09 Final Design NMCP 899IC3029_CM3030 Structural_PG 99-107_210815.pdf

SW#

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1. NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THE

ENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,

SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,

DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,

METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,

SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY

PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIR

PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY

CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTION

WITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR IS

SOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’S

CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’S

GENERAL LIABILITY INSURANCE POLICY.

2. ALL DRAWINGS AND SPECIFICATIONS ARE CONSIDERED TO BE A PART OF THE CONTRACT

DOCUMENTS. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND

COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF

CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

ARCHITECT PRIOR TO THE START OF CONSTRUCTION SO A CLARIFICATION CAN BE

ISSUED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY

CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN

EXPENSE AND AT NO EXPENSE TO THE OWNER, ARCHITECT, OR STRUCTURAL ENGINEER

OF RECORD. (SEOR)

3. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

4. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT

OF NEW WORK.

5. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

6. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

7. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

8. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

9. THE CONTRACT DOCUMENTS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE

CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE

AND SAFETY OF WORKMEN DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,

BUT NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION

EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL

ENGINEER SHALL NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND

DOES NOT IN ANY WAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE

ABOVE.

10. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

11. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

12. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

13. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,

TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE

BID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTING

CONDITIONS.

GENERAL

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2018

ASCE/SEI 7-16

ACI 318-14

AISC 360-16

AWS D1.1

AISI S100

NDS-18 AND SDPWS-15

2. RISK CATEGORY II

3. SEISMIC:

SEISMIC DESIGN CATEGORY D

IMPORTANCE FACTOR 1.0

SOIL CLASSIFICATION PER

GEOTECHNICAL REPORT D

SS 0.579 g S1 0.169 g Sds 0.516 g Sd1 0.255 g

SEISMIC FORCE RESISTING SYSTEM LIGHT-FRAMED WALLS SHEATHED

WITH WOOD PANELS

R 6.5 Cd 4.0

ΩO 3.0

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

BASE SHEAR, STRENGTH LEVEL V = CS x W = 0.079 x 31.4 = 2.48 KIPS,

4. WIND:

BASIC WIND SPEED 150 MPH

IMPORTANCE FACTOR 1.0

EXPOSURE CLASS D

MWFRS DESIGN PRESSURE 80 PSF STRENGTH LEVEL

NET ROOF UPLIFT PRESSURE 66 [LC: 0.9DL + 1.0WL]

C&C DESIGN PRESSURE PER APPLICABLE BUILDING CODE

5. LIVE LOADS:

TYPICAL FLOOR 100 PSF

TYPICAL ROOF 20 PSF

6. SNOW:

GROUND SNOW ZERO PSF

7. ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED

STRUCTURE IS PROVIDED BY SHEAR WALLS IN EACH ORTHOGONAL DIRECTION.

REFER TO PLANS FOR LOCATIONS. THE ROOF SHEATHING SERVES AS HORIZONTAL

DIAPHRAGM DISTRIBUTING THE LATERAL WIND AND SEISMIC FORCES TO THE

VERTICAL LATERAL ELEMENTS WHICH IN TURN CARRY THE LOAD TO THE BUILDING

FOUNDATIONS.

DESIGN CRITERIA AND LOADS

1. RESTROOM FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT

DATED JUNE 23, 2020 BY KOKUA GOEOTECH LLC. REPORT IS ON FILE WITH THE

ARCHITECT. COLUMBARIUM FOUNDATION DESIGN IS BASED ON THE

GEOTECHNICAL REPORT DATED MAY 21, 2012 BY GEOLABS, INC.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

FOOTINGS 3000 PSF

EQUIVALENT FLUID PRESSURE 40 PCF UNRESTRAINED WALLS

60 PCF RESTRAINED WALLS

ACTIVE PRESSURE 40 PSF/FT, DRAINED

AT REST PRESSURE 60 PSF/FT, DRAINED

PASSIVE PRESSURE 300 PSF/FT OF DEPTH

COEFFICIENT OF FRICTION 0.35

3. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED.

4. EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT

TO EXISTING STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINE

FOUNDATIONS, WALLS, SLABS, UTILITIES, ETC.

EARTHWORK

3. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. ALL

SPLICES SHALL BE CLASS 'B' AS DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT

GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTH (IN INCHES) AS FOLLOWS:

LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS, AND

A MINIMUM COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS, DIVIDE BY

1.3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 1'-0" OF

FRESH CONCRETE BELOW.

CAST-IN-PLACE CONCRETE

1. CONCRETE STRENGTHS SHALL CONFORM TO:

2. DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAY

STRENGTH OF 7000 PSI.

3. SLAB ON GRADE CONSTRUCTION:

LOCATE SAW CUT CONTROL JOINTS ALONG COLUMN LINES WITH INTERMEDIATE

JOINTS SPACED PER THE TABLE BELOW, UNO. SLAB PANELS SHALL HAVE A

MAXIMUM LENGTH TO WIDTH RATIO OF 1.5:1. PROVIDE ADDITIONAL CONTROL

JOINTS AT ALL RE-ENTRANT CORNERS.

4. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ASSURE

PROPER DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS,

NOTCHES, EDGES OF WALLS/GRADE BEAMS AND PIERS.

5. UNO, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS OR COLUMNS.

6. NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TO

ALL POURS.

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS.

ACCEPTABLE ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY

AND CONFIGURATION MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY

AND CONFIGURATION. ANY ALTERNATES ARE TO BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW. INSTALL IN ACCORDANCE WITH

MANUFACTURER’S WRITTEN INSTRUCTIONS. BELOW SUMMARIZES EACH ANCHOR

TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

EXPANSION ANCHORS

THREADED SCREW ANCHORS

3. ADHESIVE ANCHORS: SHALL CONSIST OF DEFORMED REINFORCING BARS OR

ASTM A193 GRADE B7 RODS, HEAVY DUTY NUTS AND WASHERS AND A TWO

COMPONENT STRUCTURAL ADHESIVE. WHERE ANCHORING INTO HOLLOW

MASONRY, A SCREEN TUBE SHALL BE PROVIDED.

STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO ASTM STANDARDS AS NOTED BELOW:

WIDE FLANGE SHAPES ASTM A992 Fy = 50 KSI OTHER ROLLED SHAPES ASTM A36 Fy = 36 KSI PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI HSS SECTIONS, SQ/RECT ASTM A500, GR B Fy = 46 KSI BASE AND CONNECTION PLATES ASTM A36 Fy = 36 KSI ANCHOR RODS ASTM F1554, GR 36 Fy = 36 KSI HIGH STRENGTH BOLTS ASTM F3125, GR A325 Fv = 120 KSI HIGH STRENGTH TWIST-OFF BOLTS ASTM F3125, GR F1852 Fv = 120 KSI

HEAVY HEX NUTS ASTM A563

WASHERS ASTM F436

ELECTRODES FOR ARC WELDING AWS 5.1, E70XX

2. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH AISC

“SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”.

REFER TO DETAILS FOR BOLT SIZE AND MATERIAL ASTM DESIGNATION.

3. USE TENSION-CONTROL, “TWIST-OFF”, BOLTS FOR ALL HIGH STRENGTH BOLTS

REQUIRING FULL TENSION AS INDICATED ON THE DRAWINGS.

4. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM F3125, GRADE A325N, UNO.

5. STANDARD BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER IN DIAMETER THAN

NOMINAL SIZE OF BOLT USED, UNO.

6. BOLTS IN SLOTTED HOLES SHALL BE LOCATED IN THE CENTER OF THE HOLE

AFTER FIELD ASSEMBLY IS COMPLETE, UNLESS DETAILED OTHERWISE.

7. WELD LENGTHS INDICATED ON THE DRAWINGS ARE THE NET EFFECTIVE LENGTH

REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE,

USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360, SECTION J2.4

8. FIELD CONNECTIONS SHALL BE WELDED OR BOLTED. SHOP CONNECTIONS SHALL

BE WELDED, UNO. WELDS INDICATED WITH A SHOP WELD SYMBOL MAY BE MADE

IN THE FIELD WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. LOCATIONS

OF ALL FIELD WELDS SHALL BE CLEARLY SHOWN ON THE SHOP DRAWINGS.

WELDS SHALL BE DESIGNED TO BE FULLY EQUIVALENT IN STRENGTH TO BOLTED

CONNECTIONS DETAILED TO MINIMIZE BENDING IN THE CONNECTION.

9. REFER TO DRAWINGS FOR DETAIL OF DECK OPENINGS. REFER TO

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, ETC. FOR EXACT

SIZE, LOCATION, AND COUNT OF REQUIRED OPENINGS.

10. CUTS, HOLES, OPENINGS, ETC., REQUIRED IN STRUCTURAL STEEL MEMBERS FOR

THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS.

