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a .20 111RECEi Cal {� AUGITY �y2 4 2017 ENGINEERING SOLUTIONSBUII ; ; ', ;;O6 Structural Foundation Modification Package Prepared for: Sprint Sites USA - GA 2 1765 Grassland Parkway Suite A Alpharetta, GA 30004 ATTN: Ms. Debby MacMaster CITY OF TIGARD Structure 100 ft Self SupportedIastzlitWED FOR CODE COMPLIANCE Site ID : PO03XC041 Approved: [1 Proposed Carrier : AT&T UTC: [ Permit#: 'gOF 9x`Z war_j Site Name : Tigard Address: 62_ Site Location : 16295 SW 85th Aver#: Tigard, OR BY: Date: ?)I 45.4024,-122.7653 County : Washington OFFICE COPY Date : August 17, 2017 Max Usage 88% (with mods) D PROFS Result : Pass `g� I Neel S, 87928 r Prepared By: Vwe,Alk►' Thomas L.Taylor, P.E.,S.E. OREGON S L .T PS '4 EXPIRES:6/30/2018 d Semaan Engineering Solutions Holdings,LLC-1079 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 Site ID PO03XC041 figksEmAAN August 17, 2017 3 ENGINEERING SOLUTIONS Table of Contents Introduction 1 Supporting Documents 1 Analysis 1 Conclusion 1 Existing and Reserved Equipment 2 Equipment to be Removed 2 Proposed Equipment 2 Structure Usages 3 Foundations 3 Deflection,Twist,and Sway 3 Standard Conditions 4 Calculations • Attached Semaan Engineering Solutions Holdings,LLC.-1079 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 Site ID P003XC041 August 17, 2017 Page 1 Il.r ENGINEERING SOLUTIONS Introduction The purpose of this report is to summarize results of a structural analysis performed on the 100 ft self supported tower to reflect the change in loading by AT&T. Supporting Documents Tower Drawings WTC Drawing#960R668,dated August 15,1996 Foundation Drawing WTC Drawing#960R668,dated August 14,1996 Geotechnical Report Northwest Geotech Project#727.22.1,dated July 10,1996 Mount Modification FDH Velocitel Project#17PSWQ1400,dated January 27,2017 Analysis The tower was analyzed using American Tower Corporation's tower analysis software.This program considers an elastic three-dimensional model and second-order effects per ANSI/TIA-222. Basic Wind Speed: 95 mph(3-Second Gust)Vasd/120 mph (3-Second Gust)Vult Basic Wind Speed w/Ice: 30 mph(3-Second Gust)w/1"1/4 radial ice concurrent Code: ANSI/TIA-222-G/2012 IBC/2014 Oregon Structural Specialty Code Structure Class: II Exposure Category: B Topographic Category: 1 Crest Height: 0 ft Spectral Response: Ss=0.96,S1=0.42 Site Class: D-Stiff Soil Conclusion Based on the analysis results,the structure(with the proposed modifications installed and approved per the attached drawings)meets the requirements per the applicable codes listed above. If you have any questions or require additional information, please contact Semaan Engineering Solutions at 402-289-1888. Attachments 1. Drawing T-1, Revision 0,dated 08/17/2017. 2. Drawing N-1, Revision 0,dated 08/17/2017. 3. Drawing N-2, Revision 0, dated 08/17/2017. 4. Drawing S-1, Revision 0, dated 08/17/2017. 5. Drawing S-2, Revision 0, dated 08/17/2017. 6. Drawing S-3, Revision 0, dated 08/17/2017. Semaan Engineering Solutions Holdings,LLC.-1079 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 ' I N PREPARED FOR CV PREPARED BY Sprint® � � . FOUNDATION 6 x MODIFICATION PACKAGE FORA ( ISEMAAAN 100 FT WTC SELF �,, ENGINEERING SOLUTIONS SUPPORT TOWER SEMAAN ENGINEERING SOLUTIONS HOLDINGS,LLC CLIENT SITE NAME/NUMBER PO03XC041 PROPOSED CARRIER/SITE_NAME AT&T / TIGARD SITE ADDRESS 16295 SW 85TH AVE CONTACT INFORMATION TIIIGARD, OR 972 24 ENGINEER OF RECORD WASHINGTON COUNTY NAME: SEMAAN ENGINEERING SOLUTIONS HOLDINGS.LLC ADDRESS:1079 N 205TH STREET TH68022 N45°24'9.64" W122°45'55.08" CONTACTTHOMAS TAYLORYLOR: (402)289-1888 x2416 EMAIL: TOMTQSEMAANENG.COM DATE: 08/17/2017 SHEET INDEX STAMP VICINITY MAP MODIFICATION OUTLINE SHEET# SHEET TITLE REV# , THE MODIFICATIONS PROVIDED IN THESE T-1 TITLE SHEET 0 ,, 4 4 DRAWINGS ARE BASED ON THE N-1 GENERAL NOTES oi, j " RECOMMENDATIONS OUTLINED IN THE N-2 SITE SPECIFIC NOTES 0 RED PROFP ,., y : kW=. STRUCTURAL MODIFICATIONS ANALYSIS REPORT S-1 SELF SUPPORT ELEVATION VIEW 0 \yC,�NGIN4. SSS v x a^•i COMPLETED BY SEMAAN ENGINEERING 0-2O $ SOLUTIONS HOLDINGS,LLC(SES)DATED FOUNDATION REINFORCEMENT DRAWING 0 R µ — --" _ — 1, 879217.-• , -. on....^w k f 08/17/2017. THIS REPORT IS BASED ON A S-S BORING LOGS(FOR REFERENCE ONLY) D tom_ ,....„. SPECIFIC ANTENNA LOADING AND COAX ._._ _._ 4. / - IIo. CONFIGURATION AS DEFINED IN THE REPORT. —' - 15OREGON •) ANY OTHER ANTENNA OR COAX CONFIGURATION REQUIRES REVIEW BY SES rtrt\' o \- b 441S L TPS Y1� CONTRACTOR SHALL FIELD VERIFY ALL EXPIRES:6/30/2018 DIMENSIONS,QUANTITIES,PART NUMBERS AND _ - --- t ^+ COAX/ANTENNA PLACEMENTS PRIOR TO BIDDING, - --- -- I 1 , * ORDERING MATERIALS,AND CONSTRUCTION. I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS PREPARED BY ME OR /- UNDER MYDIRECT PERSONAL SUPERVISION AND THAT IAMADULY LICENSED � °' '° '� ""'-``9 x ,„.. : PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF OREGON IP L - ( CLIENT GENERAL NOTES: STEEL CONSTRUCTION(CONT.): BOLTING NOTES(CONT.): j 1.REFERENCE THE SEMAAN ENGINEERING SOLUTIONS ANALYSIS DATED 08/17/2017 FOR THE PROPOSED AND EXISTING LOADS CONSIDERED.THIS DRAWING IS NOT VALID IF LOADS OTHER 4.ALL EXTERIOR STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123 FOR 4.ALL OTHER BOLTED CONNECTIONS SHALL BE BROUGHT TO A SNUG TIGHT CONDITION AS DEFINED �Cy. THAN THOSE CONSIDERED IN THE ANALYSIS ARE ADDED TO OR REMOVED FROM THE STRUCTURE COMPONENTS AND ASTM A153 FOR HARDWARE,AND AS FOLLOWS,UNLESS OTHERWISE NOTED. IN SECTION 8.1 OF THE SPECIFICATION. ":i UNLESS APPROVED IN WRITING BY SEMAAN ENGINEERING SOLUTIONS HOLDINGS,LLC. ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT INSERTION OF THE BOLTS WITHOUT UNDUE Sprint• Y1y-1> A.GALVANIZING SHALL BE PERFORMED AFTER SHOP FABRICATION AND WELDING TO THE DAMAGE TO THE THREADS.BOLTS SHALL BE PLACED IN ALL HOLES WITH WASHERS POSITIONED I I t 2.THE PROPOSED LOADS SHALL NOT BE ADDED TO THE STRUCTURE UNTIL ALL MODIFICATIONS HAVE GREATEST EXTENT POSSIBLE AS REQUIRED AND NUTS THREADED TO COMPLETE THE ASSEMBLY.COMPACTING THE JOINT TO y"`x''' BEEN COMPLETED,INSPECTED BY A 3RD PARTY,AND APPROVED BY THE ENGINEER OF RECORD. THE SNUG-TIGHT CONDITION SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF B.ALL DINGS,SCRAPES.MARS AND WELDS IN THE GALVANIZED AREA SHALL BE COATED WITH(3) THE JOINT.THE SNUG-TIGHTENED CONDITION IS THE TIGHTNESS THAT IS ATTAINED WITH A FEW 3.ALL METHODS,MATERIALS AND WORKMANSHIP SHALL FOLLOW THE DICTATES OF GOOD BRUSH COATS OF ZRC COLD GALVANIZING COMPOUND OR APPROVED EQUAL.THE COATING IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY CONSTRUCTION PRACTICE. SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, SPUD WRENCH TO BRING THE CONNECTED PLIES INTO FIRM CONTACT. 4.ALL WORK INDICATED ON THESE DRAWINGS SHALL BE PERFORMED BY QUALIFIED CONTRACTORS C.IF THE STRUCTURE WAS ORIGINALLY PAINTED,AFTER ZINC-RICH COATING IS DRY,OVERCOAT S A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED AND/OR REPLACED BOLTS. EXPERIENCEDINTOWER AND FOUNDATION CONSTRUCTION. WITH AN APPROPRIATE PAINT WITH THE SAME COLOR AS THE EXISTING. SITE_NAMEINUMBER ��'i 6.ALL NEW BOLTS SHALL BE LONG ENOUGH TO FULLY ENGAGE THE FULL DEPTH OF THE NUT AND 5.THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS.ELEVATIONS AND CONDITIONS 5.NO TORCH CUTTING SHALL BE PERMITTED UNLESS APPROVED BY THE ENGINEER. LOCKING DEVICE. i X �0�� PRIOR TO FABRICATION.THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR THE PROPER FIT POO'3 AND CLEARANCE IN THE FIELD.CONTACT SEMAAN ENGINEERING IF ANY DISCREPANCIES EXIST. 6.DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DETAILED 7.GALVANIZED ASTM A325 BOLTS SHALL NOT BE REUSED. ON DRAWINGS. '""--i 6.THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY OF ANY INSTALLATION CONCRETE CONSTRUCTION: SITE ADDRESS INTERFERENCES.ALL NEW WORK SHALL ACCOMMODATE EXISTING CONDITIONS.DETAILS NOT WELDING NOTES: 1.ALL CONCRETE SHALL CONFORM TO THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR 16295 SW 85TH AVE SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SIMILAR DETAILS FOR THIS JOB. 1.ALL WELDING TO BE PERFORMED BY AWS CERTIFIED WELDERS AND CONDUCTED IN ACCORDANCE BUILDINGS,ACI 301 TIGARD,OR 97224 ].THIS DRAWING DOES NOT INDICATE THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL WITH THE LATEST EDITION OF THE AWS WELDING CODE D1.1. SUPERVISE AND INSPECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL THE2.ALL CONCRETE SHALL BE MADE WITS STONE AGGREGATES SHALL DEVELOP 4000 PSI MIN. `N45°24 9.64",W 122 45 55 08� CONSTRUCTION MEANS,TECHNIQUES,SEQUENCES AND PROCEDURES. 2.CONTRACTOR SHALL RETAIN AN AWS CERTIFIED WELD INSPECTOR TO PERFORM VISUAL COMPRESSIVE STRENGTH IN 20 DAYS.CONCRETE MIX DESIGN:fi 112 SACKS OF CEMENT MINIMUM """--"_'_ INSPECTIONS ON ALL FIELD WELDS.A REPORT SHALL BE SUBMITTED TO SEMAAN ENGINEERING FOR PER CUBIC YARD,3l4"MAXIMUM AGGREGATE.AIR ENTRAINMENT.6%*1%AND SLUMP=4"z 1" ( DRAWINGS PREPARED BY. 1. B.ALL WORK SHALL BE DONE IN ACCORDANCE WITH LOCAL CODES AND OSHA SAFETY REGULATIONS. FINAL APPROVAL. (WITHOUT PLASTICIZER) 1,�, C THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE ON-SITE SAFETY ASSOCIATED WITH 3.ALL ELECTRODES SHALL BE LOW HYDROGEN ETOXX ELECTRODES,PER AWS D1.1,UNLESS NOTED 3.ALL REINFORCING SHALL BE HIGH STRENGTH DEFORMED BARS,GRADE 60,ASTM A615,WITH 60,000 'v� THE WORK TO BE PERFORMED AS WELL AS THE PUBLIC AFFECTED BY THE WORK IN THE VICINITY OTHERWISE. PSI MINIMUM YIELD POINT. 1 �,, ENGINEERING SOLUTIONS OF THE JOB SITE. sEimAN ENGINEERING SOLUTIONS HOLDINGS.GO 9.THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND EXECUTION OF ALL MISCELLANEOUS 4.MINIMUM WELD SIZE TO BE D1875 INCH FILLET WELDS,UNLESS NOTED OTHERWISE. 