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GENERAL NOTES: FIBER REINFORCED POLYMER (FRP) NOTES: TOWER PLUMB & TENSION NOTES: DESIGN CRITERIA:
<br /> 1. THESE DOCUMENTS WERE DESIGNED IN ACCORDANCE WITH THE LATEST 1. FRP PLATES,SHAPES,BOLTS AND NUTS(STUD/NUT ASSEMBLIES)SHALL CONFORM TO 1. PLUMB AND TENSION TOWER UPON COMPLETION OF STRUCTURAL MODIFICATIONS A- WIND DESIGN DATA
<br /> VERSION OF APPLICABLE LOCAL/STATE/COUNTY/CITY BUILDING CODES, AS ASTM 0638,695,790.PLATES AND SHAPES TO BE FY=30 KSI(LW),7 K51(CW)MIN. DETAILED IN THESE DRAWINGS. RISK CATEGORY = II WELL AS ANSI/TIA-222 STANDARD,AWWA-D100 STANDARD, NOS, NEC, MSJC, BASIC WIND SPEED = 75 MPH (Vasd)/96 MPH (Volt) verizon
<br /> AND/OR THE LATEST VERSION OF THE INTERNATIONAL BUILDING CODE, 2. IF FIELD FABRICATION IS REQUIRED,ALL CUT EDGES AND DRILLED HOLES TO BE SFAI FT) 2. RETENSIONING OF EXISTING GUY WIRES SHALL BE PERFORMED AT A TIME WHEN THE WIND IMPORTANCE FACTOR I = 1.00
<br /> UNLESS NOTED OTHERWISE IN THE CORRESPONDING STRUCTURAL REPORT. USING VINYL ESTER SEALING KIT SUPPUED BY THE MANUFACTURER. WIND VELOCITY IS LESS THAN 10 MPH AT GROUND LEVEL AND WITH NO ICE ON THE WINO EXPOSURE = C
<br /> 2. ALL CONSTRUCTION METHODS SHOULD FOLLOW STANDARDS OF GOOD STRUCTURE AND GUY WIRES. Kzt = 1.0
<br /> CONSTRUCTION PRACTICE. 3. ALL FASTENERS TO BE 1/2'DIA FRP THREADED ROD WITH FIBER REINFORCED ICE LOADING = 30 MPH (3 SECOND GUST) W/ 1.0" ICE THICKNESS
<br /> THERMOPLASTIC NUT,SPACED AT 12 INCHES ON CENTER MAXIMUM,U.N.O.,FOR PANELS 3. PLUMB THE TOWER WHILE RETENSIONING THE EXISTING GUY WIRES.THE HORIZONTAL
<br /> 3. ALL WORK INDICATED ON THESE DRAWINGS SHALL BE PERFORMED BY AND AS DESIGNED FOR STRUCTURAL MEMBERS. DISTANCE BETWEEN THE VERTICAL CENTERUNES AT ANY IWO ELEVATIONS SHALL NOT
<br /> QUALIFIED CONTRACTORS EXPERIENCED IN SIMILAR CONSTRUCTION. 4. THE COLOR AND SURFACE PATTERN OF EXPOSED FRP PANELS SHALL MATCH THE EXTERIOR EXCEED 0.25%OF THE VERTICAL DISTANCE BETWEEN TWO ELEVATIONS FOR LATTICED B- SEISMIC DESIGN DATA
<br /> 4. ALL NEW WORK SHALL ACCOMMODATE EXISTING CONDITIONS. IF OBSTRUCTIONS OF THE EXISTING BUILDING,U.N.O. STRUCTURES. SEISMIC IMPORTANCE FACTOR = 1.00
<br /> ARE FOUND, CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO RISK CATEGORY = II
<br /> CONTINUING WORK. 5. STUD/NUT ASSEMBUES SHOULD BE LUBRICATED FOR INSTALLATION 4. THE TWIST BETWEEN ANY TWO ELEVATIONS THROUGHOUT THE HEIGHT OF A LATTICE MAPPED SPECTRAL RESPONSE ACC, Ss = 0.922 g & S1 = 0.463 g T I L 5 0 N
<br /> STRUCTURE SHALL NOT EXCEED 0.5 DEGREES IN 10 FEET.THE MAXIMUM TWIST OVER SITE CLASS = D
<br /> 5. ANY CHANGES OR ADDITIONS MUST CONFORM TO THE REQUIREMENTS OF 6. ENSURE BEARING SURFACES OF THE NUTS ARE PARALLEL TO THE SURFACES BEING THE LATTICE STRUCTURE HEIGHT SHALL NOT EXCEED 5 DEGREES. SPECTRAL RESPONSE COEFFICIENTS, SDS = 0.737 & SDI = N/A
<br /> THESE NOTES AND SPECIFICATIONS,AND SHOULD BE SIMILAR TO THOSE FASTENED.
