6.a Unirac Construction Drawings_GM_C channel Pile Driven Plans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s = VARIES (SEE DESIGN PACKAGE AND STATE LETTER) SEISMIC S1 = VARIES (SEE DESIGN PACKAGE AND STATE LETTER) SOIL SITE CLASS = D WIND EXPOSURE CATEGORY = B OR C (SEE LETTER) HURRICANE ZONE = SEE LETTER RISK CATEGORY = I OR II (SEE LETTER)MINIMUM OF 20' OFFSET FROM NEAREST ADJACENT BUILDING (TO AVOID SNOWDRIFT.) *DESIGN WIND PRESSURES PER ASCE 7-05, SECTION 6.5.13,"WIND LOADS ON OPENBUILDINGS WITH MONOSLOPE, PITCHED OR TROUGHED ROOFS", AND SECTION 6.5.13.3,"COMPONENTS AND CLADDING" FOR MONOSLOPE FREE ROOFS, ASCE 7-10, SECTION27.4.3, "WIND LOAD ON OPEN BUILDING WITH MONOSLOPE, PITCHED OR TROUGHEDFREE ROOFS", AND SECTION 30.7.1, "COMPONENTS AND CLADDING" FOR MONOSLOPEDPITCHED OR TROUGHED ROOFS, OR ASCE 7-16, SECTION 27.3.2, "WIND LOAD ON OPENBUILDING WITH MONOSLOPE, PITCHED OR TROUGHED ROOFS", AND SECTION 30.7.2,"COMPONENTS AND CLADDING" FOR MONOSLOPE, PITCHED OR TROUGHED ROOFS.16.SOLAR REQUIREMENTS: FROM OWNER17.CORROSION PROTECTION REQUIREMENTS:COLD-FORMED STEEL MEMBERS = SEE MEMBER SECTION TABLEHARDWARE= STAINLESS STEEL OR DELTA PROTEKT18.ABOVE GRADE CORROSION PROTECTION WILL SUFFICE FOR MOST ENVIRONMENTALCONDITIONS. BELOW GRADE CORROSION PROTECTION WILL SUFFICE FOR MOSTSOILS WITH RESISTIVITY VALUES GREATER THAN 10,000 OHM/CM. IT IS THEOWNER'S RESPONSIBILITY TO DETERMINE IF THE SOILS ARE MORE CORROSIVE ANDFURTHER CORROSION PROTECTION WILL BE REQUIRED.19.IT IS THE CONTRACTOR'S RESPONSIBILITY TO SPICE EAST-WEST BEAMS (ASREQUIRED) TO COMPLETE THE TABLE AND AVOID SPLICE CONFLICTS SPECIFIED INDETAIL 502 ON SHEET SR-500.20.EACH ROW CANNOT EXCEED 100 FEET IN LENGTH WITHOUT HAVING A THERMALBREAK.SPECIAL INSPECTION (PER CHAPTER 17 OF THE IBC):STRUCTURAL ONLY: SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTEDBELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION."SPECIAL STRUCTURAL INSPECTION" SHALL NOT RELIEVE THE OWNER OR THEIR AGENTFROM REQUESTING THE BUILDING JURISDICTION INSPECTIONS REQUIRED.1. DRIVEN DEEP ELEMENTS: PERIODICALLY DURING THE PLACEMENT OF ALL DRIVENDEEP FOUNDATION ELEMENTS ON STRUCTURAL DRAWINGS.A. VERIFICATION OF ELEMENT MATERIALS, SIZES AND LENGTHS.B. OBSERVATION AND DOCUMENTATION OF DRIVING OPERATIONS. MAINTAIN ACOMPLETE AND ACCURATE RECORD FOR EACH PILE DRIVEN.C. VERIFICATION OF PLACEMENT LOCATIONS AND PLUMBNESS, TYPE OF PILE DRIVER,ELEVATION OF TIP AND BUTT, ANY DAMAGE TO FOUNDATION ELEMENT, ETC.2. BOLTING: VERIFICATION OF TORQUE PER TORQUE TABLE SHOWN.3. CONCRETE: SEE CHAPTER 17 OF MOST CURRENT IBC FOR REQUIRED INSPECTIONS.ALUMINUM:1.ALL ALUMINUM EAST-WEST BEAM MEMBERS HAVE BEEN DESIGNED IN ACCORDANCEWITH THE "ALUMINUM DESIGN MANUAL" BY THE ALUMINUM DESIGN ASSOCIATION,CURRENT ADDITION.2.ALL ALUMINUM EAST-WEST BEAMS CONFORM TO ONE OF THE FOLLOWING:ALLOY: 6005ATEMPER: T61(Ftu = 38 KSI, Fcy = 35 KSI)ALLOY: 6351TEMPER: T5(Ftu = 38 KSI, Fcy = 35 KSI)ALLOY: 6061TEMPER: T6(Ftu = 38 KSI, Fcy = 35 KSI)3.ALL ALUMINUM EAST-WEST BEAMS HAVE A MILL FINISH.4.WELDING IS NOT REQUIRED OR PERMITTED UNLESS SPECIFICALLY APPROVED BYUNIRAC AND THE ENGINEER OF RECORD.5.FIELD CUTTING OF ALUMINUM MEMBERS IS PERMITTED WHEN REQUIRED TOACCOMMODATE PROJECT SPECIFIC MODULE WIDTHS.HARDWARE:1.ALL 1/4"Ø HARDWARE SHALL CONFORM TO 18/8 STAINLESS STEEL (AISI 300 SERIESSTAINLESS, 304) OF DIMENSIONS PER ASME B18.2.1.2.ALL 1/4"Ø SELF DRILLING SCREW HARDWARE SHALL CONFORM TO GRADE 5 SAE J429AND ASTM A449.3.ALL 5/8"Ø AND 3/4"Ø BOLTS SHALL CONFORM TO GRADE 2 SAE J429 OR ASTM A307.4.ALL 5/8"Ø AND 3/4"Ø SERRATED FLANGE