4.REINFORCING PROTECTION:CONCRETE POURED AGAINST EARTH .....................3" I SHORING,BRACING,TEMPORARY SUPPORTS,ETC.NECESSARY,PER TIA-1019-A-2001,TO PROVIDE 5.PRIOR TO FIELD WELDING GALVANIZED MATERIAL,CONTRACTOR SHALL GRIND OFF GALVANIZING 5.ALL BAR LENGTHS ARE NOT DRAWN TO SCALE.NO SPLICES OF REINFORCEMENT SHALL BE MADE ;1079 NORTH 205TH STREET A COMPLETE AND STABLE STRUCTURE AS SHOWN ON THESE DRAWINGS. AND ANY OTHER CONTAMINANTS 2"BEYOND ALL FIELD WELD SURFACES.AFTER WELDING,REPAIR EXCEPT AS DETAILED OR AS AUTHORIZED BY THE STRUCTURAL ENGINEER.LAP SPLICES,WHERE ALL GROUND AND WELDED SURFACES WITH(3)BRUSH COATS OF ZRC COLD GALVANIZING PERMITTED,SHALL BE A MINIMUM OF 40 BAR DIAMETERS UNLESS NOTED. OMAHA,NEBRASKA 68022 10.THE CONTRACTOR'S PROPOSED INSTALLATION SHALL NOT INTERFERE,NOR DENY ACCESS TO,ANY COMPOUND PER ASTM A780 AND MANUFACTURERS REQUIREMENTS. PHONE:(402)289-1888 EXISTING OPERATIONAL AND SAFETY EQUIPMENT. 6.DETAIL BARS IN ACCORDANCE WITH ACI DETAILING MANUAL 8 ACI BUILDING CODE REQUIREMENTS FAX.(402)289-1861 ' 11.THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PROTECTION OF THE PROPERTY IN THE 6.ALL FULL PENETRATION WELDS ARE REQUIRED TO BE 100%NDE INSPECTED BY ULTRASONIC FOR REINFORCED CONCRETE. .....� VICINITY OF THE JOB SITE.THE CONTRACTOR SHALL USE THE PRECAUTIONARY MEANS TESTING(UT)IN ACCORDANCE WITH AWS D1.1. , -.---.. C.PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT THE POSITIONS SHOWN ON STAMP �, NECESSARY FOR ADEQUATE PROTECTION. 7.ALL PARTIAL PENETRATION AND FILLET WELDS ARE REQUIRED TO BE 50%NDE INSPECTED BY THE PLANS. MAGNETIC PARTICLE(MT)IN ACCORDANCE WITH AWS D1.1. RED PROFS 12.ALL WORK SHALL BE PERFORMED IN CALM WIND CONDITIONS,WHERE SPEED DOES NOT EXCEED 10 B.BACKFILL AND COMPACT SOIL TO A MINIMUM 95%OF STANDARD PROCTOR DENSITY PER ASTM D �'i S •'�, MPH. BOLTING NOTES: SOB.THE COMPACTED SOIL SHALL PROVIDE A MINIMUM UNIT WEIGHT OF 120 POUNDS PER CUBIC \y'� 0GI NEF�, lTj FOOT FOR THE FILL MATERIAL. O I 13 ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR ONE YEAR FROM ACCEPTANCE 1.STRUCTURAL CONNECTIONS TO BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH ROSC-2009 DATE. (SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR ASTM A490 BOLTS.) 9.AS APPLICABLE,ORIENT NEW ANCHORS IN LINE WITH EXISTING ANCHORS. _I 879281,.• i'r 14.ALL TOWER MODIFICATION WORK SHALL BE IN ACCORDANCE WITH TLA-7019-A STANDARDS FOR 2.ALL CONNECTION BOLTS SHALL BE ASTM A325N(GALVANIZED).UNLESS NOTED OTHERWISE. 10,ADAPPLICABLE,ANCHOR RODS TO PASS THROUGH CENTROID OF BLOCK. Iftiv„la.. INSTALLATION,ALTERATION,AND MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND I ANTENNAS. 3.SPLICE/FLANGEBOLTB SUBJECT TO DIRECTTENSISN SHALL BE INSTALLED AND TIGHTENED HOPER EPDXY-GROUTED FASTENER INSTALLATION: . OREGON SECTION B.2.1 OF THE AISC"SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A455 BOLTS". APPLICABLE CODES AND STANDARDS: LOCATED IN THE AISC MANUAL OF STEEL CONSTRUCTION.THE INSTALLATION PROCEDURE IS 1.NOTIFYENGINEERSHLERIFF A THATADRILLING ING PROBLEM NCE S ADEQUATE PRIOR TO CONSTRUCTION. I ��i7//LY g 20'0 Q� PARAPHRASED AS FOLLOWS: HE ,1 1.ANSI/TIA-222 STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING 4�I STRUCTURES,REV G. FASTENERS SHALL BE INSTALLED IN PROPERLY ALIGNED HOLES AND TIGHTENED BY ONE OF 2.ALL HOLES SHALL BE WIRE-BRUSHED TO PROFILE THE CONCRETE SURFACE,ALL CORED HOLES 11 S L:11\ /•S., THE METHODS DESCRIBED IN SUBSECTION 8.2.1 THROUGH 8.2.4. WITH SMOOTH WALLS SHALL BE ROUGHENED. L EXPIRES:6/30/2018 ,J 2.2012 INTERNATIONAL BUILDING CODE.WITH OREGON STATE AMENDMENTS. 8.2.1 TURN-OF-NUT PRETENSIONING 3.USE COMPRESSED AIR TO BLOW ANY REMAINING DEBRIS OUT OF THE NEWLY DRILLED HOLES. (DRAWN- -... 3.ACI 310:AMERICAN CONCRETE INSTITUTE.BUILDING CODE REQUIREMENTS FOR STRUCTURAL BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG DBY: KRC 1, CONCRETE,318-11(LATEST EDITION). TIGHT CONDITION AS DEFINED IN SECTION 8.1,UNTIL ALL THE BOLTS ARE SIMULTANEOUSLY 4.EPDXY GROUT THE NEW ANCHOR BOLTS OR REBAR IN PLACE PER THE MANUFACTURER'S SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED.FOLLOWING THIS INITIAL INSTRUCTIONS. (,,,k...17.PROVED BY: TLT ) 4.CRSI'.CONCRETE REINFORCEMENT STEEL INSTITUTE,MANUAL OF STANDARD PRACTICE,(LATEST OPERATION ALL BOLTS IN THE CONNECTION SHALL BE TIGHTENED FURTHER BY THE EDITION). APPLICABLE AMOUNT OF ROTATION SPECIFIED IN THE TABLE PROVIDED.DURING THE CONTINUOUS INSPECTION AND MAINTENANCE: f� TIGHTENING OPERATION THERE SHALL BE NO ROTATION OF THE PART NOT TURNED BY THE 5.AISC:AMERICAN INSTITUTE OF STEEL CONSTRUCTION,MANUAL OF STEEL CONSTRUCTION,14TH WRENCH.TIGHTENING SHALL PROGRESS SYSTEMATICALLY. CONTINUOUS INSPECTION OF THE STRUCTURE AND THE ADDED REINFORCING CONSISTENT WITH -... THE CURRENT REQUIREMENTS OF THE LATEST TIA 222 STANDARD SHALL BE IMPLEMENTED BY THE EDITION-2011(LATEST EDITION). OWNER.ANY FUTURE CORROSION OR OTHER DETERIORATION OF THE STRUCTURE GR ITS ~_ 6.AWS:AMERICAN WELDING SOCIETY 51.1.STRUCTURAL WELDING CODE-2011,(LATEST EDITION). TURN-OF-NUT ROTATION FROM SNUG TIGHT CONDITION REINFORCING WILL REDUCE ITS CAPACITY TO WITHSTAND THE REQUIRED LOADS.ANY DEFECTS _„_, BOTH FACES NORMAL TO BOLT AXIS SHALL BE REPAIRED TO ENSURE THE STRUCTURAL INTEGRITY FOR THE LIFE OF THE STRUCTURE.• _ STEEL CONSTRUCTION: BOLT LENGTH INITIAL FINAL - 1.STRUCTURAL STEEL SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION,14TH (UNDERSIDE NUT EDITION,FOR THE DESIGN,FABRICATION AND ERECTION OF STEEL COMPONENTS. AF HEAD TO ROTATION MARKING I MARKING -"-- --""' ! END OF BOLT) POSITION POSITION --- 2.UNLESS NOTED OTHERWISE,ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE FOLLOWING 0 ISSUE 08)17/2017. REQUIREMENTS. FIRST DESCRIPTION DATE 1 UP TO AND (\j�(LJJS\/� `(�/�/�/� `- - -PIPET ASTM A50 INCLUDNG �/ ( 'Y DRAWING DESCRIPTION -PIPE/TUBE: ASTM ASOO(46 ksi YIELD) S DIAMETERS 1/3 TURN -PLATE: ASTM A36 A.ALL BOLTS, ASTMA325 GALVANIZED HIGH STRENGTH BOLTS. B.ALL U-BOLTS,ASTM A36 OVER¢DWMETERS 2�\ GENERAL NOTES C.ALL NUTS, A563 CARBON AND STEEL ALLOY NUTS. BUT NOT EXCEEDING 1/2 TURN (� D.ALL WASHERS,ASTM F436 HARDENED STEEL WASHERS 0 DIA. 3.SHOP DRAWINGS SHALL BE SUBMITTED TO SES FOR APPROVAL PRIOR TO FABRICATION.SHOP /// DRAWINGS SHALL INCLUDE ALL FABRICATED STEEL ASSEMBLIES INCLUDING MONOPOLE/TOWER SUER B DIAMETERS -" BUT NOT EXCEEDING 2(3 TURN SHEET NUMBER REVISION EXTENSIONS 12 DIA. i USE A WATERPROOF BLACK MARKER TO MARK THE BOLT A I 0 AND NUT AS SHOWN ON THE TABLE. 'V SPECIAL INSPECTION: HELICAL ANCHORS: B.IF THE THE ABOVE CRITERIA IS EXCEEDED,THEN THE TEST CLIENT l SHALL BE CONTINUED FOR AN EXTENDED PERIOD OF TIME AS 1.A QUALIFIED INDEPENDENT INSPECTION FIRM,EMPLOYED BY THE A.PROOF TEST LOADS DEFINED IN SECTION I E FOR THE PROOF TEST. IF THE FINAL LOG ` OWNER,SHALL PERFORM INSPECTION AND TESTING IN ACCORDANCE CYCLE OF TIME MOVEMENT AT THE END OF THE EXTENDED • �4 WITH THE IBC 2012,SECTION 1704 AS REQUIRED BY PROJECT A.ALL HELICAL ANCHORS SHALL BE PROOF TESTED. OBSERVATION PERIOD EXCEEDS 0.10 THEN THE CONTRACTOR !Sprl nt• :.:tea SPECIFICATIONS FOR THE FOLLOWING CONSTRUCTION WORK TO BE SHALL HAVE THE FOLLOWING OPTIONS: '+ "� - INCLUDED IN THE POST-MODIFICATION INSPECTION(PMI)REPORT. B.ANCHORS WHICH ARE PROOF TESTED MAY BE COMPLETELY UNLOADED PRIOR TO ADJUSTING TO THE LOCK-OFF LOAD,IF SO C.EXTEND THE OBSERVATION PERIOD FOR AN ADDITIONAL 30 SPECIAL INSPECTION REQUIREMENTS WARNTED BY THE CNSTRUCTN SEQUENCE. FINAL OADNGTO LOCK-OFF OOADDOESNOT NOT REQUIRE URTHER MINUTES IF THE FTH MOVEMENT READING TAKEN AT045AND S0IMINUTES. T S HINVOLVED E NET MOVEMENT (TO BE INCLUDED IN PMI REPORT) MOVEMENT READINGS. SHTIM NOT EXCEED 0.10 INCHES DURING THE FINAL LOG CYCLEOF SITE NAME/NUMBER C.THE PROOF TEST SHALL BE PERFORMED BY INCREMENTALLY PO03XC041 ___ __ REQUIRED LOADING THE HELICAL ANCHOR IN ACCORDANCE WITH THE D.INSTALL THE HELICAL ANCHOR DEEPER SO AS TO INCREASE ITS . REPORT ITEM AVERAGE INSTALLATION TORQUE,PROVIDED THAT THE MAXIMUM (Y,N,NA) FOLLOWING SCHEDULE. THE LOADING SHALL BE RAISED FROMslrE_ngoRess ONE INCREMENT TO ANOTHER AFTER AN OBSERVED PERIOD. TORQUE CAPACITY OF THE ANCHOR AND THE MAXIMUM LENGTH ! 16295 SW 85TH AVE PRE-CONSTRUCTION THE ANCHOR MOVEMENT SHALL BE MEASURED AND RECORDED CONSTRAINT,IS NOT EXCEEDED. THE ANCHOR SHALL BE PROOF TIGARD,OR 97224 TO THE NEAREST 0.001 INCHES WITH RESPECT TO AN TESTED. ,„1,145°24'9.64",W122°45'55.08") PRE-APPROVED INSPECTION AGENCY APPROVED BY INDEPENDENT FIXED REFERENCE POINT AT THE ALIGNMENT Y LOAD AND AT EACH INCREMENT LOAD. THE LOAD SHALL BE E.REMOVE THE HELICAL AND REINSTALL AN ANCHOR WITH LARGER r DRAWINGS PREPARED BY: LOCAL JURISDICTION _ MONITORED WITH A PRESSURE GAUGE. AT LOAD INCREMENTS DIAMETER AND/OR ADDITIONAL HELICES. IF THIS ANCHOR IS ,eg QC Y PRE-APPROVED FABRICATOR APPROVED BY LOCAL OTHER THAN THE MAXIMUM TEST LOAD,THE LOAD SHALL BE REINSTALLED AT THE SAME LOCATION,THEN THE LAST HELIX OF iii JURISDICTION HELD FOR A PERIOD NOT TO EXCEED TWO(2)MINUTES. THE TWO THIS REINSTALLED ANCHOR SHALL PENETRATE AT LEAST FIVE �IL, ENGINEERING L//ONLLc -- MINUTE OBSERVATION PERIOD SHALL BEGIN WHEN THE PUMP (5'-0")FEET BEYOND THE LENGTH OF THE ORIGINAL ANCHOR, II SELMAN NG So LUTIONS Y GC SITE VISIT TO FIELD VERIFY MODIFICATION BEGINS TO LOAD THE ANCHOR TO THE NEXT LOAD INCREMENT. PROVIDED THE MAXIMUM LENGTH CONSTRAINT IS NOT INSTALLATION(S) MOVEMENT READINGS SHALL BE TAKEN AT THE END OF THE TWO EXCEEDED, THIS ANCHOR SHALL BE PROOF TESTED. :1079 NORTH 205TH STREET MINUTE OBSERVATION. OMAHA,NEBRASKA 68022 Y EOR APPROVED SHOP DRAWINGS F.REDUCE THE DESIGN LOAD OF THE HELICAL ANCHOR. THIS PHONE:(402)289-1888 FABRICATOR CERTIFIED WELD INSPECTION/QA ANCHOR SHALL BE PERFORMANCE TESTED AT THE REDUCED ' FAX:(402)289 1861 Y PROOF TEST SCHEDULE DESIGN LOAD. THIS OPTION WILL REQUIRE ONE OR PROGRAM LOAD rEsrscNEDULE OWL/100) OBSERVATION PERIOD(miN.