ATT New Evidence Submitted During First Open Record Period

~ SHEET INDEX L~RSOn~ CRMOUF~RGE 1501 s,uth Eu~ild A~Pnue PF1 PRODUCT INFORMATION & NOTES ru~s~n, Az s5~i3 (520) 294-390D PF2 POLE DETAIL & FOUNDATION DETAIL(S) WWW larsoncamo coin CARSON JOB P15089 PF3 DETAILS PF4 MOUNT DETAILS i ISE Incorporated Structural Engineers P.O. BOX 50D39 4 WE T AMAZ N R AD E ENE R 74 5 Phoenix, Arizona 85076 PHONE; 602~403~8614 www.ise~inc.biz PROJECT INFORMATION GENERAL NOTES: FOUNDATION NOTES. ERECTION NOTES: ISE JOB 9437 Date: June 11, 2015 1. ALL STEEL SHALL MEET THE REQUIREMENTS OF THE "STANDARD SPECIFICATIONS 1. THE GEOTECHNICAL ENGINEER (OR THE APPROPRIATE INSPE RIATE INSPECTOR) SHALL 1. ALL ANTENNA COAXIAL CABLES SHALL BE RUN INSIDE THE ISE Job No. 9437 By: MN FOR STRUCTURAL STEEL" ASTM A36 UNLESS OTHERWISE NOTED ON THE ~ INSPECT THE EXCAVATION PRIOR TO PLACING REINFORCING , INFORCING STEEL OR FORMS. MONOPOLE SHAFT, Customer: Larson Camouflage STRUCTURAL PLANS OR BELOW. THE GEOTECHNICAL ENGINEER (OR INSPECTOR) SHALL PROV SHALL PROVIDE A NOTICE OF Product: 70 Mono Pine INSPECTION FOR THE BUILDING INSPECTOR FOR REVIEW AND REVIEW AND RECORDS 2. THE CONTRACTOR SHALL INSTALL THE ANTENNA AND MOUNT AS Site ID: AT&T EG46 Fox Hollow 2. ALL ROUND STEEL PIPE SHALL MEET THERE UIREMENTS OF ASTM A53 TYPE E OR Q PURPOSE. REQUIRED BY THE OWNER. S GRADE B (35 KSI YIELD POINT MATERIAL) OR ASTM A501 (36 KSI YIELD POINT Location; 4060 West Amazon Road MATERIAL . 2. THE CONTRACTOR SHALL DETERMINE THE MEANS AND METH 3 AND METHODS TO 3. ALL ANCHOR BOLT NUTS SHALL BE TIGHTENED TO AISC SNUG TIGHT Eugene, OR 97405 SUPPORT THE EXCAVATION DURING CONSTRUCTION. REFER ION. REFER TO THE REQUIREMENTS. THE SNUG TIGHT CONDITION IS DEFINED AS THE 3. ALL TUBE STEEL (SQUARE OR RETANGULAR) SHALL MEET THE REQUIREMENTS OF GEOTECHNICAL REPORT FOR RECOMMENDATIONS. DESIGN CRITERION: ASTM A500 GRADE B (46 KSI YIELD POINT MATERIAL), IS. TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT 2012 IBC, 110 MPH Ultimate Wind Speed -Reducible per 1609.1.1-Exception 5 3. THE CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT SAL REPORT AND SHALL WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD EIA/TIA-222-G (2006) 85 MPH Design Wind Speed (3-Sec Gust) 4. ALL POLYGON FORMED STEEL SHAFTS SHALL MEET THE REQUIREMENTS OF ASTM CONSULT THE GEOTECHNICAL ENGINEER AS NECESSARY PRI ;ESSARY PRIOR TO WRENCH. W EXP C, Topo Category I, Tower Class II A572 GRADE 65 (65 KSI YIELD POINT MATERIAL). CONSTRUCTION. 