36C78620B0006-010.pdf

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

P

M

National Cemetery

Administration

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PROJECT MANAGER STAMPCONSULTANT

321 4 5 6 7 8 9 10

BURIAL EXPANSION

FORT SMITH, ARKANSAS

847CM3019

N/A Project Director

Revisions: Date:

BID DOCUMENTS

APRIL 3, 2020

LI502

ALM CDW

N.T.S.

AIR RELEASE VALVE ASSEMBLY

N.T.S.

TRASH RECEPTACLE

N.T.S.

FLOWER VASE HOLDER WITH HINGED LID

TRASH

28"

19"

FLOWERS VASES

19"

28"

28"

HINGED LID - SEE PLAN VIEW

5/8" O.D. STEEL ROD

3/8" X 1" STEEL BARS

1/4" X 2

" SOLID STEEL BAR

DECAL - VS WHITE LETTERING, CLEAR

BACKGROUND

1/4" X 2

" SOLID STEEL BAR BOLT TO

SLAB

FINISH GRADE

NOTE:

FLORAL REGULATIONS SHALL BE PLACED ON LID OF RECEPTACLE

REFER TO U.S. DEPARTMENT OF VETERANS AFFAIRS, NATIONAL

CEMETERY SIGNS (NC-08.01) PAGE 12-4-34

VICTOR STANLEY

S-424 IRONSIDES TRASH

RECEPTACLE COLOR: BLACK

VICTOR STANLEY

S-42 IRONSIDES

TRASH RECEPTACLE

COLOR: BLACK

BLACK LETTERS, WHITE

BACKGROUND

FLORAL REGULATIONS

TEXT AS APPROVED BY CEMETERY

DIRECTOR

HANDLE

HINGED LID

N.T.S.

IRRIGATION HEAD PLACEMENT

HEADSTONE (TYP.)

SPUN STEEL LID

5/8" O.D. STEEL ROD

3/8" X 1" STEEL BARS

1/4" X 2

" SOLID STEEL BAR

DECAL - VS WHITE LETTERING,

CLEAR BACKGROUND

1/4" X 2

" SOLID STEEL

BAR BOLT TO SLAB

FINISH GRADE

IRRIGATION HEAD

(SEE PLAN FOR TYPE)

E

Q

U

A

L

D

I

S

T

A

N

C

E

E

Q

U

S

T

A

N

C

E

E

Q

U

S

T

A

N

C

E

E

Q

U

S

T

A

N

C

E

HEADSTONE (TYP.)

N.T.S.

FLOWER WATERING STATION

FINISH GRADE

APPLIED ENGINEERING 1730-18 BLACK

VALVE BOX WITH BLACK BOLT DOWN

COVER AND EXTENSIONS AS REQUIRED

AIR RELEASE VALVE (SEE LEGEND)

SCH 80 PVC NIPPLE (LENGTH AS REQUIRED)

NIBCO T-113 BRONZE GATE VALVE WITH

HANDWHEEL

IRRIGATION MAINLINE TEE

IRRIGATION MAINLINE

8"X8"X16" SOILD CMU BLOCK

1" DIAMETER WASHED ROCK

HOT BRAND LID WITH 3" TALL BY 3/16"

DEEP LETTERS: "ARV"

FILTER FABRIC

INSTALL AN 8"X8"X16" SOLID CMU BLOCK AT EACH CORNER OF VALVE BOX.

WASHED ROCK SHALL BE INSTALLED FLUSH WITH BOTTOM OF GATE VALVE.

4" MIN CLEARANCE BETWEEN VALVE BOX LID AND HIGHEST OBJECT IN BOX.

N.T.S.

BENCH DETAIL

VICTOR STANLEY BENCH

STEELSITES RB-28, 6 FT.

COLOR: BLACK

6" THICK 4000 PSI CONCRETE

SLAB W/MEDIUM BROOM FINISH

-SLOPE AT 2% TO DRAIN

1/2" PRE-MOLDED JOINT FILLER

AND SEALER ALONG ENTIRE

LENGHT OF SLAB

MOUNTABLE CURB AND GUTTER

- SEE CIVIL PLANS

95% COMPACTED SUBGRADE

FINISH GRADE

(SEED BED)

(1) 5/8" I.D. ANCHOR

BOLT (TYP. OF 4) - CUT

BOLT ABOVE NUT AND

PEEN

NOTE:

1. FOR BENCHES LOCATED AT BACK OF CURB, BENCH SHALL BE ORIENTED

TO FACE GRAVE SITES.

