HomeMy WebLinkAbout210 Station Avenue Exterior Racking Structure-13N
J
M i
B
*TYP 2
S1.5
0
L-3
1 j
Fa
SUPPORT TRIANGLE
SCALE 1 :15
NO. DRAWN: CHECKED: REVIEWED: APPF OVED:
0 BushBr 2127/2013 New
1 BushBrA1312013 IncrE
2 OskeTi 4110/2013 Addl
4
5
6
REVISIONS:
DETAIL B
SCALE 1 :5
DETAIL C
SCALE 1 :5
PARTS LIST
GIRDER TABLE
QTY
ID
DESCRIPTION
CONFIGURATION
4
NUMBER OF GIRDER ASSEMBLIES
4
GT
GIRDER TYPE
4
GL
GIRDER LENGTH (mm)
3120
SL
STRUT LENGTH (mm)
1835
12
NUMBER OF MODULE ROWS
2
5
RACK CONFIGURATION (V OR H)
Vertical
PARTS LIST
ITEM
QTY
PART NUMBER
DESCRIPTION
1
4
143008-000-441-157
Post, 8, Galvanized, Custom L= 441 cm A=157 cm
2
4
141000-000
Rail, Girder, FS, Configurable, Assembly
3
12
943912-010
Nut, Flange, Serrated, M10, DIN 6923, 316 SS
4
12
943921-010
Washer, M10, DIN 125,304 SS
5
12
943000-913
Screw, Hex Head, M10x90mm, DIN 931, A2
6
4
142500-000
Head Assembly, Gen 5
7
4
142009-002
Wedge, Safety, Generation 5, ETL
8
40
135002-003
Mid Clamp, Rapid2+, Grounding, 40-50mm, Assembly, ETL
9
8
131001-050
End Clamp, Rapid2+, 50mm, Assembly
10
4
124303-11225
Rail, S1.5, L =11225 mm
III
Client:
Broadway Electric Compa
295 Freeport Street
Boston, MA 02122-3592
Ground Mount FS 2V x 11300
HLE17TE
ny%7 Exterior Racking Structure
3761 E. FARNUM PLACE I TUCSON, AZ 85706 Details and Palls List
TEL: (520) 289 - 8700 1 FAX: (520) 289 - 8596
EMAIL: MAIL@SCHLETTER. US ISSUED BY: SCHLETTER INC.
VVVVVV.SCHLETTER.US PROPRIETARY AND CONFIDENTIAL
Project Site:
DY High School
210 Station Ave
South Yarmouth, MA 02664
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 ±5.0"
TOTAL LATERAL DEVIATION OF POSTS WITHIN AN ARRAY IS ±5.0'
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 114" BOLT TORQUE IS 6 N -M (4.5 FT -LBS)
M8 AND 5116" 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 314" BOLT TORQUE IS 244 N -M (180 FT -LBS)
NOTE: RECOMMENDED SPEED FOR INSTALLATION OF SELF -DRILLING 114" DIAMETER
SCREWS IS 1200-1800 REIMS.
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 PRELIMINARY GEOTECHNICAL REPORT)TESTING REQUIREMENTS
BY TERRACON; PROJECT NO: J4129282
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.
�/
F Flljq�q�/
\\
o RONALD H. AGN
'rQW? YARMOUTHSCHNEIDER
REVIEWED FOR BUILDING AND ZONING CODE COMPLI- STRUCTURAL
ANCE. ERRORS OR OMMISSIONS DO NOT RELIEVE THE ? No. 45127
APPLICANT FROM THE RESPONSIBILITY "S S BUILT"
COMPLIAN /APoFF S�ONALR�G\����\
01/1111111 M0
DATE: C
BUILDING OFFIC THIS ELECTRONIC SIGNATURE
NOTICE HAS BEEN AUTHORIZED BY ME
An as built plan must be THIS 10th DAY OF APRIL 2013
submitted to this department
prior to foundation inspects iI
or any further construction. AV
Drawing Number:
v.01
JOB NUMBER: v SCALE:
SHEET: 2 of 2 SEE DRAWING VIEWS
SCHNEIDER
STRUCTURAL ENGINEERS
FIRM DEDICATION TO STRUCTURAL INNOVATION
1700 E. Ft. Lowell Rd #109 1 Tucson, AZ 85719 1 520.512.8183 1 www.sastructual.com
Project Number: 113139
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.