Amendment0005 - Attachment 33 - Structural Bidding Addendum Set.pdf

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

EARTH

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRAVEL

Name

Elevation

TF ## TRENCH FOOTING NOTATION

FLOOR DRAIN

FD

N 1 1/2" 22 GAGE ROOF DECK, UNO

DIRECTION OF SPAN

MASONRY MEMBERS

SINGLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

DOUBLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS

CMU BLOCK

CMU BOND BEAM

(FULLY GROUTED)

CMU LINTEL

(FULLY GROUTED)

EQ

EQ

EQ

EQ

EQ

COMPOSITE DECK VARIES.

SEE PLAN

DIRECTION OF SPAN

BRACE WELD DESIGN TABLE

BRACE FORCE,

T OR C

MINIMUM

WELD SIZE, S

MINIMUM WELD

LENGTH, L

MINIMUM PLATE

THICKNESS, T

K

TO 44

K

> 44 K

TO 66

K

1/4" 4" 1/2"

1/4" 6" 1/2"

1/4" 8" 1/2"

1/4" 10" 1/2"

1/4" 12" 1/2"

3/8" 10" 3/4"

3/8" 12" 3/4"

3/8" 16" 3/4"

3/8" 18" 3/4"

3/8" 14" 3/4"

> 66 K

TO 88

K

> 88 K

TO 111

K

> 111 K

TO 133

K

>133 K

TO 185

K

>185 K

TO 222

K

>222 K

TO 259

K

>259 K

TO 296

K

>296 K

TO 334

K

NOTE:

1. MINIMUM WELD LENGTH SHALL NOT BE LESS THAN THE

WIDTH OF THE HSS BRACE.

TYPE A

1. GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT AND BELOW GRADE.

2. PROVIDE MATCHING HOOKED DOWELS INTO FOUNDATION FOR ALL VERTICAL REINFORCEMENT.

3. PROVIDE VERT. BAR AT ALL CORNERS, INTERSECTIONS, AND ENDS OF WALL. BAR SIZE TO MATCH TYP. VERT.

REINFORCEMENT.

4. PROVIDE VERT. BARS AT JAMBS OF ALL OPENINGS.

• FOR OPENINGS W/ WIDTH < 3'-4" PROVIDE VERT. BARS AT FIRST TWO CORES AT EACH JAMB.

• FOR OPENINGS W/ WIDTH > 3'-4" < 8'-0" PROVIDE VERT. BARS AT FIRST THREE CORES AT EACH JAMB.

• BAR SIZE TO MATCH TYP. VERT. REINFORCEMENT.

5. PROVIDE VERT. BAR AT FIRST CORE ON EACH SIDE OF CONTROL JOINTS. BAR SIZE AND SPACING TO MATCH

TYP. VERT. REINFORCEMENT.

6. PROVIDE HORIZONTAL BOND BEAM W/ 1-#5 CONT. BELOW ALL WINDOW OPENINGS. EXTEND 2'-0" PAST

OPENING.

7. SPLICE ALL REINFORCEMENT PER TABLE THIS SHEET.

NOTES:

REINFORCEMENTCMU SIZE REMARKSMARK TYPE

CMU WALL SCHEDULE

#5 @ 32" OCAMW8 8"

1/

D 1/

D

#3 1'-6"

MASONRY

CONSTRUCTION

LAP SPLICE

LENGTHS

#4 2'-0"

#5 2'-6"

#6 3'-0"

#7 3'-6"

#8 4'-0"

#9 4'-6"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

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

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

C U s e rs

\a k e n n e d y \D o c u m e n ts

\1 .5

G re e n H o m e s S tr u c v a k e n n e d y g u id o n d e s ig n .c o m

.r v t

/1

/2

:3

:4

A

M

SI001

STRUCTURAL ABBREVIATIONS

AND SYMBOLSGUIDON DESIGN INC.

1221 North Pennsylvania St

Indianapolis, Indiana 46202

317.800.6388

CMTA

10411 Meeting Street

Prospect, Kentucky 40059

CONSTRUCT TWO NEW GREEN

HOMES 7 & 8

1900 E. MAIN ST., DANVILLE, IL 61832

550-319

134 & 135

04/09/2020 MAV ADK

100% CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

502.326.3085

STRUCTURAL ABBREVIATIONS

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ACP AUGER CAST PILE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BD BOARD

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOTT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

C STANDARD CHANNEL

CANT CANTILEVER

CC CENTER TO CENTER

CF COLD FORMED

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONTROL JOINT OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEARANCE, CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTRD CENTERED

CU FT CUBIC FEET

CU IN CUBIC INCH

CYD CUBIC YARD

CW CONCRETE WALL

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DRILLED PIER OR DEEP

DWG DRAWING

DWL DOWELS

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELEC ELECTRICAL

ENCL ENCLOSURE

ENGR ENGINEER

EOD EDGE OF DECK

EOJ EDGE OF JOIST

EOS EDGE OF SLAB

EQ EQUAL

EQPT EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FAB FROM ADJACENT BEAM

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FOOTING STEP

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GRND GROUND

GT GIRDER TRUSS

HAS, HS HEADED ANCHOR STUD

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS HOLLOW STRUCTURAL SECTION

HT HIP TRUSS

HVAC HEATING, VENTILATION, AIR CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATION

INT INTERIOR

J/BRG JOIST BEARING

CONCRETE PIER SCHEDULE

TYPE MARK SIZE REINFORCEMENT REMARKS

P1 24" x 24" (4) #9 VERTICAL BARS, #4 TIES @ 9" OC, (4) TIES @ 3" OC AT TOP OF PIER

P2 6'-0" x 1'-9" (14) #7 VERTICAL BARS, #4 TIES @ 9" OC, (4) TIES @ 3" OC AT TOP OF PIER

COLUMN SCHEDULE

TYPE MARK SIZE REMARKS

C1 HSS6X6X1/2

C2 HSS10X6X3/8

C3 HSS6X6X5/8

COLUMN FOOTING SCHEDULE

MARK WIDTH LENGTH THICKNESS FOOTING REINFORCEMENT REMARKS

F4.0 4' - 0" 4' - 0" 1' - 6" (7) #4 BARS EACH WAY TOP & BOTTOM -

F5.0 5' - 0" 5' - 0" 1' - 6" (7) #4 BARS EACH WAY TOP & BOTTOM -

F6.0 6' - 0" 6' - 0" 1' - 6" (6) #5 BARS EACH WAY TOP & BOTTOM -

F7X4 7' - 0" 4' - 0" 1' - 6" (4) #4 LONGITUDINAL BARS, (5) #4 TRANSVERSE BARS, TOP & BOTTOM -

F8.0 8' - 0" 8' - 0" 1' - 6" (7) #6 BARS EACH WAY TOP & BOTTOM -

F9.0 9' - 0" 9' - 0" 1' - 6" (8) #6 BARS EACH WAY TOP & BOTTOM -

F11.0 11' - 0" 11' - 0" 1' - 6" (8) #6 BARS EACH WAY TOP & BOTTOM -

F11X4 11' - 0" 4' - 0" 1' - 6" (4) #4 LONGITUDINAL BARS, (5) #4 TRANSVERSE BARS, TOP & BOTTOM -

F12.0 12' - 0" 12' - 0" 1' - 6" (11) #6 BARS EACH WAY TOP & BOTTOM -

CONCRETE WALL SCHEDULE

MARK WALL THICKNESS

HORIZONTAL REINF VERTICAL REINF

REMARKSINSIDE FACE OUTSIDE FACE INSIDE FACE OUTSIDE FACE

CW10 10" #5 @ 12" #5 @ 12" #5 @ 12" #5 @ 12"

CW16 1' - 4" #5 @ 12" #5 @ 12" #5 @ 12" #5 @ 12"

WALL FOOTING SCHEDULE

Type WIDTH THICKNESS REINFORCEMENT REMARKS

WF24 2' - 0" 1' - 0" (3) #5 CONTINUOUS LONGITUDINAL BARS, #4 TRANSVERSE BARS @ 36" OC

STRUCTURAL ABBREVIATIONS

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSLT LONG SLOTTED HOLE

LT LAMINATED TIMBER

LTWT LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

P PIER

PC PIER CAP OR PRECAST

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PREL PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

SCH SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SL SLOPE

SL-DN SLOPE DOWN

SL-UP SLOPE UP

SOG SLAB-ON-GRADE

SP SHEET PILING

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TEMP TEMPERATURE

TF TRENCH FOOTING

THRU THROUGH

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WF WALL FOOTING

WP WORK POINT

WWF WELDED WIRE FABRIC

Revisions: Date:

Bidding Addendum Drawings 05/18/2023

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

SI001 STRUCTURAL ABBREVIATIONS AND SYMBOLS

SI002 STRUCTURAL GENERAL NOTES

SI002.1 STRUCTURAL GENERAL NOTES

SI003 LOAD MAPS

SB101 FOUNDATION PLAN

SB102 SLAB ON GRADE PLAN

SB501 FOUNDATION SECTIONS AND DETAILS

SF101 FRAMING PLAN

SF102 ROOF TRUSS PLAN

SF103 CLADDING AND COMPONENTS DESIGN PRESSURES

SF201 BRACE FRAME ELEVATIONS

SF202 TRUSS PROFILES

SF203 TRUSS PROFILES

SF501 FRAMING SECTIONS AND DETAILS

SF502 FRAMING SECTIONS AND DETAILS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

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

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

C U s e rs

\a k e n n e d y \D o c u m e n ts

\1 .5

G re e n H o m e s S tr u c v a k e n n e d y g u id o n d e s ig n .c o m

.r v t

/1

/2

:3

:4

A

M

SI002

STRUCTURAL GENERAL NOTES

GUIDON DESIGN INC.

1221 North Pennsylvania St

Indianapolis, Indiana 46202

317.800.6388

CMTA

10411 Meeting Street

Prospect, Kentucky 40059

CONSTRUCT TWO NEW GREEN

HOMES 7 & 8

1900 E. MAIN ST., DANVILLE, IL 61832

550-319

134 & 135

04/09/2020 MAV ADK

100% CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

502.326.3085

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF

NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING

DRAWINGS AND SPECIFICATIONS.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. IF A DISCREPANCY OCCURS BETWEEN THE NOTES AND THE FULL SPECIFICATIONS, THE MORE STRINGENT

REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE DRAWINGS, SHALL BE MADE WITHOUT

THE APPROVAL OF THE STRUCTURAL ENGINEER.

CONTRACTOR TO COORDINATE ALL EQUIPMENT, ROOF DRAINS, CHASES, AND OTHER ITEMS CONNECTED TO THE STRUCTURE BEFORE

FABRICATION BEGINS.

SEE CIVIL SHEETS FOR LOACATIONS OF BOTH STRUCTURES

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETEOTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD DEVIATION"

DETERMINATION OUTLINED IN ACI 318.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS

SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT ELECTRONIC VERSIONS OF SHOP DRAWINGS. SUBMIT SHOP DRAWINGS IN PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. STRUCTURAL STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE

WHERE THE PROJECT IS CONSTRUCTED FOR ALL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS)

3. STEEL DECK

4. COLD FORMED METAL TRUSSES

5. HEAVY TIMBER TRUSSES

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

MANUFACTURER'S TRADE NAMES AND NUMBERS USED HEREIN ARE ONLY TO IDENTIFY COLORS, FINISHES, TEXTURES, AND PATTERNS AS A BASIS OF DESIGN. PRODUCTS OF AUTHORIZED EQUAL MANUFACTURER'S EQUIVALENT TO COLORS, FINISHES, TEXTURES, AND PATTERNS OF MANUFACTURERS LISTED THAT MEET REQUIREMENTS OF TECHNICAL SPECIFICATIONS IN EVERY RESPECT MAY BE ACCEPTABLE WITH SUBMITTAL OF A COMPLETED SUBSTITUTION REQUEST CONTAINING ALL PRODUCT DATA, TESTING AND ACTUAL

SAMPLES, AND UPON APPROVAL IN WRITING BY CONTRACTING OFFICER.