NUTS SHALL CONFORM TO ASME B.18.16.4.5.ALL 5/8"Ø AND 3/4"Ø WASHERS SHALL CONFORM TO USS TYPE A WIDE OR ANSI TYPEA WIDE.6.UNIRAC T-BOLTS, MID CLAMPS, AND END CLAMPS ARE PROPRIETARY. TECHNICALDATA SHEETS WITH TESTED CAPACITIES CAN BE PROVIDED UPON REQUEST.7.CORROSION PROTECTION FOR HARDWARE CAN BE FOUND IN THE GENERAL NOTESSECTION OF THIS DOCUMENT, NOTE 17.8.ALL HARDWARE RECEIVED ON SITE SHALL BE CHECKED BY CONTRACTOR AGAINSTTHE SPECIFICATIONS ON THIS SHEET SR-100, DIAMETERS AND LENGTHS CALLEDOUT ON RACKING DETAILS SHEET SR-500, AS WELL AS THE PROJECT BILL OFMATERIAL. ANY CONFLICTS, DISCREPANCIES, OR OMISSIONS MUST BE RESOLVEDWITH THE RACKING DISTRIBUTOR AS SOON AS POSSIBLE AND PRIOR TOPROCEEDING.COLD FORMED STEEL:1. ALL COLD FORMED STRUCTURAL STEEL MEMBER CONSTRUCTION SHALL BE INACCORDANCE WITH AISI "SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEELSTRUCTURAL MEMBERS" CURRENT EDITION.2. ALL COLD-FORMED STRUCTURAL MEMBERS SHALL BE PER ICC-ER-4943P.3. ALL COLD-FORMED STEEL CONFORMS TO ONE OF THE FOLLOWING:A653 HSLAS 50(Fy = 50 KSI, Fu = 60 KSI)A653 SS 50 CLASS 4(Fy = 50 KSI, Fu = 60 KSI)4.ALL COLD-FORMED STEEL MEMBERS ARE GALVANIZED PER ASTM A653 (MOSTRECENT EDITION).5.WELDING IS NOT REQUIRED OR PERMITTED UNLESS SPECIFICALLY APPROVED BYUNIRAC AND/OR THE ENGINEER OF RECORD.6.FIELD CUTTING OF COLD-FORMED STEEL MEMBERS IS NOT REQUIRED ORPERMITTED UNLESS THE C-PILE IS BEING MODIFIED DUE TO ALTERNATIVEFOUNDATION REQUIREMENTS PROVIDED ON SHEET 400.7.ALL CALCULATED COLD-FORMED MEMBER PROPERTIES PER AISI SPECIFICATIONSARE BASED ON THE FOLLOWING MINIMUM THICKNESSES:14 GAGE (0.070" OR 70 MILS)11 GAGE(0.120" OR 120 MILS)SOLAR DESIGN:UNIRAC IS NOT THE SOLAR DESIGN ENGINEER OF RECORD AND IS NOT RESPONSIBLE FORANY SOLAR DESIGN, OUTPUT EFFICIENCIES, SHADING, ROW SPACING, POWERPRODUCTION, ETC.ELECTRICAL DESIGN:UNIRAC IS NOT THE ELECTRICAL ENGINEER OF RECORD AND IS NOT RESPONSIBLE FORTHE ELECTRICAL DESIGN FOR THIS PROJECT. THE UNIRAC GFT RACKING SYSTEM ISCERTIFIED TO UL-2703 WHEN PROPERLY INSTALLED. SEE THE GFT INSTALLATION GUIDEFOR MORE DETAIL.CIVIL/GRADING/SITE WORK:UNIRAC IS NOT THE CIVIL ENGINEER OF RECORD FOR THIS PROJECT AND IS NOTRESPONSIBLE FOR ANY SITE GRADING, SURVEYING, TRENCHING, EARTHWORK, LAYOUT,SWPPP, SURFACE WATER MITIGATION, PERMITTING, OR EROSION CONTROL PLANS.MATERIAL MANAGEMENT:PRIOR TO INSTALLATION, ALL MATERIALS MUST BE STORED PROPERLY. MATERIALSREMAINING IN PLACE FOR MORE THAN ONE WEEK MUST BE IN OPEN AIR CONDITIONS(I.E. OFF THE GROUND). IF TARPS OR OTHER PROTECTIVE COVERS ARE USED, THEENDS SHALL BE LEFT OPEN FOR VENTILATION. TIGHT FITTING COVERINGS ARE NOTRECOMMENDED AS MATERIAL COATING ARE NOT DESIGNED FOR THIS CONDITION.LONG GOODS STORED HORIZONTALLY FOR MORE THAN ONE WEEK SHOULD NOTREMAINED BUNDLED TO PREVENT ACCELERATED CORROSION. BLOCKING IS REQUIREDBENEATH THE LONG GOODS AT PROPER INTERVALS TO ENSURE THE PRODUCT IS OFFTHE GROUND.FOUNDATION NOTES:1.SEE THE "COLD FORMED STEEL" SECTION FOR STEEL AND GALVANIZATIONREQUIREMENTS FOR FOUNDATIONS.2.UNIRAC SHALL NOT BE HELD LIABLE FOR ANY UTILITY LINES DAMAGED DURINGFOUNDATION INSTALLATION. IT SHALL BE THE RESPONSIBILITIES OF OTHERS TODETERMINE THE PLACEMENT OF EXISTING AND NEW UTILITY LINES.3.PILES ARE DESIGNED TO SOIL CONDITIONS STATED IN IBC. IT IS THE CLIENTSRESPONSIBILITY TO VERIFY SOILS MEET THE MINIMUM REQUIREMENTS. UNIRACAND OR THE ENGINEER OF RECORD WILL NOT BE HELD RESPONSIBLE FORFOUNDATIONS INSTALLED IN SOILS WITH LOWER CAPACITY OR FOR IMPROPERFOUNDATION INSTALLATION OR CHOICE.DRIVEN STEEL PILE NOTES:1. STEEL PILES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE DESIGN CRITERIA STATEDIN THE GENERAL NOTES.2.PILES SHALL BE INSTALLED TO THE PILE TOLERANCES IN THE UNIRAC GFTINSTALLATION GUIDE WITHOUT EXCESSIVE DEFORMATION. EXCESSIVEDEFORMATION IS DEFINED AS DISTORTION PREVENTS THE RACKING FROMCONNECTING FLUSH TO THE PILE.3.FOUNDATIONS MUST NOT BE INSTALLED IN ORGANIC SOILS OR IN AREAS WITHGROUND WATER WITHIN 12 FEET OF THE SURFACE.4.IT IS THE OWNER OR CONTRACTORS RESPONSIBILITY TO DETERMINE WHICH FROSTZONE THEIR PROJECT IS LOCATED IN.5.IF PILE REFUSAL IS ENCOUNTERED, AN ALTERNATE FOUNDATION DESIGN ON SHEETSR-400 CAN BE UTILIZED OR OTHER FOUNDATIONS APPROVED BY A REGISTEREDPROFESSIONAL ENGINEER AND UNIRAC.6.DRAINAGE SHALL BE DIRECTED AWAY FROM PILES. PILES SHALL NOT BE PLACED INSWALES, DRAINAGE AREAS OR WHERE WATER MAY BE ALLOWED TO FLOW ORSTAND WITHOUT SPECIFIC ALLOWANCE IN WRITING FROM UNIRAC. ALL POSSIBLEEFFORTS SHALL BE MADE TO PREVENT WATER FROM FLOWING OR PONDINGAROUND OR NEAR TO THE PILES.7.PILES MAY NOT BE PAINTED PRIOR TO INSTALLATION OF THE RACKING SYSTEM.AFTER INSTALLATION OF THE COMPLETE RACKING SYSTEM, PILES MAY BE PAINTEDAT THE CONTRACTORS/CLIENTS DISCRETION. NO ADJUSTMENTS MAY BE MADEAFTER THE PILES HAVE BEEN PAINTED.8.PILES DRIVEN TOO SHALLOW OR TOO DEEP WILL NEED TO BE ALTERED AT THECONTRACTORS EXPENSE. UNIRAC HAS PROVIDED TOLERANCES IN THE GFTINSTALLATION GUIDE THAT SHALL BE FOLLOWED.9.IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE MEANS ANDMETHODS FOR DRIVING PILES. THE PILE INSTALLATION METHOD UTILIZED DURINGONSITE PILE TESTING SHALL BE THE SAME AS INSTALLATION. THE CONTRACTORMUST INSTALL PILES UTILIZING A PILE DRIVING RIG WITH A PERCUSSION PNEUMATICHAMMER. A VIBRATORY PILE DRIVER IS NOT RECOMMENDED. SEE PILE TEST PLANFOR DETAILS.10.THE RACKING DISTRIBUTOR SHALL NOT BE HELD RESPONSIBLE FOR DAMAGE TOTHE PILE AFTER IT ARRIVES TO THE SITE OR THE POINT OF AGREED DROP OFF.11.IF DAMAGE OCCURS WHERE GALVANIZATION IS REMOVED FROM THE PILE, THE PILESHALL BE TOUCHED UP WITH GALVANIZATION OF EQUAL THICKNESS PRIOR TOINSTALLATION AT THE CONTRACTOR'S EXPENSE.12.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO ENSURE THAT VIBRATIONSFROM DRIVING EQUIPMENT AND PILE INSTALLATION DO NOT AFFECT ANY ADJACENTPROPERTY STRUCTURES. THE CONTRACTOR SHALL BE HELD LIABLE FOR DAMAGETO THE ADJACENT PROPERTY IF DAMAGE OCCURS.13.ANY EXCAVATIONS NEAR THE PILE SHALL NOT BE MADE CLOSER THAN 2 FEET FROMPILE OR DEEPER THAN 2 FEET FROM GRADE. IF EXCAVATIONS ARE NECESSARY,THEY SHALL BE ON THE EAST OR WEST SIDE OF THE PILE, TEMPORARY AND SHALLBE COMPACTED PER THE ENGINEER OF RECORD'S RECOMMENDATIONS. NORTHSOUT EXCAVATIONS SHALL BE A MINIMUM OF 3 FEET FROM THE PILE. IFEXCAVATIONS EXCEED THESE DIMENSIONAL REQUIREMENTS, THE CONTRACTORSHALL NOTIFY UNIRAC. THE ENGINEER OF RECORD SHALL BE INFORMED OF ANYEXCAVATION AND COMPACTION EFFORTS ON THE SITE.14.PILES MAY NOT BE ALTERED IN ANY WAY WITHOUT UNIRAC WRITTEN APPROVAL. UNLESS IT IS TO CUT A PILE FOR USE IN THE CONCRETE FOUNDATION OPTION.15.PILES HAVE BEEN DESIGNED FOR STATIC LOADING UNDER THE DESIGN CRITERIA INGENERAL NOTE 15.QUALITY ASSURANCE AND SPECIAL INSPECTION:1.TESTING LABORATORY: RETAINED BY OWNER AND SATISFACTORY TO ENGINEER OFRECORD (THROUGH UNIRAC) AND GOVERNING CODE AUTHORITY TO PERFORMREQUIRED TESTS AND INSPECTIONS OF THIS CONTRACT AND APPLICABLE CODE.THE TYPE AND FREQUENCY OF SPECIAL INSPECTION, STRUCTURAL TESTING ANDSUBSEQUENT REPORTING SHALL CONFORM TO THE REQUIREMENTS OF THEINTERNATIONAL BUILDING CODE (IBC).CONCRETE:1.ALL ASPECTS OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL BEIN ACCORDANCE WITH