTRANCE. TRELLIS BY OTHERS.

SEE ARCH FOR LAYOUT, AND

MANUFACTURER TO PROVIDE

LOADS IMPARTED FOR REVIEW

W12x96

R1

BP-2

BP-2< 11' - 2 1/2" >

W12x58

W x

BP-3

STONE VENEER ON BOTH

SIDES OF WALL, SEE ARCH.

WP WP

WP

STONE VENEER ON

CMU, SEE ARCH

L2

L

NEW STEEL ANGLE LINTELS TO

SUPPORT MASONRY WALLS OF

CHIMNEY ABOVE, SEE TYP. DETAIL

HSS TO BEAR MIN. 6"

ON CMU WALL

ASSUMED EXIST. LINTEL SPANNING

ABOVE CONC. COL. BELOW. W/

NEW OPENINGS AND SHAFT WALL,

EXIST. LINTEL SHOULD NOT BE

AFFECTED. NOTIFY EOR IF EXIST.

CONDITION VARIES

EXIST. CONC. COL. BELOW. V.I.F.

EXIS. STEEL BEAM TO BE RE-

SUPPORTED ON NEW CMU SHAFT

WALL, SEE TYP. DETAIL. STEEL

BEAM TO BE V.I.F.

BP-3

BEAM CENTERED ON COLUMN,

SEE TYP. BEAM TO COLUMN

CONNECTION DETAIL

SEE TYP. JOIST BEARING ON

EXIST. MASONRY WALL DETAIL

5 4 3 12

B

C

D

E

9' - 0" 9' - 0" 9' - 0" 9' - 0"

0' - 5"

A

V .I . F

0' - 1 5/8"

EXIST. STEEL JOISTS

6" CMU WALL ABOVE ROOF W/

SAME REINFORCEMENT AS 8" CMU

WALL, SEE ARCH FOR DETAIL

RESUPPORT EXIST.

JOISTS ON CMU,

SEE TYP. DETAIL

R

W8x10 < 20' - 8" >

ROOF

TRELLIS BY OTHERS. SEE

ARCH FOR LAYOUT, AND

MANUFACTURER TO PROVIDE

LOADS IMPARTED FOR

REVIEW

BP-3

BP-3

SHEET NOTES:

1. EXISTING FRAMING AND STRUCTURE NOTED ON PLAN IS BASED ON INFORMATION CONTAINED IN VARIOUS ORIGINAL DESIGN AND CONSTRUCTION DOCUMENTS PROVIDED BY THE OWNER, AS WELL AS LIMITED FIELD OBSERVATIONS AND MEASUREMENTS. CONTRACTOR TO NOTIFY DESIGN TEAM IF EXISTING CONDITIONS DO NOT MATCH AS-SHOWN ASSUMPTIONS. CONTRACTOR TO PROVIDE TEMPORARY BRACING AND SHORING, AS REQUIRED. CONTRACTOR IS RESPONSIBLE FOR STABILITY OF THE STRUCTURE UNTIL CONSTRUCTION REACHES ITS FINAL CONDITION.

2. SEE FOUNDATION TYPICAL DETAILS ON SHEETS S6-S8 AND SUPERSTRUCTURE TYPICAL DETAILS ON S9-S11.

3. SEE SCHEDULES AND LEGEND ON S2.

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

REHABILITATE ANTIETAM VISITOR CENTER

ANTIETAM NATIONAL BATTLEFIELD, MARYLAND

ANTI 225963

05/22/2020 195

SECOND FLOOR AND

ROOF FRAMING PLAN

S4

GM

AN

NH

1/8" = 1'-0"S4

1 LEVEL 02 FRAMING PLAN

1/8" = 1'-0"S4

2 ROOF FRAMING PLAN

1/8" = 1'-0" 8 0 8 16

SCALE OF FEET

EXIST. 2x12 WOOD JOISTS @ 16"