SUBMIT ELECTRONIC VERSIONS OF PRODUCT DATA IN PDF FORMAT TO THE STRUCTURAL ENGINEER AND COR FOR REVIEW.

1. FIBER REINFORCEMENT FOR CONCRETE

2. CONCRETE REINFORCEMENT

3. CONCRETE CURING COMPOUND

4. CONCRETE JOINT SEALANT

5. WATER STOPS

6. EXPANSION ANCHORS

7. ADHESIVE ANCHORS

8. NON-SHRINK GROUT

9. COLD FORMED METAL STUDS (EXTERIOR ONLY)

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT NUMBER 19-1016-01G PREPARED BY PATRIOT ENGINEERING AND ENVIRONMENTAL INC. DATED AUGUST 6TH 2019.

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE CAPACITIES OF 2 KSF. CONTRACTOR SHALL ENGAGE A LICENSED GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS NECESSARY TO CONFIRM THE ALLOWABLE CAPACITIES PRIOR TO PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE SOILS SHALL BE REPORTED

IN WRITING TO THE STRUCTURAL ENGINEER.

IF ACTUAL ALLOWABLE CAPACITIES ARE FOUND TO BE LESS THAN THE ASSUMED VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY THE

STRUCTURAL ENGINEER.

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS

SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS

ATTEMPTED.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318) AND COMMENTARY (ACI 318R).

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A

DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. THE RATIO OF THE AMOUNT (BY WEIGHT) OF FLY ASH TO TOTAL

CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT EXCEED 25 PERCENT.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE

WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND SHALL

HAVE THE PROPERTIES AS SHOWN BELOW:

FOUNDATIONS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 1/2 INCHES

7. AIR CONTENT: N/A

FOUNDATION WALLS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

RETAINING WALLS AND CURBS/SIDEWALKS/SLABS EXPOSED TO DE-ICERS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 517 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.45

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6.0% +/- 1%

SLABS ON GRADE

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6% +/- 1%

8. HIGH RANGE WATER REDUCING ADMIXTURE AND FIBER REINFORCING REQUIRED

SLABS ON STEEL DECK

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD.

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE GUIDE FOR CONCRETE FLOOR AND

SLAB CONSTRUCTION (ACI 302.1R).

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309, UNLESS NOTED OTHERWISE. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER CURING METHODS MAY BE USED WITH APPROVAL BY THE STRUCTURAL ENGINEER.

SLABS ON GRADE SHALL BE PLACED TO ACHIEVE THE FOLLOWING MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL UNLESS NOTED OTHERWISE.

CONCRETE SLABS ON METAL DECK

UNLESS INDICATED OTHERWISE ON THE DRAWINGS, CONCRETE SLABS ON METAL DECK SHALL BE PLACED AS REQUIRED TO MAINTAIN

A CONSTANT SLAB [THICKNESS].

CONTRACTOR SHALL ALLOW FOR THE DEFLECTION OF THE FLOOR ASSEMBLY DUE TO THE WET WEIGHT OF THE CONCRETE WHEN CALCULATING CONCRETE QUANTITIES AND SHALL INCLUDE THE COST OF ALL REQUIRED SLAB-ON-DECK CONCRETE IN THE BID PRICE.

PRIOR TO PLACEMENT OF CONCRETE SLABS ON METAL DECK, THE CONTRACTOR SHALL CAREFULLY REVIEW THE ELEVATIONS OF THE STRUCTURAL STEEL FRAMING, INCLUDING CAMBERED MEMBERS, FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES (SUCH AS IMPROPER CAMBER, IMPROPER STEEL ELEVATIONS, ETC.) IMMEDIATELY AND SHALL NOT BEGIN CONCRETE PLACEMENT WITHOUT PRIOR REVIEW BY THE STRUCTURAL

ENGINEER.

ACTUAL CONCRETE SLAB THICKNESS SHALL NOT BE LESS THAN THE INDICATED NOMINAL THICKNESS AT ANY LOCATION. IF ANY CONDITION IS DISCOVERED THAT WOULD PREVENT PLACEMENT OF CONCRETE TO THE NOMINAL THICKNESS; CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH CONCRETE PLACEMENT WITHOUT PRIOR REVIEW

BY THE STRUCTURAL ENGINEER.

SLABS ON METAL DECK SHALL RECEIVE A SMOOTH TROWEL FINISH, AND BE PLACED TO ACHIEVE THE FOLLOWING MINIMUM

TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER

CURING METHODS MAY BE USED WITH APPROVAL BY THE STRUCTURAL ENGINEER.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000

PSI.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS:

ACI 301, ACI 315, ACI 318 AND ACI DETAILING MANUAL (SP66).

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER

OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2 INCHES

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2 INCHES

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2 INCHES

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4 INCH

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR

APPROVED BY THE STRUCTURAL ENGINEER.

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, PROVIDE A CLASS "B" LAP.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS. LAP

SPLICE CORNER BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

FIBER REINFORCEMENT

FIBER REINFORCEMENT SHALL BE 3/4" LONG, VIRGIN (NON-RECYCLED) NYLON OR POLYPROPYLENE FIBERS, INTRODUCED INTO THE CONCRETE MIX AT THE BATCH PLANT, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DOSAGE SHALL BE 1.5

POUNDS PER CUBIC YARD OF CONCRETE.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS. EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING

UNLESS

DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL

CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24

HOURS AFTER TESTING.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE CARBON STEEL ANCHORS AS MANUFACTURED BY HILTI FASTENING SYSTEMS OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

EXPANSION ANCHORS SHALL NOT BE INSTALLED IN CONCRETE UNTIL IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE

STRENGTH.