ACI 318-14, "BUILDING CODE REQUIREMENTS FORSTRUCTURAL CONCRETE" AND THE LATEST EDITION OF "SPECIFICATIONS FORSTRUCTURAL CONCRETE FOR BUILDINGS" ACI 301, WITH MODIFICATIONS AS NOTEDON THE PROJECT DRAWINGS AND/OR SPECIFICATIONS.2.HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305, "HOT WEATHERCONCRETING".3.COLD WEATHER CONCRETING SHALL CONFORM TO ACI 306, "COLD WEATHERCONCRETING".4.ALL MIX DESIGNS SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY ANDSHALL BE WET STAMPED BY A CIVIL ENGINEER LICENSED IN THE JURISDICTION OFTHE PROJECT, AS STIPULATED IN IBC CHAPTER 19.5.TYPE II PORTLAND CEMENT SHALL BE USED AT ALL CONCRETE ALTERNATEFOUNDATION LOCATIONS FOR THE RACKING SYSTEM - WHERE CONCRETE ISREQUIRED AS AN ALTERNATE SOLUTION. (TYPE V CEMENT SHALL BE USED WHERETHE CONCRETE IS IN CONTACT WITH SOIL CONTAINING SULFATES IN EXCESS OF3000 PPM. CONCRETE THAT WILL BE EXPOSED TO SULFATE-CONTAINING SOLUTIONSSHALL COMPLY WITH IBC CHAPTER 19 AND ACI 318 SEVERE AND VERY SEVERESULFATE EXPOSURES AS IDENTIFIED IN THE PROJECT GEOTECHNICAL REPORT, THEWATER CEMENT RATIO SHALL NOT EXCEED 0.44.)6.IN THE PRESENCE OF REACTIVE AGGREGATE, CLASS F FLY ASH OR OTHER ASRMITIGATING ADMIXTURE SHALL BE INCORPORATED IN THE MIX SUCH THAT THEEXPANSION PRODUCED BY THE MORTAR-BAR METHOD (ASTM C1567) USINGBLENDED AGGREGATES IS LESS THAN 0.1% AT 14 DAYS IMMERSED IN SOLUTION.WHERE CLASS F FLY ASH IS SELECTED AS A SUPPLEMENTAL ADMIXTURE, THE LOSSOF IGNITION SHALL BE LIMITED TO 2%. THE CONTRACTOR SHALL SUBMIT ALLCERTIFICATES SHOWING THE FLY ASH IS IN ACCORDANCE WITH ASTM 6618.7.DO NOT USE CONCRETE OR GROUT CONTAINING CHLORIDES. WATER SHALLCONTAIN A CHLORIDE CONTENT LESS THAN 1000 PPM AS C1. DO NOT USECONCRETE CONTAINING ALKALI-CARBONATE AND BICARBONATES PRESENT INAGGREGATE IN EXCESS OF 1000 PPM. TESTS FOR THEIR EFFECT ON SETTING TIMEAND 28 DAY STRENGTH SHALL BE EVALUATED.8.HARD ROCK CONCRETE AGGREGATE SHALL CONFORM TO ALL REQUIREMENTS ANDTESTS OF THE ASTM C33 CLASS DESIGNATION 35 AND PROJECT SPECIFICATIONS.EXCEPTIONS MAY BE USED ONLY WITH APPROVAL OF THE STRUCTURAL ENGINEER.PROVIDE CONCRETE MIX DESIGN WITH PROVEN SHRINKAGE CHARACTERISTICS OFLESS THAN 0.0005 INCHES/INCH.9.MAXIMUM SIZED AGGREGATE OF 0.75".10.SLUMP RANGE OF 3" ± 1" PER ASTM C143.11.CONCRETE PLACEMENT SHALL BE IN ACCORDANCE WITH ACI STANDARD 304 ANDPROJECT SPECIFICATIONS.12.THE UNIRAC PILE SHALL BE CENTERED IN THE HOLE TO MAXIMIZE CONCRETECOVER AND THE HOLE SHALL BE CENTERED IN THE SPECIFIED LOCATION TO ALLOWFOR RACKING INSTALLABILITY.13.THE TOP OF THE CONCRETE SHALL BE SMOOTHED AND SLOPED AT 2% TOFACILITATE POSITIVE DRAINAGE AWAY FROM THE UNIRAC PILE.14.CONCRETE CHLORIDE PERMEABILITY SHALL BE CLASSIFIED AS HAVING "NEGLIGIBLE"TO "VERY LOW" CHLORIDE ION PERMEABILITY PER ASTM C1202.15.CONCRETE SHOULD BE PLACED IN A CONTINUOUS FLOW WITHOUT SEGREGATINGTHE CONCRETE. DO NOT ALLOW CONCRETE TO FREE FALL MORE THAN 5 FEETUNLESS MEASURES ARE TAKEN TO ENSURE THAT CONCRETE DOES NOT HIT THESIDES OF THE EXCAVATION DURING FREE FALL.16.MECHANICALLY VIBRATE THE CONCRETE AT EACH PIER.17.PRECAUTIONS SHOULD BE TAKEN DURING THE INSTALLATION OF PIERS TO MINIMIZETHE POSSIBILITY OF CAVING. PIER EXCAVATIONS SHOULD BE FILLED WITHCONCRETE AS SOON AFTER DRILLING AND INSPECTION AS POSSIBLE. SONOTUBES(OR EQUIVALENT) CAN BE UTILIZED, AS REQUIRED, ONLY IN THE UPPER 2 FT. OF THEAUGERED/DRILLED HOLE.18.CONCRETE MIXING OPERATION SHALL CONFORM TO ASTM C-94.19.AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTSAND TESTS OF THE ASTM C-33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BEUSED ONLY WITH THE PERMISSION OF