( S-fe, uw ADDITIONAL ANCHORS BE INSTALLED ADJACENT TO THIS Y 'MATERIAL CERTIFICATIONS - DU DL REDUCED DESIGN LOAD ANCHOR. THE NUMBER OF ADDITIONAL QED PRO ANCHORS TO BE INSTALLED AT LEAST THREE DIAMETERS, g'� aG 1 NEF S, CONSTRUCTION 0.)EDL - I BASED ON THE LARGEST HELIX,AWAY FROM THE REDUCED 0 R O ao * W DESIGN LOAD ANCHOR. DESIGN LOADS ON ADJACENT 87928Pe 3. Y CONSTRUCTION INSPECTIONS -sEESEOTION P ANCHOR(S)SHALL BE ADJUSTED ACCORDINGLY BASED ON THE I ---- — i-EXCEPT AS NOTED IN SECTION IE REVISED HORIZONTAL SPACING. ' lACIV"sI." NA CONTINUOUS FOUNDATION INSPECTIONS AL=ALLIGNMENTLOADNM%-1E5CL) •Y"Ji� =DESIGN(WORKING(LOAD CONCRETE COMPRESSIVE STRENGTH,AIR,AND I, OREGON NASLUMP TESTS(SEE CONCRETE NOTES FOR TESTS) D.THE 1.25 DL TEST LOAD SHALL BE MAINTAINED FOR FIVE(5) )'66'°<v s Zpo'' d- MINUTES. THIS FIVE MINUTE CONTINUOUS VISUAL WELD INSPECTION(FOR FIELD COMMENCE AS SOON AST E0125 DL IAS PPLTION LIEDIOTO THED LL 4415 L,TPH�y A NA ANCHOR. MOVEMENT READINGS SHALL BE RECORDED AT 0.5,1, EXPIRES:6/30/2018 j WELDS) 2,3,4 AND 5 MINUTES. IF THE MOVEMENT BETWEEN THE 0.5 AND t HIGH STRENGTH BOLT INSPECTION 5 MINUTE READING EXCEED 0.05 INCHES,THEN THE 1.25 DL TEST DRAWN BY: KRC Y (VERIFY TURN-OF-NUT INSTALLATION) LOAD SHALL BE MAINTAINED FOR AN ADDITIONAL FIVE(5) APPROVED BY: TLT j - MINUTES. MOVEMENT READINGS SHALL BE RECORDED AT 6 AND NA EARTHWORK,LIFT,AND DENSITY 10 MINUTES. IF THE ACCEPTANCE CRITERIA GIVEN IN SECTION II / �I 1 Y ON-SITE COLD GALVANIZING VERIFICATIONS A IS NOT SATISFIED,THEN THE ANCHOR TEST SHALL BE RECORDED AT 15,20,25,AND 30 MINUTES. IF THE ACCEPTANCE NA I GUY CABLE TENSION VERIFICATIONS CRITERIA IS NOT SATISFIED AFTER THIS EXTENDED Y GC AS-BUILT DOCUMENTS OBSERVATION PERIOD,THEN THE CONTRACTOR SHALL 1 _ EXERCISE ONE OF THE OPTIONS AS REFERENCED IN SECTION II B. '-_..-_.__.......... — POST-CONSTRUCTION E.THE CONTRACTOR SHALL PLOT THE HELICAL ANCHOR Y SPECIAL INSPECTION NOTED DEVIATIONS -,RE-,-/ FIRST ISSUE BIi]201]' MOVEMENT VS.LOAD FOR EACH LOAD INCREMENT IN THE PROOF , v DESCRIPTION DArE1) TEST. Y POST-INSTALLED HELICAL ANCHORS PULL-OUT TESTS DRAWING DESCRIPTION Y PHOTOGRAPHS(CLOSE-UP ON STRUCTURES) F.THROUGHOUT THE 1.25 DL OBSERVATION PERIOD,THE LOAD SITE SPECIFIC - - SHALL BE HELD CONSTANT BY ADJUSTING THE HYDRAULIC PRESSURE. CARE MUST BE TAKEN SO AS NOT TO EXCEED THE NOTES 2.THE INSPECTION AGENCY SHALL SUBMIT INSPECTION AND TEST 1.25 DL TEST LOAD. _J REPORTS TO THE BUILDING DEPARTMENT,THE ENGINEER OF ---- RECORD,AND THE OWNER IN ACCORDANCE WITH IBC 2012,1704. THE II.ACCEPTANCE CRITERIA ' SHEETNUMBER REVISION) INSPECTION FIRM SHALL ALSO PROVIDE A REDLINE SET OF THE A.THE NET MOVEMENT FOR THE PERFORMANCE AND PROOF TESTS AS-BUILT DRAWINGS AND COMPLETE PHOTO DOCUMENTATION OF SHALL NOT EXCEED 0.10 INCHES DURING THE FINAL LOG CYCLE -2 O j THE MODIFICATIONS COMPLETED AT THE SITE. OF TIME(1-MIN.TO 10-MIN.FOR PROOF TESTS). N 1 Y 2'-4 3/4"A 100'-0'_ \ ___.___'1 / (REF.) SECTION PROPERTIES SECTION LEG MEMBERS DIAGONAL MEMBERS HORIZONTAL MEMBERS cn 1 PX 35 ksi 4"DIA PIPE PST 35 ksi 2"DIA PIPE SAE 36 ksi 3.5x3.5x0.25 m 2 PX 35 ksi 3-1/2"DIA PIPE PST 35 ksi 2"DIA PIPE SAE 36 ksi 2.5x2.5x0.1875 C) 3 PX 35 ksi 3"DIA PIPE PST 35 ksi 1-1/2"DIA PIPE SAE 36 ksi 2x2x0.125 -I 4 PST 35 ksi 2-1/2"DIA PIPE PST 35 ksi 1-1/2"DIA PIPE SAE 36 ksi 1.5x1.5x0.125 0, 65-0" \ MODIFICATION SCHEDULE 1 w — 1 ELEVATIONS 1 mNO. MODIFICATION DESCRIPTION (FT) SHEETS I aADD(3)NEW HELICAL ANCHORS TO THE EXISTING ).JTRIANGULAR FOUNDATION 0 S-2 75,-0" \ _ qri co m ow 50,-0" __\ EXISTING 100 FT SELF SUPPORT TOWER. REFERENCE WESTOWER COMMUNICATIONS DRAWING#96OR668 DATED AUGUST 15,1996 FOR ADDITIONAL INFORMATION. CD m C) H Ni 25-0" i I CD m c) 1 ilioopi 1 \ 12'-9 3/4"A / / 1. ;\, (FIELD VFRIFY) 0 Uplift 88.88 k Moment 1,055.67 FT-k Vert 101.94 k Total Down 20.40 k \ Horiz 9.58 k Total Shear 15.35 k TOWER ELEVATION NOT TO SCALE rD - i0l Z � F �S I. mSc m - p . 9h. dC _ ' D° "Inir mL . '55 X � E. ; { n of < 1yrn yT e a .Ht—m= °i 'o . 3mmNo .,R A11 z l G ! _ ` m ; CoCI > Z� � mD ° Nm \ wo m InO ' mm v'= £ r,ro-iI- iI I ° Zro o . =0 O Am X , -i � Co ;'rn1D -oio, 6 +, Q y ` =in i1 cco Co SI o o=m .$ , • EXISTING TRIANGULAR MAT ON— DRILLED SHAFTS 0 ANCHOR ` 3'-10 3/16" _ (5)#6 U CLOSED TIES / 2'-0" / --2-0" / NEW GALVANIZED A.B.CHANCE / (REF) / (TYPJ o� HELICAL ANCHOR(BYpl'Ir'1t° I w CONTRACTOR-TO BE APPROVED : ,„ U o O BY ENGINEER)(TYP.3 PLCS.) T'0•- a 3/4"CHAMFER - o z Yp -,o, SLOPE / ¢00 ¢ '� I 1/4"/FT � / ( SPG yam=! —�` . 2' Ai �� ..... --- -- ._ i .-. - En E.�', y SITE NAMEINUMBER } LLIMMIIIMI NEW CONCRETE CAP T A �/ \\ c1'" M ww i 1'-3" - �o / \ o- PO03XC041 2"CLR. SLOPE GRADE _ -- - TYP. y /� �\ -.3 --- SITE ADDRESS =' z?.m ? DRILL AND EPDXY GROUT(8) / \ 16295 SW 85TH AVE BEARING PLATE PER--� -H #8 x 5'-0"BARS W/STD 90° TIGARD,OR 97224 MANUFACTURER ------ K HOOKS(1/2 T&B). USE HILTI RE 0 �� �\ SPG i,N45°24'9.64",W122°45'55.08"j 500 EPDXY OR APPROVED 9 - _....._ S- / \ DRAWINGS PREPARED BY: (5)#6 CLOSED TIES JF EQUAL. USE A DRILL STOP b, Q DEVICE TO PREVENT DAMAGE / \ s i( SE TO THE EXISTING REBAR CAGE. (� \�� ` I� ENGINEERING SOLUTIONS (3)[#6(TYP.) Z (TYP 3 PLCS) I/"(TYP') )�,`-- SEaw,NENGINEER.SOLUTINSHOLDINGS.«o O 63SP @ 1079 NORTH 205TH STREET U Q � ��1,_0„(TYP) (4)#8 DOWEL BAR(TYP.) ;, I OMAHA,NEBRASKA 68022 z PHONE:(402)289-1888 W/90°HOOK.(T&B) O1` FAX:(402)289-1861 ._-...-- O' 11131 I STAMP �1 O CLEAN AND ROUGHEN-- O ���ED PROpFS THE EXISTING SURFACE .I. 5 0NG1 NEF� S� TO 1/4"AMPLITUDE. :Ct i O� 87928 P1Fw r _..,�._. /- 12'-93/4"(REF) ,� l 7wwA�/1/x.11—, -,j' -16'-7 15/16"(REF)---- / ,t,_ OREGON \ fkDETAIL-ADDED HELICAL ANCHORS s L.TP !•* ''NOT TO SCALE l EXPIRES:6/30/2018, i SEE EXISTING BORING LOG(SHEET V WATER TABLE @-8'-0" (' -- DRAWN BY: KRC S-3)FOR SOIL DESCRIPTION f NEW _- EXISTING y APPROVEDBY: TLT 3/8 x 3/4"DEEP REVEAL. CAULK ,, ,J WATER TIGHT WITH VULKEM 116 OR \�� PROOF LOAD EACH ANCHOR TO-- ' APPROVED EQUAL. -_,,,---- --- --- ,. 1.25 x DESIGN LOAD 44 i (30 kips=37.5 kips)IN TENSION. SEE THE PROOF LOAD TESTING - -- PROCEDURE IN SHEET N-2 FOR ADDITIONAL INFORMATION. --- NEW GALVANIZED A.B.CHANCE--\ HELICAL ANCHOR(BY y D FIRST ISSUE ' DATE, REV DESCRIPTION DATE,1 CONTRACTOR-TO BE APPROVED DRAWING DESCRIPTION ,� BY THE ENGINEER).THE HELICAL FOUNDATION ULTIMATE DESIGN LOAD IS 30 kips _ OF TENSION EACH.HELICAL % REINFORCEMENT ANCHOR PILES TO BE INSTALLED DRAWING ATA 10°ANGLE BATTER OFF OF k,, VERTICAL AND EXTENDING CONSTRUCTION r SHEET NUMBER REVISION) RADIALLY OUTWARD. JOINT / \SECTION l CONSTRUCTION JOINT DETAIL I S-2 0 S-2 NOT TO SCALE S /NOT TO SCALE ) • r . R. CLIENT Sprint° e. DRILLING COMPANY:CRISMAN DRILLING RIC:CME 55 DATE:8-14-96 DRILLING COMPANY:CRISUAN DRILLING RIG:CYE 55 DATE:6-14-96 BORING DIAMETER:B in. DRIVE WEIGHT:140 Ibs. DROP:30 in. ELEVATION: BORING DIAMETER:8 in. DRIVE WEIGHT:140 IM. DROP:30 in. ELEVATION: r" SITE NAME/NUMBER �� 3 r°Jii � zu ,� SOIL DESCRIPTION ` o; A �� WLI SOIL DESCRIPTION EP, ku g� 7,- ga on BORING NO. �y $x �� p � P003XC041 15 rub gg" p3 v, BORING NO. u Sig_, S B-1 Cv d �� �§ Inv B-1 (CONT.) ', SITE ADDRESS � -0 v i v $ Jfsu FlFl11II BROWN MOST,POORLY COMPACTED,SLIGHTLY - '� �8 _ 16295 SW 85TH AVE - - GRAVELLY,SILyY FNE SAND - -0 126 80.7 41.8 2760 CH GREY-BROWN.SATURATED,VERY STIFF.SILTY CLAY - i TIGARD,OR 97224 t,N45°24'9 64 ML NAffiE BROWN,MOIST,STIFF.SANDY SILT - - °- W122°45'55.08") -^0 '16 100.3 22.9 - - - r-- .. -`l, DRAWINGS PREPARED BY 5 = F _ - 7 .- I!e0SEn uv1 S _0 117 35_0 117 - 5�',EIMAN EENgNEENGINEERING�ING roua HOLDINGS em.LLC — — — _ SSS- - 4 _ - - _ 1079 NORTH 205TH STREET _- _ _ OMAHA,NEBRASKA 68022 r- CH GREY,SATURATED.HARD.SILTY CLAY PHONE:(402)289-1888 to— I - 40--.- D 124 98.9 27.4 6020 FAX:(402)2891861 . - 0-28 107.6 23.1 SM BROWN.SATURATED.MEDIUM DENSE.SILTY FINE SAND - ' ,_ - j STAMP "1 ' CL-CH GREY.BROWN MOTTLED.SATURATED.HARD.SLIGHTLY SANDY. 15— - 45— SILTY CLAY - • -0I19 LL- D �35 . _ - 11- SP-SM GREY.SATURATED.MEDIUM DENSE.SLIGHTLY SILTY TO SILTY.- _ - FINE TO COARSE SAND 20— - 50— _ _0 '22 _ T 0 124 - - BECOMES VERY STIFF -. 1 TT TOTAL DEPTH: 51.5 FEET �'__ � SM GREY.SATURATED.MEDIUM DENSE,SILTY,FINE _TO MEDIUM - GROUNDWATER ENCOUNTERED AT t8 FEET !:DRAWN BY: KRC - - SAND - - - - 25— - - APPROVED BY: TLT T 55— • BORING LOG BORING LOGD SSU FIRST IE D8/17/2017i �[iEV DESCRIPTION DATE VENTO COMMUNICATIONS, INC. I VENTO COMMUNICATIONS. INC. ( DRAWING DESCRIPTION PROJECT NO. 727.22.1 DURHAM SITE (CAS 041A) FIGURE NO. A-1 PROJECT NO. 727.22.1 DURHAM SITE(CAS 041A) FIGURE NO. A-2 TIGARD, OREGON TIGARD.OREGON BORING LOGS 1 (REFERENCE ONLY - BORING LOG BY OTHERS) / SHET NUMBER ( REVISION') BORING LOG S-3 0 NOT TO SCALE �,,, ,J Site ID PO03XC041 ( SEf4it4AN August 17, 2017 Page 2 ENGINEERING SOLUTIONS Existing and Reserved Equipment Elevationl(ft) Mount RAD Qty. Antenna Mount Type Coax(in) Carrier 3 80010121 15 860-10025 RET 3 B25 RRH4x30-4R w/Solar Shields (1)5/16" 98.0 98.0 Platform w/Kickers Fiber AT&T 1 DC6-48-60-18-8F (6)1 5/8" 6 ETB19G8-12UB 3 RRH2x40-07-L 12 16"x9"x6"Combiner 2 2 ft Std Dish 3 24"x14"x7"Filter 1 AW3266 2 ET-X-WM-18-65-8P 3 Fiber Junction Cylinder (3)RET Cable 2 GPS (9)11/4" Fiber 82.0 82.0 2 ODU (3)Sector Frames (3)ATCB Sprint 2 P90-15-XLPP-RR B01-006 4 P90-16-XLPP-RR (4)1/2" 3 Power Junction Cylinder 9 RET Kit 3 RRH-C2A 3 RRH-P4 9 RRU 2.5LTEV3 Proposed Equipment Elevationl(ft) Q y• Antenna Mount Type Coax(in) Carrier Mount RAD 3 80010866 3 B66A-RRH4x45 (4) 3/8" 98.0 98.0 1 DC6-48-60-18-8F Platform w/Kickers WR- AT&T 3 EPBQ-652L8H8 VG86TDC 3 RRH4X25-WCS-4R 1Mount elevation is defined as height above bottom of steel structure to the bottom of mount,RAD elevation is defined as center of antenna above ground level(AGL). Install proposed coax anywhere on tower. Semaan Engineering Solutions Holdings,LLC.-1079 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 Site ID P003XC041 J*.)SEMAAN August 17, 2017 Page 3 'oENGINEERING SOLUTIONS Structure Usages Structural Component Controlling Usage Pass/Fail Legs 88% Pass Diagonals 83% Pass Horizontals 54% Pass Anchor Bolts 41% Pass Leg Bolts 90% Pass Foundations Reaction Component Analysis Reactions %of Usage Uplift(Kips) 88.9 82%(with mods) Axial (Kips) 101.9 69%(with mods) Shear(Kips) 9.6 15% The proposed "modified"structure foundation was found to be structurally adequate through analysis based on geotechnical and foundation information. The percentages in the table above reflects the "as-modified"state of the foundation. Deflection,Twist and SwaV* Antenna Deflection Sway Elevation Antenna Carrier Twist(°) (ft) (ft) (Rotation) (°) 800 10866 B66A-RRH4x45 DC6-48-60-18-8F 98.0 EPBQ-652L8H8 AT&T 0.171 0.011 0.215 RRH4X25-WCS-4R SBNHH-1D65B SBNHH-1D65C 82.0 2 ft Std Dish Sprint 0.105 0.009 0.163 *Deflection,Twist and Sway was evaluated considering a design wind speed of 60 mph(3-Second Gust)per ANSI/TIA-222-G Semaan Engineering Solutions Holdings,LLC.