BURNING OF HOLES AND CUTS IN THE FIELD SHALL NOT BE ALLOWED, EXCEPT BY

WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER. NO HOLES SHALL

BE CUT IN STRUCTURAL STEEL BY OTHER TRADES UNLESS SHOWN ON

STRUCTURAL DRAWINGS OR APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER.

COLD-FORMED STEEL FRAMING (CFSF) SYSTEM

1. COLD-FORMED STRUCTURAL STUDS SHALL CONFORM TO THE FOLLOWING

STANDARDS:

ROLLED SECTIONS, CONNECTION MATERIAL, AND STIFFENER PLATES

18 GAUGE AND THINNER ASTM A653, GR 33 Fy = 33 KSI 16 GAUGE AND THICKER ASTM A653, GR 50 Fy = 50 KSI

CONNECTION MATERIAL >3/16" ASTM A36 Fy = 36 KSI ANCHOR RODS ASTM F1554, GR 36 Fy = 36 KSI BOLTS ASTM A307 Fv = 10 KSI

HOT-DIP COATING ASTM A924, G60

ELECTRO-PLATE COATING ASTM A591

ALUMINUM-ZINC COATING ASTM A792, GR 40

INSTALLATION ASTM C955 AND ASTM C1007

ELECTRODES FOR ARC WELDING AWS 5.1, E60XX

2. STRUCTURAL CFSF IS PERFORMANCE SPECIFIED. DESIGN INFORMATION

INCLUDED IN THESE DOCUMENTS IS TO BE CONSIDERED A GUIDELINE FOR

BIDDING PURPOSES ONLY. STUD DEPTH IS REQUIRED TO MEET THOSE INDICATED

ON THE PLANS. CONNECTION DETAILS ARE ONLY AN INDICATION OF SUGGESTED

SUPPORT AND SLIP JOINT ORIENTATION. GAUGE, SECTION, MATERIAL, BRACING,

CONNECTIONS, STIFFENERS, AND SIMILAR DETAILS ARE THE RESPONSIBILITY OF

THE MANUFACTURER BASED ON LOADS GIVEN ON THE PLANS AND

SPECIFICATIONS.

3. PROVIDE TRACKS, BLOCKING, HEADERS, CLIP ANGLES, BRIDGING, SHOES,

REINFORCEMENTS, FASTENERS AND ACCESSORIES TO PROVIDE A COMPLETE

STEEL FRAME SYSTEM IN ACCORDANCE WITH MANUFACTURER’S

RECOMMENDATIONS.

4. TRACK SHALL BE THE SAME SIZE AND GAUGE AS THE STUD.

5. UNIFORM BEARING SURFACE SHALL BE PROVIDED WITH A MAXIMUM 1/4 INCH GAP

BETWEEN BOTTOM TRACK AND THE FOUNDATION OR SLAB. IT SHALL BE

ACCOMPLISHED BY THE USE OF LOAD BEARING SHIMS AND/OR GROUT PROVIDED

BETWEEN THE UNDERSIDE OF THE WALL BOTTOM TRACK AND THE TOP OF THE

FOUNDATION OR SLAB AT EACH STUD.

6. UNLESS OTHERWISE NOTED, ATTACH MATERIALS BY BOLTING OR SCREW

FASTENERS.

A. SCREW CONNECTIONS:

1) SCREWS LARGER THAN SPECIFIED MAY BE USED, PROVIDED THE

MINIMUM SPACING AND EDGE DISTANCE REQUIREMENTS ARE MET.

2) SCREWS SHALL BE FULLY DRIVEN AND HAVE A MINIMUM PENETRATION

OF THREE THREADS THROUGH THE LAST MATERIAL JOINED.

3) SCREWS SHALL HAVE A PROTECTIVE COATING COMPLYING WITH

RECOGNIZED DESIGN STANDARDS FOR THE PROJECT ENVIRONMENTAL

CONDITIONS.

B. BOLT CONNECTIONS:

1) BOLTS SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM A307 AND

SHALL BE INSTALLED WITH NUTS AND WASHERS AT SPACING PER

RECOGNIZED DESIGN STANDARD.

7. UNLESS INDICATED OTHERWISE ON THE DRAWINGS OR IN SHEAR WALL PANELS,

FASTEN GYPSUM BOARD WITH #6 x 1” BUGLE HEAD SCREWS AT 12” OC AT ALL

SUPPORTS AND EDGES.

8. WEB CRIPPLING BASED ON MINIMUM 10” UNPUNCHED STEEL AT BOTH ENDS.

WOOD

1. SHEATHING

A. SHALL CONFORM TO:

ROOF SHEATHING, FLAT 5/8" THICK; 24/16 APA SPAN RATING

SHEAR WALL SHEATHING SEE SHEAR WALL SCHEDULE

WALL SHEATHING 1/2" THICK

B. REFER TO TYPICAL DETAILS AND WALL SCHEDULES FOR FASTENING

REQUIREMENTS. WHERE NOT NOTED, PROVIDE 6d NAILS AT 6” OC ALONG ALL

EDGES AND AT 12” OC AT INTERMEDIATE SUPPORTS.

C. ALL SHEATHING WHICH IS EXPOSED TO OUTDOOR APPLICATIONS SHALL BE

EXTERIOR TYPE. SHEATHING EXPOSED TO WEATHER ONLY DURING

CONSTRUCTION SHALL BE EXPOSURE 1. ALL WOOD STRUCTURAL PANELS SHALL

CONFORM TO 2303.1.4 AND WHEN USED IN HORIZONTAL DIAPHRAGM AND

VERTICAL SHEAR WALLS SHALL BE FIVE-PLY MINIMUM.

D. WHERE ORIENTED STRAND BOARD SHEATHING IS USED HORIZONTALLY, REMOVE

AND REPLACE IF SHEATHING REMAINS WET FOR EXTENDED PERIODS OF TIME

WHEREBY REDUCING THE STIFFNESS.

BAR

SIZE

#3

OTHER

TOP

3000 PSI CONCRETE

OTHER

TOP

4000 PSI CONCRETE

#4 29 38 25 33

#5 36 47 31 41

#6 43 56 37 49

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CONCRETE HILTI KWIK BOLT TZ [ESR-1917]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CONCRETE DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

HILTI KWIK HUS-EZ [ESR-3027]

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CONCRETE

DEWALT AC 200+ [ESR-4027]

SIMPSON SET-3G [ESR-4057]

HILTI HIT-HY 200 [ESR-3187]

INTENDED USE

28-DAY

STRENGTH (PSI)

MAX W/C

RATIO

A/E SLUMP

FOOTINGS

FOUNDATIONS

SLAB-ON-GRADE

UNLESS NOTED OTHERWISE

0.45

0.5

0.45

0.45

N/A

N/A

N/A

N/A

1"-4"

4"-6"

1"-4"

1"-4"

THICKNESS

(IN)

MAX JOINT

SPACING (FT)

5 13

6 15

15. SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

16. SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS AND

SPECIFICATIONS.

REINFORCING STEEL

1. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL

CONFORMING TO THE FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR60 Fy = 60 KSI WELDED WIRE REINFORCING ASTM A1064 Fy = 65 KSI

2. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE

OUTERMOST REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2"

#5 BARS OR SMALLER 1 1/2"

STRUCTURAL SYMBOL LIST

NOT ALL SYMBOLS MAY APPLY

SYMBOL: DESCRIPTION:

FLOOR OPENING

SLAB DEPRESSION

REVISION TRIANGLE - NUMBER

INDICATES REVISION NUMBER

TOP OF STEEL FRAMING ELEVATION

ABOVE ELEVATION +0' - 0"

BEAM BEARING ON COLUMN

COLUMN BEARING ON BEAM

COLUMN BEARING ON CONCRETE PIER

SHEAR WALL CALLOUT

STEP IN FOOTING

(+16' - 3")

-1"

SHEAR WALL HOLDOWN, TYP

SHEAR WALL LENGTH, TYP

S

STRUCTURAL ABBREVIATION KEY

WWR

VERT

UNO

TYP

TEMP

T&B

STIFF

SIM

REQD

REINF

R

PSI

PSF

PCF

OH

OC

NTS

NIC

MIN

MECH

MAX

LLV

LLH

LL

LB

K, KIP

INT

IN

HORIZ

GALV

f'c

EXT

EXP

(E)

EW

EQUIP

EQ

ELEC

EL

EF

EA

DL

CONT

CONC

CMU

CLR

CFSF

BP

B.O.

