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043-682-015
ENO RICCI 1701 Santa Clara Avenue, Chico ,ontr: Butte Roofing 8/�lp� Ermit#2548-87B(reroof/SF) ' 043-682-015 99-0715 RICCI, Rinaldo I 1701 Sanfa Clara , hico Contr: Paci ell Wirless tow 043-682-015 03-1056 RICCI, RINALDE 1701 SANTA CLARA, CHICO UPGRADE & RELOCATE ELEC ' 043-682-015 03-1296 R4h I RICCI, RINALDE 1701 SANTA CLARA, CHICO ADD 2ND ELEC. METER --ll II. F i - p i � h '� I ���I c� _� ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 5 , / (Rev. 12/96) APPLICATION AND PERMIT n ?qb ASSESSOR PARCEL NUMBERZONING _63 A —10 BUILDING PERMIT OWNER RI ' T TELEPHONE SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING AD KESS n 026 S.41EA CTARA AVE, CHICO, CA 95928 CONTRACTOR'S NAME OG MER TELEPHONE' CONTRACTORS MAILING ADDRESS ' CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation is ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS Energy Plan Checking Fee $ PERMIT FEE _ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 - Solar or heat um water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: IDD ?_IIID ELEC. NEi'F'IZ Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home IS I GI W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 R LESS Main Service 200A OR LESS 23.00 93-00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUR OR ADDNS. & ACC. BLDS. SO 3.5¢FT. NON-AESID MULTI -OUTLET @7,50 PCWP APPAy,TUS 6 SINGLE OunET CIR. Ex. OCCu CUTLET OR FIXTURES B20 @ 1.000 FIXI Ex. Occup. oimFis RM.1p OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEL: $ Policy Number (rhe above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall for with comply with those provisions. ' X Date .S - s—" O-� Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavati s over 5'0" deep and demolition or construction of structures s orn ei ht. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $Z,:)DO MAZ. p. FEES IMP FLOOD CDF PARCEL PD HD S This permit is hereby issued under the applicable of a Butte Co ty Code and/or Resolutions indic d abov for.which f es have been By WPAU&IDate PERMIT EXPIRES ON provisions to do work paid. file Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT A 'COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 536-7541�� PE17NO 12/961 APPLICATION AND PERMIT SSESSOR PARCEL MC0. NUMBER w ,— / zomNw l O ' I BUILDING PERMIT nVNER T W, SO. FT. OCC. BUILDING VALUATION /� MINE3LS S �/ / V �MMCTOR T �NTRAC S MARINO 0 6 :DNSTAALIcnoN LENDER Fireplace ENDERS NNUNG ADDRESS Total Valuation S ORCMRECT OR ENGINEER LICENSE NO. Firing Fee S 20.00 Permit Fee S WCNRECT OR ENGINEERS MAIUNG ADDRESS Plan Checking FIB S aUR.DING ADDRESS Z7_4 Z-:Jzz&5 Energy Plan Checking Fee $ ' qCEL PERMIT FEE _ LpT NO. SIJBDLvsLONb HANE MAP PLUMBING PERMIT Fling Fee 20. DO Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other c�ffv Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Rem el ❑ Utilities In ❑ Other ❑ Describe Work: ,!/ Gas piping system' t - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 1 20.00 Main Service pw oa LLEFSs 23.OD ZP5 SAA ott r f O 44mmw- 4 • l �� •1��Q 04�indicated vm W� Main Service 2*" TD NomA 46.00 NEW CONST: DwElia+o oLxuP. I se OR ADDNS. t ACC. iff. 3.5¢F7. NON-RESa NST.MULTFOUn.ET e0 7.50 PC:0 APPARATUS i . LE OVrLET GA .00 Ex. Occup. ovnzr OR FwTLIRES NEx. Occu . LmE�EaroTem orar Service Mobile Home Facilities 320.00 Wise. Wirin PERMIT FEE MECHANICAL PERMIT Fling Fee 20.00 Heating Coolie Hood 6.50 Ventilation PERMIT FEL S Mobile Home Installation Fee $ Energy Inspection Fee 5 occ CONST. TYPE TOTAL FEES KA -Z. D. FE6 IMP I FLOOD CDf PARCEL PD �0 i ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work above for which fees have been paid. By Date PERMIT EXPIRES ON (iJe le COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, Cpliforni 95965 • Telephone (530) 538-75410�� fE��M n (Rev. 12/96) APPLICATION AND PERMIT / l�m ASSESSOR PARCEL NUMBER 043-082-015 ZONING /� / 1V BUILDING PERMIT OWNERn Ricci RINALDE & STELLA TELEPHONE 342-1071 SQ, FT, OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 1826 SANTA CIARA AVE. CHICO 95928 CONTRACTOR'S NAME 7 OWN 1� TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS 1701 SANTA CLARA AVE. CHICO Energy Plan Checking Fee $ $ PERMIT FEE $ LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ installation ❑ Other ❑ Describe Work: UPGRADE & RELOCATE =C. SERV.& MISC. WIRI TO 200 AMP Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home T§ G W 1 @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service zoOAORLESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencin with Section 7000 of Division 3 of the Business and Professions Code, g ) and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUP. OR ADDNS. ( a ACC. BLDS. SO 3.5QFT: NEW CONST. LTIOUT -L NON-R61D. MUET @7,50 POy Ep APPA�T� 8 SINGLE OUTLET CIR. Ex. OCCu OUTLET OR FIXTURES B2' p �.w Ex. Occup. o,x%TsR .D& 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.0023,00 PER INSPECTION 23.00 — PERMIT FEE _ 89 00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply With those provisions. �[ _ X Date L / — d3 Signature of A plicant - Owner ❑Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FES $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 89. 00 HAZ D FEES IMP FLOOD CDF PARCEL I PD HD ISS This permit is hereby issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been By PERMIT EXPIRES ON provisions to do work paid. &_2 y to Q Receipt No. 376017 $ 89.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT F :v.12ts6j COUH Y OF BUTTE - DEPARTMEUT OF DEVELOPMENT SERVICES - BUI4ING DMSlON 7 County Center Drive P Orovilla, CaWornia 35965 • Tel phone (53Q) 53B-f54� APPL1cATONAHDPERM11 v3 BUILDING PERMI I 71 SQ. Z OCA. SUELD243 VALUATION ort F -.C= Da ems WAM ADDP0i r c.rrasMMM USE DFS1i r UCTURE �F 17 Dupfmt D M+ Wmhcuns O other N39 L] A3Um-= D Re ME DFWDeRK UTIDn3 0 rD f ralaaaon i Fea � h=khg Fes Pian Chsckhg Fee PEPaiT FE t cam i cap Soisr or had pump wafer he Water Awmg =&A pea wdw her or verd Fps ehiftm s►mimm 1 - 5 =Z% -.ft ■ i = ■ �1 .. ,1!`_ �=1'.'1.1 will ti= **MIT FEE PAlb $ -SRA _ zs.oa WOMB Hone Faeues 2D.DD MOM RicavED 61-7 TO Dow PJT zwo COMM t 20.0D 20.DD 7.D 23.D 15.0 15.D 15.0 15.0_ C=2ox g F� za.DD 23AD 4SDD • mma OE FOL BE ii .6 F� A�PLS DA Ct:iLeT8 iR�ma EA Tem Sambs zs.oa WOMB Hone Faeues 2D.DD PeRma Fri 5Is XF-CHAMAL PERMrT Fring Fee 2D.DD Hesftg C=Bb R=d ! I $.SD P-ERMT FEE I t MUD HSme b?dW ftn Fee Is ergY hspebn Fee Is A� Tn [TOTAL FEEE S �' I WZ I d FST I BV I P -7D rGF I F=9. PD ! GtF This perml is hereby I=A uridw 1 a BPpB AD Pr=brs of the Bum Cvusiy 073e andlar F1e=1Ufi=s b dD wirk a+o=sSd &m% fit whi--h fees have been pall 3y DsiB u i PRE-INSPECTTON REPORT OWNER DATE: LOCATION:7-Z ' ' A.P. #- CONTRACTOR G Zo PRE-INSPETION FOR DATE TO INSPECTOR. . PERMrr H5TORY1 ) NONE ( AS FOLLOWS: BUILDING I NSPZCTOR'S REPORT Building Deseription: c4mmerciayusw. Reside ftw of Units: Cm=ey Occupied ` Abandoned/Vamt Electric: Yes ilziNo Electric cun=tly Oa Off Condition of Electric u /rpt �rl/Lr` Gvr• !r✓L 7� ie Uy S �/? (� /7i? �/�/' Natural Propane None_ CU=14 On Off Obvious Problems. Sinitition: l/ ;1. Plumbing WorkingWell Working Potable Water ACTION RECOMMENDED: ISSUE:y HOLD FOR • r Inspector. f1/ Dste U. 0 — Sketch buildings on reverse and indicate location on proper /AI o -� q � 67 mm �A1,1 r� fvMfi"tFi'v�a�"�{Z niU'J COUNTY OF BUTTE -DEPARTMENT OF DEVtLOPMENT SERVICES -BUILDING DIVISION 7 ounty Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR UARCEL NUMBER Proposed Building Use:L�L /r �GGg4 ter Technician: / Date: �/ �/ ✓ U� Items required in ordek to a ply for a permit. All boa r, � e hle�ce �O arked.NA in order to apply. ❑ L. Plot plans, 3 or 4 sets, signedty the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the en ineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate........ ❑ 9. Plot plan and business license approval from the City of Biggs............ ❑ 10. Letter of intent for non-residential buildings ................................. ❑ 11. Detached Accessory Building Form filled out by the owner ............. ❑ 12. Hazardous Material Form ....................................................... ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... _ ❑ 15. Statement of Intent for Non -heated and A/C Buildings ............................................. _ ❑ 16. Sanitation and plot plan approval from the Environmental Health Department in ❑ 17. City of Chico Plumbing permit......................................................................... ❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: ...................... ❑ 19. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage :.............................. ve ay m he P lic o Dept. construction approval prior to occupancy). 22. ❑ 21. Encroachment Per4i' Pre -Inspection for required ................ ❑ 23. Contractor's licenion. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.............:.......................:.............................. ❑ 27. Recorded copy of Agricultural Acknowledgment Statement ..................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. r Applicant: �(�zti..-�j%� � Date: 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by _ Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Buildine Division .:. 1. 2. 3. 4. PACIFI.0 GAS AND ELECTRIC COMPANY Rl�Wf" - REPLUMBING OR OUTDOOR LIGHTING APPLICATION FOR SERVICE SERVICE ADDRESS: Owners Legal Name First: , �y, 1 g �� MiddIe: -- Last: Spouse Legal Name First: '% / / Middle: Last: Mailing Address: Stre '�� S-��2� fIie city: ��j ill ScQ Zip -y %ay 5. Phona��-3y.- /� 7 PC& Account# 16• Please Provide A Plot Plan Of Your Project On The Reverse Side Of This Foran 7: CflntractorBuiIder Name:. Sus Phone: Address:�re Cell -Phone: City:LOs[i};�s� Zip Home Phone: S. I Need the following Service(s) (Please'Check ✓) _ Adding Gas _ Relocate Gas Service _ Outdoor Lighting S— Overhead EIec Service _ Underground Elec Service Rewiring Electric Service PG&E to'Trench _ I want to Trench _ I have Propane Now `�. Relocate Electric Service _ Other: Z(,7 -)A 9. I Need the following ELECTRIC Service(s) (Please Check ✓)�:�wl ioce dh�,� Lighting Freezer _ KW Rating Resistance Heating Refrigerator _ Dishwasher _ HP Rating Pumping System ' Ran ge _ Swimming Pool Pump _ HP Rating of Air Conditioning Clothes Dryer '� Tonnage Rating of Heat Pump' KW Rating of Water Heater New Electric Panel Size (Check ✓ One) 125 Amp 200 Amp 400 Amp 10. LM going to dd he foil,6wing GAS equigmen6 (C heck ✓ thoseyou are ddin g) ::f Gther nye _---' Gas Water He ter aI Gas Dryer.: -----�" Gam ace BTU Input 11. PIease consult PG&E Representative That Will Be Assigned To Serving You To Determine The Most Economical Meter Location Please Sian Your LeeaI Name Here_ '/ .�/- /1� ___ rete i--/.� "f � "— LAND' OF NATURAL WEALTH' AND BEAUTY BUILDING DIVISION . DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541. FAX: (530) 538-2140 May 19, 1999 Pacific Bell Wireless 3851 North Freeway Blvd. Sacramento, CA. 95834 Assessor Parcel Number: 043-682-015 Building Permit Number: 99-0715 The above referenced building plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications and calculations as.follows: 1. Please see. enclosed plancheck comments from the plan checker. Sincerely, r Lina Sexton Plans Examiner COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 1 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 PERMIT NO (Rev.12/96)' APPLICATION AND PERMIT gg`0/� ASSESSOR PARCEL NUMBER 043-682-015 ZONIN —a BUILDING PERMIT OWNER RICCI, RINALDO TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 1826 SANTA CLARA AVE., CHICO 95928 CONTRACTOR'S NAME PACIFIC BELL WIRELESS (916)1561-H4030 TELEPONE CONTRACTORS MAILING ADDRESS 3851 NORTH FREEWAY BOULEVARD SAC 95834 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation ARCHITECT OR ENGINEER J. LEE BUCKINGHAM LICENSE NO. Filing Fee $ 20.0 Permit Fee $ 317.00 ARCHITECT OR ENGINEERS/ .7.7 `1HTNES COURT AUBURN CA 95603 � Plan Checking Fee $206.05 BUILDING ADDRESS 1701 SANTA CLARA AVENUE, CHICO 95928 Energy Plan Checking Fee $ $ PERMIT FEE $ 543-05 LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY - Solar or heat um water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: TOWER Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed 0 the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUR s0 OR ADDNS. ( 6 ACC. BUDS. 3.50FT. =R alp MULTI.OUTLET 17.50 POWER APPARATUS S SINGLE OUTLET CSI R. Ex. OCCu OUTLET OR FIXTURES '0@''� BAL @ .SO Ex. Occup. DFUTLEEDTS PPM.) � 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirinci 23.00 PERMIT FEE $ 43.00 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE 586.05 HAz. p. FEES IM FLOOD CDF PAR PD HD ISSUE This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date (Date) rRec7eiptNo. 264741/$385.00 ..S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. APPLICATION AND PERMIT gq`DrJ,/�` ASSESSOR PARCEL NUMBER ti _ 043.082-015 ZONIN -,1 BUILDING PERMIT OWNER �ICCI, RINALDO � TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 186„ SANTA CLARA AVE.,. CHICO 95928 _ CONTRACTOR'S NAME PACIFIC BELL WIRtL —1 916 TELEPNE 561.4030 CONTRACTORS MAIUNG ADDRESS ` 3651 NORTH FRIEWAY BOULEVARD SAC 95834 t- 1 CONSTRUCTION LENDER _ T , Fireplace P LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER J J LICENSE NO. FI ling Fee $ 20.00 Permit Fee $ 317.00 ARCHITECT OR ENGINEERS MM AW,YM COURT, AUBURN CA 95603 1lxxff��'' COURT, Plan Checking Fee $ BUILDINGADDRESS 1701 SANTA CLARA AVENUE, CHICO 95928 Energy Plan Checking Fee $ $ PERMIT FEE $ 541.09 LOT NO. SUBDIVISION'S NAME PARdEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 1 USEOFSTRUCTURE SF,❑ Duple Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 ' TYPE OF WORK Newe❑ 1A ditian ❑I Remodel ❑ Utilities ❑ Installation _[Q Other ❑ .� Describe Work: TOWER Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Nit)Ov OR':: R LESS Main Service z ..OR LESS 23.00 • '� LICENSED CONTRACTOR'S DECLARATIONY.—' 'if 1 ' .hereby;affirm under penalty of perjury that I am licensed -under provisions of Chapter -ai 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, ('and my license is in ful6force and effect. ---,� �[ t� • - +NLtcense Class Lic. No. yp OWNER -BUILDER DECLARATION ` I hereby affirm under penalty of perjury that I am exempt from the Contractors License �Lsw=for the following reason: t O I, as owner of the prppeq, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. 4 ❑ 1 am exempt under Sec. Business and Professions Code for this reason1. Main Service 200A TO t000A 46.00 NEW CONST. ( DWE LING OCCUP. OR ADDNS. a ACC. sLOs. s0 3.5¢FT: NEW CONST. MULTI.OUTLE7 NON-RESID. @7.50 POWER APPARATUTLETUS b SINGLE OCIR. Ex. Occup. CUTLET OR FIXTURES SAL @ I.w FIXED APPLNS. OR Ex. Occup. ounETs RESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ (` 3,00 WORKERS' COMPENSATION DECLARATION Thereby affirm under penalty of perjury one of the following declarations: , Ise❑—1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: x Carriery �' Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 0 1 certify that in the performance of the work for which this permit is issued, I shall 1 not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date "' Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation \ PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $/ 586.05 HA2. D. FEES IMP FLOOD DF PAR PD HD ISSUE This permit is hereby issued under the of•the Butte County Code and/or indicated above for which fees have t By PERMIT EXPIRES ON I applicable provisions Resolutions to do work been paid. Date Date Receipt No. 264741$385.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION r 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Re . APPLICATION AND PERMIT""' ASSESSOR PARCEL NUMBER 043-632-015043-632-015��—SSS ZONIN �- ( P{{{ y.� Os BUILDING PERMIT OWNER RIk,t I, .��.t�ALDO //Ma'a 1 TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 1826 SANTA CLARA AVE. \, Y�'E. ! � JHICO 95928 CONTRACTOR'S NAME r IRELLISS 91r PACIFIC ;Al TELEPHONE 561-4030 CONTRACTORS MAILING ADDRESS ^.J'851 NORTH FREEWAY iiClili:'I'VARD SAC 95834 CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS } Total Valuation $ - ARCHITECT OR ENGINEER J. LEE BUcKTia H,I UCENSE NO. Filing Fee $ 20.00 Permit Fee $ 317.00 ARCHITECT OR ENGINEERS 1 �J lii1 .1 4`% . AIJBElftN �,tA �J%0 �/U I, �B A Plan CheckingFee $ t^ BUILDING ADDRESS1701 �� {, �� (1APA AVENUE, CHICO 95928 Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDNISION'SNAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF _❑ Duplex.❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ . Installation ❑ Other ❑ Describe Work:TOWER Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service " A OR LESS 23.00 ' LICENSED CONTRACTOR'S DECLARATION I hereby.affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service zoOA TO I000A 46.00 NEW CONST. UWEL NG OCCUP. OR ADDNS. ( e ACC. BLDS. SO 3.5¢FT. r,Dµq�Ip T.MULTI. C C' @7.50 POWER APPARATUS 8 SINGLE OLmET CIR. EX. OCCU OUTLET OR FIXTURES BAL Ex. Occup. OurE AE�ssI-.OE'A, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE $ 3,00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that f I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date _ Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE ,$ HAz. D FEES IM ,-- FLOOD DF PAR PD HD ISSUE This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON I applicable provisions Resolutions to do work been paid. Date Date Receipt No. 11b4741/$385.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT -�++n"-�ti+� '.n.,.-.� .r `-ti_ ,y..T s.i-T:.rJV'F-'�'Tl-�✓+�-y,,,,.Fw� - .. '. �T�--�r� � �„- -. ` M COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Revt"2�9�' APPLICATION AND PERMIT �^ lir ASSESSOR PARCEL NUMBER + - 043-02-015 ZONIN 7/r.,' ! -p ��/! BUILDING PERMIT OWNERRICCI_ RNALDO TELEPHONE SQ. FT. .00C. BUILDING VALUATION .OWNERS MAILING ADDRESS 1826 SANTA C1.ARA AYE., CUICO 95928 CONTRACTOR'S NAME PACIFIC BM a IREM PACIFIC mai( X316 TELEPHONE 561-4030 CONTRACTORS MAILING ADDRESS 3851 NORTH FEiWAY BOULEVARD. SAC 95834 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS t Total Valuation ARCHITECT OR ENGINEER J. LAB BUCtItAM LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 317.00�. ARCHITECT OR ENGINEERS Mjh{6 AD M T . t AUBURNCA 951603 Plan Checkin Fee $ q 045 q BUI`DINGADDRESS 1701 SANTA CI`RA A♦ENM9 CMCO 95928 Energy Plan Checking Fee $ $ '- PERMIT FEE $ 543.05 1 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 ., USEOFSTRUCTURE S❑ Duplex, 13Mobilehome 13Other .r" SPECIFY Each Trap 7.00 Solar or heat um water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 fTYPE OF WORK I r r New ❑ ',Addition O Remodel ❑ Utilities ❑, Installation ❑ Other ❑ Describe' Work:TOM Gas piping system 1- 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE S i ELECTRICAL PERMIT Fling Fee 20.00 LIE Main Service W A OR LESS 23.00 %3 00 LICENSED CONTRACTOR'S DECLARATION I hereby,sffirm under penalty of,.perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. .and Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Lawlor the following reason: O I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: • ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the z performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) [31 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers'Z. compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. It X Date ^ Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service WDA 1 46.00so U NEW CONST. DWELLING OCCUP. 3 SOFT. OR CM FT. NEW cDONs MUL�Tcou�TLES. NO..ESID. @7.50 POWER APPARATUS 8 SINGLE OUREi CIR. W @ 1.00 Ex. Occup. OUTLET OR FDrrURES Brl @ .50 Ex. Occup. ouTLEEDTs Ao .OFRA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE $ 43.00 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE,$' 58605 HA p. FEES IMP - FLOOD ACDF PARJCEL Pp HD ISSUE This permit is hereby issued under the applicable provisions of -the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON i Date Receipt No. =741 0 54 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT E �ee4fi T_ -�s5u E_ 45-1-7ED-- - 701. -- ____sup_ERJKo2�_ _- � & �Irylmlu ..'a. COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ` 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96). AND PERMIT - 99 a 7e5 aSESSORaARClLNULlER ^� �� ZONNO BUILDING PERMIT DW a do R -) c -C l '``MINE SO. FT. OCC. BUILDING VALUATION OWNER'S 8a�"°DIFUS f C I av�a LIT` r« 20 9 1.00 BAL .50 Ex. Occu MD AMAIS OR ouTIETs ESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities CONTrAsC \C 3c r / �Yc (L' S > TELFP/IONE 23.00 coNrq; 2'S'l1`J CONSTRUCTION LEFIDIM S A C if,4 ck t" CCA- 9S'83 LENDER'S INKING ADDRESS _ Fireplace Total Valuation $ 00 G o a AR NITECT OR ENOI Lee �yGV i N a4k*4 LICENSE NO. Filing Fee $ 20.00 ARCWTECT OR ENOW 9 L!WNo DRESS yS. to i,,-- S Permit Fee $ 17 Plan Checking Fee $ au ADDRESS s)y, ff a LD 1 2✓ Ty P+-, 2 Energy Plan Checking Fee S 1 I'lG cc0 4 L $ PERMIT FEE $ S 4 o — LOT NO. SLn1DIVBIDNaHue PARCEL MAP PLUMBING PERMIT Fang Fee , 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobaehome O Other sPECff Each Tr 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service "'von o0R Fes 23.00 Main Service 200A TO I000A 46.00 NEW CONST. DWELLING OCCUP. 