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GENERAL FOUNDATIONS INSTALLING GUYS AND PLUMBING TOWER
<br /> 1. ALL WORK INDICATED ON THESE DRAWINGS SHALL BE PERFORMED BY QUALIFIED CONTRACTORS 1. CONTRACTOR SHALL VERIFY THE LOCATION OF UNDERGROUND UTILITIES IN THE AREA WHERE 1. THE TOWER IS DESIGNED FOR GUY WIRE INITIAL TENSIONS AS SPECIFIED IN THE GUY WIRE CHART
<br /> EXPERIENCED IN TOWER AND FOUNDATION CONSTRUCTION. EXCAVATION WORK IS TO BE PERFORMED. OR ERECTION DRAWINGS. IF APPLICABLE. SEE S-1 FOR SHEET INDEX.
<br /> 2. ALL DIMENSIONS AND DETAILS SHOWN ARE BASED ON THE INFORMATION GATHERED ON SITE BY NWTE 2. ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED SOIL. 2. WIND LOAD ON THE TOWER AFFECTS THE TENSION IN ALL GUY WIRES. THEREFORE, THE TOWER
<br /> ON 10-18-19 FOR THE PURPOSE OF PERFORMING A STRUCTURAL ANALYSIS. CONTRACTOR SHALL SHALL BE PLUMBED IN CALM WEATHER ONLY.
<br /> VERIFY ALL DIMENSIONS PRIOR TO FABRICATION AND ERECTION OF ANY MATERIALS. 3. ALL FOOTING EXCAVATIONS SHALL BE MANUALLY CLEANED PRIOR TO PLACING CONCRETE. COMPACT
<br /> r+ THE EXPOSED SOIL SURFACE AND ANY GRANULAR FILL UNDER THE FOUNDATION TO 90% OF THE 3. GUY WIRE INITIAL TENSIONS SHALL BE SET PER TIA-222-G ANNEX-K AND THE TOWER SHALL BE
<br /> 3. THESE DRAWINGS INDICATE THE MAJOR OPERATIONS TO BE PERFORMED. BUT DO NOT SHOW EVERY MODIFIED PROCTOR DENSITY. PLUMBED PER TIA-222-G ANNEX J. WHEN APPLICABLE, FOR PHILLYSTRAN GUY SYSTEM ALSO FOLLOW
<br /> FIELD CONDITION THAT MAY BE ENCOUNTERED. THEREFORE, PRIOR TO STARTING WORK, THE CONTRACTOR MANUFACTURES INSTALLATION AND TENSIONING PROCEDURES.
<br /> SHOULD SURVEY THE JOB SITE TO CONFIRM SITE CONDITIONS. 4. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED THE SIZE IS INCREASED 3 INCHES AT
<br /> EACH INTERFACE WITH THE SOIL. 4. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY GUYING OF THE TOWER DURING MODIFICATION WORK.
<br /> 4, ANY SUBSTITUTIONS MUST CONFORM TO THE REQUIREMENTS OF THESE NOTES AND SPECIFICATIONS
<br /> AND SHOULD BE SIMILAR TO THOSE SHOWN. ALL SUBSTITUTIONS SHALL BE SUBMITTED TO THE 5. CONTRACTOR SHALL PROVIDE DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING 5. NO STRUCTURAL MEMBER OR GUY WIRE SHALL BE REMOVED UNTIL PROPER TEMPORARY SUPPORT IS
<br /> ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. REQUIRED TO SAFELY RETAIN THE EARTH BANKS. PROVIDED.