ADHESIVE ANCHORS

ADHESIVE ANCHORS SHALL BE HILTI "HIT HY200" FOR SOLID SUBSTRATE AND HILTI "HIT HY70" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF

5,000 PSI IN 28 DAYS.

WATERSTOPS

SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101 UNLESS NOTED OTHERWISE. INSTALL IN ACCORDANCE

WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

PVC WATERSTOPS

PROVIDE FACTORY MADE WATERSTOP FABRICATIONS FOR ALL CHANGES OF DIRECTION, INTERSECTIONS, AND TRANSITIONS LEAVING

ONLY STRAIGHT BUTT JOINT SPLICES FOR THE FIELD.

PROVIDE HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG LENGTH OF WATERSTOP.

PROVIDE TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRONS FOR FIELD BUTT SPLICES.

FIELD BUTT SPLICES SHALL BE HEAT FUSED WELDED USING A TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRON AT APPROXIMATELY 380 DEGREES F. FOLLOW APPROVED MANUFACTURER RECOMMENDATIONS.

LAPPING OF WATERSTOP, USE OF ADHESIVES, OR SOLVENTS SHALL NOT BE ALLOWED.

CENTER WATERSTOP IN JOINT AND SECURE WATERSTOP IN CORRECT POSITION USING HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG THE LENGTH OF THE WATERSTOP AND WIRE TIE TO ADJACENT REINFORCING STEEL.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THESTRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS. PROVIDE FULL COVERAGE OVER ITEMS INDICATED

TO RECEIVE COATING.

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED

OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

STEEL STUDS SHALL CONFORM TO ASTM A108.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4" DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE.

BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS

ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING

CODE FOR STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES.

UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD E70XX

ELECTRODES.

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH A RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS. CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE

ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE

SHOP-PRIMED, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVANIZED STEEL, USE

A ZINC-RICH COLD-GALVANIZING PAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE LRFD SPECIFICATION AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A 10 KIP SHEAR REACTION. PROVIDE NO LESS THAN 2 BOLTS IN ANY SINGLE LINE OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING SIZES

AND LOCATIONS WITH THE MECHANICAL AND PLUMBING CONTRACTORS.

GALVANIZE ALL EXPOSED STEEL.

STEEL ROOF DECK

PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S SPECIFICATIONS AND

CODE OF STANDARD PRACTICE.

DECK MANUFACTURER SHALL PROVIDE ALL ROOF DECK ACCESSORIES, INCLUDING CLOSURES, SUPPLEMENTARY FRAMING, AND SUMP

PANS, WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

FASTEN ROOF DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS. PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.

ROOF DECK SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION.

PROVIDE STEEL ROOF DECK WITH FINISH AS INDICATED ON THE DRAWINGS.

STEEL FLOOR DECK

PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S SPECIFICATIONS AND

CODE OF STANDARD PRACTICE.

DECK MANUFACTURER SHALL PROVIDE ALL FLOOR DECK ACCESSORIES, SUCH AS EDGE FORMS, CLOSURES, FILLERS AND POUR STOPS FOR A COMPLETE INSTALLATION, WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS.

FASTEN FLOOR DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS. PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.

STEEL FLOOR DECK IS INTENDED TO BE INSTALLED IN AN UNSHORED CONDITION UNLESS NOTED OTHERWISE. DECK SUPPLIER SHALL REVIEW ALL SPAN CONDITIONS AND CONFIRM THAT THE SUPPLIED PRODUCT IS SUFFICIENT TO SAFELY SUPPORT THE WET WEIGHT OF

CONCRETE AND ASSOCIATED CONSTRUCTION LIVE LOADS WITHOUT THE NEED FOR SHORING.

FLOOR DECK UNITS SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION.

PROVIDE INTERIOR STEEL FLOOR DECK WITH FINISH AS INDICATED ON THE DRAWINGS.

PROVIDE FLOOR DECK SUPPORTING EXTERIOR SLABS WITH A GALVANIZED FINISH IN ACCORDANCE WITH ASTM A924 G90.

COMPOSITE STEEL BEAMS

COMPOSITE BEAM SHEAR CONNECTORS SHALL BE NELSON STUD TYPE S3L AS MANUFACTURED BY THE NELSON STUD WELDING

COMPANY, OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER.

STUDS SHALL BE MANUFACTURED OF COLD-DRAWN STEEL CONFORMING TO ASTM A108. STUDS SHALL BE 5/8" DIAMETER X 5 1/2 INCHES LONG @ 24" OC, UNLESS NOTED OTHERWISE. STUD DESIGN HAS BEEN BASED ON AN ULTIMATE SHEAR CAPACITY OF 17.7 KIPS PER

STUD.

COMPOSITE STEEL BEAMS HAVE BEEN DESIGNED TO ALLOW INSTALLATION OF THE SLAB CONCRETE IN AN UNSHORED CONDITION

UNLESS NOTED OTHERWISE.