3.5¢so OR ADDNCC. S. i AOLDS. Fr Nt;W GUM MULTI -OUTLET NON.RESID. 07.50 Ex. Occup. oun.ET OR FDRUREB 20 9 1.00 BAL .50 Ex. Occu MD AMAIS OR ouTIETs ESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ U MECHANICAL PERMIT Fling Feet 20.00 Heating Cooling Hood 6.50 PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee b occ CONST. .TYFEPEES ETOTALLFIEE $ S_%,67,67 COF I PARCEL I pa I ND I ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date ReceiptNo.0 PERMIT EXPIRES ON WHITE-D.D.S.•B. D., SOR PINK -INSPECTOR PGLW•APPLICANT to COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: k I G n I t ASSESSOR PARC UMBER: Q �3 Proposed Building Use: ' j oa �Building Inspector: Date: Q At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By 111. All items have been submitted -------------------------------------------------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation. ---------- ------------------------------------------ 0 7. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. azdous Material Form. ------------------------------------------------------------------------ ❑ 9. Manufactured Home data and installation instructions including Tie Down Specifications. 10. Fees of $n (---------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. -------------------------------- L 12. California Department of Forestry plan approval/fees. --------------------------------------------------------- ❑ 13. Flood elevation certificate. --------------: ------------------------------------------------------------------------ IX4. Sanitation and plot plan approval G 4 1 C.0 Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit.----------------------------------------------------------------------------------- ❑. Plot plan and business license approval from the City of Biggs. ---------------------- Planning approval fo A) se: (B) Parking: - I jWContact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ❑ 1.9. Encroachment Permit for driveway (construction approval prior to occupancy). ---• ❑2��0./Pre-inspection for required Request to Building Inspector on W2 Contractor's license information. (Number, Name Style, Classification). ---------------------- =------ Q2'f orkers' Compensation carrier and policy number. ----------------------------------------------------- 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). ❑ 24. Letter of signature authorization. ------------------------------------------ 025. Recorded copy of Agricultural Acknowledgment Statement. ----------- ❑26. Letter of inient on building use. -------------------------------------------- 027. Manufactured Home utility clearance. ------------------------------------- 028. Existing violations and/or expired permits. ---------- 1129 433 A, ❑CLrant Deed, ❑ M.H. Title, ❑ Check to b30. Other: � (Date) Wh ou issue the permit, process as follows ❑ Mail to owner, ❑M' a/il to contractor. C►Telephonef 30 and hold for pickup at C tt C C� office. Deliver with' ector. Applicant: f_k�l Date: < < ! Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑Health Department, ❑Fire Department, 0,,044er: Fe:� By: Index permit application fo ,t a above items numbered' i Q ❑ Plan Check List Contractor, designer, owner, was advised of the abtffie?equired data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. f { t /7 771J � 4 l r f 04S -682-015y 99-0715` RICCI, Rinaldo : 1701 Santa Clara Ave, Chico Contr: Pacific Bell Wirless tower r 043-682-015 � � - RICCI, Rinaldo 99-0715 1701 Santa Clara Ave, Chico ; Contr: Pacific Bell Wirless tower I. PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, correct and legible, it may cause a delay in processing. Owner's Name: �1 C'_C° i Received By Date: A.P. #: ©�('� - �p .> Permit #: _�� — S Time: Contact Phone Number: Purpose of submittal: ❑ Permit Application Data Item - ❑ Engineering ❑ Plan Revision ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: O Re uested B Plan's Examiner -Examiner's Name: q Y ❑ Other: If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for plan review. If engineering is involved in this revision, the engineer must put his requirements on these drawings and stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly show changes proposed and locations involved. When Approved, Process as Follows: ❑ Mail to Owner at this address: ❑ Mail to Contractor at this address: ❑ Call and hold for pickup at the ❑ Chico Office ❑ Oroville Office ❑ Deliver with next inspection. Revised Plan Check Fee: ❑ $46.00 Receipt #: AAdditional Fees Not Required Additional fees may be due based upon complexity and time involved to process this submittal. Additional Fees: Receipt #: COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES BUILDING DIVISION 'NOTICE Post this job card In a safe, conspicuous place. Do not remove until all required Inspections are made and building Is approved for occupancy. Plans must be _available on the job site. 043-682-015 99-0715 { RICCI,' Rinaldo"'""' 01701 -Santa ClaraAve, Chico &ontr;Pacific Bell Wirless PERMITTEE MUST CALL FOR INSPECTIONS INSPECTION DATE INSPECTOR Footinas Conduit Pre-Gunite Underfloor Electrical Underfloor Mechanical Underfloor Framing Slab Rough Electrical Rough Mechanical Framing Shower Pan . . ................................. Insulation' Di Fireplace Footings Fireplace Throat ................................. Oo>NotC Stucco Lath Scratch and Brown Sewer Service Water Service Pool Final Plumbing Final Electrical Final Mechanical Final Building or M.H. DO NOT OCCUPY UNTIL ALL THE ABOVE IS SIGNED AND THE BUILDING OR MOBILE HOME IS APPROVED FOR OCCUPANCY Ad s;:..........:;;;.:......:::Informafwon,.;. 4.Hr.lnsp.:: Oroville .7 County Center Drive 538.7541 538-7636 Chico 411 Main Street 891-2751 891-2834 Revised 7/94 MASONRY WALLS N E S W 1st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift 6th Lift FIRE WALLS Occu anc Area Property) Gypsum Board _ 1st Layer 2nd Layer Walls Ceilin s COMMERCIAL 043-682-015 99-0715 RICCI, Rinaldo 1701 Santa Clara Ave, Chico Contr: Pacific Bell Wirless , tower V=OK O=Not OK - = Not Applicable = Not Ready COMMERCIAL Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope -Soil Report 2. Ftg., Main; Soils-Ufer Ground.-Ftg. Depth 3. Hold Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stemwalls, Main; Steel -Bloc kouts-Wrapped 6. Reinf. Steel -Grade -Placement 7. Slab; Steel -Wrapped -Wire Mesh 8. Piers -Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Sinks -Floor -Grease Trap 20. Handicap-W/C-Backing 21. Gas Pipe; Size & Anchors - Firewall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech. Fastners-Bond Gas & Water 27. Wiring -901 -Protected -Color Coded 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Fire Resistive-Fixture-Conduit-G.F.I.-Susp. Ceiling 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels-Motors-Mech. Equip. 32. Fire Wall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 33. A.C. Ducts Insulation & Support 34. Vent Fan; Exhaust above insulation _ 35. Condensate Drain & Overflow; Size & Grade 36. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Platform if Furnance in Attic 38. H.V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall-Doors-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Glu -Lam cert. -Placement -Support 51. Steel Buildings-Purlin-Girders 52. Property Line Firewall & Openings 53. Ext. Doors -Handicap Access 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 59. Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -Walls -Ceilings 61. Infiltration -Walls -Windows 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Exits -Size -Number -Placement 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Sprinklers -Placement -Test 67. Suspended Ceiling-Seismic-Wires-Elec-Light & Mech. 68. Elec. Trim & Subpanel; Breaker Sizes & Labels 69. Stairs & Rails 70. Handicap -Door Levers -Fin. Floor 71. Elec. Outlets at Wood Panel; Int. & Ext. 72. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection 73. Plb., Elec. & Mech. Equip. Listed for Location 74. Insulation -Foam -Looked in Attic ❑ Yes 75. Guard Rails & Deck Construction -Post Caps 76. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 77. Stucco; Brown -Finish 78. A.C. Unit; Disconnect, Electrical, Plumbing 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. Water Well; Disconnect, Electrical, Plumbing 81. Exterior Elec. Trim; G.F.I. Receptacle -Underground 82. Off Site -Parking -Handicap 83. Glass Protection 84. Corrections from Previous Inspections 85. Gas Test -Meters Tagged; Gas -Electric 86. Water & Sewer Connected -C/O to Grade -HD Approval 87. Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearing -Support Fix. Certificate of Occupancy (NOTE: An entry must be made each time you visit the job site) FACSIMILE COVER SHEET Date: /Z- lq� - X% To: Charles Roberts From: Butte County Building Division Subject: Plan Review Number of pages (including this cover sheet): Telephone Number of Receiving Telecopier: (530) 894-8805 If you do not receive all of the pages, please call (530) 538-7541 as soon as possible. Special Instructions: The following Building Permit applications are in route to the Chico office for your office to review. These drawings will be available for you to pick up on the next business day Please evaluate the building plans and return them to the Chico office for transmittal. CeP'er q:00 '41 Sincerely, Butte County Building Division Plans Examiner's CONFIDENTIALITY NOTE: The information contained in this facsimile is confidential and may also contain privileged information. The information is intended only for the use of the individual of entity to whom it is addressed. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution, of copying of this communications is strictly prohibited. If you have received this facsimile, in error, please notify me immediately by telephone, and return the original to me. Thank you. 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO, (Rev.12/') APPLICATION AND PERMIT IL ASSESSOR PARCEL NUMBER 043-682-015 ZONIN -i BUILDING PERMIT OWNER RICCI, RINALDO TELEPHONE SO, FT, OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 1826 SANTA CLARA AVE., CHICO 95928 CONTRACTOR'S NAME PACIFIC BELL WIRELESS 916 TELEPHONE 561-4030 CONTRACTOR'S MAILING ADDRESS 3851 NORTH FREEWAY BOULEVARD SAC 95834 CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation ARCHITECT OR ENGINEER J. LEE BUCKINGHAM LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 317.00 ARCHITECT OR ENGINEER'S M%� �jES COURT AUBURN CA 95603 � Plan Checking Fee $ BUILDINGADDRESS 1701 SANTA CL•ARA AVENUE, CHICO 95928 Energy Plan Checking Fee $ a PERMIT FEE S941-05 IAT NO, SUBONIS ION'SNAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: TOWER Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE ! ELECTRICAL PERMIT Fling Fee 20.00 Main Service 20.OR a 800V OR 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 400A TO RDDDA 46.00 NEW CONST. DWELLING OCCUP. ( KOS. NE � 3.SQUTLET FT, NS MULrca NO RESID. @7.50 POWER AP TUS a SINGLE ovnET FIR. EX. Occup. OUTLET OR FD(TURES .00 SAL 20 ®I.w FIXED Ex. Occup. OUTLETS CRR�ID•PP.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE i 4-3.00 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over So" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FET= $ Mobile Home Installation Fee $ Energy Inspection Fee S occ CONST. TYPE TOTAL FEE $ 586.0 D FEES IM FLOOD COF PAR PD HD IssUE This permit is hereby Issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been By Date PERMIT EXPIRES. ON provisions to do work paid. to Receipt No. 264741/$385.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT -�� NOT -PJ) 1 LL 2 L U i C- vi 0 IMEMN Rc OR RE: Attached Building Permit Dear Permittee: 161(tte Count, L A N D O F NATURAL WEALTH A N D B E A U T Y BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 Attached is your building permit along with the approved set of plans and a job card. Please post the job card on the job site in a conspicuous location for the inspector to sign during the various phases of construction, and also have the approved set of plans on the site at all times. Inspections will not be made if the job card and approved plans are not on the job at the time of inspection. Please review the approved set of plans before construction and make note of any corrections made in red. If any of these notes or corrections are not clear to you, please contact this office - do not proceed with the work without making the correction. The job card must be signed by the inspector before proceeding with each item listed. Should he not sign the card, a white correction notice will list the corrections to be made and a call back inspection must be made before going any further. Please allow 24 hours for inspection service. As a reminder to you, it is illegal to occupy this building or portion of building for which this permit is issued without approval from this office. On certain occasions a temporary occupancy will be permitted. Please do not confuse gas or electrical service to the building as an occupancy clearance. Before occupancy, all of the "final items" listed on the job card must be signed by the inspector or special permission given. Your permit expires one year from date of issuance. If the work has started, but is not completed and finaled by the expiration date, a renewal permit is required. If the renewal application has not been made within 30 days of the original permit expiration date, or if the work has not commenced, a new permit application and fees will be required. URgn completion of the work covered by this permit, please contact this office for final inspection. Should you have any questions concerning this letter or any other matter pertaining to building construction, please do not hesitate to contact this office. Micliael C. Vieira, C.B.O. MCV:ahb Manager, Building Inspection Attachments utteCount -^r .... LAND OF NATURAL WEALTH AND BEAUT BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE. CALIFORNIA 95965.3397 TELEPHONE: 19161 538.7541 FAX: (916) 538-2140 Dear Property Owner: We have issued a permit to construct a new building, an addition, or to do remodeling on your property. This letter is to inform you we have approved the building plans submitted for conformance with code requirements. We will only inspect the construction for conformance with code requirements. It is your responsibility to see that the building conforms to your plans and expectations. Should you have any questions concerning this letter or any other matter pertaining to the construction, please do not hesitate to contact this office. Yours very truly, Michael C. Vieira, C.B.O. MCV:ahb Manager, Building Inspection COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE OROVILLE, CALIFORNIA 95965-3397 4402 t RONALD RICCI .1826 SANTA CLARA AVENUE CHICO,° CA :95928 c" lea, -.-1!� •may h;.. '"�-. 4 } i�. E.H. USE ONLY Plot Plan Attached r v Floor Plan Attac ed " Sent to 13.1) / TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance �nald I _./ -j Wdea Ale.Owner Location Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Final clearance O.K. for: NOTE: Environ om Health f l� alist / to APPROVED GENERAL NOTES. A. 2' CLEAN CRUS ED RDCR OVER 4' CLASS TWO IKE DIODE AGGREGATE DLEASED AREA WITH MIRASCAPE L/1IID'Si:IIIPC FABRIC WEED BAIMM CKTWEEMO L IN ADDITION TO CGUIPNENT AND TOWER SPACE REWIREIENTS. LEASED AREA SNOILD CONSIDER S" ITEMS AS. IMINTENAMCE. COW ACCESS AND LANDSCAPING, C. 96 SITE DRAINAGE SMALL SE DICTATED R SITE CONDITIONS D. ORIENTATION OF TELCO PANEL AND TESCO PEDESTAL SHALL BE FIELD VERIFIED 6AK PARK :182.3 0 0 5.--. Environmental Health J U N - 3 1999 Chico, Califomia APN APN 43-682-64 APN 43-682-65 APN 43-682-21 43-682-10- 43-68 AP 40 ARA — APN SAN.r C 43-682-40 SEE PROJ CT AREA APN ENLARG MENT 43-682-13 APN APN -APN APN6 2- 3-68 43-682-16 0 43-682-39 38 -15 APN 43-682-40 Mx RIv ER R OVERALL SITE PLAN POLE WITH IXFIIR h TELES I I II I564.36 I I I I I I :182 II II II I II i II II I II I II I ` II I II I II _ III I BARN I I 13.5' ACL •II NEW UNDERGROUND POWER AND TELCO RAISED TELCO RUN TO EXISTING PANEL SEE SERVICE POLE SHEET E-1 TESCO POWER PEDESTAL SEE SH39T E-1 -// /� NEW uJ15Eo AREA , /Ii 4-} SITE PLAN SCALE- 1/4' . 1'-0' GRAPHIC SCALE 0 4' 8' 12' SITE ADDRESS: 1701 SANTA CLARA AVE. CHICO. CA 95928 - -- PACIFIC© BELL® Mobile Services 1851 NORTH FREEWAY BOULEVARD SACRAMENTO, CALIFORNIA 95814 0 j.lee buckingham 1 architect 755 hoines court l: cuburn cnlifornin 95603 mw 09-0461 C OLIN K"Ova . 1 902 ZONING 2-4-99 2 100X CONSTRUCTION CONC. PAD VITH orwa mu Title Sheet I T -PEEK � 03 cCOCKO A um nc .n SCftff AS NOTED �..a .o A— > sin a 2 4 44 REBAR AT 12' OC. EACH WAY I AT MID. SLAB TYP. COON) METER / I 1 c Cu 4tt = C3) NEW PBMS. ANTENNAS ONE IN EACH I l DIRECTION PLUS ONE ADDITIONAL SPACE FOR (3) FUTURE ANTENNAS N ' a- - M FUTURE BTS UNIT q Aja240, r4j x1az3 CHRISTY BOX @ C L PROP. 12' P. 12 IN SLAB FOR FUTURE BTS v NEW LEASED AREA PEW – 6' HIGH CHAIN LINK SSS 20.00' FENCE SEE DETAIL SHT. A-2 EXIST. REF. COMPRESSOR ON CONC. PAD IEXISTING METAL. BOX REFRIGERATOR /� j# – SITE PLAN SCALE- 1/4' . 1'-0' GRAPHIC SCALE 0 4' 8' 12' SITE ADDRESS: 1701 SANTA CLARA AVE. CHICO. CA 95928 - -- PACIFIC© BELL® Mobile Services 1851 NORTH FREEWAY BOULEVARD SACRAMENTO, CALIFORNIA 95814 0 j.lee buckingham 1 architect 755 hoines court l: cuburn cnlifornin 95603 mw 09-0461 C OLIN K"Ova . 1 902 ZONING 2-4-99 2 100X CONSTRUCTION MA DOWNTOWN CHICO orwa mu Title Sheet g` T -PEEK � 03 cCOCKO A um nc .n SCftff AS NOTED �..a .o A— > sin a 2 4 runln r KK mr SCALE )' 500' DATE OF SURVEY: 2-01-99 SURVEYED BY OR UNDER DIRECTION OF: KENNETH D. GER.. R.C.E. 14803 LOCATED IN THE COUNTY OF BUTTE. STATE OF CALIFORNIA BEARINGS SHOWN ARE BASED UPON MONUMENTS FOUND AND RECORD INFORMATION. THIS IS NOT A BOUNDARY SURVEY. ELEVATIONS SHOWN ON THIS PLAN ARE BASED UPON U.S.G.S. N.GV.D. 29 DATUM. N.A.V.D. 1988 CORRECTION: ADD 2.33' TO ELEVATIONS SHOWN. CONTOUR INTERVAL: N/A THE LATITUDE AND LONGITUDE WERE DETERMINED USING TRIMBLE PATHFINDER PRO XL GP.S AND UTILIZING PFINDER DIFFERENTIAL CORRECTION SOFTWARE AT THE CENTER POINT OF THE LEASE AREA: LAT.: 39.43'12.50' NAD 83 LONG.: 12151'21.70' NAD 83 LAT.: 39'43.12.66' NAD 27 LONG: 12151'17.76' NAD 27 THIS SURVEY MEETS OR EXCEEDS FAA to ACCURACY TOLERANCES SITE NAME k NUMBER: DOMMTOWN CHICO. S.A. 536-03 SITE ADDRESS: 1701 SANTA CLARA AVE. CHICO. CALIFORNIA . 95926 BUTTE COUNTY ASSESSOR'S PARCEL NUMBER: A.P.N. 43-682-15 CURRENT ZONING: A-10 (AG 10 ACRE MIN.) OWNERS} RINALDO RICCI 1828 SANTA CLARA AVE. CHICO. CA 94928 SITE CONTACT: RINALDO RICCI (530) 342-1071 LEGEND 0 O LEASE AREA BaIIDART EASEMENT OVERHEAD UTILITIES UTILITY POLE SIB' REBAR ER AS NDTED r x r WOOD STAVE S. All that certain leose'areo situate in City of Chico. County of Butte. State of California. being o portion of the East half of Lot 18 as shown an that certain map entitled 'Subdlvlslon No. 1 of the Morehead Ranch,' Mad in the office of the Recorder of the County of Butte. State of California. on February 4. 1922 in Mop Book 9 at page 14 more particularly described as follows: Beginning of o point which bears South 81'10' West 126.49 feat and Saulh 8507 East 45.80 feet from the Northwest corner of / the thence South 77*2 Lot We thence20.0South 12'34'10 East -34.1 ; West South t: thence best 20.00 fest; thence North 12'to Rha west 20.00 Ink thane North 7775'50' East 20.00 feet to lhel point of beginning. Together with an easement for ingress. egress and for AREA construction and maintenance purposes twelve (12) feet in width, Loading from Santo Clara Avenue to the Easterly boundary of the NT nn area. the centerline of which is more y particularly described as fWlaws Beginning at a point which bears South 81'10' Nest 95.60 feet ' from the Northeast corner of the aforementioned Lot 18; thence' South 12'21'04' Ent 64.17 feet; thence South 77'38'56' Nest 33.54 feet more or less to o point an the Easterly boundary of the above described loose area. Also together with an easement for utilities purposes flus (5) fe in width the centerline of which begins of o point an tM Northerly boundary of the above described tease area which bear ! 