187-194_Structural.pdf

STRUCTURAL GENERAL NOTES

GOVERNING CODE: THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE

DESIGN AND CONSTRUCTION PROCEDURES OF VA FACILITIES PRODUCED BY THE OFFICE OF

CONSTRUCTION & FACILITIES MANAGEMENT OF THE U.S. DEPARTMENT OF VETRANS AFFAIRS.

REFERENCE STANDARDS: REFER TO CHAPTER 35 OF THE 2021 IBC. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR

FROM COMPLIANCE WITH THE ENTIRE STANDARD.

NOTE PRIORITIES: PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES.

DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS OR REFERENCE STANDARDS, THE CONTRACTING OFFICER'S REPRESENTATIVE "COR" SHALL DETERMINE WHICH SHALL GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE COR BEFORE PROCEEDING WITH THE WORK. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE

MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE

PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE COR AS TO WHICH SHALL GOVERN.

ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS

FOR ADJUSTMENT IN THE CONTRACT PRICE.

COORDINATION: THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY

OF THE WORK; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR

SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING

WORK IN A SAFE AND SECURE MANNER.

MEANS, METHODS, AND SAFETY REQUIREMENTS: THE CONTRACTOR IS RESPONSIBLE FOR THE

MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS

OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). CONTRACTOR IS

RESPONSIBLE TO ADHERE TO OSHA REGULATIONS REGARDING STEEL ERECTION ITEMS

SPECIFICALLY ADDRESSED IN THE LATEST OSHA REGULATIONS.

TEMPORARY SHORING, BRACING: THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND

STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS

COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN

THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY.

SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO

THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK.

ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT

UNDERGROUND UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY

UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT

NECESSARILY COMPLETE.

ALTERNATES: ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE, AND FORM FOR SPECIFIED ITEMS MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE COR FOR REVIEW.

ALT MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE DOCUMENTATION OR THAT

SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAY BE REJECTED.

ALTS. THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS

AUTHORIZED BY THE COR.

GENERAL REQUIREMENTS

CONTRACTING OFFICER'S REPRESENTATIVE (COR)

STRUCTURAL ENGINEER OF RECORD (SER): THE STRUCTURAL ENGINEER WHO IS LICENSED TO

STAMP & SIGN THE STRUCTURAL DOCUMENTS FOR THE PROJECT. THE SER IS RESPONSIBLE FOR

THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.

GENERAL CONTRACTOR (CONTRACTOR): THE CONSTRUCTION MANAGER RESPONSIBLE FOR THE

OVERALL COORDINATION OF THE PROJECT CONSTRUCTION.

CONTRACT DOCUMENTS (CDs): THE CONTRACT BETWEEN GOVERNMENT AND CONTRACTOR AND

ANY DOCUMENTS EXPRESSLY INCORPORATED THEREIN INCLUDING THE BID SUBMITTED BY THE

CONTRACTOR, THE DRAWINGS AND THE SPECIFICATIONS, AND ALL MODIFICATIONS, INCLUDING

ADDENDA AND SUBSEQUENT CHANGE ORDERS.

SPECIFICATIONS: REFER TO THE PROJECT SPECIFICATIONS ISSUED AS PART OF THE CONTRACT

DOCUMENTS FOR INFORMATION SUPPLEMENTAL TO THESE DRAWINGS.

OTHER DRAWINGS: REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND

PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED TO:

DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND WINDOW OPENINGS, CANOPIES, NON-BEARING

WALLS, FINISHES, DRAINS, WATERPROOFING, RAILINGS, CURTAIN WALLS, CURBS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS.

DEFINITIONS

DESIGN CRITERIA

RISK CATEGORY IIWIND DESIGN

DATA ULTIMATE DESIGN WIND SPEED (3 SECOND

GUST), VULT

139 MPH

EXPOSURE CATEGORY C

MAIN WIND FORCE RESISTING SYSTEM

RISK CATEGORY II

INTERNAL PRESSURE COEFFICIENT, CPI +/- 0.55

TOPOGRAPHIC FACTOR, KZT 1.0

ANALYSIS PROCEDURE DIRECTIONAL PROCEDURE

EARTHQUAKE

DESIGN DATA

SEISMIC DESIGN CATEGORY, SDC D

SEISMIC FORCE RESISTING SYSTEM REINFORCED MASONRY & CONCRETE

SHEARWALL

SITE CLASSIFICATION, SITE CLASS D

IMPORTANCE FACTOR, IE 1.0

MAPPED SPECTRAL

RESPONSE

ACCELERATION

0.658 g

0.208 g

SHORT PERIOD,

SS

1-SECOND

PERIOD, S1

DESIGN SPECTRAL

RESPONSE

COEFFICIENT

0.559 g

0.303 g

SEISMIC RESPONSE COEFFICIENT,

CS = SDS/R

0.2795

DESIGN BASE SHEAR 3 KIPS

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

LIVE LOADS ROOF 20 PSF

FLOOR: (NA) NA

ROOF SNOW

LOAD (IN

ACCORDANCE

WITH CHAPTER

7 OF ASCE7-16)

FLAT ROOF SNOW LOAD, PF 4.0 PSF

IMPORTANCE FACTOR, IS 1.0

GROUND SNOW LOAD, PG 7 PSF

EXPOSURE FACTOR, CE 0.9

THERMAL FACTOR, CT 1.2

DEFLECTION

LIMITS

ROOF: DEAD + (LIVE OR SNOW OR WIND),

TOTAL LOAD

L/240

ROOF: ( LIVE OR SNOW OR WIND) L/360

FLOOR: TOTAL LOAD UNO L/240

FLOOR: LIVE LOAD UNO L/360

FLOOR: CORRIDORS &

STAIRS

NA

RESPONSE MODIFICATION COEFFICIENT, R 2

NA

NA

UNIFORMLY DIST

CONCENTRATED

IMPACT

UNIFORMLY DIST

SPECIAL LOADS AND SPECIFIED SECTION

OF CODE

NASPECIAL

LOADS

DRIFT SURCHARGE LOADS, PD NA

WIDTH OF SNOW DRIFT NA

PHOTOVOLTAIC DEAD LOAD NA

UNIFORMLY DIST

PROJECT ELEVATION 19.81 FT (SEE CIVIL)

REINFORCED MASONRY & CONCRETE

SHEARWALL

SHORT PERIOD,

SS

1-SECOND

PERIOD, S1

NACONCENTRATED

NAIMPACT

COMPONENTS AND CLADDING PRESSURES (PSF)

ROOF ZONES WALL ZONESEFFECTIVE AREA

(SQ FEET)

INTERIOR ZONES (ROOFS: ZONE 1, WALLS: ZONE 4)

END ZONES (ROOFS: ZONE 2, WALLS: ZONE 5)

CORNER ZONES (ROOFS: ZONE 3)

NOTES:

1. H = MEAN ROOF HEIGHT = 15 FT.

2. A = END/CORNER WIDTH = 3 FT.

3. WALL ZONE DESIGN PRESSURES SHALL BE CONSIDERED

TO ACT AS BOTH POSITIVE AND NEGATIVE PRESSURES.

4. ROOF ZONE DESIGN PRESSURES ARE NEGATIVE (UPLIFT).

5. COMPONENT AND CLADDING PRESSURES SHOWN ARE

UNFACTORED.

52.9

MONOSLOPED

ROOF

a a a a

1 2 3

50.7

47.9

45.7

63.6

59.3

53.6

49.3

110.1

100.4

87.6

77.9

45.7

43.8

41.3

39.4

56.5

52.7

47.6

43.8

4a

4a

2a

BIDDER-DESIGNED ELEMENTS: SUBMIT "BIDDER-DESIGNED" DEFERRED SUBMITTALS TO THE

CONTRACTING OFFICER'S REPRESENTATIVE FOR REVIEW PRIOR TO SUBMISSION TO THE CITY FOR

APPROVAL.

DESIGN OF PREFABRICATED, "BIDDER DESIGNED", MANUFACTURED, PRE-ENGINEERED, OR OTHER

FABRICATED PRODUCTS SHALL BE COMPLIANT WITH THE FOLLOWING REQUIREMENTS:

· DESIGN CONSIDERS TRIBUTARY DEAD, LIVE, WIND, AND EARTHQUAKE LOADS IN

COMBINATIONS REQUIRED BY CODE.

· DESIGN WITHIN THE DEFLECTION LIMITS NOTED HEREIN AND AS SPECIFIED OR REFERENCED

IN 2018 IBC.

· DESIGN SHALL CONFORM TO THE SPECIFICATIONS AND REFERENCE STANDARDS OF THE

GOVERNING CODE.

· SUBMITTAL SHALL INCLUDE:

A. CALCULATIONS PREPARED, STAMPED AND SIGNED BY THE SSE DEMONSTRATING CODE

CONFORMANCE.

B. ENGINEERED COMPONENT DESIGN DRAWINGS ARE PREPARED, STAMPED AND SIGNED BY

THE SSE.

C. PRODUCT DATA, TECHNICAL INFORMATION AND MANUFACTURER'S WRITTEN

REQUIREMENTS AND AGENCY APPROVALS AS APPLICABLE.

D. SSE MAY SUBMIT TO THE ARCHITECT/ENGINEER, A REQUEST TO UTILIZE RELEVANT

ALTERNATE DESIGN CRITERIA OF SIMILAR NATURE AND GENERALLY EQUIVALENCY WHICH

IS RECOGNIZED BY THE CODE AND ACCEPTABLE TO THE AUTHORITY HAVING

JURISDICTION. SUBMIT ADEQUATE DOCUMENTATION OF DESIGN.

