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<br />SG.0GENERAL INFORMATION
<br />
<br />ANG.
<br />B.S.
<br />B.U.
<br />℄.
<br />DIA.
<br />FB-
<br />FC-
<br />F.F.
<br />FLG.
<br />F.S.
<br />GA.
<br />FR-
<br />H.S.B.
<br />MAX.
<br />I. FLG.
<br />M.B.
<br />⅊
<br />CENTER LINE
<br />BOTH SIDES
<br />BUILT-UP MEMBER
<br />DIAMETER
<br />FLANGE BRACE
<br />STRUCTURAL BUILT-UP COLUMN
<br />FINISHED FLOOR
<br />FLANGE
<br />STRUCTURAL BUILT-UP RAFTER
<br />FAR SIDE
<br />GAGE (DISTANCE BETWEEN HOLES
<br />HIGH STRENGTH BOLTS
<br />MIN.
<br />N.S.
<br />O. FLG.
<br />PLATE
<br />REQ'D.
<br />STIFF.
<br />TYP.
<br />U.N.O.
<br />HOLES OR MATERIAL THICKNESS)
<br />INSIDE FLANGE
<br />MACHINE BOLT (ASTM A307 GR. A)
<br />MAXIMUM
<br />FINISH SHEDULE
<br />GRAY
<br />SHOP COAT
<br />RED
<br />SHOP COAT GALVANIZED BARE
<br />(FINISH BY OTHERS)ZINC PLATED
<br />STRUCTURAL FRAMES X
<br />PURLIN CLIPS X
<br />LIGHT GUAGE / PURLINS X
<br />A325 BOLTS / NUTS / WASHERS:X
<br />MISC. HARDWARE X
<br />MATERIAL SPECIFICATIONS:
<br />1. PRIMARY FRAMING: COLUMNS, BEAMS, MATING PLATES, WEB STIFFENER PLATES; ASTM A572 GR 50.
<br />2. SECONDARY FRAMING: GALVANIZED 16GA, 15GA. 14GA, 13GA, 12GA, ASTM A653 G90, GRADE 55, MIN. YIELD 55 KSI.
<br />3. BEAM BRACING: ANGLES, ASTM A36, MIN. YIELD 36 KSI.
<br />4. MINOR PLATES: PURLIN CONNECTION PLATES, ANGLE BRACE PLATES, ETC.: ASTM A36.
<br />5. BOLTS: HIGH STRENGTH BOLTS, ASTM A325-N, HIGH STRENGTH WASHERS, ASTM F436 UNDER TURNING
<br />ELEMENT, HIGH STRENGTH NUTS ASTM A563 (LUBRICATED). MACHINE BOLTS, ASTM A307.
<br />6. ROD BRACING: ASTM A572 GR 50.
<br />7. BRACED FRAME TUBE STEEL: ASTM A500 GR B.
<br />CODES & SPECIFICATIONS:
<br />THE DESIGN OF THIS STRUCTURE IS IN COMPLIANCE WITH THE AEC SPECIFICATIONS AND STANDARDS,
<br />UTILIZING THE PERTINENT PROVISIONS AND RECOMMENDATIONS OF THE FOLLOWING CODES.
<br />1. CALIFORNIA BUILDING CODE, 2019 EDITION (CBC 2019).
<br />2. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, FOURTEENTH EDITION (AISC 360-10 & AISC 341-10).
<br />3. AMERICAN IRON AND STEEL INSTITUTE, 2012 EDITION (AISI S100-12/S2-10).
<br />4. METAL BUILDING MANUFACTURERS ASSOCIATION, 2012 EDITION (MBMA, 2012).
<br />5. AMERICAN WELDING SOCIETY, STRUCTURAL WELDING CODE (AWS D1.1, 2010).