'n South 7755'50' lined 10.00 feet from the Northeast comer of �-• said lease area thence North 879'13' west 53.60 feet more or . , less to an existing utilities service Polls. rct i; Environmental Health r JUN - 3X999 Chico, California APPR41lED r .a•s-- "^t I CERTIFY THAT THE LATITUDE OF 39'43'12.50' AND THE LONGITUDE OF 12151'21.70' ARE ACCURATE TO WITHIN t 15 FEET HORIZONTALLY AND THAT THE PROPOSED SITE ELEVATION OF 182.0' IS ACCURATE TO t 3 FEET VERTICALLY. THE HORIZONTAL DATUM (COORDINATES) ARE IN TERMS OF THE NORTH AMERICAN DATUM OF 1983 (NAD 83) AND ARE EXPRESSED AS DECREES. MINUTES AND SECONDS TO THE NEAREST HUNORETH OF A SECOND. THE VERTICAL DATUM (HEIGHTS) ARE IN TERMS OF THE NATIONAL GEODETIC VERTICAL DATUM OF 1929 (HCVD 29) AND EXPRESSED TO THE NEAREST FOOT. THE CORRECTION FOR THE NORTH AMERICAN VERTICAL DATUM OF 1988 IS 2.33 FEET. VICINITY MAP NOT TO SCALE GEIL ENGINEERING ENGWEEMNG - SURVEYNIG • PLANNING 1226 HIGH STREET AUBURN. CALIFORNIA 95603 phone. (530) 665-0426 fox: (530) 623-1309 Di 2/03/99 SUI VE104 K GEIL DRAVN BY: I GEIL REVISIOn DATE I DESCAIPT101 INITIAL APN 7APPI043-682-84 Pscirc Belt Nabts Services W 3851 K Freeway Blvd t] APN 43-667-65 N•1 � o (A APN 4}662-21 A O% SANTA 4}662-10 t. -.. UZ D s} 40 L ARA A i TOP WALL O PROP. 5.00' APN SAN i O BARN E30ST. NOISE 43-682-40 rH� O 1 ^ tN,L 1- TREE (TYP)•"" o ° g C.L. PROP. 1 . PROD V^-+ APN of 3 W ENLIRG .-4 rQ 43-667-13 APN APN APN 4} 2- 3- 1S µt{62-18 CO Q CO f/I APN 43- -39 38 PROJECT AREA ENLARGEMENT .aa C - -1 43 -SM -40 DATE OF SURVEY: 2-01-99 SURVEYED BY OR UNDER DIRECTION OF: KENNETH D. GER.. R.C.E. 14803 LOCATED IN THE COUNTY OF BUTTE. STATE OF CALIFORNIA BEARINGS SHOWN ARE BASED UPON MONUMENTS FOUND AND RECORD INFORMATION. THIS IS NOT A BOUNDARY SURVEY. ELEVATIONS SHOWN ON THIS PLAN ARE BASED UPON U.S.G.S. N.GV.D. 29 DATUM. N.A.V.D. 1988 CORRECTION: ADD 2.33' TO ELEVATIONS SHOWN. CONTOUR INTERVAL: N/A THE LATITUDE AND LONGITUDE WERE DETERMINED USING TRIMBLE PATHFINDER PRO XL GP.S AND UTILIZING PFINDER DIFFERENTIAL CORRECTION SOFTWARE AT THE CENTER POINT OF THE LEASE AREA: LAT.: 39.43'12.50' NAD 83 LONG.: 12151'21.70' NAD 83 LAT.: 39'43.12.66' NAD 27 LONG: 12151'17.76' NAD 27 THIS SURVEY MEETS OR EXCEEDS FAA to ACCURACY TOLERANCES SITE NAME k NUMBER: DOMMTOWN CHICO. S.A. 536-03 SITE ADDRESS: 1701 SANTA CLARA AVE. CHICO. CALIFORNIA . 95926 BUTTE COUNTY ASSESSOR'S PARCEL NUMBER: A.P.N. 43-682-15 CURRENT ZONING: A-10 (AG 10 ACRE MIN.) OWNERS} RINALDO RICCI 1828 SANTA CLARA AVE. CHICO. CA 94928 SITE CONTACT: RINALDO RICCI (530) 342-1071 LEGEND 0 O LEASE AREA BaIIDART EASEMENT OVERHEAD UTILITIES UTILITY POLE SIB' REBAR ER AS NDTED r x r WOOD STAVE S. All that certain leose'areo situate in City of Chico. County of Butte. State of California. being o portion of the East half of Lot 18 as shown an that certain map entitled 'Subdlvlslon No. 1 of the Morehead Ranch,' Mad in the office of the Recorder of the County of Butte. State of California. on February 4. 1922 in Mop Book 9 at page 14 more particularly described as follows: Beginning of o point which bears South 81'10' West 126.49 feat and Saulh 8507 East 45.80 feet from the Northwest corner of / the thence South 77*2 Lot We thence20.0South 12'34'10 East -34.1 ; West South t: thence best 20.00 fest; thence North 12'to Rha west 20.00 Ink thane North 7775'50' East 20.00 feet to lhel point of beginning. Together with an easement for ingress. egress and for AREA construction and maintenance purposes twelve (12) feet in width, Loading from Santo Clara Avenue to the Easterly boundary of the NT nn area. the centerline of which is more y particularly described as fWlaws Beginning at a point which bears South 81'10' Nest 95.60 feet ' from the Northeast corner of the aforementioned Lot 18; thence' South 12'21'04' Ent 64.17 feet; thence South 77'38'56' Nest 33.54 feet more or less to o point an the Easterly boundary of the above described loose area. Also together with an easement for utilities purposes flus (5) fe in width the centerline of which begins of o point an tM Northerly boundary of the above described tease area which bear ! 'n South 7755'50' lined 10.00 feet from the Northeast comer of �-• said lease area thence North 879'13' west 53.60 feet more or . , less to an existing utilities service Polls. rct i; Environmental Health r JUN - 3X999 Chico, California APPR41lED r .a•s-- "^t I CERTIFY THAT THE LATITUDE OF 39'43'12.50' AND THE LONGITUDE OF 12151'21.70' ARE ACCURATE TO WITHIN t 15 FEET HORIZONTALLY AND THAT THE PROPOSED SITE ELEVATION OF 182.0' IS ACCURATE TO t 3 FEET VERTICALLY. THE HORIZONTAL DATUM (COORDINATES) ARE IN TERMS OF THE NORTH AMERICAN DATUM OF 1983 (NAD 83) AND ARE EXPRESSED AS DECREES. MINUTES AND SECONDS TO THE NEAREST HUNORETH OF A SECOND. THE VERTICAL DATUM (HEIGHTS) ARE IN TERMS OF THE NATIONAL GEODETIC VERTICAL DATUM OF 1929 (HCVD 29) AND EXPRESSED TO THE NEAREST FOOT. THE CORRECTION FOR THE NORTH AMERICAN VERTICAL DATUM OF 1988 IS 2.33 FEET. VICINITY MAP NOT TO SCALE GEIL ENGINEERING ENGWEEMNG - SURVEYNIG • PLANNING 1226 HIGH STREET AUBURN. CALIFORNIA 95603 phone. (530) 665-0426 fox: (530) 623-1309 Di 2/03/99 SUI VE104 K GEIL DRAVN BY: I GEIL REVISIOn DATE I DESCAIPT101 INITIAL RF ENGDEERING Pscirc Belt Nabts Services W 3851 K Freeway Blvd M00 N•1 � — A O% SANTA > t. -.. UZ _j Q Of i GUY .> 3o TOP WALL O PROP. 5.00' ;-1 W i O BARN E30ST. NOISE LLJ Cr Of U rH� O 1 ^ tN,L 1- TREE (TYP)•"" o ° g C.L. PROP. 1 . = C3 Z V^-+ Downtown of 3 W �1 .-4 rQ Z g Q \n �L{ SURVEY CO Q CO f/I RF ENGDEERING Pscirc Belt Nabts Services _ — 3851 K Freeway Blvd Sacranmto. CA 95834 Phone f916) 561-4026 — _--� CLAR SANTA t. -.. INDEPENDENT CONTRACTOR i GUY • nn p o 47 03I 36 -,REE it Mble Pacific BraServices 3851 K rrrrway Blvd TOP WALL O PROP. 5.00' Sacrorwnto. CA 95834 Pharr 1916) 561-4026 1- TREE (TYP) UTI. ESAT. 1 i O BARN E30ST. NOISE Vance Shervinon A.P.N. 43-682 0� e- ua• AGL O 1 tN,L 1- TREE (TYP)•"" o ° g C.L. PROP. 1 . S.A. 536-03 R7 o ACCESS ESYT. I- TREE (TYP)' Downtown • O 's+ KTN�P.� 01 CCW— EUEV. 162.20' AML Chico a _ Q,er dual VOW °PEAK VAM ° 201.11' AYSL SURVEY SCALE 1" = 20' O O PROJECT AREA ENLARGEMENT .aa C - -1 GEOTECHNICAL INVESTIGATION REPORT I PROPOSE® TELECOMMUNICATIONS FACILITY prepared by: Mom ■ BROWN & MILLS, ,INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS = CONSTRUCTION.MATERIALS TESTING BROWN & MILLS, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS = CONSTRUCTION MATERIALS TESTING February 1, 1999 BMI Project No. 99S-025 Mr. Vance Shannon Pacific Bell Mobile Services 3851 North Freeway Boulevard Sacramento, California 95834 Subject: Geotechnical Investigation Proposed Telecommunications Facility Downtown Chico, Site No. SA -536-03 1701 Santa Clara Avenue Butte County, California Dear Mr. Shannon: Brown & Mills is pleased to present the attached geotechnical investigation report for a proposed ' telecommunications facility to be located at 1701 Santa Clara Avenue in Butte County, California. Based on the results of our investigation, very -loose -to -loose, cohesionless sandy soils are present within the site area from near -surface to a depth of approximately 23 feet below existing site grade. ' In our opinion, these soils are highly compressible and would not be suitable for supporting the planned tower using a mat foundation. Therefore, it is our professional opinion the proposed steel monopole telecommunications tower should be supported using a drilled, cast -in-place concrete pier ' (i.e., a mat foundation would not be applicable for this site); foundation support for the proposed equipment cabinets may be provided using a mat foundation (or foundations). Though we are recommending a conventional drilled pier foundation be used to support the planned tower, it should be noted relatively loose, cohesionless sandy soils and groundwater were encountered during our field exploration program. The presence of loose, cohesionless soils (encountered from near -surface to a depth of approximately 23 feet below existing site grade) and groundwater (initially encountered at a depth of approximately 17-1/2 feet below existing site grade) will likely hinder the drilling operation for the proposed tower foundation pier, requiring casing, drilling fluids, and/or other methods to advance the excavation and maintain hole stability. Specific comments regarding the conditions outlined above, as well as recommendations regarding the geotechnical aspects of project design and construction, are presented in the following report. 9940 Business Park Drive, Suite 140, Sacramento, California 95827 Phone (916)362-5541 FAX (916)362-3454 February 1, 1999 BMI Project No. 99S-025 We appreciate the opportunity of providing our services for this project. If you have questions regarding this report or if we may be of further assistance, please contact the undersigned. Sincerely, Q�pf ESS/pN Brown & Mills, Inc. He F Z5 No. 2141 n rn R. or c Hi Principal a Brown, P.E. *sT�CA FoQ cc: Client (4 bound copies)—_ ii NWWVM rmm■1z TABLE OF CONTENTS SCOPEOF SERVICES ................................................... 2 FIELD INVESTIGATION......................................................2 SITECONDITIONS...........................................................3 SURFACE.............................................................3 INTRODUCTION.............................................................1 SUBSURFACE..........................................................3 GENERAL.............................................................1 PROPOSED CONSTRUCTION ............................................ 1 SCOPEOF SERVICES ................................................... 2 FIELD INVESTIGATION......................................................2 SITECONDITIONS...........................................................3 SURFACE.............................................................3 SUBSURFACE..........................................................3 CONCLUSIONS AND RECOMMENDATIONS .................................... 4 GENERAL.............................................................4 SITE PREPARATION.................................................... 4 TEMPORARY EXCAVATIONS ........................................... 5 TRENCHBACKFILL .................................................... 6 ENGINEEREDFILL.....................................................7 TOWER FOUNDATION - DRILLED PIER .................................. 8 EQUIPMENT CABINET FOUNDATIONS ................................... 11 SITE ACCESS ROADWAY .............................................. 12 ADDITIONAL SERVICES.....................................................13 LMTATIONS..............................................................13 PLATES 1 THROUGH 4 1 1 1 1 1GENERAL GEOTECHNICAL INVESTIGATION REPORT PROPOSED TELECOMMUNICATIONS FACILITY DOWNTOWN CHICO, SITE NO. SA -536-03 1701 SANTA CLARA AVENUE BUTTE COUNTY, CALIFORNIA INTRODUCTION This report presents the results of our geotechnical investigation for a proposed telecommunications facility to be located at 1701 Santa Clara Avenue in Butte County, California. The purpose of our investigation was to explore and evaluate the subsurface conditions at the site in order to develop recommendations related to the geotechnical aspects of project design and construction. The site location relative to existing roads and topographic features is shown on Plate 1. PROPOSED CONSTRUCTION We understand the proposed project will involve construction of a telecommunications facility on ' a rectangularly -shaped site. The planned facility will include the installation of a steel monopole telecommunications tower, approximately 100 feet in height, and adjacent equipment cabinets. Appurtenant construction may include underground utilities and possibly a partially -improved site access roadway. Plans indicating final site grades were not available at the time this report was prepared; however, as existing site topography is relatively level, we anticipate little -to -no earthwork grading will be performed for this project. Excavations for underground utilities are not anticipated to exceed about 5 feet below existing or final site grades. A plot plan indicating the proposed project area is presented on Plate 2. MM ■ Mm February 1, 1999 BMI Project No. 99S-025 SCOPE OF SERVICES The scope of our services was outlined in our proposal dated January 29, 1999, and included the following: ► Exploration of the subsurface conditions at the site using one boring excavated with a truck -mounted drill rig. 0. Preparation of this report which includes: • A description of the proposed project; • A summary of our field exploration program; • A description of site surface and subsurface conditions encountered during our field investigation; and • Recommendations related to the geotechnical aspects of site preparation and engineered fill, temporary excavations and trench backfill, foundation design and construction, and a partially -improved site access roadway. FIELD INVESTIGATION Subsurface conditions at the site were explored on January 29, 1999, by drilling one boring (designated B-1) to a depth of about 36-1/2 feet below existing site grade. The boring was advanced using a CME 55, truck -mounted drill rig equipped with an 8 -inch -diameter, hollow -stem auger. The ' approximate location of the exploratory boring performed for this investigation is indicated on Plate 2. ' Our engineer maintained a log of the boring, visually classified the soils encountered according to the Unified Soil Classification System (see Plate 3), and obtained relatively undisturbed samples of the subsurface materials. Soil samples were obtained from the boring with a Standard Penetration ' Sampler driven 18 inches (unless otherwise noted) into undisturbed earth materials using a 140 - pound hammer falling 30 inches. After the boring was completed, it was backfilled with the drill ' cuttings. 'A log of the exploratory boring performed for this investigation is presented on Plates 4A and 4B. 2 MM i ■ m February 1, 1999 BMI Project No. 99S-025 SITE CONDITIONS ISURFACE ' The project site consists of a rectangularly -shaped area located at 1701 Santa Clara Avenue in Butte County, California. The site is bounded to the north by vacant land and Santa Clara Avenue (with rural residential and agricultural development beyond), to the east by a wood/metal storage building, ' to the south by a metal storage trailer (with a recently -planted orchard beyond), and to the west by a recently -planted orchard. At the time of our field investigation, the site area was vacant of structures and sparsely vegetated with weeds. Existing topography within the immediate site area ' was relatively level. SUBSURFACE Near -surface earth materials encountered in the boring performed for this investigation consisted predominantly of very -loose -to -loose silty sand/sandy silt to a depth of about 23 feet below existing site grade. Below these near -surface soils, medium -dense -to -very -dense gravelly sand/sandy gravel was encountered to the maximum depth explored (approximately 36-1/2 feet below existing site grade). ' Free groundwater was encountered during our field investigation at a depth of about 17-1/2 feet below existing site grade. However, groundwater conditions can vary depending on the season, precipitation, runoff conditions, irrigation and/or groundwater pumping practices (both on and off ' site), the level of nearby bodies of water, and possibly other factors. Therefore, groundwater conditions presented in this report may not be representative of those which may be encountered during or subsequent to construction. ' A more detailed description tion of the subsurface conditions encountered during our field investigation p ' is provided on the attached log. 3 - ■.wii February 1, 1999 BM Project No. 99S-025 CONCLUSIONS AND RECOMY[ENDATIONS ,liRl �;7:\ Based on the results of our investigation, very -loose -to -loose, cohesionless sandy soils are present within the site area from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, these soils are highly compressible and would not be suitable for supporting the ' planned tower using a mat foundation. Therefore, it is our professional opinion the proposed steel monopole telecommunications tower should be supported using a drilled, cast -in-place concrete pier ' (i.e., a mat foundation would not be applicable for this site); foundation support for the proposed equipment cabinets may be provided using a mat foundation (or foundations). Though we are recommending a conventional drilled pier foundation be used to support the planned tower, it should be noted relatively loose, cohesionless sandy soils and groundwater were encountered during our field exploration program. The presence of loose, cohesionless soils (encountered from near -surface to a depth of approximately 23 feet below existing site grade) and groundwater (initially encountered at a depth of approximately 17-1/2 feet below existing site grade) will likely hinder the drilling operation for the proposed tower foundation pier, requiring casing, drilling fluids, and/or other methods to advance the excavation and maintain hole stability. Specific comments regarding the conditions outlined above, as well as recommendations regarding the geotechnical aspects of project design and construction, are presented in the following sections of this report. SITE PREPARATION ' Stripping Within the area of proposed construction, any existing vegetation, organic soil, or debris should be stripped and disposed of off-site or outside the construction limits. In the event organic soils or tree roots are encountered (or suspected) at or beneath the stripped surface, deep stripping or grubbing will be required to remove these (or other similar) deleterious materials. 4 February 1, 1999 BM Project No. 99S-025 1 Scarification and Compaction If engineered fill is required for this project, we recommend the ground surface upon which this fill will be placed be scarified to a depth of 8 inches, uniformly. moisture -conditioned to between 0 and 5 percent above the optimum moisture content, and compacted to at least 90 percent of the maximum dry density as determined by ASTM (American Society for Testing and Materials) Test Method D 1557'. Overexcavation of Loose or Disturbed Material ' Within areas grubbed or otherwise disturbed below a depth of about 12 inches, in-place scarification and compaction may not be adequate to densify all disturbed soil. Therefore, overexcavation of the ' disturbed soil, scarification and compaction of the exposed subgrade, and replacement with engineered fill may be required in these areas. Existing Utilities If abandoned, below -grade utility lines are encountered within the area of construction they should be removed and disposed of off-site. Existing, below -grade utility pipelines (if any) which extend beyond the limits of the proposed construction and will be abandoned in-place should be plugged with cement grout to prevent migration of soil and/or water. All excavations resulting from removal activities should be cleaned of all loose or disturbed material (including previously -placed backfill) prior to placing any fill or backfill. TEMPORARY EXCAVATIONS 0 General t All excavations must comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the responsibility of the contractor, who should be solely responsible for the means, methods, and ' sequencing of construction operations. This test procedure should be used wherever relative compaction, maximum dry density, or optimum moisture content is referenced within this report. 