O.C. ROOF FRAMING. V.I.F. SEE

TYPICAL PV PANEL SUPPORT POST

AT WOOD JOIST DETAIL

AREA OF NEW PV PANELS,

SEE ARCH

EXIST. 16" DEEP OPEN-WEB STEEL JOISTS @ 4'-0" O.C. ROOF FRAMING. V.I.F. SEE TYPICAL

PV PANEL SUPPORT POST AT OPEN WEB JOIST DETAIL. STEEL JOISTS WILL NEED TO BE

MEASURED AND EVALUATED ONCE THE ROOFING IS REMOVED AND THE LOADS IMPARTED ARE

PROVIDED BY THE PV PANEL MANUFACTURER. FOR PRICING PURPOSES, BID SHALL BE BASED

ON STEEL REINFORCEMENT TONNAGE OF 2 PSF OVER ROOF AREAS SUPPORTING PROPOSED

PANELS. ASSUMED FIELD WELDED LOCAL REINFORCEMENT OF WEB AND CHORD MEMBERS AND

NEW SECONDARY FRAMING OR WEB MEMBERS AT POINT OF SUPPORT. CONTRACTOR TO

PROVIDE PRICING FOR REINFORCEMENT AS A UNIT COST. ALL FIELD CONDITIONS TO BE

VERIFIED AND FINAL REINFORCEMENT DESIGN TO BE PERFORMED UNDER A DELEGATED DESIGN

ARRANGEMENT BY A QUALIFIED STRUCTURAL ENGINEER HIRED BY THE CONTRACTOR SUBMITTED

TO THE S.E.O.R. FOR CONFIRMATION AND APPROVAL.

AREA OF NEW

PV PANELS,

SEE ARCH

EXIST. 16" DEEP OPEN-WEB STEEL JOISTS @ 2'-0" O.C. ROOF FRAMING. V.I.F. SEE

TYPICAL PV PANEL SUPPORT POST AT OPEN WEB JOIST DETAIL. STEEL JOISTS WILL NEED

TO BE MEASURED AND EVALUATED ONCE THE ROOFING IS REMOVED AND THE LOADS

IMPARTED ARE PROVIDED BY THE PV PANEL MANUFACTURER. FOR PRICING PURPOSES,

BID SHALL BE BASED ON STEEL REINFORCEMENT TONNAGE OF 2 PSF OVER ROOF AREAS

SUPPORTING PROPOSED PANELS. ASSUMED FIELD WELDED LOCAL REINFORCEMENT OF WEB

AND CHORD MEMBERS AND NEW SECONDARY FRAMING OR WEB MEMBERS AT POINT OF

SUPPORT. CONTRACTOR TO PROVIDE PRICING FOR REINFORCEMENT AS A UNIT COST. ALL

FIELD CONDITIONS TO BE VERIFIED AND FINAL REINFORCEMENT DESIGN TO BE

PERFORMED UNDER A DELEGATED DESIGN ARRANGEMENT BY A QUALIFIED STRUCTURAL

ENGINEER HIRED BY THE CONTRACTOR SUBMITTED TO THE S.E.O.R. FOR CONFIRMATION

AND APPROVAL.

SHEET NOTES:

1. EXISTING FRAMING AND STRUCTURE NOTED ON PLAN IS BASED ON INFORMATION CONTAINED IN VARIOUS ORIGINAL DESIGN AND CONSTRUCTION DOCUMENTS PROVIDED BY THE OWNER, AS WELL AS LIMITED FIELD OBSERVATIONS AND MEASUREMENTS. CONTRACTOR TO NOTIFY DESIGN TEAM IF EXISTING CONDITIONS DO NOT MATCH AS-SHOWN ASSUMPTIONS. CONTRACTOR TO PROVIDE TEMPORARY BRACING AND SHORING, AS REQUIRED. CONTRACTOR IS RESPONSIBLE FOR STABILITY OF THE STRUCTURE UNTIL CONSTRUCTION REACHES ITS FINAL CONDITION.

2. SEE FOUNDATION TYPICAL DETAILS ON SHEETS S6-S8 AND SUPERSTRUCTURE TYPICAL DETAILS ON S9-S11.

3. SEE SCHEDULES AND LEGEND ON S2.

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

REHABILITATE ANTIETAM VISITOR CENTER

ANTIETAM NATIONAL BATTLEFIELD, MARYLAND

ANTI 225963

05/22/2020 195

PHOTOVOLTAIC PANELS

ROOF PLAN

S5

GM

AN

NH

1/8" = 1'-0"S5

1 LOW ROOF PLAN

1/8" = 1'-0"S5

2 HIGH ROOF PLAN

"L

IF

T

M A X

IM

U M

U N B R A C E D

L

IF

T

H E

IG

H T

F O R

D E E P

L

IF

T S

P R O V

ID

E

T E M P O R A

Y

B

A C E

F O

X

IS

T

IN

G

W A L L

A N

N

W

U N D E R P

IN

N

IN

G

(TYPICAL)

4' - 0" (MAX.)

(TYPICAL)

12' - 0" (MIN.)

