W912QR21R0013_Plans_Vol9-0002.pdf

CODES AND STANDARDS

THE FOLLOWING CODES AND STANDARDS HAVE BEEN USED AS THE BASIS FOR

DESIGN AND/OR SHALL BE UTILIZED BY THE CONTRACTOR TO ESTABLISH MINIMUM

LEVELS OF QUALITY AND CONSTRUCTION TECHNIQUES.

1. GENERAL

A. UFC 4-711-01, "FAMILY HOUSING," 8-10-2018.

B. INTERNATIONAL RESIDENTIAL CODE (IRC 2018).

C. AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS AND

ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES," (ASCE 7-16).

2. CONCRETE

A. AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" (ACI 318-16).

B. AMERICAN CONCRETE INSTITUTE, "SPECIFICATIONS FOR STRUCTURAL

CONCRETE," (ACI 301-16).

C. AMERICAN CONCRETE INSTITUTE, "GUIDE TO CONCRETE FLOOR AND SLAB

CONSTRUCTION" (ACI 302.1R-15).

3. WOOD

A. 2018 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION.

B. 2018 AMERICAN WOOD COUNCIL, "WOOD FRAME CONSTRUCTION MANUAL"

THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LOADS.

1. ROOF DEAD LOADS

CLAY TILE ROOF 12 PSF

ROOF SHEATHING 3 PSF

INSULATION 1 PSF

CEILINGS 3 PSF

MEP 2 PSF

DESIGN CRITERIA

2. ROOF LIVE LOADS

TOP CHORD UNIFORM LOAD (UNREDICIBLE) 20 PSF

BOTTOM CHORD UNIFORM LOAD (UNREDICIBLE) 10 PSF (NON-CONCURRENT W/

TOP CHORD LIVE LOAD)

3. SNOW LOADS

GROUND SNOW LOAD (Pg) 20 PSF FLAT ROOF SNOW LOAD (Pf) 16.8 PSF

SLOPED ROOF SNOW LOAD 16.8 PSF

EXPOSURE FACTOR (Ce) 1.0 IMPORTANCE FACTOR (Is) 1.0 THERMAL FACTOR (Ct) 1.2 SLOPE FACTOR (Cs) 1.0

4. WIND LOADS

BUILDING

ULTIMATE DESIGN WIND SPEED (Vult) 107 MPH ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) 83 MPH

RISK CATEGORY II

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFF. (GCpi) +/- 0.18

5. SEISMIC LOADS

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR (Ie) 1.0

0.2 SEC MAPPED SPECTRAL ACCELERATION (SS) 0.150

1.0 SEC MAPPED SPECTRAL ACCELERATION (S1) 0.070

SITE CLASS C

0.2 SEC DESIGN SPECTRAL ACCELERATION (SDS) 0.160

1.0 SEC DESIGN SPECTRAL ACCELERATION (SD1) 0.112

SEISMIC DESIGN CATEGORY B

BASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAME WOOD WALLS W/

WOOD STRUCT. PANELS

SEISMIC RESPONSE COEFFICIENT (Cs) 0.025

RESPONSE MODIFICATION COEFFICIENT (R) 6.5

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE

PROCEDURE

1. SHALLOW FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS REPORTED

IN THE SITE SPECIFIC GEOTECHNICAL EXPLORATION REPORT PREPARED BY

TERRACON CONSULTANTS, INC. DATED FEBURARY 28, 2020.