GRAVE SITES

GRAVE SITES

BENCH SHALL BE ORIENTED TO FACE GRAVE SITES

BENCH

CURB AND GUTTER

7' -

FLORAL REGULATIONS:

"Fresh cut flowers may be placed on graves at any time. Temporary flower vases are available in bins along cemetery streets. Floral items will be removed from graves and disposed of by cemetery personal as soon as they become withered, faded, or unsightly. During the mowing season flowers will be removed prior to the next mowing. Cemetery supplied vases shall not be removed from cemetery grounds.

Artificial flowers may be placed on graves only during the period of November 1 through March 1.

Potted plants will be permitted on graves only during the period 10 days before and 10 days after Easter Sunday and

Memorial Day, and Veterans Day.

Christmas wreaths or grave blankets are permitted on graves commencing December 1 and will be removed not later than January 21 of each year. Grave floral blankets may not be larger in size than two by three feet.

Floral items and other types of decorations shall not be secured to the headstones or markers.

Permanent plantings, statues, vigil lights, similar commemorative items, and breakable of hazardous objects of any kind are not permitted on graves at any time. These objects will be removed and disposed of by cemetery personnel whenever found.

Permanent flowers are only authorized in the old burial sections. Please contact Cemetery Director for information regarding installation of a permanent flower containers in these sections."

53 4

IRRIGATION DETAILS

EXTRA HEAVY

BRASS RISER

BRASS STRAP (TYP.

OF 2) - SCREW TO

POST WITH BRASS

SCREWS

3/8 " REVEAL, TYP.

THREE SIDES

POST - SEE PLAN

VIEW

SELF CLOSING

FAUCET HAWS

MODEL #6252 EHLF

BRASS FINISH - NO

CHROME

FLOWER WATER SPIGOT MAIN LINE (SEE

IRRIGATION PLANS FOR WATER SPECIFICATION

AND ROUTING)

7 -

NOTE:

CONCRETE POST COLOR SHALL BE LIGHT GRAY

- SUBMIT COLOR SAMPLE TO LANDSCAPE

ARCHITECT FOR APPROVAL PRIOR TO CASTING

POSTS.

POST PLAN VIEW

N.T.S.

WATER SPIGOT

ASSEMBLY

1" CHAMFERED

EDGE AT TOP OF

POST

3 - #3 REBAR

EQUALLY SPACED

STAINLESS STEEL

ANCHOR 1/4" X 2"

(DRIVE PIN)

ALUMINUM PLATE PAINTED

BLUE TO MATCH VICTOR

STANLEY BLUE WITH WHITE

LETTERS READING "DO NOT

DRINK"

ARCHITECTURAL PRECAST

3000 PSI CONCRETE POST -

LIGHT SANDBLAST FINISH

REVEAL

3/8"

7 -

4"

1/8"

5/8" 1"

1/8" 3- 3/4"

1/8"

1/8" 5/8" 1"

Drink

Do Not

ARCHITECTURAL

PRECAST POST

AND COLLAR

ARCHITECTURAL PRECAST POST AND

COLLAR

R

ARCHITECTURAL PRECAST POST AND COLLAR ENLARGED VIEW

ARCHITECTURAL

PRECAST POST

AND COLLAR

GRADE

SECTION A-A

PLAN

S E

C T

I O

N

A

4.3.20

(3) Willow Oak

10.41"

(28) Low Scape

Hedger Chokeberry

(28) Low Scape

Hedger Chokeberry

(8) Willow Oak

(5) Willow Oak

(184) Switch Grass

TREES QTY BOTANICAL / COMMON NAME CONT CAL

16 Quercus phellos / Willow Oak B & B 4"Cal

SHRUBS QTY BOTANICAL / COMMON NAME CONT. HEIGHT

52 Aronia melanocarpa `UCONNAM166` TM / Low Scape Hedger Chokeberry5 gal

184 Panicum virgatum `Hot Rod` / Switch Grass 1 gal

GROUND COVERS QTY BOTANICAL / COMMON NAME TYPE

160,926 sf Cynodon dactylon / Tif Tuf Bermuda Grass sod

PLANT SCHEDULE

COMPACTED OR

UNDISTURBED SOIL

METAL FENCE POSTS IN

UNDISTURBED SOIL OUTSIDE OF

TREE PIT

PLANTING SOIL

MIXTURE

FINISH GRADE

1" X 18" WOVEN NYLON TREE

STRAP WITH GROMMENTS

ON EACH END.

TWO STRANDS OF #12

GAUGE GALVANIZED WIRE

3" SAUCER

PEEL BURLAP FROM TOP OF

TREE BALL

ROOT BALL

NOTE: PRUNE ALL BROKEN &

DAMAGED BRANCHES, AFTER

PLANTING

5' DIAMETER MULCH RING, 3"

DEEP (SEE SPECS)

9" MIN

N.T.S.