GENERAL CONTRACTOR'S PRIOR REVIEW: ONCE THE CONTRACTOR HAS COMPLETED HIS REVIEW

OF THE SSE COMPONENT DRAWINGS, THE COR WILL REVIEW THE SUBMITTAL FOR GENERAL

CONFORMANCE WITH THE DESIGN OF THE BUILDING AND WILL STAMP THE SUBMITTAL

ACCORDINGLY. REVIEW OF THE SPECIALTY STRUCTURAL ENGINEER'S (SSE) SHOP DRAWINGS

(COMPONENT DESIGN DRAWINGS) IS FOR COMPLIANCE WITH DESIGN CRITERIA AND COMPATIBILITY

WITH THE DESIGN OF THE PRIMARY STRUCTURE AND DOES NOT RELIEVE THE SSE OF

RESPONSIBILITY FOR THAT DESIGN. ALL NECESSARY BRACING, TIES, ANCHORAGE, PROPRIETARY

PRODUCTS SHALL BE FURNISHED AND INSTALLED PER MANUFACTURER'S INSTRUCTIONS OR THE

SSE'S DESIGN DRAWINGS AND CALCULATIONS. THESE ELEMENTS INCLUDE BUT ARE NOT LIMITED

TO:

• STEEL DECK EDGE FORMS

• EXTERIOR CLADDING SYSTEMS: CURTAIN WALL/STOREFRONT SYSTEMS, PRE-ENGINEERED

PANELS

DEFERRED SUBMITTALS

SOILS AND FOUNDATIONS

GEOTECHNICAL

REPORT ECS SOUTHWEST, LLP 23:3490

PREPARED BY: REPORT NO. REPORT DATE

MARCH 1, 2023

1. FOUNDATIONS FOR ALL STRUCTURES SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE

WITH THE GEOTECHNICAL REPORT PREPARED FOR THIS SITE.

2. THE CONTRACTOR MUST FULLY REVIEW THIS REPORT PRIOR TO CONSTRUCTION.

3. INFORMATION IN THE GEOTECHNICAL REPORT SUPERSEDES ANY CONFLICTING INFORMATION

CONTAINED IN THE CDS.

DESIGN

CRITERIA

NET ALLOWABLE SOIL BEARING PRESSURE 2000 PSF

MINIMUM EMBEDMENT (BELOW EXT GRADE

OR SLAB SUBGRADE)

12 INCHES

MINIMUM CONTINUOUS FOOTING WIDTH 18 INCHES

MINIMUM ISOLATED FOOTING WIDTH 30 INCHES

ESTIMATED TOTAL SETTLEMENT LESS THAN 1 INCH

ESTIMATED DIFFERENTIAL SETTLEMENT LESS THAN 1/2 INCH OVER 30 FT.

SOIL PREPARATION AT BUILDING: PER PLAN AND GEOTECHNICAL REPORT

CAST-IN-PLACE CONCRETE

CONCRETE MIX DESIGN REQUIREMENTS

S T

R E

N G

T H

F 'C

P

S I)

ALL CONCRETE

M A

X

IM

U M

W

/C M

R A

T

IO

A G

G R

E G

A T

E , M

A X

IN

A

IR

C O

N T

E N

T

1.

5%

R E

C O

M M

E N

D

S

LU

M P

IN

T E

S T

A G

E

28 1

E X

P O

S U

R E

C

LA

S S

0.5 3

REFERENCE STANDARDS:

1. ACI 301-16 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

2. ACI 305R-10 "GUIDE TO HOT WEATHER CONCRETING"

3. ACI 305.1-10 "SPECIFICATIONS FOR HOT WEATHER CONCRETING"

4. ACI 306R-10 "GUIDE TO COLD WEATHER CONCRETING"

5. ACI 306.1-10 "SPECIFICATION FOR COLD WEATHER CONCRETING"

6. ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

7. ACI 117-10 "SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND

MATERIALS"

SUBMITTALS

PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SECTION 4.1.2. SUBMIT MIX DESIGNS FOR EACH MIX

IN THE TABLE BELOW. SUBSTANTIATING STRENGTH RESULTS FROM PAST TESTS SHALL NOT BE

OLDER THAN 24 MONTHS PER ACI 318 SECTION 26.4.3.1(b).

MIX DESIGN REQUIREMENTS NOTES:

1. FLY ASH: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME OR SLAG SHALL CONFORM

TO ACI 318 TABLE 26.4.2.2(b) AND SECTION 26.4.2.2 MAXIMUM AMOUNT OF FLY ASH SHALL BE

25% OF TOTAL CEMENTITIOUS CONTENT UNLESS REVIEWED AND APPROVED OTHERWISE BY

SER.

2. AGGREGATES SHALL CONFORM TO ASTM C33.

3. NON-CHLORIDE ACCELERATOR: NON-CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN

CONCRETE PLACED AT AMBIENT TEMPERATURES BELOW 50°F AT THE CONTRACTOR'S

OPTION.

4. RECOMMENDED SLUMP APPLY WHEN VIBRATION IS USED TO CONSOLIDATE THE CONCRETE

AND MAY BE INCREASED BY 1" FOR OTHER CONSOLIDATION METHODS. SLUMP MAY BE

INCREASED WHEN CHEMICAL ADMIXTURES ARE USED, PROVIDED THAT THE TREATED

CONCRETE HAS THE SAME OR LOWER WATER/CEMENT RATIO AND DOES NOT SHOW

SEGREGATION POTENTIAL OR EXCESSIVE BLEEDING. MEASURED SLUMP TOLERANCE SHALL

BE +/-1.5" MAXIMUM.

CONCRETE CURING: PROVIDE CURING COMPOUNDS FOR CONCRETE AS FOLLOWS:

1. USE MEMBRANE CURING COMPOUNDS THAT ARE COMPATIBLE WITH AND WILL NOT AFFECT

SURFACES TO BE COVERED WITH FINISH MATERIALS APPLIED DIRECTLY TO CONCRETE.

2. APPLY CURING COMPOUNDS AT A RATE EQUIVALENT TO THE RATE OF APPLICATION AT

WHICH CURING COMPOUND WAS ORIGINALLY TESTED FOR IN CONFORMANCE TO THE

REQUIREMENTS OF ASTM C 309-18 AND THE MANUFACTURER'S RECOMMENDATIONS.

TESTING: OBTAIN SAMPLES AND CONDUCT TESTS IN ACCORDANCE WITH ACI 301 SECTION 1.6.3.2

ADDITIONAL SAMPLES MAY BE REQUIRED TO OBTAIN CONCRETE STRENGTHS AT ALTERNATE

INTERVALS THAN SHOWN BELOW. CURE 4 CYLINDERS FOR 28-DAY TEST. TEST 1 CYLINDER AT 7 DAYS, TEST 2 CYLINDERS AT 28 DAYS, AND HOLD 1 CYLINDER IN RESERVE FOR USE AS THE SER DIRECTS. AFTER 56 DAYS, UNLESS NOTIFIED BY THE ENGINEER TO THE CONTRARY, THE RESERVE

CYLINDER MAY BE DISCARDED WITHOUT BEING TESTED FOR SPECIMENS MEETING 28 DAY

STRENGTH REQUIREMENTS.

ACCEPTANCE: STRENGTH IS SATISFACTORY WHEN:

1. THE AVERAGES OF ALL SETS OF 3 CONSECUTIVE TESTS EQUAL OR EXCEED THE SPECIFIED

STRENGTH.

2. NO INDIVIDUAL TEST FALLS BELOW THE SPECIFIED STRENGTH BY MORE THAN 500 PSI.

3. A "TEST" FOR ACCEPTANCE IS THE AVERAGE STRENGTH OF TWO 6 BY 12 IN CYLINDERS OR

THREE 4 BY 8 IN CYLINDERS TESTED AT THE SPECIFIED TEST AGE.

F2/S0/ W0/C1

6.0

CONCRETE REINFORCEMENT

REFERENCE STANDARDS:

1. ACI 301-16 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE", SECTION 3

"REINFORCEMENT AND REINFORCEMENT SUPPORTS.

2. ACI SP-66-04 "ACI DETAILING MANUAL" INCLUDING ACI 315-99 "DETAILS AND DETAILING OF

CONCRETE REINFORCEMENT.

3. CRSI MSP-18, 29TH EDITION, "MANUAL OF STANDARD PRACTICE".

4. ANSI/AWS D1.4-18 "STRUCTURAL WELDING CODE-REINFORCING STEEL.

5. IBC CHAPTER 19-CONCRETE.

6. ACI318-19.

7. ACI117-10.

SUBMITTALS: SUBMIT PLACING DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS

FOR PLACEMENT OF REINFORCEMENT AND REINFORCEMENT SUPPORTS.

MATERIALS REINFORCING BARS ASTM A615 GRADE 60 DEFORMED BARS

WELDABLE REINFORCING BARS ASTM A706 GRADE 60 DEFORMED BARS

SMOOTH WELDED WIRE FABRIC ASTM A185

DEFORMED WELDED WIRE FABRIC ASTM A497

BAR SUPPORTS CRS I MSP-09, CHAPTER 3 "BAR

SUPPORTS"

TIE WIRE 16 GAGE OR HEAVIER, BLACK ANNEALED

STUD RAILS ASTM A1044 DECON OR APPROVED

EQUIVALENT

HEADED DEFORMED BARS ASTM A970

PLACING: CONFORM TO ACI 301 SECTION 3.3.2 "PLACEMENT." PLACING TOLERANCES SHALL

CONFORM TO ACI 117.