FOR RUBBLE WALLS

3'-0" (MAX.) NEW CONCRETE UNDERPINNING

SEGMENTS SAME WIDTH AS

EXISTING FOOTING.

TAPERED STEEL SHIMS

AT 2'-0" O.C. (MAX.)

WITH 2" OF DRY PACK

ALL AROUND SHIMS

1. STARTING WITH SEGMENTS (A) ONLY, DIG PITS 4'-0" WIDE, MAXIMUM, SIMULTANEOUSLY PLACING REQUIRED SHEETING AND BRACING. ALL PITS TO BE SHEETED ON ALL FOUR SIDES. PACK VOIDS BETWEEN SHEETING AND SOIL WITH SOIL CEMENT.

(LEAVE A MINIMUM OF 12'-0" OF EXISTING SOIL BETWEEN PITS).

2. CLEAN BOTTOM OF EXISTING FOOTING AND RECOMPACT DISTURBED SOIL AT BOTTOM OF PIT WITH MECHANICAL PAN TAMPERS.

COMPACT TO 95% OF THE MAXIMUM DENSITY OF THE SOIL. LOSS OF GROUND SHOULD BE KEPT TO A MINIMUM BY BACKFILLING BEHIND THE BOARDS WHERE AND WHEN POSSIBLE WITH GROUT PUMPED INTO THE VOIDS.

3. THE CONTRACTOR SHALL INSTALL ADEQUATE LATERAL-BRACING SYSTEM(S) TO PREVENT MOVEMENT IN THE EXISTING

STRUCTURE(S) AND IN THE NEW UNDERPINNING.

4. POUR NEW CONCRETE UNDERPINNING FOR SEGMENTS (A) . AFTER CONCRETE ATTAINS 50% OF THE DESIGN STRENGTH, OR 96 HOURS, PLACE 2"x 4" TAPERED STEEL WEDGES AT 2'-0" O.C. MAX. THEN PACK SOLID WITH DRYPACK INTO SPACE BETWEEN TOP OF UNDERPINNING AND BOTTOM OF EXISTING FOOTING, TO TRANSFER LOAD. ENSURE THE BACK OF VOID IS

FORMED SO THAT DRYPACK IS NOT LOST WHEN RAMMED INTO THE GAPS.

5. FOR SEGMENTS (B) DIG PITS 4'-0", MAXIMUM, WIDE WITH REQUIRED SHEETING & BRACING.

6. FOR SEGMENTS (B) REPEAT CONCRETING, CLEANING, COMPACTION, STEEL WEDGES AND DRYPACKING AS DESCRIBED IN NOTES

2, 3 AND 4.

7. FOR SEGMENTS (C) DIG PITS 4'-0", MAXIMUM, WIDE WITH REQUIRED SHEETING & BRACING.

8. FOR SEGMENTS (C) REPEAT CONCRETING, CLEANING, COMPACTION, STEEL WEDGES AND DRYPACKING AS DESCRIBED IN NOTES

2, 3 AND 4.

9. FOR SEGMENTS (D), DIG OUT SOIL BETWEEN COMPLETED SEGMENTS (C) AND (A) PROVIDE SHEETING AND BRACING AS

REQUIRED.

10. FOR SEGMENTS (D) REPEAT CONCRETING, CLEANING, COMPACTION, STEEL WEDGES AND DRYPACKING AS DESCRIBED IN NOTES

2, 3 AND 4.

11. WHERE BOTTOM OF ADJACENT UNDERPINNING PITS ARE AT DIFFERENT ELEVATIONS, THE DEEPER PIT SHALL BE INSTALLED FIRST.

12. UNDERPINNING PITS CLOSER THAN 12' APART SHALL NOT BE EXCAVATED AT THE SAME TIME.

EXISTING WALL UNDERPINNING SEQUENCE:

NOTE: ALL SHEETING, CLEATS AND BRACING SHALL BE PRESSURE

TREATED LUMBER, SIZED IN ACCORDANCE WITH TABLE 19-1 OF

THE NEW YORK CITY BUILDING CODE.

SECTION OF WOOD SHEETING/BRACING - 1

MAXIMUM UNBRACED

LIFT HEIGHT =

4'-0"FOR DEEP

LIFTS PROVIDE

TEMPORARY BRACE

FOR EXISTING WALL

AND NEW

UNDERPINNING

TIMBER BRACES

(TYP.)

TIMBER SHEATHING

EXISTING STONE

OR CONC.

FOUNDATION TO

REMAIN

EXISTING STONE -

RUBBLE. CONC.