DECIDUOUS TREE

PLANTING DETAIL

ROOT FLARE SHALL BE VISIBLE AND TREE

PLANTED WITH ROOT FLARE A MIN. OF 2"

ABOVE FINISHED GRADE ADJACENT TO

PLANTING PIT

ADD

D

2" DEPTH MULCH (SEE

SPECS.)

PREPARE GROUNDCOVER PLANTING BED

SOIL BY THOROUGHLY ROTO-TILLING

PLANTING SOIL AMENDMENT(S) (SEE SPECS.)

INTO PROPER TOPSOIL TO THE DEPTH

SHOWN

UNDISTURBED SOIL

6" 0.C.

9" 0.C.

12" O.C.

18" O.C.

24" O.C.

30" O.C.

36" O.C.

5.2"

7.8"

10.4"

15.6"

20.8"

26.0"

31.2"

SPACING "D" ROW "A"

PLANT SPACING

M

I N

SEE PLANT LIST

FOR SPACING

PERENNIALS AND

GRASSES PLANTING DETAIL

N.T.S.

N

1"=40.0'

0' 40' 80'20'

PLANTING PLAN

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h

P

M

National Cemetery

Administration

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PROJECT MANAGER STAMPCONSULTANT

321 4 5 6 7 8 9 10

BURIAL EXPANSION

FORT SMITH, ARKANSAS

847CM3019

N/A Project Director

Revisions: Date:

BID DOCUMENTS

APRIL 3, 2020

1"=10.0'

0' 10' 20'5'

ENLARGEMENT

PLANTING PLAN

LP101

ALM CDW

1. CONTRACTOR SHALL VERIFY THE LOCATION OF ALL UNDERGROUND

UTILITY LINES PRIOR TO EXCAVATING.

2. ALL WATER REQUIRED FOR LANDSCAPE OPERATIONS WILL BE PROVIDED

BY OWNER FROM ON-SITE SOURCES AT NO CHARGE TO CONTRACTOR.

3. NO SUBSTITUTIONS SHALL BE ALLOWED WITHOUT APPROVAL BY THE NCA

OR THEIR TECHNICAL REPRESENTATIVE.

4. QUANTITIES IN THE PLANT LIST ARE FOR INFORMATION ONLY.

CONTRACTOR SHALL VERIFY ON PLAN.

5. ALL DISTURBED AREAS SHALL RECEIVE SOD OR SEED.

6. ANY PLANTING BED ADJACENT TO WALKS OR CURBING SHALL HAVE THE

GRADE LOWERED TO A SUFFICIENT DEPTH TO ALLOW THE TOP OF THE

MULCH TO MATCH THE TOP OF WALK OR CURBING.

7. ALL SEEDED AREAS ON 4:1 OR GREATER SLOPES SHALL HAVE EROSION

CONTROL BLANKET (FUTERRA F4 NETLESS, OR APPROVED EQUAL)

SECURED WITH SOD STAPLES PER THE MANUFACTURE'S

RECOMMENDATION FOR SPACING.

8. MULCH SHALL BE GRADE A SHREDDED CYPRESS MULCH INSTALLED IN A 3"

LAYER AROUND ALL TREES.

9. PLANTS SHALL BE TAGGED WITH LABELS IDENTIFYING COMMON AND

BOTANICAL NAME UNTIL FINAL ACCEPTANCE IS GIVEN.

10. ALL EXISTING TREES TO REMAIN SHALL BE PROTECTED DURING

CONSTRUCTION (SEE CIVIL DRAWING FOR TREE PROTECTION MEANS AND

METHODS).

LANDSCAPE NOTES

NOTE:

REMOVE ALL GRAVEL AND

CONSTRUCTION DEBRIS FROM

CONSTRUCTION STAGING / ACCESS

AREA AND ALL HAUL ROAD, TILL

COMPACTED SUBSOIL, BRING GRADE

TO MATCH SURROUNDING AREA AND

SOD.

(184) Switch Grass

LP101

4.3.20

GENERAL

1. Refer to Architectural, Mechanical, Electrical, and Plumbing series drawings for floor elevations, slopes, drains, and location of depressed and elevated floor areas.

2. Structural series drawings shall be compared with drawings of other series; differences shall be referred to the Architect for instruction.

3. The general contractor is responsible for coordination of all resulting revisions to the structural system or other trades as a result of acceptance of contractor proposed alternatives or substitutions.

4. The general contractor and sub-contractors shall determine the scope of the structural work from the contract documents taken as a whole. The structural drawings shall not be considered separately for purposes of bidding the structural work. Due consideration shall be given to other structural work or work related to the structure, including necessary coordination described or implied by the Architectural, Civil and MEP drawings.

5. Safety Measures: At all times the Contractor shall be solely and completely responsible for the conditions of the job site, including, but not limited to:

A. Safety of the persons and property, B. Means and methods of construction, C. Compliance with applicable OSHA requirements and guidelines, D. All necessary independent engineering reviews of these conditions.