ARCH

EOD

VIF

VWA

WELDED WIRE REINFORCING

VERTICAL

UNLESS NOTED OTHERWISE

TYPICAL

TEMPERATURE

TOP AND BOTTOM

STIFFENER

SIMILAR

REQUIRED

REINFORCING, -MENT, -ED

RADIUS

POUNDS PER SQUARE INCH

POUNDS PER SQUARE FOOT

POUNDS PER CUBIC FOOT

OPPOSITE HAND

ON CENTER

NOT TO SCALE

NOT IN CONTRACT

MINIMUM

MECHANICAL

MAXIMUM

LONG LEG VERTICAL

LONG LEG HORIZONTAL

LIVE LOAD

POUND

KILOPOUND (1,000 POUNDS)

INTERIOR

INCH

HORIZONTAL

GALVANIZED

CONCRETE COMPRESSIVE STRENGTH

EXTERIOR

EXPANSION

EXISTING

EACH WAY

EQUIPMENT

EQUAL

ELECTRICAL

ELEVATION

EACH FACE

EACH

DEAD LOAD

CONTINUOUS

CONCRETE

CONCRETE MASONRY UNIT

CLEAR

COLD FORM STEEL FRAMING

BASE PLATE

BOTTOM OF

ARCHITECT, -URE, -URAL

DIAMETER

AT

NUMBER OR POUNDS

EDGE OF DECK

DEGREE

VERIFY IN FIELD

VERIFY WITH ARCHITECTURAL DRAWINGS

bf BEAM FLANGE WIDTH

LSV

LSH

LONG SIDE VERTICAL

LONG SIDE HORIZONTAL

Ø

ABBR: DESCRIPTION:

BOTT BOTTOM

CL CENTERLINE

DIA DIAMETER

DIM DIMENSION

GA GAGE OR GAUGE

HSB HIGH STRENGTH BOLT

LONG LONGITUDINAL

PLF POUNDS PER LINEAR FOOT

SP SPACE(S)

SPEC SPECIFICATION(S)

W/ WITH

B.N. BOUNDARY NAILING

E.N. EDGE NAILING

F.N. FIELD NAILING

T.O. TOP OF

FOUNDATION PREPARATION

CONCRETE AND CONCRETE PLACEMENT

VERIFY MATERIALS BELOW SHALLOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

REVIEW OF PROPOSED MIX DESIGN AND SUPPORTING TEST RESULTS.

X

X

X

X

XINSPECTION OF FABRICATORS AND DURING FABRICATION.

INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT.

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

REFERENCED

STANDARD

IBC

REFERENCE

X

VERIFYING USE OF REQUIRED DESIGN MIX. X ACI 318: CH. 19, 26.4.3, 26.4.4

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

ASTM C172, ASTM C31,

ACI 318: 26.4, 26.12

X

INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. ACI 318: 26.5

INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

X

ACI 318: 26.5.3 - 26.5.5X

1904.1, 1904.2, 1908.2, 1908.3

1908.10

1908.6, 1908.7, 1908.8

1908.9

VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. X

PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT THE SITE HAS BEEN PROPERLY PREPARED.

1704.2

1908.4ACI 318: Ch. 20, 25.2, 25.3,

26.6.1 - 26.6.3

XINSPECT ANCHORS CAST IN CONCRETE.

X

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X ACI 318: 26.11.1.2(b)

ACI 318: 17.8.2

X ACI 318: 17.8.2.4

STEEL DECK

SDI - QA / QC STANDARD FOR STEEL DECK INSTALLATION

INSPECTION TASKS PRIOR TO DECK PLACEMENT

DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES

VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH CONSTRUCTION DOCUMENTS, INCLUDING

PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS

INSPECTION ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN ROW ABOVE. X ACI 318: 17.8.2

O - OBSERVE THESE ITEMS ON AN INTERMITTENT BASIS

P - PERFORM THESE TASKS PRIOR TO FINAL ACCEPTANCE FOR EACH ITEM OR ELEMENT.

INSPECTION TASKS AFTER DECK PLACEMENT

VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION DOCUMENTS

VERIFY COMPLIANCE OF DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH THE

CONSTRUCTION DOCUMENTS

DOCUMENTS ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES

INSPECTION TASKS PRIOR TO MECHANICAL FASTENING

MANUFACTURER INSTALLATION INSTRUCTIONS ARE AVAILABLE FOR MECHANICAL FASTENERS

PROPER TOOLS ARE AVAILABLE FOR FASTENERS INSTALLATION

PROPER STORAGE FOR MECHANICAL FASTENERS

INSPECTION TASKS DURING MECHANICAL FASTENING

FASTENERS ARE POSITIONED AS REQUIRED

FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS

INSPECTION TASKS AFTER MECHANICAL FASTENING

CHECKING SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS

CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS

CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS

VERIFY REPAIR ACTIVITIES

DOCUMENTS ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS

INSPECTION TASKS FOR SEISMIC RESISTANCE

FOR STRUCTURES IN SEISMIC DESIGN CATEGORY C, D, E, OR F, INSPECT DIAPHRAGMS THAT ARE PART OF THE SEISMIC LOAD RESISTING SYSTEM

P

P

P

P

PP

O

O

O

O

O

P

P

P

P

P

P

STRUCTURAL COMPONENT TESTING AND INSPECTION

1. THE FOLLOWING TESTING AND INSPECTION OF STRUCTURAL COMPONENTS IS REQUIRED AS DETAILED IN CHAPTER 17 OF THE 2018 INTERNATIONAL BUILDING CODE (IBC) AND PROJECT SPECIFICATIONS.

2. SEE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL SPECIFICATIONS FOR TESTING AND INSPECTION REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. WORK PERFORMED ON THE PREMISES OF A FABRICATOR APPROVED BY THE BUILDING OFFICIAL PER SECTION 1704.2.5.1 OF CHAPTER 17 OF THE 2018 INTERNATIONAL BUILDING CODE NEED NOT BE TESTED AND INSPECTED PER THE TABLE BELOW. THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS TO THE BUILDING OFFICIAL AND THE ARCHITECT AND ENGINEER OF RECORD.

DUTIES OF THE SPECIAL INSPECTION AGENCY (IBC CHAPTER 17):

A. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER, THE ARCHITECT AND THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF WORK. THE TABLE BELOW SHALL SERVE AS A GUIDELINE FOR THE SCOPE OF THE TESTING AND INSPECTION PROGRAM.

B. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND INSPECTION PROGRAM.

C. FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE OWNER, THE ARCHITECT, THE ENGINEER OF RECORD AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE COMPLETED AND

FURNISHED WITHIN 48 HOURS OF INSPECTED WORK.

D. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION AGENCY'S KNOWLEDGE, IN CONFORMANCE WITH THE

APPROVED PLANS AND SPECIFICATIONS.

WELDING PROCEDURE SPECIFICATIONS (WPSS) AVAILABLE P

AISC 360 - CHAPTER N: STRUCTURAL STEEL QUALITY ASSURANCE

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT MEMBER.

INSPECTION TASKS PRIOR TO WELDING

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P

MATERIAL IDENTIFICATION (TYPE / GRADE) O

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

• BACKING TYPE AND FIT (IF APPLICABLE)

O

CONFIGURATION AND FINISH OF ACCESS HOLES O

O

INSPECTION TASKS DURING WELDING

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

O

O

NO WELDING OVER CRACKED TACK WELDS O

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

O

WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE / FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN. / MAX.)

• PROPER POSITION (F,V,H,OH)

O

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

O

INSPECTION TASKS AFTER WELDING

WELDS CLEANED O

SIZE, LENGTH, AND LOCATION OF WELDS P

WELDS MEETS VISUAL ACCEPTANCE CRITERIA

• CRACK PROHIBITION

• WELD / BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

P

ARC STRIKES P

K-AREA: WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 INCHES OF THE WELD

P

BACKING REMOVED AND WELD TABS REMOVED AND FINISHED (IF REQUIRED) P

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P

REPAIR ACTIVITIES P

FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BIDDING DOCUMENTSOffice of Design and Construction

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Mechanical, Electrical, Technology & Structural

Engineering:

IMEG, Inc.

623 26th Avenue

Rock Island, IL 61201

(309) 788-0673

Wade Ross

BIDDING DOCUMENTS

Irrigation Engineering:

EC Design Group, Ltd

400 5th St.

West Des Moines, IA 50265

(515)225-6365

Erik Christiansen

Cost Estimating, Scheduling, Value Engineering:

Leland Saylor Associates

1777 Oakland Blvd #103

Walnut Creek, CA 94596

(310)207-6900

Tommy Vest

Geotechnical Engineering:

Kokua Geotech, LLC.