DESCRIPTION

F'C

PSI,

MIX

MAXIMUM

CHLORIDE

ION

CONTENT

MAX

W/C

RATIO

AVERAGE

ENTRAINED

AIR

MINIMUM

CEMENTITIOUS

MATERIALS

CONTENT,

LB/CYD

MAXIMUM

SLUMP

MAXIMUM SLUMP FOR

CONCRETE CONTAINING

HIGH-RANGE WATER-

REDUCING

ADMIXTURE

MAXIMUM

COARSE

AGGREGATE

SIZE

FOUNDATIONS 4000 STD 0.30% 0.48 N/A 470 4" 8" AAC 1.5"

FOUNDATION WALLS 4000 STD 0.30% 0.48 N/A 470 4" 8" AAC 1"

RETAINING WALLS &

CURBS/SIDEWALKS/SLABS

EXPOSED TO DE-ICERS

4000 CNA 0.15% 0.45 6% +/- 1% 517 4" 8" AAC 1"

SLABS-ON-GRADE

CNA/SF

0.15% 0.48 6% +/- 1% 470 4" 8" AAC 1"

NOTES:

1. "STD" INDICATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION WHICH DOES NOT REQUIRE A SILICA FUME, GGBS/FLY ASH OR

CALCIUM NITRITE ADMIXTURE.

2. "CNA" INDICATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION WHICH CONTAINS 3 GAL/CYD OF CALCIUM NITRITE CORROSION-

INHIBITOR ADMIXTURE.

3. "SF" INDICATES A CONCRETE MIX DESIGN WITH 1.5 LBS STRUCTURAL FIBERS PER CYD OF CONCRETE.

4. "AAC" MEANS SLUMP IS AFTER ADMIXTURE IS ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP.

LIGHT GAGE METAL FRAMING

DESIGN, FABRICATION AND ERECTION OF LIGHT GAGE METAL FRAMING SHALL COMPLY WITH REQUIREMENTS OF: AISC "MANUAL OF STEEL CONSTRUCTION" AND AISC "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMEBERS"

Revisions: Date:

Bidding Addendum Drawings 05/18/2023

PREFABRICATED, COLD-FORMED (LIGHT GA.) METAL TRUSSES

METAL TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING CRITERIA:

1. ROOF TRUSSES:

TOP CHORD LOADING: REFERENCE THE DESIGN DATA

2. TRUSSES SHALL MEET THE FOLLOWING DEFLECTION CRITERIA, UNLESS OTHERWISE NOTED. MAXIMUM LIVE LOAD

DEFLECTION SHALL NOT EXCEED:

A. ROOFS L/360

METAL TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING (AISI), STRUCTURAL BUILDING COMPONENTS ASSOCIATION (SBCA) AND THE STATE BUILDING CODE IN WHICH THE PROJECT IS LOCATED.

STEEL SHEET SHALL CONFORM TO ASTM A1003.

SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS DUE TO DEAD, LIVE, AND WIND LOADS SHALL BE CONSIDERED IN

THE DESIGN.

ALL GIRDER TRUSSES SUPPORTING OTHER METAL TRUSSES OR PURLINS/JOISTS SHALL BE A MINIMUM OF (2) PLIES, UNLESS OTHERWISE APPROVED. REFER TO THE MANUFACTURER'S TRUSS DESIGN DRAWING FOR GIRDER PLY-TO-PLY CONNECTION REQUIREMENTS. ATTACH FRAMING MEMBERS OR LOADS ONLY AFTER ALL GIRDER PLIES ARE IN PLACE AND PROPERLY FASTENED TOGETHER, AND THE GIRDER TRUSS IS PROPERLY BRACED TO PREVENT LATERAL DISPLACEMENT.

TRUSS-TO-GIRDER CONNECTION INFORMATION SHALL BE ON THE MFR'S TRUSS DESIGN DRAWING OF THE CARRIED TRUSS OR GIRDER TRUSS, OR THE MFR'S TRUSS PLACEMENT DRAWING. UNLESS OTHERWISE APPROVED, ALL TRUSS/JOIST HANGERS, STRAPPING, TIES, ETC. SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY.

UNLESS OTHERWISE SHOWN OR NOTED, ALL TRUSS BEARINGS SHALL BE ANCHORED USING A MECHANICAL FASTENER AS DESIGNED BY

THE TRUSS MANUFACTURER.

METAL TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS MANUFACTURER'S REQUIREMENTS. THIS WORK SHALL BE DONE BY A QUALIFIED AND EXPERIENCED CONTRACTOR. TRUSS ERECTION BY AN INEXPERIENCED OR NON-QUALIFIED CONTRACTOR

CAN RESULT IN CONSTRUCTION COLLAPSE AND/OR SERIOUS INJURY DAMAGE.

THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING/RESTRAINTS AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE FOLLOWING PUBLICATIONS OF THE STRUCTURAL BUILDING COMPONENTS ASSOCIATION (SBCA) SHALL BE ADHERED TO UNLESS OTHERWISE NOTED IN THE CONTRACT DOCUMENTS:

CFSBCSI-B1 GUIDE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF TRUSSES

CFSBCSI-B2 TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING

CFSBCSI-B3 PERMANENT RESTRAINT/BRACING OF CHORDS & WEB MEMBERS

CFSBCSI-B4 CONSTRUCTION LOADING

CFSBCSI-B5 TRUSS DAMAGE, JOBSITE MODIFICATIONS, AND INSTALLATION ERRORS

CFSBCSI-B11 FALL PROTECTION & TRUSSES

UNLESS OTHERWISE SHOWN OR NOTED, PERMANENT BRACING/RESTRAINT SHALL CONSIST OF A MINIMUM OF 150F125-33 FURRING CHANNELS OR 250S162-33 STUDS SPANNING A MINIMUM OF THREE TRUSSES AND FASTENED AT EACH INTERSECTION WITH A MINIMUM

OF (2) #10SDS. LAP CONTINUOUS BRACING/RESTRAINT A MINIMUM OF 4'-0" (2 TRUSSES).

REFER TO MANUFACTURER'S TRUSS DESIGN DRAWING FOR WEB MEMBERS REQUIRING WEB MEMBER PERMANENT RESTRAINT OR REINFORCEMENT. CONTINUOUS LATERAL RESTRAINTS MUST ALWAYS BE DIAGONALLY BRACED FOR RIGIDITY.