OR MASONRY

WALL TO REMAIN

UNDERSIDE OF

EXIST.

FOUNDATIONS TO

BE STIFF

BRUSHED AND

CLEANED TO

REMOVE ALL

LOOSE MATERIAL

PRIOR TO SHIMS

AND DRY PACK

(A) (B) (C) (D) (B)(A)(D)

SECTION OF CONCRETE UNDERPINNING - 2

TIMBER BRACES (TO REMAIN)

TIMBER SHEETING (TO REMAIN)

DRY PACK SHALL BE FORMED

AT REAR OF PIT AND SIDES OF PIT

EXISTING STONE -

RUBBLE. CONC.OR

MASONRY WALL TO REMAIN

TAPERED STEEL

SHIMS AT 2'-0"

O.C. (MAX.) WITH

2" OF DRY PACK

ALL AROUND SHIMS

TIMBER

CLEATS

EXPOSED FACE OF

CONC. SHALL BE

CLEAN & NEAT

NEW CONCRETE

UNDERPINNING WALL

TIMBER CLEATS (TO REMAIN)

EXISTING STONE OR CONC.

FOUNDATION TO REMAIN

ORIGINAL GRADE

LOWERED GRADE LOWERED GRADE

ORIGINAL GRADE

NEW CELLAR

ELEVATION

ELEVATOR PIT

(S E E

P L A N

P

IT

D E P T H

C L R

#5@12" O.C. TYP.

2"x4" KEYWAY

CONT. TOP & BOT.

TYP.

1' - 0"

BENTONITE WATER STOP (TYP.)

#4@12" O.C. TYP.

#5 NOSING BAR ALL

AROUND

1' - 4"

CLR.

0' - 3"

3" CONCRETE MUD SLAB

(ALL AROUND)

3' - 0"

WATERPROOFING ALL

AROUND PROVIDE

PROTECTION BOARD

(SEE ARCH'L DWGS.)

3" CONCRETE MUD LINE

#4@12" O.C. TYP.

#5@12" O.C. TYP.

NOTE: COORD. SLAB LEVELS ON ALL SIDES OF PIT W/ ARCH.

SLAB LEVELS VARY ON SIDES OF PIT.

#5 TOP AND

BOTTOM EACH WAY

WATERSTOP

#4 @ 12" O.C. VERTICAL

AND HORIZONTAL

#5 @ 12" O.C.1

S E E

P L A N

1' - 0" PIT MAT

SEE PLAN

1' - 0" CONC. WALL

1' - 0"

LAP SPLICE

TENSION

STANDARD HOOK

STANDARD HOOK

TEE-INTERSECTIONCORNER

NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT

LENGTH SEE TABLE.

A P

S P L

IC

E

T E N S

IO

N

L A P

S P L

IC

E

T E N S

IO

N

UNDERPINNING

INDIVIDUAL UNDERPINNING SEGMENTSA B

C D

REINFORCEMENT COUPLER OR

SPLICE REINFORCEMENT BETWEEN

SEGMENTS

REINFORCEMENT

NOTE: THIS IS A CONCEPTUAL DETAIL FOR PROVIDING

REINFORCEMENT BETWEEN INDIVIDUAL UNDERPINNING

SEGMENTS TO TIE THE SEGMENTS TOGETHER.

UNDERPINNING AND REINFORCEMENT DESIGNED BY

OTHERS.

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

REHABILITATE ANTIETAM VISITOR CENTER

ANTIETAM NATIONAL BATTLEFIELD, MARYLAND

ANTI 225963

05/22/2020 195

FOUNDATION TYPICAL

DETAILS

S6

GM

AN

NH

1/4" = 1'-0"S6

1 TYPICAL UNDERPINNING

1/2" = 1'-0"S6

2 TYPICAL ELEVATOR PIT (EXTERIOR WATERPROOFING)

1/2" = 1'-0"S6

3 TYPICAL ELEVATOR SUMP PIT

3/4" = 1'-0"S6

TYPICAL HORIZONTAL REINFORCEMENT

AT CONCRETE WALL CORNERS

1/2" = 1'-0"S6

4 TYPICAL UNDERPINNING FOR SPREAD FOOTING DETAIL

W.W.R.

2"x3"

CONT. KEY

T H

IC

K N E S S

"t

A B

O N

G R A

T H

IC

K N E S S

"t

P T H

O F

T H

IC

K E N

A B

.5 x

S L A B

SAWED CONTRACTION JOINT

NOTE: MAXIMUM DISTANCE BETWEEN

CONTRACTION JOINTS IN INCHES

IS 36 TIMES SLAB THICKNESS

CONSTRUCTION JOINT

M

IN

0'

JOINTS

CONCRETE PIER

OR STEEL

COLUMN

(SEE PLAN)

SLAB ON GRADE

ISOLATION JOINT AT COLUMN

SLAB REINF.