<br /> SHOWN.ALL CHANGES OR ADDITIONS SHALL BE SUBMITTED TO THE ENGINEER SEISMIC DESIGN CATEGORY = D
<br /> COF ONSTRUCTION.FOR REVIEW AND APPROVAL PRIOR TO FABRICATION AND/OR 7. TORQUE BOLTS ACCORDING TO THE FOLLOWING TABLE SPECIAL INSPECTIONS NOTES: BASIC SEISMIC-FORCE RESISTING SYSTEM = EQUIPMENT
<br /> RESPONSE MODIFICATIONS FACTOR R = 2.5
<br /> A. DESIGN BASE SHEAR = CsW
<br /> 6. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND EXECUTION OF ALL INSTALLATION TORQUE TABLE 1. A QUALIFIED INDEPENDENT TESTING LABORATORY,EMPLOYED BY THE OWNER AND ANALYSIS PROCEDURE USED: ASCE 7-16 (CHAPTER 12, 13 & 15)
<br /> MISCELLANEOUS SHORING, BRACING, TEMPORARY SUPPORTS, ETC. NECESSARY 1.11111.412
<br /> =WE 2200.11/000 menus
<br /> e�
<br /> TO PROVIDE A COMPLETE AND STABLE STRUCTURE DURING CONSTRUCTION. s M IMAM.TOFICLE APPROVED BY THE JURISDICTION,SHALL PERFORM INSPECTION AND TESTING IN
<br /> TIA-1019-A-2011 IS AN APPROPRIATE REFERENCE FOR THOSE DESIGNS a/e-1e sic BRAN ARaea ACCORDANCE WITH THE THE GOVERNING BUILDING CODE,APPUCABLE SECTIONS)AS
<br /> MEETING TIA STANDARDS. THE ENGINEER OF RECORD MAY PROVIDE FORMAL 1/2-12 UK 1,Rau aRAW REQUIRED BY PROJECT SPECIFICATIONS FOR THE FOLLOWING CONSTRUCTION WORK: 0r COREONE
<br /> RIGGING PLANS AT THE REQUEST AND EXPENSE OF THE CONTRACTOR. e/e-a UK a Rau II Rau CONSULTING U S A
<br /> a/c-TO Mc s 22-015 x•Rau a. STRUCTURAL WELDING(CONTINUOUS INSPECTION OF FIELD WELDS ONLY).
<br /> 7. INSTALLATION SHALL NOT INTERFERE NOR DENY ADEQUATE ACCESS TO OR
<br /> FROM ANY EXISTING OR PROPOSED OPERATIONAL AND SAFETY EQUIPMENT. 1-e UK 110 Raes eO Rau 506 SECOND AVE, SUITE 1533
<br /> 8. WHEN TIGHTENING FRP STUD/NUT ASSEMBUES,WRENCHES MUST MAKE FULL CONTACT WITH b. HIGH STRENGTH BOLTS(PERIODIC INSPECTION OF A325 AND/OR A490 BOLTS) SEATTLE, WA 98104
<br /> 8. CONTRACTOR SHALL FIELD VERIFY EXISTING FIELD CONDITIONS AND ALL ALL NUT EDGES.A STANDARD SIX POINT SOCKET IS RECOMMENDED. TO BE TIGHTENED PER'TURN-OF-THE-NUT"METHOD.