-1079 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 (flSEMA4N ENGINEERING SOLUTIONS Standard Conditions All engineering services are performed on the basis that the information used is current and correct.This information may consist of, but is not necessary limited,to: -- Information supplied by the client regarding the structure itself, antenna, mounts and feed line the structure and its components,loading on p , o r other relevant information. -- Information from drawings in the possession of Semaan Engineering Solutions, or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to Semaan Engineering Solutions Holdings and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary,we assume that all structures were constructed in accordance with the drawings and specifications and that their capacity has not significantly changed from the"as new"condition. Unless explicitly agreed by both the client and Semaan Engineering Solutions, all services will be performed in accordance with the current revision of ANSI/TIA-222.The design basic wind speed will be determined based on the minimum basic wind speed as prescribed in ANSI/TIA-222.Although every effort is taken to ensure that the loading considered is adequate to meet the requirements of all applicable regulatory entities,we can provide no assurance to meet any other local and state codes or requirements. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes,the client shall specify the exact requirement. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. Semaan Engineering Solutions Holdings is not responsible for the conclusions,opinions and recommendations made by others based on the information we supply. Semaan Engineering Solutions Holdings,LLC.-1079 N 205th St-Elkhorn,NE 68022-402-289-1888-402-289-1861 Job Information SEMAAN ENGINEERING SOLUTIONS,LLC 1079 N.205m Street Tower: PO03XC041 Location :Tigard,OR Elkhorn,NE 68022 Code: ANSI/TIA-222-G Shape :Triangle Base Width: 12.81 ft 0 2007-2017byATCIP LLC. All rights reserved. Client: Sprint Sites USA-GA 2 Top Width :2.40 ft Loads: 95 mph no ice 30 mph w/11/4 radial ice Sections Properties Site Class:D Ss:0.96 Si:0.42 Section Leg Members Diagonal Members Horizontal Members 60 mph Serviceability 1 PX 35 ksi 4"DIA PIPE PST 35 ksi 2"DIA PIPE SPE 36 ksi 3.5X3.5X0.25 2 PX 35 ksi 3-1/2"DIA PIPE PST 35 ksi 2"DIA PIPE SAE 36 ksi 2.5X2.5X0.1875 3 PX 35 ksi 3"DIA PIPE PST35 ksi 1-1/2"DIA PIPE SPE 36 ksi 2X2X0.125 4-5 PST 35 ksi 2-1/2"DIA PIPE PST 35 ksi 1-1/4"DIA PIPE SPE 36 ksi 1.5X1.5X0.125 Discrete Appurtenance Bev (tt) Type Qty Description 98.00 Pane 3 800 10866 179 a55 IIIIIIIIIIIIIII 98.00 Pane 3 EPBQ-652L8H8 98.00 Pane 3 RRH4X25-WCS-4R 98.00 Pane 3 B66A-RRH4x45 98.00 Pane 1 DC6-48-60-18-8F Sect 5 98.00 Pane 3 B25 RRH4x30-4R w/Solar Shields Ai 98.00 Pane 3 80010121 98.00 Pane 6 ETB19G8-12UB 85.00 98.00 Platform 3 Platform w/Kickers 98.00 Pane 15 860-10025 RET Sect 4 11111 998.00 pane 8.00 Pane 82.00 Pane 1 3 RRH2x4O.07-L 8-60-18-BF 2 ODU 82.00 Dish 2 2 ft Std Dish 1 T5'03 82.00 Pane 82.00 Pane 12 16"x9"x6"Combiner 3 24"x14'k7"Filter 82.00 Pane 2 GPS 82.00 Pane 9 RET Kit 82.00 Pane 9 RRU 2.5LTEV3 82.00 Pane 3 Fiber Junction Cylinder Sect 3iki 82.00 Pane 3 Power Junction Cylinder 82.00 Pane 1 AM/326682.00 Pane 2 ET-X-WM-18-65-BP 82.00 pane 3 RRH-P4 82.00 Pane 3 RRH-C2A rid 82.00 Pane 4 P90-16-XLPP-RR 5{y,{ } 82.00 Pane 2 P90-15-XLPP-RR al 82.00 Mounting Frame 3 Sector Frames Linear Appurtenance EllBev(ft) Sect From To Qty Description 0 0.000 98.000 1 5/16 fiber 0.000 98.000 4 3/8"WR-VG86TDC 0.000 98.000 6 1 E " Coax 25.00 al 0.000 82.000 3 RET Cable 0.000 82.000 3 ATCB-B01-006 0.000 82.000 4 1/2" Coax illa 1 0.000 82.000 9 1 1/4"Fiber ME , Sect I all OM Uplift 88.88 k Moment 1,055.67 kMoment Ice 157.18 k-ft Vert/01.94 k Tot Down 27.43 k Tot Down Ice 91.33 k Ho&9.58 k Tot Shear 15.35 k Tot Shear Ice 2.58 k Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 byATCIPLLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REVO4 8/17/2017 10:00:30 AM Customer: Sprint Sites USA-GA 2 Analysis Parameters Location: Washington County,OR Code: ANSI/TIA-222-G Height(ft): 100 Shape: Triangle Base Elevation(ft): 0.00 Tower Manufacturer: Bottom Face Width(ft): 12.81 Tower Type: Self Support Top Face Width(ft): 2.40 Ice &Wind Parameters Structure Class: II Design Winds peed Without Ice: 95 mph Exposure Category: B Design Windspeed With Ice: 30 mph Topographic Catagory: 1 Operational Winds peed: 60 mph Crest Height: 0.0 ft Design Ice Thickness: 1.25 in Seismic Parameters Analysis Method: Equivalent Modal Analysis&Equivalent Lateral Force Methods Site Class: D-Stiff Soil Period Based on Rayleigh Method(sec): 0.88 TL(sec): 16 p: 1.3 C5: 0.167 S5: 0.960 SI: 0.419 C5,Max: 0.167 Fa: 1.116 Fv: 1.581 C5,Min: 0.031 Sds: 0.714 Sd1: 0.442 Load Cases 1.2D+1.6W Normal 95 mph Normal to Face with No Ice 1.2D+1.6W 60 deg 95 mph 60 degree with No Ice 1.2D+1.6W 90 deg 95 mph 90 degree with No Ice 0.9D+1.6W Normal 95 mph Normal to Face with No Ice (Reduced DL) 0.90+1.6W 60 deg 95 mph 60 deg with No Ice (Reduced DL) 0.9D+1.6W 90 deg 95 mph 90 deg with No Ice(Reduced DL) 1.2D+1.0Di+1.0Wi Normal 30 mph Normal with 1.25 in Radial Ice 1.2D+1.0Di+1.0Wi 60 deg 30 mph 60 degree with 1.25 in Radial Ice 1.2D+1.0Di+1.0Wi 90 deg 30 mph 90 degree with 1.25 in Radial Ice (1.2+0.2Sds)*DL+ENorm al Seismic Normal (1.2+0.2Sds)*DL+E 60 deg Seismic 60 degree (1.2+0.2Sds)*DL+E90deg Seismic 90 degree (0.9-0.2Sds)*DL+E Norm al Seismic(Reduced DL)Normal (0.9-0.2Sds)*DL+E 60 deg Seismic(Reduced DL)60 degree (0.9-0.2Sds)*DL+E 90 deg Seismic(Reduced DL)90 degree 1.0D+1.0W Service Normal Serviceability-60 mph Wind Normal 1.0D+1.0W Service 60 deg Serviceability-60 mph Wind 60 degree 1.0D+1.0W Service 90 deg Serviceability-60 mph Wind 90 degree Page 1 Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 by ATC IP LLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REVO4 8/17/2017 10:00:30 AM - Customer: Sprint Sites USA-GA 2 Tower Loading Discrete Appurtenance Properties 1.2D+1.6W Elevation Description Qty Wt. EPA Length Width Depth Ka Orient. Vert. Ma Q, Fa(WL) Pa(DL) (it) (Ib) (sf) (ft) (in) (in) Factor Ecc.(ft) (lb-ft) (psf) (Ib) (Ib) 98.00 80010121 3 44 5.5 4.5 10.3 5.9 0.80 0.79 0.0 0.0 19.30 272 191 98.00 800 10866 3 82 13.9 8.0 14.8 6.7 0.80 0.72 0.0 0.0 19.30 629 352 98.00 860-10025 RET 15 1 0.3 0.4 2.6 1.0 0.80 0.50 0.0 0.0 19.30 49 16 98.00 B25 RRH4x30-4R 3 51 2.5 1.8 12.0 7.2 0.80 0.67 0.0 0.0 19.30 105 220 98.00 B66A-RRH4x45 3 57 2.5 2.2 11.8 7.2 0.80 0.67 0.0 0.0 19.30 107 245 98.00 DC6-48-60-18-8F 1 33 2.6 2.0 11.0 11.0 0.80 0.90 0.0 0.0 19.30 48 47 98.00 DC6-48-60-18-8F 1 33 2.6 2.0 11.0 11.0 0.80 0.90 0.0 0.0 19.30 48 47 98.00 EPBQ-652L8H8 3 62 12.0 8.3 12.0 6.3 0.80 0.81 0.0 0.0 19.30 611 270 98.00 ETB19G8-12UB 6 16 1.1 1.3 6.9 2.9 0.80 0.50 0.0 0.0 19.30 67 137 98.00 Platform w/Kickers 3 1600 25.5 0.0 0.0 0.0 1.00 1.00 0.0 0.0 19.30 2011 6912 98.00 RRH2x40-07-L 3 52 2.0 1.6 10.6 9.7 0.80 0.67 0.0 0.0 19.30 84 226 98.00 RRH4X25-WCS-4R 3 70 3.7 2.6 12.0 8.7 0.80 0.67 0.0 0.0 19.30 155 302 82.00 16"x9"x6"Combiner 12 10 1.4 1.3 9.0 6.0 0.80 0.50 0.0 0.0 18.34 168 173 82.00 2 ft Std Dish 2 14 5.2 2.0 0.0 0.0 1.00 1.00 0.0 0.0 18.34 261 40 82.00 24"x14"x7"Alter 3 60 3.3 2.0 14.0 7.0 0.80 0.67 0.0 0.0 18.34 131 259 82.00 AW3266 1 35 5.8 4.6 11.8 4.3 0.80 0.68 0.0 0.0 18.34 79 51 82.00 ET-X-WM-18-65-8P 2 36 7.1 5.1 12.0 4.3 0.80 0.68 0.0 0.0 18.34 193 105 82.00 Fiber Junction 3 4 0.3 0.9 3.2 3.2 0.80 0.50 0.0 0.0 18.34 10 16 82.00 GPS 2 15 0.5 0.8 6.0 4.0 0.80 0.50 0.0 0.0 18.34 10 43 82.00 ODU 2 19 1.2 0.9 11.3 6.9 0.80 0.81 0.0 0.0 18.34 40 54 82.00 P90-15-XLPP-RR 2 58 8.4 6.0 12.0 6.0 0.80 0.90 0.0 0.0 18.34 302 167 82.00 P90-16-XLPP-RR 4 50 11.5 8.0 12.0 6.0 0.80 0.80 0.0 0.0 18.34 732 288 82.00 Power Junction 3 4 0.5 1.3 3.2 3.2 0.80 0.50 0.0 0.0 18.34 14 18 82.00 RET Kit 9 1 0.1 0.3 3.5 2.0 0.80 0.79 0.0 0.0 18.34 19 13 82.00 RRH-C2A 3 59 3.5 1.6 18.5 10.4 0.80 0.78 0.0 0.0 18.34 162 257 82.00 RRH-P4 3 63 3.2 2.0 13.8 8.9 0.80 0.82 0.0 0.0 18.34 157 271 82.00 RRU 2.5LTEV3 9 60 2.8 1.5 15.5 9.4 0.80 0.67 0.0 0.0 18.34 337 771 82.00 Sector Frames 3 500 15.0 0.0 0.0 0.0 0.75 0.75 0.0 0.0 18.34 631 2160 Totals 110 9481 436.0 Discrete Appurtenance Properties 0.9D+1.6W Elevation Description Qty Wt. EPA Length Width Depth Ka Orient. Vert. Mu Q. Fa(WL) Pa(DL) (ft) (Ib) (sf) (ft) (in) (in) Factor Ecc.(ft) (lb-ft) (psf) (Ib) (lb) 98.00 800 10121 3 44 5.5 4.5 10.3 5.9 0.80 0.79 0.0 0.0 19.30 272 107 98.00 80010866 3 82 13.9 8.0 14.8 6.7 0.80 0.72 0.0 0.0 19.30 629 198 98.00 860-10025 RET 15 1 0.3 0.4 2.6 1.0 0.80 0.50 0.0 0.0 19.30 49 9 98.00 B25 RRH4x30-4R 3 51 2.5 1.8 12.0 7.2 0.80 0.67 0.0 0.0 19.30 105 124 98.00 B66A-RRH4x45 3 57 2.5 2.2 11.8 7.2 0.80 0.67 0.0 0.0 19.30 107 138 98.00 DC6-48-60-18-8F 1 33 2.6 2.0 11.0 11.0 0.80 0.90 0.0 0.0 19.30 48 27 98.00 DC6-48-60-18-8F 1 33 2.6 2.0 11.0 11.0 0.80 0.90 0.0 0.0 19.30 48 27 98.00 EPBQ-652L8H8 3 62 12.0 8.3 12.0 6.3 0.80 0.81 0.0 0.0 19.30 611 152 98.00 ETB19G8-12UB 6 16 1.1 1.3 6.9 2.9 0.80 0.50 0.0 0.0 19.30 67 77 98.00 Platform w/Kickers 3 1600 25.5 0.0 0.0 0.0 1.00 1.00 0.0 0.0 19.30 2011 3888 98.00 RRH2x40-07-L 3 52 2.0 1.6 10.6 9.7 0.80 0.67 0.0 0.0 19.30 84 127 98.00 RRH4X25-WCS-4R 3 70 3.7 2.6 12.0 8.7 0.80 0.67 0.0 0.0 19.30 155 170 - 82.00 16"x9"x6"Combiner 12 10 1.4 1.3 9.0 6.0 0.80 0.50 0.0 0.0 18.34 168 97 82.00 2 ft Std Dish 2 14 5.2 2.0 0.0 0.0 1.00 1.00 0.0 0.0 18.34 261 23 82.00 24"x14"x7"Filter 3 60 3.3 2.0 14.0 7.0 0.80 0.67 0.0 0.0 18.34 131 146 82.00 AW3266 1 35 5.8 4.6 11.8 4.3 0.80 0.68 0.0 0.0 18.34 79 29 82.00 ET-X-WM-18-65-8P 2 36 7.1 5.1 12.0 4.3 0.80 0.68 0.0 0.0 18.34 193 59 82.00 Fiber Junction 3 4 0.3 0.9 3.2 3.2 0.80 0.50 0.0 0.0 18.34 10 9 Page 2 Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 by A TC IP LLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REVO4 8/17/2017 10:00:30 AM - Customer: Sprint Sites USA-GA 2 Tower Loading 82.00 GPS 2 15 0.5 0.8 6.0 4.0 0.80 0.50 0.0 0.0 18.34 10 24 82.00 ODU 2 19 1.2 0.9 11.3 6.9 0.80 0.81 0.0 0.0 18.34 40 30 82.00 P90-15-XLPP-RR 2 58 8.4 6.0 12.0 6.0 0.80 0.90 0.0 0.0 18.34 302 94 82.00 P90-16-XLPP-RR 4 50 11.5 8.0 12.0 6.0 0.80 0.80 0.0 0.0 18.34 732 162 82.00 Power Junction 3 4 0.5 1.3 3.2 3.2 0.80 0.50 0.0 0.0 18.34 14 10 82.00 RET Kit 9 1 0.1 0.3 3.5 2.0 0.80 0.79 0.0 0.0 18.34 19 8 82.00 RRH-C2A 3 59 3.5 1.6 18.5 10.4 0.80 0.78 0.0 0.0 18.34 162 144 82.00 RRH-P4 3 63 3.2 2.0 13.8 8.9 0.80 0.82 0.0 0.0 18.34 157 152 82.00 RRU 2.5LTEV3 9 60 2.8 1.5 15.5 9.4 0.80 0.67 0.0 0.0 18.34 337 434 82.00 Sector Frames 3 500 15.0 0.0 0.0 0.0 0.75 0.75 0.0 0.0 18.34 631 1215 Totals 110 9481 436.0 Discrete Appurtenance Properties 1.2D+1.0Di+1.0Wi Elevation Description Qty Ice Wt Ice EPA Length Width Depth Ka Orient. Vert. Mu Q. Fa(WL) Pa(DL) (ft) (Ib) (sf) (ft) (in) (in) Factor Ecc.