(MESH REBAR)

ADDITIONAL REINFORCEMENT

AT ALL RE- ENTRANT CORNERS

SLAB

EDGE

2-#4 @ 3"x4'-0" LONG

ADDITIONAL AT ALL

RE-ENTRANT CORNERS

CONCRETE

SLAB

6"x6" W2.1 x W2.1 W.W.R.

10 MIL

POLYETHYLENE

VAPOR BARRIER

NOTES:

1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING STRIPS

WHERE EACH SINGLE STRIP DOES NO EXCEED 36 TIMES

SLAB THICKNESS WIDTH IN INCHES. ALTERNATIVELY, LARGE

BLOCK PLACEMENTS WITH INTERIOR CONTRACTION JOINTS

ARE ACCEPTABLE IF THE CONTRACTION JOINTS ARE MADE IN

BOTH DIRECTIONS AT SPECIFIED INTERVALS IN A TIMELY

MANNER.

2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A

MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB

THICKNESS. JOINTS SHALL BE SAWED NO LATER THAN 24

HOURS AFTER CONCRETE IS PLACED.

3. GRAVEL OR CRUSHED STONE BASE SHALL BE COMPACTED

TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE

CONTENT.

C L R

6" GRAVEL OR

STONE

UNDISTURBED

SOIL OR FILL

SLAB ON GRADE

WATERSTOP

WATERSTOP. 2" COVER

MIN. E.S. (OR AS REQ'D

BY WATERSTOP MFR.)

VAPOR BARRIER

6" GRAVEL OR

CRUSHED STONE

UNDISTURBED SOIL

OR FILL

SLAB-ON-GRADE & WALL INTERFACE

U .N .O

SAW CUT

1-1/2" DEEP

8" SLAB

#4 NOSING BAR

0' - 1 1/2" CLEAR

W.W.F SIZE TO

MATCH S.O.G.

1" CLEAR

0' - 1" KICKBACK

2' - 0"

1 1/2" CLEAR

NOTE: POUR STAIR SLAB IN (2) 4" LIFTS TO

INSTALL SNOWMELT AT CENTER OF SLAB DEPTH

NOTES:

1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM

BEARING CAPACITY AS SPECIFIED IN THE GENERAL NOTES.

2. FOR SIZE, DEPTH AND REINFORCING SEE FOOTING SCHEDULE.

ISOLATION JOINT 1/2"

MIN. SEE TYPICAL

SLAB ON GRADE

DETAIL

GALV. COLUMN, SEE

PLAN AND COLUMN

SCHEDULE

C L R

0' - 3" CLR.

CONCRETE SLAB

ON GRADE

GALV. BASE PLATE,

SEE TYPICAL DETAIL

NON-SHRINK

GROUT, 2" MIN.

GALV. ANCHOR BOLTS,

SEE TYPICAL DETAILB.O. FTG.

EL. SEE PLAN

TYP.

3" MIN.

GALV. COLUMN, SEE PLAN

GALV. BASE PLATE, SEE

PLATE DIMENSIONS AND

ANCHOR LAYOUT BELOW

(4) 3/4" Ø GALV. HEADED

ANCHOR RODS. EMBED. 1'-4"

OR TO WITHIN 3" OF BOTTOM

OF FOOTING

NOTE: LEVELING

PLATES ARE NOT

PERMITTED

F

IN

IS

H

C O L U M N

ANCHOR BOLT

BASE PLATE

COLUMN, SEE PLAN

G R O U T

N O N S H R

IN

K

TOP ELEVATION

OF PLATE

BOTTOM ELEVATION

OF BASE PLATE

1/4

AT LATERAL

FRAME

COLUMNS

0' - 10"

0' - 1 1/2" 0' - 1 1/2"

M

IN

0' - 6"

DEVELOPMENT

LENGTH

#4 HOOKED BAR

@ 12"

#4 @ 12" O.C.

2' - 0" 0' - 6"

SAWCUT

EDGE OF

EXIST. SLAB

EXIST. SLAB

1/2" Ø SMOOTH DOWEL

x 2'-6" @ 18" O.C. (FIT SNUG

INTO DRILLED HOLE W/ EPOXY

OR GROUT AND COAT W/

NON-BONDING AGENT)

NEW SLAB

NOTE: DO NOT UNDERMINE EXIST. SLAB

0' - 4"

MATCH EXIST.