CONCRETE

COVER:

CONFORM TO

THE FOLLOWING

COVER

REQUIREMENTS

UNLESS NOTED

OTHERWISE IN

THE DRAWINGS:

CONCRETE CAST AGAINST EARTH 3"

CONCRETE EXPOSED TO EARTH OR

WEATHER

2"

TIES IN COLUMNS AND BEAMS 1-1/2"

BARS IN SLABS 3/4"

BARS IN WALLS 3/4"

EXTERIOR BARS IN TILT-UP PANELS 1"

SPLICES: CONFORM TO ACI 301 SECTION 3.3.2.7, "SPLICES". REFER TO "TYPICAL LAP SPLICE AND

DEVELOPMENT LENGTH SCHEDULE" FOR TYPICAL REINFORCEMENT SPLICES.

BAR PLACEMENT: ALL REINFORCEMENT SHALL BE ACCURATELY PLACED AND SUPPORTED (TIED)

BEFORE CONCRETE IS POURED. WET STABBING REBAR IS NOT ALLOWED WITHOUT CONSENT OF

THE STRUCTURAL ENGINEER OF RECORD.

EPOXY-COATED REINFORCEMENT: ALL REINFORCEMENT IN SLABS OR FOOTINGS SHALL BE

EPOXY-COATED AND PROTECTED AND HANDLED ACCORDINGLY.

POST-INSTALLED ANCHORS (INTO CONCRETE AND MASONRY)

REFERENCE STANDARDS:

1. ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", CHAPTER 17 -

"ANCHORING TO CONCRETE"

POST-INSTALLED ANCHORS: INSTALL ONLY WHERE SPECIFICALLY SHOWN IN THE DETAILS OR

ALLOWED BY COR. ALL POST-INSTALLED ANCHORS TYPES AND LOCATIONS SHALL BE APPROVED BY

THE SER AND SHALL HAVE A CURRENT ICC-EVALUATION SERVICE REPORT THAT PROVIDES

RELEVANT DESIGN VALUES NECESSARY TO VALIDATE THE AVAILABLE STRENGTH EXCEEDS THE

REQUIRED STRENGTH. SUBMIT CURRENT MANUFACTURER'S DATA AND ICC ESR REPORT TO SER

FOR APPROVAL REGARDLESS OF WHETHER OR NOT IT IS A PRE-APPROVED ANCHOR.

ANCHORS INSTALLED IN STRICT ACCORDANCE TO ICC-ESR AND MANUFACTURERS INSTRUCTIONS.

NO REINFORCING BARS SHALL BE DAMAGED DURING INSTALLATION OF POST INSTALLED ANCHORS.

SPECIAL INSPECTION SHALL BE PER THE TESTS AND INSPECTIONS SECTION. ANCHOR TYPE

DIAMETER AND EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.

1. ADHESIVE ANCHORS: THE FOLLOWING ADHESIVE-TYPE ANCHORING SYSTEMS HAVE BEEN

USED IN THE DESIGN AND SHALL BE USED FOR ANCHORAGE TO CONCRETE AND MASONRY

AS APPLICABLE AND IN ACCORDANCE WITH CORRESPONDING CURRENT ICC ESR REPORT.

DRILLED-IN ANCHOR EMBEDMENT LENGTHS SHALL BE AS SHOWN ON DRAWINGS OR NOT

LESS THAN 7 TIMES THE ANCHOR NOMINAL DIAMETER (7D).

A. SIMPSON "SET-3G"- ICC ESR 4057 FOR ANCHORAGE TO CONCRETE

B. HILTI "HIT RE 500 SD" - ICC ESR 2322 FOR ANCHORAGE TO CONCRETE

C. POWERS "PE1000" - ICC ESR-2583 FOR ANCHORAGE TO CONCRETE

2. SCREW ANCHORS: THE FOLLOWING SCREW TYPE ANCHOR IS PRE-APPROVED FOR

ANCHORAGE TO CONCRETE OR MASONRY IN ACCORDANCE WITH CORRESPONDING

CURRENT ICC ESR REPORT:

A. SIMPSON "TITEN HD" - ICC ESR-2713 FOR CONCRETE ONLY AND ICC ESR-1056 FOR

MASONRY ONLY

B. POWERS "WEDGE-BOLT" - ICC ESR-2526 FOR CONCRETE ONLY AND ICC ESR-1678 FOR

MASONRY ONLY

C. POWERS "SNAKE" - ICC ESR-2272 FOR ANCHORAGE TO CONCRETE ONLY

MIN REQS FOR ANCHOR BOLTS IN CONCRETE

NOTES:

1. ALL MATERIAL SHALL BE A307 OR BETTER.

2. ANCHORS AND DEPTHS APPLY TO CONCRETE INSTALLATION ONLY AND MAY NOT BE USED IN

CMU APPLICATIONS.

3. CONTRACTOR SHALL NOTIFY COR OF MISSED OR MISLOCATED ANCHORS FOR APPROPRIATE

REPAIR REQUIREMENTS. SEE SGN FOR ADDITIONAL INFORMATION REGARDING POST-INSTALLED

ANCHORS.

E M

B E

D 3"

BOLT

DIAMETER

EMBED

1/2" 6"

5/8" 6"

3/4" 7"

7/8" 8"

1" 9"

1 1/4" 11"

E M

B E

D 3"

1/2"

3 1/2"

5/8"

4 1/2"

3/4"

6"

6 3/4"

"J" BOLT HEX

HEAD

SIMPSON

TITEN HDE

M B

E D

3/8"

FOLLOW ALL THE MANUFACTURER'S

RECOMMENDATIONS FOR INSTALL

BOLT

DIAMETER

EMBEDBOLT

DIAMETER

EMBED

1/2" 6"

5/8" 6"

3/4" 7"

7/8" 8"

1" 9"

1 1/4" 11"

2021 IBC, REF ACI 318-19, SECTION 25.4.2 AND 25.5

TENSION LAP SPLICE LENGTHS (GRADE 60 BARS)

NOTES:

1. ALL DIMENSIONS SHOWN ARE IN INCHES

2. TOP BARS ARE DEFINED AS HORIZONTAL BARS PLACED WITH MORE THAN 12" OF FRESH

CONCRETE BELOW THEM. ALL OTHER BARS ARE NON-TOP BARS.

3. LAP LENGTHS IN TABLES ABOVE ARE BASED ON CLEAR COVER BEING GREATER THAN 1.0db

(BAR DIAMETERS) AND MIN CLEAR SPACING BETWEEEN BARS BEING GREATER THAN 2.0db.

4. IF BAR IS EPOXY COATED, AND CLEAR COVER IS LESS THAN 3db OR CLEAR SPACING IS LESS

THAN 6db, MULTIPLY LAP LENGTH BY 1.5.

5. FOR ALL OTHER EPOXY COATED BAR CONDITIONS, MULTIPLY LAP LENGTH BY 1.2.

6. IF CONCRETE IS LIGHTWEIGHT, MULTIPLY LAP LENGTH BY 0.75.

f'c = 3,000 PSI

CLASS A CLASS BBAR DIA

NON-TOP BARS

f'c = 4,000 PSI f'c = 5,000 PSI

CLASS A CLASS B CLASS A CLASS B

17 22#3 0.375" 15 19 13 17

22 29#4 0.500" 19 25 17 23

28 36#5 0.625" 24 31 22 28

33 43#6 0.750" 29 37 26 34

48 63#7 0.875" 42 54 38 49

55 72#8 1.000" 48 62 43 56

62 81#9 1.128" 54 70 48 62

69 89#10 1.270" 60 78 53 69

74 98#11 1.410" 63 85 59 76

96 125#14 1.693" 83 108 75 97

TOP BARS

f'c = 3,000 PSI

CLASS A CLASS BBAR DIA

f'c = 4,000 PSI f'c = 5,000 PSI

CLASS A CLASS B CLASS A CLASS B

22 28#3 0.375" 19 24 17 22

29 37#4 0.500" 25 33 23 29

36 47#5 0.625" 31 41 28 36

43 56#6 0.750" 37 49 34 43

63 81#7 0.875" 54 71 49 63

72 93#8 1.000" 62 81 56 72

81 105#9 1.128" 70 91 62 81

89 116#10 1.270" 78 101 69 90

98 128#11 1.410" 85 111 76 99

125 162#14 1.693" 108 141 97 126

MINIMUM LAP SPLICE LENGTH (IN INCHES) FOR:LONGITUDINAL

BAR SIZE COMPRESSION DEVELOPMENT LENGTHS PER f'c COMPRESSION LAP

SPLICE LENGTHf'c = 3,000 PSI

NO. 3 (M #10) 9 8 8 12

2021 IBC, REF ACI 318-19, SECTION 25.4.9

REINFORCEMENT IN CENTER OF WALL

f'c = 4,000 PSI f'c = 5,000 PSI

COMPRESSION LAP SPLICE LENGTHS

NOTES:

1. ALL DIMENSIONS SHOWN ARE IN INCHES.

2. IF BAR IS CONFINED BY TIES PER TABLE 25.4.9.3 OF ACI318-14, MULTIPLY LAP LENGTH BY 0.75.

3. IF CONCRETE IS LIGHTWEIGHT, MULTIPLY LAP LENGTH BY 0.75.

NO. 4 (M #13) 12 10 9 15

NO. 5 (M #16) 14 12 12 19

NO. 6 (M #19) 17 15 14 23

NO. 7 (M #22) 20 17 16 27

NO. 8 (M #25) 22 19 18 30

NO. 9 (M #29) 25 22 21 34

NO. 10 (M #32) 28 24 23 38

NO. 11 (M #36) 31 27 26 43

NO. 14 (M #43) 39 34 31 NA

NO. 18 (M #57) 50 43 41 NA

TYPICAL HOOKS AND BENDS SCHEDULE

BAR

#3

#4

#5

#6

#7

#8

#9

DIAMETER

0.375"

0.500"

0.625"

0.750"

0.875"

1.000"

1.128"

STANDARD REINFORCING STIRRUPS AND TIE HOOKS

#10 1.270"