<br /> 5. ALL WORK SHALL BE DONE IN ACCORDANCE WITH LOCAL CODES AND SAFETY REGULATIONS. 6. BACKFILL NEAR AND AROUND THE FOUNDATIONS SHALL BE A WELL GRADED FILL MATERIAL PLACED IN 6. IF APPLICABLE, MATCH EXISTING PHILYSTRAN GUY LINE SYSTEM LENGTHS, CONTRACTOR TO VERIFY
<br /> 12" THICK LAYERS THAT HAS BEEN COMPACTED TO 90% OF THE MODIFIED PROCTOR DENSITY. LENGTHS WITH FM STATION R.F. ENGINEER PRIOR TO PURCHASE AND INSTALLATION. PHILYSTRAN SIZE AND
<br /> 6. WHENEVER STRUCTURAL MODIFICATIONS ARE PERFORMED. TEMPORARY SUPPORTS MUST ALWAYS BE HARDWARE TO MATCH STRENGTH OF EHS GUY WIRES.
<br /> INSTALLED FIRST BEFORE STRUCTURAL MEMBERS ARE REMOVED. THE CONTRACTOR IS RESPONSIBLE FOR
<br /> THE DESIGN AND EXECUTION OF ALL MISCELLANEOUS SHORING, BRACING, TEMPORARY SUPPORTS, ETC. CONCRETE
<br /> NECESSARY TO PROVIDE A COMPLETE AND STABLE STRUCTURE AS SHOWN ON THESE DRAWINGS. (REFER
<br /> TO TIA-322-2016: LOADING, ANALYSIS, AND DESIGN CRITERIA RELATED TO THE INSTALLATION, ALTERATION 1. ALL CONCRETE FOR FOUNDATIONS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI WELDING
<br /> AND MAINTENANCE OF COMMUNICATION STRUCTURES; ASSE A10.48-2016: CRITERIA FOR SAFETY AFTER 28 DAYS.
<br /> PRACTICES WITH THE CONSTRUCTION, DEMOLITION, MODIFICATION AND MAINTENANCE OF COMMUNICATION 1. WELDING TO BE PERFORMED BY AWS CERTIFIED WELDERS AND CONDUCTED IN ACCORDANCE WITH THE
<br /> STRUCTURES). 2. THE CONCRETE MIX SHALL NOT CONTAIN LESS THAN 5Xt" SACKS OF CEMENT (ASTM C 150 TYPE II) LATEST EDITION OF THE AWS WELDING CODE.
<br /> PER CUBIC YARD.
<br /> 7. CONTACT THE ENGINEER OF RECORD IF MODIFICATIONS ARE REQUIRED TO THE DESIGN DUE TO 2. ELECTRODES TO BE E70XX LOW HYDROGEN.
<br /> EXISTING CONDITIONS. 3. THE CONCRETE SHALL HAVE A MAXIMUM AGGREGATE SIZE OF 3fi". 3. MINIMUM WELD SIZE TO BE 0.1875 INCH FILLET WELDS.
<br /> 8. AFTER COMPLETION OF THE WORK, THE SITE SHALL BE CLEARED OF ALL DEBRIS AND REMOVED. ANY 4. THE CONCRETE MIX SHALL PRODUCE A MAXIMUM SLUMP OF 5" t 1".
<br /> SURPLUS MATERIALS NOT TO BE REMOVED FROM SITE SHALL BE STORED ON SITE AS DESIGNATED BY 4. MAXIMUM WELD SIZE NOT TO EXCEED MINIMUM STEEL PLATE THICKNESS.
<br /> THE OWNER. 5. THE CONCRETE MIX SHALL HAVE A TOTAL AIR CONTENT OF 5%, WITH A TOLERANCE OF PLUS OR
<br /> MINUS 1.5%. AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C 260.
<br /> SPECIAL INSPECTION & OBSERVATIONS
<br /> CODES AND STANDARDS 6. THE CONCRETE MIX SHALL HAVE A MAXIMUM WATER-CEMENT RATIO OF 0.45. WATER REDUCING OR
<br /> ACCELERATING ADMIXTURES SHALL CONFORM TO ASTM C 494. 1. SPECIAL INSPECTIONS AS REQUIRED BY IBC CHAPTER 17 SHALL BE CARRIED
<br /> 1. TIA-222-G: STRUCTURAL STANDARD FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING OUT BY A QUALIFIED TEST AGENCY. STRUCTURAL OBSERVATIONS AS REQUIRED BY IBC 1704.6, BY
<br /> STRUCTURES 7. THE CONCRETE SHALL NOT CONTAIN CALCIUM CHLORIDE OR ANY OTHER ADMIXTURE CONTAINING REGISTERED DESIGN PROFESSIONAL.