(ft) (lb-ft) (psf) (Ib) (Ib) 98.00 80010121 3 289 6.9 4.5 10.3 5.9 0.80 0.79 0.0 0.0 1.92 21 1074 98.00 80010866 3 593 16.4 8.0 14.8 6.7 0.80 0.72 0.0 0.0 1.92 46 2193 98.00 860-10025 RET 15 18 0.5 0.4 2.6 1.0 0.80 0.50 0.0 0.0 1.92 4 333 98.00 B25 RRH4x30-4R 3 186 3.2 1.8 12.0 7.2 0.80 0.67 0.0 0.0 1.92 8 707 98.00 B66A-RRH4x45 3 210 3.7 2.2 11.8 7.2 0.80 0.67 0.0 0.0 1.92 10 798 98.00 DC6-48-60-18-8F 1 131 4.5 2.0 11.0 11.0 0.80 0.90 0.0 0.0 1.92 5 165 98.00 DC6-48-60-18-8F 1 131 4.5 2.0 11.0 11.0 0.80 0.90 0.0 0.0 1.92 5 165 98.00 EPBQ-652L8H8 3 526 14.8 8.3 12.0 6.3 0.80 0.81 0.0 0.0 1.92 47 1940 98.00 ETB19G8-12UB 6 78 1.7 1.3 6.9 2.9 0.80 0.50 0.0 0.0 1.92 7 588 98.00 Platform w/Flickers 3 4371 35.4 0.0 0.0 0.0 1.00 1.00 0.0 0.0 1.92 174 16889 98.00 RRH2x40-07-L 3 149 3.6 1.6 10.6 9.7 0.80 0.67 0.0 0.0 1.92 9 573 98.00 RRH4X25-WCS-4R 3 215 6.1 2.6 12.0 8.7 0.80 0.67 0.0 0.0 1.92 16 826 82.00 16"x9"x6"Combiner 12 97 2.0 1.3 9.0 6.0 0.80 0.50 0.0 0.0 1.83 15 1428 82.00 2 ft Std Dish 2 254 7.6 2.0 0.0 0.0 1.00 1.00 0.0 0.0 1.83 24 617 82.00 24"x14"x7"Alter 3 243 7.6 2.0 14.0 7.0 0.80 0.67 0.0 0.0 1.83 19 919 82.00 AW3266 1 275 7.6 4.6 11.8 4.3 0.80 0.68 0.0 0.0 1.83 6 338 82.00 ET-X-WM-18-65-8P 2 301 8.6 5.1 12.0 4.3 0.80 0.68 0.0 0.0 1.83 14 741 82.00 Fiber Junction 3 40 0.8 0.9 3.2 3.2 0.80 0.50 0.0 0.0 1.83 2 148 82.00 GPS 2 61 1.1 0.8 6.0 4.0 0.80 0.50 0.0 0.0 1.83 1 155 82.00 ODU 2 74 2.5 0.9 11.3 6.9 0.80 0.81 0.0 0.0 1.83 5 187 82.00 P90-15-XLPP-RR 2 317 12.4 6.0 12.0 6.0 0.80 0.90 0.0 0.0 1.83 28 788 82.00 P90-16-XLPP-RR 4 278 18.1 8.0 12.0 6.0 0.80 0.80 0.0 0.0 1.83 72 1380 82.00 Power Junction 3 49 1.0 1.3 3.2 3.2 0.80 0.50 0.0 0.0 1.83 2 181 82.00 RET Kit 9 21 0.5 0.3 3.5 2.0 0.80 0.79 0.0 0.0 1.83 4 225 82.00 RRH-C2A 3 201 5.5 1.6 18.5 10.4 0.80 0.78 0.0 0.0 1.83 16 766 82.00 RRH-P4 3 189 5.3 2.0 13.8 8.9 0.80 0.82 0.0 0.0 1.83 16 725 82.00 RRU 2.5LTEV3 9 215 3.5 1.5 15.5 9.4 0.80 0.67 0.0 0.0 1.83 26 2450 82.00 Sector Frames 3 1319 45.6 0.0 0.0 0.0 0.75 0.75 0.0 0.0 1.83 120 5110 Totals 110 33444 696.7 Discrete Appurtenance Properties 1.00+1.0W Service _ Elevation Description Qty Wt. EPA Length Width Depth K. Orient. Vert. Mu Q, F.(WL) P.(DL) (ft) (Ib) (sf) (ft) (in) (in) Factor Ecc.(ft) (lb-ft) (psf) (Ib) (Ib) 98.00 800 10121 3 44 5.5 4.5 10.3 5.9 0.80 0.79 0.0 0.0 7.70 68 132 - 98.00 80010866 3 82 13.9 8.0 14.8 6.7 0.80 0.72 0.0 0.0 7.70 157 245 98.00 860-10025 RET 15 1 0.3 0.4 2.6 1.0 0.80 0.50 0.0 0.0 7.70 12 11 98.00 B25 RRH4x30-4R 3 51 2.5 1.8 12.0 7.2 0.80 0.67 0.0 0.0 7.70 26 153 Page 3 • Site Number: PO03XC041 Code: ANSI/TIA-222-G 02007-2017 byATCIPLLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:30 AM - Customer: Sprint Sites USA-GA 2 Tower Loading 98.00 B66A-RRH4x45 3 57 2.5 2.2 11.8 7.2 0.80 0.67 0.0 0.0 7.70 27 170 98.00 DC6-48-60-18-8F 1 33 2.6 2.0 11.0 11.0 0.80 0.90 0.0 0.0 7.70 12 33 98.00 DC6-48-60-18-8F 1 33 2.6 2.0 11.0 11.0 0.80 0.90 0.0 0.0 7.70 12 33 98.00 EPBQ-652L8H8 3 62 12.0 8.3 12.0 6.3 0.80 0.81 0.0 0.0 7.70 152 187 98.00 ETB19G8-12UB 6 16 1.1 1.3 6.9 2.9 0.80 0.50 0.0 0.0 7.70 17 95 98.00 Platform w/Flickers 3 1600 25.5 0.0 0.0 0.0 1.00 1.00 0.0 0.0 7.70 501 4800 98.00 RRH2x40-07-L 3 52 2.0 1.6 10.6 9.7 0.80 0.67 0.0 0.0 7.70 21 157 98.00 RRH4X25-WCS-4R 3 70 3.7 2.6 12.0 8.7 0.80 0.67 0.0 0.0 7.70 39 210 82.00 16"x9"x6"Combiner 12 10 1.4 1.3 9.0 6.0 0.80 0.50 0.0 0.0 7.31 42 120 82.00 2 ft Std Dish 2 14 5.2 2.0 0.0 0.0 1.00 1.00 0.0 0.0 7.31 65 28 82.00 24"x14"x7"Alter 3 60 3.3 2.0 14.0 7.0 0.80 0.67 0.0 0.0 7.31 33 180 82.00 AW3266 1 35 5.8 4.6 11.8 4.3 0.80 0.68 0.0 0.0 7.31 20 35 82.00 ET-X-WM-18-65-8P 2 36 7.1 5.1 12.0 4.3 0.80 0.68 0.0 0.0 7.31 48 73 82.00 Fiber Junction 3 4 0.3 0.9 3.2 3.2 0.80 0.50 0.0 0.0 7.31 3 11 82.00 GPS 2 15 0.5 0.8 6.0 4.0 0.80 0.50 0.0 0.0 7.31 2 30 82.00 ODU 2 19 1.2 0.9 11.3 6.9 0.80 0.81 0.0 0.0 7.31 10 37 82.00 P90-15-XLPP-RR 2 58 8.4 6.0 12.0 6.0 0.80 0.90 0.0 0.0 7.31 75 116 82.00 P90-16-XLPP-RR 4 50 11.5 8.0 12.0 6.0 0.80 0.80 0.0 0.0 7.31 183 200 82.00 Power Junction 3 4 0.5 1.3 3.2 3.2 0.80 0.50 0.0 0.0 7.31 4 13 82.00 RET Kit 9 1 0.1 0.3 3.5 2.0 0.80 0.79 0.0 0.0 7.31 5 9 82.00 RRH-C2A 3 59 3.5 1.6 18.5 10.4 0.80 0.78 0.0 0.0 7.31 40 178 82.00 RRH-P4 3 63 3.2 2.0 13.8 8.9 0.80 0.82 0.0 0.0 7.31 39 188 82.00 RRU 2.5LTEV3 9 60 2.8 1.5 15.5 9.4 0.80 0.67 0.0 0.0 7.31 84 536 82.00 Sector Frames 3 500 15.0 0.0 0.0 0.0 0.75 0.75 0.0 0.0 7.31 157 1500 Totals 110 9481 436.0 Page 4 Site Number: PO03XC041 Code: ANSI/TIA-222-G 02007-2017 by A TC IP LLC. All rights resery ed. Site Name: Tigard,OR Engineering Number: REVO4 8/17/2017 10:00:30 AM - Customer: Sprint Sites USA-GA 2 Tower Loading Linear Appurtenance Properties Elev Elev Out From To Width Weight Pct Spread On Bundling Cluster Of Spacing Orientation Ka (ft) (ft) Description Qty (in) (Ib/ft) In Block Faces Arrangement Dia(in) Zone (in) Factor Override 0.00 98.00 1 5/8" Coax 6 1.98 1.04 0 Lin App Individual 0.00 N 0.75 1.00 0.00 0.00 98.00 3/8"WR-VG86TDC 4 0.44 0.08 0 Lin App Individual 0.00 N 1.00 1.00 0.00 0.00 98.00 5/16 fiber 1 0.44 0.08 0 Lin App Individual 0.00 N 1.00 1.00 0.00 0.00 82.00 1 1/4"Fiber 9 1.25 0.95 0 Lin App Individual 0.00 N 1.00 1.00 0.00 0.00 82.00 1/2" Coax 4 0.65 0.16 0 Lin App Individual 0.00 N 1.00 1.00 0.00 0.00 82.00 ATCB-B01-006 3 0.32 0.07 0 Lin App Individual 0.00 N 1.00 1.00 0.00 0.00 82.00 RET Cable 3 0.44 0.08 0 Lin App Individual 0.00 N 1.00 1.00 0.00 Page 5 Site Number: P003XC041 Code: ANSI/TIA-222-G 0 2007-2017 by ATC IP LLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REVO4 8/17/2017 10:00:30 AM Customer: Sprint Sites USA-GA 2 Section Forces LoadCase 1.2D+ 1.6W Normal 95 mph Normal to Face with No Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor(1w): 1.00 Section Rev. Q Al A, Ice A, e Cf Df Dr Tu A. EPA. EPA.; Wt. Ice Wt. Fat Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 18.98 0.30 9.66 0.00 0.19 2.61 1.00 1.00 0.0 5.84 15.25 0.00 573 0 394 283 678 4 80.00 18.21 1.05 6.66 0.00 0.16 2.72 1.00 1.00 0.0 4.84 21.14 0.00 517 0 327 377 704 3 62.50 16.97 3.98 20.24 0.00 0.15 2.78 1.00 1.00 0.0 15.46 62.94 0.00 1904 0 993 1046 2039 2 37.50 14.66 7.15 25.32 0.00 0.14 2.81 1.00 1.00 0.0 21.50 62.94 0.00 2568 0 1203 904 2107 1 12.50 13.75 13.05 29.16 0.00 0.14 2.80 1.00 1.00 0.0 29.57 62.94 0.00 3463 0 1549 847 2396 9025 0 7923 LoadCase 1.2D+ 1.6W 60 deq 95 mph 60 degree with No Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor(1w): 1.00 Section Elev. Q A, A, Ice Ar e Cf Df Dr Tu AQ EPA. EPA.; Wt. Ice Wt. Fat Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 18.98 0.30 9.66 0.00 0.19 2.61 0.80 1.00 0.0 5.78 15.25 0.00 573 0 390 283 674 4 80.00 18.21 1.05 6.66 0.00 0.16 2.72 0.80 1.00 0.0 4.63 21.14 0.00 517 0 312 377 689 3 62.50 16.97 3.98 20.24 0.00 0.15 2.78 0.80 1.00 0.0 14.67 62.94 0.00 1904 0 942 1046 1988 2 37.50 14.66 7.15 25.32 0.00 0.14 2.81 0.80 1.00 0.0 20.07 62.94 0.00 2568 0 1123 904 2027 1 12.50 13.75 13.05 29.16 0.00 0.14 2.80 0.80 1.00 0.0 26.97 62.94 0.00 3463 0 1412 847 2259 9025 0 7637 LoadCase 1.2D+ 1.6W 90 deq 95 mph 90 degree with No Ice Gust Response Factor (Gh): 0.85 Wind Importance Factor(1w): 1.00 Section Rev. Q Af A, Ice A, e C1 D1 Dr T,a Aa EPA. EPA.; Wt. Ice Wt. Fat Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 18.98 0.30 9.66 0.00 0.19 2.61 0.85 1.00 0.0 5.80 15.25 0.00 573 0 391 283 675 4 80.00 18.21 1.05 6.66 0.00 0.16 2.72 0.85 1.00 0.0 4.69 21.14 0.00 517 0 316 377 693 3 62.50 16.97 3.98 20.24 0.00 0.15 2.78 0.85 1.00 0.0 14.87 62.94 0.00 1904 0 955 1046 2000 2 37.50 14.66 7.15 25.32 0.00 0.14 2.81 0.85 1.00 0.0 20.42 62.94 0.00 2568 0 1143 904 2047 1 12.50 13.75 13.05 29.16 0.00 0.14 2.80 0.85 1.00 0.0 27.62 62.94 0.00 3463 0 1446 847 2293 9025 0 7708 LoadCase 0.9D+ 1.6W Normal 95 mph Normal to Face with No Ice (Reduced DL) Gust Response Factor (Gh): 0.85 Wind Importance Factor(1w): 1.00 Section Rev. Q Af A, Ice A, e Cf Df Dr T;. Aa EPA. EPAa; Wt. Ice Wt. Fat Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 18.98 0.30 9.66 0.00 0.19 2.61 1.00 1.00 0.0 5.84 15.25 0.00 430 0 394 283 678 4 80.00 18.21 1.05 6.66 0.00 0.16 2.72 1.00 1.00 0.0 4.84 21.14 0.00 388 0 327 377 704 3 62.50 16.97 3.98 20.24 0.00 0.15 2.78 1.00 1.00 0.0 15.46 62.94 0.00 1428 0 993 1046 2039 2 37.50 14.66 7.15 25.32 0.00 0.14 2.81 1.00 1.00 0.0 21.50 62.94 0.00 1926 0 1203 904 2107 Page 6 Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 byATCIPLLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:30 AM Customer: Sprint Sites USA-GA 2 Section Forces 1 12.50 13.75 13.05 29.16 0.00 0.14 2.80 1.00 1.00 0.0 29.57 62.94 0.00 2597 0 1549 847 2396 6769 0 7923 LoadCase 0.9D+ 1.6W 60 deq 95 mph 60 deg with No Ice (Reduced DL) Gust Response Factor (Gh): 0.85 Wind Importance Factor(Iw): 1.00 Section Elev. Q A, Ar Ice A, e Cf Df Dr Tia Aa EPAa EPA.; Wt. Ice Wt. F Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 18.98 0.30 9.66 0.00 0.19 2.61 0.80 1.00 0.0 5.78 15.25 0.00 430 0 390 283 674 4 80.00 18.21 1.05 6.66 0.00 0.16 2.72 0.80 1.00 0.0 4.63 21.14 0.00 388 0 312 377 689 3 62.50 16.97 3.98 20.24 0.00 0.15 2.78 0.80 1.00 0.0 14.67 62.94 0.00 1428 0 942 1046 1988 2 37.50 14.66 7.15 25.32 0.00 0.14 2.81 0.80 1.00 0.0 20.07 62.94 0.00 1926 0 1123 904 2027 1 12.50 13.75 13.05 29.16 0.00 0.14 2.80 0.80 1.00 0.0 26.97 62.94 0.00 2597 0 1412 847 2259 6769 0 7637 LoadCase 0.9D+ 1.6W 90 deq 95 mph 90 deg with No Ice (Reduced DL) Gust Response Factor (Gh): 0.85 Wind Importance Factor(Iw): 1.00 Section Elev. Q Af Ar Ice A, e Cf Df Dr Ti. Ae EPA. EPA.; Wt. Ice Wt. Fs, Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 18.98 0.30 9.66 0.00 0.19 2.61 0.85 1.00 0.0 5.80 15.25 0.00 430 0 391 283 675 4 80.00 18.21 1.05 6.66 0.00 0.16 2.72 0.85 1.00 0.0 4.69 21.14 0.00 388 0 316 377 693 3 62.50 16.97 3.98 20.24 0.00 0.15 2.78 0.85 1.00 0.0 14.87 62.94 0.00 1428 0 955 1046 2000 2 37.50 14.66 7.15 25.32 0.00 0.14 2.81 0.85 1.00 0.0 20.42 62.94 0.00 1926 0 1143 904 2047 1 12.50 13.75 13.05 29.16 0.00 0.14 2.80 0.85 1.00 0.0 27.62 62.94 0.00 2597 0 1446 847 2293 6769 0 7708 LoadCase 1.2D+ 1.0Di + 1.0Wi Normal 30 mph Normal with 1.25 in Radial Ice Gust Response Factor (Gh): 0.85 Ice Dead Load Factor : 1.00 Ice Importance Factor: 1.00 Wind Importance Factor(Iw): 1.00 Section Elev. Q Af Ar Ice A, e Cf Df D, Tis A. EPA. EPA.i Wt. Ice Wt. F.f Fa Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 1.89 0.30 32.88 23.22 0.57 1.83 1.00 1.00 2.8 24.15 15.25 66.05 4288 3715 71 67 138 4 80.00 1.82 1.05 25.74 19.08 0.52 1.88 1.00 1.00 2.7 18.94 21.14 110.62 5040 4523 55 118 168 ** 3 62.50 1.69 3.98 68.91 48.66 0.41 2.04 1.00 1.00 2.7 48.26 62.94 333.11 14955 13051 141 400 531 ** 2 37.50 1.46 7.15 79.33 54.01 0.36 2.15 1.00 1.00 2.5 56.26 62.94 316.52 15810 13241 151 363 514 1 12.50 1.37 13.05 84.83 55.68 0.32 2.25 1.00 1.00 2.3 64.39 62.94 283.59 15901 12438 169 330 498 ** =Section Force Exceeds Solidity Ratio Criteria 55993 46968 1850 LoadCase 1.2D+ 1.0Di + 1.0Wi 60 deq 30 mph 60 degree with 1.25 in Radial Ice Gust Response Factor (Gh): 0.85 Ice Dead Load Factor : 1.00 Ice Importance Factor: 1.00 Wind Importance Factor(Iw): 1.00 Section Elev. Q Af Ar Ice Ar e Cf Df Dr Tis A. EPA. EPA., Wt. Ice Wt. Fs, F. Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) Page 7 • Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 by ATC IP LLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:30 AM - Customer: Sprint Sites USA-GA 2 Section Forces 5 92.50 1.89 0.30 32.88 23.22 0.57 1.83 0.80 1.00 2.8 24.09 15.25 66.05 4288 3715 71 67 138 4 80.00 1.82 1.05 25.74 19.08 0.52 1.88 0.80 1.00 2.7 18.72 21.14 110.62 5040 4523 54 118 168 ** 3 62.50 1.69 3.98 68.91 48.66 0.41 2.04 0.80 1.00 2.7 47.46 62.94 333.11 14955 13051 139 400 531 ** 2 37.50 1.46 7.15 79.33 54.01 0.36 2.15 0.80 1.00 2.5 54.83 62.94 316.52 15810 13241 147 363 510 1 12.50 1.37 13.05 84.83 55.68 0.32 2.25 0.80 1.00 2.3 61.78 62.94 283.59 15901 12438 162 330 492 ** =Section Force Exceeds Solidity Ratio Criteria 55993 46968 1839 LoadCase 1.2D+ 1.0Di + 1.0Wi 90 deg 30 mph 90 degree with 1.25 in Radial Ice Gust Response Factor (Gh): 0.85 Ice Dead Load Factor :1.00 Ice Importance Factor: 1.00 Wind Importance Factor(Iw): 1.00 Section Bev. 0 A, A, Ice Ar e Cf Df Dr Ta Ae EPA, EPA.; Wt. Ice Wt. F, F. Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 1.89 0.30 32.88 23.22 0.57 1.83 0.85 1.00 2.8 24.10 15.25 66.05 4288 3715 71 67 138 4 80.00 1.82 1.05 25.74 19.08 0.52 1.88 0.85 1.00 2.7 18.78 21.14 110.62 5040 4523 54 118 168 ** 3 62.50 1.69 3.98 68.91 48.66 0.41 2.04 0.85 1.00 2.7 47.66 62.94 333.11 14955 13051 140 400 531 ** 2 37.50 1.46 7.15 79.33 54.01 0.36 2.15 0.85 1.00 2.5 55.19 62.94 316.52 15810 13241 148 363 511 1 12.50 1.37 13.05 84.83 55.68 0.32 2.25 0.85 1.00 2.3 62.43 62.94 283.59 15901 12438 163 330 493 ** =Section Force Exceeds Solidity Ratio Criteria 55993 46968 1842 LoadCase 1.0D+ 1.0W Service Normal Serviceability-60 mph Wind Normal Gust Response Factor (Gh): 0.85 Wind Importance Factor(Iw): 1.00 Section Bev. 0 Af A, Ice A, e Cf D, Dr T,z Ae EPA. EPA., Wt. Ice Wt. Fs, F Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 7.57 0.30 9.66 0.00 0.19 2.61 1.00 1.00 0.0 5.84 15.25 0.00 477 0 98 71 169 4 80.00 7.26 1.05 6.66 0.00 0.16 2.72 1.00 1.00 0.0 4.84 21.14 0.00 431 0 81 94 175 3 62.50 6.77 3.98 20.24 0.00 0.15 2.78 1.00 1.00 0.0 15.46 62.94 0.00 1587 0 248 261 508 2 37.50 5.85 7.15 25.32 0.00 0.14 2.81 1.00 1.00 0.0 21.50 62.94 0.00 2140 0 300 225 525 1 12.50 5.48 13.05 29.16 0.00 0.14 2.80 1.00 1.00 0.0 29.57 62.94 0.00 2886 0 386 211 597 ** =Section Force Exceeds Solidity Ratio Criteria 7521 0 1975 LoadCase 1.0D+ 1.0W Service 60 deg. Serviceability-60 mph Wind 60 degree Gust Response Factor (Gh): 0.85 Wind Importance Factor(Iw): 1.00 Section Elev. 0 Af Ar Ice Ar e C, Df Dr Tir A. EPA. EPA.i Wt. Ice Wt. Fs, F. Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 7.57 0.30 9.66 0.00 0.19 2.61 0.80 1.00 0.0 5.78 15.25 0.00 477 0 97 71 168 4 80.00 7.26 1.05 6.66 0.00 0.16 2.72 0.80 1.00 0.0 4.63 21.14 0.00 431 0 78 94 172 3 62.50 6.77 3.98 20.24 0.00 0.15 2.78 0.80 1.00 0.0 14.67 62.94 0.00 1587 0 235 261 496 2 37.50 5.85 7.15 25.32 0.00 0.14 2.81 0.80 1.00 0.0 20.07 62.94 0.00 2140 0 280 225 505 1 12.50 5.48 13.05 29.16 0.00 0.14 2.80 0.80 1.00 0.0 26.97 62.94 0.00 2886 0 352 211 563 - * =Section Force Exceeds Solidity Ratio Criteria 7521 0 1904 Page 8 Site Number: PO03XC041 Code: ANSI/TIA-222-G 02007-2017 byATCIPLLC.All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Section Forces LoadCase 1.0D+ 1.0W Service 90 deg Serviceability-60 mph Wind 90 degree Gust Response Factor (Gh): 0.85 Wind Importance Factor(Iw): 1.00 Section Elev. O Af Ar. Ice Ar e Cf Df Dr T, AQ EPA, EPA., Wt. Ice Wt. Fs, Fe Force (ft) (psf) (sf) (sf) (sf) (in) (s.) (sf) (sf) (Ib) (Ib) (Ib) (Ib) (Ib) 5 92.50 7.57 0.30 9.66 0.00 0.19 2.61 0.85 1.00 0.0 5.80 15.25 0.00 477 0 98 71 168 4 80.00 7.26 1.05 6.66 0.00 0.16 2.72 0.85 1.00 0.0 4.69 21.14 0.00 431 0 79 94 173 3 62.50 6.77 3.98 20.24 0.00 0.15 2.78 0.85 1.00 0.0 14.87 62.94 0.00 1587 0 238 261 499 2 37.50 5.85 7.15 25.32 0.00 0.14 2.81 0.85 1.00 0.0 20.42 62.94 0.00 2140 0 285 225 510 1 12.50 5.48 13.05 29.16 0.00 0.14 2.80 0.85 1.00 0.0 27.62 62.94 0.00 2886 0 361 211 572 ** =Section Force Exceeds Solidity Ratio Criteria 7521 0 1922 Page 9 • Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 by ATC IP LLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Equivalent Lateral Force Method (Based on ASCE7-10 Chapters 11,12&15) Spectral Response Acceleration for Short Period(Se): 0.96 Spectral Response Acceleration at 1.0 Second Period(Si): 0.42 Long-Period Transition Period(TL-Seconds): 16 Importance Factor(le): 1.00 Site Coefficient Fa: 1.12 Site Coefficient F5: 1.58 Response Modification Coefficient(R): 3.00 Design Spectral Response Acceleration at Short Period(Sds): 0.71 Design Spectral Response Acceleration at 1.0 Second Period(Shc): 0.44 Seismic Response Coefficient(Cs): 0.17 Upper Limit Cs: 0.17 Lower Limit Cs: 0.03 Period based on Rayleigh Method(sec): 0.88 Redundancy Factor(p): 1.30 Seismic Force Distribution Exponent(k): 1.19 Total Unfactored Dead Load: 17.00 k Seismic Base Shear(E): 3.68 k LoadCase (1.2+ 0.2Sds)* DL+ E Seismic Height Horizontal Vertical Above Base Weight WZ Force Force Section (ft) (lb) (lb-ft) Cvx (Ib) (lb) 5 92.50 477 105,119 0.039 143 641 4 80.00 431 79,772 0.029 108 578 3 62.50 1,587 218,945 0.081 297 2,131 2 37.50 2,140 160,684 0.059 218 2,874 1 12.50 2,886 58,517 0.022 79 3,875 80010121 98.00 132 31,202 0.012 42 178 800 10866 98.00 245 57,713 0.021 78 329 860-10025 RET 98.00 11 2,568 0.001 3 15 B25 RRH4x30-4Rw/Solar Shields 98.00 153 36,084 0.013 49 205 B66A-RRH4x45 98.00 170 40,188 0.015 55 229 DC6-48-60-18-8F 98.00 33 7,736 0.003 11 44 DC6-48-60-18-8F 98.00 33 7,736 0.003 11 44 EPBQ-652L8H8 98.00 187 44,150 0.016 60 251 ETB19G8-12UB 98.00 95 22,499 0.008 31 128 Platform w/Kickers 98.00 4,800 1,132,04 0.417 1,538 6,446 RRH2x40-07-L 98.00 157 37,074 0.014 50 211 RRH4X25-WCS-4R 98.00 210 49,527 0.018 67 282 16"x9"x6"Combiner 82.00 120 22,886 0.008 31 161 2 ft Std Dish 82.00 28 5,340 0.002 7 38 24"x14"x7"Filter 82.00 180 34,329 0.013 47 242 AW3266 82.00 35 6,726 0.002 9 47 ET-X-WM-18-65-8P 82.00 73 13,884 0.005 19 98 Fiber Junction Cylinder 82.00 11 2,088 0.001 3 15 GPS 82.00 30 5,721 0.002 8 40 ODU 82.00 37 7,133 0.003 10 50 Page 10 Site Number: PO03XC041 Code: ANSI/TIA-222-G ©2007-2017 by ATCIPLLC. Allrightsreserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Equivalent Lateral Force Method - P90-15-XLPP-RR 82.00 116 22,123 0.008 30 156 P90-16-XLPP-RR 82.00 200 38,143 0.014 52 269 Power Junction Cylinder 82.00 13 2,397 0.001 3 17 RET Kit 82.00 9 1,785 0.001 2 13 RRH-C2A 82.00 178 33,985 0.013 46 239 RRH-P4 82.00 188 35,873 0.013 49 253 RRU 2.5LTEV3 82.00 535 102,127 0.038 139 719 Sector Frames 82.00 1,500 286,071 0.105 389 2,014 17,002 2,712,169 1.000 3,684 22,831 LoadCase (0.9 -0.2Sds)*DL+ E Seismic(Reduced DL) Height Horizontal Vertical Above Base Weight Wz Force Force Section (ft) (Ib) (lb-ft) C,,,, (lb) (Ib) 5 92.50 477 105,119 0.039 143 362 4 80.00 431 79,772 0.029 108 326 3 62.50 1,587 218,945 0.081 297 1,201 2 37.50 2,140 160,684 0.059 218 1,620 1 12.50 2,886 58,517 0.022 79 2,185 80010121 98.00 132 31,202 0.012 42 100 800 10866 98.00 245 57,713 0.021 78 185 860-10025 RET 98.00 11 2,568 0.001 3 8 B25 RRH4x30-4R w/Solar Shields 98.00 153 36,084 0.013 49 116 B66A-RRH4x45 98.00 170 40,188 0.015 55 129 DC6-48-60-18-8F 98.00 33 7,736 0.003 11 25 DC6-48-60-18-8F 98.00 33 7,736 0.003 11 25 EPBQ-652L8H8 98.00 187 44,150 0.016 60 142 ETB19G8-12UB 98.00 95 22,499 0.008 31 72 Platform w/Flickers 98.00 4,800 1,132,04 0.417 1,538 3,634 RRH2x40-07-L 98.00 157 37,074 0.014 50 119 RRH4X25-WCS-4R 98.00 210 49,527 0.018 67 159 16"x9"x6"Combiner 82.00 120 22,886 0.008 31 91 2 ft Std Dish 82.00 28 5,340 0.002 7 21 24"x14"x7"Filter 82.00 180 34,329 0.013 47 136 AW3266 82.00 35 6,726 0.002 9 27 ET-X-WM-18-65-8P 82.00 73 13,884 0.005 19 55 Fiber Junction Cylinder 82.00 11 2,088 0.001 3 8 GPS 82.00 30 5,721 0.002 8 23 ODU 82.00 37 7,133 0.003 10 28 P90-15-XLPP-RR 82.00 116 22,123 0.008 30 88 P90-16-XLPP-RR 82.00 200 38,143 0.014 52 151 Power Junction Cylinder 82.00 13 2,397 0.001 3 10 RET Kit 82.00 9 1,785 0.001 2 7 RRH-C2A 82.00 178 33,985 0.013 46 135 RRH-P4 82.00 188 35,873 0.013 49 142 RRU 2.5LTEV3 82.00 535 102,127 0.038 139 405 Sector Frames 82.00 1,500 286,071 0.105 389 1,136 17,002 2,712,169 1.000 3,684 12,873 Page 11 Site Number: PO03XC041 Code: ANSI/TIA-222-G 02007-2017byATC IPLLC, All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Equivalent Modal Analysis Method (Based on ASCE7-10 Chapters 11,12&15 and ANSI/TIA-G,section 2.7) Spectral Response Acceleration for Short Period(Se): 0.96 Spectral Response Acceleration at 1.0 Second Period(Si): 0.42 Importance Factor(le): 1.00 Site Coefficient