#11 1.410"

#14 1.693"

#18 2.257"

4.5"

6"

7.5"

9"

10.5"

12"

11.25"

15.25"

17"

20.5"

27"

2.25"

3"

3.75"

4.5"

5.25"

6"

5.625"

7.625"

8.5"

10.25"

13.5"

1.5"

2"

2.5"

3"

3.5"

4"

4.5"

5"

5.75"

6.75"

9"

2.25"

3"

3.75"

9"

1.5"

2"

2.5"

4.5"

STANDARD EXTENSION

90° BEND

FINISHED BEND

DIAMETER "FBD"

180° BEND

FINISHED BEND

DIAMETER "FBD"

H O

O K

E X

T E

N S

IO

N

S T

A N

D A

R

D STIRRUP EXTENSION

90° BEND

STIRRUP BEND

DIAMETER

135° BEND

STIRRUP BEND

DIAMETER

3" M

IN

6 x BAR DIA

NOTES:

1. ALL DIMENSIONS PER CRSI MANUAL OF STANDARD PRACTICE AND ACI 318.

2. ALL BARS TO BE BENT COLD.

3. DO NOT BEND OR STRAIGHTEN BARS IN A MANNER THAT WILL DAMAGE THE BARS.

4. DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN CONCRETE OR MASONRY.

STD

EXTENSION

FBD STD HOOK

EXT

STIRRUP

EXT

STIRRUP

BEND

5500 Greenwood Plaza Blvd., Suite 200

Greenwood Village, CO 80111

303.770.8884

U N I T

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STATES OF

A M E

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OF

VETERANS

A F F A I R S

WFS U

N I T

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STATES OF

A M E

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OF

VETERANS

A F F A I R S

U N I T

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STATES OF

A M E

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OF

VETERANS

A F F A I R S

U N I T

E D

STATES OF

A M E

R I C A

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OF

VETERANS

A F F A I R S

N

C

A

Revisions Date

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

© COPYRIGHT 2022, Walker Federal Services, LLC

Revisions Date

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Revisions Date

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

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Revisions Date

Drawing Title

Approved:

Approved:

Project Title

Building Number Checked Drawn

Location

Date

Project No.

DRAWING NO.

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C D

E F

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C D

E F

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Bid Documents

CEMETERY EXPANSION

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

PRIME CONSULTANT

EMETERY

ATIONAL

DMINISTRATION

BEAUFORT NATIONAL CEMETERY

CONSULTANTS

STRUCTURAL GENERAL

NOTES

831CM3016

CABER

S-001

March 8, 2024

Dwg. 187 Of 194

03/07/2024

STRUCTURAL GENERAL NOTES

INSPECTIONS: SPECIAL INSPECTIONS AND TESTING SHALL BE IN ACCORDANCE WITH THE

STATEMENT OF SPECIAL INSPECTIONS PER IBC SECTIONS 1704, 1705, AS APPLICABLE.

SPECIAL INSPECTORS: SPECIAL INSPECTORS SHALL BE EMPLOYED BY CONTRACTOR TO PROVIDE SPECIAL INSPECTIONS FOR THE PROJECT. SPECIAL INSPECTORS SHALL BE QUALIFIED PERSONS

WHO ARE REGISTERED WITH AN APPROVED AGENCY.

INSPECTION SUBMITTALS: PROVIDE SPECIAL INSPECTION REPORTS ON A WEEKLY BASIS. FINAL SPECIAL INSPECTION REPORTS WILL BE REQUIRED BY EACH SPECIAL INSPECTION FIRM PER IBC

1704.2.4. SUBMIT COPIES OF ALL INSPECTION AND TESTING REPORTS TO THE ARCHITECT/ENGINEER

AND THE AUTHORITY HAVING JURISDICTION FOR REVIEW AS SOON AS THEY ARE AVAILABLE.

STRUCTURAL OBSERVATION: THIS PROJECT IS SEISMIC DESIGN CATEGORY D, THEREFORE

STRUCTURAL SEISMIC OBSERVATIONS AREN'T REQUIRED. NOTIFY THE COR IN A TIMELY MANNER TO

ALLOW SCHEDULED OBSERVATIONS TO OCCUR.

STATEMENT OF SPECIAL INSPECTIONS: PROVIDE SPECIAL INSPECTIONS AND TESTING IN

ACCORDANCE WITH IBC SECTIONS 1704 AND 1705 AND PER THE FOLLOWING SCHEDULE OF SPECIAL

INSPECTIONS.

SPECIAL INSPECTIONS AND TESTING

DESCRIPTION OF SPECIAL INSPECTION PERIODIC CONTINUOUS

SCHEDULE OF SPECIAL INSPECTIONS

STRUCTURAL

STEEL

PRIOR TO THE

START OF

FABRICATION

FOR:

VERIFICATION OF STOP

COMPLIANCE WITH IBC SECTION

1704.2.1 FOR COMPLETENESS

AND ADEQUACY OF FABRICATION

AND QUALITY CONTROL

PROCEDURES

VERIFICATION OF SHOP

COMPLIANCE WITH AWS D1.1-2004

STRUCTURAL WELDING CODE

VERIFICATION OF SHOP

COMPLIANCE WITH AISC 360-05

CHAPTER M & CODE OF

STANDARD PRACTICE

DURING WELDING OF SINGLE PASS FILLET WELDS

NOT EXCEEDING 5/16" SIZE AS NOTED IN IBC TABLE

1704.3

DURING FIELD WELDING OF ALL STEEL FLOOR AND

METAL ROOF DECK PER AWS D1.3 AS NOTED IN

IBC TABLE 1704.3

DURING THE WELDING OPERATIONS -

VERIFICATION OF WELDER QUALIFICATIONS

DURING THE WELDING OPERATIONS -

VERIFICATION OF VALID WELD PROCEDURE

SPECIFICATIONS PER AWS 01.1

PRIOR TO PAINTING, SHIPPING TO SITE AND

ERECTION - VERIFICATION OF ALL WELDED JOINTS

PER AWS 01.1 TABLE 6.1

PRIOR TO THE START OF ERECTION -

VERIFICATION OF FRAMING REQUIREMENTS AND

BOLTING PROCEDURES PER AISC

DURING HIGH STRENGTH BOLTING PER IBC

SECTION 1704.3.2 AND 1704.3.3

WELDING OF COMPLETE OR PARTIAL JOINT

PENETRATION (CJP OR PJP) GROOVE WELDS PER

IBC TABLE 1704.3 & 1707

WELDING OF MULTI-PASS FILLET WELDS AND

FILLET WELDS EXCEEDING 5/16" SIZE PER IBC

TABLE 1704.3 & 1707

X

X

X

X

X

X

X

X

X

X

X

X

FOOTING SOIL BEARING SURFACES ARE ADEQUATE

TO ACHIEVE DESIGN BEARING CAPACITY X

PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS

EXCAVATION DEPTH AND BEARING LAYER X

SOILS

TABLE 1705.06

BACKFILLING OPERATIONS IN ACCORDANCE WITH

GEOTECHNICAL REPORT RECOMMENDATIONS

INCLUDING LIFT THICKNESS, DENSITY TESTING,

MOISTURE CONTENT, MATERIAL PROPERTIES

PRIOR TO PLACEMENT OF COMPACTED FILL,

INSPECT SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY

X

X

X

CONCRETE

CONSTRUCTION

TABLE 1703.3

INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY PLACEMENT

VERIFY WELDABILITY OF

REINFORCING BARS OTHER

THAN ASTM A706

VERIFY USE OF REQUIRED DESIGN MIX (1904.1,

1904.2)

REINFORCING

BAR WELDING

INSPECT SINGLE - PASS FILLET

WELDS, MAXIMUM 5/16"

INSPECT ALL OTHER WELDS

INSPECT ANCHOR CAST IN CONCRETE

INSPECT

ANCHOR POST

INSTALLED IN

HARDENED

CONCRETE

MEMBERS

ADHESIVE ANCHORS INSTALLED

IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO

RESIST TENSION LOADS

MECHANICAL ANCHORS AND

ADHESIVE ANCHORS NOT

DEFINED ABOVE

PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE

THE TEMPERATURE OF THE CONCRETE.

INSPECT CONCRETE AND SHOTCRETE PLACEMENT

FOR PROPER APPLICATION TECHNIQUES

APPLICATION OF PRESTRESSING

FORCES

INSPECT

PRESTRESSED

CONCRETE FOR

GROUTING OF BONDED

PRESTRESSING TENDONS

INSPECTION OF PRECAST CONCRETE MEMBERS

FOR PRECAST CONCRETE

DIAPHRAGM CONNECTIONS

OR REINFORCEMENT AT

JOINT CLASSIFIED AS

MODERATE OR HIGH

DEFORMABILITY ELEMENTS

IN STRUCTURES ASSIGNED

TO SEISMIC DESIGN

CATEGORY C, D, E, OR F,

INSPECT SUCH

CONNECTIONS AND

REINFORCEMENT IN THE

FIELD FOR:

INSTALLATION OF

EMBEDDED PARTS

COMPLETION OF

THE CONTINUITY OF

REINFORCEMENT

ACROSS JOINTS

COMPLETION OF

CONNECTIONS IN

THE FIELD

INSPECT INSTALLATION TOLERANCES OF PRECAST

CONCRETE DIAPHRAGM CONNECTIONS FOR

COMPLIANCE WITH ACI 550.5

VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING TENDONS IN PT CONCRETE AND PRIOR

TO REMOVAL OF SHORES AND FORMS FROM

BEAMS AND STRUCTURAL SLABS

INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED

X

X

X

X

X

X

X

X

X

X

VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES X

X

X

X

X

X

X

X

X

X

BRICK VENEER

REFERENCE STANDARDS:

1. ACI 530-13/ASCE 5-13/TMS 402-16 ''BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES". HEREIN REFERENCED AS MSJC.