94-974 Pakela St. Suite 109

Waipahu, HI 96797

(808)397-6974

Tim (Xiaobin) Lin

Project Director

BASE BID

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STRUCTURAL GENERAL NOTES

HONOLULU, HAWAII

899CM3030

JULY 15, 2021 JOHGOE PRIPAN

15785

NMCP

GRAVESITE EXPANSION AND

CEMETERY IMPROVEMENTS

S-001 99 138Revisions: Date:

SW2

(13' - 0")

S W

(3

SW1

(7' - 6")

SW1

(7' - 6")

OPEN-GRADED GRAVEL

VAPOR RETARDER - SEE SPECS

NOTES:

1. REFERENCE SPECIFICATIONS FOR MATERIAL AND COMPACTION REQUIREMENTS.

2. COMPACT ALL FILL MATERIAL TO 90% OF THE MAXIMUM DRY DENSITY PER ASTM D1557.

3. VAPOR RETARDER TO MEET ASTM E1745, CLASS A AND BE NOT LESS THAN 15 MILS THICK.

4. SCARIFY THE SUBGRADE SOILS TO A DEPTH OF 10 INCHES, MOISTURE CONDITION THE

SOILS TO AT LEAST 2% ABOVE THE OPTIMUM MOISTURE CONTENT AND COMPACT TO A

MINIMUM 90% RELATIVE COMPACTION.

SLAB ON GRADE - SEE PLAN

REINFORCING - SEE PLAN

/3 t)

S E

E P

L A

N T

H

IC

K N

E S

S t)

STRUCTURAL FILL MATERIAL

SUBGRADE - NOTE 4

SAWCUT JOINT WITHIN

24 HOURS OF CONCRETE

PLACEMENT

SLAB ON GRADE

SEE PLAN

t/

M

IN

IM

U

M

1/4"

S E

E P

L A

N T

H

IC

K N

E S

S t)

NOTE:

1. SEE CAST-IN-PLACE CONCRETE GENERAL NOTES

CONCERNING LOCATION OF JOINTS.

S E

E P

L A

N T

H

IC

K N

E S

S

TOOLED RADIUS

2' - 6"

#4 @ 18" OC

C L R 1' - 0"

#4 CONT @ 12" OC

GRADE

M

IN

SLAB ON GRADE

SEE PLAN

STEEL COLUMN

SEE PLAN

2' - 0"

SEE PLAN SEE PLAN

S E

E P

L A

N T

H

IC

K N

E S

S

A.1A

#4 STIRRUPS @ 18" OC

#4 SIDE BAR, EACH FACE

(3) #4 CONT TOP

AND BOTTOM

GRADE

SLAB - SEE PLAN

#10 SCREW EACH

FLANGE, TYP

BOTTOM TRACK

TYPICAL

STUDS - SEE

PLAN FOR

SPACING

DOUBLE

STUDS AT

OPENING, TYP

CONCRETE

CURB

A B

/4

/8

4" SLAB ON GRADE

REINFORCED WITH 6x6 -

W1.4xW1.4 WWR

A.1

H SS4x4x1/4BP1

H SS4x4x1/4

BP1

3 3/8" 6 5/8"

14' - 6"

NOTES:

1. SEE 2 AND 3/SB101 FOR TYPICAL SLAB ON GRADE CONSTRUCTION DETAILS.

2. CF2.0 INDICATES 2'-0" WIDE x 2'-0" DEEP CONTINUOUS FOOTING. 5/SB101 FOR MORE

INFORMATION.

3. BP1 INDICATES BASE PLATE. SEE 1/SF102.

4. SLOPE FLOOR SLAB TO FLOOR DRAINS, COORDINATE WITH ARCH AND MECH DRAWINGS.

5. SEE SB101 FOR SHEAR WALL AND HOLDOWN SCHEDULES.

6. AT DOOR OPENINGS, HOLD CURB BACK 3" FOR CFSF WALL STUDS TO EXTEND TO SLAB

ON GRADE. COORDINATE DOOR OPENING LOCATIONS WITH ARCH. SEE 6/SB101 FOR

MORE INFORMATION.

7. COORDINATE CONCRETE CURB LOCATIONS WITH ARCH DRAWINGS.

KEYNOTES:

1. HSS5x5x5/16 WITH 3/16" CAP PLATE. T.O. COLUMN IS ( +6' - 2"). SEE 12/SB101 FOR BOTTOM

CONNECTION. CFSF CONNECTION TO COLUMN BY CFSF DESIGNER.

2. HSS5x5x5/16 WITH 3/16" CAP PLATE. T.O. COLUMN IS ( +6' - 8"). SEE 12/SB101 FOR BOTTOM

CONNECTION. CFSF CONNECTION TO COLUMN BY CFSF DESIGNER.

T.O. SLAB EL (+0' - 0")

T.O. SLAB

EL (+0' - 0")

T.O. SLAB

EL (+0' - 0 5/8")

SB101

SB101

EXPOSED CONCRETE

SLAB TO SLOPE AS

INDICATED BY SLOPE

ARROWS, TYP

SB101

SB101

TYP

SB101

TYP

/8

W A

L L

SB101

SB101

C F

.0

3"

/4

2' - 0"

1' - 5 3/4"

?1 ?1

?1

?1

?1?1

?1

EL ( -0' - 1")

T.O. SLAB

EL ( +0' - 0")

T.O. SLAB

EL ( +0' - 0")

T.O. SLAB

EL ( +0' - 1")

T.O. SLAB

EL ( +0' - 0")

T.O. SLAB

EL ( -0' - 1")

T.O. SLAB

/8

C F

.0

8" WALL

SB101

STEP FOOTING UP AT

INTERIOR FOOTING, TYP

SB101

SIM

S

S

STEEL STUD WALL

SEE PLAN

SLAB ON GRADE

SEE PLAN

AT SHEAR WALLS, SEE SCHEDULE

FOR BOTTOM TRACK ATTACHMENT.

AT BEARING WALLS, PROVIDE HILTI X-

U 0.145"Ø POWDER ACTUATED

FASTENER WITH 1 1/4" EMBED @ 8" OC

(1) #10 TEK SCREW

EACH SIDE

NOTES:

1. CENTER THICKENED SLAB ABOUT WALL. SEE

ARCHITECTURAL DRAWINGS FOR WALL LOCATIONS.

6"

CONCRETE CURB

T Y

P

2' - 0"

#4 STIRRUPS @ 18" OC

#4 SIDE BAR, EACH FACE

(3) #4 CONT TOP

AND BOTTOM

#4 DOWELS CENTERED IN

CURB @ 18" OC. PROVIDE

180 DEG HOOK ON TOP

(2) #4 CONT

S E

E P

L A

N T

H

IC

K N

E S

S

C L R

M

IN

6 5/8"

CONCRETE

CURB

STEEL STUD WALL

SEE PLAN

AT SHEAR WALLS, SEE SCHEDULE FOR

BOTTOM TRACK ATTACHMENT. AT

BEARING WALLS, PROVIDE HILTI X-U

0.145"Ø POWDER ACTUATED

FASTENER WITH 1 1/4" EMBED @ 8" OC

(1) #10 TEK SCREW

EACH SIDE

NOTES:

1. SEE 4/SB101 FOR ADDITIONAL INFORMATION.

2. T.O. LEDGE TO BE 2" TO 3" ABOVE GRADE.

SEE ARCH.

#4 DOWELS CENTERED IN

CURB @ 18" OC. PROVIDE

180 DEG HOOK ON TOP

(2) #4 CONT

A T

S

IM

GRADE

EL (NOTE 2)

T.O. LEDGE

3 1/2"

1' - 0"

S E

E P

L A

N T

H

IC

K N

E S

S

C L R

1' - 0"

2" CLREL ( +1' - 11 1/2" )

T.O. WALL 3 1/2" SEE PLAN

#4 @ 12" OC

(3) #4 CONT

NOTES:

1. SEE 4/SB101 FOR ADDITIONAL INFORMATION.

2. T.O. LEDGE TO BE 2" TO 3" ABOVE GRADE. SEE CIVIL.

GRADE

EL ( NOTE 2)

T.O. LEDGE

S E

E P

L A

N T

H

IC

K N

E S

S

C L R

1' - 0"

EL ( +1' - 11 1/2" )

T.O. WALL

#4 @ 12" OC

(3) #4 CONT

NOTES:

1. SEE 4/SB101 FOR ADDITIONAL INFORMATION.

2. T.O. LEDGE TO BE 2" TO 3" ABOVE GRADE. SEE CIVIL.

2" CLR

B

SEE PLAN

M

IN

GRADE

3 1/2"

EL (NOTE 2)

T.O. LEDGE

BACK TO BACK

BRACE FRAME END

POST- SEE PLAN

HOLD DOWN

SEE SCHEDULE

BOTTOM TRACKT.O. SLAB OR

CURB

HOLDOWN ANCHOR

SEE SCHEDULE

S-111

CONCRETE

CURB WHERE

SHOWN

OPENING

NOTE:

1. ANCHOR EMBEDMENT IS IN SLAB / FOOTING. CONCRETE CURB DOES NOT

APPLY FOR EMBEDMENT DEPTH.