2. THE FOUNDATIONS WERE DESIGNED BASED ON THE FOLLOWING NET ALLOWABLE

SOIL BEARING PRESSURES:

A. ISOLATED SPREAD FOUNDATIONS 2,000 PSF

B. CONTINUOUS FOUNDATIONS 2,000 PSF

3. ALLOWABLE BEARING PRESSURES ARE BASED ON SITE PREPARATION AS

DISCUSSED IN THE GEOTECHNICAL REPORT. UNDOCUMENTED FILLS ARE EXPECTED

BELOW ALL NEW STRUCTURAL FOOTINGS AND SLABS AND SHALL BE UNDERCUT AND

REPLACED WITH NEW STRUCTURAL FILL (BASE BID SHALL INCLUDE PRICE FOR 2' OF

UNDERCUT AND FILL). THE DEPTH AND EXTENT OF UNDERCUTTING SHALL BE

DETERMINED BY GEOTECHNICAL PERSONNEL DURING CONSTRUCTION. RE-USE OF

EXCAVATED FILL AS STRUCTURAL FILL SHALL BE DETERMINED DURING REMOVAL BY

GEOTECHNICAL ENGINEER.

4. ALL FOUNDATION BEARING SURFACES SHALL BE INSPECTED BY THE GEOTECHNICAL

ENGINEER PRIOR TO STEEL OR CONCRETE PLACEMENT TO ENSURE THAT THE

BEARING SURFACES ARE CONSISTENT WITH THE ALLOWABLE BEARING PRESSURES

NOTED.

5. CONTRACTOR SHALL KEEP ALL FREE STANDING WATER OUT OF EXCAVATION

CONTRACTOR SHALL PROVIDE DEWATERING MEASURES AS NECESSARY PRIOR TO

PLACING CONCRETE.

6. EXISTING SOIL WHICH IS DEEMED NON-USABLE BY THE GEOTECHNICAL ENGINEER

DUE TO FAILURE OF THE CONTRACTOR TO PROMPTLY DE-WATER THE SITE SHALL BE

REMOVED AND REPLACED WITH SUITABLE FILL AT THE CONTRACTOR’S EXPENSE.

7. DESIGN OF TEMPORARY AND PERMANENT SHORING FOR EXCAVATIONS SHALL BE

THE RESPONSIBILITY OF THE CONTRACTOR.

8. FOR WALLS OR GRADE WALLS HAVING FILL ON EACH SIDE, PROCEED WITH

BACKFILLING OPERATIONS SIMULTANEOUSLY IN UNIFORM LIFTS. DIFFERENTIAL

ELEVATION OF TOP OF LIFTS BETWEEN EACH SIDE SHALL NOT EXCEED 18 INCHES.

FOUNDATIONS

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 (DEFORMED).

2. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064 AND SHALL

BE PROVIDED IN FLAT SHEETS ONLY. FABRIC SHALL LAP TWO FULL MESHES AND BE

SECURELY FASTENED AT EACH SIDE AND EACH END.

3. DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL, UNLESS

OTHERWISE NOTED, SHALL CONFORM TO ACI 315, "DETAILS AND DETAILING OF

REINFORCED CONCRETE STRUCTURES", SP-66, THE CRSI, "MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" AND ACI 318.

4. REINFORCING STEEL SHALL BE CONTINUOUS ACROSS ALL CONSTRUCTION JOINTS

UNO.

5. REINFORCING STEEL SHALL NOT BE HEATED OR WELDED AND MUST BE DRY AND FREE

OF CONTAMINANTS SUCH AS RUST, DIRT, GREASE, AND PROTECTIVE COATINGS.

6. ALL BAR SPLICES SHALL BE CLASS B TENSION SPLICES IN ACCORDANCE WITH ACI 318.

REINFORCING STEEL FOR CONCRETE

CONCRETE

1. MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS:

A. SPREAD & CONTINUOUS FOOTINGS, GRADE BEAMS 3,000 PSI

B. FOUNDATION WALLS AND SLABS 4,000 PSI

2. CONCRETE SHALL BE PROPORTIONED, BATCHED, MIXED, PLACED,

CONSOLIDATED, AND CURED IN ACCORDANCE WITH ACI 301, 304, 308, 309 AND 318.

3. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED (W/ 4-6% AIR

ENTRAINMENT).