2. ACI 530.1-13/ASCE 6-13/TMS 602-16 "SPECIFICATION FOR MASONRY STRUCTURES". HEREIN

REFERENCED AS MSJC.1.

3. BRICK INDUSTRY ASSOCIATION (BIA) "TECHNICAL NOTES"

SUBMITTALS:

1. MATERIAL CERTIFICATES FOR ALL ANCHORS, TIES AND METAL ACCESSORIES CERTIFYING

COMPLIANCE WITH REQUIRED STRENGTH GRADE AND ASTM STANDARDS.

2. CERTIFICATION LETTERS FOR BRICK VENEER AND MORTAR CERTIFYING COMPLIANCE WITH

REQUIRED STRENGTH AND RESPECTIVE ASTM STANDARDS.

3. LOCATION OF EXPANSION AND CONTROL JOINTS.

4. PRODUCT INFORMATION, ICC ESR REPORTS, AND MATERIAL CERTIFICATIONS CERTIFYING

COMPLIANCE FOR ALL NON-PRE-APPROVED POST-INSTALLED ANCHORS.

5. HOT AND/OR COLD WEATHER CONSTRUCTION PROCEDURES.

STRENGTH: THE ASSUMED COMPRESSIVE STRENGTH OF THE MASONRY ASSEMBLAGE, F'M, IS 2000

PSI.

MATERIALS

1. BRICK VENEER: CONFORM TO ASTM C 216, GRADE SW

2. MORTAR: CONFORM TO ASTM C270, TYPE S OR N, AND IBC SECTION 2103.2 "MORTAR".

3. JOINT REINFORCEMENT: CONFORM TO ASTM A951 AND IBC SECTION 2103.4.

4. ANCHORS TIES AND ACCESSORIES: CONFORM TO MSJC SECTION 6.2.2.5.

QUALITY ASSURANCE: CONFORM TO IBC SECTION 2105 "QUALITY ASSURANCE''.

1. MASONRY UNITS: A LETTER OF CERTIFICATION FROM THE MANUFACTURER OF THE UNITS

SHALL BE PROVIDED TO THE SER AT THE TIME OF, OR PRIOR TO THE DELIVERY OF THE UNITS

TO THE JOBSITE TO ENSURE THE UNITS HAVE BEEN TESTED ACCORDING TO ASTM C 140 AND

COMPLY WITH THE COMPRESSIVE STRENGTH SPECIFIED ABOVE AND ASTM C 90.

2. MORTAR: NO MORTAR TESTING IS REQUIRED.

3. GROUT: A LETTER OF CERTIFICATION FROM THE SUPPLIER OF THE GROUT SHALL BE

PROVIDED TO THE SER AT THE TIME OF, OR PRIOR TO, DELIVERY OF THE GROUT TO THE

JOBSITE TO ENSURE THAT THE GROUT COMPLIES WITH ASTM C 476.

ANCHORS, TIES, AND CONNECTORS:

• BRICK VENEER ANCHORS, TIES, AND CONNECTORS SHALL BE AS SPECIFIED ON STRUCTURAL

DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR VENEER ANCHORS

AND TIES NOT INCLUDED ON THE STRUCTURAL DRAWINGS.

• BRICK VENEER TALLER THAN 30'-0" IN HEIGHT WITH A SPACING OF 1" TO 3" BETWEEN THE INSIDE FACE OF VENEER AND OUTSIDE FACE OF SOLID SHEATHING; ATTACH ENTIRE HEIGHT WITH TWO

PIECE ADJUSTABLE VENEER ANCHOR WITH MINIMUM 3/16"∅ TRIANGULAR WIRE TIES. GENERAL

CONTRACTOR SHALL PROVIDE SUBMITTAL FOR APPROVAL PRIOR TO CONSTRUCTION. PROVIDE

AT LEAST ONE ANCHOR FOR EACH 2.67 SQ FT. OF WALL AREA. SPACE ANCHORS AT A MAXIMUM OF 16" HORIZONTALLY AND 24" VERTICALLY. ATTACH ANCHORS INTO STRUCTURAL BACKING PER

MANUFACTUER'S RECOMMENDATION.

• ALL COMPONENTS, INCLUDING FASTENERS, SHALL BE STAINLESS STEEL CONFORMING TO ASTM A 580-AISI TYPE 304. EMBED ALL ANCHORS IN THE MORTAR JOINT 2" MIN WITH AT LEAST 5/8" COVER

TO THE OUTSIDE FACE. PROVIDE ADDITIONAL ANCHORS AROUND ALL OPENINGS GREATER THAN

16" IN EITHER DIMENSION. SPACE ANCHORS AROUND PERIMETER OF OPENINGS AT A MAXIMUM

OF 3'-0" ON CENTER. PLACE ANCHORS WITHIN 12" OF OPENING. BRICK VENEER SHALL BE

DESIGNED AND DETAILED BY THE ARCHITECT/CONTRACTOR TO ALLOW FOR DIFFERENTIAL

MOVEMENT, RESULTING FROM WOOD SHRINKAGE, AT ALL OBJECTS ATTACHED TO THE WOOD

FRAMING AND EXTEND INTO THE VENEER INCLUDING DOORS, WINDOWS, BEAMS, TRIM, ETC.

BRICK SUPPORT LINTELS: STEEL LINTELS SHALL BE ASTM A36 AND SHALL HAVE A CORROSION-

RESISTANT GALVANIZED COATING, APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED

PROTECTION PRIOR TO INSTALLATION. STEEL LINTELS MAY ALSO BE FABRICATED OF APPROVED CORROSION-RESISTANT STEEL (STAINLESS STEEL OR ASTM A242) REFER TO THE MASONRY VENEER

LINTEL SCHEDULE FOR ADDITIONAL REQUIREMENTS.

CONTROL AND EXPANSION JOINTS: REFERENCE ARCH DRAWINGS FOR TYPICAL DETAILS OF BRICK

CONTROL AND EXPANSION JOINTS.

1. LOCATION OF CONTROL AND EXPANSION JOINTS SHALL BE APPROVED BY ARCHITECT.

UNLESS OTHERWISE INDICATED ON DRAWINGS, INSTALL VERTICAL CONTROL AND

EXPANSION JOINTS PER THE FOLLOWING:

A. BRICK WALLS W/O OPENINGS: 25 FEET ON CENTER MAXIMUM.

B. BRICK WALLS W/ OPENINGS: 20 FEET ON CENTER MAXIMUM.

C. BRICK WALLS WITH PARAPETS: WHEN SPACING IS PARAPETS IS MORE THAN 15 FEET,

MAKE EXPANSION JOINTS WIDER OR PLACE ADDITIONAL EXPANSION JOINTS HALFWAY

BETWEEN FULL-HEIGHT EXPANSION JOINTS.

D. CORNERS AND INTERSECTING WALLS: FIRST VERTICAL JOINT SHOULD BE WITHIN 10'

FROM THE CORNER IN ONE OF THE TWO INTERSECTING WALLS. AT WALL JOG LOCATIONS

PLACE EXPANSION JOINTS AT THE OFFEST ON THE INSIDE CORNER.

E. AT ABRUPT CHANGES IN WALL HEIGHT.

F. WHILE INSTALLING CONTROL JOINTS AT WALL OPENINGS IS CONSIDERED GOOD

PRACTICE, FIRST CONSULT THE SER TO DETERMINE WHETHER DOING SO DOES NOT

HAVE AN EFFECT ON THE LINTEL DESIGN.

STRUCTURAL STEEL

REFERENCE STANDARDS:

1. ANSI/AISC 303-16 - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES

HEREAFTER REFERENCED AS AISC 303.

2. ANSI/AISC 360-16 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS HEREAFTER

REFERENCED AS AISC 360.

3. RCSC - SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, 2014.

4. AWS D1.1-15 - STRUCTURAL WELDING CODE - STEEL HEREAFTER REFERENCED AS AWS D1.1.

SUBMITTALS:

1. SHOP DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH AISC 360 SECTION M.1 AND AISC

303 SECTION 4.

2. SUBMIT WELDERS CERTIFICATES VERIFYING QUALIFICATION WITHIN PAST 12 MONTHS.

3. AFFIDAVIT STATING THE STEEL PROVIDED MEETS THE REQUIREMENTS OF THE GRADE(S)

SPECIFIED.