6. The contractor shall brace and/or shore the construction as required to provide a safe and true structure. Where bracing and/or shoring is indicated in the drawings, it is done so only as a courtesy to the contractor and shall not relieve the contractor of their responsibility to coordinate the work with the aforementioned provisions. The Architect's or Engineer's job site review is not intended to include review of the adequacy of the contractor's safety measures.

7. Principal openings in the structure are indicated on the contract documents. Refer to the architectural and MEP drawings for openings, sleeves, curbs, inserts, etc. not indicated on the structural drawings. Submit new or modified opening locations to StructuresPE, LLP for review and approval.

8. The reproductive use of the structural contract documents or electronic files as structural shop drawing documents by the contractor or sub-contractors is not allowed. Submitting copies of the structural drawings is unacceptable and will be rejected.

9. Scales noted on the drawings are for general reference only. No dimensional information shall be obtained by direct scaling of the drawing.

10. These drawings do not, nor are intended to, locate property lines, building set backs nor height limitations. It is the contractor's responsibility to locate the building and construct it to, and within, applicable code restrictions. Further, it is the Civil Engineer's responsibility to address site drainage appropriate to the site and in consideration of adjoining properties.

CODES

1. The structure and components shown in these drawings have been designed under the guidelines of the structural requirements listed in the 2018 International Building Code with required amendments.

2. Minimum Design Loads & Associated Criteria for Buildings & Other Structures, ASCE/SEI 7-16

3. Structural Concrete: American Concrete Institute, ACI 318-14

4. Structural Masonry: 2016 Building Code for Masonry Structures, ACI530-16/ASCE5-16/TMS 402-16

DESIGN BASIS

1. Foundations:

The following allowable soil capacities are per the Geotechnical Report noted in the Foundation and Site Preparation section of the structural notes:

Grade Beams and Slab:

Allowable Bearing Pressure:

Total Load: 2,000 psf

* Minimum required penetration into specific bearing stratum. Testing laboratory shall confirm the proper bearing strata per Geotechnical report.

** Neglect upper x feet of stratum for skin friction capacities.

2. Earthquake Loads (does not control design): The structure has been designed in accordance with ASCE 7 including the following seismic design parameters:

Risk Category II Seismic Importance Factor IE =1.0 Mapped Spectral Acceleration, Short Period SS = 0.157 Mapped Spectral Acceleration, 1-Second Period S1 = 0.086 Site Class D Spectral Response Coefficient, Short Period SDS = 0.168 Spectral Response Coefficient, 1-Second Period SD1 = 0.137 Seismic Design Category C Basic Seismic Force Resisting System Ordinary Reinforcement Masonry

Shear Walls Design Base Shear(s) V = CS Wx (per ASCE7 Section 11.7) Seismic Response Coefficient CS = 0.01 Response Modification Factor R = 2 Analysis Procedure Used ELFP

3. Ground Snow Load: PG = 5 psf.

FOUNDATION AND SITE PREPARATION

1. Geotechnical information indicated in the structural drawings are intended to replicate the recommendations stated in the geotechnical report. The geotechnical report shall govern in the case of any discrepancies. Contractor shall comply with recommendations indicated therein and all clarifications and interpretations of the report shall be made by the Geotechnical Engineer.

2. The subsurface information and foundation design are based on a geotechnical report prepared by Terrcon, Project Number 04195121, dated January 24, 2020. The contractor shall perform excavations, foundation construction, and preparation of the subgrade under the slab on grade in accordance with the recommendations contained in the geotechnical report and Contract Documents. See DESIGN BASIS notes for design values from the report.

3. Within the foundation outline, remove all fat clay and/or unstable, completely weathered limestone strata, all organics (I.E., roots, trees, grass, and other humus), any building foundations or rubble, and any other deleterious materials to a minimum depth of 24".

4. Foundation conditions noted during construction, which differ from those described in the geotechnical report shall be reported to the architect, geotechnical engineer and StructuresPE, LLP before further construction is attempted.

5. Slab on grade may, at the contractor's option, be underlain by a maximum of 2 inches of sand.

6. The floor subgrade shall be properly compacted and proof-rolled and shall be free of standing water, mud and frozen soil.

7. In areas where limestone is exposed at the cut surface, remove a depth of limestone to provide for at least 6" of compacted select fill. In areas where soil or completely weathered limestone is exposed, scarify at least six inches of the cut soil subgrade and recompact to at least 95% of the maximum dry density determined using Amerian Standard Testing Method (ASTM) D 1557 conducted with a laboratory compacted effort of 7.30 FT lbs/cu. in. Hold water contents within ± 2%.

8. Contractor shall bring the building pads to grade with select fill material conforming to the recommendations of the geotechnical report. Contractor shall certify the compaction of the select fill material according to the testing requirements of the geotechnical report.