4. ALL GALVANIZED SURFACES THAT ARE DAMAGED BY ABRASIONS, 5. ALL WELDED CONNECTIONS SHALL CONFORM TO THE LATEST VERSION OF THE 4, FOUNDATION DESIGN PER GEOTECHNICAL REPORT; 3T; CUTS, DRILLING OR FIELD WELDING DURING SHIPPING OR ERECTION O O POLE SPECIFICATIONS AMERICAN WELDING SOCIETY AWS 01.1 CODE. ALL WELD ELECTRODES OR WIRE PREPARED BY: Adapt Engineering SHALL BE TOUCHED UP WITH TWO COATS OF A COLD GALVANIZING ~ z r Section Sha e 18-Sided Ta erect SHALL AT A MINIMUM CONFORM TO E70 ELECTRODES (70 KSI YIELD). PROJECT NO.: OR13-18613-GEO p p COMPOUND MEETING THE REQUIREMENTS OF ASTM A780. ~ PipeTaper 0.2090 IN/FT DATE: December 2, 2013 J W o~ o Pole Material ASTM A572-GR65 6. ALL STEEL SHAPES AND PLATES SHALL BE HOT-DIPPED GALVANIZED ACCORDING 5. THE ANCHOR BOLT TEMPLATES AND BASE PLATE WILL TYPICALLY Base Plate ASTM A572-GR50 TO ASTM A123. ALL STEEL NUTS AND BOLTS AND ASSOCIATED HARDWARE SHALL 5. ALL FOUNDATION CONCRETE SHALL HAVE A MINIMUM COMPF VIUM COMPRESSIVE HAVE AN AZIMUTH WELDED OR A NOTCH INDICATING THE CORRECT z Z w Z Anchor Bolts 2-1/4" x 84" Long, ASTM A615-75 BE HOT-DIPPED ACCORDING TO ASTM A153. STRENGTH F'c= 4000 PSI AT 28 DAYS. CONCRETE MIX SHALL E :MIX SHALL BE DESIGNED BY ORIENTATION OF THE ANCHOR BOLTS. THIS IS NECESSARY TO = - O W AN APPROVED LABORATORY. CONCRETE SHALL HAVE A MAXI SAVE A MAXIMUM PROPERLY ORIENT THE MONOPOLE EXIT PORTS. ~ ~ Pole Length Weight Tkns. Lap Splice Diameter 7. WIND TESTING OF PINE TREE BRANCHES HAS BEEN COMPLETED BY THE SUPPLIER WATER/CEMENT RATIO OF 0.45. ALL CONCRETE CONSTRUCTI( ONSTRUCTION SHALL BE IN X ~ ~ Section (ft.) (kips) (in.) (in.) Top (in.) Bot (in.) OF THE BRANCHES, CARSON CAMOUFLAGE. CARSON CAMOUFLAGE HAS VERIFIED ACCORDANCE WITH ACI 318. "THE BUILDING CODE REQUIREM 0 Q W E REQUIREMENTS FOR 6. SLIP JOINT IS A FRICTION CONNECTION THAT WILL TRANSFER DESIGN 0 THE STRENGTH OF THE BRANCHES THROUGH FULL SCALE WIND TESTING. THE REINFORCED CONCRETE", LATEST EDITION. CEMENT SHALL E ENT SHALL BE TYPE I/II, FORCES WHEN THE SPECIFIED OVERLAP IS ACHIEVED. ASSEMBLY z ~ 0 JSED IN THE CONCRETE CONTRACTOR SHALL BE EXPERIENCED AND FAMILIAR WITH TAPERED ~ ~ ~ 1 50.000 2.718 0.219 41.000 18,000 28.450 WIND AREA USED IN THE CALCULATIONS IS BASED ON THE WIND TEST DATA. THE CONFORMING TO ASTM C-150, ALL AGGREGATE USED IN THE EGATE SIZE TO BE 1 1/2". POLE ASSEMBLY. CONTRACTOR SHALL CONSPICUOUSLY MARK THE O Z 2 22.417 2.219 0.313 27.298 31,983 CALCULATION ACCOUNT FOR PINE TREE BRANCHES ATTACHED AT THE TOP OF SHALL CONFORM TO ASTM C-33. MAXIMUM AGGREGATE SIZE THE MONOPOLE. ISE INC. HAS REVIEWED AND APPROVED THE WIND TEST SLUMP 4" - 6" LOWER POLE SECTION FOR THE MAXIMUM, DESIGN, AND MINIMUM ~ O 0 METHODS. Base Plate 0.812 2.500 45.75 O Round w/ 25.75 ID 6. CAISSON FOUNDATION INSTALLATION SHALL BE IN ACCORDAI OVERLAP DISTANCES. CONTRACTOR SHALL SLIDE SECTIONS ~ ~ LL Q N ACCORDANCE WITH ACI TOGETHER AND APPLY FORCES THROUGH JACKING OR END RAM TO ~ _ z Q 8. THE MAIN MONOPOLE STRUCTURE SHALL BE FABRICATED BY A JURISDICTION 336, "STANDARD SPECIFICATIONS FOR THE CONSTRUCTION C TRUCTION OF DRILLED ACHIEVE THE DESIGN OVERLAP. CERTIFIED FABRICATOR OF CONVENTIONAL STEEL STRUCTURES. PIERS", LATEST EDITION. MAT/PIER FOUNDATION INSTALLATIC INSTALLATION SHALL BE IN W O ~ N ACCORDANCE WITH ACI 318 LATEST EDITION. CONCRETE CYL VCRETE CYLINDERS SHALL BE 7. ALL SLIP SPLICES SHALL BE JACKED TO