<br /> DIMENSIONS PRIOR TO ANY FABRICATION OR MODIFICATION. CONTACT CORE
<br /> ONE CONSULTANTS USA IF ANY DISCREPANCIES EXIST. 9. STUD/NUT ASSEMBUES SHOULD BE BONDED BY APPLYING BONDING AGENT TO ENTIRE NUT c. MECHANICAL AND EPDXIED ANCHORAGES.
<br /> AND EXPOSED STUD.
<br /> 10. ALL FRP MATERW.S TO BE PROVIDED BY FIBERGRATE COMPOSITE STRUCTURES,DALLAS TX, d. FIBER REINFORCED POLYMER. PROJECT NO: 21 3000144
<br /> STEEL CONSTRUCTION NOTES: OR APPROVED EQUAL. • THE SPECIAL INSPECTOR MUST VERIFY THAT THE FRP MATERIAL SPECIFIED
<br /> 1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC MANUAL OF STEEL
<br /> 11. ALL FRP SHAPES TO BE DYNAFORM PULTRUDED STRUCTURAL SHAPES. ON THE APPROVED DESIGN DOCUMENTS IS BEING INSTALLED. DRAWN BY: W.T.
<br /> CONSTRUCTION 14TH EDITION, FOR THE DESIGN AND FABRICATION OF STEEL 12. ALL FRP PLATES TO BE FIBERPLATE MOLDED FRP PLATE. • THE SPECIAL INSPECTOR MUST VERIFY THAT ALL CUT EDGES AND DRILLED
<br /> COMPONENTS. HOLES ARE PROPERLY SEALED USING A VINYL ESTER SEAUNG KIT SUPPLIED CHECKED BY: L.C.
<br /> 2. ALL FIELD CUT SURFACES, FIELD DRILLED HOLES, AND GROUND SURFACES 13. ALL FRP PANELS TO BE FIBERPLATE CLADDING PANEL BY THE MANUFACTURER. -
<br /> WHERE EXISTING PAINT OR GALVANIZATION REMOVAL WAS REQUIRED SHALL BE
<br /> REPAIRED WITH (2) BRUSHED COATS OF ZRC GALVIUTE COLD GALVANIZING 14. EACH FRP PANEL TO BE IDENTIFIED WITH LARR)125536 AND FIBERGRATE COMPOSITE • THE SPECIAL INSPECTOR MUST VERIFY THAT THE STRUCTURE IS BUILT IN SUBMITTALS
<br /> COMPOUND PER ASTM A780 AND MANUFACTURERS' RECOMMENDATIONS. STRUCTURAL LABEL ACCORDANCE WITH THE APPROVED DESIGN DOCUMENTS.
<br /> 3. ALL FIELD DRILLED HOLES TO BE USED FOR FIELD BOLTING INSTALLATION 15. FRP MATERIAL TO BE CLASSIFIED AS CC1 OR BLI ILH,AND HAVE MAXIMUM FLAME 2. THE INSPECTION AGENCY SHALL SUBMIT INSPECTION AND TEST REPORTS TO THE
<br /> SHALL BE STANDARD HOLES,AS DEFINED BY AISC, UNLESS NOTED SPREAD OF 50.
<br /> OTHERWISE. BUILDING DEPARTMENT,THE ENGINEER OF RECORD,AND THE OWNER UNLESS THE
<br /> 16. ALL DESIGN AND CONSTRUCTION TO BE COMPLETED IN ACCORDANCE WITH LOS ANGELES FABRICATOR IS APPROVED BY THE BUILDING OFFICIAL TO PERFORM WORK WITHOUT THE
<br /> 4. ALL EXTERIOR STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH RESEARCH REPORT RR25536,DATED FEBRUARY 1,2016. SPECIAL INSPECTIONS.
<br /> ASTM A123.
<br /> 17. SPECIAL INSPECTIONS MUST BE PROVIDED FOR ALL FRP INSTALLMENTS.SEE SPECIAL
<br /> 5. ALL STEEL MEMBERS AND CONNECTIONS SHALL MEET THE FOLLOWING GRADES: INSPECTION SECTION,THIS SHEET. MAXIMUM ALLOWABLE ANGLE CLIP:
<br /> • ANGLES, CHANNELS, PLATES AND BARS TO BE A36. Fy=36 KSI,
<br /> U.N.O.