9. Means and methods of utility attachment shall be the responsibility of the contractor and do not fall under the scope of these structural documents.

10. The foundation design assumptions do allow for a limited amount of potential vertical rise that will not affect structural stability. This allowance in design does not cover architectural, mechanical, electrical or plumbing features.

11. Do not allow water or debris to stand in trenches. It bottoms of trenches become softened due to rain or slurry or other water before concrete is placed, excavate softened material and replace with properly compacted backfill or concrete.

CONCRETE

1. Concrete in the following areas shall have the following characteristics:

28-day Max w/ Max Usage Strength (f'c) Slump (in.) A cm Ratio Air content B,C Agg. Size

Grade Beams: 4000 psi 3-5 0.50 3-6% 1" Spread Footings: 4000 psi 3-5 0.50 -- 1"

A. Slump shall be measured before adding water reducing admixture or plasticizing mixture.

B. Do not allow air content to exceed 3 percent for trowel-finished floors or for concrete slabs receiving a polished finish.

C. Specified air content is only required when elements are permanently exposed to weather and outside of the conditioned building envelope perimeter.

2. The minimum amounts of cementitious material may be changed if a concrete performance mix is submitted to the structural engineer for approval two weeks prior to placing any concrete. The performance mix shall include the amounts of cement, fine and course aggregate, water and admixtures, as well as the water-cement ratio, slump, and strength data in accordance with ACI 318.

The use of a performance mix requires batch plant inspection, the cost of which shall be paid by the general contractor. Review of mix submittals by the Engineer of Record indicates only that information presented conforms generally with contract documents. Contractor or supplier maintains full responsibility for specified performance.

3. All concrete mix designs shall be reviewed and approved by the testing agency prior to sending to the engineer of record for approval.

4. Use the following cementitious materials, of the same type, brand and source throughout the Project:

Portland Cement: ASTM C 150, Type I/II

5. Fly ash may be used as a pozzolan to replace a portion of the portland cement in a concrete mix, subject to the approval of the structural engineer. Fly ash, when used, shall conform to ASTM C618, Type C or F. Concrete mixes using fly ash shall be proportioned to account for the properties of the specific fly ash used and to account for the specific properties of the fly ash concrete thus resulting.

The ratio of the amount of the fly ash to the total amount of fly ash and cement in the mix shall not exceed the following:

Architecturally Exposed Concrete Slabs: 10 percent All Other Concrete: 25 percent

6. Normal weight aggregates shall conform to ASTM C33 and be provided from a single source. Fine aggregates shall be free of materials with deleterious reactivity to alkali in cement

7. Water shall conform to ASTM C 94/C 94M and be potable.

8. Admixtures if used shall be subject to the approval of the structural engineer.

9. Water shall not be added to the concrete at the jobsite unless the total water quantity including the water added at the jobsite does not exceed the total water quantity of the reviewed mix design. It shall be the responsibility of the contractor to coordinate the requirements of the concrete supplier and pumper to meet this requirement and to ensure a pumpable and workable mix. The use of plasticizers, retardants, and other additives shall be at the option of the contractor subject to the approval of StructuresPE, LLP. Follow the recommendations of the manufacturer for the proper use of additives. the use of calcium chloride or other chloride bearing salts is not permitted.

10. Mixing, transporting, and placing of concrete shall conform to ACI 301 and ASTM C 94.

11. Conformance to ACI 305.1 "Specification for Hot Weather Concreting" is required when air temperature is above 90 deg F.

12. Conformance to ACI 306 "Cold Weather Concreting" is required when a period for more than three

(3) consecutive days, the average daily air temperature is below 40 deg F and the air temperature is not greater than 50 deg F for more than one-half of any 24 hour period.

13. General contractor shall notify the architect and StructuresPE, LLP 48 hours prior to placement of concrete in the foundation.

14. Detailing of concrete reinforcement bars and accessories shall conform to the recommendations of ACI 315 "Details and Detailing of Concrete Reinforcement" and ACI SP-66 "Detailing Manual".

Placing of reinforcing bars shall conform to the recommendations of ACI 315R "Manual of Engineering" and placing drawings for reinforced concrete structures" and CRSI "Manual of Standard Practice".

15. No conduit or piping larger than 1" I.D. shall be run in structural concrete members unless shown on structural drawings.

16. All pipe sleeves in concrete members shall be schedule 40 pipe unless noted otherwise on the structural drawings. Location of the sleeves shall be as approved by the Structural Engineer. Provide 3 additional stirrups each side of each sleeve in beams and space as directed by the Engineer.