4. WHERE STRIP/GRADE FOOTINGS OR WALLS INTERSECT COLUMN FOUNDATIONS,

LONGITUDINAL REINFORCEMENT SHALL BE CONTINUOUS THROUGH THE COLUMN

FOUNDATION.

5. UNLESS OTHERWISE SHOWN, THE CONCRETE CLEAR COVER AT ALL

REINFORCING STEEL SHALL BE:

A. CONCRETE CAST AGAINST EARTH 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER 3/4"

6. ALL CONCRETE SHALL BE MECHANICALLY VIBRATED IN ACCORDANCE WITH ACI

304 AND ACI 309.

7. PROVIDE 3/4"x3/4"x 45 DEGREE CHAMFERED CORNERS AT ALL EXPOSED

CONCRETE CORNERS UNO.

8. MAXIMUM WATER TO CEMENT RATIO SHALL BE AS FOLLOWS:

CONCRETE EXPOSED TO FREEZING & THAWING 0.55

CONCRETE SUBJECT TO DE-ICERS OR TO BE WATERTIGHT 0.40

ALL OTHER CONCRETE TYPES 0.55

1. GENERAL NOTES AND TYPICAL DETAILS DESCRIBE GENERAL CRITERIA APPLICABLE TO

ALL SIMILAR CONDITIONS THROUGHOUT THE PROJECT REGARDLESS OF WHETHER OR

NOT THEY ARE SPECIFICALLY REFERENCED IN THE PLANS OR DETAILS.

2. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE IN QUESTION, THE CONTRACTOR

SHALL BE RESPONSIBLE FOR OBTAINING CLARIFICATION FROM THE STRUCTURAL

ENGINEER BEFORE CONTINUING WITH CONSTRUCTION.

3. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION AND CIVIL

DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY

DISCREPANCY.

4. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR COMPLIANCE WITH THE

CONTRACT DOCUMENTS, FOR DIMENSIONS TO BE CONFIRMED AT THE JOBSITE, FOR

FABRICATION PROCESSES, AND FOR THE MEANS, METHODS, TECHNIQUES,

SEQUENCES AND PROCEDURES OF CONSTRUCTION.

5. NO SUBSTITUTIONS OF MATERIAL WILL BE ALLOWED WITHOUT WRITTEN PERMISSION

FROM THE ENGINEER.

6. SHOP DRAWINGS SHALL NOT BE REVIEWED FOR APPROVAL UNLESS CHECKED BY THE

FABRICATOR AND APPROVED BY THE CONTRACTOR.

7. CONTRACTOR SHALL COMPLY WITH LOCAL, STATE, FEDERAL AND OWNERS SAFETY

REGULATIONS WHILE WORKING. STRUCTURAL ENGINEER DOES NOT ASSUME

ANYRESPONSIBILITY FOR CONSTRUCTION SITE SAFETY.

8. CONTRACTOR SHALL REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

MISCELLANEOUS

ABBREVIATIONS

AB ANCHOR BOLT

ADD'L ADDITIONAL

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

APPROX APPROXIMATE, APPROXIMATELY

ARCH ARCHITECT, ARCHITECTURAL

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BO BOTTOM OF

BOD BASIS OF DESIGN

BOT BOTTOM

BP BASEPLATE

BRG BEARING

CC CENTER TO CENTER

CJ CONTROL JOINT, CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CP COMPLETE PENETRATION

DIA DIAMETER

DIAG DIAGONAL

DL DEAD LOAD

DO DITTO

DWG DRAWING

EOS EDGE OF SLAB

EA EACH

EF EACH FACE

EL ELEVATION

EOR ENGINEER OF RECORD

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FLR FINISHED FLOOR

FTG FOOTING

GA GAUGE

GALV GALVANIZE, GALVANIZED

HDD HEADED

HORIZ HORIZONTAL

INT INTERIOR

JT JOINT

K KIPS

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L ANGLE

LG LONG

LL LIVE LOAD

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LVL LAMINATED VENEER LUMBER

LW LIGHT-WEIGHT

MANUF MANUFACTURER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MIN MINIMUM

