2600 FEDERAL AVE 2021 PORT OF EVERETT Plans 2025-09-26

STRUCTURAL NOTES:- CL POLE & SHAFT SPLICE LENGTH 1. CODES AND STANDARDS: 7. EXCAVATION, SHORING AND BACKFILL: CL POLE & SHAFT 2'-6° 2'-6" OVERLAP, TYP ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION A. INSTALL AND SHORE EXCAVATION AS NECESSARY TO FOR POLE DETAILS SEE 4'-0" 4'-0" SHALL CONFORM TO THE DRAWINGS AND THE INTERNATIONAL PROTECT WORKERS, UTILITIES, PAVEMENT AND OTHER ELECTRICAL DRAWINGS 1" CHAMFER ALL (6) #6 L (3 EQUALLY BUILDING CODE (IBC), 2018 EDITION, WITH CITY OF EVERETT IMPROVEMENTS AGAINST LOSS OF GROUND, ROCKS, EXPOSED EDGES SPACED ON EACH AMENDMENTS, AND THE PROJECT SPECIFICATIONS. GRAVELS OR CAVING EMBANKMENTS. BACKFILL AND Q SIDE OF ELEC. COMPACT WITH NATIVE SOIL TO SUBGRADE ELEVATION NO CONDUITS). 2. DESIGN LOADS SOONER THAN 3 DAYS AFTER COMPLETION OF v= A. DESIGN LOAD CRITERIA FOR LOW-MAST AND HIGH-MAST FOUNDATION. LOOSE MATERIAL SHALL BE REMOVED FROM SIZE AND PATTERN OF POLES: THE BOTTOM OF THE SHAFT PRIOR TO CONCRETE ANCHOR BOLTS PER N EARTHQUAKE LOADS: PER IBC 2018 PLACEMENT. i - - \ MANUFACTURER'S o WIND LOADS: 98 MPH; EXPOSURE D; IMPORTANCE o V \ #4 VERT TIES AT 12" OC a RECOMMENDATIONS u FACTOR OF 1.0 B. MATERIAL REMOVED DURING EXCAVATIONS AND DRILLING ULTIMATE BASE REACTIONS FOR POLES SHALL BE MAY BE CONTAMINATED SOIL. SEE SPECIFICATIONS FOR - - - CALCULATED PER AASHTO _RFD LOAD COMBINATIONS. SOIL HANDLING AND DISPOSAL REQUIREMENTS. l B. ULTIMATE POLE BASE REACTION FOR THE HIGH-MAST POLE C. SHAFT INSTALLATION SHALL BE PERFORMED UTILIZING \ / FOUNDATION: TEMPORARY CASING. PERMANENT CASING MAY ALSO BE \rttt A (4) #4 HORIZ TIES OVERTURNING MOMENT M = 50 KIP*FT USED IF APPROVED BY THE ENGINEER PRIOR TO BID. 51.1 51.1 N 3" u DOWNLOAD N = 2.5 KIPS THE HOLE SHALL BE KEPT DRY AND FREE OF MUD �w CLR SHEAR V = 1.1 KIPS PRIOR TO REINFORCING CAGE INSTALLATION AND DURING POLE LOCATION WORK LI ELEC CONDUITS, SEE CONCRETE PLACEMENT. SEE SPECIFICATIONS FOR SOIL SPLICE POINT SHOWN ON ELEC DWGS FOR C. ULTIMATE POLE BASE REACTION FOR THE LOW-MAST POLE DISPOSAL AND DEWATERING REQUIREMENTS. o 0 0 0 0 0 o I LENGTH FOUNDATION: CIVIL DRAWINGS SIZE AND QUANTITY \\ °o°o°o 0 0_0 \%J1 OVERLAP, //\ 000000 OVERTURNING MOMENT M = 23 KIP-FT 8. SPECIAL INSPECTIONS: M 1 L\\�\°o°0 000 // TYP DOWNLOAD N = 1.0 KIP A. A QUALIFIED INSPECTOR SHALL PERFORM CONTINUOUS HIGH-MAST POLE FOUNDATION P LAN ------- SHEAR V = 0.4 KIPS INSPECTION ON THE FOLLOWING SHAFT AND MISCELLANEOUS FOUNDATION ITEMS: SCALE: 1/2" = 1'-0" \\ 3. GEOTECHNICAL DESIGN CRITERIA: °. ANCHOR BOLTS AND INSERTS FOUNDATIONS AND RETAINING WALL DESIGN IS IN ACCORDANCE b. PREPARATION OF TEST SPECIMENS WITH LANDAU ASSOCIATES REPORT DATED DUNE 