<br /> CHLORIDE OTHER THAN NATURAL IMPURITIES.
<br /> 2. IBC: INTERNATIONAL BUILDING CODE. 2015 2. THE FOLLOWING WORK SHALL BE INSPECTED ON A PERIODIC BASIS AND THE MATERIALS TESTED:
<br /> 8. FORMWORK SHALL CONFORM TO ACI 318 SPECIFICATIONS (LATEST EDITION). STRUCTURAL CAST-IN-PLACE CONCRETE AND STEEL REINFORCING.
<br /> 3. ASTM: STANDARDS FOR BUILDING CODES, LATEST EDITION. STRUCTURAL HIGH STRENGTH BOLTED CONNECTIONS, PER ANSI/AISC 360-10 TABLES N5.6-1, -2. -3.
<br /> 9. ALL CONCRETE SHALL BE PLACED IN A MONOLITHIC POUR UNLESS SHOWN OTHERWISE ON THE BLIND FASTENER CONNECTIONS.
<br /> 4. ACI 315: AMERICAN CONCRETE INSTITUTE, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, DRAWINGS. FIELD AND FULL PENETRATION STRUCTURAL WELDING. PER ANSI/AISC 360-10 TABLES N5.4-1, -2, -3.
<br /> LATEST EDITION. BACKFILLING ABOVE GUY ANCHOR BLOCKS.
<br /> 10. PROVIDE CHAMFERS AT ALL EXPOSED CORNERS OF CONCRETE.
<br /> PLACEMENT OF THREADBAR INTO EXISTING FOUNDATION
<br /> 5. ACI 318: AMERICAN CONCRETE INSTITUTE, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, POST INSTALLED ADHESIVE ANCHORS
<br /> LATEST EDITION. 11. CONCRETE WORK UNDER EXTREME WEATHER CONDITIONS SHALL CONFORM TO ACI 318 PRESSURE GROUTING PIPE LEG MEMBERS
<br /> SPECIFICATIONS (LATEST EDITION).
<br /> 6. CRSI: CONCRETE STEEL REINFORCING INSTITUTE, MANUAL OF STANDARD PRACTICE, LATEST EDITION. 3. REPORTS SHALL SUBMITTED IN ACCORDANCE WITH IBC CHAPTER 17.
<br /> 7. AISC: AMERICAN INSTITUTE OF STEEL CONSTRUCTION, MANUAL OF STEEL CONSTRUCTION, 14TH EDITION. STRUCTURAL STEEL 4. STRUCTURAL OBSERVATION BY NWTE MAY BE CARRIED OUT AT
<br /> 1. DETAILING, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING THE TIME THE STRUCTURAL WORK IS COMPLETED. CONTRACTOR SHALL
<br /> 8. AWS: AMERICAN WELDING SOCIETY, STRUCTURAL WELDING CODE, LATEST EDITION. COORDINATE WITH NWTE IN ORDER TO SCHEDULE A SITE VISIT WITH
<br /> SPECIFICATIONS AND CODES FOUND IN THE AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION: CONTRACTOR PRESENT. NWTE WILL CLIMB THE TOWER AND VISUALLY
<br /> - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC 360-10 OBSERVE THE STRUCTURAL MODIFICATION WORK AND VERIFY THAT THE
<br /> - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC 303-10
<br /> DESIGN CRITERIA - SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS, RCSC 2010 WORK HAS BEEN DONE IN ACCORDANCE WITH THE CONSTRUCTION � 4$li S.