5 February 1, 1999 BMI Project No. 99S-025 Construction Considerations Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within 5 feet of the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff water entering the excavation(s) should be collected and disposed of outside the construction limits. Excavation Conditions Based on our experience in the site area and conditions encountered during our field exploration program, we anticipate trench (and other shallow) excavations should be possible with a conven- tional backhoe (such as a Case 580 or equivalent). TRENCH BACKFILL Materials Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should consist ' of on-site or imported soil and/or soil -aggregate mixtures generally less than 1 inch in maximum dimension and free of organic or other deleterious debris; trench zone backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of on-site soil, generally less than ' 3 inches in maximum and free of organic or other deleterious debris. If imported material is used for pipe or trench zone backfill, we recommend it consist of fine-grained sand. In general, use of coarse-grained sand and/or gravel is not recommended due to the potential for soil migration into, and water seepage along, trenches backfilled with this type of material. Recommendations provided above for pipe zone backfill are minimum requirements only. More stringent material specifications may be required to fulfill local codes and/or bedding requirements 1 for specific types of pipe. We recommend the project Civil Engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. ' 6 1 r... 1 February 1, 1999 BM1 Project No. 99S-025 Placement and Compaction Trench backfill should be uniformly moisture -conditioned to between 0 and 5 percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative compaction. Within pavement areas, trench backfill should be compacted to at least 95 percent relative compaction within 12 inches of finished subgrade 2. Mechanical compaction is strongly recommended; ponding or jetting should not be allowed unless specifically reviewed and approved by the project Geotechnical Engineer prior to construction. 1 ENGINEERED FILL Materials As site topography within the area of planned improvements is relatively level, we anticipate little - to -no earthwork grading will be performed for this project. However, some fill may be required to backfill around foundations or for other purposes. If required, we recommend this material consist of on-site or imported' soil and/or soil -aggregate mixtures generally less than 3 inches in maximum ' dimension, nearly -free of organic or other deleterious debris, and essentially non -plastic. Typically, well -graded mixtures of gravel, sand, non -plastic silt, and small quantities of clay would be acceptable for use as engineered fill. Placement and Compaction Soil and/or soil -aggregate mixtures used for engineered fill should be uniformly moisture - conditioned to between 0 and 5 percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative compaction. In pavement areas, engineered fill placed within 12 inches of finished subgrade should be compacted to at least 95 percent relative compaction. z Within this report, finished subgrade refers to the top surface of undisturbed on-site soil compacted during site preparation, compacted trench backfill, and/or engineered fill. ' All imported soil and/or soil -aggregate mixtures used for engineered fill should be sampled, tested and approved by the project Geotechnical Engineer prior to being transported to the site. 7 ■iii February 1, 1999 BNH Project No. 99S-025 TOWER FOUNDATION - DRILLED PIER General Due to relatively high anticipated lateral foundation loads and the presence of very -loose -to -loose, cohesionless sandy soils (encountered during our field investigation from near -surface to a depth of approximately 23 feet below existing site grade), we recommend foundation support for the planned monopole telecommunications tower be provided using a single concrete pier. In general, this pier should consist of a drilled, straight -shafted hole, filled with concrete, and reinforced with steel to resist and transfer lateral and axial loads. Further, we recommend the proposed pier extend to a depth of at least 25 feet below existing (and final) adjacent site grades, have a diameter of at least 2 feet, and generally not extend below a depth of about 36-1/2 feet below existing site grade (the approximate maximum depth explored during this investigation). Design parameters as well as construction recommendations for a drilled, cast -in-place concrete pier are provided below. Axial Capacities A cast -in-place concrete pier constructed in accordance with recommendations provided herein may be designed to resist downward loads using an allowable end bearing pressure of 3,000 pounds per square foot (psf) and a unit skin friction of 75 psf. The uppermost 3 feet of the embedded portion of the pier should be neglected when evaluating the skin friction component of the axial capacities. The allowable end bearing pressure provided above is a net value; therefore, the weight of the pier may be neglected when evaluating downward capacities. Total downward capacities derived from the parameters provided above may be increased by 1/3 for short-term loading due to wind or seismic ' forces. Estimated Settlement Total settlement of the proposed pier is estimated to be less than 3/4 -inch and should occur shortly ' after the initial loads are applied. 8 ' February 1, 1999 BMI Project No. 99S-025 Lateral Capacities We recommend lateral resistance and deflection of the proposed pier be evaluated using methods proposed by Broms for rigid piles'. For this method we recommend a coefficient of passive earth pressure of 2.5, a total unit weight of 110 pounds per cubic foot (pcf), and a coefficient of horizontal subgrade reaction of 7 tons per cubic foot be used to evaluate lateral capacities and deflections. ' Since the aforementioned method requires information regarding the proposed pier (i.e., depth of embedment, pier diameter, pier length, lateral loads, and location of loading) which was not available at the time this report was prepared, we recommend the project Structural Engineer evaluate lateral deflections of the proposed pier (if required). Alternatively, lateral capacity may be evaluated using the "Pole Formula" given in Sections 1806.8.2.1 and 1806.8.2.2 of the Uniform Building Code (UBC, Volume 2, 1997 edition). For this method we recommend a lateral soil bearing pressure of 75 pounds per square foot per foot of embedment be used for analysis. If applicable, the 100 percent increase allowed by the Code for isolated poles (which are not adversely affected by a '/z -inch horizontal deflection at the ground surface due to short-term lateral loads) may be used for design. To account for possible loss of subgrade support due to surface disturbance, we recommend soil located within the uppermost two feet of the embedded portion of the pier be neglected when evaluating lateral capacities and/or deflections. Excavation Conditions Based on the conditions encountered during our field exploration program, we anticipate excavations for the proposed piers should be possible using a large, truck -mounted drill rig equipped with a hydraulically -advanced, bucket auger. However, due to the presence of groundwater and relatively loose cohesionless sandy soils, drilled excavations for the proposed tower foundation piers will likely be susceptible to caving, especially from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, casing, drilling fluids, and/or other methods will be required to advance the excavation and maintain hole stability. ' ' Broms, Bengt B., "Lateral Resistance of Piles in Cohesionless Soils," Journal of Soil Mechanics and Foundations Division, ASCE, May, 1964. 9 February 1, 1999 BM Project No. 99S-025 Casing If casing is used, we recommend it be removed from the excavation as concrete is being placed. The bottom of the casing should be maintained below the top of the concrete at all times during casing withdrawal and concrete placement. Further, continuous vibration or other approved methods should be used during casing withdrawal to reduce the potential for void -space formation within the concrete. Abandoning the casing in-place should not be allowed. Bottom Preparation All debris and any loose or disturbed soil should be cleaned from the pier excavation just prior to placing reinforcing steel and/or concrete. A representative from Brown & Mills should observe the pier excavation to verify that subsurface conditions are consistent with those encountered during our field investigation. Steel and Concrete Placement Reinforcing steel and/or concrete should be placed immediately upon completion of the pier excavation. If water is present during concrete placement, concrete should be pumped or otherwise discharged to the bottom of the hole via a hose or tremie pipe. The end of the hose or tremie pipe must remain below the top surface of any water and/or the in-place concrete at all times. Additionally, concrete (used for pier construction) should be consolidated using vibratory methods upon removal of any in-place drilling fluids and/or water. In order to develop the design skin friction value provided above, concrete used for pier construction should have a slump of from 4 to 6 inches if placed in a dry shaft without temporary casing, and from 6 to 8 inches if casing and/or drilling fluids are used. The concrete mix should be designed with ' appropriate admixtures and/or water/cement ratios to achieve these recommended slumps. Adding water to a conventional mix to achieve the recommended slump should not be allowed. 10 off. W. r Mm February 1, 1999 BNH Project No. 99S-025 EQUIPMENT CABINET FOUNDATIONS IGeneral Foundation support for planned equipment cabinets may be provided using a mat foundation (or foundations). All proposed mat foundations should be constructed of reinforced concrete, a minimum of 18 inches wide, embedded a minimum of 8 inches below the lowest adjacent final subgrade', and founded on undisturbed native soil and/or engineered fill. Allowable Bearing Pressure An allowable bearing pressure of 1,000 pounds per square foot (psf) may be used for the design of proposed equipments mat foundations which possess the above minimum dimensions. The allowable bearing pressure provided is a net value; therefore, the weight of the foundation (which extends below finished subgrade) may be neglected when computing dead loads. The allowable bearing pressure provided herein applies to dead plus live loads, includes a calculated factor of safety of at least 3, and may be increased by 1/3 for short-term loading due to wind or seismic forces. For mat foundations subject to overturning forces, the maximum edge pressure should not exceed the allowable bearing pressure. Lateral Resistance Resistance to lateral loads (including those due to wind or seismic forces) may be provided by frictional resistance between the bottom of proposed concrete mat foundations and the underlying soil, and by passive earth pressure against the sides of the foundations. A coefficient of friction of 0.3 may be used between cast -in-place concrete foundations and the underlying soil; passive pressure available in undisturbed native soil and/or engineered fill may be taken as equivalent to the pressure exerted by a fluid weighing 250 pounds per cubic foot (pcf). To account for possible future loss of subgrade support due to surface disturbance, we recommend earth materials located within the uppermost 1/2 -foot of the embedded portion of all shallow foundations be neglected when evaluating passive pressures. Lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of safety should be applied to these values for design purposes. The appropriate factor of safety will depend on the design condition and should be determined by the project Structural Engineer. Depending on the application, typical factors of safety could range from 1.0 to 1.5. 5 Within this report, final subgrade refers to the top surface of undisturbed on-site soil, on-site soil compacted during site preparation, and/or engineered fill. February 1, 1999 BNE Project No. 99S-025 Construction Considerations Prior to placing steel or concrete, foundation excavations should be cleaned of all debris, loose or disturbed soil, and any water. SITE ACCESS ROADWAY General We anticipate the proposed facility may be accessed using a new, partially -improved roadway. Further, we anticipate a conventional surfacing material (such as asphalt concrete) would not be considered applicable due to cost and possibly other considerations beyond the scope of this study. Therefore, provided below are our comments regarding surfacing these areas with gravel. Note: Comments and recommendations provided below are intended to assist the project Civil Engineer in the design of a partially -improved roadway to service the site subsequent to construction. In general, we anticipate such use will involve infrequent automobile traffic. Recommendations provided below are not intended for the design of roadways to be utilize by cranes and other similar equipment during construction. If such use is anticipated, we recommend the project Civil Engineer prepare a design based on anticipated loads and other relevant conditions (which were not available at the time this report was prepared and completely beyond the scope of this study). Surface Drainage Areas to be surfaced with gravel, as well as adjoining areas, should be adequately graded to provide positive drainage such that surface water is not allowed to accumulate on or near areas intended to carry vehicular traffic. Subgrade Preparation Subgrade areas to be surfaced with gravel should be scarified to a depth of 8 inches below finished ' subgrade, uniformly moisture conditioned to between 1 and 3 percent above the optimum moisture content, and compacted to at least 95 percent relative compaction. IGravel Surfacing - Materials and Placement To provide increased subgrade support, dust control, and a wearing surface, we anticipate gravel (such as Caltrans Class 2 aggregate baserock or other similar material) may be spread and compacted over the area of the possible (or planned) site access roadway. Should Caltrans Class 2 aggregate 12 February 1, 1999 BMI Project No. 99S-025 baserock (or other similar material) be used, we recommend it be at least 6 inches thick. Baserock used as surfacing material should be compacted to at least 95 percent relative compaction. Depending on the frequency of use and vehicle loading, it may be desirable to underlay gravel ' surfacing material (such as Caltrans Class 2 aggregate baserock) with a geotextile stabilization fabric. The primary purpose of this fabric would be to reduce migration of subgrade soil into the baserock and redistribute concentrated loads, thereby extending the service life of this type of 1 surfacing material. If a geotextile fabric is used, we recommend it consist of Mirafi 500X, Exxon GTF-200, or other equivalent fabric approved by the project Geotechnical Engineer. ADDITIONAL SERVICES We recommend Brown & Mills review final earthwork grading (if any) and/or foundation plans and specifications to evaluate that recommendations contained herein have been properly interpreted and ' implemented during design. Further, all site earthwork activities, including site preparation, placement of engineered fill and trench backfill, construction of roadway subgrades, and all foundation excavations (including those for the proposed tower foundation pier) should be monitored by a representative from Brown & Mills. Monitoring services are an essential component of our design services. Monitoring allows us to observe the soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein. LEVHTATIONS This report has been prepared in substantial accordance with the generally accepted geotechnical engineering practice as it existed in the site area at the time our services were rendered.. No warranty is either expressed or implied. Conclusions and recommendations contained in this report were based on the conditions encountered during our field investigation and are applicable only to those project features described above (see section entitled "PROPOSED CONSTRUCTION'). It is possible subsurface conditions could vary beyond the point explored. If conditions are encountered during construction which differ from those described in this report, or if the scope or nature of the proposed construction changes, we should be notified immediately in order to review and, if deemed necessary, conduct additional studies and/or provide supplemental recommendations. 13 February 1, 1999 BMI Project No. 99S-025 Recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by Brown & Mills during the construction phase in order to evaluate compliance with our recommendations. The scope of services provided by Brown & Mills for this project did not include the investigation and/or evaluation of toxic substances, or soil or groundwater contamination of any type. If such conditions are encountered during site development, additional studies may be required. Further, services provided by Brown & Mills for this project did not include the investigation and/or evaluation of soil corrosivity. Depending on planned pipe types, bedding conditions, and other ' factors beyond the scope of this study, it may be appropriate to evaluate soil corrosivity prior to development. This report may be used only by our client, and only for the purposes stated herein, within a reasonable time from its issuance. Land use, site conditions, and other factors may change over time which may require additional studies. In the event a significant period of time elapses between the ' date of this report and construction, Brown & Mills shall be notified of such occurrence in order to review current conditions. Depending on that review, additional studies and/or an updated or revised report may be required prior to completion of final design. Any party other than our client who wishes to use all or any portion of this report shall notify Brown & Mills of such intended use. Based on the intended use as well as other site -related factors, Brown & Mills may require that additional studies be conducted and that an updated or revised report be issued. Failure to comply with any of the requirements outlined above by the client or any other party shall release Brown & Mills from any liability arising from the unauthorized use of this report. 14 INWVW own 0M 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 storage shed . Concrete driveway and parting 4�Concrete pad with a'c compressor ------------------------------- N Proposed 20'X20' lease area Pa i Concrete d with a/c compressor i i i i i i ACCGSS fOUle over concrete drive � i i i i i i i i i i i i i *— Joint pole - Powerr relco — Undeteround utility 4 Santa Clara Ave. �♦ NoaTH NO SCALE Orchard LEGEND NOTE: The boring was located in the field by visual methods. Therefore, the location of the boring APPROXIMATE BORING shown on this plan should be considered highly LOCATION approximate. REFERENCE: Plan provided by client, no title or date. SITE PLAN PLATE I� • PROPOSED TELECOMMUNICATIONS FACILITY DOWNTOWN CHICO, SITE NO. SA -536-03 2 'BUTTE COUNTY, CALIFORNIA • 99S-025 UNIFIED SOIL CLASSIFICATION SYSTEM NU It: UUAL 5YMt3UL5 AHt UStU I U INUIUA It tiUHUtHLINt SUIL ULA55WIL A I IUNS LOG SYMBOLS AND DEFINITIONS MAJOR DIVISIONS -4 % PASSING NO. 4 SIEVE SAMPLER (2 -INCH OUTSIDE DIAMETER) COARSE- GRAINED SOILS GRAVELS MORE THAN 50% OF COARSE FRACTION GRAVELS (LITTLE OR NO FINES) GW Well -graded gravels, gravel -sand mbdures, kale or no fines GP Poorly -graded gravels, gravel -sand mbdures, little or no fines GRAVELS GM Silty gravels, poorly -graded gravel -sand -sift mbdures RETAINED ON (APPRECIABLE GC Clayey gravels, poorly -graded gravel -sand -day mbdures (ASTM TEST METHOD D 4318) NO.4 SIEVE FINES) MORE THAN 50% OF MATERIAL IS GREATER THAN NO. 200 SIEVE SANDS MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE SANDS (LITTLE OR NO FINES) SW Well -graded sands, gravelly sands, little or no fines SP Poorly -graded sands, gravelly sands, little or no fines SANDS (APPRECIABLE FINES) SM Silty sands, poorly -graded sand -gravel -sift mbctures SC Clayey sands, poorly -graded sand -gravel -day mbdures FINE- GRAINED SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 ML Inorganic sifts and very fine sands, silty or dayey fine sands, clayey silts with slight plasticity CL Inorganic clays of low-to-medium plasticity, gravelly days, sandy clays, silty days, lean clays MORE THAN 50% OL Organic sifts and clays of low plasticity OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH Inorganic sifts, micaceous or diatomaceous fine sands or silts CH Inorganic clays of high plasticity, fat clays OH Organic sifts and clays of high plasticity WATER OR SEEPAGE ENCOUNTERED HIGHLY ORGANIC SOILS PT Peat, humus, swamp soils with high organic content NU It: UUAL 5YMt3UL5 AHt UStU I U INUIUA It tiUHUtHLINt SUIL ULA55WIL A I IUNS LOG SYMBOLS AND DEFINITIONS LOG LEGEND PROPOSED TELECOMMUNICATIONS FACILITY `M 0 M DOWNTOWN CHICO, SITE NO. SA -536-03 3 BUTTE COUNTY, CALIFORNIA oWINZEFS 99S-025 STANDARD PENETRATION SPLIT -SPOON -4 % PASSING NO. 4 SIEVE SAMPLER (2 -INCH OUTSIDE DIAMETER) (ASTM TEST METHOD C 136) -200 % PASSING NO. 200 SIEVE ' CALIFORNIA SAMPLER (ASTM TEST METHOD C 117) (3 -INCH OUTSIDE DIAMETER) LL LIQUID LIMIT MODIFIED CALIFORNIA SAMPLER (ASTM TEST METHOD D 4318) (2.5 -INCH OUTSIDE DIAMETER) PI PLASTICITY INDEX (ASTM TEST METHOD D 4318) ® BAG/BULK R-VAL RESISTANCE VALUE (CALTRANS TEST 301) THIN-WALLED SHELBY TUBE EI EXPANSION INDEX (3 -INCH OUTSIDE DIAMETER) (UBC STANDARD 29-2) COL COLLAPSE POTENTIAL WATER LEVEL (ASTM TEST METHOD D5333) (LEVEL ESTABLISHED AS NOTED ON LOGS) SP SWELL POTENTIAL (under a specified load) WATER OR SEEPAGE ENCOUNTERED (ASTM TEST METHOD D 4546) — (LEVEL NOT ESTABLISHED) SL SWELL PRESSURE (no consolidation) (ASTM TEST METHOD D 4546) GENERAL NOTES: 1. Lines separating soil or rock strata on to s are approximate boundaries only. Actual transitions may be gradual and, in the case of selectively sampledgborings, may vary by as much as the sample interval. 