MATERIALS WIDE FLANGE (W), TEE (WT) SHAPES ASTM A992 FY = 50 KSI

STANDARD (S), MISCELLANEOUS (M)

SHAPES

ASTM A572 GRADE 50 FY = 50 KSI

CHANNEL (C), MISC. CHANNEL (MC), ANGLE

(L) SHAPES

ASTM A36 FY = 36 KSI

STRUCTURAL BARS & PLATES (PL) ASTM A36 FY = 36 KSI

HOLLOW STRUCTURAL SECTION-

SQUARE/RECT (HSS)

ASTM A500 GRADE C FY = 50 KSI

ASTM A53 GRADE B FY = 35 KSI

HOLLOW STRUCTURAL SECTION-ROUND

(HSS)

ASTM A500 GRADE C FY = 46 KSI

ASTM A325/F1852 TYPE 1, PLAIN

NUTS ASTM A563

WASHERS (FLAT OR BEVELED) ASTM F436-REQ'D @ SLOTTED &

OVERSIZE HOLES

WELDING ELECTRODES E70XX, E71TXX UNLESS NOTED

OTHERWISE WITH A MINIMUM

TOUGHNESS OF 20FT-LBS AT 40° F

THREADED RODS (ANCHOR BOLTS) ASTM A307 FY = 35 KSI

WELDED HEADED STUDS (WHS) 3/4" OR

7/8"

ASTM A108- NELSON/TRW S3L OR

EQUAL

WELDED HEADED STUDS (WHS)

1/2" OR 5/8"

ASTM A108- NELSON/TRW H4L OR

EQUAL

DOWEL BAR ANCHORS ASTM A496- NELSON/TRW D2L OR

EQUAL

ANCHOR RODS (ANCHOR BOLTS) ASTM F1554 GR. 55 (WELDABLE) PER

SUPPLEMENT NO. 1

STRUCTURAL PIPE (PIPE) 12" DIA AND LESS

HIGH-STRENGTH BOLTS

MILD THREADED RODS ASTM A36 FY = 36 KSI

WELDING:

1. WELDING SHALL CONFORM TO AWS D1.1 AND VISUALLY CONFORM TO AWS SECTION 6 AND

TABLE 6.1. FABRICATION/ERECTION INSPECTIONS BY THE CONTRACTOR PER AWS D1.1

SECTION 6 SHALL BE BY ASSOCIATE/CERTIFIED INSPECTORS (AWI/CWI) PER AWS QC1 OR AWS B5.1. SPECIAL INSPECTIONS (VERIFICATION INSPECTIONS) SHALL BE BY A CERTIFIED WELDING

INSPECTOR (CWI) OR SENIOR WELDING INSPECTOR (SWI) PER AWS B5.1.

2. WELDERS SHALL BE QUALIFIED FOR THE SPECIFIC PREQUALIFIED JOINTS REQUIRED BY THE

DESIGN AND CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS.

3. WELDING SHALL BE IN ACCORDANCE WITH APPROPRIATE WELD PROCEDURE SPECIFICATIONS

(WPS'S) WELDERS SHALL BE FAMILIAR WITH THE APPLICABLE WPS'S.

4. WELDER QUALIFICATIONS AND WPS'S SHALL BE MAINTAINED AT THE SITE OF THE WORK AND

SHALL BE READILY AVAILABLE FOR INSPECTION UPON REQUEST BOTH IN THE SHOP AND IN

THE FIELD.

5. USE E70 OR E71T, 70 KSI STRENGTH ELECTRODES APPROPRIATE FOR THE PROCESS

SELECTED.

6. PRIOR TO THE START OF WORK, SPECIAL INSPECTOR OR, IF "AISC CERTIFIED" OR OTHERWISE

"APPROVED" SHOP, A SHOP CERTIFIED WELD INSPECTOR (CWI) CERTIFIED IN ACCORDANCE

WITH PROVISIONS OF AWS QC1 SHALL INSPECT AND DOCUMENT COMPLIANCE WITH THE

FOLLOWING:

A. CONFIRM WELDER QUALIFICATIONS PRIOR TO THE START OF WORK.

B. REVIEW ALL WPS PRIOR TO THE START OF WORK.

C. CONFIRM MATERIALS IN FABRICATIONS CONFORM TO THE SPECIFICATIONS.

D. PERIODICALLY OBSERVE JOINT PREPARATION, FIT-UP AND WELDER TECHNIQUES.

E. IDENTIFY ON PLANS ALL MULTI-PASS FILLET WELDS, SINGLE PASS FILLET WELDS GREATER

THAN 5/16", AND COMPLETE-AND PARTIAL-JOINT PENETRATION (CJP OR PJP) GROOVE

WELDED BUTT JOINTS THAT REQUIRES CONTINUOUS (SPECIAL) INSPECTION.

F. VISUALLY INSPECT ALL WELDS PER SPECIAL INSPECTION REQUIREMENTS FOR STEEL AND

AWS SECTION 6.5 AND TABLE 6.1.

7. WELDING OF HIGH STRENGTH ANCHOR RODS (F1554-105) IS PROHIBITED UNLESS APPROVED

BY ENGINEER.

8. WELDING OF SHEAR STUDS ON STEEL BEAMS: HEADED SHEAR STUDS WELDED TO TOPS OF

WIDE FLANGE BEAM SHALL BE WELDED IN ACCORDANCE WITH AWS D1.1 CHAPTER 7 "STUD

WELDING".

9. WELDING OF HEADED STUDS ON EMBEDDED STEEL PLATES FOR ANCHORAGE TO CONCRETE:

HEADED STUDS WELDED TO STEEL EMBEDMENT PLATES CAST MONOLITHIC WITH CONCRETE

AND SHALL BE WELDED IN ACCORDANCE WITH AWS D11 CHAPTER 7 "STUD WELDING" UNLESS

NOTED OTHERWISE ON PLANS.

HIGH-STRENGTH BOLTING: HIGH STRENGTH BOLTS SHALL BE OF THE ASTM GRADE AND TYPE

SPECIFIED IN THE MATERIALS SECTION. UNLESS NOTED OTHERWISE, INSTALL BOLTS IN JOINTS IN ACCORDANCE WITH THE RCSC SPECIFICATION AS JOINT TYPE ST, "SNUG TIGHT'', - PER RCSC SPECIFICATION TABLE 4.1 AND SECTION 8.1. INSPECTION IS PER RCSC SECTION 9.1. BOLTS HAVE

BEEN DESIGNED AS ASTM A325-N BOLTS - "THREADS INCLUDED IN THE SHEAR PLANE".

ASTM A36 FY = 36 KSI

WIDE FLANGE BEARING PILES (HP) SHAPES

STEEL FLOOR AND ROOF DECK

REFERENCE STANDARDS:

1. ANSI/SDI-RD-2017 "STANDARD FOR STEEL ROOF DECK" AND ANSI/SDI-C-2017 "STANDARD FOR

COMPOSITE STEEL FLOOR DECK - SLABS"

2. ANSI "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS"

3. AWS D1.3-18 "STRUCTURAL WELDING CODE - SHEET STEEL"

SUBMITTALS: SUBMIT SHOP DRAWINGS (ERECTION LAYOUTS) TO THE ARCHITECT/ENGINEER FOR

REVIEW. SHOP DRAWINGS SHALL INCLUDE MATERIAL TYPE, SPAN LAYOUT BY SSE, DECK

ATTACHMENTS, STEEL DECK EDGE FORM DESIGN (AS REQUIRED) AND SHORING REQUIREMENTS.

ALTERNATE DECK TYPES AND GAGES SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR

REVIEW PRIOR TO FABRICATION AND SHALL INCLUDE A VALID ICC EVALUATION REPORT AND SHOP

DRAWINGS (COMPONENT DESIGN

MATERIAL: ASTM A653-SS DESIGNATION, GRADE 33. ZINC COATED PER A653, G60. MINIMUM YIELD

STRENGTH SHALL BE 38 KSI.

DRAWINGS).

OPENINGS: OPENINGS SHOWN ON THE CONTRACT DOCUMENTS SHALL BE REFLECTED IN THE SHOP DRAWINGS. DECK OPENINGS LESS THAN 6" DO NOT REQUIRE REINFORCEMENT. FOR SUPPORT TO

LARGER OPENINGS REFER TO TYPICAL DETAILS.

DECK SPECIFICATION: REFER TO FRAMING PLANS.

DECK FASTENING: REFER TO FRAMING PLANS.

DESCRIPTION OF SPECIAL INSPECTION PERIODIC CONTINUOUS

SCHEDULE OF SPECIAL INSPECTIONS CONTINUED

PROPORTIONS OF SITE-PREPARED MORTAR X

PRESTRESSING TECHNIQUE X

PROPERTIES OF THIN-BED MORTAR AAC MASONRY

2. PRIOR TO GROUTING, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE:

GROUT SPACE

PLACEMENT OF PRESTRESSING TENDONS AND

ANCHORAGES

PLACEMENT OF REINFORCEMENT, CONNECTORS,

AND ANCHOR BOLTS

GRADE AND SIZE OF PRESTRESSING TENDONS

AND ANCHORAGES

X

GRADE, TYPE AND SIZE REINFORCEMENT,

CONNECTORS, ANCHOR BOLTS AND PRESTRESSING

TENDONS AND ANCHORAGES

X

X(1) X(2)

1. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

X

X

PROPORTIONS OF SITE-PREPARED GROUT AND

PRESTRESSING GROUT FOR BONDED TENDONS

3. VERIFY COMPLIANCE OF THE FOLLOWING

DURING CONSTRUCTION:

MATERIALS AND PROCEDURES WITH APPROVED

SUBMITTALS

X

PLACEMENT OF MASONRY UNITS AND MORTAR JOINT

CONSTRUCTION

SIZE AND LOCATION OF STRUCTURAL MEMBERS

TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES, OR OTHER

CONSTRUCTION

X

WELDING OF REINFORCEMENT

PREPARATION, CONSTRUCTION, AND PROTECTION

OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40°F (4.4°C)) OR HOT

WEATHER (TEMPERATURE ABOVE 90°F (32.2°C))

X

APPLICATION AND MEASUREMENT OF

PRESTRESSING FORCE

PLACEMENT OF GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS IS IN COMPLIANCE

PLACEMENT OF AAC MASONRY UNITS AND

CONSTRUCTION OF THIN-BED MORTAR JOINTS

4. OBSERVE PREPARATION OF GROUT SPECIMENS,

MORTAR SPECIMENS, AND/OR PRISMS

X(1) X(2)

SAMPLE PANEL CONSTRUCTION

MASONRY

CONSTRUCTION

(LEVEL 2) -

ENGINEERED

MASONRY ON

NONESSENTIAL

STRUCTURES

TMS 602-16

TABLE 4

(1) REQUIRED

FOR THE FIRST

5,000 SQUARE

FEET (465

SQUARE

METERS) OF

AAC MASONRY.

(2) REQUIRED

AFTER THE

FIRST 5,000

SQUARE FEET

(465 SQUARE

METERS) OF

AAC MASONRY.