MTL METAL

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NW NORMAL-WEIGHT

OC ON CENTER

OPNG OPENING

OPP OPPOSITE

PAF POWDER ACTUATED FASTENER

PC PRECAST CONCRETE

PEJF PRE-MOLDED EXPANSION JOINT FILLER

PEMB PRE-ENGINEERED METAL BUILDING

PL PLATE

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESERVATIVE TREATED

RD ROOF DRAIN

REF REFER, REFERENCE

REINF REINFORCING

REQD REQUIRED

RET RETAINING

SCHED SCHEDULE

SECT SECTION

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB-ON-GRADE

SPEC SPECIFICATIONS

STIFF STIFFENER

SQ SQUARE

STD STANDARD

STL STEEL

SYM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

T/ TOP OF

THDD THREADED

TO TOP OF

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

VERT VERTICAL

W/ WITH

W/O WITHOUT

WP WORKING POINT

WWR WELDED WIRE REINFORCING

WOOD FRAMING

1. MATERIAL CERTIFICATES: FOR DIMENSION LUMBER SPECIFIED TO COMPLY WITH MINIMUM

ALLOWABLE UNIT STRESSES. INDICATE SPECIES AND GRADE SELECTED FOR EACH USE

AND DESIGN VALUES APPROVED BY THE AMERICAN LUMBER STANDARDS COMMITTEE

BOARD OF REVIEW.

2. U.N.O. ON PLANS SAWN LUMBER SHALL BE THE FOLLOWING MIN. GRADES. ANY LUMBER

SPECIES SUBSITUTIONS MUST BE APPROVED BY ENGINEER OF RECORD.

BEAMS/HEADERS (2x10 OR LARGER): SYP #1

STUD WALLS: SPF#2

ALL OTHER FRAMING: SYP #2

3. STACK LUMBER, PLYWOOD, AND OTHER PANELS; PLACE SPACERS BETWEEN EACH BUNDLE

TO PROVIDE AIR CIRCULATION. PROVIDE FOR AIR CIRCULATION AROUND STACKS AND

UNDER COVERINGS.

4. ENGINEERED WOOD PRODUCTS: PROVIDE ENGINEERED WOOD PRODUCTS ACCEPTABLE

TO AUTHORITIES HAVING JURISDICTION AND FOR WHICH CURRENT MODEL CODE

RESEARCH OR EVALUATION REPORTS EXIST THAT SHOW COMPLIANCE WITH BUILDING

CODE IN EFFECT FOR PROJECT.

L.V.L. MIN. PROPERTIES

E = 1,900,000 PSI

Fb = 2,600 PSI

P.S.L. MIN. PROPERTIES

E = 2,000,000 PSI

Fc // = 2,900 PSI

5. ALLOWABLE DESIGN STRESSES: PROVIDE ENGINEERED WOOD PRODUCTS WITH

ALLOWABLE DESIGN STRESSES, AS PUBLISHED BY MANUFACTURER, THAT MEET OR

EXCEED THOSE INDICATED. MANUFACTURER'S PUBLISHED VALUES SHALL BE DETERMINED

FROM EMPIRICAL DATA OR BY RATIONAL ENGINEERING ANALYSIS AND DEMONSTRATED BY

COMPREHENSIVE TESTING PERFORMED BY A QUALIFIED INDEPENDENT TESTING AGENCY.

6. GENERAL: PROVIDE FASTENERS OF SIZE AND TYPE INDICATED THAT COMPLY WITH

REQUIREMENTS SPECIFIED IN THIS ARTICLE FOR MATERIAL AND MANUFACTURE. WHERE

ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, OR IN AREA OF HIGH

RELATIVE HUMIDITY, PROVIDE FASTENERS WITH HOT-DIP ZINC COATING COMPLYING WITH

ASTM A 153/A 153M.

NAILS, BRADS, AND STAPLES: ASTM F 1667.