2. In general, Unified Soil Classification designations were evaluated using visual methods only. Actual designations (based on laboratory tests) may vary. 3. Logs represent general soil conditions on the date and at the location indicated. No warranty is provided as to the continuity of soil conditions between individual sample locations. 4. Unconfined compressive strengths reported on the logs (if any) were obtained using a pocket penetrometer. LOG LEGEND PROPOSED TELECOMMUNICATIONS FACILITY `M 0 M DOWNTOWN CHICO, SITE NO. SA -536-03 3 BUTTE COUNTY, CALIFORNIA oWINZEFS 99S-025 -W F - DEPTH (IN FEEn r SAMPLE TYPE L L � � W N -• SAMPLE NO. M z c z v v 'o `z m ro BLOWS/FOOT m dC m = 1 UNCONFINED COMP. STRENGTH (TSS N co co co ((O �. � V1 USCS LETTER o r � SYMBOL � N aLrl p�' 3 r O Q O � cn cn co co cQ � � � a a a Q a � o X o C O �° O a � cn y cn g � �o C of a vOi ai vOi cOn o � c m z o Gz r' � �^ o o °o � mC su ma � S g o n m o p o N N (m). p O O (D � 14 (D (p O�0X �' A 7 7 � C Z rn Znr-r- c O y _ Z � m r. D a 0 0 D m D r DRY DENSITY (PCF) MOISTURE CONTENT (%) r-O�O V% Z T T N O o OTHER LAB TESTS • C r SEE LOG LEGEND i FOR ABBREVIATION ZZ DEFINITIONS D�caZ D-� w_n 0) F= z W � � 1 o v CD D N � � a � m a � m ' > >' °o' o n m (p �' A 7 7 � y _ Z � r. D a m DRY DENSITY (PCF) MOISTURE CONTENT (%) OTHER LAB TESTS • SEE LOG LEGEND FOR ABBREVIATION DEFINITIONS n Q v � - SAMPLE NO. rn - ao DEPTH (IN FEET) BLOWS/FOOT m UNCONFINED COMP. STRENGTH (iSh� m 0 = 0 � USCS LETTER SAMPLE TYPE • SYMBOL rn ` co � co cfl z M c z a a m v N 9 `� m • ■ O m � m �•�� m O C- m (NO aN � s w co to m a y N 0 o� (�D � 00 �. o N n � Ot a w' 3 N O o Q •� m 10 � cD o m Como O 0 su O _+. ID O 0 mZoO CL N o� — nom `� N p*vm 3 D DRY DENSITY (PCF) MOISTURE w ZZ�r CD nmp SEE LOG LEGEND FOR ABBREVIATION DEFINITIONS 0 00� D n\ �D O D• r r O r ca m �.� Z 0 1 Omo N ZZ�O `° ul _ DNzZ D•,�� wn � r z v ro m j m N SL OD N v � � SAMPLE NO. rn � ao 1 BLOWS/FOOT UNCONFINED COMP. STRENGTH (iSh� L7 � USCS LETTER SYMBOL � co cfl a m a < ma � n. O m � m �•�� m O aN � m a y N 0 o� 0 � N �m Q � � O_ su O _+. ID N o� DRY DENSITY (PCF) MOISTURE CONTENT (%) OTHER LAB TESTS • • SEE LOG LEGEND FOR ABBREVIATION DEFINITIONS APN: 043-682-015 -- Plancheck Comments Pac Bell Tower 1. Special inspection is required as indicated on plan sheet 1 for concrete, high strength bolting and welding. Please indicate the testing agency or agencies to be employed for each part of this work. Charles ). Roberts, PE (530) 538;7541 r for Imperial Poles 11700 Bloomfield Ave. Santa Fe Springs, CA 90670 'ZOFESSIpNq� H D. 0, , No.4101 'Exp. 6-30-01 s�qj rROCTURP�' f OF CAUFO by Myers, Houghton & Partners, Inc. Structural Engineers Lawndale, California March 22, 1999 MHP JN: 99069-00-1 1 0 Summary Table Sheet No. of L Project Title: 99'-6" Pipe Monopole for PBMS @ Site #SA -536-03 in Butte County, CA MHP JN: 99069-00-1 ANSI/ TIA/ EIA -222-F-1996 Standard Tower Height= 102.75 ft Stress Wind Speed= 75 mph A Wind Speed= 90 mph Deflection Limitation= 0.5 deg (at top of column) 10.76 in Weight of Antennas= 2500 lbs. Pole Design: Deflection Critical Design Monopole Type= Pipe Material Spec.= ASTM A53 Grade B or API -51- Grade B Pole Diamete— 42 in Pole Thickness= 1/2 in Pole Height= 102.75 ft Pole Stress Check= 0.53 < 1.33 Section Adequate Pole a Check= 9.60 in < 10.76 in Section Adequate Foundation Type= Caisson Concrete Strength= 2500 psi Depth= 27 ft. Diameter= 5 ft. Vert. Reinf.= 20 - #10 bars Horz. Ties = #4@ J%a o.c. top 1.5xDIA= S FT #4@ Z-4 o.c. remainder (6) #4 bars @ top @ 2 in o.c. Baseplate Material= ASTM Grade A36 Baseplate Type= HEX Baseplate Size= 52 in. Baseplate Thkness= 1 1/2 in. Anchor Bolt Material= ASTM Grade A307 # of Anchor Bolts= 6 Anchor Bolt Size= 2 in by Actual length of Anchor Bolts= 89 in w/ nut on end 99 in w/ nut on end "' Doubler Plates are required at the two, 9"x24" ports at 90 degrees at the pole base. Doubler plates are not required for ports farther up the pole. ••* Internal flange connections at 40' and 80' are designed per the calculations on pages 6 and 7. 99069001. redesign 3-19-99.xis MYERS 15901 Hawthorne Blvd., Ste. 400 HOUGHTON Lawndale, CA 90260 & PARTNERS CALCULATION SHEET Tel. (310) 542-2077 • Fax (310) 542-5350 I N C Q R P O R A T E D A Q Q�p` BY DATE �.yF. •�1 f1 SUBJECT / //6y ► �'ry �1%NUf-��-L? SHEETNO. OF CHECKED CLIENT y JOB NO. SiT: off O T�%G:rA - 9-S'- zi- caves �10 . woo sP�� � 75rtPN uti 3;O `0 ki- I I0 r.; VGr-L0C.T.�ry c,2, ie�er�A A >2cs:V,-N /-A(NkYs-PS E7t4 A S �1.,�% 9 9vb 9a 0 A5TH A63 Gru�4oE g N Pole Design Sheet No. Z of -1 Project Title: 99'-6" Pipe Monopole for PBMS @ Site #SA -536-03 in Butte County, CA MHP JN: 99069-00-1 Design Criteria: Column Proe� e0 Pi ues n O Ta u , n ANSI/ TIA/ EIA -222-F-1996 Standard Yield Strength= 35000 psi Deflection Stress Tower Height= 102.75 ft Diamete- 42 in P (lbs) (in) M (ft -lbs) Wind Speed - Client= 90 mph (deflection) Pole Thickness= 1/2 in Actual= 9.60 0.534 Basic Wind Speed -Code 75 mph (stress) Pole Area= 65.2 int Limits= 10.76 1.33 Deflection Limitation= 0.5 deg Radius of Gyration= 14.7 in % of Lim= 89.20% 40.05% (at top of column) 10.76 in Section Modulus= 668.4 in3 Critical I X 105.00 Weight of Antennas= 2500 lbs. Pole Inertia= 14035.8 in Apprx. Weight of pole= 22792 lbs. Appr. plf of pole= 221.82 plf Apprx. Total Axial Load= 25292 lbs. D/t ratio= 84 < 94 Loading From TIA/EIA-222-F: P= q.GH[CFAE + E (CAAA)]i� 2q.GHAc OK q= Velocity pressure, psf = .00256*Kz*V2, where Kz=(z/33)^« V= Basic wind speed for the structure location (miles/hour) GH= Gust Response Factor for fastest -mile basic wind speed (1.69 for tubular poles) CF= Structure Force Coefficient per Table 1 AE= Effective projected area of structural components in one face, ft2 CA= Linear or discrete appurtencance force coefficient per Table 3 AA= Projected area of a linear appurtencance, ft P= Horizontal force applied to a section of the structure, lbs Z= Height above average ground level to midpoint of section, appurtenance or guy M= Moment about base of pole from applied horizontal force, P E M= 763101 ft -lbs Pb' (31 - b Atop= 9.60 in < 10.76 in Section Adequate mP - 6EI 99069001. redesign 3-19-99.xls Check against Deflection Criteria: qz (psf) GH CF AE Mr) CA AA ( ) P (lbs) z (ft) M (ft -lbs) P1= 20.74 1.69 0.59 105.00 2170.97 15 32564.49 P2= 22.66 1.69 0.59 105.00 T2372.13 45 106745.81 P3= 26.22 1.69 0.59 105.00 2744.88 75 205866.14 c` P4= 28.17 1.69 0.59 44.63 1253.22 1 96.375 120779.20 a 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0.00 0 0.00 N P5= 27.62 1.69 0.59 1.4 12.56 820.77 90 73869.60 P6= 28.05 1.69 0.59 1.4 3.14 208.39 95 19796.83 P7= 28.46 1.69 0.59 1 42.3 2034.79 100 203478.96 0.00 0 0.00 0 0 0.00 0 0.00 0.00 0 0.00 0 0 0.00 0 0.00 0.00 0 0.00 0 0 0.00 0 0.00 0.00 0 0.00 0 0 0.00 0 0.00 E M= 763101 ft -lbs Pb' (31 - b Atop= 9.60 in < 10.76 in Section Adequate mP - 6EI 99069001. redesign 3-19-99.xls Pole Design Check against - Combined Bending qz (psf) and Axial GH Loading (ASD): CF AE ( ) CA (1 P1= 14.40 1.69 0.59 105.00 142962.60 P2= 15.73 1.69 0.59 105.00 0.00 P3= 18.21 1.69 0.59 105.00 51298.33 P4= 19.56 1.69 0.59 44.63 0.00 0.00 0 0.00 0 0.00 0.00 0.00 E M= 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 P5= 19.18 1.69 0.59 1.4 12 P6= 19.48 1.69 0.59 _:_:- 1.4 3. P7= 19.77 1.69 0.59 4' II 0.00 0 0.00 's` "_ 0 0.00 0 . 0.00 0 0.00 0 0.00 M..: : 0 0.00 0 0.00HE0 Sheet No. 1> of 1 P z M ft -lbs (lbs) (ft) (ft -lbs) 1507.62 15 22614.23 1647.31 45 74129.03 1906.17 75 142962.60 870.29 96.375 83874.45 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 569.98 90 51298.33 144.71 95 13747.80 1413.05 100 141304.83 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 E M= 529931 f, + fb= 9514.43 psi f.=387.99 psi b F F Fb= 21000.00 psi Fe 4795.74 psi 3 3• fb/Fb= 0.453 fa/Fa 0.081 fb/Fb+fa/Fa 0.534 < 1.33 Section Adequate 99069001.redesign 3-19-99.xls Foundation Design Sheet No. k of -I Project Title: 99'-6" Pipe Monopole for PBMS @ Site #SA -536-03 In Butte County, CA MHP JN: 99069-00-1 O Caisson Foundation 0 Mat Foundation Caisson Desian: 1994 Uniform Building Code Section 1806.7.2.1(non-constrained) A 4.36h b= diameter of footing (ft) d = 2 1 + 1 + A d= depth of embedment in earth in feet h= distance in feet from ground surface to point of application to "P" P= applied lateral force in pounds 2.34P S+= allowable lateral soil -bearing pressure A _ Sbased on a depth of one third the depth of embedment ,b Total Caisson Depth, d= 27 ft Code Moment, M= 529931 ft -lbs Depth of soil to neglect per soils repo 2 ft Code Shear, P= 8059 lbs Caisson Depth used in Analysis= 25 ft heq= M/P= 65.76 ft Caisson Diameter, b= 5 ft St= 625 psf All. Lat. Bearing Pressure= 75 psf d,oq= 24.03233 ft OK Allowable Bearing Pressure= 3000 psf Vertical Bearing: 1288.114 psf Satisfied Concrete Design Strength= 2500 psi Size of Reinforcement Ba - #10 Required Vert. Reinforcement= 20 #10 bars Soils Report Provided by: Brown & Mills. Inc. Soils Report #: 99S-025 Base Plate Design: 1= SQR 2=HEX Base Plate Type = HEX Code Moment, M= 529931 ft -lbs Minimum Bolt Circle= 48 in. Pole Base Diameter, 42 in. Base Plate Size= 52 in Dia. Adequate Pole Base thk, t= 0.5 in. # of Bolt Holes= 6 Moment Arm= 44.75 in. Diameter of Bolt Circle= 48 in. T/C in A.B.= 142.10 kips Plate Moment Arm= 3.00 in. Min. Plate Thickness= 1.43 in. Plate Moment= 426.31 kip -in Use plate thkness of= 1 1/2 in. b8ff=0.67'Size= 34.84 in. Anchor Bolt Design: Fb=0.75'Fy'1.33= 36 ksi # of Effective.A.B.= 2 Minimum A.B. Capacity= 71.05 kips Diameter of A.B.= 2 in A.B.'s OK Design Strength= 83.57 kips Min. Req'd length of A.B. = 89 in Actual Length of anchorbolts= 99 in 99069001. redesign 3-19-99.xls Port Design PPr lett Title: 99'-0" Pipe Monopole for PBMS @ Site !SA -636-03 In Butte County, CA MHP JN: 99069-00-1 Pole Area, n - 56.2 Deslen Cdteda: Column PrOperfies F@ q 100% n O Tapered Design ANSI/ TIA/ EIA -222-F-1 998 Standard Yield Strength= 35000 psi Tower Height- 102.75 ft Diameter- 42 in Wind Speed - Client= 90 mph (deflection) Pole Thickness- 1/2 in Basic Wind Speed -Code 75 mph (stress) Pole Area= 65.2 in= Weight of Antennas- 2500 lbs. Radius of Gyration= 14.7 in Apprx. Weight of pole= 22792 lbs. Section Modulus= 668.4 ins Apprx. Total Axial Load= 25292 lbs. Pole Inertia= 14035.8 In Appr. pif of pole= 221.82 plf D/t ratio= 84 < 94 From 'Pole Deslan'Sheet (Code Mnd ed), OK Code Moment @ base= 529931 ft-Ibs Code Shear @ base- 8059 lbs Equivalent Height hp= Reduced seeflon oronerfies 85.8 ft for two 9W4* Ports Cdr 18' above base., Value I % of gross Radius @ Port rn - 21.00 100% Pole Area, n - 56.2 86% Average Radius, On) = 20.93 100% Section Modulus, (in)- 574.3 86% Pole Inertia, Qn)= 12060.9 86% Radius of Gyration, n)= 14.7 100% V Fb= f' + P 50.9 fbfFb= V, 7F• Reduced section 2neties for two Pods (Q and 180) 0 width= 0 in. height= 0 in. Value I % of gross Radius (d3 Port, (in)= 21.00 100% Pole Area, On=)= 65.2 100% Average Radius, (n)= 21.00 100% Section Modulus, (in )= 668.4 100% Pole Inertia, (in)= 14035.8 100% Radius of Gyration, (in)= 14.7 100% fb= Fb=.6FY f" + f' S 0.9 fb/Fb= F, Y F. Reduced section nrofherties for two Pods (0 and 180) 0 width= 0 in. height-- 0 in. Value I % of gross Radius @ Port, (in)= 21.00 100% Pole Area. (n)= 65.2 100% Average Radius, (in)= 21.00 100% Section Modulus, (in)= 668.4 100% Pole Inertia, (in)= 14035.8 100% Radius of Gyration, (in)= 14.7 100% Stress Actual= 0.818 Limit= 1.33 % of Lim-- 48.21 % 13 psi f.= 00 psi F,= 23 f./F.= .= 0.616 < 0 R above the base fb= + 5 0.9 3F° 3F' Fb=.6FY fb/Fb= Stress Actual= 0.818 Limit= 1.33 % of Lim-- 48.21 % 13 psi f.= 00 psi F,= 23 f./F.= .= 0.616 < 0 R above the base Code Mom. @ Port= Stress Actual= 0.081 Limit= 1.33 %oflim= 6.07% 00 psi f,= 00 psi F,= 000 f./F,= 0.081 < 0 ft. above the base Actual= 0.081 imit=% Limit-- 1%of Lim= 10988. 0.00 psi 21000. 21000.00 psi 0.5 0.000 fb/Fb+f°/F fb/Fb+f./F.= 0.081 Code Mom. @ Port= Stress Actual= 0.081 Limit= 1.33 %oflim= 6.07% 00 psi f,= 00 psi F,= 000 f./F,= 0.081 < 0 ft. above the base 444.21 psi 4781.06 psi 0.093 1.33 Section Adequate 0 ft -lbs 387.99 psi 4795.74 psi 0.081 1.33 Section Adequate Code Mom. @ Port= 0 ft -lbs Stress Actual= 0.081 imit=% Limit-- 1%of Lim= 0. 0.00 psi 21000. 21000.00 psi 0. 0.000 fb/Fb+f./F fb/Fb+f./F.= 0.081 444.21 psi 4781.06 psi 0.093 1.33 Section Adequate 0 ft -lbs 387.99 psi 4795.74 psi 0.081 1.33 Section Adequate Code Mom. @ Port= 0 ft -lbs Stress Actual= 0.081 imit=% Limit-- 1%of Lim= 6.07°h 0.00 psi f.= 21000.00 psi F.= 0.000 f./F.= fb/Fb+f./F.= 0.081 < 387.99 psi 4795.74 psi 0.081 1.33 Section Adequate 99069001.redesign 3-19-99.xls Sheet No. 15 of � V Int. Flange Conn. Sheet No. � of Splice Location = Code Moment @ splice = Design Moment @ splice = Pipe Diameter = Bottom Pipe Thickness = Top Pipe Thickness = 99'-6" Pipe Monopole for PBMS @ Site #SA -536-03 in Butte County, C 99069-00-1 40 ft 2943 k -in 3237 k -in (1.1 x Mact) 42 in 1/2 in 1/2 in Plate Thicknesses = 1 1/2 in OK Number of A325Bolts = 16 Size ofA325 Bolts = 1 1/4 in Partial Penn Weld Size= 3/4 in Min. Bolt Edge Distance = 3.0625 in Bolt Circle Diameter = 34.875 in Plate Moment Arm, d = 3.06 in # of effective bolts = 5 Approx. Pipe Moment Arm, D, = 36.45 in T/C force = M/Dj = 88.82 kips Force per A325 bolt, Fbolt = 17.76 kips Moment on the plate, Ftroit*d = 54.40 kip -in Effective Width, b = 6.85 in Fb = 0.75*Fy*(4/3) = 36 ksi Plate Thickness Req.'d = 1.15 in < A325 Bolt Capacity Req.'d = 17.76 kips < Weld Size Req.'d = 2.59 kip/in < 1.50 in 32.72 kips 13.13 kip/in POL DSGN.XLS Splice Location = 40 ft. Plate Thickness: 1 1/2 in O.D. of Bottom Plate = 41 in I.D. of Bottom Plate = 283/4 in O.D. of Top Plate = 41 in I. D. of Top Plate = 28 3/4 in Bolt Circle Diameter = 347/8 in Number of A325 Bolts 16 A325 Bolt Diameter = 1 1/4 in Partial Penn Weld = 3/4 in **Note: bolt holes shall be 3/16" greater than bolt diameter.** # of Bolts # of Eff. Bolts Percent Effective 10 2 20% 12 3 25% 14 4 29% 16 5 31% 18 6 33% (77%) Thickness is adequate. (54%) A325 Bolt Size is adequate. (20%) Weld Size is adequate. Splice Location = Code Moment @ splice = Design Moment @ splice = Pipe Diameter = Bottom Pipe Thickness = Top Pipe Thickness = Int. Flange Conn. (2) Sheet No. —7 of -7 99'-6" Pipe Monopole for PBMS @ Site #SA -536-03 in Butte County, C 99069-00-1 80 ft 605 k -in 665 k -in (1.1 x Mact) 42 in 1/2 in 1/2 in Plate Thicknesses = 1 1/4 in OK Number of A325Bolts = 12 Size of A325 Bolts = 1 in Partial Penn Weld Size= 3/4 in Min. Bolt Edge Distance = 2.625 in Bolt Circle Diameter = 35.750 in Plate Moment Arm, d = 2.63 in # of effective bolts = 3 Approx. Pipe Moment Arm, D, = 37.82 in T/C force = M/Dt = 17.59 kips Force per A325 bolt, Ft ft = 5.86 kips Moment on the plate, Ft It*d = 15.39 kip -in Effective Width, b = 9.36 in Fb = 0.75*Fy*(4/3) = 36 ksi Plate Thickness Req.'d = 0.52 in < A325 Bolt Capacity Req.'d = 5.86 kips < Weld Size Req.'d = 0.63 kip/in < 1.25 in 20.94 kips 13.13 kip/in POL DSGN.XLS Splice Location = 80 ft. Plate Thickness: 1 1/4 in O.D. of Bottom Plate = 41 in I.D. of Bottom Plate = 301/2 in O.D. of Top Plate = 41 in I.D. of Top Plate = 301/2 in Bolt Circle Diameter = 353/4 in Number of A325 Bolts 12 A325 Bolt Diameter = 1 in Partial Penn Weld = 3/4 in **Note: bolt holes shall be 3/16" greater than bolt diameter.— # of Bolts # of Eff. Bolts Percent Effective 10 2 20% 12 3 25% 14 4 29% 16 5 31% 18 6 33% (42%) Thickness is adequate. (28%) A325 Bolt Size is adequate. (5%) Weld Size is adequate. GEOTECHNICAL INVESTIGATION REPORT PROPOSE® TELECOMMUNICATIONS FACILITY prepared by: DOWNTOWN N C ICO, SITE NO. SA -536-0 1701 SANTA CLARA AVENUE BUTTE COUNTY, CALIFORNIA BROWN & MILLS, INC. NEM I'M GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS CONSTRUCTION MATERIALS TESTING OEM - BROWN & MILLS, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS IIIIIIIIIIIN CONSTRUCTION MATERIALS TESTING February 1, 1999 BMI Project No. 99S-025 Mr. Vance Shannon Pacific Bell Mobile Services 3851 North Freeway Boulevard Sacramento, California 95834 Subject: Geotechnical Investigation Proposed Telecommunications Facility Downtown Chico, Site No. SA -536-03 1701 Santa Clara Avenue Butte County, California Dear Mr. Shannon: Brown & Mills is pleased to present the attached geotechnical investigation report for a proposed ' telecommunications facility to be located at 1701 Santa Clara Avenue in Butte County, California. Based on the results of our investigation, very -loose -to -loose, cohesionless sandy soils are present within the site area from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, these soils are highly compressible and would not be suitable for supporting the planned tower using a mat foundation. Therefore, it is our professional opinion the proposed steel monopole telecommunications tower should be supported using a drilled, cast -in-place concrete pier ' (i.e., a mat foundation would not be applicable for this site); foundation support for the proposed equipment cabinets may be provided using a mat foundation (or foundations). Though we are recommending a conventional drilled pier foundation be used to support the planned tower, it should be noted relatively loose, cohesionless sandy soils and groundwater were encountered during our field exploration program. The presence of loose, cohesionless soils (encountered from near -surface to a depth of approximately 23 feet below existing site grade) and groundwater (initially encountered at a depth of approximately 17-1/2 feet below existing site grade) will likely hinder the drilling operation for the proposed tower foundation pier, requiring casing, drilling fluids, and/or other methods to advance the excavation and maintain hole stability. Specific comments regarding the conditions outlined above, as well as recommendations regarding the geotechnical aspects of project design and construction, are presented in the following report. 9940 Business Park Drive, Suite 140, Sacramento, California 95827 Phone (916)362-5541 FAX (916)362-3454 y February 1, 1999 BMI Project No. 99S-025 We appreciate the opportunity of providing our services for this project. If you have questions regarding this report or if we may be of further assistance, please contact the undersigned. Sincerely, B R P1 cc: Client (4 bound copies)_ NNWVW =; 1z TABLE OF CONTENTS INTRODUCTION.............................................................1 GENERAL.............................................................1 PROPOSED CONSTRUCTION ............................................ 1 SCOPE OF SERVICES ................................................... 2 FIELD INVESTIGATION .............................. 2 CONCLUSIONS AND RECON IENDATIONS.................................... 4 GENERAL.............................................................4 SITEPREPARATION.................................................... 4 TEMPORARY EXCAVATIONS ........................................... 5 TRENCH BACKFILL .................................................... 6 ENGINEEREDFILL.....................................................7 TOWER FOUNDATION - DRILLED PIER .................................. 8 EQUIPMENT CABINET FOUNDATIONS .................................. 11 SITE ACCESS ROADWAY .............................................. 12 ADDITIONAL SERVICES ..................................................... 13 LIMITATIONS..............................................................13 PLATES 1 THROUGH 4 SITECONDITIONS...........................................................3 SURFACE.............................................................3 SUBSURFACE.........................................................3 CONCLUSIONS AND RECON IENDATIONS.................................... 