THE ENGINEER OF RECORD.20.THE DENSITY OF CONCRETE SHALL BE BETWEEN 140 PCF TO 150 PCF. THE 28 DAYSTRENGTH OF CONCRETE SHALL BE 2500 PSI WITH A MAXIMUM WATER-CEMENTRATIO OF 0.40.TORQUE REQUIREMENTS:1/4"Ø HARDWARE : SOCKET SIZE5/8"Ø HARDWARE = 54 - 66 FT-LBS 15/16"3/4"Ø HARDWARE = 99 - 121 FT-LBS 1-1/8"NOTE: SEE GFT INSTALLATION GUIDE FOR SYSTEM ADJUSTMENTS AND TOLERANCESUNIRAC CUSTOM RACKING MEMBER SECTIONSALUMINUM BEAMALUMINUM SPLICETOP CHORD CHANNELDIAGONAL BRACEC-PILERACKING MEMBERDEPTHTHICKNESS3.25 IN.0.063-0.125 IN3.061 IN.4.1 IN.14 GAGE3 IN.14 GAGE6 IN.11 GAGEWIDTH2.0 IN.1.818 IN.3.42 IN.2 IN.4.5 IN.MIN. CORROSION PROTECTAAMA 611-12AA-M12G180G180G2350.800-0.110 INGFTGROUNDFIXEDTILTUNIRACBEAM CLAMP = 9 - 11 FT-LBS 9/16" STANDARD MID 7 END CLAMPS = 9 - 11 FT-LBS 9/16" PRO-SERIES MID-CLAMPS = 10 - 12 FT-LBS 1/2" PRO-SERIES END CLAMP = 3 FT-LBS 1/2" SHEET INDEXSHEET NUMBERSHEET TITLESR - 100GENERAL STRUCTURAL RACKING NOTESSR - 200GFT TABLE CROSS-SECTION AND PARTS LIST (20 DEGREE TILT)SR - 201GFT E-W BEAM LOCATION OPTIONS (20 DEGREE TILT)SR - 300GFT TABLE CROSS-SECTION AND PARTS LIST (30 DEGREE TILT)SR - 301GFT E-W BEAM LOCATION OPTIONS (30 DEGREE TILT)SR - 400 FOUNDATION OPTION 1 DETAILSSR - 401 FOUNDATION OPTION 2 DETAILSSR - 402 FOUNDATION OPTION 3 DETAILSSR - 403 FOUNDATION OPTION 4 DETAILSSR - 404 FOUNDATION OPTION 5 DETAILSSR - 500RACKING DETAILSALL INFORMATION PROVIDED HEREIN IS CONFIDENTIAL AND
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UNIRACR
08/14/2019EPJRSGFTJRS'D' - 24x365
BCDEFFOUNDATION TYPE &PILE EMBED DEPTH PERSHEET SR-400AHOLE PATTERN IN PILEFOR 20 DEGREE SYSTEMSECTION VIEW OF GFT TABLE - 30° TILT6" MAX. TO 2" MIN.2'-5 5/8"(MAX. GRADE TO TOP OF TOP CHORD)GRADE4'-10 1/8"(FRONT BRACE LENGTH)6'-1 3/8"(REAR BRACE LENGTH)6'-2 7/8"(MAX. ABOVE GRADE HEIGHT)30°1'-8"℄(TC HOLE PATTERN OFFSET)MODULE GAP (SEE DETAILS X1 AND X2, SR-300)11'-6 5/8"(TC CHANNEL LENGTH)11'-9" MODULE OUT TO OUT (70" MAX. MODULE LENGTH)13'-9" MODULE OUT TO OUT (83" MAX. MODULE LENGTH)E-W BEAM LOCATIONS SHOWN FOR THE THREE RAIL OPTION0'-6"5'-3 1/4"MAX 70" LONG MODULETYP.MAX 83" LONG MODULETYP.5'-3 1/4"0'-6
"DETAILED VIEWPILES MUST ALWAYSBE INSTALLED WITHC-PILES OPEN TOTHE WESTYPLAN VIEW OF TABLESTRUCTURALEAST-WEST BEAMSPLICE - AS REQUIRED"Z""W"TOP CHORD(NORTH-SOUTHMEMBER) - TYP.UNIRAC C-PILE - TYP.PILES MUST BE INSTALLED WITHC-PILE OPEN TO THE WEST - ASSHOWNSEE LETTER FOR PILE QUANTITY REQUIREMENT PER TABLE SIZE1" GAP TYP.0" TO 1/2" TYP.1" GAPTYP.(FROM END OF EAST/WESTBEAM THAT MODULEINSTALLATION BEGINS)DETAILED VIEW PRO SERIES CLAMPSEAST-WESTBEAM - TYP.SOLARMODULETYP.CANTILEVER - TYP.(WEST EDGE OF TOPCHORD CHANNEL TO ENDOF EAST-WEST BEAM(SEE CERTIFICATIONLETTER FOR THISDIMENSION)PILE TO PILE WITHIN A TABLE - TYP.(SEE BILL OF MATERIALS FOR THISDIMENSION)EAST/WESTBEAM - TYP.SOLAR MODULE1/4" GAP TYP.MIN. 1.5" TYP.1/4" GAPTYP.(FROM END OF EAST/WESTBEAM THAT MODULEINSTALLATION BEGINS)DETAILED VIEW STANDARD CLAMPSX1TOP CHORD(NORTH-SOUTHMEMBER) - TYP.NOTE:FOR INFORMATION REGARDING T-BOLT(MID-CLAMP) SETBACKS AT EAST/WEST BEAM SPLICE LOCATIONS, REFER TO DETAIL 501 (X1) ON SHEET SR-500.EAST-WESTBEAM - TYP.SOLAR MODULETOP CHORD(NORTH-SOUTHMEMBER) - TYP.NOTE:FOR INFORMATION REGARDING T-BOLT(MID-CLAMP) SETBACKS AT EAST/WEST BEAM SPLICE LOCATIONS, REFER TO DETAIL 501 (X2) ON SHEET SR-500.X2X1X2Y(SEE ALSO SHEET SR-500, DETAIL 501 (X1) AND 502 (X1)(SEE ALSO SHEET SR-500, DETAIL 501 (X2) AND 502 (X2)RACKING DIMENSION NOTES:1.THIS CROSS SECTION AND DIMENSIONS SHOWN ARE SPECIFIC TO AN 83" LONG MODULEAND A 70" LONG MODULE. ACTUAL MODULE LENGTHS