WITHIN THE SLIP SPLICE ~ U w 9. SPECIAL INSPECTION SHALL BE PERFORMED ACCORDING TO SECTION 1704 OF MADE AND TESTED. A MINIMUM OF ONE (1) SET SHALL BE TAH ,HALL BETAKEN FROM DESIGN CRITERIA AS SHOWN ON THESE DRAWINGS. IF THE DESIGN EARTHQUAKE DESIGN DATA THE IBC 2012 REFER TO TABLE "SUMMARY OF SPECIAL INSPECTION" ON THIS CONCRETE IN FOUNDATION. EACH SET SHALL CONSIST OF Ff )NSIST OF FOUR (4) SPLICE CANNOT BE ATTAINED ISE INC. SHALL BE CONTACTED. p~ ~ IMPORTANCE FACTOR 1 :1 SHEET. CYLINDERS. ONE SHALL BE TESTED AT (7) DAYS, TWO SHALL TWO SHALL BE TESTED AT ~ ~ OCCUPANCY CATEGORY; 1 TWENTY EIGHT (28) DAYS AND THE LAST CYLINDER SHALL BE R SHALL BE A HOLD. ALL 8. ALL A36 THREADED ROD AND U-BOLTS SHALL BE TIGHTENED TO AISC ~ O ~ 10. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO NOTIFY THE SPECIAL CYLINDERS SHALL BE TAKEN, PREPARED AND TESTED BY A TE iTED BY A TESTING LAB IN SNUG REQUIREMENTS. THE SNUG TIGHT CONDITION IS DEFINED AS Q Ss = 0.762 Sos = 0,607 INSPECTOR OR INSPECTION AGENCY OR THE INSPECTING GEOTECHNICAL ACCORDANCE WITH ASTM STANDARDS C172 C31 AND C39. ( , AND C39. THE TIGHTNESS THAT EXIST WHEN ALL PLIES IN A JOINT ARE IN FIRM S, = 0.400 So, = 0.427 ENGINEER AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY WORK THAT ) CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT REQUIRES SPECIAL INSPECTION. PER THE IBC 2012 ANY WORK THAT REQUIRES 7. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615. VE ATM A615. VERTICAL BARS WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD SEISMIC DESIGN CATEGORY: D SPECIAL INSPECTION THAT IS INSTALLED OR COVERED WITHOUT THE APPROVAL SHALL BE GRADE 60, AND TIES OR STIRRUPS SHALL BE A MINI LL BE A MINIMUM OF GRADE WRENCH. A36 NUTS AND BOLTS TIGHTENING DO NOT REQUIRE SITE CLASS: D OF THE SPECIAL INSPECTION IS SUBJECT TO REMOVAL. 40. THE PLACEMENT OF ALL REINFORCEMENT SHALL CONFOI TALL CONFORM TO ACI 315, SPECIAL INSPECTION, SEISMIC RESPONSE COEFFICIENT: 0.404 MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORC a REINFORCED CONCRETE DESIGN BASE SHEAR: 33.924 KIPS (WIND) 11. THE LI T F PE IAL IN PE TIN I IN ADDITI N T IN PE TIN RE IRED BY " S O S C S C O S S O O S COS QU STRUCTURES ,LATEST EDITION, UNLESS OTHERWISE DETAILf RESPONSE MODIFICATION FACTOR (R): 1.50 SECTION 110 OF THE IBC 2012. SPECIAL INSPECTION IS NOT A SUBSTITUTION FOR SHEET, VISE DETAILED ON THIS 9. ANTENNA MOUNT SHALL NOT BE USED AS A CLIMBING DEVICE. WORKERS SHALL ALWAYS TIE OFF TO A SPECIFIED CLIMBING POINT. INSPECTION BY A CITY INSPECTOR. ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE PROCEDURE 8. ESTIMATED CONCRETE VOLUME _ DESIGN LOADS (Unfactored Base Wind Reactions) 12. THE SPECIAL INSPECTOR SHALL BE APPROVED BY THE LOCAL JURISDICTION TO PIER: 18.18 PERFORM THE TYPES OF INSPECTION REQUIRED. MAT: N/A Moment = 900.939 Ft-Kips THIS DRAWING IS THE INTELLECTUAL Shear = 21.203 Kips 13. CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF 9. THE FOUNDATION HAS BEEN DESIGNED TO RESIST THE FOLL( .T THE FOLLOWING PROPERTY OF CARSON CAMOUFLAGE, Axial = 14.346 Kips THE WORK UNLESS OTHERWISE SPECIFIED, FACTORED LOADS: LLC AND MAY NOT BE USED FOR MOMENT = 1462.625 FT-KIPS, SHEAR = 33.924 KIPS, AXIAL = FABRICATION WITHOUT THE EXPRESS IPS, AXIAL = 17.696 KIPS WRITTEN CONSENT OF CARSON DEFLE TIN 14. ANY SUPPORT SERVICE PERFORMED BY THE ENGINEER OF RECORD DURING C 0 S 60 MPH Wind 85 MPH Wind CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED 10. SPECIAL INSPECTION REQUIRED PER TABLE SUMMARY OF SPECIAL INSPECTIONS CAMOUFLAGE, LLC Elev. ft. Lateral in. Swa Lateral in. Swa INSPECTION SERVICES, WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT "SUMMARY OF SPECIAL INSPECTION" N0. DESCRIPTION OF TYPE OF INSPECTION REQUIRED, LOCATION, REMARKS, ETC CONTINUOUS I PERIODIC ,~t~~E® RR®pFs O ( ) Y( ) ( ) Y( ) To 11.884 1.298 42.750 4.672 SERVICES PERFORMED BY THE ENGINEER OF RECORD ARE ONLY FOR THE `~j ~ ~ Sj® p PURPOSE OF ASSISTING IN THE QUALITY CONTROL AND IN ACHIEVING 1). FOUNDATION CONSTRUCTION: 74 E CONFORMANCE WITH THE CONTRACT DOCUMENTS. THIS SUPPORT DOES NOT APPURTENANCES GUARANTEE THE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED A - GEOTECHNICAL ENGINEER OF RECORD MAY SERVE AS THE SPECIAL INSPECTOR FOR THE FOUNDATION CONSTRUCTION. AS SUPERVISION OF CONSTRUCTION. -SHALL VERIFY THE DIAMETER, DEPTH AND QUALITY OF EXCAVATION B' PRIOR TO THE CONCRETE PLACEMENT. PERIODIC ~ °qN 19 2o0A Elevation (ft.) (Qty) Description C. -SHALL VERIFY THE ON SITE SOILS AREAS DETERMINED IN THE SOILS REPORT. PERIODIC ~ ~ 'os 15' to 70' 193 Assorted 4' 6' 8' & 10' Pine Branches 15. THE ANTENNA MOUNT SHALL BE FABRICATED BY CARSON CAMOUFLAGE, LLC. OR ( ) , FkP 0~1~' 65' 3 T-Arm Mount AN APPROVED FABRICATOR OF CONVENTIONAL STEEL STRUCTURES. 2). CAST IN PLACE CONCRETE (FOUNDATION): PROGRESS LOG 65' (6) 800-10892 Panel Antenna 65' (18) RRH A -REINFORCING CAGE SHALL BE INSPECTED TO ENSURE THAT THE PROPER PERIODIC GEOMETRY, SIZE, LENGTH, QUAINTLY AND GRADE MATERIAL ARE USED. 65' (3) Raycap Surge Suppressor -ALL CONCRETE SHALL BE AS SPECIFIED BY ACI-318, LATEST EDITION TO 55' (3) T-Arm Mount (Future) B. ENSURE THE COMPRESSIVE STRENGTH IS ATTAINED AS DESCRIBED IN 55' (6) 800-10892 Panel Antenna (Future) THE FOUNDATION NOTES. 55' (18) RRH (Future) C. -CONTINUOUS INSPECTION IS REQUIRED DURING THE CONCRETE PLACEMENT. CONTINUOUS 55' (3) Raycap Surge Suppressor (Future) D 6111115 ISSUED TO CLIENT MN 3). ANCHOR BOLTS INSTALLED IN CONCRETE: SHEET NUMBER PROGRESS -PLACEMENT SHALL BE ORIENTED ON PROPER BOLT CIRCLE AS SHOWN ON PERIODIC THE STRUCTURAL PLANS, WITH TOP AND BOTTOM TEMPLATES INSTALLED. n ~ J O - SHALL BE PLUMB. PERIODIC Iv 11 -SHALL HAVE A MINIMUM EMBEDMENT OF 6'-0" INTO FOUNDATION PERIODIC (12" MAXIMUM PROJECTION). DRAWING DATE - SHALL BE TIGHTENED TO SNUG TIGHT CONDITION PER AISC STEEL MANUAL PERIODIC June 11, 2015 OF STEEL CONSTRUCTION.