SLAB THICK.

ADDITIONAL #4

BAR @ 12"

#4 @ 48" O.C.

DOWELS AND REINF. (U.N.O.)

NEW LOAD BEARING BLOCK

WALL. SEE PLAN FOR SIZE

2-#5 CONT.

NOTES: FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A

MINIMUM BEARING CAPACITY AS SPECIFIED IN THE GENERAL NOTES.

2'-0"C L R

#5 @ 12" O.C.

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

REHABILITATE ANTIETAM VISITOR CENTER

ANTIETAM NATIONAL BATTLEFIELD, MARYLAND

ANTI 225963

05/22/2020 195

FOUNDATION TYPICAL

DETAILS

S7

GM

AN

NH

3/4" = 1'-0"S7

1 TYPICAL SLAB ON GRADE

1/2" = 1'-0"S7

4 TYPICAL STAIR ON GRADE

1/2" = 1'-0"S7

2 TYPICAL STEEL COLUMN ON CONCRETE FOOTING

1" = 1'-0"S7

3 TYPICAL COLUMN BASE PLATE AT HSS COLUMN

1" = 1'-0"S7

6 TYPICAL TURN-DOWN SLAB

1" = 1'-0"S7

TYPICAL ATTACHMENTS OF NEW SLAB

ON GRADE TO EXISTING

3/4" = 1'-0"S7

TYPICAL WALL FOOTING FOR LOAD BEARING CMU WALL AT

NEW SLAB

DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld)

FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS

BAR

SIZE

3000 PSI

CONCRETE

4000 PSI

CONCRETE

5000 PSI

CONCRETE

6000 PSI

CONCRETE

CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2

#3 17 25 15 22 13 20 12 18

#4 22 33 19 29 17 26 16 24

#5 28 42 24 36 22 32 20 30

#6 33 50 29 43 26 39 24 35

#7 48 72 42 63 38 56 34 51

#8 55 83 48 72 43 64 39 59

#9 62 93 54 81 48 72 44 66

#10 70 105 61 91 54 81 50 74

#11 78 116 67 101 60 90 55 82

DEFORMED TENSION BAR NOTES:

1. FOR HORIZONTAL REINFORCEMENT WITH 12 INCH OR MORE FRESH CONCRETE CAST BELOW IT, TENSION DEVELOPMENT LENGTH/ TENSION LAP SPLICE LENGTH SHALL BE 1.3X THE VALUES GIVEN.

2. FOR EPOXY-COATED BARS:

A. WHERE CONCRETE COVER IS LESS THAN 3X BAR DIAMETER, OR CLEAR SPACING IS LESS THAN 6X BAR

DIAMETER, TENSION DEVELOPMENT LENGTH/ TENSION LAP SPLICE LENGTH SHALL BE 1.5X THE VALUES GIVEN.

B. WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3X BAR DIAMETER AND CLEAR SPACING IS

GREATER THAN 6X BAR DIAMETER, TENSION DEVELOPMENT LENGTH/ TENSION LAP SPLICE LENGTH

SHALL BE 1.2X THE VALUES GIVEN.

CASE 1: CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN DB, CLEAR COVER NOT LESS THAN DB, AND STIRRUPS OR TIES THROUGHOUT LD NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2DB AND CLEAR COVER

NOT LESS THAN DB.

CASE 2: OTHER CASES

DEFORMED BAR TENSION LAP SPLICE - CLASS B

FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS

BAR

SIZE

3000 PSI

CONCRETE

4000 PSI

CONCRETE

5000 PSI

CONCRETE

6000 PSI

CONCRETE

CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2

#3 22 33 19 28 17 25 16 23

#4 29 43 25 37 23 34 21 31

#5 36 54 31 47 28 42 26 38

#6 43 65 37 56 34 50 31 46

#7 63 94 54 81 49 73 45 67

#8 72 107 62 93 56 83 51 76

#9 81 121 70 105 63 94 57 86

#10 91 136 79 118 71 106 64 96

#11 101 151 87 131 78 117 71 107

DEFORMED BAR COMPRESSION

DEVELOPMENT LENGTH (Ldc)