2021. C. CONCRETE PLACEMENT ULTIMATE BASE REACTION LOADS TOP OF SHAFT FLEXIBLE COUPLER (M, N, AND V) SEE NOTE 2.B�M 2" NON-SHRINK SEE SPECIFICATIONS 4. GENERAL: d. DRILLED SHAFTS (BY PROJECT GEOTECHNICAL r A. THIS DRAWING SHALL BE USED IN CONJUNCTION WITH ENGINEER) GROUT PAD ELEC CONDUITS, ELECTRICAL AND CIVIL DRAWINGS FOR BIDDING AND POLE BASE PLATE AND ANCHOR SEE ELEC DWGS FOR DRILLED CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS B. A QUALIFIED INSPECTOR SHALL PERFORM PERIODIC BOLTS ARE CONTRACTOR V SHAFT REINF SEE DESIGNED AND SUPPLIED. SEE B .S 51.1 AND CONDITIONS FOR COMPATIBILITY PRIOR TO COMMENCING INSPECTION ON THE FOLLOWING ITEMS: TOP OF LIGHT WORK. ANY DISCREPANCIES SHALL BE BROUGHT TO THE °. CONCRETE REINFORCING PLACEMENT SPECIFICATIONS FOR DETAILS N S1.1S1.1 POLE BASE B SECTION ATTENTION OF THE ENGINEER BEFORE PROCEEDING. b. REINFORCING COUPLING n n PAINT BASE YELLOW 51.1 51.1 SCALE: 1/2" = 1'-0" B. LIGHT POLES, ANCHOR BOLTS, NUTS AND BASE PLATES AT C. ALL SOIL GRADING, EXCAVATION, FILL, DRILLED SHAFTS PER NOTE 4.F EACH LOCATION SHALL BE DESIGNED AND SUPPLIED BY THE AND FINAL FOUNDATION PREPARATION SHALL BE POLE MANUFACTURER. CONTRACTOR SHALL COORDINATE SHOP INSPECTED BY THE PROJECT GEOTECHNICAL ENGINEER. DRAWINGS TO VERIFY COMPATIBILITY AND BRING ANY FOR POLE BASE B DISCREPANCIES TO THE ATTENTION OF THE ENGINEER D. ALL INSPECTION SHALL CONFORM TO THE REQUIREMENTS REINF SEE OF THE IBC. S1.1 S1.1 Y © 3'-0" DIAMETER C. CONTRACTOR SHALL REFER TO ELECTRICAL DRAWINGS FOR TOP OF SIZE AND LOCATION OF OPENINGS AND DETAILS NOT SHOWN 9. DRILLED SHAFT FOUNDATION: PAVEMENT ON DRAWINGS. A. CAGE RING TEMPLATE SHALL BE DESIGNED AND tt o 0 0 0 D. CONTRACTOR SHALL COORDINATE WITH POLE MANUFACTURER SUPPLIED BY THE POLE MANUFACTURER. \\\\ FOR ALL REQUIREMENTS OF BASE PLATE AND ANCHOR BOLTS B. ADJUSTMENTS MAY BE MADE IN SPACING OF SHEAR 1 L\//\\°o000°o°o o 0°0°00 FOR EACH POLE AND VERIFY THAT THE ULTIMATE POLE REINFORCEMENT WHERE THERE IS CONFLICT WITH MIDDLE CUT OFF \\//\° ° 000 \/\ REACTIONS ARE LESS THEN OR EQUAL TO THOSE SHOWN IN CAGE RING SPACING AS APPROVED BY THE ENGINEER. NOTE 2. ELEVATION ° a SEE SCHEDULE C. THE ENDS OF SHEAR REINFORCEMENT SHALL BE E. CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY ANCHORED ACCORDING TO ACI 318. o PRECAUTION, ERECTION STABILITY AND TEMPORARY SHORING ~ > 3 3" MIN BASE - a Tis � AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING FOR PAVING, BACKFILL AND COURSE #4 TIES SEE /R ARE SHALL w= BUILDINGS LAND EQUIPMENT OF FROM PROTECT DURING DRILLED SHAFT SCHEDULE COMPACTION REQUIREMENTS © > o CST- TUBE, TYP. AROUND POLE BASE SEE � = m_ SHAFT DRILLING. SPECIFICATIONS ¢ SEE SPECIFICATIONS MIN TIP TOP OF SHAFT MIN PENETRATION