WILL BE LESS THAN OR EQUAL TOWHAT IS SHOWN BASED ON THE ACTUAL SOLAR MODULE SELECTED. REFER TO THESTATE SPECIFIC CERTIFICATION LETTER FOR MORE INFORMATION ON THE LIMITS OFTHIS REGION SPECIFIC RACKING DESIGN.2.FINE TUNE ADJUSTMENTS IN THE EAST-WEST BEAM TO TOP CHORD CHANNELCONNECTIONS EXIST. SEE SHEET SR-500 FOR ALL RACKING CONNECTION DETAILS.REFER TO THE GFT INSTALLATION GUIDE FOR ADDITIONAL INFORMATION.3.ALL DIMENSIONS SHOWN WITH PARENTHESIS ( ), ARE OPTIMUM DIMENSIONS THAT MAYVARY SLIGHTLY DUE TO THE FOLLOWING; INSTALLATION SYSTEM USING DIFFERENTHOLE OPTIONS, VARIANCE IN THE PILE STICK-UP HEIGHT, MODULE SELECTION, ORVARIANCE IN THE FINISHED/EXISTING GRADE. ALL OTHER DIMENSIONS ARE FIXED.GFT PARTS LISTREFNUMBERPART DESCRIPTIONCATALOG #GUAGE/THICKNESSFINISHAALUMINUM E-W BEAM(166" OR 246")411166M OR411246MSEE SHEET SD-100BTOP CHORD CHANNEL404036SEE SHEET SD-100CFRONT DIAGONALBRACE (30°)404032SEE SHEET SD-100DREAR DIAGONALBRACE (30°)SEE SHEET SD-100EDIAGONAL BRACEPLATESEE SHEET SD-100FC-PILE(12.5 FT OR 15 FT)404001 OR404002SEE SHEET SD-10030° 25-30 in. NOM FRONT EDGEMODULE LENGTH (in.)FRONT EDGE HEIGHT (in.)77288326ALL INFORMATION PROVIDED HEREIN IS CONFIDENTIAL AND
PROPRIETARY AND IS SOLE PROPERTY OF UNIRAC, INC. REPRODUCTION
AND/OR DISTRIBUTION WITHOUT WRITTEN PERMISSION IS FORBIDDEN AND
WILL CONSTITUTE COPYRIGHT INFRINGEMENT UNDER U.S. LAW
UNIRACR
08/14/2019EPJRSGFTJRS'D' - 24x3610' ARRAY HEIGHT2 of 5
0'-6"5'-3 1/4"5'-3 1/4"0'-6"0'-6"4'-1 5/8"4'-1 5/8"0'-6"E-W BEAM LOCATIONS FOR THE THREE RAIL OPTIONE-W BEAM LOCATIONS FOR THE FOUR RAIL OPTION℄BABAE-W BEAM LOCATION OPTIONS: UP TO 83"0'-6"4'-1 5/8"4'-1 5/8"0'-6"E-W BEAM LOCATIONS FOR THE FIVE RAIL OPTIONBA1'-1 5/8"1'-1 5/8"MAX 83" LONG MODULE TYP.℄℄MAX 83" LONG MODULE TYP.MAX 83" LONG MODULE TYP.0'-6"2'-0 7/8"2'-0 7/8"0'-6"℄E-W BEAM LOCATIONS FOR THE SIX RAIL OPTIONBAMAX 83" LONG MODULE TYP.2' -1"1'-1 5/8"2' -1"1'-1 5/8"1'-1 5/8"1'-1 5/8"0'-6"1'-3"1'-3"0'-6"℄E-W BEAM LOCATIONS FOR THE EIGHT RAIL OPTIONBAMAX 83" LONG MODULE TYP.2' -1"1'-1 5/8"2' -1"1'-1 5/8"0'-9 7/8"0'-9 7/8"4'-5 3/8"4'-5 3/8"3'-3 3/4"E-W BEAM LOCATIONS FOR THE THREE RAIL OPTIONE-W BEAM LOCATIONS FOR THE FOUR RAIL OPTION℄BABAE-W BEAM LOCATION OPTIONS: UP TO 70"3'-3 3/4"E-W BEAM LOCATIONS FOR THE FIVE RAIL OPTIONBA1'-1 5/8"1'-1 5/8"MAX 70" LONG MODULE TYP.℄℄1'-1 5/8"1'-1 5/8"1'-3 7/8"1'-3 7/8"3'-3 3/4"1'-3 7/8"1'-3 7/8"3'-3 3/4"1'-3 7/8"1'-3 7/8"MAX 70" LONG MODULE TYP.MAX 70" LONG MODULE TYP.2'-0 7/8"E-W BEAM LOCATIONS FOR THE SIX RAIL OPTIONBA1'-1 5/8"1'-1 5/8"℄1'-3 7/8"2'-0 7/8"1'-3 7/8"MAX 70" LONG MODULE TYP.MAX 60" LONG MODULE TYP.1'-3"1'-3"2'-0 7/8"E-W BEAM LOCATIONS FOR THE EIGHT RAIL OPTIONBA1'-1 5/8"1'-1 5/8"℄0'-9 7/8"2'-0 7/8"0'-9 7/8"MAX 70" LONG MODULE TYP.MAX 60" LONG MODULE TYP.1'-3"1'-3"0'-6"0'-6"GFT PARTS LISTREFNUMBERPART DESCRIPTIONCATALOG #GUAGE/THICKNESSFINISHAALUMINUM E-W BEAM(166" OR 246")411166M OR411246MSEE SHEET SR-100BTOP CHORD CHANNEL404036SEE SHEET SR-100CFRONT DIAGONALBRACE (20°)404031SEE SHEET SR-100DREAR DIAGONALBRACE (20°)SEE SHEET SR-100EDIAGONAL BRACEPLATESEE SHEET SR-100FC-PILE(12.5 FT OR 15 FT)404001 OR404002SEE SHEET SR-100ALL INFORMATION PROVIDED HEREIN IS CONFIDENTIAL AND
PROPRIETARY AND IS SOLE PROPERTY OF UNIRAC, INC. REPRODUCTION
AND/OR DISTRIBUTION WITHOUT WRITTEN PERMISSION IS FORBIDDEN AND
WILL CONSTITUTE COPYRIGHT INFRINGEMENT UNDER U.S. LAW
UNIRACR
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UNIRAC C-PILEUNIRAC C-PILEEXISTING GRADETOP VIEWSECTION C-CCC(ALTERNATE OPTION)NOT TO SCALE403FULLY DRIVEN PILE"C" (FOR A FROST DEPTH = 3.5 FT)