DEFORMED BAR COMPRESSION

LAP SPLICE

FOR NORMAL WEIGHT STONE CONCRETE &

UNCOATED BARS

FOR NORMAL WEIGHT STONE CONCRETE &

UNCOATED BARS

BAR

SIZE

3000 PSI

CONCRETE

4000 PSI

CONCRETE

5000 PSI

CONCRETE

6000 PSI

CONCRETE

BAR SIZE

3000 PSI

CONCRETE

4000 PSI

CONCRETE

5000 PSI

CONCRETE

6000 PSI

CONCRETE

#3 9 8 8 8 #3 12 12 12 12

#4 11 10 9 9 #4 15 15 15 15

#5 14 12 12 12 #5 19 19 19 19

#6 17 15 14 14 #6 23 23 23 23

#7 20 17 16 16 #7 27 27 27 27

#8 22 19 18 18 #8 30 30 30 30

#9 25 22 21 21 #9 34 34 34 34

#10 28 25 23 23 #10 39 39 39 39

#11 31 27 26 26 #11 43 43 43 43

PROVIDE #6x18" SMOOTH

(UNBOUNDED) DOWEL @

24" O.C.

SOIL SIDE

WATERPROOFING STRIP

SEE WALL SECTIONS

FOR REINF.

V-SHAPED KEY FILLED

WITH SEALANT

S E E

P L A N

SEE WALL SECTIONS

FOR REINF.

EXPOSED SIDE

NOTES:

1. PROVIDE CONTROL JOINTS AT A MAXIMUM OF 20 FEET O.C.

2. SEE TYPICAL WALL DETAIL AND ARCH. FOR WATERPROOFING

AND DRAINAGE REQUIREMENTS.

CUT ALTERNATING

HORIZONTAL REINFORCING

BARS AT CONTROL JOINT

ROUGHEN TO 1/4"

AMPLITUDE OR COAT

CONTACT SURFACE WITH

LATEX BONDING AGENT

HOOKED #3 DOWEL @

18" O.C. W/ MIN.

2-3/4" EMBEDMENT IN

HY-200 ADHESIVE OR

APPROVED EQUAL

SEE BELOW TABLE FOR

TYPICAL REINFORCING

AT SLAB ON GRADE

NOTES:

1. FOR SIZE AND LOCATION SEE ARCHITECTURAL AND MECHANICAL DRAWINGS.

2. CONCRETE FOR PADS SHALL BE NORMAL WEIGHT WITH f'c = 4,000 PSI.

M A X

EQUIPMENT PAD TEMPERATURE AND

SHRINKAGE REINFORCING

REINFORCINGPAD THICKNESS

#3 @ 12" O.C. EACH WAY4"-5"

#4 @ 12" O.C. EACH WAY6"-9"

#5 @ 12" O.C. EACH WAY10"-12"

SUB SHEET NO. TITLE OF SHEET

OF

DATE:

TECH. REVIEW:

DESIGNED: DRAWING NO.

PMIS/PKG NO.

SHEET

142608

REHABILITATE ANTIETAM VISITOR CENTER

ANTIETAM NATIONAL BATTLEFIELD, MARYLAND

ANTI 225963

05/22/2020 195

FOUNDATION TYPICAL

DETAILS

S8

GM

AN

NH

1" = 1'-0"S8

1 TYPICAL CONTROL JOINT IN CONCRETE WALL

3/4" = 1'-0"S8

2 TYPICAL EQUIPMENT PAD

LINTEL BOND BEAM BLOCK

HORIZONTAL

REINFORCING, SEE

SCHEDULE

BEAM THICKNESS

SEE SCHEDULE

BEAM DEPTH

SEE SCHEDULE

CMU BOND BEAM SCHEDULE

LENGTH

BEAM

THICKNESS

BEAM DEPTH

HORIZONTAL

REINF.

SHEAR

REINF.

0'-0" - 6'-0" 8" 8"

(1 COURSE HIGH)

1-#5

NOTES:

1. ALL BOND BEAM BEAMS TO BE GROUTED SOLID FOR FULL LENGTH OF BEAM.

2. ALL CMU BOND BEAM TO HAVE MIN. 6" BEARING ON EACH END.

3. ALL BOND BEAMS (SPANNING) WITH NO MASONRY ABOVE TO BE SINGLE

COURSE WITH 1-#5 HORIZONTAL REINFORCING.

4. ALL OTHER (NON-SPANNING) BOND BEAMS TO BE SINGLE COURSE WITH 2-#4

HORIZONTAL REINFORCING.

5. VERTICAL PLACEMENT OF HORIZONTAL REINFORCEMENT IN ALL BOND BEAMS

SHALL BE 3" FROM THE BOTTOM OF THE BEAM TO CENTER OF BAR, U.N.O.