X

X

X

X

X

X

X

X

REINFORCED UNIT MASONRY

8" WALL

THICKNESS

VERTICAL REINFORCING PER PLANS AND DETAILS

HORIZONTAL REINFORCING (BOND BEAMS) PER PLANS AND DETAILS

COLD AND HOT WEATHER CONSTRUCTION: COLD AND HOT WEATHER CONSTRUCTION SHALL BE IN

ACCORDANCE WITH TMS602.

GROUT POUR HEIGHT: GROUT POUR HEIGHT SHALL NOT EXCEED HEIGHT SPECIFIED IN TMS602

SECTION 3.5C.

GROUT LIFTS: UNLESS OTHERWISE NOTED, GROUT LIFTS AND POUR HEIGHT SHALL NOT EXCEED 5

FT. GROUT LIFTS EXCEEDING 5 FT SHALL BE APPROVED BY SER.

REINFORCING

COVER AND

CLEARANCE

REQUIREMENTS

: UNLESS

OTHERWISE

NOTED:

CLEAR DIST BETWEEN PARALLEL BARS

(AND BETWEEN ADJACENT PAIRS OF LAP

SPLICED BARS) SHALL BE EQUAL TO THE

BAR ADJACENT BAR DIAMETER (FOR BARS

GREATER THAN #8) AND NOT LESS THAN:

1" AT 8" AND SMALLER BLOCK

2" AT 10" BLOCK

3" AT 12" BLOCK

CLEARANCE (CLEAR SPACE) BETWEEN THE

BLOCK AND THE REINFORCING SHALL BE:

1/4" AT FINE GROUT

1/2" AT COURSE GROUT

MASONRY COVER (INCLUDING GROUT AND

BLOCK WALL) AT MASONRY FACE EXPOSED

TO EARTH OR WEATHER SHALL BE:

1 1/2" MINIMUM

2" FOR BARS #6 AND LARGER

CONTROL AND EXPANSION JOINTS: REFERENCE DRAWINGS FOR TYPICAL DETAILS OF MASONRY

CONTROL AND EXPANSION JOINTS.

1. LOCATION OF CONTROL AND EXPANSION JOINTS SHALL BE APPROVED BY COR. UNLESS

OTHERWISE INDICATED ON DRAWINGS, INSTALL CONTROL AND EXPANSION JOINTS AT THE

FOLLOWING:

A. CONTINUOUS WALLS: VERTICAL JOINTS AT THE LESSER OF 2.5 TIMES THE WALL HEIGHT

OR 25 FEET ON CENTER MAXIMUM.

B. CORNERS AND INTERSECTING WALLS: FIRST VERTICAL JOINT FROM THE CORNER AT

LESSER OF 1.25 TIMES THE WALL HEIGHT OR 16 FEET.

C. ABRUPT CHANGES IN WALL HEIGHT AND WALL THICKNESS, SUCH AS ADJACENT TO

COLUMNS OR PILASTERS.

VERTICAL REINFORCING PER PLANS AND DETAILS

REFERENCE STANDARDS:

1. TMS 402-16 ''BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES". HEREIN

REFERENCED AS TMS402.

2. TMS 602-16 "SPECIFICATION FOR MASONRY STRUCTURES". HEREIN REFERENCED AS TMS602.

3. ACI SP-66 "ACI DETAILING MANUAL" INCLUDING ACI 315 "DETAILS AND DETAILING OF CONCRETE

REINFORCEMENT".

4. ANSI/AWS D1.4-18. "STRUCTURAL WELDING CODE-REINFORCING STEEL".

SUBMITTALS:

1. MASONRY REINFORCEMENT, SIZE, LAYOUT, AND GRADE IN ACCORDANCE WITH PLANS.

2. MATERIAL CERTIFICATES FOR ALL STEEL REINFORCING ANCHORS, TIES AND METAL

ACCESSORIES CERTIFYING COMPLIANCE WITH REQUIRED STRENGTH GRADE AND ASTM

STANDARDS.

3. CERTIFICATION LETTERS FOR MASONRY BLOCK AND GROUT MIX DESIGN CERTIFYING

COMPLIANCE WITH REQUIRED STRENGTH AND RESPECTIVE ASTM STANDARDS.

4. MIX DESIGNS FOR EACH GROUT MIX INDICATING TYPE AND PROPORTIONS OF INGREDIENTS IN

COMPLIANCE OF PROPORTION SPECIFICATION.

5. LOCATION OF EXPANSION AND CONTROL JOINTS.

6. PRODUCT INFORMATION, ICC ESR REPORTS, AND MATERIAL CERTIFICATIONS CERTIFYING

COMPLIANCE FOR ALL NON-PRE-APPROVED POST-INSTALLED ANCHORS.

7. HOT AND/OR COLD WEATHER CONSTRUCTION PROCEDURES.

STRENGTH: THE ASSUMED COMPRESSIVE STRENGTH OF THE MASONRY ASSEMBLAGE, F'M = 2500 PSI.

MATERIALS

1. CONCRETE MASONRY UNITS: CONFORM TO ASTM C 90, TYPE-1 (MOISTURE CONTROLLED),

MEDIUM WEIGHT (APPROX. 115 PCF) UNITS. PROVIDE 3250 PSI COMPRESSIVE STRENGTH TO

ACHIEVE MASONRY ASSEMBLY STRENGTH INDICATED ABOVE UNDER STRENGTH.

2. MORTAR: CONFORM TO ASTM C270, TYPE S, AND IBC SECTION 2103.2 "MORTAR".

3. GROUT: CONFORM TO ASTM C476 AND IBC SECTION 2103.3 PROPORTION SPECIFICATIONS. USE

FINE GROUT EXCEPT COARSE GROUT MAY BE USED WHERE PERMITTED BY TMS402 TABLE

3.2.1. FINE GROUT REQUIRED FOR 4" AND 6" CMU.

4. REINFORCING BARS: CONFORM TO ASTM A615, GRADE 60 DEFORMED BARS AND IBC SECTION

2103.4 UNLESS NOTED OTHERWISE. LAP SPLICES SHALL BE AS NOTED ON PLANS.

FABRICATION SHALL BE IN ACCORDANCE WITH TMS602 SECTION 2.7.

5. JOINT REINFORCEMENT: CONFORM TO ASTM A951 AND IBC SECTION 2103.4.

6. ANCHORS TIES AND ACCESSORIES: CONFORM TO IBC SECTION 2103.4 AND TMS 602 ARTICLE

2.4D.

QUALITY ASSURANCE: CONFORM TO IBC SECTION 2105 "QUALITY ASSURANCE''.

1. MASONRY UNITS: A LETTER OF CERTIFICATION FROM THE MANUFACTURER OF THE UNITS

SHALL BE PROVIDED TO THE SER AT THE TIME OF, OR PRIOR TO THE DELIVERY OF THE UNITS

TO THE JOBSITE TO ENSURE THE UNITS HAVE BEEN TESTED ACCORDING TO ASTM C 140 AND

COMPLY WITH THE COMPRESSIVE STRENGTH SPECIFIED ABOVE AND ASTM C 90.

2. MORTAR: NO MORTAR TESTING IS REQUIRED.

3. GROUT: A LETTER OF CERTIFICATION FROM THE SUPPLIER OF THE GROUT SHALL BE

PROVIDED TO THE SER AT THE TIME OF, OR PRIOR TO, DELIVERY OF THE GROUT TO THE

JOBSITE TO ENSURE THAT THE GROUT COMPLIES WITH ASTM C 476.

ANCHORS, TIES, AND CONNECTORS: MASONRY ANCHORS, TIES, AND CONNECTORS SHALL BE AS

SPECIFIED ON STRUCTURAL DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR MASONRY

ANCHOR TIES NOT INCLUDED ON THE STRUCTURAL DRAWINGS.

MASONRY REINFORCING STEEL: MASONRY REINFORCING SHALL BE AS NOTED ON PLANS AND SHALL BE SECURELY PLACED IN ACCORDANCE WITH IBC SECTIONS 2104.1, 2106, AND TMS402 SECTION 6.1.

UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS

FOLLOWS:

2021 IBC, f'm = 1,500 PSI, REINF IN CENTER OF WALL

CMU REINF LAP SPLICE LENGTHS

LONGITUDINAL

BAR SIZE

6" CMU

UNCONFINED

8" CMU

UNCONFINED

10" CMU

UNCONFINED

12" CMU

UNCONFINED

NO. 3 (M #10) 12 12

NO. 4 (M #13)

15 12

NO. 5 (M #16)

23 18 15

NO. 6 (M #19)

43 34 28

NO. 7 (M #22) 60 46 38

NO. 8 (M #25) 72 71

NO. 9 (M #29)

82 74

NP

NP

NP NP

5500 Greenwood Plaza Blvd., Suite 200

Greenwood Village, CO 80111

303.770.8884

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Project Title

Building Number Checked Drawn

Location

Date

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DRAWING NO.

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Bid Documents

CEMETERY EXPANSION

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

PRIME CONSULTANT

EMETERY

ATIONAL

DMINISTRATION

BEAUFORT NATIONAL CEMETERY

CONSULTANTS

STRUCTURAL GENERAL

NOTES CONTINUED AND

SCHEDULES 831CM3016

CABER

S-002

March 8, 2024

Dwg. 188 Of 194

B B

A A

55'-0"

14'-0" 13'-6" 13'-6" 14'-0"

'-6

S-201

W F

[9

9' -4

W F

[9

9' -4

W F

[9

9' -4

W F

2.

[9 9'

-4

W F

2.