WHEREVER POSSIBLE, THE TEMPORARY ERECTION BRACING AS DESCRIBED IN CFSBCSI-B2 SHALL BE LEFT IN PLACE TO FUNCTION AS

PERMANENT BRACING.

TRUSSES WHICH ARE TOO TALL FOR DELIVERY TO THE JOBSITE IN ONE PIECE MAY BE MANUFACTURED IN TWO OR MORE SECTIONS AND "PIGGYBACKED" AT THE JOBSITE. THE CONTRACTOR MUST INSTALL TEMPORARY AND PERMANENT BRACING FOR THE LOWER SUPPORTING TRUSSES AS SHOWN ON THE MANUFACTURER'S TRUSS DESIGN DRAWING AND/OR THE CONTRACT DOCUMENTS BEFORE INSTALLING THE CAP TRUSSES. THE CONNECTION BETWEEN THE CAP AND BASE TRUSS SHALL BE SHOWN ON THE SEALED TRUSS DESIGN DRAWING. PROVIDE, AS MINIMUM, FURRING CHANNEL PURLINS LAID ON THE TOP CHORD OF THE SUPPORTING TRUSSES, SPACED AT 24" O.C. MAXIMUM AND ADEQUATELY FASTENED TO THE TOP CHORD (SEE TRUSS DESIGN DRAWING FOR ANY OTHER OR ADDITIONAL REQUIREMENT). PROVIDE 4' O.C. (BRACE TO BRACE) DIAGONAL BRACING AT 45 DEGREES TO BRACE THE PURLINS. INSTALL DIAGONAL BRACES ON THE BOTTOM SIDE OF THE TOP CHORD IN THE CAP AREA, UNLESS OTHERWISE SPECIFIED BY THE TRUSS

DESIGN ENGINEER.

TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE TRUSS DESIGN ENGINEER (SEE SPECIALTY STRUCTURAL ENGINEER NOTES).

COORDINATE FINAL TRUSS LAYOUT AND TRUSS WEB MEMBER CONFIGURATION WITH MECHANICAL, ELECTRICAL AND PLUMBING TRADES. KEEP ALL MECHANICAL CHASES FREE OF TRUSSES. ALIGN FLOOR TRUSS WEB LAYOUT, INCLUDING OPEN VIERENDEEL PANELS FOR ALL PARALLEL TRUSSES WITH SIMILAR SPANS TO PROVIDE MAXIMUM FLEXIBILITY OF MEP INSTALLATION. DO NOT LOCATE

TRUSSES AT PARALLEL PLUMBING WALLS.

SUBMIT COMPLETE SHOP DRAWINGS FOR ALL METAL TRUSSES SHOWING MEMBER SIZES, CAMBER, DIMENSIONS, NUMBER OF PLIES AND TRUSS PLY-TO-PLY CONNECTIONS, REACTIONS AND BEARING REQUIREMENTS, CHORD PITCH, RESTRAINT/BRACING REQUIREMENTS, AND LOADINGS INCLUDING ANY GIRDER LOADS, FIELD ASSEMBLY OF MULTI-PART TRUSSES, AND REQUIRED CAP TRUSS TO BASE TRUSS CONNECTION. NO REFERENCE TO ANOTHER DRAWING SHEET, NOTE EXTERNAL TO THAT INDIVIDUAL TRUSS DRAWING, OR DETAIL NOT SHOWN ON THAT INDIVIDUAL TRUSS DRAWING MAY BE USED TO CONVEY ANY OF THIS REQUIRED INFORMATION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD AND SHALL BEAR THE SEAL OF

THE SPECIALTY STRUCTURAL ENGINEER.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

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

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

C U s e rs

\a k e n n e d y \D o c u m e n ts

\1 .5

G re e n H o m e s S tr u c v a k e n n e d y g u id o n d e s ig n .c o m

.r v t

/1

/2

:3

:4

A

M

SI002.1

STRUCTURAL GENERAL NOTES

GUIDON DESIGN INC.

1221 North Pennsylvania St

Indianapolis, Indiana 46202

317.800.6388

CMTA

10411 Meeting Street

Prospect, Kentucky 40059

CONSTRUCT TWO NEW GREEN

HOMES 7 & 8

1900 E. MAIN ST., DANVILLE, IL 61832

550-319

134 & 135

04/09/2020 MAV ADK

100% CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

502.326.3085

Revisions: Date:

Bidding Addendum Drawings 05/18/2023

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 20 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 20 PSF

3. SNOW EXPOSURE FACTOR (CE) = 1.0

4. THERMAL FACTOR (CT) = 1.0

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 115 MPH

2. WIND LOAD IMPORTANCE FACTOR (IW) = 1.0

3. WIND EXPOSURE = C

4. WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.178

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.092

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.25

4. OCCUPANCY CATEGORY = III

5. SEISMIC DESIGN CATEGORY = B

6. SITE CLASSIFICATION = C

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.154

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.092

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE.

10. RESPONSE MODIFICATION COEFFICIENT (R) = 3.0

PREFABRICATED, PLATE-CONNECTED WOOD TRUSSES

WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING CRITERIA:

1. ROOF TRUSSES:

TOP CHORD LOADING: REFERENCE THE DESIGN DATA

2. TRUSSES SHALL MEET THE FOLLOWING DEFLECTION CRITERIA, UNLESS OTHERWISE NOTED. MAXIMUM LIVE LOAD

DEFLECTION SHALL NOT EXCEED:

A. ROOFS L/360

WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION OF THE NATIONAL FOREST PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES OF THE TRUSS PLATE INSTITUTE (TPI), WOOD STRUCTURAL BUILDING COMPONENTS

ASSOCIATION (SBCA) AND THE STATE BUILDING CODE IN WHICH THE PROJECT IS LOCATED.