4 GENERAL.............................................................4 SITEPREPARATION.................................................... 4 TEMPORARY EXCAVATIONS ........................................... 5 TRENCH BACKFILL .................................................... 6 ENGINEEREDFILL.....................................................7 TOWER FOUNDATION - DRILLED PIER .................................. 8 EQUIPMENT CABINET FOUNDATIONS .................................. 11 SITE ACCESS ROADWAY .............................................. 12 ADDITIONAL SERVICES ..................................................... 13 LIMITATIONS..............................................................13 PLATES 1 THROUGH 4 ' GEOTECHNICAL INVESTIGATION REPORT PROPOSED TELECOMMUNICATIONS FACILITY DOWNTOWN CHICO, SITE NO. SA -536-03 1701 SANTA CLARA AVENUE BUTTE COUNTY, CALIFORNIA ■ ■ INTRODUCTION GENERAL ■ This report presents the results of our geotechnical investigation for a proposed telecommunications facility to be located at 1701 Santa Clara Avenue in Butte County, California. The purpose of our investigation was to explore and evaluate the subsurface conditions at the site in order to develop recommendations related to the geotechnical aspects of project design and construction. The site location relative to existing roads and topographic features is shown on Plate 1. ■ PROPOSED CONSTRUCTION We understand the proposed project will involve construction of a telecommunications facility on ' a rectangularly -shaped site. The planned facility will include the installation of a steel monopole telecommunications tower, approximately 100 feet in height, and adjacent equipment cabinets. Appurtenant construction may include underground utilities and possibly a partially -improved site taccess roadway. Plans indicating final site grades were not available at the time this report was prepared; however, as existing site topography is relatively level, we anticipate little -to -no earthwork grading will be performed for this project. Excavations for underground utilities are not anticipated to exceed about ■ 5 feet below existing or final site grades. A plot plan indicating the proposed project area is presented on Plate 2. February 1, 1999 BMI Project No. 99S-025 SCOPE OF SERVICES The scope of our services was outlined in our proposal dated January 29, 1999, and included the following: ► Exploration of the subsurface conditions at the site using one boring excavated with a truck -mounted drill rig. P. Preparation of this report which includes: • A description of the proposed project; • A summary of our field exploration program; • A description of site surface and subsurface conditions encountered during our field investigation; and • Recommendations related to the geotechnical aspects of site preparation and engineered fill, temporary excavations and trench backfill, foundation design and construction, and a partially -improved site access roadway. FIELD INVESTIGATION ' Subsurface conditions at the site were explored on January 29, 1999, by drilling one boring (designated B-1) to a depth of about 36-1/2 feet below existing site grade. The boring was advanced using a CME 55, truck -mounted drill rig equipped with an 8 -inch -diameter, hollow -stem auger. The ' approximate location of the exploratory boring performed for this investigation is indicated on Plate 2. ' Our engineer maintained a log of the boring, visually classified the soils encountered according to the Unified Soil Classification System (see Plate 3), and obtained relatively undisturbed samples of the subsurface materials. Soil samples were obtained from the boring with a Standard Penetration ' Sampler driven 18 inches (unless otherwise noted) into undisturbed earth materials using a 140 - pound hammer falling 30 inches. After the boring was completed, it was backfilled with the drill ' cuttings. 'A log of the exploratory'boring performed for this investigation is presented on Plates 4A and 4B. 2 ' February 1, 1999 BM Project No. 995-025 SITE CONDITIONS ISURFACE ' The project site consists of a rectangularly -shaped area located at 1701 Santa Clara Avenue in Butte County, California. The site is bounded to the north by vacant land and Santa Clara Avenue (with rural residential and agricultural development beyond), to the east by a wood/metal storage building, to the south by a metal storage trailer (with a recently -planted orchard beyond), and to the west by a recently -planted orchard. At the time of our field investigation, the site area was vacant of structures and sparsely vegetated with weeds. Existing topography within the immediate site area was relatively level. SUBSURFACE ' Near -surface earth materials encountered in the boring performed for this investigation consisted predominantly of very -loose -to -loose silty sand/sandy silt to a depth of about 23 feet below existing site grade. Below these near -surface soils, medium -dense -to -very -dense gravelly sand/sandy gravel ' was encountered to the maximum depth explored (approximately 36-1/2 feet below existing site grade). Free groundwater was encountered during our field investigation at a depth of about 17-1/2 feet below existing site grade. However, groundwater conditions can vary depending on the season, precipitation, runoff conditions, irrigation and/or groundwater pumping practices (both on and off site), the level of nearby bodies of water, and possibly other factors. Therefore, groundwater conditions presented in this report may not be representative of those which may be encountered during or subsequent to construction. A more detailed description of the subsurface conditions encountered during our field investigation is provided on the attached log. 3 February 1, 1999 BMI Project No. 995-025 CONCLUSIONS AND RECOMMENDATIONS GENERAL ' Based on the results of our investigation, very -loose -to -loose, cohesionless sandy soils are present within the site area from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, these soils are highly compressible and would not be suitable for supporting the ' planned tower using a mat foundation. Therefore, it is our professional opinion the proposed steel monopole telecommunications tower should be supported using a drilled, cast -in-place concrete pier (i.e., a mat foundation would not be applicable for this site); foundation support for the proposed ' equipment cabinets may be provided using a mat foundation (or foundations). ' Though we are recommending a conventional drilled pier foundation be used to support the planned tower, it should be noted relatively loose, cohesionless sandy soils and groundwater were encountered during our field exploration program. The presence of loose, cohesionless soils ' (encountered from near -surface to a depth of approximately 23 feet below existing site grade) and groundwater (initially encountered at a depth of approximately 17-1/2 feet below existing site grade) will likely hinder the drilling operation for the proposed tower foundation pier, requiring casing, ' drilling fluids, and/or other methods to advance the excavation and maintain hole stability. Specific comments regarding the conditions outlined above, as well as recommendations regarding the geotechnical aspects of project design and construction, are presented in the following sections of this report. SITE PREPARATION Stripping Within the area of proposed construction, any existing vegetation, organic soil, or debris should be stripped and disposed of off-site or outside the construction limits. In the event organic soils or tree roots are encountered (or suspected) at or beneath the stripped surface, deep stripping or grubbing ' will be required to remove these (or other similar) deleterious materials. 4 February 1, 1999 BMI Project No. 99S-025 Scarification and Compaction If engineered fill is required for this project, we recommend the ground surface upon which this fill will be placed be scarified to a depth of 8 inches, uniformly moisture -conditioned to between 0 and 5 percent above the optimum moisture content, and compacted to at least 90 percent of the maximum dry density as determined by ASTM (American Society for Testing and Materials) Test Method D 1557'. Overexcavation of Loose or Disturbed Material ' Within areas grubbed or otherwise disturbed below a depth of about 12 inches, in-place scarification and compaction may not be adequate to densify all disturbed soil. Therefore, overexcavation of the disturbed soil, scarification and compaction of the exposed subgrade, and replacement with engineered fill may be required in these areas. Existing Utilities If abandoned, below -grade utility lines are encountered within the area of construction they should be removed and disposed of off-site. Existing, below -grade utility pipelines (if any) which extend beyond the limits of the proposed construction and will be abandoned in-place should be plugged with cement grout to prevent migration of soil and/or water. All excavations resulting from removal activities should be cleaned of all loose or disturbed material (including previously -placed backfill) prior to placing any fill or backfill. TEMPORARY EXCAVATIONS General All excavations must comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the responsibility of the contractor, who should be solely responsible for the means, methods, and ' sequencing of construction operations. This test procedure should be used wherever relative compaction, maximum dry density, or optimum moisture content is referenced within this report. 5 February 1, 1999 BMI Project No. 99S-025 Construction Considerations Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within 5 feet of the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff water entering the excavation(s) should be collected and disposed of outside the construction limits. ' Excavation Conditions Based on our experience in the site area and conditions encountered during our field exploration program, we anticipate trench (and other shallow) excavations should be possible with a conven- tional backhoe (such as a Case 580 or equivalent). ITRENCH BACKFILL Materials Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should consist of on-site or imported soil and/or soil -aggregate mixtures generally less than 1 inch in maximum dimension and free of organic or other deleterious debris; trench zone backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of on-site soil, generally less than ' 3 inches in maximum and free of organic or other deleterious debris. ' If imported material is used for pipe or trench zone backfill, we recommend it consist of fine-grained sand. In general, use of coarse-grained sand and/or gravel is not recommended due to the potential for soil migration into, and water seepage along, trenches backfilled with this type of material. Recommendations provided above for pipe zone backfill are minimum requirements only. More stringent material specifications may be required to fulfill local codes and/or bedding requirements ' for specific types of pipe. We recommend the project Civil Engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. 6 ' February 1, 1999 BMI Project No. 99S-025 Placement and Compaction ' Trench backfill should be uniformly moisture -conditioned to between 0 and 5 percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and Icompacted to at least 90 percent relative compaction. Within pavement areas, trench backfill should be compacted to at least 95 percent relative compaction within 12 inches of finished subgrade'. Mechanical compaction is strongly recommended; ponding or jetting should not be allowed unless specifically reviewed and approved by the project Geotechnical Engineer prior to construction. ' ENGINEERED FILL ' Materials As site topography within the area of planned improvements is relatively level, we anticipate little - to -no earthwork grading will be performed for this project. However, some fill may be required to backfill around foundations or for other purposes. If required, we recommend this material consist of on-site or imported' soil and/or soil -aggregate mixtures generally less than 3 inches in maximum dimension, nearly -free of organic or other deleterious debris, and essentially non -plastic. Typically, well -graded mixtures of gravel, sand, non -plastic silt, and small quantities of clay would be acceptable for use as engineered fill. Placement and Compaction Soil and/or soil -aggregate mixtures used for engineered fill should be uniformly moisture - conditioned to between 0 and 5 percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative compaction. ' In pavement areas, engineered fill placed within 12 inches of finished subgrade should be compacted to at least 95 percent relative compaction. ' z Within this report, finished subgrade refers to the top surface of undisturbed on-site soil compacted during site preparation, compacted trench backfill, and/or engineered fill. ' All imported soil and/or soil -aggregate mixtures used for engineered fill should be sampled, tested and approved by the project Geotechnical Engineer prior to being transported to the site. 7 !'111A� ' February 1, 1999 BMI Project No. 99S-025 TOWER FOUNDATION - DRILLED PIER iGeneral Due to relatively high anticipated lateral foundation loads and the presence of very -loose -to -loose, cohesionless sandy soils (encountered during our field investigation from near -surface to a depth of approximately 23 feet below existing site grade), we recommend foundation support for the planned tmonopole telecommunications tower be provided using a single concrete pier. In general, this pier should consist of a drilled, straight -shafted hole, filled with concrete, and reinforced with steel to resist and transfer lateral and axial loads. Further, we recommend the proposed pier extend to a depth of at least 25 feet below existing (and final) adjacent site grades, have a diameter of at least 2 feet, and generally not extend below a depth of about 36-1/2 feet below existing site grade (the approximate maximum depth explored during this investigation). Design parameters as well as construction recommendations for a drilled, cast -in-place concrete pier are provided below. Axial Capacities A cast -in-place concrete pier constructed in accordance with recommendations provided herein may be designed to resist downward loads using an allowable end bearing pressure of 3,000 pounds per ' square foot (psf) and a unit skin friction of 75 psf. The uppermost 3 feet of the embedded portion of the pier should be neglected when evaluating the skin friction component of the axial capacities. The allowable end bearing pressure provided above is a net value; therefore, the weight of the pier may be neglected when evaluating downward capacities. Total downward capacities derived from the parameters provided above may be increased by 1/3 for short-term loading due to wind or seismic ' forces. ' Estimated Settlement Total settlement of the proposed pier is estimated to be less than 3/4 -inch and should occur shortly after the initial loads are applied. February 1, 1999 BMI Project No. 99S-025 Lateral Capacities We recommend lateral resistance and deflection of the proposed pier be evaluated using methods proposed by Broms for rigid piles'. For this method we recommend a coefficient of passive earth pressure of 2.5, a total unit weight of 110 pounds per cubic foot (pcf), and a coefficient of horizontal subgrade reaction of 7 tons per cubic foot be used to evaluate lateral capacities and deflections. Since the aforementioned method requires information regarding the proposed pier (i.e., depth of embedment, pier diameter, pier length, lateral loads, and location of loading) which was not available at the time this report was prepared, we recommend the project Structural Engineer evaluate lateral deflections of the proposed pier (if required). Alternatively, lateral capacity may be evaluated using the "Pole Formula" given in Sections 1806.8.2.1 and 1806.8.2.2 of the Uniform Building Code (UBC, Volume 2, 1997 edition). For this method we recommend a lateral soil bearing pressure of 75 pounds per square foot per foot of embedment be used for analysis. If applicable, the 100 percent increase allowed by the Code for isolated poles (which are not adversely affected by a %Z -inch horizontal deflection at the ground surface due to short-term lateral loads) may be used for design. To account for possible loss of subgrade support due to surface disturbance, we recommend soil located within the uppermost two feet of the embedded portion of the pier be neglected when evaluating lateral capacities and/or deflections. Excavation Conditions Based on the conditions encountered during our field exploration program, we anticipate excavations for the proposed piers should be possible using a large, truck -mounted drill rig equipped with a hydraulically -advanced, bucket auger. However, due to the presence of groundwater and relatively loose cohesionless sandy soils, drilled excavations for the proposed tower foundation piers will likely be susceptible to caving, especially from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, casing, drilling fluids, and/or other methods will be required to advance the excavation and maintain hole stability. ' Broms, Bengt B., "Lateral Resistance of Piles in Cohesionless Soils," Journal of Soil Mechanics and Foundations Division, ASCE, May, 1964. E off. 9 rA■M February 1, 1999 BMI Project No. 99S-025 Casing If casing is used, we recommend it be removed from the excavation as concrete is being placed. The bottom of the casing should be maintained below the top of the concrete at all times during casing withdrawal and concrete placement. Further, continuous vibration or other approved methods should be used during casing withdrawal to reduce the potential for void -space formation within the concrete. Abandoning the casing in-place should not be allowed. Bottom Preparation ' All debris and any loose or disturbed soil should be cleaned from the pier excavation just prior to placing reinforcing steel and/or concrete. A representative from Brown & Mills should observe the pier excavation to verify that subsurface conditions are consistent with those encountered during our field investigation. Steel and Concrete Placement Reinforcing steel and/or concrete should be placed immediately upon completion of the pier ' excavation. If water is present during concrete placement, concrete should be pumped or otherwise discharged to the bottom of the hole via a hose or tremie pipe. The end of the hose or tremie pipe must remain below the top surface of any water and/or the in-place concrete at all times. Additionally, concrete (used for pier construction) should be consolidated using vibratory methods upon removal of any in-place drilling fluids and/or water. ' In order to develop the design skin friction value provided above, concrete used for pier construction should have a slump of from 4 to 6 inches if placed in a dry shaft without temporary casing, and from 6 to 8 inches if casing and/or drilling fluids are used. The concrete mix should be designed with appropriate admixtures and/or water/cement ratios to achieve these recommended slumps. Adding water to a conventional mix to achieve the recommended slump should not be allowed. 10 r% February 1, 1999 BM Project No. 99S-025 EQUIPMENT CABINET FOUNDATIONS General Foundation support for planned equipment cabinets may be provided using a mat foundation (or foundations). All proposed mat foundations should be constructed of reinforced concrete, a minimum of 18 inches wide, embedded a minimum of 8 inches below the lowest adjacent final subgrade', and founded on undisturbed native soil and/or engineered fill. Allowable Bearing Pressure An allowable bearing pressure of 1,000 pounds per square foot (psf) may be used for the design of proposed equipments mat foundations which possess the above minimum dimensions. The allowable bearing pressure provided is a net value; therefore, the weight of the foundation (which extends below finished subgrade) may be neglected when computing dead loads. The allowable bearing pressure provided herein applies to dead plus live loads, includes a calculated factor of safety of at least 3, and may be increased by 1/3 for short-term loading due to wind or seismic forces. For mat foundations subject to overturning forces, the maximum edge pressure should not exceed the allowable bearing pressure. Lateral Resistance Resistance to lateral loads (including those due to wind or seismic forces) may be provided by frictional resistance between the bottom of proposed concrete mat foundations and the underlying soil, and by passive earth pressure against the sides of the foundations. A coefficient of friction of 0.3 may be used between cast -in-place concrete foundations and the underlying soil; passive pressure available in undisturbed native soil and/or engineered fill may be taken as equivalent to the pressure exerted by a fluid weighing 250 pounds per cubic foot (pcf). To account for possible future loss of subgrade support due to surface disturbance, we recommend earth materials located within the uppermost 1/2 -foot of the embedded portion of all shallow foundations be neglected when evaluating passive pressures. Lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of safety should be applied to these values for design purposes. The appropriate factor of safety will depend on the design condition and should be determined by the project Structural Engineer. Depending on the application, typical factors of safety could range from 1.0 to 1.5. 