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<br />SC.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 SCHEDULE
<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 GAUGE / PURLINS X
<br />A325 BOLTS / NUTS / WASHERS:X
<br />MISC. HARDWARE X
<br />MATERIAL SPECIFICATIONS:
<br />1. PRIMARY FRAMING: COLUMNS, PLATE STEEL FOR BUILT-UP BEAM, 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. 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 ELEMENT, HIGH
<br />STRENGTH NUTS ASTM A563 (LUBRICATED). MACHINE BOLTS, ASTM A307.
<br />6. ROD BRACING TO BE SOLID ROUND BAR, ASTM A36.
<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 WELDING IS
<br />REQUIRED. HOWEVER, IF ANY FIELD WELDING IS REQUIRED DUE TO ANY FIELD MODIFICATIONS, SPECIAL INSPECTION IS
<br />REQUIRED.
<br />2. SPECIAL INSPECTION IS REQUIRED FOR HIGH STRENGTH BOLTS. THE TURN OF THE NUT METHOD OF TIGHTENING IS
<br />RECOMMENDED, UNDER THE SUPERVISION OF AN INDEPENDENT TESTING LABORATORY. ALTERNATE METHODS OF
<br />TIGHTENING MAY BE USED AS PERMITTED IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS
<br />(AISC FOURTEENTH EDITION).
<br />3. BOLTED CONNECTIONS USING A307 BOLTS DO NOT REQUIRE SPECIAL INSPECTION
<br />4. PIER EXCAVATION, REBAR PLACEMENT, COLUMN EMBEDMENT, AND CONCRETE COMPRESSION TESTING REQUIRED
<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: __________ 6.2 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 = 1.334, S1 = 0.457
<br />FOR CANTILEVER COLUMN COEFF. R = 1.25 Ω = 1.25, SEISMIC BASE SHEAR = 33.4 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 />FOUNDATIONS GENERAL NOTES:
<br />1. DESIGN PER 2019 CBC AND ACI318-14.
<br />2. SOIL CAPACITIES BASED ON VALUES FROM SOILS REPORT BY GEO-ENGINEERING SOLUTIONS (PROJECT NUMBER 50-1326).
<br />PASSIVE LATERAL CAPACITY = 400 PCF (INCREASE TO 800 PCF FOR PIERS), SKIN FRICTION = 665 PSF DOWNWARD, 530 PSF
<br />UPWARD (NEGLECT UPPER FOOT).
<br />3. CONCRETE TO OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF FC' = 3000 PSI AT 28 DAYS.
<br />4. ALL REBAR TO BE GRADE 60.
<br />5. CONCRETE TO REACH 1500 PSI PRIOR TO REMOVAL OF SHORING AND/OR INSTALLATION OF BEAMS AND PURLINS.
<br />6. CONCRETE TO REACH 2500 PSI PRIOR TO INSTALLATION OF SOLAR PANELS.
<br />7. PIER EXCAVATION SHALL BE CLEAN OF ALL DELETERIOUS MATERIAL, INCLUDING LOOSE SOIL, PRIOR TO POURING CONCRETE.
<br />DEVELOPER / MANUFACTURER:
<br />DISTRIBUTED SOLAR DEVELOPMENT
<br />200 HARBORSIDE DR., STE 200
<br />SCHENECTADY, NY 12305
<br />PHONE:
<br />CONTACT:
<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 />SOLAR PANELS WILL ATTACH DIRECTLY TO METAL PURLINS; THERE WILL BE NO METAL ROOF OR DECKING
<br />UNDER THE PANELS.
<br />SHEET INDEX
<br />SHEET #SHEET NAME
<br />SC.0 GENERAL INFORMATION
<br />SC.1 ROOF FRAMING PLAN
<br />SC.2 STRUCTURAL DETAILS
<br />MULLER COMPANY
<br />GROUND SOLAR CANOPY
<br /> 48'-1" 14'-0"
<br /> 99'-2" | 112'-11"
<br />S2 (CARPORT)
<br /> II-B
<br /> NO
<br /> 1
<br />BUILDING INFORMATION:
<br />CANOPY BUILDING WIDTH (CP1 - 2): ________ CANOPY LOW CLEAR HEIGHT: ________
<br />CANOPY BUILDING LENGTH (CP1 | CP2): _____________________
<br />1. OCCUPANCY CLASSIFICATION:____________
<br />2. TYPE OF CONSTRUCTION:____________
<br />3. SPRINKLERS:____________
<br />4. # OF STORIES:____________
<br />11/17/2021, 8:01:44 AM
<br />2677 N Main St -
<br />101110159-60 &
<br />20175958-5902/07/23
|