<br /> DRAWINGS. VISUAL OBSERVATIONS WILL BE MADE OF THE NEW �0" CN' ;.F ,
<br /> 1. BASIC WIND SPEED AND COEFFICIENTS PER TIA-222-G: 2. W SHAPES SHALL BE A992 50 KSI, ANGLES, CHANNELS, AND PLATES TO BE ASTM A36, Fy=36 KSI. STRUCTURAL MEMBERS AND CONNECTIONS. NWTE WILL SUBMIT TO THE _
<br /> 85 MPH (3-SEC GUST, VASD) NO ICE, 30 MPH (3-SEC GUST) WITH 1/4" ICE. BUILDING OFFICIAL A WRITTEN STATEMENT SUMMARIZING THE `+
<br /> (EQUIVALENT TO VULT =115 MPH, PER IBC 2015 & ASCE7-10) 3. SOLID RODS TO BE ASTM A572, Fy=50 KSI. OBSERVATIONS MADE, INCLUDING ANY DEFICIENCIES WHICH, TO THE •'>
<br /> EXPOSURE CATEGORY C. BEST OF NWTE'S KNOWLEDGE, HAVE BEEN RESOLVED.
<br /> �� �..
<br /> TOPOGRAPHIC CATEGORY 3 (HILL). H = 350 FT, 4. RECTANGULAR & SQUARE HOLLOW STRUCTURAL SECTIONS (HSS) TO BE ASTM A500-B, Fy=46 KSI. , ,, : I 16;
<br /> STRUCTURE CLASS III (ESSENTIAL FACILITY) ROUND HOLLOW STRUCTURAL SECTIONS (HSS) TO BE ASTM A500-B, Fy=42 KSI. -
<br /> (EQUIVALENT TO RISK CATEGORY IV) 5. PIPE TO BE ASTM A53-B, Fy=35 Ka ,,0 �'$
<br /> 2. SEISMIC LOADING IS DETERMINED PER IBC 2015, ASCE7-10 & TIA-222-G. SEISMIC LOADS DO NOT `9:5,,yt�AL .�.
<br /> GOVERN FOR THIS STRUCTURE. 6. NEW STRUCTURAL STEEL CONNECTION BOLTS TO BE ASTM A325 TYPE 3 OR A490. CONNECTION BOLTS
<br /> SHALL BE TIGHTENED SNUG-TIGHT IF LOCKING DEVICES ARE INSTALLED. OTHERWISE BOLTS SHALL BE
<br /> 3. FOR PROPOSED ANTENNA AND FEED LINE CONFIGURATION REFER TO TOWER ELEVATION DRAWING E-1 TIGHTENED USING TURN-OF-NUT METHOD AS DESCRIED IN SPECIFICATION FOR STRUCTURAL JOINTS USING 7.2?--421J
<br /> AND CROSS SECTION ON A-1. HIGH STRENGTH BOLTS. NO BOLT SHALL BE REUSED.
<br /> ISSUE DATE REV NO. REVISION DESCRIPTION BY
<br /> 4. THE TOWER MAST RESTS ON A CONCRETE PIER THAT IS APPROXIMATELY 5' SQUARE. DIMENSIONS OF 7. U-BOLTS SHALL BE GALVANIZED STEEL GRADE A193-B7. U-BOLTS SHALL BE INSTALLED SNUG TIGHT.
<br /> THE BASE FOUNDATION BELOW GRADE COULD NOT BE VERIFIED. THREE GUY ANCHORS EACH ARE LOCATED TAKE CARE NOT TO DAMAGE PIPE MEMBERS. 07-23-20 ZS, ISSUE FINAL MODIFICATION DRAWINGS K.P.W.
<br /> AT RADII OF 84' AND 170'. EACH ANCHOR CONSISTS OF A STEEL ARM EMBEDDED IN A BURIED 8. BLIND BOLTS SHALL BE HOT DIP GALVANIZED HOLLO-BOLT, MANUFACTURED BY LINDAPTER.