5 Within this report, final subgrade refers to the top surface of undisturbed on-site soil, on-site soil compacted during site preparation, and/or engineered fill. February 1, 1999 BM Project No. 995-025 Construction Considerations Prior to placing steel or concrete, foundation excavations should be cleaned of all debris, loose or disturbed soil, and any water. SITE ACCESS ROADWAY 1 General We anticipate the proposed facility may be accessed using a new, partially -improved roadway. Further, we anticipate a conventional surfacing material (such as asphalt concrete) would not be considered applicable due to cost and possibly other considerations beyond the scope of this study. Therefore, provided below are our comments regarding surfacing these areas with gravel. Note: Comments and recommendations provided below are intended to assist the project Civil Engineer in the design of a partially -improved roadway to service the site subsequent to construction. In general, we anticipate such use will involve infrequent automobile traffic. Recommendations ' provided below are not intended for the design of roadways to be utilize by cranes and other similar equipment during construction. If such use is anticipated, we recommend the project Civil Engineer prepare a design based on anticipated loads and other relevant conditions (which were not available at the time this report was prepared and completely beyond the scope of this study). Surface Drainage ' Areas to be surfaced with gravel, as well as adjoining areas should be adequately graded to provide positive drainage such that surface water is not allowed to accumulate on or near areas intended to carry vehicular traffic. Subgrade Preparation Subgrade areas to be surfaced with gravel should be scarified to a depth of 8 inches below finished ' subgrade, uniformly moisture conditioned to between 1 and 3 percent above the optimum moisture content, and compacted to at least 95 percent relative compaction. Gravel Surfacing - Materials and Placement To provide increased subgrade support, dust control, and a wearing surface, we anticipate gravel (such as Caltrans Class 2 aggregate baserock or other similar material) may be spread and compacted over the area of the possible (or planned) site access roadway. Should Caltrans Class 2 aggregate 12 om ■r■ ■ m February 1, 1999 ; BMI Project No. 99S-025 baserock (or other similar material) be used, we recommend it be at least 6 inches thick. Baserock ' used as surfacing material should be compacted to at least 95 percent relative compaction. Depending on the frequency of use and vehicle loading, it may be desirable to underlay gravel ' surfacing material (such as Caltrans Class 2 aggregate baserock) with a geotextile stabilization fabric. The primary purpose of this fabric would be to reduce migration of subgrade soil into the baserock and redistribute concentrated loads, thereby extending the service life of this type of surfacing material. If a geotextile fabric is used, we recommend it consist of Mirafi 500X, Exxon GTF-200, or other equivalent fabric approved by the project Geotechnical Engineer. ADDITIONAL SERVICES We recommend Brown & Mills review final earthwork grading (if any) and/or foundation plans and specifications to evaluate that recommendations contained herein have been properly interpreted and implemented during design. Further, all site earthwork activities, including site preparation, placement of engineered fill and trench backfill, construction of roadway subgrades, and all foundation excavations (including those for the proposed tower foundation pier) should be monitored by a representative from Brown & Mills. Monitoring services are an essential component of our design services. Monitoring allows us to observe the soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein. LINIITATIONS This report has been prepared in substantial accordance with the generally accepted geotechnical engineering practice as it existed in the site area at the time our services were rendered. No warranty is either expressed or implied. Conclusions and recommendations contained in this report were based on the conditions encountered during our field investigation and are applicable only to those project features described above (see section entitled "PROPOSED CONSTRUCTION').. It is possible subsurface conditions could vary beyond the point explored. If conditions are encountered during construction which differ from those described in this report, or if the scope or nature of the proposed construction changes, we should be notified immediately in order to review and, if deemed necessary, conduct additional studies and/or provide supplemental recommendations. ' 13 February 1, 1999 BMI Project No. 99S-025 1 Recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by Brown & Mills during the construction phase in order to evaluate compliance with our recommendations. ' The scope of services provided by Brown & Mills for this project did not include the investigation and/or evaluation of toxic substances, or soil or groundwater contamination of any type. If such conditions are encountered during site development, additional studies may be required. Further, services provided by Brown & Mills for this project did not include the investigation and/or evaluation of soil corrosivity. Depending on planned pipe types, bedding conditions, and other ' factors beyond the scope of this study, it may be appropriate to evaluate soil corrosivity prior to development. This report may be used only by our client, and only for the purposes stated herein, within a reasonable time from its issuance. Land use, site conditions, and other factors may change over time which may require additional studies. In the event a significant period of time elapses between the 1 date of this report and construction, Brown & Mills shall be notified of such occurrence in order to review current conditions. Depending on that review, additional studies and/or an updated or revised report may be required prior to completion of final design. 1 Any party other than our client who wishes to use all or any portion of this report shall notify Brown & Mills of such intended use. Based on the intended use as well as other site -related factors, Brown & Mills may require that additional studies be conducted and that an updated or revised report be issued. Failure to comply with any of the requirements outlined above by the client or any other party shall release Brown & Mills from any liability arising from the unauthorized use of this report. 14 .,,\ ® �� � �1 �, \ `fir► ��,� -�MW Lwlm� c ��L_i S TEC • l • •• AV9Rdalepl ( PO pARK� OAK BM 183 res $ch •� 9 O O %BSI 169 - •i > AV Cl SANTA O O 9. �• .I 17.7 -� -���• `\ �;.' \ O `" 1• �, M 186 ° 1 PVE ns Diamond ORE,EA pQ yrs • 6� ' ,fact Matcry ' Barber BM �4 189�c ... 0 8M 80 —�. — — — — — —.;--RI R T ------ -- ---� ------ --- .... v`� `\� ��• :i 165 q. 163 Tt NORTH 5,000 4,000 3,000 2,000 1,000 0 FEET 5,000 1 1/2 0 MILES 1 REFERENCE: CHICO QUADRANGLE, CALIFORNIA, 7.5 MINUTE SERIES, PHOTOREVISED 1978; UNITED STATES DEPARTMENT OF THE INTERIOR, GEOLOGIC SURVEY. VICINITY MAP PLATE PROPOSED TELECOMMUNICATIONS FACILITY OEM ■ 0 DOWNTOWN CHICO, SITE NO. SA -536-03 1 BUTTE COUNTY, CALIFORNIA - • 99S-025 Concrete driveway and parking ------------------- i i Access route over concrete drive i i Storage shed Concrete pad with a/c compressor Proposed 20'X20' lease area Concrete pad with a/c corepressor ♦- underground utility i i i i Joint pole - Power/relco 4 Santa Clara Ave. NORTH NO SCALE Orchard LEGEND NOTE: The boring was located in the field by visual methods. Therefore, the location of the boring APPROXIMATE BORING shown on this plan should be considered highly LOCATION approximate. REFERENCE: Plan provided by client, no title or date. SITE PLAN PLATE • PROPOSED TELECOMMUNICATIONS FACILITY �■� DOWNTOWN CHICO, SITE NO. SA -536-03 2 BUTTE COUNTY, CALIFORNIA • ► • 99S-025 UNIFIED SOIL CLASSIFICATION SYSTEM NOTE: DUAL SYMBOLS AHt UStU IV INUIL A It I3UHUtHLINt SUIL ULASSIr IUA I IUNS LOG SYMBOLS AND DEFINITIONS FIELD :.-..- STANDARD PENETRATION SPLIT -SPOON -4 % PASSING NO. 4 SIEVE SAMPLER (2 -INCH OUTSIDE DIAMETER) (ASTM TEST METHOD C 136) -200 % PASSING NO. 200 SIEVE ' CALIFORNIA SAMPLER (ASTM TEST METHOD C 117) (3 -INCH OUTSIDE DIAMETER) LL LIQUID LIMIT MODIFIED CALIFORNIA SAMPLER (ASTM TEST METHOD D 4318) (2.5 -INCH OUTSIDE DIAMETER) PI PLASTICITY INDEX (ASTM TEST METHOD D 4318) ® BAG/BULK R-VAL RESISTANCE VALUE (CALTRANS TEST 301) THIN-WALLED SHELBY TUBE EI EXPANSION INDEX (3 -INCH OUTSIDE DIAMETER) -(UBC STANDARD 29-2) COL COLLAPSE POTENTIAL WATER LEVEL (LEVEL ESTABLISHED AS NOTED ON LOGS) (ASTM TEST METHOD D 5333) SP SWELL POTENTIAL (under a specified load) WATER OR SEEPAGE ENCOUNTERED (ASTM TEST METHOD D4546) (LEVEL NOT ESTABLISHED) SL SWELL PRESSURE (no consolidation) (ASTM TEST METHOD D 4546) GENERAL NOTES: 1. Lines separating soil or rock strata on logs are approximate boundaries only. Actual transitions may be gradual and, in the case of selectively sampled -borings, may vary by as much as the sample interval. 2. In general, Unified Soil Classification designations were evaluated using visual methods only. Actual designations (based on laboratory tests) may vary. 3. Logs represent general soil conditions on the date and at the location indicated. No warranty is provided as to the continuity of soil conditions between individual sample locations. 4. Unconfined compressive strengths reported on the logs (if any) were obtained using a pocket penetrometer. LOG LEGEND PLATE PROPOSED TELECOMMUNICATIONS FACILITY ��■ ■ DOWNTOWN CHICO, SITE NO. SA -536-03 3 BUTTE COUNTY, CALIFORNIA - • • • � 99S-025 MAJOR DIVISIONS COARSE- GRAINED SOILS MORE THAN 50% OF MATERIAL IS GREATER THAN NO. 200 SIEVE GRAVELS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE GRAVELS (LITTLE OR NO FINES) GW Well -graded gravels, gravel -sand mixtures, little or no fines GP Poorly -graded gravels, gravel -sand mixtures, little or no fines GRAVELS (APPRECIABLE FINES) GM Silty gravels, poorly -graded gravel -sand -sift mixtures GC Clayey gravels, poorly -graded gravel -sand -day matures SANDS MORE THAN 50% OF COARSE FRACTION PASSES NO.4 SIEVE SANDS (LITTLE OR NO FINES) SW Well -graded sands, gravelly sands, little or no fines SP Poorly -graded sands, gravelly sands, little or no fines SANDS (APPRECIABLE FINES) SM Silty sands, poorly -graded sand -gravel -sift mixtures SC Clayey sands, poorly -graded sand -gravel -day matures FINE- GRAINED SOILS MORE THAN 50% OF MATEIAL IS SMALLER THAN N0, 200 SIEVE SILTS AND CLAYS LIQUID LIMITLESS THAN 50 M L Inorganic sifts and very fine sands, silty or clayey fine sands, clayey silts with slight plasticity CL Inorganic clays of low-to-medium plasticity, gravelly days, sandy clays, silty clays, lean clays OL Organic sifts and clays of low plasticity SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH Inorganic sifts, micaceous or diatomaceous fine sands or silts CH Inorganic clays of high plasticity, fat clays OH Organic sifts and clays of high plasticity HIGHLY ORGANIC SOILS PT Peat, humus, swamp soils with high organic content NOTE: DUAL SYMBOLS AHt UStU IV INUIL A It I3UHUtHLINt SUIL ULASSIr IUA I IUNS LOG SYMBOLS AND DEFINITIONS FIELD :.-..- STANDARD PENETRATION SPLIT -SPOON -4 % PASSING NO. 4 SIEVE SAMPLER (2 -INCH OUTSIDE DIAMETER) (ASTM TEST METHOD C 136) -200 % PASSING NO. 200 SIEVE ' CALIFORNIA SAMPLER (ASTM TEST METHOD C 117) (3 -INCH OUTSIDE DIAMETER) LL LIQUID LIMIT MODIFIED CALIFORNIA SAMPLER (ASTM TEST METHOD D 4318) (2.5 -INCH OUTSIDE DIAMETER) PI PLASTICITY INDEX (ASTM TEST METHOD D 4318) ® BAG/BULK R-VAL RESISTANCE VALUE (CALTRANS TEST 301) THIN-WALLED SHELBY TUBE EI EXPANSION INDEX (3 -INCH OUTSIDE DIAMETER) -(UBC STANDARD 29-2) COL COLLAPSE POTENTIAL WATER LEVEL (LEVEL ESTABLISHED AS NOTED ON LOGS) (ASTM TEST METHOD D 5333) SP SWELL POTENTIAL (under a specified load) WATER OR SEEPAGE ENCOUNTERED (ASTM TEST METHOD D4546) (LEVEL NOT ESTABLISHED) SL SWELL PRESSURE (no consolidation) (ASTM TEST METHOD D 4546) GENERAL NOTES: 1. Lines separating soil or rock strata on logs are approximate boundaries only. Actual transitions may be gradual and, in the case of selectively sampled -borings, may vary by as much as the sample interval. 2. In general, Unified Soil Classification designations were evaluated using visual methods only. Actual designations (based on laboratory tests) may vary. 3. Logs represent general soil conditions on the date and at the location indicated. No warranty is provided as to the continuity of soil conditions between individual sample locations. 4. Unconfined compressive strengths reported on the logs (if any) were obtained using a pocket penetrometer. LOG LEGEND PLATE PROPOSED TELECOMMUNICATIONS FACILITY ��■ ■ DOWNTOWN CHICO, SITE NO. SA -536-03 3 BUTTE COUNTY, CALIFORNIA - • • • � 99S-025 n DEPTH (IN FEET) K ° o . • SAMPLE TYPE cn cn A w N 1 SAMPLE NO. z C M i D v O `� m � 1 N rn rn 1 BLOWS/FOOT ac N m co • G J UNCONFINED COMP. STRENGTH (TSS N o0 co � co c0 � V� USCS LETTER 0 SYMBOL 0 s cNii � m�mm y cQ I (Q (D cQ cfl < � 1 1 1 1 1 � y � � � o c � (D Z � c � D �% o r CL cQ a a 1� X� y � N O 1 S u�i � ai vi vii � c m � z o r- � � v, 3 o � 0 o 0coa < Nz N� �' o o t7 w mZo0 —� N co (D � w o � , � novm � ° m ' O 1m m 3 1 � 0 � m o o m .vc� 0 vZ, cA 3 w m Z Z mX >' CL cD N y N 7 0 � c co nrr Q � (D Q- � C � 7 CA cD D 20� � 5 o m T(%) DPic OTHER LAB TESTS • SEE LOG LEGEND 0 � � FOR ABBREVIATION o � � o m X. w ca m C -n n x -q Omo-G ZZ0 N — z c� Doom .+ D a cnccaz m DTA W 0 DRY DENSITY (PCF) � F MOISTURE G) CONTEN v D N T(%) OTHER LAB TESTS • SEE LOG LEGEND FOR ABBREVIATION DEFINITIONS f �i� (-7Le)( -sc�A�d-- COUNTY OF BUTTE - DPARTMENT OF PUBLIC WORKS 7 County Center Drive - Orovill California 95965 - Telephone 916/534-4541 APPLICA ION 11ND PERMIT PERMIT NO. ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER TELEPHONE SQ. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS CONTRACTOR'S NAME TELEPHONE ' 1 i CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER, UNKNOWN 1 Total Valuation $ Filing Fee $ 10,00 LENDER'S MAILING ADDRESS Permit Fee $ ; ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee ,$' Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS Permit fee PLUMBING PERMIT Filing Fee 10.00 _ Each Trap 2.00 ,PARCEL Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME MAP Water piping 5.00 Each qas water heater 5.00 USE OF STRUCTURE SF E. Duplex FJ Mobilehome❑ Other SPECIFY Gas piping system 1 - 2outlets 5.00 Building sewer 5.00 Mobile Home S 10.00 ea TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other ❑ Describe work: _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 600V OR LESS 100 AMP OR LESS 10,00 Main service EA. AOD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business - and Professions Code and my license is in full force and effect. II-, 1- f.I (_ - License No. Classification • - - License ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST.( DWELLING OCCUP.a) yzQsgft OR ACDNS. ACC. BLDGS. NEW CONSTR. MULTI -OUTLET 2,50 ea NON•RESID BRANCH CIRC ITS (POWER APPARATUS &) SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 209501 1.20@50c \\ Ex. Occup. OUTLETS (RESID )FIXED APPLNS. KEA./ 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT Filing Fee 10.00 Heating Cooling Hood 3.00 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X Date Signature of Applicant — Owner ❑ Contractor ❑ Agent Q An OSHA permit is required for excavations over 5'0" deep andtdemolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ f, L OCCuP. CONST.TYPEJ I FLOOD PARCEL I P11 �D ssuE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which � DIRECTOR OR PUBLIC /� By /r!- C.�%.'-f/S• 'i!� PERMIT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS r Date / i,' : n Receipt No WHITE-D.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD-APPLI CANT v COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 APPLICATIOW AN6 PERMIT ASSESSO A CEL�IB R / ZONING BUILDING PERMIT OWNER f TELEPHONE 3 ya SQ. FT. OCC. BUILDING VALUATION OWN ER'S IAILIN ADDq SS WE CONT AC O 'S NAME op TELE O PR CTOR S MAILING A S CTRACTOR'S O IQ J,4 W S� -2 Fireplace CONSTRUCTI N LENDER UNKNOWN Total Valuation $ Filing Fee $ 10.00 LENDER'S MAILING DRESS Permit Fee $ ARCHITECT OR ENGINE R LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S AILING ADDRESS Penalty $ BUILDING ADDRESS Permit fee $ t PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE SF Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home is 110.00ea TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other ❑ Describe work: Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 600V OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (Check One): �y I am licensed under provisions of Chapt. 9, Div. 3 of the BuSlnesS and Professions Code and my license is in full force and effect. / License No. ��� Classification V —3 / ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OR ADONS. � ACC. BLDGS. OCCUP.& , /20sgft NEW CONSTR. MULTI -OUTLET 2,50 Be NON.RESID BRANCH CIRC ITS P OWER APPARATUS .&) SINGLE OUTLET CIR. ) EX. Occup(OUTLETS OR FIXTURES 5AL030 eALm 30 Ex. Occup. OUT ETS FIXED P(RESID )REA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT FiIingFee 10.00 Heating Cooling Hood 3.00 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against sa(d ounty in conseqpence of the granting of this permit. X_�( -�.: Date `z �? ( ,— Signature of Applicant — Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep an demolition or construct- ion of structures over 3 stories//in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ , OccUP. CONST.TYPE IFLOODIPARCELI PD ND I ISSUE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which REC PUB BY PER IT EXPIRES Date the applicable provi- resolutions to do fees have been aid. p C ORKS ate ' Receipt No. cs�SoL WHITE-D.P.W., YELLOW-ASSf33OR. PINK -INSPECTOR. GOLDENROD -APPLICANT Sabre. Efficient By Design. ��� SARpF f(C��11 COMMUNICATIONS CORPORATION v Efficient By Design" 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 At Sabre, We Design, We Manufacture, And We Install. About Sabre Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ sales, and manufacturing for total in-house control of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: • Turnkey installation services worldwide • After-sales maintenance and inspection services • Structural analysis on towers regardless of origin • Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. Our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -I -45208A. Call us, toll-free, 800-369-6690, to find out how Sabre's extensive experience can work for you. ISE (6.�� COMMUNICATIONS CORPORATION 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 9 FAX 712-258-8250 S-002 SAPRE COMMUNICATIONS CORPORATION NO. SA1893—P O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 COVER PAGE 1 PHONE: (712) 258-6690 - FAX: (712) 258-8250 DATE 5/6/99 BY LEC/MLC CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO. CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE OQ�OFESS191V STRUCTURAL ANALYSIS OF THE MONOPOLE. 103'-0" Y C) Y _i N t0 LOO .86'-0" a,).—n,.. 53'-6" 48'-6" 24.0" A.F 28.0" A.F. L 4'-0" SPLICE 29.4" A.F. 35.8" A.F. 5'-0" SPLICE 37.6" A.F. 49.6" A.F. ELEVATION VIEW CHI SHING LEE w CC NO. C050977 EXP. q 40-01 srgl CIVIL NOTES FOFCA��F 1.) TAPER (SLOPE): 0.257 IN./FT. 2.) ALL POLE WALLS PER ASTM A572 GR. 65 OR EQUAL. 3.) POLE CROSS SECTION IS 18 -SIDED. 4.) USE (4) #18J X 6'-0" LONG WITH 3/8" THICK TEMPLATE AT TOP AND BOTTOM WITH (3) NUTS AND (2) FLATWASHERS AT TOP AND (2) NUTS AT BOTTOM PER ANCHOR BOLT (NO WELDING). 