17. Reinforced steel shall be deformed new billet steel bars in accordance with A.S.T.M. Specification A615 Grade 60.

18. All stirrups shall be Grade 60 steel with standard 90 degree hooks.

19. All hooks and bends in reinforcing bars shall conform to ACI Standards unless shown otherwise.

20. Reinforcement designated as "continuous" may be spliced using Type "B" splices.

21. In lieu of lap splices, rebar couplers may be used. Detailer shall account for coupler size, 24 inch staggering of couplers and reinforcement spacing. The couplers shall develop 125% of the specified yield strength of the rebar.

22. Vertical joints may occur at center of spans at locations reviewed by StructuresPE, LLP.

23. Horizontal construction joints in concrete pours shall be permitted only where indicated on the drawings. All construction joints shall be made in the center of spans - see drawings for typical detail.

The location of the construction joints shall be as approved by the Architect and the Structural Engineer. Additional reinforcing at construction joints shall be as specified by the Engineer without additional cost to the owner.

24. Construction joints between piers and pier caps, footings and walls or columns, or walls, columns, beams, and the floor system they support shall be prepared by roughening the contact surface to a full amplitude of approximately 1/4 inch leaving the contact surface clean and free of laitance.

25. Reinforcement bars shall not be tack welded, welded, heated, or cut unless indicated on the Contract Documents or approved by StructuresPE, LLP.

26. Minimum concrete cover protection for reinforcement bars shall be as follows: (see ACI 318 for conditions not noted)

Concrete exposed to weather #5 bars and smaller 1-1/2 inches All other bars 2 inches Concrete cast against earth 3 inches

Grade beams:

Top 1-1/2 inches Board formed sides 2 inches Earth formed sides 3 inches Bottom 3 inches

CONCRETE MASONRY UNITS (CMU)

1. The net area compressive strength of masonry, F'm, shall be a minimum of 1500 psi (unless noted otherwise on plan) and determined in accordance with the unit strength method.

2. Masonry units shall conform to ASTM C90 and shall be medium weight unless noted otherwise.

3. Mortar shall be type S or M and shall conform to the requirements of ASTM C270 and conform to the proportion specification table of the 2015 IBC.

4. Grout shall be coarse and conform to ASTM C476 by volumetric proportion. Slump shall be within the range of 8" to 11".

5. Reinforcing steel shall be deformed new billet steel bars in accordance with A.S.T.M. Specification A615 Grade 60. Reinforcement shall be lap spliced a minimum of 36 bar diameters unless otherwise noted. Joint reinforcement where indicated shall comply with ASTM A951.

6. Provide (1) additional scheduled vertical bar at each end, corners, and intersections of all walls as specified on the drawings.

7. All masonry cores containing vertical reinforcement shall be solid grouted. Cells to be grouted shall be clean and free of excess mortar and foreign materials.

8. Unless noted otherwise, provide continuous bond beam at all top of wall locations as well as at intermediate floor lines. Bond beams shall be grouted and reinforced with (2) continuous #4 bars. If wall is partially grouted, provide a barrier to control grout flow.

9. Control joints shall be placed in coordination with the Architect. It is recommended that the panel length to height ratio of the wall does not exceed 1.5 and that the maximum panel length does not exceed 25'-0". Additional joints should be added where abrupt changes in wall section occur. At bond beams, debond bar at joint, 8" each side from joint, tool with triangular jointer.

10. Masonry accessories are not indicated on structural drawings.

11. Refer to lintel schedule and details for masonry lintel requirements.

12. The contractor shall submit the following to the engineer of record:

A. For each mortar mix - mix designs indicating type and proportion of ingredients in compliance with the above specified requirements.

B. Grout mix designs indicating type and proportions of the ingredients according to the above specified requirements.

C. Material Certificates certifying project compliance for the following:

1. Reinforcement

2. Anchors, ties, fasteners, and metal accessories

3. Masonry Units

4. Mortar and Grout Materials

13. Quality assurance and Inspections of masonry construction shall at a minimum consist of the following:

A. As masonry construction begins, inspect the following to ensure compliance:

1. Proportions of site-prepared mortar.

2. Construction mortar joints.

3. Location of reinforcement and connectors.

B. During construction, inspect the following:

1. Size and location of structural elements.

2. Size, type, and grade of reinforcement and anchor bolts.

3. Preparation, construction, and protection of masonry during cold weather below 40° F and hot weather above 90° F.

C. Prior to grouting, inspect the following:

1. Grout spaces (prior to grouting and prior to closing cleanouts).

2. Placement of reinforcement and connectors.

3. Proportions of site-prepared grout.

4. Construction of mortar joints.

5. Grout placement and grouting operations.

D. Provide a report of each inspection.

14. The inspection agency shall furnish (but not limited to) inspection results and reports promptly to the Architect, Engineer of Record, and Contractor and a final signed report stating whether Work inspected was, to the best of the Inspection Agency's knowledge, in conformance with the Construction Documents and specifications.