WOOD TRUSSES SHALL BE FABRICATED BY A TRUSS MANUFACTURER WHO MAINTAINS WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND ENGAGES IN PERIODIC AUDITING OF FABRICATION PRACTICES AND INSPECTIONS AS REQUIRED BY ANSI/TPI 1, CHAPTER

3. IN ADDITION, THE TRUSS MANUFACTURER SHALL ENGAGE IN PERIODIC, UNANNOUNCED AUDITING BY AN APPROVED THIRD-PARTY INSPECTION AGENCY SUCH AS TPI FOR REVIEW. IF THE TRUSS MANUFACTURER CANNOT FULFILL THESE REQUIREMENTS, THE STRUCTURAL ENGINEER OF RECORD MAY, AT THEIR DISCRETION, REQUIRE OR ACCEPT FROM THE TRUSS MANUFACTURER, A LETTER SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED VERIFYING THEIR INSPECTION OF THE MANUFACTURED WOOD TRUSSES SUPPLIED FOR THIS PROJECT. THE SSE SHALL VERIFY THAT THE TRUSSES ARE IN COMPLIANCE WITH THE QUALITY STANDARDS OF ANSI/TPI 1, CHAPTER 3. THE SSE SHALL HAVE SIGNIFICANT PRIOR EXPERIENCE IN THE

INSPECTION OF METAL PLATE-CONNECTED WOOD TRUSSES.

WOOD MATERIALS SHALL BE SOUTHERN PINE, OR DOUGLAS FIR-LARCH AND SHALL BE KILN-DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE NO. 2 OR BETTER AS REQUIRED TO SATISFY STRESS REQUIREMENTS.

CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN COATED THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR HIGHER AND SHALL BE HOT-DIP GALVANIZED ACCORDING TO ASTM A653 (COATING G60). MINIMUM STEEL YIELD STRESS

SHALL BE 33,000 PSI.

TRUSSES SHALL BE FABRICATED IN A PROPERLY-EQUIPPED MANUFACTURING FACILITY OF A PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURE BY EXPERIENCED WORKMEN, USING PRECISION CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE

REQUIREMENTS IN QUALITY CONTROL AS INDICATED IN ANSI/TPI 1, CHAPTER 3.

SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS DUE TO DEAD, LIVE, AND WIND LOADS SHALL BE CONSIDERED IN THE DESIGN. LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION".

TRUSS-TO-GIRDER CONNECTION INFORMATION SHALL BE ON THE MFR'S TRUSS DESIGN DRAWING OF THE CARRIED TRUSS OR GIRDER TRUSS, OR THE MFR'S TRUSS PLACEMENT DRAWING. UNLESS OTHERWISE APPROVED, ALL TRUSS/JOIST HANGERS, STRAPPING, TIES, ETC. SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY.

UNLESS OTHERWISE SHOWN OR NOTED, ALL TRUSS BEARINGS SHALL BE ANCHORED USING A MECHANICAL FASTENER. AS A MINIMUM, PROVIDE SDWC SCREW ANCHOR BY THE SIMPSON STRONG-TIE COMPANY, INSTALLED AS SHOWN IN THE DETAILS ON THESE PLANS.

WOOD TRUSSES SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS MANUFACTURER'S REQUIREMENTS. THIS WORK SHALL BE DONE BY A QUALIFIED AND EXPERIENCED CONTRACTOR. TRUSS ERECTION BY AN INEXPERIENCED OR NON-QUALIFIED CONTRACTOR

CAN RESULT IN CONSTRUCTION COLLAPSE AND/OR SERIOUS INJURY DAMAGE.

THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING/RESTRAINTS AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE FOLLOWING JOINT PUBLICATIONS OF THE TRUSS PLATE INSTITUTE (TPI) AND STRUCTURAL BUILDING COMPONENTS ASSOCIATION (SBCA) SHALL BE ADHERED TO UNLESS OTHERWISE NOTED IN

THE CONTRACT DOCUMENTS:

BCSI-B1 GUIDE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF TRUSSES

BCSI-B2 TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING

BCSI-B3 PERMANENT RESTRAINT/BRACING OF CHORDS & WEB MEMBERS

BCSI-B4 CONSTRUCTION LOADING

BCSI-B5 TRUSS DAMAGE, JOBSITE MODIFICATIONS, AND INSTALLATION ERRORS

BCSI-B7 GUIDE FOR HANDLING, INSTALLING AND BRACING OF 3X2 & 4X2 PARALLEL CHORD TRUSSES

BCSI-B8 USING TOE-NAILED CONNECTIONS TO ATTACH TRUSSES AT BEARING LOCATIONS

BCSI-B9 MULTI-PLY GIRDERS

BCSI-B10 POST FRAME TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING

BCSI-B11 FALL PROTECTION & TRUSSES

UNLESS OTHERWISE SHOWN OR NOTED, PERMANENT BRACING SHALL CONSIST OF 2X4 STRESS-GRADED MEMBERS SPANNING A MINIMUM OF FOUR TRUSSES AND NAILED AT EACH INTERSECTION WITH A MINIMUM OF (2) 16D NAILS. LAP CONTINUOUS BRACING A

MINIMUM OF 2'-0" (2 TRUSSES).

REFER TO MANUFACTURER'S TRUSS DESIGN DRAWING FOR WEB MEMBERS REQUIRING WEB MEMBER PERMANENT RESTRAINT OR REINFORCEMENT. CONTINUOUS LATERAL RESTRAINTS MUST ALWAYS BE DIAGONALLY BRACED FOR RIGIDITY.

WHEREVER POSSIBLE, THE TEMPORARY ERECTION BRACING AS DESCRIBED IN BCSI-B2 SHALL BE LEFT IN PLACE TO FUNCTION AS

PERMANENT BRACING.