P E

R S

C H

E D

U L E

A N

C H

O R

E M

B E

D M

E N

T

S E

E P

L A

N T

H

IC

K N

E S

S

C L R

1' - 0"

M

IN

6 5/8"

CONCRETE

CURB

STEEL COLUMN

SEE PLAN

SEE DETAIL 4/SB101

FOR REMAINDER OF

INFORMATION

(3) #4 CONT

PL3/4"x6 5/8 x 0'-10"

(2) #4 DOWELS (A706) AT

EACH SIDE @ 8" OC

CENTERED ON PLATE.

PROVIDE 180 DEG HOOK

ON BOTTOM. FULL PEN

WELD TO PLATE.

SEE PLAN

1/4

(2) #4 DOWELS AT EACH FACE

@ 8" OC CENTERED ON

COLUMN. PROVIDE 180 DEG

HOOK ON TOP

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BIDDING DOCUMENTSOffice of Design and Construction

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Mechanical, Electrical, Technology & Structural

Engineering:

IMEG, Inc.

623 26th Avenue

Rock Island, IL 61201

(309) 788-0673

Wade Ross

BIDDING DOCUMENTS

Irrigation Engineering:

EC Design Group, Ltd

400 5th St.

West Des Moines, IA 50265

(515)225-6365

Erik Christiansen

Cost Estimating, Scheduling, Value Engineering:

Leland Saylor Associates

1777 Oakland Blvd #103

Walnut Creek, CA 94596

(310)207-6900

Tommy Vest

Geotechnical Engineering:

Kokua Geotech, LLC.

94-974 Pakela St. Suite 109

Waipahu, HI 96797

(808)397-6974

Tim (Xiaobin) Lin

Project Director

BASE BID

Dwg of

C R e v it L o c a l F ile s \S

.1

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IF

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T

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RESTROOM BUILDING

FOUNDATION PLAN - STRUCTURAL

HONOLULU, HAWAII

899CM3030

JULY 15, 2021 JOHGOE PRIPAN

15785

NMCP

GRAVESITE EXPANSION AND

CEMETERY IMPROVEMENTS

SB101

3/4" = 1'-0"

TYPICAL SLAB SECTION

2 3/4" = 1'-0"

TYPICAL CONTROL JOINT

3 3/4" = 1'-0"

TYPICAL EDGE OF SLAB DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

5 3/4" = 1'-0"

BEARING WALL TRACK ANCHORAGE DETAIL

N O R

HT

1/4" = 1'-0"1

RESTROOM BUILDING - FOUNDATION PLAN

3/4" = 1'-0"

FOUNDATION DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

10 3/4" = 1'-0"

FOUNDATION DETAIL

1" = 1'-0"

HOLDOWN ANCHORAGE DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

NO SPRINKLERS

100 138Revisions: Date: 137

CFSF JOIST - SEE PLAN

SHEATHING

SEE PLAN

#12 SCREW @ 6" OC.

SHEATHING TO BLOCKING AND

BLOCKING TO TOP TRACK

STEEL STUD WALL

SEE PLAN

SEE PLAN

16 GA FULL

DEPTH BLOCKING

CFSF JOIST, TYP

SHEATHING

SEE PLAN

STEEL STUD WALL

SEE PLAN

SEE PLAN

OUTRIGGER

SEE PLAN

#12 SCREW @ 6" OC.

SHEATHING TO BLOCKING AND

BLOCKING TO TOP TRACK

16 GA FULL

DEPTH BLOCKING

A B

2' - 3" 14' - 6" 2' - 3"

/8

/4

/8

A.1

H

H1

H

H

H

H1

HSS6x6x3/8

6" CFSF JOISTS

@ 16" OC

EL ( +9' - 0" )

T.O. WALL

6" CFSF JOISTS

@ 16" OC

SF102

SF101

SF101

SF101

SF101

SF101

SF1013

SF101

SF101

NOTES:

1. ROOF SHEATHING IS 5/8" PLYWOOD, UNO. SEE 3/SF102 FOR FASTENING REQUIREMENTS.

2. EXTERIOR WALL SYSTEM: 6" CFSF @ 16" OC (MAX). FINAL DESIGN BY CFSF DESIGNER. SEE

GENERAL NOTES AND SPECIFICATIONS FOR MORE INFORMATION.

3. H1 AND H2 INDICATE CFSF HEADER IN WALL OPENING. FINAL DESIGN BY CFSF DESIGNER.

SEE GENERAL NOTES AND SPECIFICATIONS FOR MORE INFORMATION.

6" CFSF

OUTRIGGERS

@ 16" OC

6" CFSF

OUTRIGGERS

@ 16" OC

6" CFSF

OUTRIGGERS

@ 16" OC

6 5/8"

1"

12"

ROOF SLOPE

KEYNOTES:

1. SKYLIGHT - COORDINATE SIZE AND LOCATION WITH ARCH.

2. CFSF BLOCKING FOR TOILET PARTITION SUPPORT. GC TO PROVIDE LOADS FROM SELECTED PARTITION SUPPLIER FOR CFSF DESIGNER. COORDINATE QUANTITY AND LOCATION WITH ARCH LAYOUT AND

PARTITION SUPPLIER. PARTITION SUPPORT CONNECTION TO CFSF BLOCKING BY GC.

3. ROOF FRAMING CONCEPT SHOWN REQUIRES EDGE TRACK FRAMING TO SUPPORT OUTRIGGERS OVER

WING WALL. CFSF DESIGNER TO ADJUST FRAMING LAYOUT AS NEEDED FOR THEIR DESIGN.

4. CFSF DESIGNER TO INCLUDE STONE CAP WEIGHT IN DESIGN OF WING WALL STUDS. COORDINATE

WEIGHT OF CAP WITH SUPPLIER.

SPACE CFSF AT 18" OC

AT SKYLIGHT. REDUCE

ADJACENT SPACING FOR

AVERAGE OF 16" OC

SPACE CFSF AT 18" OC

AT SKYLIGHT. REDUCE

ADJACENT SPACING FOR

AVERAGE OF 16" OC

6" CFSF

OUTRIGGERS

@ 16" OC

( +10' - 7 7/16")

TYP

HOLDOWN SCHEDULE

NOTES:

1. BASIS OF DESIGN IS SIMPSON STRONG-TIE. SUBSTITUTIONS REQUIRE WRITTEN AUTHORIZATION FROM STRUCTURAL ENGINEER.

2. SEE FOR DETAILS.

MARK MODEL NO. SCREW

CONNECTION

TO POST

HOLDOWN

POST

ANCHOR ROD

DIAMETER

(IN)

MATERIAL

EMBEDMENT

"E" (IN)

S/HD8S (17) #14 (2) 600S162-54 7/8" F1554 - GR36 10"

REMARKS

SB101

COLD FORM SHEAR WALL SCHEDULE

NOTES:

1. SHEATHING SHALL BE PLYWOOD ONLY.

2. SEE SF102 FOR TYPICAL SHEAR WALL CONSTRUCTION DETAILS.

3. ALL PANEL EDGES ARE TO BE BLOCKED. EDGE BLOCKING TO BE PROVIDED BY THE COLD FORM SUPPLIER.

4. SEE PLAN FOR HOLDOWN ANCHOR AND POST SIZE.

5. USE #10 SCREW IF STUDS ARE 16 GAUGE OR THICKER.

6. WALL BOTTOM TRACK TO HAVE 1 1/4" LEG AND MATCH GAUGE OF STUDS.

MARK

THICKNESS

GRADE SPAN

RATING

APA RATED SHEATHING

PANEL FASTENER SIZE

AND SPACING

SIZE EDGE FIELD

FRAMING SIZE

AT ADJOINING

PANEL

EDGES, MIN

BOTTOM TRACK

ANCHORS AT CONCRETE

SIZE AND

SPACING

EMBEDMENT

(IN)

REMARKSALLOWABLE

SHEAR

CAPACITY

(PLF)

1/2" NOMINAL STRUCTURAL 1 32/16 700 1 1/2" HILTI X-U PAF @ 6" OC 1 1/4" -

1/2" NOMINAL STRUCTURAL 1 32/16 500 1 1/2" (1) HILTI X-U PAF @ 8" OC 1 1/4" -

HILTI X-PN 37 G3 MX @ 4" 12"

HILTI X-PN 37 G3 MX @ 6" 12"

EL (SEE PLAN)

T.O. STEEL

STEEL BEAM

SEE PLAN

SHEATHING

SEE PLAN

CFSF JOIST

SEE PLAN

CONT TRACK. SIZE AND

ATTACHMENTS BY CFSF

DESIGNER

SEE PLAN

OUTRIGGER

SEE PLAN

NOTE:

1. HSS IS ROTATED WITH ROOF SLOPE (1 V TO 12 H).

FLAT STRAP ON TOP AND

BOTTOM - AS NEEDED BY

CFSF DESIGNER

SHEATHING

SEE PLAN

#12 SCREW @ 6" OC.