LIGHT �> (11) #8 VERT BARS FOR MATERIAL AND ELEVATION CUT OFF INTO BEARING a m INSTALLATION F. ALL EXPOSED CONCRETE SURFACES SHALL BE PAINTED POLE (FT) ELEVATION (FT) LAYER (FT) EVENLY SPACED SAFETY YELLOW. ¢ REQUIREMENTS s 5. DRILLED SHAFT, BASE, AND SPREAD FOOTING MATERIAL: LP-1 -29.89 15.11 45 o z CONCRETE STRENGTH AT 28 DAYS (f'c) SHALL BE 5000 PSI. CSECTION LP-2 -29.89 15.11 45 C THE REINFORCING STEEL SHALL BE GRADE 60 (fy=60,000 PSI) LP-3 -29.89 15.11 45 S1.1S1.1 a 51.1 51.1 SCALE: 1/2" = 1'-0" CONFORMING TO ASTM A-615. THE MINIMUM CONCRETE COVER s IS 3 INCHES UNLESS OTHERWISE INDICATED. REFER TO PROJECT LP-4 -29.47 1553 41 NOTE SPECIFICATIONS. LP-5 -31.04 13.96 45 1. MINIMUM TIP ELEVATION SHALL BE PER THE 6. NON-SHRINK GROUT- LP-6 -29.04 15.96 45 n DRILLED SHAFT SCHEDULE SHOWN ON THIS GROUT SHALL BE NON-SHRINK NON-METALLIC CEMENTITIOUS LP-7 -29.04 15.96 45 SHEET AND THE PROJECT SPECIFICATIONS. CALL48HOURS GROUT CONTAINING NATURAL AGGREGATES DELIVERED TO JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY LP-8 -34.04 15.96 46 3'-0"b DRILLED SHAFT a ACTUAL DEPTH BE DETERMINED BY GEOTECHNICALGINEER IN FIELD DURING BEFORE YOU DIG THE ADDITION OF WATER. MINIMUM 28 DAY COMPRESSIVE LP-9 -29.63 15.38 37 INSTALLATION. ENGINEER CONTRACTOR SHALL USE STRENGTH SHALL BE 10,000 PSI OR PER THE LIGHT POLE LP-10 -29.28 15.72 27 TEMPORARY CASING FOR ALL SHAFT DIAL811 .10 MANUFACTURER'S REQUIREMENTS, WHICHEVER IS GREATER. INSTALLATIONS. SEE NOTE 7.C. GROUT SHALL BE MIXED, APPLIED AND CURED STRICTLY IN LP-11 -27.07 17.93 45 TIP ELEVATION VERT DATUM: NAVD 88 ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. LP-12 -27.07 17.93 45 SEE SCHEDULE 2. EXISTING CONCRETE AND H-PILE FOUNDATIONS CONV TO MLLW = NAVD88+2.0 5 ;13 n 1 LP-13 1 -27.12 1 17.88 1 32 MAY BE ENCOUNTERED DURING SHAFT HORZ DATUM: NAD 83/91 �•c LP-14 -33.1 6 16.84 35 A SECT 0 0 N PRIOR TO INSTALLATION OHAFT AND NSTALLA NEED ONTOSEBEE PROJREMOVED W / SPECIFICATIONS FOR DETAILS. IF SHEET IS LESS THAN 22x34 m m S1.1 S1.1 SCALE: 1 2" = 1'-0" a REDUCE SCALE ACCORDINGLY > mLU 0 PROJECT ENGINEER: SCALE: Porto,f �� BEq� N. WATSON B CHECKED B AS SHOWN PORT OF EVERETT DWG. N0 S1 .1 DRAWN � Q9M1dor rlyej�� DESIGNEDDBY:BY: DATE: g�' '& K. PROUGH 0QED2021 NORTON TERMINAL DEVELOPMENT CIE NO. H & MTCA 3RD INTERIM ACTION 1-8-900-05 V EURETT 16015th Avenue,Suite 1300 T. LEMONS S. STORY PROJECT No P.O. BOX 538 Seattle,Washington 98101 �l87T`�`�+� STRUCTURAL NOTES & HIGH-MAST NO. MT-NT-2021-02.2 GC N EVERETT, WA 98206 ® O5/07/2021 NW FOR CITY REVIEW �b�pl�b D}1 Z` APPROVED BY: O N (425) 259-3164 PROJECT NO.01600120z06)382-0500 NO. DATE BY REVISION NO. DATE BY REVISION D5) 1 LIGHT POLE F D N DETAILS SHEET NO. 99 OF 149 1 LL