POWER-DRIVEN FASTENERS: CABO NER-272.

WOOD SCREWS: ASME B18.6.1.

LAG BOLTS: ASME B18.2.1.

BOLTS: STEEL BOLTS COMPLYING WITH ASTM A 307, GRADE A, ; WITH ASTM A 563 HEX

NUTS AND, WHERE INDICATED, FLAT WASHERS.

7. SET ROUGH CARPENTRY TO REQUIRED LEVELS AND LINES, WITH MEMBERS PLUMB, TRUE

TO LINE, CUT, AND FITTED. FIT ROUGH CARPENTRY TO OTHER CONSTRUCTION; SCRIBE

AND COPE AS NEEDED FOR ACCURATE FIT. LOCATE FURRING, NAILERS, BLOCKING, AND

SIMILAR SUPPORTS TO COMPLY WITH REQUIREMENTS FOR ATTACHING OTHER

CONSTRUCTION.

8. DO NOT USE MATERIALS WITH DEFECTS THAT IMPAIR QUALITY OF ROUGH CARPENTRY OR

PIECES THAT ARE TOO SMALL TO USE WITH MINIMUM NUMBER OF JOINTS OR OPTIMUM

JOINT ARRANGEMENT.

9. SECURELY ATTACH ROUGH CARPENTRY WORK TO SUBSTRATE BY ANCHORING AND

FASTENING AS INDICATED.

10. USE COMMON WIRE NAILS, UNLESS OTHERWISE INDICATED. SELECT FASTENERS OF SIZE

THAT WILL NOT FULLY PENETRATE MEMBERS WHERE OPPOSITE SIDE WILL BE EXPOSED TO

VIEW OR WILL RECEIVE FINISH MATERIALS. MAKE TIGHT CONNECTIONS BETWEEN

MEMBERS. INSTALL FASTENERS WITHOUT SPLITTING WOOD; PREDRILL AS REQUIRED.

11. ATTACH ITEMS TO SUBSTRATES TO SUPPORT APPLIED LOADING. RECESS BOLTS AND

NUTS FLUSH WITH SURFACES, UNLESS OTHERWISE INDICATED. WHERE POSSIBLE, SECURE

ANCHOR BOLTS TO FORMWORK BEFORE CONCRETE PLACEMENT.

12. FRAMING STANDARD: COMPLY WITH AWC'S "WOOD FRAME CONSTRUCTION MANUAL"

UNLESS OTHERWISE INDICATED.

13. FRAMING WITH ENGINEERED WOOD PRODUCTS: INSTALL ENGINEERED WOOD PRODUCTS

TO COMPLY WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

14. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS.

15. ARRANGE STUDS SO WIDE FACE OF STUD IS PERPENDICULAR TO DIRECTION OF WALL OR

PARTITION AND NARROW FACE IS PARALLEL. PROVIDE SINGLE BOTTOM PLATE AND

DOUBLE TOP PLATES USING MEMBERS OF 2-INCH NOMINAL THICKNESS WHOSE WIDTHS

EQUAL THAT OF STUDS, EXCEPT SINGLE TOP PLATE MAY BE USED FOR NON-LOAD-BEARING

PARTITIONS. ANCHOR PLATES TO SUPPORTING CONSTRUCTION, UNLESS OTHERWISE

INDICATED.

16. CONSTRUCT CORNERS AND INTERSECTIONS WITH THREE OR MORE STUDS. PROVIDE

BLOCKING AND FRAMING AS INDICATED AND AS REQUIRED TO SUPPORT FACING

MATERIALS, FIXTURES, SPECIALTY ITEMS, AND TRIM.

17. PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT MIDHEIGHT OF WALLS MORE THAN 96

INCHES HIGH, USING MEMBERS OF 2-INCH NOMINAL THICKNESS AND OF SAME WIDTH AS

WALL OR PARTITIONS.