SHEATHING TO BLOCKING AND

BLOCKING TO TOP TRACK

CFSF JOIST

SEE PLAN

STEEL STUD WALL

SEE PLAN

16 GA FULL

DEPTH BLOCKING

SHEATHING

SEE PLAN

#12 SCREW @ 6" OC

SHEATHING TO JOIST AND

JOIST TO TOP TRACK

CFSF JOIST

SEE PLAN

STEEL STUD WALL

SEE PLAN

CONNECTION BY

CFSF DESIGNER

CFSF JOIST

SEE PLAN

BLOCKING AS

NEEDED

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BIDDING DOCUMENTSOffice of Design and Construction

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Mechanical, Electrical, Technology & Structural

Engineering:

IMEG, Inc.

623 26th Avenue

Rock Island, IL 61201

(309) 788-0673

Wade Ross

BIDDING DOCUMENTS

Irrigation Engineering:

EC Design Group, Ltd

400 5th St.

West Des Moines, IA 50265

(515)225-6365

Erik Christiansen

Cost Estimating, Scheduling, Value Engineering:

Leland Saylor Associates

1777 Oakland Blvd #103

Walnut Creek, CA 94596

(310)207-6900

Tommy Vest

Geotechnical Engineering:

Kokua Geotech, LLC.

94-974 Pakela St. Suite 109

Waipahu, HI 96797

(808)397-6974

Tim (Xiaobin) Lin

Project Director

BASE BID

Dwg of

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RESTROOM BUILDING FRAMING

PLAN - STRUCTURAL

HONOLULU, HAWAII

899CM3030

JULY 15, 2021 JOHGOE PRIPAN

15785

NMCP

GRAVESITE EXPANSION AND

CEMETERY IMPROVEMENTS

SF101

3/4" = 1'-0"

JOIST BEARING AT STUD WALL

2 3/4" = 1'-0"

JOIST PARALLEL TO STUD WALL

N O R

HT

1/4" = 1'-0"1

RESTROOM BUILDING - FRAMING PLAN

1 1/2" = 1'-0"

FRAMING DETAIL

1 1/2" = 1'-0"

FRAMING DETAIL

5 1 1/2" = 1'-0"

FRAMING DETAIL

NO SPRINKLERS

101 138Revisions: Date:

1/4

4 SIDES

3/4" BASE PLATE

3/4"Ø ANCHOR ROD

WITH 9" EMBED USING

ADHESIVE ANCHOR

PER S-001, TYP

STEEL COLUMN

SEE PLAN

1 1/2" TYP 1 1/2" TYP

EL (SEE PLAN)

T.O. STEEL

STEEL BEAM

SEE PLAN

CAP PLATE:

PL1/2"x5" x 0'-8"

STEEL COLUMN

SEE PLAN

3/16

STAGGER JOINT

FACE OF GRAIN

EDGE OF SHEET JOINT

TO BE CL OF FRAMING

OR BLOCKING

EDGE FASTENING: HILTI X-PN

G3 MX FASTENERS @ 3" OC

TYP, UNO

BOUNDARY FASTENING :

HILTI X-PN G3 MX FASTENERS

@ 3" OC TYP, UNO

FIELD FASTENING :

HILTI X-PN G3 MX @ 9" OC

REPRESENTATIVE OF

4' - 0" x 8' - 0" SHEET, TYP

(MIN DIM OF ANY SHEET = 24")

3/8" MIN EDGE DISTANCE

AT BLOCKING, TYP

SEE PLAN FOR FRAMING SIZE AND SPACING

1 1/2" WIDE CFSF BLOCKING, TYP

T Y

P

S H

E A

T H

IN

G

S

E E

P L A

N

F.N.

TYP

E.N.

TYP

E.N.

TYP

SILL PLATE,

TYP

E.N.HOLDOWN ANCHOR

SEE FOUNDATION

PLAN AND DETAIL

E.N.

"X

F.N.

BLOCKING

CONTACT STRUCTURAL

ENGINEER IF VENTS

OCCURS AT BLOCKING

BEFORE PLACING

VENTS

E.N.

"X" "X/2"

"X /2

"X

BLOCKING

NOTES:

A. STRUCTURAL SHEATHING:

1. FOR SHEATHING TYPE (PLYWOOD, RATED SHEATHING, ETC.), SEE

FRAMING PLANS AND SHEAR WALL SCHEDULE.

2. USE 4' - 0" x 8' - 0" MINIMUM SIZE SHEATHING WHEREVER POSSIBLE AND

STAGGER ADJACENT HORIZONTAL JOINTS IN ALL CASES AS SHOWN.

3. MINIMUM DIMENSION OF ANY PIECE OF SHEATHING SHALL BE 2' - 0".

4. LEAVE A 1/8" GAP BETWEEN ALL PIECES OF SHEATHING AT EACH STUD

AND BLOCKING WHERE SHEATHING SPLICE OCCURS TYP.

B. NAILING:

1. E.N. = EDGE NAILING F.N. = FIELD NAILING

2. 'X' REPRESENTS THE SPACING OF NAILS. SIZE OF NAILS AND SPECIFIC

SPACING ARE SHOWN ON SCHEDULE.

3. THE MINIMUM EDGE DISTANCE FOR FASTENING OF SHEATHING SHALL

BE: 1/2" FOR #10, 3/8" FOR #8.

4. MINIMUM STUDS AND BLOCKING SIZES AT SHEATHING SPLICES SHALL

BE PER SHEAR WALL SCHEDULE.

5. ALL EDGE NAILING SHALL BE STAGGERED AT ADJOINING PANEL EDGES.

SEE TYPICAL SHEAR PANEL ELEVATION.

C. GENERAL:

1. SEE SHEAR WALL SCHEDULE FOR ADDITIONAL REQUIREMENTS.

OPEN

SB101

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BIDDING DOCUMENTSOffice of Design and Construction

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Mechanical, Electrical, Technology & Structural

Engineering:

IMEG, Inc.

623 26th Avenue

Rock Island, IL 61201

(309) 788-0673

Wade Ross

BIDDING DOCUMENTS

Irrigation Engineering:

EC Design Group, Ltd

400 5th St.

West Des Moines, IA 50265

(515)225-6365

Erik Christiansen

Cost Estimating, Scheduling, Value Engineering:

Leland Saylor Associates

1777 Oakland Blvd #103

Walnut Creek, CA 94596

(310)207-6900

Tommy Vest

Geotechnical Engineering:

Kokua Geotech, LLC.

94-974 Pakela St. Suite 109

Waipahu, HI 96797

(808)397-6974

Tim (Xiaobin) Lin

Project Director

BASE BID

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RESTROOM BUILDING FRAMING

DETAILS

HONOLULU, HAWAII

899CM3030

JULY 15, 2021 JOHGOE PRIPAN

15785

NMCP

GRAVESITE EXPANSION AND

CEMETERY IMPROVEMENTS

SF102

1" = 1'-0"

BASE PLATE (BP1) DETAIL

1 3/4" = 1'-0"

FRAMING DETAIL

3/8" = 1'-0"

TYPICAL ROOF SHEATHING DETAIL

3/4" = 1'-0"

SINGLE STORY SHEAR WALL ELEVATION

NO SPRINKLERS

102 138Revisions: Date:

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

F R

O N

T

B A

C K

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

FRONT

BACK

F R

ON

T

B A C

K

1 1

2A

4A

4 3A

9A

RETAINING WALL

PER 2/SS103

RETAINING WALL

PER 3/SS103 SIM

RETAINING WALL

PER 3/SS103

RETAINING WALL

PER 3/SS103 SIM

RETAINING WALL

PER 5/SS103

RETAINING WALL

PER 3/SS103 SIM

RETAINING WALL

PER 5/SS103 SIM

RETAINING WALL

PER 5/SS103 SIM

LOCATION OF

RETAINING WALL

CHANGE

RETAINING WALL

PER 1/SS103

RETAINING WALL

PER 1/SS103 SIM

RETAINING WALL

PER 5/SS103

BASE BID SCOPEBASE BID SCOPE.

