S-101.pdf

A. GENERAL

1. THE DESIGN OF THE STRUCTURE COMPLIES WITH THE INTERNATIONAL BUILDING CODE 200

(2006 EDITION).

2. GRAVITY DESIGN LOADS ARE A FOLLOWS:

a. SUPERIMPOSED DEAD LOADS

(1) MECHANICAL AND CEILING ……………………………………... 5 PSF

(2) ROOFING - STANDING SEAM …………………………………… 3 PSF

(3) ROOFING - INSULATING LAYERS ……………………………… 3 PSF

(4) ROOFING - PLYWOOD SHEATHING …………………… …….. 4 PSF

(5) TRUSS BOTTOM CHORD ………………………………………… 10 PSF

b. LIVE LOADS

(1) ASSEMBLY / MULTI-PURPOSE AREAS………………………….. 100 PSF

(2) MECHANICAL SPACE ……………………………………………… 125 PSF

(3) ROOF

MINIMUM …………………………………………………………. 20 PSF

SNOW LOADING ………………………………………………... 30 PSF

(4) TRUSS BOTTOM CHORD …………………………………………. 10 PSF

3. IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE’S SECTION 1607.4, THE FLOOR

SYSTEM IS DESIGNED TO WITHSTAND CONCENTRATED LOADS ASSUMED ACTING UNIFORMLY ON A 2-

1/2 FEET SQUARE AREA AND LOCATED TO PRODUCE THE MAXIMUM EFFECT IN STRUCTURAL

MEMBERS.

4. THE DESIGN OF THE STRUCUTRE TO RESIST SNOW LOADS IS IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE’S SECTION 1608 AND ASCE 7 CHAPTER 7. DESIGN INFORMATION IS

AS FOLLOWS:

(1) GROUND SNOW LOAD ……………………………………………….. Pg = 25 PSF

(2) FLAT ROOF SNOW LOAD ……………………………………………. Pf = 20 PSF

(3) SNOW EXPOSURE FACTOR (TABLE 7-2) ………………………… Ce = 1.0

(4) SNOW LOAD IMPORTANCE FACTOR (TABLE 7-4) ……………… Is = 1.0

(5) ROOF THERMAL FACTOR (TABLE 17-3) ……………………….…. Ct = 1.1

5. THE DESIGN OF THE STRUCTURE TO RESIST WIND PRESSURES IS IN ACCORDANCE WITH

INTERNATIONAL BUILDING CODE’S SECTION 1609.0, WHICH IS BASED ON ASCE 7, CHAPTER 6.

DESIGN INFORMATION IS AS FOLLOWS:

a. BASIC 3 SECOND GUST WIND SPEED (FIGURE 6-1) …………… … 90 MILES PER HOUR

b. WIND LOAD IMPORTANCE FACTOR (TABLE 6-1) …………………… Iw = 1.0

c. WIND EXPOSURE CATEGORY FOR

MAIN RESISTING SYSTEM (6.5.6.3) …………………………………… C

d. INTERNAL PRESSURE COEFFICIENT ………………………………... GCpi = +/- 0.18

6. THE DESIGN OF THE STRUCTURE TO RESIST SEISMIC FORCES IS IN ACCORDANCE WITH

INTERNATIONAL BUILDING CODE’S SECTION 1613 AND ASCE 7.

a. SEISMIC USE GROUP (SECTION 11.6) ……………………………….. CATEGORY I

b. SEISMIC IMPORTANCE FACTOR (TABLE 111.5-1) …………………. Ie = 1.0

c. SPECTRAL RESPONSE ACCELERATIONS (USGS SEISMIC HAZARDS PROGRAM)

(1) AT SHORT PERIODS ………………………………………………… Ss = 0.180 g

(2) AT ONE SECOND PERIOD ………………………………………….. S1 = 0.064 g

d. SITE CLASS (TABLE 20.3-1) …………………………………………….. D

e. SPECTRAL RESPONSE COEFFICIENTS

(1) AT SHORT PERIODS (EQUATION 11.4-3) …………………… Sds = 0.192 g

(2) AT ONE SECOND PERIOD (EQUATION 11.4-4) ………………… Sd1 = 0.102 g

f. SEISMIC DESIGN CATEGORY (TABLES 11.6-1 AND 11.6-2) ……… B

g. BASIC SEISMIC FORCE-RESISTING-SYSTEM

(TABLE 12.2-1) ……… ………………LIGHT-FRAMED WALLS SHEATHED WITH WOOD

STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE

h. RESPONSE MODIFICATION FACTOR (TABLE 12.2-1) ……………… R = 6.5

i. SEISMIC RESPONSE COEFFICIENT (ASCE SECTION 12.8) ………. Cs = 0.03

j. DESIGN BASE SHEAR (ASCE EQUATION 12.8-1) …………………… 8.0 KIPS

k. ANALYSIS PROCEDURE …………………………………… EQUIVALENT LATERAL-FORCE

7. IMPOSED CONSTRUCTION LOADS IN EXCESS OF STATED DESIGN LOADS MUST BE

APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO THE IMPOSITION OF SUCH LOADS.

8. THE GENERAL CONTRACTOR AND SUB-CONTRACTORS SHALL DETERMINE THE SCOPE OF

THE STRUCTURAL WORK FROM THE CONTRACT DOCUMENTS TAKEN AS A WHOLE. THE STRUCTURAL

DRAWINGS SHALL NOT BE CONSIDERED SEPARATELY FOR PURPOSES OF BIDDING THE

STRUCTURAL WORK. DUE CONSIDERATION SHALL BE GIVEN TO OTHER STRUCTURAL WORK OR

WORK RELATED TO THE STRUCTURE, INCLUDING NECESSARY COORDINATION DESCRIBED OR

IMPLIED BY THE ARCHITECTURAL AND MECHANICAL DRAWINGS.

9. WRITTEN PERMISSION MUST BE OBTAINED FROM ARCH/ENG PRIOR TO THE REPRODUCTION

OF THE STRUCTURAL CONTRACT DOCUMENTS IN ANY FASHION AS STRUCTURAL SHOP DRAWING

DOCUMENTS.

10. SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL INFORMATION ONLY. NO

DIMENSIONAL INFORMATION SHALL BE OBTAINED BY DIRECT SCALING OF THE DRAWINGS.

11. DETAILS, SECTIONS AND NOTES SHOWN ON THESE DRAWINGS ARE INTENDED TO BE

TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS ELSEWHERE UNLESS OTHERWISE SHOWN OR

NOTED.

12. STRUCTURAL MEMBERS HAVE BEEN LOCATED AND DESIGNED TO ACCOMMODATE THE

MECHANICAL EQUIPMENT AND OPENINGS SPECIFIED BY THE MECHANICAL ENGINEER. ANY

SUBSTITUTIONS RESULTING IN REVISIONS TO THE STRUCTURE SHALL BE THE RESPONSIBILITY OF

THE CONTRACTOR TO COORDINATE WITH THE STRUCTURAL ENGINEER.

13. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL RESULTING

REVISIONS TO THE STRUCTURAL SYSTEM AS A RESULT OF ACCEPTANCE OF CONTRACTOR

PROPOSED ALTERNATIVES OR SUBSTITUTIONS.

14. THE GENERAL CONTRACTOR (OR CONSTRUCTION MANAGER) SHALL SUBMIT SHOP

DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT DOCUMENTS FOR

APPROVAL. THE STRUCTURAL ENGINEER WILL NOT BE RESPONSIBLE FOR THE STRUCTURAL

CERTIFICATION AND DESIGN OF THE PROJECT IF THE GENERAL CONTRACTOR FAILS TO OBTAIN

APPROVAL OF THE SHOP DRAWINGS. SHOP DRAWINGS ARE REVIEWED AS A CONVENIENCE TO

THE GENERAL CONTRACTOR AND ARE NOT A CONTRACT DOCUMENT. THE GENERAL CONTRACTOR

SHALL STATE ON THE SHOP DRAWINGS THAT CONTRACT DOCUMENT REQUIREMENTS HAVE BEEN

MET AND THAT ALL DIMENSIONS, CONDITIONS AND QUANTITIES HAVE BEEN REVIEWED AND

VERIFIED AS SHOWN AND/OR CORRECTED ON THE SHOP DRAWINGS.

15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING TEMPORARY BRACING AND

SHORING, AS REQUIRED, TO ENSURE VERTICAL AND LATERAL STABILITY OF THE ENTIRE STRUCTURE

OR PORTION THEREOF DURING CONSTRUCTION.

16. BRACE WALLS PLUMB UNTIL STABILIZING ELEMENT ABOVE IS IN PLACE.

17. ALL WALLS ARE DESIGNED AS LATERALLY BRACED BY THE FLOOR SYSTEMS. CONTRACTOR

SHALL ENSURE THAT WALLS ARE ADEQUATELY BRACED DURING CONSTRUCTION.

18. THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS,

PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE

CONTRACTOR. SUPPORTING FORMWORK FOR THE CONCRETE CONSTRUCTION SHALL NOT BE

REMOVED BEFORE THE CONCRETE HAS GAINED SUFFICIENT STRENGTH TO SAFELY SUPPORT THE

DEAD AND SUPERIMPOSED LOADS WHICH WOULD BE SUBSEQUENTLY APPLIED. THE CONTRACTOR

SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE

STRUCTURE AT ALL STAGES OF CONSTRUCTION.

19. ALL STRUCTURAL STEEL ANGLE LINTELS SHALL CONFORM TO ASTM A36.

20. A REGISTERED ENGINEER SHALL DESIGN ALL NON-PRIMARY STRUCTURAL ELEMENTS SUCH

AS ARCHITECTURAL PRECAST SYSTEMS, MULLIONS, STAIRS, RAILINGS, PREFABRICATED ROOF

TRUSSES AND METAL STUDS TO MEET THE REQUIREMENTS OF THE LOCAL GOVERNING

JURISDICTION. SUBMIT CALCULATIONS AND SHOP DRAWINGS WITH THE RESPONSIBLE ENGINEER’S

SEAL AND SIGNATURE FOR THE STATE WHERE THE CONSTRUCTION TAKES PLACE.

B. FOUNDATIONS AND EARTHWORK

1. GEOTECHNICAL INFORMATION IS CONTAINED IN A REPORT PREPARED BY S&ME INC.,

REPORT NUMBER 1081-2619, DATED JANUARY 23, 2009.

2. THE CONTRACTOR SHALL COMPLY WITH THE RECOMMENDATIONS CONTAINED IN THE

GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS WHEN PERFORMING EXCAVATIONS,

FOOTING CONSTRUCTION, AND PREPARING THE SUBGRADE UNDER THE SLAB ON GRADE.

3. IF CONSTRUCTION FOUNDATION CONDITIONS VARY FROM THE GEOTECHNICAL REPORT,

BEFORE CONTINUING CONSTRUCTION, NOTIFY THE GEOTECHNICAL ENGINEER, STRUCTURAL

ENGINEER AND ARCHITECT.

4. THE FOUNDATION DESIGN FOR THE STRUCTURE IS FOR AN ALLOWABLE SOIL BEARING

PRESSURE OF 3000 PSF. FOUNDATIONS EXPOSED TO FROST SHALL BEAR A MINIMUM OF 24 INCHES

BELOW FINISHED GRADE.

5. DO NOT OVER EXCAVATE THE FOOTPRINT OF STRIP FOOTINGS. IF OVER EXCAVATION IS

REQUIRED BEYOND THE 3 INCH CONSTRUCTION TOLERANCE, FORM THE SIDES OF THE FOOTING.

6. CLEAN AND TAMP SHALLOW FOUNDATION EXCAVATIONS TO A UNIFORM SURFACE. IF

PLACEMENT OF CONCRETE IS NOT WITHIN 24 HOURS OF FOUNDATION EXCAVATION, TEMPORARILY PROTECT SIDES AND BOTTOMS OF FOUNDATION EXCAVATIONS WITH A POLYETHYLENE MEMBRANE.

C. SOIL SUPPORTED SLABS

1. FILL THAT SUPPORTS SLABS SHALL BE PREPARED, PLACED AND COMPACTED AS

RECOMMENDED IN THE GEOTECHNICAL REPORT.

2. FOR SOIL SUPPORTED SLABS, PROPERLY COMPACT AND PROOFROLL SUBGRADE AS

RECOMMENDED IN THE GEOTECHNICAL REPORT. MAINTAIN THE SUBGRADE FREE OF STANDING

WATER, MUD AND FROZEN SOIL. PROVIDE A MINIMUM OF 6 INCHES OF GRANULAR MATERIAL PER THE

GEOTECHNICAL REPORT. COVER GRANULAR MATERIAL WITH A POLYETHYLENE VAPOR BARRIER

BEFORE PLACING THE SLAB.

3. FOR RIGID INSULATION PLACED BELOW SOIL SUPPORTED SLABS, PROVIDE A MINIMUM OF A 60 PSI RATING IF PLACED ON #57 STONE AND 40 PSI IF PLACED ON #21A STONE. FOR RIGID INSULATION PLACED AGAINST BELOW GRADE WALLS, PROVIDE A MINIMUM OF A 25 PSI RATING.

4. FOR SLAB ON GRADE REINFORCEMENT, PROVIDE WELDED WIRE FABRIC IN FLAT SHEETS.

5. SUPPORT SLAB ON GRADE REINFORCEMENT WITH STANDARD CORROSION RESISTANT HIGH

CHAIRS WITH SAND BEARING PLATES.

6. IF THE SLAB IS TO SUPPORT BRITTLE ARCHITECTURAL FLOOR FINISHES, SUCH AS STONE OR

CERAMIC TILE, ALIGN ALL SLAB JOINTS WITH JOINTS IN THE FINISH MATERIAL.

7. PROVIDE CONSTRUCTION JOINTS OR CRACK CONTROL JOINTS FOR SLABS ON GRADE AS

INDICATED ON THE PLANS. SPACE ADDITIONAL JOINTS AT A MAXIMUM OF 36 TIMES THE SLAB THICKNESS OR 18 FEET, WHICHEVER IS LESS. PLACE JOINTS SO THAT PANEL LENGTH TO WIDTH RATIOS ARE LESS THAN 1.5. PROVIDE ¾” DIAMETER BY 1’-4” SMOOTH DOWELS AT 12 INCHES ON

CENTER AT SLAB ON GRADE CONSTRUCTION JOINTS.

D. CONCRETE

1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301, ACI 318 AND ACI 302.

2. PROVIDE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH (f’c) OF 3500 PSI AT 28 DAYS.

USE NORMAL WEIGHT AGGREGATES CONFORMING TO ASTM C33 AND TYPE II PORTLAND CEMENT

CONFORMING TO ASTM C150. CONCRETE EXPOSED TO FREEZING SHALL MEET ACI 318, SECTION 4.2.

3. FLY ASH CONFORMING TO ASTM C618, TYPE C OR F MAY BE USED AS TO REPLACE A PORTION

OF THE PORTLAND CEMENT IN A CONCRETE MIX. THE AMOUNT OF PORTLAND CEMENT CONTENT

SHALL NOT BE LESS THAN 70 PERCENT, BY WEIGHT, OF THE TOTAL AMOUNT OF CEMENTITIOUS

MATERIAL IN THE MIX.

4. GROUND GRANULATED BLAST-FURNACE SLAG CONFORMING TO ASTM C989, MAY BE USED

AS TO REPLACE A PORTION OF THE PORTLAND CEMENT IN A CONCRETE MIX. THE AMOUNT OF

PORTLAND CEMENT CONTENT SHALL NOT BE LESS THAN 70 PERCENT, BY WEIGHT, OF THE TOTAL

AMOUNT OF CEMENTITIOUS MATERIAL IN THE MIX.

5. CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60.

REINFORCEMENT BARS SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS

INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER.

6. PROVIDE WELDED WIRE FABRIC CONFORMING TO ASTM A185 IN FLAT SHEETS. LAP FABRIC

TWO MESHES AT SPLICES.

7. ALL CAST-IN ANCHOR BOLTS SHALL CONFORM TO ASTM A307, GRADE A.

8. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO

THE RECOMMENDATIONS OF ACI 315 “DETAILS AND DETAILING OF CONCRETE REINFORCEMENT” AND

ACI SP-66 “DETAILING MANUAL”. PLACING OF REINFORCING BARS SHALL CONFORM TO THE

RECOMMENDATIONS OF ACI 315R “MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR

REINFORCED CONCRETE STRUCTURES” AND CRSI “MANUAL OF STANDARD PRACTICE”.

9. MIX, TRANSPORT AND PLACE CONCRETE PER THE RECOMMENDATIONS OF ACI 301.

10. PROVIDE CONCRETE COVER PROTECTION OF REINFORCEMENT PER ACI 318 SECTION 7.7

WITH STANDARD BAR CHAIRS AND SPACERS REQUIRED TO MAINTAIN MINIMUM CONCRETE

PROTECTION. COMMON MINIMUM CONCRETE COVERS APPLYING TO THIS PROJECT:

a. CAST AGAINST AND PERMANENTLY EXPOSED EARTH ……….. 3 INCHES

b. CONCRETE EXPOSED TO EARTH OR WEATHER

(1) #5 BARS AND SMALLER …………………………………………... 1 ½ INCHES

c. IN ADDITION, COVERS SHALL NOT EXCEED THE FOLLOWING:

(1) SLABS ON GRADE ………………………………………………….. 2 INCHES (TOP)

11. WELDING OF REINFORCEMENT BARS, WHEN ACCEPTED BY THE STRUCTURAL ENGINEER,

SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.4. ELECTRODES FOR SHOP

AND FIELD WELDING OF REINFORCEMENT BARS SHALL CONFORM TO ASTM A233, CLASS E90XX.

12. REINFORCEMENT DESIGNATED AS “CONTINUOUS” SHALL LAP 36 BAR DIAMETERS AT

SPLICES UNLESS NOTED OTHERWISE.

13. HORIZONTAL FOOTING REINFORCEMENT SHALL BE CONTINUOUS AND SHALL HAVE 90-

DEGREE BENDS AND EXTENSIONS, OR CORNER BARS OF EQUIVALENT SIZE LAPPED 36 BAR

DIAMETERS, AT CORNERS AND INTERSECTIONS.

14. HORIZONTAL JOINTS WILL NOT BE PERMITTED IN CONCRETE CONSTRUCTION EXCEPT AS

SHOWN ON THE CONTRACT DOCUMENTS. VERTICAL JOINTS SHALL OCCUR AT CENTER OF SPANS AT

LOCATIONS APPROVED BY THE STRUCTURAL ENGINEER.

15. CHAMFER EXPOSED EDGES OF CONCRETE 3/4” UNLESS OTHERWISE NOTED.

16. DO NOT PLACE CONDUIT OR PIPES IN ANY CONCRETE ELEMENTS INCLUDING SLABS, BEAMS, WALLS OR COLUMNS UNLESS INDICATED IN THE STRUCTURAL DOCUMENTS.

17. DO NOT ALLOW CONCRETE TEMPERATURE TO DECREASE BELOW 50 DEGREES

FAIRENHEIGT. OBTAIN APPROVAL PRIOR TO PLACING CONCRETE WHEN AMBIENT TEMPERATURE IS

BELOW 40 DEGREES FAIRENHEIGHT OR WHEN CONCRETE IS LIKELY TO BE SUBJECTED TO

FREEZING TEMPERATUES WITHIN 24 HOURS. LIMIT THE RATE OF COOLING TO 37 DEGREES

FAIRENHEIGHT IN ANY ONE HOUR AND 50 DEGREES FAIRENHEIGHT PER 24 HOURS AFTER HEAT

APPLICATION.

E. WOOD FRAMING AND PLYWOOD

1. ALL WOOD FRAME CONSTRUCTION SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE 2006, SECTION 2308, UNLESS OTHERWISE

NOTED.

2. ALL WOOD FRAMING SHALL BE KILN DRIED NO. 2 DENSE (OR BETTER) DIMENSION

SOUTHERN YELLOW PINE CONFORMING TO SOUTHERN PINE INSPECTION BUREAU GRADING RULES, AND SHALL KILN DRIED TO 19% MAXIMUM MOISTURE CONTENT, UNLESS OTHERWISE NOTED.

3. PLYWOOD FOR SHEATHING SHALL CONFORM TO THE GRADING RULES OF U.S. PRODUCT

STANDARDS PS1, LATEST EDITION, AND SHALL HAVE APRROPRIATE GRADE TRADE MARK OF AN

AMERICAN PLYWOOD ASSOCIATION APPROVED AGENCY ON EACH PLYWOOD PANEL. SHEATHING

SHALL BE APA STRUCTURAL I RATED, EXTERIOR GRADE, IN THICKNESS SHOWN ON DRAWINGS.

SHEATHING SHALL BE APPLIED IN FULL SHEETS OR IN LARGEST PIECES FOR THE AREA BEING

COVERED.

4. ALL WALL STUDS ARE TO BE 2X6’S SPACED AT 16 INCHES ON CENTER (UNLESS OTHERWISE NOTED). PLACE FULL HEIGHT DOUBLE STUDS AT ENDS OF WALLS (SUCH AS AROUND OPENINGS)

AND TRIPLE STUDS AT INTERSECTIONS AND CORNERS.

5. ALL WOOD HEADERS ARE TO BE 2(2X12) (UNLESS OTHERWISE NOTED) SUPPORTED ON

DOUBLE STUDS. DOUBLE STUDS SHALL BE NAILED TOGETHER WITH 10d NAILS AT 6 INCHES ON

CENTER.

6. PROVIDE SOLID BLOCKING BETWEEN ROOF TRUSSES AT ALL BEARING POINTS.

7. ALL WALL SHEATHING SHALL BE CONTINUOUS BETWEEN TOP PLATES AND BOTTOM PLATE

OF WALL ABOVE. FASTEN WALL SHEATHING DIRECTLY TO FRAMING WITH 10d NAILS, PENETRATING

A MINIMUM OF 1-1/2”, AND LOCATED AT 6 INCHES ON CENTER AT PANEL EDGES.

8. SILL PLATE TO BE PRESERVATIVE TREATED 2X6 ANCHORED WITH 5/8” DIAMETER ASTM

A307, GRADE A THREADED ANCHORS EMBEDDED INTO CONCRETE A MINIMUM OF 8 INCHES.

ANCHORS SHALL BE SPACED AT 4 FEET ON CENTER MAXIMUM WITH A MINIMUM OF TWO ANCHORS

PER SEGMENT OF PLATE.

9. ALL WOOD TOP PLATE SPLICES SHALL BE STAGGERED 2 FEET MINIMUM.

10. ALL MISCELLANEOUS WOOD CONNECTIONS SHALL BE FASTENDED PER INTERNATIONAL

BUILDING CODE TABLE 2304.9.1 “FASTENING SCHEDULE.”

11. ALL MULTIPLE MEMBERS ARE TO BE FASTENED TOGETHER WITH 16d NAILS AT 12 INCHES

ON CENTER IN 2 ROWS (STAGGERED) FOR BEAMS UP TO 12 INCHES DEEP.

12. PRE-ENGINEERED WOOD ROOF TRUSSES AND TRUSS BRACING ARE TO BE DESIGNED BY

THE MANUFACTURER FOR THE LOADS GIVEN. SHOP DRAWINGS CONTAINING A TRUSS LAY-OUT

DRAWING INDICATING LOCATION AND BRACING REQUIREMENTS FOR ALL TRUSSES. SHOP

DRAWINGS SHALL INCLUDE BOTH TEMPORARY AND PERMANENT BRACING REQUIREMENTS. ALL

SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN

THE STATE WHERE THE CONSTRUCTION TAKES PLACE AND SUBMITTED TO THE STRUCTURAL

ENGINEER FOR APPROVAL.

13. ALL ROOF SHEATHING SHALL BE LAID CONTINUOUSLY BETWEEN THE EDGES OF THE ROOF.

FASTEN ROOF SHEATHING DIRECTLY TO FRAMING WITH 10d NAILS, PENETRATING A MINIMUM OF 1-

1/2”, AND LOCATED AT 6 INCHES ON CENTER AT SUPPORTED EDGES.

14. TRUSS PROFILES INDICATE LOAD BEARING SUPPORT LOCATIONS AND BASIC SHAPES OF

TRUSSES.

STRUCTURAL SPECIFICATIONS

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