<br /> CONCRETE BLOCK. ACCORDING TO THE DRAWINGS. THE DIMENSIONS OF THE INNER ANCHORS ARE 4'-6"
<br /> WIDE X 3' DEEP X 15' LONG WITH 9' OF SOIL COVER. THE DIMENSIONS OF THE OUTER ANCHORS ARE 9. EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION PER
<br /> 3' WIDE X 3' DEEP X 15' LONG WITH 9' OF SOIL COVER. SITE SPECIFIC SOIL INFORMATION WAS NOT ASTM A123. • A490 CONNECTION BOLTS SHALL BE COATED WITH GEOMET ZINC/ALUMINUM CORROSION 4/48\ SHEET GENERAL NOTES
<br /> PROVIDED. ORIGINAL DESIGN REACTIONS WERE INCREASED BY A FACTOR OF 1.35 PER TIA-222-G, PROTECTIVE COATING PER ASTM F1136 GRADE 3. TITLE
<br /> SECTION 15.5, TO ALLOW A COMPARISON TO BE MADE WITH THE FACTORED FOUNDATION REACTIONS
<br /> CALCULATED IN THIS ANALYSIS. THE FACTORED ORIGINAL DESIGN REACTIONS WERE FOUND TO BE 10. NEW WILLIAMS FORM ALL-THREAD REBAR SHALL BE ASTM A615 GR 75. NEW DYWIDAG THREADBAR TO PROJECT 300-FT GUYED TOWER
<br /> SIGNIFICANTLY GREATER THAN THE CALCULATED REACTIONS FOR THIS ANALYSIS. BASED ON THIS BE A615 GR75. WILLIAMS FORM & DYWIDAG THREADBAR PARTS TO BE HOT-DIPPED GALVANIZED. NEW NorthWest TITLE 6
<br /> COMPARISON. THE BASE FOUNDATION AND GUY ANCHORS ARE CONSIDERED TO BE ADEQUATE. THREADBAR TO BE SET INTO EX. FOUNDATIONS WITH ULTRABOND 1 EPDXY CONCRETE ANCHOR SYSTEM, Tower Engineering LOCATION RUCKER HILL, EVERETT, WA
<br /> 5. NO X-RAY, SUBSURFACE EXCAVATION, OR OTHER SIMILAR EXAMINATION OF THE TOWER, FOUNDATION FOLLOW MANUFACTURER INSTALLATION INSTRUCTIONS. 3426 BROADWAY, SUITE 302 CLIENT RCA TELECOM
<br /> SYSTEM. OR WELDED CONNECTIONS WAS CONDUCTED. FOR PORTIONS OF THE TOWER AND FOUNDATION PAINT EVERETT, WA 98201 NAME SNO911
<br /> SYSTEM THAT WERE NOT VISUALLY ACCESSIBLE. NO DETERMINATION REGARDING THE CONDITION OR PHONE: 425.258.4248
<br /> ADEQUACY WAS MADE. FAX: 425.258.4289 NOTICE NOT T•RE earRD B E �1 T°' X 1WNT ME EXPRESS WREN
<br /> 1. AREAS OF DAMAGED PAINT OR GALVANIZING, CAUSED BY THE CONTRACTOR, ON STRUCTURAL MEMBERS EONSEN*°`NORRNER TOAEA E"°RE°'w
<br /> 6. ANTENNA, FEEDLINES AND SUPPORT STRUCTURES: WEIGHTS AND EXPOSED AREAS PROVIDED BY CLIENT SHALL BE CLEANED AND TOUCHED UP WITH TWO COATS OF ZINC-RICH PAINT. CURRENT DATE DRAWN BY: CHECKED BY: APPROVED BY: PROIECTNUMBER: SHEET NUMBER:
<br /> AND BY MANUFACTURER. 2. NEW STEEL SHALL BE PAINTED TO MATCH EXISTING TOWER PAINT. 07-23-20 K.P.W. S.A.D. H.S.C. 200621.13 G-1
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