FOR OPTION 1 SCOPE

CHANGES PER SS200

SCOPE MATCHLINE

4B

NOTES:

1. SEE L AND LC-SHEETS FOR MORE INFORMATION.

2. SEE 10/SS101 FOR FOOTING STEP DETAIL. COORDINATE STEP

LOCATIONS WITH GRADING PLAN TO MAINTAIN MINIMUM 1'-6"

GRADE ABOVE TOP OF FOOTINGS.

3. SEE 2/SS100 FOR SITE PREPARATION AT COLUMBARIUM.

KEYNOTES:

1. SINGLE SIDED COLUMBARIUM RETAINING WALL - SEE 1/SS101.

2. CONCRETE WALL. SEE 9/SS101. AT 2A, SEE 8/SS101.

3. SINGLE SIDED COLUMBARIUM WALL - SEE 5/SS101. AT 3A, SEE

4/SS103.

4. STAIRS. SEE 6/SS101. AT 4A, SEE 6/SS103 FOR WALL AT SIDES OF

STAIRS. AT 4B, SEE 7/SS103 FOR WALL AT SIDES OF STAIRS.

5. OFFSET DOUBLE SIDED COLUMBARIUM RETAINING WALL - SEE

2/SS101.

6. CONCRETE WALL. SEE 7/SS101.

7. DOUBLE SIDED COLUMBARIUM END WALL PIER - SEE 1/SS102.

8. DOUBLE SIDED COLUMBARIUM MIDDLE WALL PIER - SEE 2/SS102.

9. SINGLE SIDED COLUMBARIUM END WALL PIER - SEE 3/SS102.

AT 9A, SEE 8/SS101 FOR PERPENDICULAR WALL INFORMATION.

10. SINGLE SIDED COLUMBARIUM MIDDLE WALL PIER - SEE 4/SS102.

11. SINGLE SIDED COLUMBARIUM END WALL PIER. SEE 5/SS102.

12. SINGLE SIDED COLUMBARIUM END WALL PIER. SEE 6/SS102.

13. SINGLE SIDED COLUMBARIUM MIDDLE WALL PIER. SEE 7/SS102.

14. SINGLE SIDED COLUMBARIUM MIDDLE WALL PIER. SEE 8/SS102.

15. SINGLE SIDED COLUMBARIUM END WALL PIER. SEE 9/SS102.

N O

T E

3' - 0" 3' - 0"

COLUMBARIUM

FOUNDATION

FINISH GRADE

CONTRACTOR TO

DETERMINE SLOPE

NOTES:

1. COORDINATE LENGTH OF COLUMBARIUM EXCAVATION WITH CIVIL AND LANDSCAPE DRAWINGS.

2. GEOTECHNICAL REPORT INDICATES APPROXIMATELY 1'-0" TO 3'-0" OF OF SANDY SILT ON TOP OF

VOLCANIC TUFF IN AREA OF COLUMBARIUM. AT A MINIMUM, OVER-EXCAVATION SHALL EXTEND

DOWN TO NATIVE VOLCANIC TUFF. TUFF REMOVAL MAY BE REQUIRED FOR FOUNDATION DESIGN

DEPTHS.

3. PLACE ACCEPTABLE STRUCTURAL FILL UNDER THE FOOTINGS IN LOOSE LIFTS OF ABOUT 8 INCHES TO ACHIEVE REQUIRED ELEVATIONS. EACH LIFT SHALL BE MOISTURE CONDITIONED TO ABOVE THE

OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 90% RELATIVE COMPACTION.

4. SEE GEOTECHNICAL REPORT FOR USCS CLASSIFICATION FOR ACCEPTABLE STRUCTURAL FILL

MATERIAL AND GENERAL FILL MATERIAL. ALL MATERIAL TO BE APPROVED AND COMPACTION

OBSERVED BY GEOTECHNICAL ENGINEER TO VERIFY THE ADEQUACY OF THE COMPACTION EFFORT.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BIDDING DOCUMENTSOffice of Design and Construction

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Mechanical, Electrical, Technology & Structural

Engineering:

IMEG, Inc.

623 26th Avenue

Rock Island, IL 61201

(309) 788-0673

Wade Ross

BIDDING DOCUMENTS

Irrigation Engineering:

EC Design Group, Ltd

400 5th St.

West Des Moines, IA 50265

(515)225-6365

Erik Christiansen

Cost Estimating, Scheduling, Value Engineering:

Leland Saylor Associates

1777 Oakland Blvd #103

Walnut Creek, CA 94596

(310)207-6900

Tommy Vest

Geotechnical Engineering:

Kokua Geotech, LLC.

94-974 Pakela St. Suite 109

Waipahu, HI 96797

(808)397-6974

Tim (Xiaobin) Lin

Project Director

BASE BID

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COLUMBARIUM COURT PLAN

HONOLULU, HAWAII

899CM3030

JULY 15, 2021 JOHGOE PRIPAN

15785

NMCP

GRAVESITE EXPANSION AND

CEMETERY IMPROVEMENTS

SS100

N O R

HT

3/32" = 1'-0"1

COLUMBARIUM COURT PLAN - BASE BID

NO SCALE

COLUMBARIUM PAD SITE PREPARATION

2 SCHEMATIC

103 138Revisions: Date:

6"

3"

NOTE 1

3"

EL (SEE LC SHEETS)

T.O. STEM WALL

EL (SEE PLAN ON SS102)

T.O. LEDGE

EL (SEE PLAN ON SS102)

T.O. LEDGE

EL (SEE PLAN ON SS102)

T.O. PIER

HORIZONTAL: #4 @ 12"

OC, EACH FACE. PROVIDE

CORNER BARS OR U-

BARS MATCHING BAR

SIZE AND SPACING. BARS

ARE TIES AS INDICATED

ON PLANS ON SS102

VERTICAL:

#6 @ 12" OC, EACH FACE

SEE SECTIONS ON

THIS SHEET FOR BARS

DOWELS: MATCH VERTICAL

BAR SIZE AND SPACING

SEE SECTIONS ON

THIS SHEET FOR BARS

NOTE:

1. DIMENSION VARIES - SEE LC SHEETS.

GRADE

SEE CIVIL

MATCH VERTICAL AND

HORIZONTAL BAR SIZE

AND SPACING

C L R

EL (SEE LC SHEETS)

T.O. STEMWALL

(4) #5 CONT

#5 @ 12" OC

3' - 0"

VERTICAL:

#5 @ 12" OC, EACH FACE

HORIZONTAL:

#5 @ 12" OC, EACH FACE

#5 @ 12" OC

3" 1' - 9"

(3) #5 CONT

N O

T E

FRONT OF COLUMBARIUM

PROVIDE STD

90 DEG HOOK

GRADE

SEE CIVIL

NOTE:

1. DIMENSION VARIES - SEE LC SHEETS.

M

IN

5' - 0"

EQ 3' - 10" EQ

#5 @ 8" OC

VERTICAL:

#5 @ 8" OC

#5 @ 12" OC

VERTICAL:

#5 @ 8" OC

VERTICAL:

#5 @ 8" OC

1' - 9" 2' - 1"

1 1/2" CLR

C L R

(6) #5 CONT

HORIZONTAL:

#5 @ 12" OC,

EACH FACE, TYP

0", TYP

T.O. 3H UNIT STEM WALL

EL (SEE LC SHEETS)

T.O. 5H UNIT STEM WALL

GRADE

SEE CIVIL

#5 CONT

STD 90 DEG

HOOK, TYP

GRADE

SEE CIVIL

#4 @ 18" OC,

EACH WAY

NOTE:

1. SEE ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION ON

RISE, RUN, FINISH AND EMBED ITEMS.