18. FIRE BLOCK CONCEALED SPACES OF WOOD-FRAMED WALLS AND PARTITIONS AT EACH

FLOOR LEVEL AND AT CEILING LINE OF TOP STORY. WHERE FIRE BLOCKING IS NOT

INHERENT IN FRAMING SYSTEM USED, PROVIDE CLOSELY FITTED WOOD BLOCKS OF 2-INCH

NOMINAL THICK LUMBER OF SAME WIDTH AS FRAMING MEMBERS.

19. FOR NON-LOAD-BEARING PARTITIONS, PROVIDE DOUBLE-JAMB STUDS WITH HEADERS NOT

LESS THAN 4-INCH NOMINAL DEPTH FOR OPENINGS 48 INCHES AND LESS IN WIDTH, 6-INCH

NOMINALDEPTH FOR OPENINGS 48 TO 72 INCHES IN WIDTH, 8-INCH NOMINAL DEPTH FOR

OPENINGS 72 TO 120 INCHES IN WIDTH, AND NOT LESS THAN 10-INCH NOMINAL DEPTH FOR

OPENINGS 10 TO 12 FEET IN WIDTH.

20. PROVIDE BLOCKING BETWEEN PLYWOOD JOINTS ON EXTERIOR WALLS (AND INTERIOR

SHEARWALLS) WHERE HORIZONTAL PANEL JOINTS DO NOT ALIGN WITH HORIZONTAL

FRAMING (I.E. HEADERS/RIM JOISTS).

21. AT MINIMUM, PROVIDE NAILING AS DIRECTED BY THE IRC FOR VARIOUS CONDITIONS

UNLESS NOTED OTHERWISE ON PLANS.

22. PROVIDE 1/2" PLYWOOD CUT TO MATCH HEADER DEPTH BETWEEN EA. PLY OF STANDARD

SAWN LUMBER HEADERS.

23. PROVIDE ADJUSTABLE VENEER WIRE TIES (9 GA. MIN. THICKNESS) WITH A HOOK

EMBEDDED INTO THE MORTAR JOINT EXTENDING 2" MIN. INTO MORTAR JOINT W/ 5/8" MIN.

MORTAR COVER. FASTEN TO SUPPORTING FRAMING W/ #10 WOOD SCREWS PER IRC

TABLE R703.8.4(2).

WOOD TRUSSES

1. STRUCTURAL PERFORMANCE: PROVIDE METAL-PLATE-CONNECTED WOOD TRUSSES

CAPABLE OF WITHSTANDING DESIGN LOADS WITHIN LIMITS AND UNDER CONDITIONS

INDICATED.

2. MAXIMUM DEFLECTION UNDER DESIGN LOADS: ROOF TRUSSES: TOTAL VERTICAL

DEFLECTION OF L/360 OF SPAN OR 1/2" WHICHEVER IS LESS.

3. SHOP DRAWINGS: SHOW LOCATION, PITCH, SPAN, CAMBER, CONFIGURATION, AND

SPACING FOR EACH TYPE OF TRUSS REQUIRED; SPECIES, SIZES, AND STRESS GRADES

OF LUMBER; SPLICE DETAILS; TYPE, SIZE, MATERIAL, FINISH, DESIGN VALUES,

ORIENTATION, AND LOCATION OF METAL CONNECTOR PLATES; AND BEARING DETAILS.

BWSC TO APPROVE PRIOR TO INSTALLATION.

4. FOR INSTALLED PRODUCTS INDICATED TO COMPLY WITH DESIGN LOADS, INCLUDE

STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY THE QUALIFIED PROFESSIONAL

ENGINEER RESPONSIBLE FOR THEIR PREPARATION. BWSC TO APPROVE PRIOR TO

INSTALLATION.

5. PRODUCT CERTIFICATES: FOR METAL-PLATE-CONNECTED WOOD TRUSSES, SIGNED BY

OFFICER OF TRUSS FABRICATING FIRM.