DESIGN ALL WOOD TRUSS BEARINGS USING THE COMPRESSION PERPENDICULAR-TO-GRAIN VALUE OF THE TRUSS LUMBER OR THE WALL PLATE LUMBER/NAILER, WHICHEVER IS LESS. THE BEARING LENGTH OR AREA SHOWN ON THE SEALED TRUSS DRAWINGS SHALL BE BASED ON THIS LESSER VALUE. USE ADDITIONAL TRUSS PLIES OR TRUSS BEARING ENHANCEMENT DEVICES TO ACHIEVE THE REQUIRED BEARING AREA. IF THE BEARING ENHANCEMENT DEVICE HAS A VALID ESR REPORT, IT MAY BE SHOWN ON THE TRUSS

PLACEMENT PLAN INSTEAD OF BEING SHOWN ON THE SEALED TRUSS DRAWINGS.

TRUSSES WHICH ARE TOO TALL FOR DELIVERY TO THE JOBSITE IN ONE PIECE MAY BE MANUFACTURED IN TWO OR MORE SECTIONS AND "PIGGYBACKED" AT THE JOBSITE. THE CONTRACTOR MUST INSTALL TEMPORARY AND PERMANENT BRACING FOR THE LOWER SUPPORTING TRUSSES AS SHOWN ON THE MANUFACTURER'S TRUSS DESIGN DRAWING AND/OR THE CONTRACT DOCUMENTS BEFORE INSTALLING THE CAP TRUSSES. THE CONNECTION BETWEEN THE CAP AND BASE TRUSS SHALL BE SHOWN ON THE SEALED TRUSS DESIGN DRAWING. PROVIDE, AS MINIMUM, 4X2 SLEEPERS LAID FLAT ON THE TOP CHORD WITH A MINIMUM OF TWO 16D NAILS (SEE TRUSS DESIGN DRAWING FOR ANY OTHER OR ADDITIONAL REQUIREMENT). PROVIDE 4' O.C. (BRACE TO BRACE) DIAGONAL BRACING AT 45 DEGREES TO BRACE THE SLEEPERS. INSTALL DIAGONAL BRACES ON THE BOTTOM SIDE OF THE TOP CHORD IN THE CAP AREA, UNLESS OTHERWISE SPECIFIED BY THE TRUSS DESIGN ENGINEER.

WHEN INDICATED ON THE PLANS OR WHEN A CAP TRUSS LENGTH EXCEEDS 20', IN LIEU OF THE SLEEPERS AND DIAGONAL BRACING INDICATED ABOVE, STRUCTURAL WOOD SHEATHING ON THE TOP CHORD OF THE BASE TRUSS IN THE CAP AREA SHALL BE USED AS THE MEANS OF BRACING/RESTRAINING THE BASE TRUSS IN THE CAP AREA. THE CONNECTION BETWEEN THE CAP AND BASE TRUSS, SHOWN ON THE SEALED TRUSS DESIGN DRAWING, SHALL TAKE THIS INTO ACCOUNT. CAP TRUSSES MUST BE DIRECTLY ABOVE BASE

TRUSSES.

TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE TRUSS DESIGN ENGINEER (SEE SPECIALTY STRUCTURAL ENGINEER NOTES).

WHERE TRUSSES AND/OR WOOD JOISTS AND RAFTERS ARE CALLED TO BE SUPPORTED BY STEEL BEAMS, PROVIDE CONTINUOUS DOUBLE 2X NAILER(S) FIELD-BOLTED TO THE TOP OF THE STEEL BEAM WITH ½" DIAMETER CARRIAGE BOLTS SPACED A MAXIMUM OF 24" ON CENTER AND STAGGERED EACH SIDE OF BEAM WEB. WIDTH OF NAILER TO BE WIDTH OF BEAM FLANGE +½"/-¼", UNLESS OTHERWISE NOTED. CARRIAGE BOLTS MAY BE OVER-TIGHTENED TO COMPRESS THE ROUNDED HEAD IN THE NAILER TO FACILITATE

INSTALLATION OF CONTINUOUS BAND/RIM JOISTS, RAFTERS, TRUSSES, ETC.

COORDINATE FINAL TRUSS LAYOUT AND TRUSS WEB MEMBER CONFIGURATION WITH MECHANICAL, ELECTRICAL AND PLUMBING TRADES. KEEP ALL MECHANICAL CHASES FREE OF TRUSSES. ALIGN FLOOR TRUSS WEB LAYOUT, INCLUDING OPEN VIERENDEEL PANELS FOR ALL PARALLEL TRUSSES WITH SIMILAR SPANS TO PROVIDE MAXIMUM FLEXIBILITY OF MEP INSTALLATION. DO NOT LOCATE

TRUSSES AT PARALLEL PLUMBING WALLS.

SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, DIMENSIONS, NUMBER OF PLIES AND TRUSS PLY-TO-PLY CONNECTIONS, REACTIONS AND BEARING REQUIREMENTS, CHORD PITCH, RESTRAINT/BRACING REQUIREMENTS, AND LOADINGS INCLUDING ANY GIRDER LOADS, FIELD ASSEMBLY OF MULTI-PART TRUSSES, AND REQUIRED CAP TRUSS TO BASE TRUSS CONNECTION. NO REFERENCE TO ANOTHER DRAWING SHEET, NOTE EXTERNAL TO THAT INDIVIDUAL TRUSS DRAWING, OR DETAIL NOT SHOWN ON THAT INDIVIDUAL TRUSS DRAWING MAY BE USED TO CONVEY ANY OF THIS REQUIRED INFORMATION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD AND SHALL BEAR

THE SEAL OF THE SPECIALTY STRUCTURAL ENGINEER.

A A.2 B B.2 D E F G H J

C

2.5

C.6

9.6

C.7C.5

7.1

9.1

E.5D.5

A

A

B

A

A

A

50 PSF

50 PSF

40 PSF AT GRIDLINE

" 6'

20 PSF

20 PSF

50 PSF

50 PSF

40 PSF AT GRIDLINE

6'

" 10

FLOOR LOAD…