<br />6. AMERICAN CONCRETE INSTITUTE, 14TH EDITION (ACI 318-14)
<br />INSPECTIONS:
<br />1. SHOP WELDING COMPLETED IN AN ICC CERTIFIED SHOP DOES NOT REQUIRE SPECIAL INSPECTION. NO FIELD
<br />WELDING IS REQUIRED. FIELD WELDING REQUIRES SPECIAL INSPECTION.
<br />2. SPECIAL INSPECTION IS REQUIRED FOR HIGH STRENGTH BOLTS. THE TURN OF THE NUT METHOD OF TIGHTENING
<br />IS RECOMMENDED, UNDER THE SUPERVISION OF AN INDEPENDENT TESTING LABORATORY. ALTERNATE
<br />METHODS OF TIGHTENING MAY BE USED AS PERMITTED IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING
<br />ASTM A325 OR A490 BOLTS (AISC FOURTEENTH EDITION).
<br />3. BOLTED CONNECTIONS USING A307 BOLTS DO NOT REQUIRE SPECIAL INSPECTION
<br />4. INSTALLATION OF EPOXY ANCHOR BOLTS REQUIRES SPECIAL INSPECTION.
<br />SPECIAL BOLTING CONNECTION INSPECTION REQ. (MADE WITH A325 BOLTS):
<br />1. PRE-TENSIONING OF A325 BOLTS IS REQUIRED ON PRIMARY FRAMING, BOLTED BRACING, AND STRUT
<br />CONNECTIONS IF LOCATED IN SEISMIC PERFORMANCE/DESIGN CATEGORY "D", "E" OR "F". PRE-TENSIONING
<br />OF 1/2" DIA. A325 BOLTS ON SECONDARY CONNECTIONS IS NOT REQUIRED (SNUG-TIGHT IS ADEQUATE).
<br />2. SLIP CRITICAL CONNECTIONS ARE NOT REQUIRED.
<br />3. HIGH STRENGTH BOLTS MAY BE REPLACED WITH TENSION CONTROLLED HIGH STRENGTH BOLTS OF THE
<br />SAME SIZE AND GRADE. TENSION CONTROLLED BOLTS DO NOT REQUIRE TURN OF NUT INSPECTION. THESE
<br />BOLTS SHALL STILL BE PRE-TENSION.
<br />DESIGN LOADS:
<br />THIS STEEL BUILDING IS DESIGNED UTILIZING THE FOLLOWING LOADS, IN COMPLIANCE WITH THE PERTINENT
<br />PROVISIONS OF THE CALIFORNIA BUILDING CODE, 2019 EDITION (CBC 2019).
<br />ALL ACCESSORIES SUCH AS DOORS, WINDOWS, ETC. SUPPLIED BY OTHERS MUST BE DESIGNED AS
<br />STRUCTURAL COMPONENTS IN ACCORDANCE WITH THE WIND LOAD PROVISIONS OF THE APPLICABLE CODES
<br />AND SPECIFICATIONS REFERENCED ON THIS PAGE.
<br />THE BUILDER AND/OR THE ENGINEER OF RECORD MUST CONFIRM THAT THE FOLLOWING LOADS MEET THE
<br />REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. AEC AND THE UNDERSIGNED ARE NOT THE "ENGINEER
<br />OF RECORD" FOR THE ENTIRE PROJECT.
<br />BUILDING DEAD LOAD: __________ 5.7 PSF (FRAMES, PURLINS, SOLAR PANELS + SOLAR HARDWARE, ETC.)