6. QUALIFICATION DATA: FOR METAL-PLATE MANUFACTURER AND FABRICATOR.

7. METAL CONNECTOR-PLATE MANUFACTURER QUALIFICATIONS: A MANUFACTURER THAT

IS A MEMBER OF TPI AND THAT COMPLIES WITH TPI QUALITY-CONTROL PROCEDURES

FOR MANUFACTURE OF CONNECTOR PLATES PUBLISHED IN TPI 1.

8. MANUFACTURER'S RESPONSIBILITIES INCLUDE PROVIDING PROFESSIONAL

ENGINEERING SERVICES NEEDED TO ASSUME ENGINEERING RESPONSIBILITY.

9. ENGINEERING RESPONSIBILITY: PREPARATION OF SHOP DRAWINGS AND

COMPREHENSIVE ENGINEERING ANALYSIS BY A QUALIFIED PROFESSIONAL ENGINEER.

10. FABRICATOR QUALIFICATIONS: SHOP THAT PARTICIPATES IN A RECOGNIZED QUALITY-

ASSURANCE PROGRAM THAT INVOLVES INSPECTION BY SPIB (SOUTHERN PINE

INSPECTION BUREAU), TIMBER PRODUCTS INSPECTION, TPI, OR OTHER INDEPENDENT

TESTING AND INSPECTING AGENCY ACCEPTABLE TO ARCHITECT AND AUTHORITIES

HAVING JURISDICTION.

11. SOURCE LIMITATIONS FOR CONNECTOR PLATES: OBTAIN METAL CONNECTOR PLATES

THROUGH ONE SOURCE FROM A SINGLE MANUFACTURER.

12. COMPLY WITH TPI RECOMMENDATIONS TO AVOID DAMAGE AND LATERAL BENDING.

PROVIDE FOR AIR CIRCULATION AROUND STACKS AND UNDER COVERINGS.

13. INSPECT TRUSSES SHOWING DISCOLORATION, CORROSION, OR OTHER EVIDENCE OF

DETERIORATION. DISCARD AND REPLACE TRUSSES THAT ARE DAMAGED OR

DEFECTIVE.

14. CUT TRUSS MEMBERS TO ACCURATE LENGTHS, ANGLES, AND SIZES TO PRODUCE

CLOSE-FITTING JOINTS.

15. FABRICATE METAL CONNECTOR PLATES TO SIZES, CONFIGURATIONS, THICKNESSES,

AND ANCHORAGE DETAILS REQUIRED TO WITHSTAND DESIGN LOADS FOR TYPES OF

JOINT DESIGNS INDICATED.

16. ASSEMBLE TRUSS MEMBERS IN DESIGN CONFIGURATION INDICATED; USE JIGS OR

OTHER MEANS TO ENSURE UNIFORMITY AND ACCURACY OF ASSEMBLY WITH JOINTS

CLOSELY FITTED TO COMPLY WITH TOLERANCES IN TPI.

17. POSITION MEMBERS TO PRODUCE DESIGN CAMBER INDICATED. FABRICATE WOOD

TRUSSES WITHIN MANUFACTURING TOLERANCES IN TPI 1.

18. CONNECT TRUSS MEMBERS BY METAL CONNECTOR PLATES LOCATED AND SECURELY

EMBEDDED SIMULTANEOUSLY IN BOTH SIDES OF WOOD MEMBERS BY AIR OR

HYDRAULIC PRESS.

19. INSTALL WOOD TRUSSES ONLY AFTER SUPPORTING CONSTRUCTION IS IN PLACE AND

IS BRACED AND SECURED.

20. BEFORE INSTALLING, SPLICE TRUSSES DELIVERED TO PROJECT SITE IN MORE THAN

ONE PIECE.

21. HOIST TRUSSES IN PLACE BY LIFTING EQUIPMENT SUITED TO SIZES AND TYPES OF

TRUSSES REQUIRED, EXERCISING CARE NOT TO DAMAGE TRUSS MEMBERS OR JOINTS

BY OUT-OF-PLANE BENDING OR OTHER CAUSES.

22. INSTALL AND BRACE TRUSSES ACCORDING TO TPI RECOMMENDATIONS AND AS

INDICATED. INSTALL TRUSSES PLUMB, SQUARE, AND TRUE TO LINE AND SECURELY

FASTEN TO SUPPORTING CONSTRUCTION.

23. SPACE TRUSSES AS INDICATED; ADJUST AND ALIGN TRUSSES IN LOCATION BEFORE

PERMANENTLY FASTENING.

24. ANCHOR TRUSSES SECURELY AT BEARING POINTS; USE METAL FRAMING ANCHORS.

INSTALL FASTENERS THROUGH EACH FASTENER HOLE IN METAL FRAMING ANCHOR

ACCORDING TO MANUFACTURER'S FASTENING SCHEDULES AND WRITTEN

INSTRUCTIONS.

25. SECURELY CONNECT EACH TRUSS PLY REQUIRED FOR FORMING BUILT-UP GIRDER

TRUSSES.

26. INSTALL AND FASTEN PERMANENT BRACING DURING TRUSS ERECTION AND BEFORE

CONSTRUCTION LOADS ARE APPLIED. ANCHOR ENDS OF PERMANENT BRACING WHERE

TERMINATING AT WALLS OR BEAMS.

27. INSTALL WOOD TRUSSES WITHIN INSTALLATION TOLERANCES IN TPI 1.

28. DO NOT CUT OR REMOVE TRUSS MEMBERS.

29. REPLACE WOOD TRUSSES THAT ARE DAMAGED OR DO NOT MEET REQUIREMENTS. DO

NOT ALTER TRUSSES IN FIELD.

30. THE ROOF TRUSSES AND CONNECTIONS SHALL BE A DELEGATED REGISTERED

ENGINEER AND THE DRAWINGS SHALL BEAR THE ENGINEER'S SEAL. SUBMIT DESIGN

DRAWINGS PER SPECIFICATIONS- INCLUDE TRUSS LAYOUT, DESIGN LOADS, MEMBER

STRESSES, CONNECTION SUMMARY, AND REQUIRED BRIDGING/BRACING

1. THE GEOTECHNICAL ENGINEER SHALL REVIEW THE AGGREGATE BASE AND VERIFY A

MINIMUM MODULUS OF SUBGRADE REACTION OF 100 PCI HAS BEEN ACHIEVED.

2. EXCAVATED / STRIPPED AREAS SHALL BE PROOF-ROLLED WITH APPROPRIATE

EQUIPMENT AS APPROVED BY THE GEOTECHNICAL ENGINEER. SOFT AREAS SHALL BE

REMOVED AND REPLACED WITH APPROVED BACKFILL AS DIRECTED BY THE

GEOTECHNICAL ENGINEER.

3. SAWED CONTROL JOINTS SHALL BE CUT AS SOON AS SLAB CAN BE WALKED ON, BUT

STARTED NO LATER THAN 8 HOURS AFTER POURING. CONTROL JOINTS SHALL BE

COMPLETED NO LATER THAN 16 HOURS AFTER POURING. THESE TIME LIMITS SHALL

APPLY REGARDLESS OF THE TIME OF DAY. AN EARLY ENTRY DRY CUT SAW SUCH AS THE

SOFF-CUT SYSTEM SHALL BE USED.

4. PROVIDE 4 - #4 X 4'-0" LONG DIAGONAL BARS IN TOP FACE OF SLAB AT ALL RE-ENTRANT

CORNERS. EXTEND REINFORCING BARS PAST RE-ENTRANT CORNERS A MINIMUM OF 24".

5. ADEQUATE MEASURE TO PREVENT PLASTIC SHRINKAGE OF SLAB SHALL BE TAKEN BY

THE CONTRACTOR AS OUTLINED IN ACI 302.1R.

SLAB ON GRADE

US Army Corps of Engineers ®

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03/09/2021

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