(2) #4 CONT

#4 NOSING

BAR, TYP

1/2" TOOLED EDGE OR

CAST IRON NOSING

C L R

1' - 0"

1" TYP

TYP

1" CLR

T Y

P

C

L R

M

IN

" S

L A

B

" C

LR

SLAB ON GRADE

SEE LC SHEETS

#4 @ 24" OC,

EACH WAY

6' - 6"

#4 CONT

VERTICAL:

#5 @ 12" OC

#5 @ 12" OC

DOWELS TO MATCH

VERTICAL BAR SIZE

AND SPACING. TYP

VERTICAL:

#6 @ 12" OC

1' - 3"

/2

2" CLR

C L R

#6 @ 12" OC

HORIZONTAL:

#5 @ 12" OC,

EACH FACE

3' - 0"

#5 @ 12" OC

ROUGHEN JOINT

TO 1/4" AMPLITUDE

HORIZONTAL:

#5 @ 12" OC

#4 @ 12" OC

WITH STD HOOK 1' - 11"

GRADE

SEE CIVIL

VERTICAL:

#5 @ 12" OC

C L A

S S

B S

P L

IC

E

0" TYP

(MIN)

1' - 0"

UNDERDRAIN

SEE 2/LD109

BACKFILL BEHIND

WALL WITH ON

SITE COMPACTED

FILL SEE SPEC

1' - 0" WIDE MIN FREE

DRAINING GRAVEL

SEE SPEC FOR

GRADATION

EL (SEE LC SHEETS)

T.O. STEM WALL

3"

NOTE 1

3"

EL (SEE LC SHEETS)

T.O. STEM WALL

EL (SEE PLAN ON SS102)

T.O. LEDGE

NO LEDGE AT SIM

EL (SEE PLAN ON SS102)

T.O. PIER

HORIZONTAL: #4 @ 12" OC,

EACH FACE. PROVIDE

CORNER BARS MATCHING

BAR SIZE AND SPACING. BARS

ARE TIES AS INDICATED ON

PLANS ON SS102

VERTICAL:

#6 @ 12" OC, EACH FACE

SEE SECTIONS ON

THIS SHEET FOR BARS

DOWELS: MATCH VERTICAL

BAR SIZE AND SPACING

SEE SECTIONS ON THIS

SHEET FOR BARS

NOTE:

1. DIMENSION VARIES - SEE LC SHEETS.

MATCH VERTICAL AND

HORIZONTAL BAR SIZE

AND SPACING

3"

EL (SEE LC SHEETS)

T.O. LEDGE

NOTE:

1. CONNECT CONCRETE WALL OR STAIRS WITH 2'-6" x 2'-6"

DOWELS THAT MATCH HORIZONTAL BAR SIZE AND SPACING

OR EMBED 2'-6" LONG DOWELS 4" WITH EPOXY ADHESIVE.

2' - 0"

9"

EL (SEE LC SHEETS)

T.O. WALL

3"

CONCRETE

WALL OR STAIRS

NOTE 1

(3) #4 CONT

#4 @ 24" OC

TOP OF FOOTING TO BE A

MINIMUM OF 2'-0" BELOW

FINISH GRADE

DOWELS - MATCH VERTICAL

BAR SIZE AND SPACING

HORIZONTAL:

#4 @ 12" OC, EACH FACE

VERTICAL:

#6 @ 12" OC, EACH FACE

M

IN

EL (SEE LC SHEETS)

T.O. FOOTING

4' - 0"

3" 9"

HORIZONTAL:

#5 @ 12" OC

SITE PAVING - SEE CIVIL

SLEEVE AND RAILING - SEE

LANDSCAPE DRAWINGS. SET

RAILING WITH FLOWABLE

NON-SHRINK GROUT. SEE

SPECS FOR MORE

INFORMATION

PROVIDE (3) #4

CONTINUOUS AT TOP

#5 @ 12" OC

VERTICAL:

#5 @ 12" OC,

1' - 0"

#5 @ 12" OC

#5 @ 12" OC

CLR

2"

GRADE

SEE CIVIL

3"

SEE LC SHEETS FOR

LEDGE INFORMATION

VENEER - SEE

LC SHEETS

1' - 0"

HORIZONTAL:

#5 @ 12" OC

SLAB ON GRADE

SEE LC SHEETS

SLEEVE AND RAILING - SEE

LANDSCAPE DRAWINGS. SET

RAILING WITH FLOWABLE

NON-SHRINK GROUT. SEE

SPECS FOR MORE

INFORMATION

PROVIDE (3) #4

CONTINUOUS AT TOP

VERTICAL:

#4 @ 12" OC,

M

IN

1' - 0"

GRADE

SEE CIVIL

SEE LC SHEETS FOR

LEDGE INFORMATION 3"

VENEER - SEE

LC SHEETS

FOOTING

REINFORCING

MATCH FOOTING

REINFORCING

FOUNDATION

WALL

EL (SEE PLAN)

T.O. FOOTING

EL (SEE PLAN)

T.O. FOOTING

GENERAL NOTES

LAP SPLICE PER

THICKNESS

SAME AS FOOTING

3" CLR, TYP

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BIDDING DOCUMENTSOffice of Design and Construction

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

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Mechanical, Electrical, Technology & Structural

Engineering:

IMEG, Inc.

623 26th Avenue

Rock Island, IL 61201

(309) 788-0673

Wade Ross

BIDDING DOCUMENTS

Irrigation Engineering:

EC Design Group, Ltd

400 5th St.

West Des Moines, IA 50265

(515)225-6365

Erik Christiansen

Cost Estimating, Scheduling, Value Engineering:

Leland Saylor Associates

1777 Oakland Blvd #103

Walnut Creek, CA 94596

(310)207-6900

Tommy Vest

Geotechnical Engineering:

Kokua Geotech, LLC.

94-974 Pakela St. Suite 109

Waipahu, HI 96797

(808)397-6974

Tim (Xiaobin) Lin

Project Director

BASE BID

Dwg of

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STRUCTURAL SITE PLANS AND

SECTIONS

HONOLULU, HAWAII

899CM3030

JULY 15, 2021 JOHGOE PRIPAN

15785

NMCP

GRAVESITE EXPANSION AND

CEMETERY IMPROVEMENTS

SS101

3/4" = 1'-0"

COLUMBARIUM END SECTION

3/4" = 1'-0"

SINGLE SIDED

COLUMBARIUM SECTION

1" = 1'-0"

OFFSET DOUBLE SIDED COLUMBARNIUM SECTION

3/4" = 1'-0"

TYPICAL STAIR ON GRADE DETAIL

3/4" = 1'-0"

SINGLE SIDED

COLUMBARIUM RETAINING WALL

1 3/4" = 1'-0"

COLUMBARIUM MIDDLE SECTION

3/4" = 1'-0"

FOUNDATION SECTION

7 3/4" = 1'-0"

FOUNDATION SECTION

3/4" = 1'-0"

FOUNDATION SECTION

9 3/4" = 1'-0"

TYPICAL STEPPED FOOTING DETAIL

104 138Revisions: Date:

3" NOTE 2 3"

N O

T E

T Y

P

NOTE 2 NOTE 23' - 10"

EQ EQ

EL (SEE LC SHEETS)

T.O. CONCRETE PIER

EL (SEE LC SHEETS)

T.O. LEDGE

EL (SEE LC SHEETS)

T.O. LEDGE

EL (SEE LC SHEETS)

T.O. 5H UNIT STEM WALL

EL (SEE LC SHEETS)

T.O. FOOTING

NOTES:

1. COORDINATE WALL LENGTH WITH LC SHEETS.

2. DIMENSION VARIES - SEE LC SHEETS.

SS101

SS101

PIER IS ADJACENT TO STAIRS OR

PERPENDICULAR WALL. SEE 6 OR

7/SS101 FOR DOWELS TO WALL

SEE 3/SS101 FOR

REINFORCEMENT.

EL ( +2' - 9" )

T.O. 3H UNIT STEM WALL

ABOVE 5H UNIT

STEM WALL

EL (SEE LC SHEETS)

T.O. CONCRETE PIER

EL (SEE LC SHEETS)

T.O. LEDGE

EL (SEE LC SHEETS)

T.O. LEDGE

EL (SEE LC SHEETS)

T.O. STEM WALL

EL (SEE LC SHEETS)

T.O. FOOTING

NOTES:

1. COORDINATE WALL LENGTH WITH LC SHEETS.

2. PLAN IS SIMILAR AT INTERMEDIATE PIERS.

3. DIMENSION VARIES - SEE LC SHEETS.

3" NOTE 3 3"

N O

T E

T Y

P

EQ EQ

SS101

SS101

3" 1' - 9" NOTE 3

FRONT OF COLUMBARIUM

AT LOCATIONS WHERE PIER IS

ADJACENT TO STAIRS OR

PERPENDICULAR WALL, SEE 6 OR

7/SS101 FOR DOWELS TO WALL.

SEE 3/SS101 FOR

REINFORCEMENT.

E Q

E Q

3"

3"

E Q

2' - 1"

1' - 9"

E Q

SEE 4/SS101 FOR

REINFORCEMENT.

CROSS TIES:

#4 @ 12" OC

EL (SEE LC SHEETS)

T.O. 5H UNIT STEM WALL

EL (SEE LC SHEETS)

T.O. LEDGE

EL (SEE LC SHEETS)

T.O. FOOTING

EL (SEE LC SHEETS)

T.O. CONCRETE PIER

EL ( +2' - 9" )

T.O. 3H UNIT STEM WALL

ABOVE 5H UNIT STEM WALL

EL (SEE LC SHEETS)

T.O. LEDGE

SS101

SS101

SS101

SIM

EL (SEE LC SHEETS)

T.O. 3H UNIT STEM WALL

EL (SEE LC SHEETS)

T.O. LEDGE

EL (SEE LC SHEETS)

T.O. FOOTING

EL (SEE LC SHEETS)

T.O. CONCRETE PIER

1' - 9"

3…