Fa: 1.12 Site Coefficient Fv: 1.58 Response Modification Coefficient(R): 3.00 Design Spectral Response Acceleration at Short Period(Sds): 0.71 Desing Spectral Response Acceleration at 1.0 Second Period(Shc): 0.44 Period Based on Rayleigh Method(sec): 0.88 Redundancy Factor(p): 1.30 LoadCase (1.2+ 0.2Sds)* DL+ E Seismic Height Horizontal Vertical Above Base Weight Force Force Section (ft) (Ib) a b c Saz (Ib) (Ib) 5 92.50 477 1.617 0.832 0.694 1.067 221 641 4 80.00 431 1.210 0.014 0.262 0.500 93 578 3 62.50 1,587 0.738 -0.098 0.038 0.260 178 2,131 2 37.50 2,140 0.266 0.052 0.015 0.184 170 2,874 1 12.50 2,886 0.030 0.068 0.040 0.081 101 3,875 80010121 98.00 132 1.815 1.608 1.004 1.460 84 178 800 10866 98.00 245 1.815 1.608 1.004 1.460 155 329 860-10025 RET 98.00 11 1.815 1.608 1.004 1.460 7 15 B25 RRH4x30-4Rw/Solar Shields 98.00 153 1.815 1.608 1.004 1.460 97 205 B66A-RRH4x45 98.00 170 1.815 1.608 1.004 1.460 108 229 DC6-48-60-18-8F 98.00 33 1.815 1.608 1.004 1.460 21 44 DC6-48-60-18-8F 98.00 33 1.815 1.608 1.004 1.460 21 44 EPBQ-652L8H8 98.00 187 1.815 1.608 1.004 1.460 118 251 ETB19G8-12UB 98.00 95 1.815 1.608 1.004 1.460 60 128 Platform w/Kickers 98.00 4,800 1.815 1.608 1.004 1.460 3,037 6,446 RRH2x40-07-L 98.00 157 1.815 1.608 1.004 1.460 99 211 RRH4X25-WCS-4R 98.00 210 1.815 1.608 1.004 1.460 133 282 16"x9"x6"Combiner 82.00 120 1.271 0.082 0.311 0.563 29 161 2 ft Std Dish 82.00 28 1.271 0.082 0.311 0.563 7 38 24"x14"x7"Filter 82.00 180 1.271 0.082 0.311 0.563 44 242 AW3266 82.00 35 1.271 0.082 0.311 0.563 9 47 ET-X-WM-18-65-8P 82.00 73 1.271 0.082 0.311 0.563 18 98 Fiber Junction Cylinder 82.00 11 1.271 0.082 0.311 0.563 3 15 GPS 82.00 30 1.271 0.082 0.311 0.563 7 40 ODU 82.00 37 1.271 0.082 0.311 0.563 9 50 P90-15-XLPP-RR 82.00 116 1.271 0.082 0.311 0.563 28 156 P90-16-XLPP-RR 82.00 200 1.271 0.082 0.311 0.563 49 269 Power Junction Cylinder 82.00 13 1.271 0.082 0.311 0.563 3 17 RET Kit 82.00 9 1.271 0.082 0.311 0.563 2 13 RRH-C2A 82.00 178 1.271 0.082 0.311 0.563 43 239 RRH-P4 82.00 188 1.271 0.082 0.311 0.563 46 253 RRU 2.5LTEV3 82.00 535 1.271 0.082 0.311 0.563 131 719 Sector Frames 82.00 1,500 1.271 0.082 0.311 0.563 366 2,014 17,002 45.976 21.482 18.067 28.612 5,496 22,831 Page 12 Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 by ATC IP LLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Equivalent Modal Analysis Method - LoadCase (0.9-0.2Sds)*DL+ E Seismic(Reduced DL) Height Horizontal Vertical Above Base Weight Force Force Section (ft) (Ib) a b c S. (Ib) (Ib) 5 92.50 477 1.617 0.832 0.694 1.067 221 362 4 80.00 431 1.210 0.014 0.262 0.500 93 326 3 62.50 1,587 0.738 -0.098 0.038 0.260 178 1,201 2 37.50 2,140 0.266 0.052 0.015 0.184 170 1,620 1 12.50 2,886 0.030 0.068 0.040 0.081 101 2,185 80010121 98.00 132 1.815 1.608 1.004 1.460 84 100 800 10866 98.00 245 1.815 1.608 1.004 1.460 155 185 860-10025 RET 98.00 11 1.815 1.608 1.004 1.460 7 8 B25 RRH4x30-4R w/Solar Shields 98.00 153 1.815 1.608 1.004 1.460 97 116 B66A-RRH4x45 98.00 170 1.815 1.608 1.004 1.460 108 129 DC6-48-60-18-8F 98.00 33 1.815 1.608 1.004 1.460 21 25 DC6-48-60-18-8F 98.00 33 1.815 1.608 1.004 1.460 21 25 EPBQ-652L8H8 98.00 187 1.815 1.608 1.004 1.460 118 142 ETB19G8-12UB 98.00 95 1.815 1.608 1.004 1.460 60 72 Platform w/IGckers 98.00 4,800 1.815 1.608 1.004 1.460 3,037 3,634 RRH2x40-07-L 98.00 157 1.815 1.608 1.004 1.460 99 119 RRH4X25-WCS-4R 98.00 210 1.815 1.608 1.004 1.460 133 159 16"x9"x6"Combiner 82.00 120 1.271 0.082 0.311 0.563 29 91 2 ft Std Dish 82.00 28 1.271 0.082 0.311 0.563 7 21 24"x14"x7"Filter 82.00 180 1.271 0.082 0.311 0.563 44 136 AW3266 82.00 35 1.271 0.082 0.311 0.563 9 27 ET-X-WM-18-65-8P 82.00 73 1.271 0.082 0.311 0.563 18 55 Fiber Junction Cylinder 82.00 11 1.271 0.082 0.311 0.563 3 8 GPS 82.00 30 1.271 0.082 0.311 0.563 7 23 ODU 82.00 37 1.271 0.082 0.311 0.563 9 28 P90-15-XLPP-RR 82.00 116 1.271 0.082 0.311 0.563 28 88 P90-16-XLPP-RR 82.00 200 1.271 0.082 0.311 0.563 49 151 Power Junction Cylinder 82.00 13 1.271 0.082 0.311 0.563 3 10 RET Kit 82.00 9 1.271 0.082 0.311 0.563 2 7 RRH-C2A 82.00 178 1.271 0.082 0.311 0.563 43 135 RRH-P4 82.00 188 1.271 0.082 0.311 0.563 46 142 RRU 2.5LTEV3 82.00 535 1.271 0.082 0.311 0.563 131 405 Sector Frames 82.00 1,500 1.271 0.082 0.311 0.563 366 1,136 17,002 45.976 21.482 18.067 28.612 5,496 12,873 Page 13 Site Number: PO03XC041 Code: ANSI/TIA-222-G 02007-2017byATC IPLLC. All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM Customer: Sprint Sites USA-GA 2 Force/Stress Summary Section: 1 TYPICAL 25 FT Bot Elev(ft): 0.00 Height(ft): 25.000 Shear Bear Pu Len Bracing% F'y Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-4"DIA PIPE -100.02 1.2D+1.6W 6.26 100 100 100 50.8 35.0 121.75 0 0 0.00 0.00 82 Member X HORIZ SAE-3.5X3.5X0.25 -0.22 1.2D+1.6W 60 12.16 100 100 100 210.3 36.0 8.63 0 0 0.00 0.00 2 Member Z DIAG PST-2"DIA PIPE -4.79 1.20+1.6W 90 13.38 100 100 100 204.1 35.0 5.80 0 0 0.00 0.00 82 Member X Shear Bear Pu Fy Fu Phit Pn Num Num phiRnv phiRn Use Max Tens ion Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-4"DIA PIPE 87.42 0.9D+1.6W 60 35 60 138.91 0 0 0.00 0.00 62 Member HORIZ SAE-3.5X3.5X0.25 0.19 1.2D+1.6W 36 58 54.76 0 0 0.00 0.00 0 Member DIAG PST-2"DIA PIPE 4.53 1.2D+1.6W 90 35 60 33.71 0 0 0.00 0.00 13 Member Max Splice Forces Pu phiRnt Use Num (kip) Load Case (kip) % Bolts Bolt Type Top Tension 74.21 0.9D+1.6W 60 0.00 0 0 Top Compression 85.29 1.2D+1.6W 0.00 0 Bot Tension 89.40 0.9D+1.6W 60 219.60 41 6 1 Gr 50 Bot Com press ion 102.08 1.2D+1.6W 0.00 0 Section: 2 TYPICAL 25 FT Bot Elev(ft): 25.00 Height(ft): 25.000 Shear Bear Pu Len Bracing% F'y Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-3-1/2"DIA PIPE -82.95 1.2D+1.6W 6.26 100 100 100 57.4 35.0 97.96 0 0 0.00 0.00 84 Member X HORIZ SAE-2.5X2.5X0.1875 -0.25 1.2D+1.6W 60 9.557 100 100 100 231.7 36.0 3.80 0 0 0.00 0.00 6 Member Z DIAG PST-2"DIA PIPE -4.79 1.2D+1.6W 90 11.15 100 100 100 170.0 35.0 8.36 0 0 0.00 0.00 57 Member X Shear Bear Pu Fy Fu Phit Pn Num Num phiRnv phiRn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-3-1/2"DIA PIPE 72.36 0.9D+1.6W 60 35 60 115.92 0 0 0.00 0.00 62 Member HORIZ SAE-2.5X2.5X0.1875 0.22 1.2D+1.6W 36 58 29.22 0 0 0.00 0.00 0 Member DIAG PST-2"DIA PIPE 4.75 1.2D+1.6W 90 35 60 33.71 0 0 0.00 0.00 14 Member Max Splice Forces Pu phiRnt Use Num (kip) Load Case (kip) % Bolts Bolt Type Top Tension 55.93 0.9D+1.6W 60 0.00 0 0 Top Compression 65.16 1.20+1.6W 0.00 0 Bot Tension 74.21 0.9D+1.6W 60 82.80 90 4 5/8 A325 Bot Com press ion 85.29 1.2D+1.6W 0.00 0 Page 14 • Site Number: PO03XC041 Code: ANSI/TIA-222-G CO 2007-2017 byATCIPLLC.All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Force/Stress Summary Section: 3 TYPICAL 25 FT Bot Elev(ft): 50.00 Height(ft): 25.000 Shear Bear Pu Len Bracing% F'y Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-3"DIA PIPE -62.17 1.20+1.6W 6.26 100 100 100 65.9 35.0 76.17 0 0 0.00 0.00 81 Member X HORIZ SAE-2X2X0.125 -0.22 1.2D+1.6W 90 6.953 100 100 100 209.6 36.0 2.47 0 0 0.00 0.00 9 Member Z DIAG PST-1-1/2"DIA PIP -5.38 1.2D+1.6W 90 9.112 95 95 95 166.7 35.0 6.49 0 0 0.00 0.00 82 Member X Shear Bear Pu Fy Fu Phit Pn Num Num phiRnv phiRn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) %o Controls LEG PX-3"DIA PIPE 53.39 0.90+1.6W 60 35 60 95.13 0 0 0.00 0.00 56 Member HORIZ SAE-2X2X0.125 0.18 1.2D+1.6W 36 58 15.55 0 0 0.00 0.00 1 Member DIAG PST-1-1/2"DIA PIP 5.68 1.2D+1.6W 90 35 60 25.17 0 0 0.00 0.00 22 Member Pu phiRnt Use Num Max Splice Forces (kip) Load Case (kip) % Bolts Bolt Type Top Tension 29.23 0.9D+1.6W 60 0.00 0 0 Top Compression 36.98 1.2D+1.6W 0.00 0 Bot Tension 55.93 0.9D+1.6W 60 82.80 68 4 5/8 A325 Bot Compression 65.16 1.2D+1.6W 0.00 0 Section: 4 TYPICAL 25 FT Bot Elev(ft): 75.00 Height(ft): 10.000 Shear Bear Pu Len Bracing% F'y Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST-2-1/2"DIA PIP -33.08 1.2D+1.6W 5.01 100 100 100 63.5 35.0 43.67 0 0 0.00 0.00 75 Member X HORIZ SAE-1.5X1.5X0.125 -1.35 1.20+1.6W 4.479 100 100 100 181.6 36.0 2.47 0 0 0.00 0.00 54 Member Z DIAG PST-1-1/4"DIA PIP -5.37 1.2D+1.6W 6.891 100 100 100 153.1 35.0 6.45 0 0 0.00 0.00 83 Member X Shear Bear Pu Fy Fu Phit Pn Num Num phiRnv phiRn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST-2-1/2"DIA PIP 25.67 0.9D+1.6W 60 35 60 53.68 0 0 0.00 0.00 47 Member HORIZ SAE-1.5X1.5X0.125 1.24 1.2D+1.6W 60 36 58 11.66 0 0 0.00 0.00 10 Member DIAG PST-1-1/4"DIA PIP 6.06 1.2D+1.6W 90 35 60 21.07 0 0 0.00 0.00 28 Member Pu phiRnt Use Num Max Splice Forces (kip) Load Case (kip) % Bolts Bolt Type Top Tension 18.38 0.9D+1.6W 60 0.00 0 0 Top Compression 23.34 1.2D+1.6W 0.00 0 Bot Tension 29.23 0.9D+1.6W 60 62.10 47 3 5/8 A325 Bot Compression 36.98 1.2D+1.6W 0.00 0 Page 15 • Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 byATCIPLLC.All rights reserved. Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Force/Stress Summary Section: 5 TYPICAL 25 FT Bot Elev(ft): 85.00 Height(ft): 15.000 Shear Bear Pu Len Bracing% F'y Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KL/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST-2-1/2"DIA PIP -20.71 1.2D+1.6W 5.01 200 200 200 126.9 35.0 23.53 0 0 0.00 0.00 88 Member X HORIZ SAE-1.5X1.5X0.125 -1.80 1.2D+1.6W 2.396 100 100 100 97.1 36.0 7.10 0 0 0.00 0.00 25 Member Z DIAG PST-1-1/4"DIA PIP -5.08 1.2D+1.6W 5.664 100 100 100 125.9 35.0 9.37 0 0 0.00 0.00 54 Member X Shear Bear Pu Fy Fu Phit Pn Num Num phiRnv phiizn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST-2-1/2"DIA PIP 15.95 0.9D+1.6W 60 35 60 53.68 0 0 0.00 0.00 29 Member HORIZ SAE-1.5X1.5X0.125 1.64 0.9D+1.6W 60 36 58 11.66 0 0 0.00 0.00 14 Member DIAG PST-1-1/4"DIA PIP 5.83 1.2D+1.6W 90 35 60 21.07 0 0 0.00 0.00 27 Member Max Splice Forces Pu phiRnt Use Num (kip) Load Case (kip) % Bolts Bolt Type Top Tension 0.00 0.00 0 0 Top Compression 7.82 1.2D+1.0Di+ 0.00 0 Bot Tension 18.38 0.9D+1.6W 60 62.10 30 3 5/8 A325 Bot Com press ion 23.34 1.2D+1.6W 0.00 0 Page 16 Site Number: PO03XC041 Code: ANSI/TIA-222-G 02007-2017 byATCIPLLC. 