"F" (FOR A FROST DEPTH = 5.0 FT)FOUNDATION 403: FULLY DRIVEN PILE1. DRIVEN PILE FOUNDATIONS MAY NOT BE USED IN SOILSTHAT CONTAIN SILT OR CLAY WITH GROUNDWATERWITHIN 12 FEET OF THE SURFACE UNLESS APPROVED BYA GEOTECHNICAL ENGINEER. IT IS RECOMMENDED TOVERIFY GROUNDWATER IS NOT PRESENT IF USING THISFOUNDATION TYPE IN FROST PRONE REGIONS.2.PILES MUST BE INSTALLED TO THE FULL DEPTH. PILESNOT DRIVEN TO FULL DEPTH ARE CONSIDERED FAILEDPILES AND A DIFFERENT FOUNDATION MUST BE UTILIZED.3.FOUNDATIONS MUST NOT BE INSTALLED IN ORGANICSOILS OR IN AREAS WITH GROUNDWATER NEAR THESURFACE.4.PILE EMBEDMENT MUST BE DETERMINED BY A LICENSEDCIVIL ENGINEER OR BY SITE PILE TESTS.NOTE:PILES MUST BE INSTALLEDWITH C-PILE OPEN TO THEWEST - AS SHOWNOPENWEST30 DEGREE UNIRAC STEEL C-PILE FOUNDATION DEPTHS(REFER TO SHEET SR-300 FOR PILE STICK-UP HEIGHT) (e)FOUNDATION TYPEDETAILNUMBERNO FROST DEPTHFROST DEPTH = 3.5 FT OR LESSFROST DEPTH = 5.0 FTDIMENSION"A"DIMENSION"B"DIMENSION"C"DIMENSION"A"DIMENSION"B"DIMENSION"C"DIMENSION"D"DIMENSION"E"DIMENSION"F"FULL CAST IN-PLACECONCRETE4006'-0"- -- -6'-0"- -- -6'-0"- -- -CAST IN-PLACECONCRETE401- -- -- -6'-0"- -- -7'-6"- -- -PARTIAL DRIVEN PILEWITH FROST BREAK (d)402- -- -- -- -3'-6"8'-6"- -5'-0"- -FULLY DRIVEN PILE (d)403- -- -8'-6"- -- -8'-6"- -- -8'-6"(d) SHALLOWER EMBEDMENT DEPTHS ARE POSSIBLE, HOWEVER, PILE TESTING AND/OR APPROVAL FROM A GEOTECHNICAL OR PROFESSIONAL ENGINEER ARE REQUIRED.(e) BASED ON THE PILE STICK-UP HEIGHT FOR A STANDARD 30 DEGREE GFT TABLE, ALL PILE EMBEDMENT DEPTHS THAT ARE 6'-4" OR GREATER, REQUIRE A 15 FT LONG PILE.20 DEGREE UNIRAC STEEL C-PILE FOUNDATION DEPTHS(REFER TO SHEET SR-200 FOR PILE STICK-UP HEIGHT) (c)FOUNDATION TYPEDETAILNUMBERNO FROST DEPTHFROST DEPTH = 3.5 FT OR LESSFROST DEPTH = 5.0 FTDIMENSION"A"DIMENSION"B"DIMENSION"C"DIMENSION"A"DIMENSION"B"DIMENSION"C"DIMENSION"D"DIMENSION"E"DIMENSION"F"FULL CAST IN-PLACECONCRETE4006'-0" (a)- -- -6'-0" (a)- -- -8'-0"- -- -CAST IN-PLACECONCRETE401- -- -- -6'-0" (a)- -- -8'-0"- -- -PARTIAL DRIVEN PILEWITH FROST BREAK (b)402- -- -- -- -3'-6"8'-0"- -5'-0"- -FULLY DRIVEN PILE (b)403- -- -8'-0"- -- -8'-0"- -- -10'-6"(a) THIS 6'-0" EMBEDMENT REQUIRES CUTTING 24" OFF OF THE BOTTOM OF A 12'-6" LONG C-PILE. (DO NOT CUT THE END OF PILE WITH PRE-PUNCHED HOLES.) IF CUTTING IS NOTPREFERRED, AN 8'-0" CONCRETE FOUNDATION IS ACCEPTABLE.(b) SHALLOWER EMBEDMENT DEPTHS ARE POSSIBLE, HOWEVER, PILE TESTING AND/OR APPROVAL FROM A GEOTECHNICAL OR PROFESSIONAL ENGINEER ARE REQUIRED.(c) BASED ON THE PILE STICK-UP HEIGHT FOR A STANDARD 20 DEGREE GFT TABLE, ALL PILE EMBEDMENT DEPTHS THAT ARE 8'-1" OR GREATER, REQUIRE A 15 FT LONG PILE.ALL INFORMATION PROVIDED HEREIN IS CONFIDENTIAL AND
PROPRIETARY AND IS SOLE PROPERTY OF UNIRAC, INC. REPRODUCTION
AND/OR DISTRIBUTION WITHOUT WRITTEN PERMISSION IS FORBIDDEN AND
WILL CONSTITUTE COPYRIGHT INFRINGEMENT UNDER U.S. LAW
UNIRACR
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E-W BEAMX1X11/4" GAP TYP.MODULE TO EAST-WEST BEAM MID CLAMP CONNECTION502STANDARD END CLAMP ASSEMBLYMODULEEAST-WEST BEAMX1X1MODULE TYP.ASSEMBLYEND CLAMPEAST-WESTBEAMSTANDARD MID CLAMP ASSEMBLYNOTE: CENTERLINE OF T-BOLT SHALL NOT BE CLOSER THAN 1/4" FROM AN EAST-WEST BEAM SPLICE. SHIFT FIRST MODULE LOCATION ON EAST/WEST BEAM AS REQ'D TO AVOID THIS SPLICE CONFLICT.MODULE1/4" MODULE GAPSPLICE NOT SHOWNBEAM CLIPE-W BEAM1/4-20 X 1" HEX BOLT& SERRATED FLANGE NUT TYP.YTOP CHORD CHANNELTYP.XPLAN VIEW (CONNECTION)YPLAN VIEW (HOLE PATTERN)XE-W BEAMTOP CHORDCHANNELBEAM CLIPTYP.1/4-20 X 1" HEX BOLT& SERRATED FLANGE NUT TYP.TARGET HOLES FORINSTALLATION OF BEAM