CMU

HATCH LEGEND

CONCRETE

EARTH

CRUSHED GRAVEL

DECORATIVE GRAVEL

ABBREVIATIONS

ARCH ARCHITECT, ARCHITECTURAL

BOD BOTTOM OF DECK (METAL DECK ONLY)

BP BASEPLATE

CFMF COLD FORMED METAL FRAMING

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONT CONTINUOUS

DBA DEFORMED BAR ANCHOR

EJ EXPANSION JOINT

ENG ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

FFE FINISH FLOOR ELEVATION

FTG FOOTING

GT GIRDER TRUSS

HCA HEADED CONCRETE ANCHOR

HDG HOT-DIP GALVANIZED

HDR HEADER

HORIZ HORIZONTAL

HSS HOLLOW STEEL SECTION

INFO INFORMATION

KSI KIPS PER SQUARE INCH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LW LIGHT WEIGHT

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MEP MECHANICAL, ELECTRICAL, PLUMBING

MFR MANUFACTURER

MIN MINIMUM

NTS NOT SO SCALE

NW NORMAL WEIGHT

O.C. ON CENTER

O.H. OPPOSITE HAND

PCF POUNDS PER CUBIC FOOT

PJP PARTIAL JOINT PENETRATION

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REF REFER, REFERENCE

REINF REINFORCED, REINFORCEMENT

REQ'D REQUIRED

SIM SIMILAR

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

T.O. TOP OF

T.O.WALL TOP OF WALL

TOC TOP OF CONCRETE

TOD TOP OF DECK (WOOD DECKING ONLY)

TOS TOP OF STEEL

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

WWF WELDED WIRE FABRIC

SHEET INDEX

S0 SERIES STRUCTURAL NOTES

S1 SERIES PLANS

S2 SERIES CONCRETE/CMU

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

National Cemetery

Administration

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PROJECT MANAGER STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

BURIAL EXPANSION

FORT SMITH, ARKANSAS

847CM3019

N/A

BID DOCUMENTS

APRIL 03, 2020

04.03.20

STRUCTURAL NOTES

S000

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'-7

5'-6"

1'-0" 3'-6" 1'-0"

1'-0" 1'-0"

1'-0" 1'-0"

3'-6"

3'-6"

8'-0" 5'-6" 8'-0" 5'-6" 42'-0" 5'-6" 8'-0" 5'-6" 8'-0" 5'-6"

1'-0" 3'-6" 1'-0"

1'-0" 1'-0"

1'-0" 1'-0"

3'-6"

3'-6"

'-8

/2

'-8

/2

" 21 '-7

1/S200

1/S200 1/S200 1/S200 1/S200

1/S200

2/ S2

S

IM

1 FOUNDATION PLAN

1/8" = 1'-0"

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

2/ S2

S

IM

1' -0

1'

-0

1' -0

1'

-0

1' -0

1'

-0

1' -0

1'

-0

1' -0

1'

-0

2/S200

2/S200

2/S200 2/S200

2/S200 2/S200

2/S200

2/S200

2/S200

2/S200

2/S200

1' -0

1'

-0

DECORATIVE BOLLARD

- SEE 4/S200, TYP.

- REF. ARCH FOR SIZE

& EXACT LOCATION

DECORATIVE BOLLARD

- SEE 4/S200, TYP.

- REF. ARCH FOR SIZE

& EXACT LOCATION

F O U N D A T I O N P L A N N O T E S

1. VERIFY AND COORDINATE ALL DIMENSIONS, ELEVATIONS, DROPS

AND SLOPES WITH ARCHITECTURAL PLANS.

2. TOP OF CONCRETE (TOC) ELEVATION SHALL BE VERIFIED.

3. THESE STRUCTURAL DOCUMENTS DO NOT ADDRESS WATER ISSUES

AS IT RELATES TO BUT NOT LIMITED TO SITE DRAINAGE, ROOF

RUNOFF, OR WATER INTRODUCED BY ADJACENT PROPERTIES.

ADEQUATE DRAINAGE SHALL BE PROVIDED TO LIMIT THE EFFECTS

OF EROSION AND TO MAINTAIN THE INTEGRITY OF THE

STRUCTURAL SYSTEM DESCRIBED. FOR WATERPROOFING AND

DRAINAGE REFER TO ARCHITECTURAL AND CIVIL DRAWINGS.

WATER ISSUES AND/OR WATERPROOFING ARE BEYOND THE SCOPE

OF THESE DOCUMENTS.

4. SEE S200 SHEET SERIES FOR FOUNDATION DETAILS.

5. SEE SHEET S000 FOR ADDITIONAL NOTES.

3/S200

- TYP.

3/S200

- TYP.

2/S200

3/S200

- TYP.