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Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Support Forces Summary FX FY FZ Load Case Node (kip) (kip) (kip) (-)=Uplift (+)=Down (0.9-0.2Sds)*DL+E 60 deg M1 lb -1.88 -23.86 -0.74 la -0.99 18.17 0.58 1 -0.30 18.13 -1.67 (0.9-0.2Sds)*DL+E 60 deg M2 lb -2.94 -39.95 -1.24 1a -1.41 26.23 0.83 1 -0.38 26.16 -2.32 (0.9-0.2Sds)*DL+E 90 deg M1 lb -1.77 -20.09 -0.62 1a -1.71 28.41 1.19 1 -0.17 4.12 -0.58 (0.9-0.2Sds)*DL+E 90 deg M2 lb -2.74 -34.02 -1.05 la -2.51 42.35 1.72 1 -0.22 4.11 -0.67 (0.9-0.2Sds)*DL+E Normal M1 lb -0.52 -9.88 -0.30 la 0.82 -9.84 -0.82 1 -0.30 32.15 -2.53 (0.9-0.2Sds)*DL+E Normal M2 lb -0.95 -17.94 -0.54 1a 1.35 -17.87 -1.23 1 -0.40 48.24 -3.69 (1.2+0.2Sds)*DL+E 60 deg M1 lb -1.69 -20.75 -0.63 1a -1.17 21.42 0.68 1 -0.29 21.38 -1.88 (1.2+0.2Sds)*DL+E 60 deg M2 lb -2.75 -36.91 -1.14 1a -1.60 29.52 0.94 1 -0.38 29.45 -2.53 (1.2+0.2Sds)*DL+E 90 deg M1 lb -1.58 -16.97 -0.51 1a -1.90 31.70 1.30 1 -0.17 7.33 -0.79 (1.2+0.2Sds)*DL+E 90 deg M2 lb -2.55 -30.97 -0.95 la -2.70 45.71 1.83 1 -0.21 7.31 -0.88 (1.2+0.2Sds)*DL+E Normal M1 lb -0.34 -6.72 -0.19 la 0.64 -6.68 -0.71 1 -0.30 35.46 -2.75 (1.2+0.2Sds)*DL+E Normal M2 lb -0.77 -14.81 -0.44 1a 1.17 -14.75 -1.12 1 -0.39 51.62 -3.90 0.9D+1.6W 60 deg lb -8.33 -88.88 -2.88 1a -2.93 52.15 1.54 1 -1.78 52.02 -6.18 0.9D+1.6W 90 deg lb -8.25 -76.52 -2.39 la -5.76 86.80 4.37 1 -1.13 5.03 -1.99 0.9D+1.6W Normal lb -2.28 -42.45 -1.52 1a 4.00 -42.31 -4.51 Page 17 Site Number: PO03XC041 Code: ANSI/TIA-222-G ©2007-2017 byATCIPLLC. 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Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM ' Customer: Sprint Sites USA-GA 2 1 -1.72 100.06 -9.32 1.0D+1.0W Service 60 deg lb -1.82 -17.72 -0.57 la -0.98 17.37 0.52 1 -0.45 17.35 -1.82 1.0D+1.0W Service 90 deg lb -1.79 -14.62 -0.45 1a -1.69 25.97 1.23 1 -0.28 5.65 -0.78 1.0D+1.0W Service Normal lb -0.32 -6.15 -0.23 1a 0.75 -6.12 -0.97 1 -0.43 29.28 -2.61 1.2D+1.0Di+1.0Wi 60 deg lb 0.04 16.40 0.39 is -1.89 37.46 1.05 1 -0.35 37.47 -2.72 1.2D+1.ODi+1.OWi90deg lb 0.03 18.28 0.47 la -2.35 42.60 1.55 1 -0.22 30.45 -2.02 1.2D+1.0Di+1.0Wi Normal lb 1.09 23.35 0.59 1a -0.77 23.37 0.03 1 -0.33 44.61 -3.19 1.2D+1.6W 60 deg lb -8.24 -87.35 -2.83 la -3.02 53.94 1.60 1 -1.77 53.81 -6.29 1.2D+1.6W 90 deg lb -8.15 -74.97 -2.34 la -5.86 88.65 4.43 1 -1.12 6.73 -2.09 1.2D+1.6W Normal lb -2.19 -40.84 -1.47 la 3.91 -40.70 -4.45 1 -1.72 101.94 -9.43 Max Uplift: 88.88(kip) Moment: 1,055.67 (kip-ft) 1.2D+1.6W Normal Max Down: 101.94(kip) Total Down: 20.40 (kip) Max Shear: 9.58(kip) Total Shear: 15.35 (kip) Page 18 • Site Number: PO03XC041 Code: ANSI/TIA-222-G 0 2007-2017 by A TC IP LLC. 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Site Name: Tigard,OR Engineering Number: REV04 8/17/2017 10:00:31 AM - Customer: Sprint Sites USA-GA 2 Deflections and Rotations Elevation Deflection Twist Sway Load Case (ft) (ft) (deg) (deg) 30 mph 60 degree with 1.25 in Radial Ice 80.00 0.0560 0.0049 0.0891 100.00 0.0865 0.0054 0.1027 30 mph 90 degree with 1.25 in Radial Ice 80.00 0.0561 0.0032 0.0875 100.00 0.0861 0.0041 0.1146 30 mph Normal with 1.25 in Radial Ice 80.00 0.0570 0.0049 0.0917 100.00 0.0876 0.0058 0.1162 95 mph 60 deg with No Ice (Reduced DL) 80.00 0.3960 0.0317 0.6067 100.00 0.6381 0.0365 0.7585 95 mph 60 degree with No Ice 80.00 0.3972 0.0319 0.6094 100.00 0.6401 0.0366 0.7598 95 mph 90 deg with No Ice (Reduced DL) 80.00 0.3973 0.0187 0.6073 100.00 0.6397 0.0236 0.7835 95 mph 90 degree with No Ice 80.00 0.3984 0.0188 0.6096 100.00 0.6417 0.0238 0.7881 95 mph Normal to Face with No Ice(Reduced DL) 80.00 0.3993 0.0314 0.6056 100.00 0.6424 0.0383 0.7726 95 mph Normal to Face with No Ice 80.00 0.4005 0.0315 0.6080 100.00 0.6445 0.0385 0.7773 Seismic(Reduced DL)60 degree M1 80.00 0.1261 0.0099 0.2043 100.00 0.2052 0.0050 0.2540 Seismic(Reduced DL)60 degree M2 80.00 0.2040 0.0161 0.3427 100.00 0.3404 0.0091 0.4609 Seismic(Reduced DL)90 degree M1 80.00 0.1260 0.0061 0.2100 100.00 0.2052 0.0064 0.2711 Seismic(Reduced DL)90 degree M2 80.00 0.2039 0.0100 0.3545 100.00 0.3403 0.0104 0.4769 Seismic(Reduced DL)Normal M1 80.00 0.1262 0.0094 0.2037 100.00 0.2051 0.0064 0.2511 Seismic(Reduced DL)Normal M2 80.00 0.2040 0.0154 0.3422 100.00 0.3400 0.0102 0.4462 Seismic 60 degree M1 80.00 0.1270 0.0100 0.2058 100.00 0.2064 0.0055 0.2573 Seismic 60 degree M2 80.00 0.2052 0.0161 0.3450 100.00 0.3424 0.0097 0.4673 Seismic 90 degree Ml 80.00 0.1268 0.0061 0.2113 100.00 0.2063 0.0068 0.2738 Seismic 90 degree M2 80.00 0.2051 0.0100 0.3567 100.00 0.3422 0.0109 0.4810 Seismic Normal M1 80.00 0.1270 0.0095 0.2046 100.00 0.2063 0.0068 0.2542 Seismic Normal M2 80.00 0.2053 0.0154 0.3440 100.00 0.3420 0.0106 0.4507 Serviceability-60 mph Wind 60 degree 80.00 0.0989 0.0080 0.1527 100.00 0.1592 0.0094 0.1906 Serviceability-60 mph Wind 90 degree 80.00 0.0989 0.0048 0.1517 100.00 0.1593 0.0061 0.1988 Serviceability-60 mph Wind Normal 80.00 0.0996 0.0080 0.1529 100.00 0.1602 0.0099 0.1966 Page 19 DATE OASEMA4N ENGINEERING SOLUTIONS,LLC PROJECT .176 4k- ----- - CUSTOMER '.1 (IRAAA---kr) \A.A-DCc A.f -."-"k cr , UNIC2- % IAA K4-7 01/4A 3c" x) .4(..Lci-) ' spAp-is oi l4t7..L.tep,A. A-.0464-Forz19 ) -197 1,9 Skari- • 13r_kou.) kAA--t- s0 -L • • 1 - 14:1" ( Ec.) \ \A p.-T . a(ece - S3 C . kso (2,1\ 1079 N 204TH AVENUE, ELKHORN, NE 68022 PH: 402-289-1888 FAX: 402-289-1861 . • DATE fir ISE/WINVI - BY1-\--1- ENGINEERING SOLUTIONS,LLC PROJECT _ CUSTOMER vP G-17-1-F 0116.-T2.11-t k,SS14.1 1( ocCkk c46Cst- (Fts 9°)C \24\1- tor) -4 4- ct %L.A. `A"1"N;e5i-sk-- ortyc-7 ("2-1 r:F‘ 30 4- -7 CA-V)12S . flY 1CYC) (:2;) \ACT. COY C- -;13Z2--S Ct3 r3 VA kC:> DF- t 01.16 Lk.LQ \AA tvT) 'Vrv't-V-At=i4 t>ES( 1,1 Loa) 92cDp k c_4 (30 lc)( 2(.0 Viral) - (033 4- "7 22 3LA 5514'> \VA 1079 N 204TH AVENUE, ELKHORN, NE 68022 PH: 402-289-1888 FAX: 402-289-1861 • frig DATE /SWUM BY 71-1.71- ENGINEERING SOLUTIONS,LLC PROJECT _ _ CUSTOMER -LA-Zt — C_Dtd6 icr LOT -z 1,24414- \f'P 0E- c40,C"\-- k.0 R 7 , ‘ (K_, /0 ark 3vs' tAt, t-fitLk ) `r- In (-ea ct.g.,AA 2- 11^1e1ic,..1 aL4-ciAgr,-s (kowitivema , Cok- I €3 . \ -- 91'4— G, 1079 N 204TH AVENUE, ELKHORN, NE 68022 PH: 402-289-1888 FAX: 402-289-1861 DATE _ fliOSEMA4N BY .11-1— ENGINEERING SOLUTIONS,LLC PROJECT C:70 et7'20)4C-'424-t - CUSTOMER FOZW.4-".(9'_ _ Ct9.4 a_c--liezji tit-1/4 a."1- D" -2 4010 -D (C) ‘,3 FATC *5 1041110111111111ii (4) 4 -er qPY),-)raf, 11101111111111111 (/- * 5 A4-012---Th. 1 I dmo elm 1079 N 204TH AVENUE, ELKHORN, NE 68022 PH: 402-289-1888 FAX: 402-289-1861 4SEMMNDATE *LA- PROJECT SOLUTIONS,LLC - BY - - -- PROJECT 1 b 3n,64- - CUSTOMER 171g44/1-' I� (Sc—y .D‘) (41) 4 r3 t 4.7 t4-1 t 2.k Tc t 4,3 �( f r ( . (c)>(.\ .t"\-:'((aatSS;)( --76u') i14 I1� > cce-t 194 --- ci 5t-c 5K0--- Pte ) 4)\tit `g') C1,e, C . 6,,cD) --- 22 > "Dovti 1079 N 204TH AVENUE, ELKHORN, NE 68022 PH: 402-289-1888 FAX: 402-289-1861 Site Name: Tigard OR Program Last 8/3/2011 Site Number: PO03XC041 American Tower Corporation - Engineer: AHB Engineering Number: REV04 Date: 06/09/17 . ...i Design Base Loads(Factored)-Analysis per T1A-222-G Standards -17-1-r171.711I•TT_ ,_i- III • I Analyze or Design a Foundation? Analyze Foundation Mapped: N r►-, _^,0 Moment(M): k-ft rte' Shear/Leg(V): 9.6 k Compression/Leg(P): 101.9 k Uplift/Leg(U): 88.9 k Tower Type(GT/SST/MP): SST Diameter of Caisson(d): 2.5 ft Caisson Embedment(L-h): 18.5 ft Caisson Height Above Ground(h): 0.5 ft Depth Below Ground Surface to Water Table(w): 8.0 ft Unit Weight of Concrete: 150.0 pcf Unit Weight of Water: 62.4 pcf Tension Skin Friction/Compression Skin Friction: 0.67 Pullout Angle: 30.0 degrees Soil Mechanical Properties Depth(ft) ;so;F Cohesion ¢ Ultimate Skin Ultimate Bearing Top Bottom (pcf) (psf) (degree) Friction(psf) Pressure(psf) 0.0 2.0 100 0 0 0 0 2.0 8,0 111 0 33 160 0 8.0 11.0 119 0 33 290 0 11.0 13.0 113 0 33 430 24000 13.0 19.5 120 0 33 430 24000 Required Embedment: #N/A #N/A Volume of Concrete: 93.3 ft' = 3.5 yds Weight of Concrete(Buoyancy Effect Considered): 10.8 k Average Soil Unit Weight: 78.6 pcf Skin Friction Resistance: 39.7 k Compressive Bearing Resistance: 117.8 k Pullout Weight(Minus Concrete Weight): 234.7 k Nominal Uplift Capacity per Leg(¢15T„): 27.9 k 0---•- S\Aa-' - c tt'z- -c Nominal Compressive Capacity per Leg(4 P,): 1118.1 k ,, - .lu4"t PU: 105.9k t� .C.� TIO,T„: 3.18 Result NG P„bp,P,,: 0.90 Result: OK Total Lateral Resistance: 346.7 k Inflection Point(Below Ground Surface): 12.5 ft Design Overturning Moment At Inflection Point(Mn): 124.9 k-ft Nominal Moment Capacity(ri>$M„): 938.2 k-ft M0/0,M,.: 0.13 Result: OK r),: 0.75 I I COPYRIGHT DUPLICATION, RECORDING, USE OR DISCLOSURE PROIPEOLTL' WITHOUT WRITTEN AUTHOWATION Of Wes Tow, Corwoonli rI,or. _... 3'.-10 IN,' .... / \ 1 in / \ \ 30 O C AI SaON .,3' / BELOW - TYPICAL / \ , / EXISTING TOWER .' , if- \ _ 1 ILE5 BENT REBAR EACH SIDE OF TOWER LEG. SEE '52' FOR DETAIL5 / / ....' #---:\ \ / t t TITLE: FOUNDATION REINFORCING PLAN VIEW r LI WES„OWER W IC CUSTOMER: SPRINT 1 , ,... 2'--cl 3/4' tic TSP ...- PROJECT: 100 FT 55 TONER - FNDN UPGRADE IA-7 16/IC SITE: BEAVERTON, OREGON PLAN VIEN OWN RI APPR'D: DATE. DRAWING No.: REV'', RB RG0RbI7 -El . II . 1 COPYRIGHT: DUPLICA-ION, RECORDING, I)SE OR DISCL0'.,iRE PROHIBITED WITHOUT WRITTEN AUTHORIZATION OF WesTowor Co-Broonicc•B4ns TOWER DIAGONAL TOWER LEG 22 n4 BARS EA NAY @ 12o/c „.:,...' , • . ...., NEW CONCRETE EXISTING GRADE _ , . . ' • ' . " .?i ' . . . _ , . 4 , ._,.., , i 4 ` ^ . . ' .. . :. .:„......_,.. - ' _ _ , , _,......—...A . . ., - , . . „„, . - . ,., . , , , „, , ,, ; ! . ! , ! , , ' —.——,— . i ! ! i I 1 NEW n6 BARS. 2 EACH PIER, DRILL ..•-• 1 I 1/2'0 HL TRRU EXISTING SLAB li 3 FT ,. INTO EXISTING PIERS THEN GROUT 0 NMI NON-SHRINK EXPANDING GROUT. , ml 1 . SEE BELOW FOR REBAR DETAIL -64 ... , ..: '3 i EXISTING ANCHOR BOLTS (DOTTED) I, , I : :.1 N (.._ I I EXISTING 30' 0 CONCRETE PIER I i , . REBAR LAYOUT - G REQ'T) TOTAL. ! . . ! I..„ I NOTE- SEE NESTONER STANDARD CONSTRUCTION NOTES SEC T ION ED-A ,,,_LL ON REBAR LIST AND FOUNDATION NOTES SI-IEET. - TITLE: FOUNDATION REINFORCING SECTION VIEW r r 0 vi:S I 0 IV E R CUSTOMER: SPRINT PROJECT: 100 FT 55 TONER - FNDN UPGRADE SITE: BEAVERTON, OREGON OWN 43Y,APPR`D: DArE, DRAWING No. PEYN, RB 7-I -qG cibOR617 --E2 _ 1 i -7\.- ,,\ , 1 k i ,p . .--,.,,•,c; ti , ,' Alf \ \ / 11/ 'y f / / z \ .., t Y