<br />LIVE LOAD: ____________________ 12.0 PSF (SOLAR CONSTRUCTION)
<br />LIVE LOAD REDUCTION ALLOWED: ____ N/A
<br />SNOW LOAD, GROUND: ______________ 0.0 PSF
<br />SNOW LOAD, ROOF: _________________ 0.0 PSF
<br />CT ____________ N/A
<br />CE ____________ N/A
<br />IMPT. FACTOR: __ N/A
<br />WIND LOAD, SPEED: ___ 95 MPH
<br />EXPOSURE: __________ C
<br />KZT: _________________ 1.0
<br />IMPT FACTOR: ________ 1.0
<br />EARTH QUAKE LOAD:
<br />SEISMIC DESIGN CATEGORY: ___ D
<br />SEISMIC SITE CLASS: __________ D
<br />COEFF. Sds = 1.067, Ss = 1.34, S1 = 0.475, Sms = 1.601
<br />LATERAL RESISTING SYSTEM:
<br />IN NORTH/SOUTH DIRECTION: ORDINARY STEEL BRACED FRAME, R = 3.25, Ω = 2, V = 91.8 kips
<br />IN EAST/WEST DIRECTION: ORDINARY STEEL MOMENT FRAME, R = 3.5, Ω = 3, V = 85.2 kips
<br />IMPT. FACTOR: ________________1.0
<br />OTHER LOADS:
<br />LIVE LOAD: _________ N/A
<br />DEAD LOAD: ________ N/A
<br />MODULE SPECIFICATION:
<br />ANGLE
<br />MINIMUM
<br />NEAR SIDE
<br />OUTSIDE FLANGE
<br />REQUIRED
<br />STIFFENER
<br />TYPICAL
<br />UNLESS NOTED OTHERWISE
<br />ABBREVIATIONS:
<br /> 186'-0" 7'-0"
<br /> 293'-4"
<br />S2 (CARPORT)
<br /> II-B
<br /> NO
<br /> 1
<br />BUILDING INFORMATION:
<br />CANOPY BUILDING WIDTH: ________ CANOPY LOW CLEAR HEIGHT: ________
<br />CANOPY BUILDING LENGTH: _____________________
<br />1. OCCUPANCY CLASSIFICATION:____________
<br />2. TYPE OF CONSTRUCTION:____________
<br />3. SPRINKLERS:____________
<br />4. # OF STORIES:____________
<br />DEVELOPER / MANUFACTURER:
<br />DISTRIBUTED SOLAR DEVELOPMENT, LLC
<br />200 HARBORSIDE DRIVE, SUITE 200
<br />SCHENECTADY, NY 12305
<br />(518) 949-0165
<br />INSTALLER:
<br />RENEWABLE CONSTRUCTION SERVICES, INC.
<br />605 VENTURE ST, ESCONDIDO CA 92029
<br />PHONE: (760) 206-8285
<br />CONTACT: DREW LIPPERT
<br />STRUCTURAL ENGINEER:
<br />APPLIED ENGINEERING CONSULTANTS, INC.
<br />10360 CAREY DR., GRASS VALLEY CA, 95945
<br />PHONE: (530) 838-5358
<br />CONTACT: REX ARASHI
<br />GENERAL NOTES:
<br />DECK, BEAMS, AND COLUMNS AT CONNECTION POINTS MUST BE SCANNED FOR
<br />REBAR AND TENSION CABLES PRIOR TO FABRICATION OF STEEL AND THE RESULTS
<br />MUST BE SUBMITTED TO THE EOR FOR REVIEW.
<br />SHEET INDEX
<br />SHEET #SHEET NAME
<br />SG.0 GENERAL INFORMATION
<br />SG.1 ANCHOR PLAN
<br />SG.2 ROOF FRAMING PLAN
<br />SG.3 CROSS SECTIONS
<br />SG.4 CROSS SECTIONS
<br />SG.5 CROSS SECTIONS
<br />SG.6 CONC. ANCHOR DETAILS
<br />SG.7 CONC. ANCHOR DETAILS
<br />SG.8 STEEL CONNECTION DETAILS
<br />SG.9 STEEL CONNECTION DETAILS
<br />MULLER COMPANY
<br />GARAGE TOP SOLAR CANOPY 11/22/2021, 8:23:13 AM
<br />2677 N Main St -
<br />101110159-60 &
<br />20175958-5902/07/23
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