CLIPSADDITIONAL HOLESPROVIDED FORFIELD ADJUSTMENTIF REQUIRED. SEEEAST-WEST BEAM TO TOP CHORD CONNECTION503TOP CHORD TO PILE CONNECTION504TOP CHORDCHANNELCHANNELTOP CHORDPILE3/4-10 X 1 1/2" HEXBOLT WITH FLATWASHER & SERRATEDFLANGE NUT TYP.PILETARGET HOLE FORCONNECTION TOTOP CHORDADDITIONAL HOLESPROVIDED FORFIELD ADJUSTMENTIF REQUIRED. SEE INSTALLATION GUIDEFOR ADJUSTMENTINSTRUCTIONSELEVATION VIEW (HOLE PATTERN)INSTALLATION GUIDEFOR ADJUSTMENTINSTRUCTIONSEAST-WEST BEAM WITH SPLICE (TYPICAL ELEVATION)24" TYP.EAST-WEST BEAMEAST-WESTBEAM SPLICE12" +/-2"EAST-WEST BEAM WITH SPLICE (TYPICAL SECTION)EAST-WESTBEAM SPLICEEAST-WEST BEAMRACKING DETAIL NOTES:1. SEE INSTALLATION GUIDE FOR PILE TOLERANCES2. SEE INSTALLATION GUIDE FOR CONNECTIONADJUSTMENT INSTRUCTIONS6" +/-1"1/4-20 X 1 1/8"SELF DRILLINGSCREW TYP.3. SEE INSTALLATION GUIDE FOR INSTRUCTIONSTO INSTALL EAST/WEST BEAM SPLICE4. DETAILS SEEN ON THIS SHEET ARE NOT DRAWN TO SCALENOTE:1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDEOF CONNECTION WITH MEMBER HAVING THE THINNER GAUGEMODULE TO EAST-WEST BEAM END CLAMP CONNECTION501PRO SERIES END CLAMP ASSEMBLYMODULEEAST-WEST BEAMX2
X2MODULE TYP.ASSEMBLYEND CLAMPEAST-WESTBEAMPRO SERIES MID CLAMP ASSEMBLYNOTE: CENTERLINE OF T-BOLT SHALL NOT BE CLOSER THAN 1/4" FROM AN EAST-WEST BEAM SPLICE. SHIFT FIRST MODULE LOCATION ON EAST/WEST BEAM AS REQ'D TO AVOID THIS SPLICE CONFLICT.MODULE1" MODULE GAPSPLICE NOT SHOWNPRO SERIES MID CLAMP ASSEMBLY - TYPMODULE - TYPX2X2MODULE TYP.PRO SERIES MID CLAMP ASSEMBLY1" GAP TYP.MODULE LONG SIDE CLAMPINGMODULE SHORT SIDE CLAMPING(UPPER & LOWER RAIL)(CENTER SHARED RAIL)E-W BEAMMODULESTANDARDMID CLAMPASSEMBLYMODULESTANDARDMID CLAMPASSEMBLYTOP CHORDADDITIONAL HOLESPROVIDED FORFIELD ADJUSTMENTIF REQUIREDCHANNEL5/8-11 X 1 1/2" HEXBOLT WITH FLAT WASHER & SERRATEDFLANGE NUT TYP.TARGET HOLE FORCONNECTION OF DIAGONAL BRACE TOTOP CHORD CHANNELREAR DIAGONAL506ELEVATION VIEW (HOLE PATTERN)(REAR BRACE)TARGET HOLES FORINSTALLATION OF DIAGONAL BRACEPLATEADDITIONAL HOLESPROVIDED FORFIELD ADJUSTMENTIF REQUIRED. SEE PILEINSTALLATION GUIDEFOR ADJUSTMENTINSTRUCTIONSTOP CHORD TO DIAGONAL BRACE CONNECTIONBRACENOTE:1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDEOF CONNECTION WITH MEMBER HAVING THE THINNER GAUGENOTE:1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDEOF CONNECTION WITH MEMBER HAVING THE THINNER GAUGETOP CHORD TO DIAGONAL BRACE CONNECTIONDIAGONAL BRACE TO PILE CONNECTIONDIAGONAL BRACEFRONT(2) 5/8-11 X 1 1/2" HEX BOLT WITH FLAT WASHER & SERRATEDFLANGE NUTBRACEPLATEDIAGONAL5/8-11 X 1 1/2" HEX BOLT WITH FLAT WASHER & SERRATEDFLANGE NUT TYP.(PRE-ASSEMBLED)505507(FRONT BRACE)ADDITIONAL HOLESPROVIDED FORFIELD ADJUSTMENTIF REQUIREDREAR DIAGONALBRACEPILE5/8-11 X 1 1/2" HEXBOLT WITH FLAT WASHER & SERRATEDFLANGE NUT TYP.TARGET HOLE FORCONNECTION OF DIAGONAL BRACE TOTOP CHORD CHANNELFRONT DIAGONALBRACETOP CHORDCHANNELADDITIONAL HOLESPROVIDED FORFIELD ADJUSTMENTIF REQUIREDNOTE:1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDEOF CONNECTION WITH MEMBER HAVING THE THINNER GAUGE(PRO SERIES END CLAMP)(STANDARD END CLAMP)(PRO SERIES MID CLAMP)(STANDARD MID CLAMP)NOTE: RAIL TO BE CUT FLUSH TO 1/2" PROTRUSION BEYOND MODULE FRAMEGRADE501503504505507FRONTBRACEDIAGONALPILEEAST-WESTBEAM TYP.TOP CHORDREAR DIAGONALBRACE506MODULE GAP TYP.502ALL INFORMATION PROVIDED HEREIN IS CONFIDENTIAL AND
PROPRIETARY AND IS SOLE PROPERTY OF UNIRAC, INC. REPRODUCTION
AND/OR DISTRIBUTION WITHOUT WRITTEN PERMISSION IS FORBIDDEN AND
WILL CONSTITUTE COPYRIGHT INFRINGEMENT UNDER U.S. LAW
UNIRACR
08/14/2019EPJRSGFTJRS'D' - 24x365 of 5