[9 9'

-4

WF2.5 [99'-4"]

8" SLAB-ON-GRADE WITH #5

EPOXY-COATED @ 18" OC MAX,

EA WAY (ISOLATE FROM WALLS

WITH 1/2" FILLER)

2' -0

'-8

1' -0

4" 1'-0" 12'-6" 1'-0" 12'-6" 1'-0" 12'-6" 1'-0" 12'-6" 1'-0" 4"

S-201

S-401

S-401

S-401

S-401

S-201

S

LO

P E

P E

R C

IV

IL

S

LO

P E

P E

R C

IV

IL

S

LO

P E

P E

R C

IV

IL

S

LO

P E

P E

R C

IV

IL

FOOTING MARK

TOP OF FOUNDATION

ELEVATION

ISOLATED FOUNDATION

STEEL COLUMN

F6 [98'-6"]

FOOTING

WALL

MARK

TOP OF FOOTING

ELEVATION

WF [97'-0"]

ISOLATED FOOTING CONTINUOUS FOOTING

C1

COLUMN MARK

BP1

BASE PLATE MARK

FOOTING MARK TYPES

WF WALL FOOTING

TD TURNDOWN

TS THICKENED SLAB

F ISOLATED FOUNDATION

FOUNDATION LEGEND

1. SEE S001 AND S002 FOR STRUCTURAL GENERAL NOTES AND DESIGN

CRITERIA. SEE G001 FOR ABBREVIATIONS. SEE S003 FOR ADDITIONAL

LEGENDS AND SCHEDULES.

2. TOP OF SLAB ELEVATION 19.81' (WITH APPLICABLE SLOPE). SEE CIVIL

DRAWINGS FOR RELATED ELEVATIONS AND SLOPES. VERIFY ALL

ELEVATIONS WITH ARCHITECTURAL AND CIVIL DRAWINGS.

3. TYPICAL SLAB ON GRADE SHALL BE 8" THICK, REINFORCED WITH EPOXY-

COATED #5 BAR @ 18" OC. SEE SOIL PREPARATION AND SLAB BASE FOR

SUBGRADE INFORMATION.

4. VERIFY DIMENSIONS WITH ALL OTHER DISCIPLINES. COORDINATE ANY

DISCREPANCIES WITH THE COR PRIOR TO CONSTRUCTION.

5. SUBMIT PLAN SHOWING LAYOUT OF SLAB CONSTRUCTION AND CONTROL

JOINTS TO EOR FOR REVIEW PRIOR TO POURING SLAB ON GRADE.

6. TOP OF TYPICAL INTERIOR FOOTINGS TO BE 99'-4" UNO.

7. TYPICAL TOP OF EXTERIOR AND PERIMETER FOOTINGS TO BE 99'-4"

UNLESS NOTED OTHERWISE ON PLAN. VERIFY THESE FOOTINGS BEAR 12"

BELOW ADJACENT FINISHED GRADE OR FLATWORK TO PROTECT AGAINST

FROST HEAVE.

8. SEE CIVIL DRAWINGS FOR GRADING DETAILS OUTSIDE THE BUILDING

ENVELOPE.

9. SEE TYPICAL FOUNDATION DETAILS ON SHEET S401.

10. LOCATE AND VERIFY THE FOLLOWING WITH OTHER DISCIPLINES PRIOR TO

POURING CONCRETE:

A. DOOR OPENINGS

B. DRAINS AND SLOPES

C. BLOCKOUTS AND CHASES

D. CONCRETE CURBS

E. OWNER SUPPLIED ITEMS

11. SEE ARCHITECTURAL AND CIVIL PLANS FOR SLAB DEPRESSIONS, STEPS,

SLOPES, DRAINS, EXTERIOR SLABS, ETC.

12. ESTABLISH AND VERIFY SIZE AND LOCATION OF OPENINGS AND INSERTS IN

SLAB AND FOOTINGS WITH OTHER DRAWINGS, TRADES AND

SUBCONTRACTOR'S PRIOR TO CONSTRUCTION.

SOILS PREPARATION AND SLAB BASE

SOILS WITHIN

BUILDING

ENVELOPE

SEE GEOTECH REPORT FOR SUBGRADE

SOIL PREPARATION INFORMATION.

SLAB BASE UNDERLAY SLAB ON GRADE WITH A 10 MIL VAPOR

BARRIER ON PREPARED SUBGRADE. REFER TO ACI

302 FOR PROCEDURES AND CAUTIONS REGARDING

THE USE AND PLACEMENT OF VAPOR BARRIER.

REFERENCE GEOTECH REPORT FOR PREPARED

SUBGRADE REQUIREMENTS.

STEEL BASEPLATE SCHEDULE

NOTES:

1. ALL HOLES SHALL BE DRILLED WITH NO LARGER THAN 1/2" DIAMETER

GREATER THAN THE SPECIFIED BOLT DIAMETER.

2. PLATES AND COLUMNS SHALL BE SET ON 1 1/2" NON-SHRINK DRY PACK

GROUT SATISFYING THE MINIMUM SPECIFICATIONS SET FORTH IN THE SGN.

3. COLUMNS SHALL BE CONNECTED TO PLATES WITH 1/4" FILLET WELD FOR

3/4" THICK PLATES AND SMALLER AND A 5/16" FILLET WELD FOR PLATES

THICKER THAN 3/4". WELD ALL THE WAY AROUND THE BASE OF THE

COLUMNS.

4. MOMENT FRAMES ONLY- FLANGE WELD WITH 1/2" E70 DOUBLE FLLET. WEB

WELD WITH 4/16" E70 DOUBLE FILLET.

5. SHIMS MAY BE LEFT IN PLACE BELOW COLUMNS AT CONTRACTOR'S

DISCRETION.

6. BOLTS SHALL BE THREADED RODS WITH NUTS EXTENDING A MINIMUM OF 8"

INTO THE CONCRETE FOOTING UNO. BOLTS SHALL PROJECT A MINIMUM OF

3" FROM THE TOP LEVEL OF THE BASEPLATE.

BP-1

USE (4)1/2" DIA BOLTS

1/2" STEEL PLATE

1/

2" 6"

1/

2" 9"

1 1/2" 6"

1 1/2"9"

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A B

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A B

C D

E F

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NOTES

CEMETERY EXPANSION

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

PRIME CONSULTANT

EMETERY

ATIONAL

DMINISTRATION

BEAUFORT NATIONAL CEMETERY

CONSULTANTS

FOUNDATION PLAN

831CM3016

CABER

S-101

March 8, 2024

SCALE: 1/4" = 1'-0"

1 FOUNDATION PLAN

3. EQUALLY SPACE SPECIFIED REINFORCING BARS IN THE CONTINUOUS FOOTING.

NOT THE EMBEDMENT INTO GRADE.

2. TOF AS INDICATED IN THE PLANS NOTES THE TOP OF THE CONTINUOUS CONCRETE FOOTING, STRUCTURAL GENERAL NOTES.

1. ASSURE PROPER CONCRETE CLEARANCES AROUND REINFORCING STEEL PER THE

NOTES:

CONTINUOUS FOOTING SCHEDULE

MARK

DIMENSIONS REINFORCEMENT

REMARKSWIDTH THICKNESS TOP BOTTOM

WF2 2'-0" 10" (4) #4 (4) #5

WF2.5 2'-6" 1'-0" (5) #4 (5) #5

Dwg. 189 Of 194

B B

A A

S-201

8" 13'-4" 13'-6" 13'-6" 13'-4" 8"

W14x26

1.5B 20 GA METAL

ROOF DECK

W

4x

W

4x

W

4x

W

4x

W

4x

W

4x

W

4x

S-201

SC1

R1

S-201

1'-0" 55'-0" 1'-0"

1' -0

'-6

2' -2

[118'-8"] W14x26 [118'-8"]

6'-7" 6'-9" 6'-9" 6'-9" 6'-9" 6'-9" 6'-9" 6'-7"

SC1 SC1

S-601

1. REF TO S001 AND S002 FOR STRUCTURAL GENERAL NOTES AND DESIGN

CRITERIA AND ABBREVIATIONS.

2. VERIFY DIMENSIONS AND ELEVATIONS WITH ALL OTHER DISCIPLINES. SEE

S003 FOR ADDITIONAL LEGENDS AND SCHEDULES.

3. VERIFY ALL ELEVATIONS WITH APPROVED ARCHITECTURAL.

4. ROOF DECK PER STEEL ROOF DECK SCHEDULE AND SGN.

CONTINUOUS (3) SPAN

3'-0" WIDTH

DECK TYPE:

FINISH:

SUPPORT ATTACHMENT:

ATTACHMENT PATTERN:

SIDE LAP FASTENERS:

* EQUALLY SPACED, NOT TO EXCEED 3'-0" OC

1 1/2" x 20 GA B DECK

3/4" PUDDLE WELDS

36/7

(7) 3/4" SPOT WELDS

NOTES:

1. DECK SHALL BE MANUFACTURED BY VULCRAFT OR AN APPROVED

EQUIVALENT.

2. ANY POTENTIAL FASTENER SUBSTITUTION REQUIRE PRIOR WRITTEN

APPROVAL OF COR.

GALVANIZED

R1

MARK

W14x35(15)c=3/4"

STEEL BEAM LEGEND

NUMBER OF STUDS

MEMBER PROFILE

CAMBER

(5) (7) (5)

UNEVEN STUD

DISTRUBUTION

V10

V10 M150

SHEAR

REACTION

MOMENT

REACTION

MOMENT CONNECTION

DRAG STRUT/COLLECTOR CONNECTION

STEEL EMBED AND CALLOUTEM3

[119'-6"]

T/BEAM ELEVATION

NOTES:

1. REFER TO AISC MANUAL OF STEEL CONSTRUCTION FOR MINIMUM

FRAMED BEAM CONNECTION REQUIREMENTS.

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Approved: