HomeMy WebLinkAbout440 Higgins Crowell Road - Ground Mount & Exterior Racking Structure002ct-
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Client:
Broadway Electric Company
295 Freeport Street
Boston, MA 02122-3592
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3761 E. FARNUM PLACE I TUCSON, AZ E5706
TEL: (520) 289 - 87001 FAX: (520) 289 - 8695
EMAIL: MAIL@SCHLETTER. US
W W W.SCH LETTER. US
Ground Mount FS 2V x 11300
Exterior Racking Structure
Dimensions and Specifications
ISSUED BY: SCHLETTER INC.
PROPRIETARY AND CONFIDENTIAL
Project Site:
Marguerite School
440 Higgins Crowell Rd
West Yarmouth, MA 02763
DESIGN CRITERIA:
2009 EDITION OF THE INTERNATIONAL BUILDING CODE, IN ACCORDANCE WITH STATE OF MASSACHUSETTS
AMENDMENTS PER 780 CMR.
LOADS:
MODULE DEAD LOAD = 2.85 PSF
SNOW LOAD =15.4 PSF (BASED ON 35 PSF GROUND SNOW LOAD)
Is= 0.80 Ce= 0.90 Ct= 1.20 Cs= 0.73
WIND DESIGN:
DESIGN BASED UPON WIND TUNNEL TEST REPORT # RC 112710510-e
BASIC WIND SPEED = 120 MPH (3 SECOND GUST).
EXPOSURE: C
Iw = 0.77
INSTALLATION TOLERANCES:
LATERAL POST PLACEMENT IS 15.0"
TOTAL LATERAL DEVIATION OF POSTS WITHIN AN ARRAY IS 15.0"
POST HEIGHT VARIATION TOLERANCE IS ±0.40"
POST VERTICALITY TOLERANCE <2.00 IN ALL DIRECTIONS
POST ROTATIONAL TOLERANCE <±7.00
ARRAY TILT ANGULAR TOLERANCE ±1.00
GENERAL:
1. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE.
THEY DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,
BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION
EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE
CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF
CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERE TO
(NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE
ITEMS). THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND
IMPLEMENTATION OF ALL SCAFFOLDING, BRACING AND SHORING.
2. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH
STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA.
ALUMINUM:
1. ALL ALUMINUM SHALL CONFORM WITH THE LATEST ALUMINUM DESIGN HANDBOOK.
2, ALL ALUMINUM SECTIONS SHALL BE 6105-T5.
STEEL:
1: ALL BOLTS AND WASHERS SHALL BE 304 STAINLESS STEEL CLASS 2 (A2-70).
2. ALL NUTS SHALL BE 316 STAINLESS STEEL CLASS 2 (A4-70)
TORQUE:
TORX BOLT FOR RAPID 2+ MODULE CLAMPS IS 14 N -M (10.5 FT -LBS)
M6 AND 1/4" BOLT TORQUE IS 6 N -M (4.5 FT -LBS)
M8 AND 5/16"
BOLT TORQUE IS 14 N -M (10.5 FT -LBS)
M10 AND 318"
BOLT TORQUE IS 30 N -M (23 FT -LBS)
M12 AND 112"
BOLT TORQUE IS 50 N -M (37 FT -LBS)
M16 AND 518"
BOLT TORQUE IS 121 N -M (89 FT -LBS)
M20 AND 3/4"
BOLT TORQUE IS 244 N -M (180 FT -LBS)
— NOTE: RECOMMENDED SPEED FOR INSTALLATION OF SELF -DRILLING 114" DIAMETER
SCREWS IS 1200-1800 RPMS.
MODULE SIZE:
RACKING SYSTEM DESIGNED FOR MODULE SIZE: 1956 mm x 992 mm x 50 mm
VERTICAL MODULE GAP: 23 mm
HORIZONTAL MODULE GAP: 5 mm
FOUNDATIONS:
1. FOUNDATION DESIGN IS BASED UPON GEOTECHNICAL REPORTITESTING REQUIREMENTS
BY TERRACON; PROJECT NO: J4129285
ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE GEOTECHNICAL REPORT.
2. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF
THIS PROJECT. IF THE INSTALLER NOTICES ANY SOIL THAT HAS DIFFERENT DRIVING
CHARACTERISTICS THAN EXISTED FOR TESTED DRIVEN POSTS, CONTACT THE ENGINEER
IMMEDIATELY.
Drawing Number:
v.01
JOB NUMBER v
SHEET:1 of 2
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PRELIMINARY
!, UNLESS THIS DRAWING IS SIGNED
AND SEALED BY A LICENSED
STRUCTURAL ENGINEER, IT IS
A PRELIMINARY DESIGN AND SHALL
NOT BE USED FOR CONSTRUCTION.