<br /> • W SHAPES TO BE A992. Fy=50 KSI, U.N.O.
<br /> • RECTANGULAR HSS TO BE A500, GRADE B. FY=46 KSI, U.N.O. RATIO OP LOSE DISTANCE TO FRP FASTENER DIAMETER
<br /> • ROUND HSS TO BE A500, GRADE B. FY=42 KSI, U.N.O. AP
<br /> • STEEL PIPE TO BE A53, GRADE B. Fy=35 KSI, U.N.O. mx _a,ear ro as zo-w ��w
<br /> 1 OCT 04/21 REVISED PER COMMENTS WT
<br /> • BOLTS TO BE A325-X. Fu=120 KSI, U.N.O. 0 AUG 17/21 VITAL CD's WT
<br /> • U-BOLTS AND LAG SCREWS TO BE A307 GR A. Fu=60 KSI, U.N.O. ea asTula-°ear 10'OE 11-15 u 8 AUG 16/21 REVISED PER COMMENTS WT
<br /> BT MN-d'ro 02 Raw au A JUL 30/21 ISSUED FOR 90R CD's WT
<br /> 6. ALL WELDING SHALL BE DONE USING E80XX ELECTRODES, U.N.O. WOOD CONSTRUCTION NOTES:
<br /> TFE INFORMATION CONTAINED IN THIS SET OF
<br /> 7. ALL WELDING SHALL CONFORM TO AISC AND AWS D1.1 LATEST EDITION. NOT TO ENCROACH ON BOLT HOLE DOCUMENTS IS PROPRIETARY BY NATURE.
<br /> I. ALL EXISTING WOOD SHAPES ARE ASSUMED TO BE DOUGLAS FlR-LARCH WITH A REFERENCE ANY LSE DR DISCLOSURE OTHER THAN THAT
<br /> DESIGN BENDING VALUE OF 1000 PSI MIN. WHICH RELATES TO THE CLIENT NNM=D IS
<br /> 8. ALL HILT!ANCHORS TO BE CARBON STEEL, U.N.O. STRICTLY PROHIBITED.
<br /> • MECHANICAL ANCHORS: KWIK BOLT-TZ, U.N.O. 2. ALL PROPOSED WOOD SHAPES ARE TO BE DOUGLAS FIR-LARCH WITH A REFERENCE DESIGN
<br /> • CMU BLOCK ANCHORS: ADHESIVE - HY120, U.N.O. BENDING VALUE OF 1000 PSI MIN.U.N.O.
<br /> • CONCRETE ANCHORS: ADHESIVE - HY150, U.N.O.
<br /> • CONCRETE REBAR:ADHESIVE - RE500, U.N.O. ��
<br /> 3. ALL EXISTING AND PROPOSED GLUED LAMINATED TIMBERS ARE 2 BE MIN. N.D. S f•.>,�,
<br /> FlR BALANCED WITH A REFERENCE DESIGN BENDING VALUE OF 2400 PSI MIN.U.N.O. 'QF WAS\E,/J
<br /> 9. ALL STUDS TO BE NELSON CAPACITOR DISCHARGE 1/4"-20 LOW CARBON �C/� y�,: �`+
<br /> STEEL COPPER-FLASH AT 55 KSI ULT/50 KSI YIELD, U.N.O. -( i'_`fig) GJ; 6
<br /> 7 i . 1M
<br /> 10. BOLTS SHALL BE TIGHTENED TO A "SNUG TIGHT"CONDITION AS DEFINED BY i•.,,,, 1 2`1
<br /> AISC. QQQ���
<br /> 11. MINIMUM EDGE DISTANCES SHALL CONFORM TO AISC TABLE J3.4. Si'�T _
<br /> 56058 "
<br /> SITE
<br /> SEA BAGSHAW
<br /> 271 5 EVERETT AVE
<br /> EVERETT,WA 98201
<br /> SHEET TITLE
<br /> GENERAL NOTES II
<br /> SHEET NUMBER
<br /> GN-2
<br /> III
<br />
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