LINTEL REINFORCEMENT SHALL BE SUPPORTED BY WIRE CHAIRS.

6. HORIZONTAL PLACEMENT BETWEEN PARALLEL BARS SHALL NOT BE LESS THAN

THE NOMINAL DIAMETER OF THE BARS OR 1".

TOP FLANGE OF JOIST BEARS

ON NEW MASONRY WALL.

PROVIDE L2X2X1/2X0'-6"

CLIP ANGLES ON EITHER

SIDE OF FLANGE TO

FACILITATE BEARING ON

MASONRY

NEW ELEVATOR

SHAFT WALL

L3x3X1/4 CONTINUOUS W/ 3/4" Ø

ANCHORS @ 16"O.C. AND 5" MIN EMBED

USING HILTI HY270 ADHESIVE FOR ERECTION

PURPOSES AS NEEDED

EXIST. STEEL JOIST

NOTE: FLOOR SLAB AND WALL REINFORCEMENT NOT SHOWN FOR CLARITY.

1/4

TYP.

1/4

TYP.

ADDITIONAL WEB BAR

TO MATCH EXIST.

1/4

TYP.

PROVIDE CONT. EXPANSIVE

STRIP WATERSTOP

2-#4 CONT.

EXTERIOR FACE

NEW FULLY-GROUTED

CMU WALL

#4 x 24" @ 16" VERT.

IN HILTI HIT HY270 (MIN. 6" EMBED)

EXIST.

MASONRY

WALL

NOTE: FOR CONNECTION OF NEW CONC. TO

CONCRETE WALL, USE HILTI HY200 AND PROVIDE

SIMILAR HOOKED BAR.

PACK SOLID WITH MASONRY

AND/ OR GROUT

DRYPACK

NEW ANGLE LINTELS. PROVIDE ONE FOR

EACH 4" WALL WIDTH. SEE PLAN OR

SCHEDULE FOR SIZE. BEAR LINTELS, 6"

AT EACH END

EXISTING MASONRY WALL

EMBED BRG. PL.

3/8"x8"x6" w/ (2)

3/4" DIA. HEADED

ANCHORS (14" MIN.

EMBED.)

ROOF DECK

L3x3x1/4 CONT.

0' - 6"

TYP.

CMU BRG. WALL, SEE

PLAN FOR THK. &

REINF.

BOTTOM OF STRUCTURE ABOVE

FLOOR

W A L L

S P A N

1 1 1 2 2 2 2

NOT ALLOWED

WALL OPENING

NOTES:

1. S=1.5d MIN., LARGER d GOVERNS.

2. NO BEAM BEARING ABOVE OPENINGS.

3. DIMENSION A IS NOT RESTRICTED FOR CONTINUOUS CONCRETE SLAB BEARING.

A=12" MIN. BELOW UNTOPPED DECK.

4. VERTICAL ALIGNMENTS OF STACKED OPENINGS IS REQUIRED. STACKING OPENINGS

VERTICAL IN LIEU OF WIDE HORIZONTAL ROWS IS PREFERRED.

5. SEE 2/S9 FOR LINTELS WHEN ABOVE LAYOUT CANNOT BE ACHIEVED.

6. MAX. CORE SIZE = 12".

7. * DENOTES NO RESTRICTIONS IN NUMBER IF VERTICALLY ALIGNED

d S d S d S d

S

S

2' - 8" MAX. (SEE NOTE 2)12" MIN.

UNDISTURBED

SECTION E.S.

(S E E

N O T E

A

M

IN

WIDTH

5' - 0" MAX.

H E I G H T

M A X

BOTTOM OF EXIST.

CONCRETE SLAB OR

CONCRETE RIB JOIST

1/2" DIAM. ANCHOR

INSTALLED WITH HILTI HIT-

HY 200 WITH 4 1/2" MIN.

EMBEDMENT AND 3" MIN.

EDGE DISTANCE. INSTALL 2

AT EACH END AND THEN

STAGGER AT 16" O.C.

NOTE:

1. DETAIL APPLIES TO EXISTING CONCRETE WALL WITH ASSUMED THICKNESS

OF 12" BASED ON EXISTING DOCUMENTATION.

2. NOTIFY EOR IF ANY ADJACENT OPENINGS ARE WITHIN 3'-0" OF OPENING.

C10x20

TYP.

0' - 3"

T Y P

TYP.

0' - 6"

EXIST. CONCRETE WALL

COORD. SIZE OF POST

W/ FRAME BY PV…