3/S200

- TYP.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

National Cemetery

Administration

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PROJECT MANAGER STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

BURIAL EXPANSION

FORT SMITH, ARKANSAS

847CM3019

N/A

BID DOCUMENTS

APRIL 03, 2020

04.03.20

COLUMBARIUM FOUNDATION PLAN

S100

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COLUMBARIUM UNIT DESIGNED BY

MANUFACTURER TO SUPPORT A

MIN. OF 50 PSF LIVE LOAD AND

DEAD LOAD BASED ON CAP

THICKNESS PER SECTION 03 48 24

PRECAST CONCRETE COLUMBARIUM

UNITS SPECIFICATION PART 1.3.F2

1 SECTION AT COLUMBARIUM

3 / 4" = 1' - 0"

TO APPROVED BEARING:

24" MIN. BELOW FINAL GRADE

1"Ø UNIFORMLY GRADED

FREE DRAINING CRUSHED

ROCK OR WASHED GRAVEL

PAVING - REF. ARCH.

DECORATIVE GRAVEL

- REF. ARCH.

FRENCH DRAIN

- REF. CIVIL

8" CMU REINF. W/ #4 VERT. @ 24" O.C.

& FOR WALLS OTHER THAN RUNNING

BOND PROVIDE 9 GA. LADDER HORIZ.

REINF. SPACED @ 16" O.C.

CUT STONE CAP

- REF. ARCH.

#4 X @ 12" O.C.

MAX. EACH WAY

5'-6"

4' -0

3' -0

" M

IN

1'

-6

M

IN

1' -4

2 SECTION AT COLUMBARIUM AT CMU WALL

3 / 4" = 1' - 0"

8" CMU BOND BEAM

REINF. W/ (2) #4 CONT.

HORIZ. AT TOP - TYP.

4' -0

1'-0"#4 X DOWEL

@ 48" O.C.

REF. ARCH. FOR

FINISHES - TYP.

3 ENLARGED PLAN AT CMU END WALL

3 / 4" = 1' - 0"

1'-0" 3'-6" 1'-0"

5'-6"

1' -0

4"

1' -3

/4

2 1/4" 3'-1 1/2" 2 1/4"

VARIESVARIES

VA

RI

ES

8" CMU REINF. W/ #4

VERT. @ 24" O.C. & FOR

WALLS OTHER THAN

RUNNING BOND PROVIDE

9 GA. LADDER HORIZ.

REINF. SPACED @ 16" O.C.2/S200

1/S200

#6 X @ 10" O.C.

EACH WAY TOP & BOTTOM

2' -0

PROVIDE #5 CONT.

AT EACH FACE

#6 @ 10" O.C. TOP

& BOTTOM

4 FOOTING DETAIL AT DECORATIVE BOLLARD

3 / 4" = 1' - 0"

1'-4"

TO APPROVED BEARING:

24" MIN. BELOW FINAL GRADE

SQUARE

(4) #5 VERTICAL & #3

TIES @ 10" O.C.

(2) #5 TIES AT TOP

PAVING - REF. ARCH.

DECORATIVE CAST

ALUMINUM BOLLARD

- REF. ARCH.

ATTACHMENT PER

BOLLARD MFR. - TYP.

3' -0

VA

RI

ES

- R

EF

. A

RC

H.

TO APPROVED BEARING:

24" MIN. BELOW FINAL GRADE

1"Ø UNIFORMLY GRADED

FREE DRAINING CRUSHED

ROCK OR WASHED GRAVEL

PAVING - REF. ARCH.

DECORATIVE GRAVEL

- REF. ARCH.

FRENCH DRAIN

- REF. CIVIL

#4 X @ 12" O.C.

MAX. EACH WAY

5'-6"

4' -0

ANCHORS - REF.

COLUMBARIUM MFR

3' -0

" M

IN

1'

-6

M

IN

1' -4

1'-0"#4 X DOWEL

@ 48" O.C.

#6 X @ 10" O.C.

EACH WAY TOP & BOTTOM

2' -0

PROVIDE #5 CONT.

AT EACH FACE

#6 @ 10" O.C. TOP

& BOTTOM

VA

RI

ES

- R

EF

. A

RC

H.

CUT STONE CAP

- REF. ARCH.

1'-0" 3'-6" 1'-0" 1'-0" 3'-6" 1'-0"

2/ S2

S

IM

COLUMBARIUM FOUNDATION DETAILS

S200

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

National Cemetery

Administration

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PROJECT MANAGER STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

BURIAL EXPANSION

FORT SMITH, ARKANSAS

847CM3019

N/A

BID DOCUMENTS

APRIL 03, 2020

04.03.20

AutoCAD SHX Text

GERARD GARCIA

AutoCAD SHX Text 67435

AutoCAD SHX Text O

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