5.) ANCHOR BOLT CIRCLE IS 57"0. 6.) 6 X 12 HAND HOLES SPACED 120' APART (3) AT 98'-0" ELEVATION 7.) 6 X 12 HAND HOLES SPACED 180' APART (2) AT 93'-0" ELEVATION (2) AT 90'-0" ELEVATION 8.) 9 X 24 EXIT PORTS- SPACED 90' APART (2) AT 2'-6" ELEVATION 9.) TOP PLATE 1/4" THICK (A36). 10.) BASE PLATE 1" THICK X 64"0. ASTM A633M GRADE E (60 KSI). BASE REACTIONS SHEAR = 7.19 KIPS AXIAL LOAD = 16.20 KIPS O.T. MOMENT = 419.18 FT -KIPS Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any Purpose whatsoever without the prior written consent of Sabre Communications Corporation. 5SABRE COMMUNICATIONS CORPORATION O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 PHONE: (712) 258-6690 FAX: (712) 258-8250 CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO, CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222—F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. GRADE L L L L --) L DRILLED CAISSON (39.2 CU. YDS.) 0 0 I N NOTES NO. SA1893-P COVER PAGE 2 DATE 5/6/99 BY LEC/MLC Q�O,\-,,OFES SlpNgl F CHI SHING LEE NO. C050977 EXP. % 3 ° -0 tj s9, CIVIL �rFOFC AI�FOP 1). CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 750D PSI . IN ACCORDANCE WITH ACI 318-95. 2). REBARS PER ASTM A615 GR. 60. 3). FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB #99S-025) BY BROWN & MILLS, INC. DATED 2/1/99 4). 3" MINIMUM CONCRETE COVER. REBAR SCHEDULE PER CAISSON (36) #8 V—BARS W/#4 TIES @ 12" O.C. Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page 1 103' MONOPOLE' FOR PACIFIC BELL WIRELESS DOWNTOWN CHICO CA (99-04089) 6-2-99 LEC 80 MPH WIND NO ICE PER EIA -222-F-1996 FEEDLINES ARE INSIDE THE POLE, STEP BOLTS W/ SAFETY DEVICE DATA FILE SA1893PX.DAT Q�pFESSIp q co CHI SHING LEE �2 � m ***** MONOPOLE ***** owc NO. C050977 MONOPOLE HEIGHT (ft.) = .103 EXP. WIND SPEED (mph) = 80 S CIVIL RADIAL ICE (in.) = 0 OF CAW TAPER OF POLE (in./ft.) = .257 CROSS SECTION (SHAPE) OF POLE = 18 -SIDED DIAMETER OF THE TOP OF POLE (.in.) = 24 GUST RESPONSE FACTOR FOR THE POLE, Gh = 1.69 No. OF WIND PRESSURE LEVEL(S) = 11 FROM TO z Kz Q Qz*Gh ft ft ft OF psf psf 103 100 101.5 1.379 22.59 38 100 86 93.0 1.344 22.03 37 86 80 83.0 1.301 21.32 36 80 70 75.0 1.264 20.72 35 70 60 65.0 1.214 19.89 34 60 54 56.8 1.168 19.13 32 54 40 46.8 1.105 18.10 31 40 30 35.0 1.017 16.66 28 30 20 25.0 1.000 16.38 28 20 10 15.0 1.000 16.38 28 10 0 5.0 1.000 16.38 28 ***** ANTENNA LOADING DATA ***** ELEVATION PROJECTED WIND DEAD DESCRIPTION (ft) (sq. ft./ft) AREA LOAD LOAD OF ft. sq. ft. kips kips LOADING 103 17.00 0.65 0.40 (6) DB961DD90 + (12) LNA + MOU 95 4.00 0.15 0.15 (1) 2' HP DISH 90 16.00 0.59 0.32 (1) 4' HP DISH ***** UNIFORM LOADING ***** FROM TO PROJECTED AREA DEAD LOAD DESCRIPTION (ft) (ft) (sq. ft./ft) (k/ft.) OF LOADING 103 0 0.00 0.006 (6) 1 5/8 LINES 95 0 0.00 0.001 (1) 1 5/8 LINES 90 0 0.00 0.001 (1) 1 5/8 LINES .a MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E.,.SIOUX CITY, IA Page 2 ***** MONOPOLE DATA ***** DIAMETER OF THE TOP = 24 in. AND NOMINAL DIAMETER OF THE BOTTOM = 50.471 in. ELEVATION AVG. WALL w/t STEEL CROSS SECTION MOMENT OF YIELD FROM TO O.D. THK. OR WT. AREA MODULUS INERTIA STRESS ft ft in. in. OD/t lb/ft in -2 in*3 in*4 ksi 103 100 24.4. 0.188 130.1 47.5 14.0 82.9 983.9 65.00 100 86 26.6 0.188 141.7 49.1 14.4 88.4 1082.6 65.00 86 80 29.1 0.250 116.6 74.9 22.0 154.1 2160.1 65.00 80 70 31.2 0.250 124.8 79.0 23.2 171.5 2535.3 65.00 70 60 33:8 0.250 135.1 85.8 25.2 202.5 325341 65.00 60 54 35.9 0.250 143.5 92.7 27..2 236.1 4094.9 65.00 54 40 38.5 0.375 102.6 145.2 42.7 386.3 6997.6 65.00 40 30 41.5 0.375 110.6 159.0 46.7 463.6 9198.9 65.00 30 20 44.0 0.375 117.5 169.3 49.7 525.4 11097.7 65.00 20 10 46.6 0.375 124.3 179.5 52.8 591.0 13241.2 65.00 10 0 49.2 0.375 131.2 189.8 55.8 660.5 15644.4 65.00 TORQUE ft -k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ***** MONOPOLE AND LOADING DATA ***** NOTES:- (1) LINEAR ATTACHMENT IS ADDED TO THE MONOPOLE (2) DEAD LOAD INCLUDES ICE, IF ANY ELEVATION AVG. FORCE UNIFORM UNIFORM ANTENNA TOP BOTTOM O.D. COEFFICIENT WIND LOAD DEAD LOAD DEAD LOAD ft. ft. in. Cf k/ft k/ft kips 103 100 24.39 0.585 0.045 0.054 0.40 100 86 26.57 0.585 0.048 0.057 0.47 86 80 29.14 0.585 0.051 0.083 0.00 80 70 31.20 .0.585 0.053 0.087 0.00 70 60 33.77 0.585 0.055 0.094 0.00 60 54 35.89 0.585 0.057 0.101 0.00 54 40 38.46 0.585 0.057 0.153 0.00 40 30 41.48 0.585 0.057 0.167 0.00 30 20 44.05 0.585 0.059 0.177 0.00 20 10 46.62 0.585 0.063 0.188 0.00 10 0 49.19 0.585 0.066 0.198 0.00 TORQUE ft -k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P:E.,.SIOUX CITY, IA ***** RESULTS OF ANALYSIS ***** ELEVATION MOMENT OF ACCUM'D ACCUM'D ACCUM'D FROM TO INERTIA DEFLECTION. -SWAY TWIST ft ft in*4 ft. deg deg 103 100 983.9 0.637 0.592 0.000 100 86 1082.6 0.514 0.523 0.000 86 80 2160.1 0.405 0.455 0.000 80 70 2535.3 0.311 0.388 0.000 70 60 3253.1 0.232 0.325 0.000 60 54 4094.9 0.143 0.242 0.000 54 40 6997.6 0.102 0.193 0.000 40 30 9198.9 0.051 0.123 0.000 30 20 11097.7 0.020 0.067 0.000 20 10 13241.2 0.012 0.045 0.000 10 0 15644.4 0.000 0.001 0.000 SPAN WIND MAIN BENDING SECONDARY COMBINED AXIAL .ELEV SHEAR MOMENT MOMENT MOMENT LOAD ft. kips ft -k ft -k ft -k kips 100 0.79 2.16 0.07 2.23 0.56 86 2.20 21.62 0.27 21.89 1.83 80 2.51 35.76 0.49 36.25 2.33 70 "3.04 63.52 0.74 64.26 3.20 60 3.60 96.71 1.11 97.82 4.13 54 3.96 121.27 1.31 122.58 4.79 40 4.74 180.00 1.65 181.65 6.86 30 5.31 230.22 1.91 232.13 8.53 20 5.90 286.26 2.00 288.26 10.30 10 6.53 348.41 2.15 350.56 12.17 0 7.19 417.04 2.15 419.18 14.15 Page 3 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E.,.SIOUX CITY, IA • Page 4 ***** RESULTS OF ANALYSIS ***** SPAN SECTION BENDING CROSS AXIAL COMBINED ALLOW. COMBINED ELEV MODULUS STRESS -AREA STRESS STRESS STRESS STRESS ft. in*3 ksi in*2 ksi- ksi ksi RATIO 100 82.9 0.32 13.97 0.04 0.36 39.00 0.01 86 88.4 2.97 14.43 0.13 3.10 39.00 0.08 80 154.1 2.82 22.00 0.11. 2.93 39.00 0.08 70 171.5 4.50 23.21 0.14 4.63 39.00 0.12 60 202.5 5.80 25.22 0.16 5.96 39.00 0.15 54 236.1 6.23 27.23 0.18 6.41 39.00 0.16 40 386.3 5.64 42.66 0.16 5.80 39.00 0.15 30 463.6 6.01 46.73 0.18 6.19 39.00 0.16 20 525.4 6.58 49.74 0.21 6.79 39.00 0.17 10 591.0 7.12 52.76 0.23 7.35 39.00 0.19 0 660.5. 7.62 55.78 0.25 7.87 39.00 0.20 ***** BASE REACTIONS ***** TOTAL TOTAL OVERTURNING ESTIMATED SHEAR DOWN LOAD MOMENT STEEL WEIGHT kips kips ft -kips kips 7.19 16.20 419.18 14.51 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E.,.SIOUX CITY, IA Page 5 *** DETAILED DIMENSIONS OF THE MONOPOLE *** ELEV.. SPAN SPLICE SPLICE WALL. TOP BOTTOM SPAN ACCUMULATED LENGTH LENGTH + SPAN THK. O.D. O.D. WT. POLE WT. ft. ft. ft. ft. in. in. in. kips kips 103.0 21.0 0.0 21.0 0.188 24.0 29.4 1.12 1.12 82.0 33.5 4.0 37.5 0.250 28.0 37.6 3.26 4.38 48.5 48.5 5.0 53.5- 0.375 35.8 49.6 9.08 13.45 SUM OF NET SPAN LENGTHS = 103. POLE HT. = 103 TAPER = .257 in./ft. WT. OF TOP PLATE WITH 26 in. DIAMETER X 1 in. = 0.150 KIPS WT. OF BASE PLATE WITH 64 in. DIAMETER X 1 in. = 0.910 KIPS TOTAL WT. OF POLE WALLS AND PLATES = 14.51 KIPS N u' Licensed to: Keith J. Tindall Sabre Communications Corporation LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus PC VERSION 3.0 (C) COPYRIGHT ENSOFT,INC. 1997 THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER, (C) COPYRIGHT MICROSOFT CORPORATION Monopole caisson Butte County, CA 4-13-99 KJT ************************************************************* ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY ************************************************************* DIAMETER = 84.00 IN CONCRETE COMPRESSIVE STRENGTH = 2.500000 KIP/IN**2 REBAR YIELD STRENGTH = 60.000000 KIP/IN**2 MODULUS OF ELASTICITY OF STEEL = 29000.000000 KIP/IN**2 NUMBER OF REINFORCING BARS = 36 AREA OF ONE REBAR = .790E+00 IN**2 NUMBER OF ROWS OF REINFORCING BARS = 19 COVER THICKNESS = 4.000 IN SQUASH LOAD CAPACITY = 13422.23 KIP ROW AREA OF NUMBER REINFORCEMENT IN**2 1 .790000 2 1.580000 3 1.580000 4 1.580000 5 1.580000 6 1.580000 7 1.580000 8 1.580000 9 1.580000 10 1.580000 11 1.580000 12 1.580000 13 1.580000 14 1.580000 15 1.580000 16 1.580000 17 1.580000 18 1.580000 19 .790000 DISTANCE TO O CENTROIDAL AXIS -1 IN N N 38.0000 37.4227 35.7084 32.9090 29.1097 24.4260 19.0000 12.9968 6.5986 .0000 -6.5986 -12.9968 -19.0000 -24.4260 -29.1097 -32.9090 -35.7084 -37.4227 -38.0000 I �c = 2500, psi 00Us torr: SEE So /c s 1?�5PMT FOK CAISSON /A/S T&ZAMi � F6?01kA7W-NTs OUTPUT RESULTS FOR AN AXIAL LOAD = 16.00 KIP ***************************************************** MOMENT EI PHI MAX STR N AXIS IN -KIP KIP-IN**2 11IN IN/IN IN .757E+04 .75721E+10 .000001 .00004 43.129 .757E+04 .15144E+10 .000005 .00010' 19.729 .119E+05 .13215E+10 .000009 ..00018 19.459 .170E+05 .13039E+10 .000013 .00025 19.384 .220E+05 .12923E+10 .000017 .00033 19.390 .269E+05 .12832E+10 .000021 .00041 19.433 .319E+05 .12753E+10 .000025 .00049 19.496 .368E+05 .12681E+10 .000029 1.00057 19.575 .415E+05 .12573E+10 .000033 .00065 19.600 .455E+05 .12306E+10 .000037 ..00073 19.600 .481E+05 .11721E+10 .000041 .00079 19.381 .499E+05 .11083E+10 .000045 .00086 19.094 .513E+05 .10479E+10 .000049 .00092 18.809 .524E+05 .98908E+09 .000053 .00098 18.511 .571E+05 .68769E+09 .000083 .00140 16.844 .588E+05 .52052E+09 .000113 .00178 15.768 .598E+05 .41786E+09 .000143 .00217 15.162 .602E+05 .34802E+09 .000173 .00252 14.561 .606E+05 .29832E+09 .000203 .00287 14.152 .606E+05 .25991E+09 .000233 .00326 14.000 .609E+05 .23140E+09 .000263 .00367 13.953 .609E+05 .20771E+09 .000293 .00404 13.789 THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003 IS : .606E+05 IN -KIP PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED Monopole caisson Butte County, CA 4-13-99 KJT UNITS --ENGLISH UNITS I N P U T I N F O R M A T I O N ********************************* THE LOADING IS STATIC ----------------=--------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH TOP OF THE = 330.00 IN IN 2 POINTS BOTTOM OF THE LAYER = 30.00 IN X DIAMETER MOMENT OF AREA• MODULUS OF INERTIA ELASTICITY IN IN IN**4 IN**2 LBS/IN**2 .00 84.000 .244E+07 .554E+04 .312E+07 330.00 84.000 .244E+07 .554E+04 .312E+07 SOILS INFORMATION ----------------- X AT THE GROUND SURFACE 6.00 IN SLOPE ANGLE AT THE GROUND SURFACE _ .00 DEG. 4 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 6.00 IN X AT THE BOTTOM OF THE LAYER = 30.00 IN MODULUS OF SUBGRADE REACTION = .100E-01 LBS/IN**3 LAYER 2 THE SOIL.IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 30.00 IN X AT THE BOTTOM OF THE LAYER = 216.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 3 THE SOIL IS A SAND'- P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 216.00 IN X AT THE BOTTOM OF THE LAYER = 282.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 4 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 282.00 IN X AT THE BOTTOM OF THE LAYER = 330.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 8 POINTS X,IN WEIGHT,LBS/IN**3 6.00 .64E-01 30.00 .64E-01 30.00 .64E-01 216.00 .64E-01 216.00 .28E-01 282.00 .28E-01 282.00 .28E-01 330.00 .28E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 8 POINTS X,IN C,LBS/IN**2 PHI,DEGREES E50 BOUNDARY AND LOADING CONDITIONS -------=---------------------- LOADING NUMBER 1 BOUNDARY -CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD FINITE -DIFFERENCE PARAMETERS 1 .800E+04 LBS _ .540E+07 IN -LBS .160E+05 LBS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION * CURVES FOR LATERAL LOADING ************************************************* LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD OUTPUT VERIFICATION = 1 .800E+04 LBS .540E+07 IN -LBS .160E+05 LBS 6.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 216:00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 330.00 .000E+00 .230E+02 ----- BOUNDARY AND LOADING CONDITIONS -------=---------------------- LOADING NUMBER 1 BOUNDARY -CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD FINITE -DIFFERENCE PARAMETERS 1 .800E+04 LBS _ .540E+07 IN -LBS .160E+05 LBS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION * CURVES FOR LATERAL LOADING ************************************************* LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD OUTPUT VERIFICATION = 1 .800E+04 LBS .540E+07 IN -LBS .160E+05 LBS THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .404E-01 IN—LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .612E-02 LBS S U M M A R Y. T A B L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN—LBS LBS .8000E+04 .5400E+07 .1600E+05 .9232E+00 .5920E+07 —.3843E+05 MONOPOLE CONNECTION DESIGN BY CHI S. LEE, P.E. 103' MONOPOLE FOR PACIFIC BELL WIRELESS DOWNTOWN CHICO CA (99-04089) 6-2=99 LEC MOMENT (ft -kips) =.419.18 DIAMETER OF BOLT CIRCLE (in.). = 57 TOTAL NO. OF BOLTS REQUIRED = 4 MOMENT OF INERTIA OF BOLTS (in -2) =.1624.5 Fy OF BASE/SPLICE PLATE (ksi) = 50 *** NO WIND LOAD REDUCTION *** MAX. TENSION PER BOLT (kips) . = 88.24842 REQUIRED BASE PLATE THICKNESS (in.) = .8879747 REQUIRED SPLICE PLATE THICKNESS (in.) = .4439874 *** WIND LOAD REDUCTION BY 1/3 *** MAX. TENSION PER BOLT (kips) = 66.18632 REQUIRED BASE PLATE THICKNESS (in.) = .7690086 REQUIRED SPLICE PLATE THICKNESS (in.) = .3845043 �.."�, tyc:Q. i.3 • � <Jr F` i+-; i .. Sabre: Efficient By Design. S am RE 1((�lll COMMUNICATIONS CORPORATION lw Efficient By Design"' 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 At Sabre, We Design, We* Manufacture, And We Instable ,' About sabre Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ sales, and manufacturing for total in-house control of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: e Turnkey installation services worldwide e After-sales maintenance and -inspection services e Structural analysis on towers regardless of origin e Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. Our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -I -45208A. Call us, toll-free, 800-369-6690, to find out how Sabre's extensive experience can work for you. 'iABRE OCOMMUNICATIONS CORPORATION 2101 Murray Street a P.O. Box 658 a Sioux City, IA 51102 Phone 712-258-6690 a FAX 712-258-8250 S-002 SA9RE COMMUNICATIONS CORPORATION NO. SA1893-P O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 COVER PAGE 1 PHONE: (712) 258-6690 • FAX: (712) 258-8250 DATE 5/6/99 BY LEC/MLC CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO. CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. QPOFESS/pN �y y C I SHING LEEUj 6-Z m 103'-0" 24.0" A.F. ¢ NO. C050977 EXP. s CIVIL NOTES OFC Y v ^ 1.) TAPER (SLOPE): 0.257 IN./FT. o ~ Y 2.) ALL POLE WALLS PER ASTM A572 N LO GR. 65 OR EQUAL. 3.) POLE CROSS SECTION IS 18 -SIDED. 4.) USE (4) #18J X 6'-0" LONG WITH 3/8" .86'-0" 28.0" A.F-( THICK TEMPLATE AT TOP AND BOTTOM ------ WITH (3) NUTS AND (2) FLATWASHERS 82'-0" 4'-0" SPLICE AT TOP AND (2) NUTS AT BOTTOM PER 29.4" A.F. ANCHOR BOLT (NO WELDING). 5.) ANCHOR BOLT CIRCLE IS 57"0. v^ 6.) 6 X 12 HAND HOLES SPACED 120' APART o cO Y (3) AT 98'-0" ELEVATION .4-(o 7.) 6 X 12 HAND HOLES SPACED 180' APART (2) AT 93'-0" ELEVATION (2) AT 90'-0" ELEVATION 53'-6" 35.8" A.F. 8,) 9 X 24 EXIT PORTS SPACED 90' APART 48'-6" 5'-0" SPLICE (2) AT 2'-6" ELEVATION 37.6" A.F. 9.) TOP PLATE 1/4" THICK (A36). - c Y ^ v 10.) BASE PLATE 1 " THICK X 64"0. a Y ASTM A633M GRADE E (60 KSI). n- LO Ln 00 c0 49.6" A.F. BASE REACTIONS SHEAR = 7.19 KIPS AXIAL LOAD = 16.20 KIPS O.T. MOMENT = 419.18 FT -KIPS ELEVATION VIEW Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. SABRE COMMUNICATIONS CORPORATION NO. SA1893-P O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 COVER PAGE 2 PHONE: (712) 258-6690 FAX: (712) 258-8250 DATE 5/6/99 BY LEC/MLC CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO, CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. QFESS/ GRADE CHI SHING LEE33 y NO. C050977 r �E(P. s� CIVIL ,p/ CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ?500 PSI . IN ACCORDANCE WITH ACI 318-95. REBARS PER ASTM A615 GR. 60. FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB 099S-025) BY BROWN & MILLS, INC. DATED 2/1/99 3" MINIMUM CONCRETE COVER. m contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as by Iowa Code Ch.. 550 and shall not be reproduced, copied or used in whole or in part for any . whatsoever without the prior written consent of Sabre Communications Corporation. MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page 1 103' MONOPOLE FOR PACIFIC BELL WIRELESS DOWNTOWN CHICO CA (99-04089) 6-2-99 LEC 80 MPH WIND NO ICE PER EIA -222-F-1996 FEEDLINES ARE INSIDE THE POLE, STEP BOLTS W/ SAFETY DEVICE DATA FILE SA18 9 3 PX . DAT 0 FE S1 y CHI SHING LEE C� ***** MONOPOLE***** ¢ 6 m NO. C050977 MONOPOLE HEIGHT (ft.) = 103 EXP.�'�'� WIND SPEED (mph) = 80 d, CJVIL �P RADIAL ICE (in.) = 0 r��FOFCAt�FQP� TAPER OF POLE (in./ft.)* = .257 CROSS SECTION (SHAPE) OF POLE = 18 -SIDED DIAMETER OF THE TOP OF POLE (.in.) = 24 GUST RESPONSE FACTOR FOR THE POLE, Gh = 1.69 No. OF WIND PRESSURE LEVEL(S) = 11 FROM TO z Kz Qz Qz*Gh ft ft ft OF psf psf 103 100 101.5 1.379 22.59 38 100 86 93.0 1.344 22.03 37 86 80 83.0 1.301 21.32 36 80 70 75.0 1.264 20.72 35 70 60 65.0 1.214 19.89 34 60 54 56.8 1.168 19.13 32 54 40 46.8 1.105 18.10 31 40 30 35.0 1.017 16.66 28 30 20 25.0 1.000 16.38 28 20 10 15.0 1.000 16.38 28 10 0 5.0 1.000 16.38 28 ***** ANTENNA LOADING DATA ***** ELEVATION PROJECTED WIND DEAD DESCRIPTION (ft) (sq. ft./ft) AREA LOAD LOAD OF ft. sq. ft. kips kips LOADING 103 17.00 0.65 0.40 (6) DB961DD90 + (12) LNA + MOU 95 .4.00 0.15 0.15 (1) 2' HP DISH 90 16.00 0.59 0.32 (1) 4' HP DISH ***** UNIFORM LOADING ***** FROM TO PROJECTED AREA DEAD LOAD DESCRIPTION (ft) (ft) (sq. ft./ft) (k/ft.) OF LOADING 103 0 0.00 0.006 (6) 1 5/8 LINES 95, 0 0.00 0.001 (1) 1 5/8 LINES 90 0 0.00 0.001 (1) 1 5/8 LINES 1 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page 2 ***** MONOPOLE DATA ***** DIAMETER OF THE TOP = 24 in. AND NOMINAL DIAMETER OF THE BOTTOM = 50.471 in. ELEVATION AVG. WALL W/t STEEL CROSS SECTION MOMENT OF YIELD FROM TO O.D. THK. OR WT. AREA MODULUS INERTIA STRESS ft ft in. in. OD/t lb/ft in"2 in*3 in*4 ksi 103 100 24.4. 0.188 130.1 47.5 14.0 82.9 983.9 65.00 100- 86 26.6 0.188 141.7 49.1 14.4 88.4 1082.6 65.00 86 80 29.1 0.250 116.6 74.9 22.0 154.1 2160.1 65.00 80 70 31.2 0.250 124.8 79.0 23.2 171.5 2535.3 65.00 70 60 33:8 0.250 135.1 85.8 25.2 202.5 3253:1 65.00 60 54 35.9 0.250 143.5 92.7 27.2 236.1 4094.9 65.00 54 40 38.5 0.375 102.6 145.2 42.7 386.3 6997.6 65.00 40 30 41.5 0.375 110.6 159.0 46.7 463.6 9198.9 65.00 30 20 44.0 0.375 117.5 169.3 49.7 525.4 11097.7 65.00 20 10 46.6 0.375 124.3 179.5 52.8 591.0 13241.2 65.00 10 0 49.2 0.375 131.2 189.8 55.8 660.5 15644.4 65.00 TORQUE ft -k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ***** MONOPOLE AND LOADING DATA ***** NOTES:- (1) LINEAR ATTACHMENT IS ADDED TO THE MONOPOLE (2) DEAD LOAD INCLUDES ICE, IF ANY ELEVATION AVG. FORCE UNIFORM UNIFORM ANTENNA TOP BOTTOM O.D. COEFFICIENT WIND LOAD DEAD LOAD DEAD LOAD ft. ft. in. Cf k/ft k/ft kips 103 100 24.39 0.585 0.045 0.054 0.40 100 86' 26.57 0.585 0.048 0.057 0.47 86 80 29.14 0.585 0.051 0.083 0.00 80 70 31.20 .0.585 0.053 0.087 0.00 70 60 33.77 0.585 0.055 0.094 0.00 60 54 35.89 0.585 0.057 0.101 0.00 54 40 38.46 0.585 0.057 0.153 0.00 40 30 41.48 0.585 0.057 0.167 0.00 30 20 44.05 0.585 0.059 0.177 0.00 20 10 46.62 0.585 0.063 0.188 0.00 10 0 49.19 0.585 0.066 0.198 0.00 TORQUE ft -k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E.,.SIOUX CITY, IA ***** RESULTS OF ANALYSIS ***** ELEVATION MOMENT OF ACCUM'D ACCUM'D ACCUM'D FROM TO INERTIA DEFLECTION. SWAY. TWIST ft ft in*4 ft. deg deg 103 100 983.9 0.637 0.592 0.000 100 86 1082.6 0.514 0.523 0.000 86 80 2160.1 0.405 0.455 0.000 80 70 2535.3 0.311 0:388 0.000 70 60 3253.1 0.232 0.325 0.000 60 54 4094.9 0.143 0.242 0.000 54 40 6997.6 0.102 0.193 0.000 40 30 9198.9 0.051 0.123 0.000 30. 20 11097.7 0.020 0.067 0.000 20 10 13241.2 0.012 0.045 0.000 10 0 15644.4 0.000 0.001 0.000 SPAN WIND MAIN BENDING SECONDARY COMBINED AXIAL .ELEV SHEAR MOMENT MOMENT MOMENT LOAD ft. kips ft -k ft -k ft -k kips 100 0.79 2.16 0.07 2.23 0.56 86 2.20 21.62 0.27 21.89 1.83 80 2.51 35.76 0.49 36.25 2.33 70 13.04 63.52 0.74 64.26 3.20 60 3.60 96.71 1.11 97.82 4.13 54 3.96 121.27 1.31 122.58 4.79 40 4.74 180.00 1.65 181.65 6.86 30 5.31 230.22 1.91 232.13 8.53 20 5:90 286.26 2.00 288.26 10.30 10 6.53 348.41 2.15 350.56 12.17 0 7.19 417.04 2.15 419.18 14.15 Page 3 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E.,.SIOUX CITY, IA Page 4 ***** RESULTS OF ANALYSIS ***** SECTION BENDING CROSS AXIAL COMBINED ALLOW. COMBINED MODULUS STRESS -AREA STRESS STRESS STRESS STRESS in*3 ksi in*2 ksi. ksi ksi RATIO 82.9 0.32 13.97 0.04 0.36 39.00 0.01 88.4 2.97 14.43 0.13 3.10 39.00 0.08 154.1 2.82 22.00 0.11 2.93 39.00 0.08 171.5 4.50 23.21 0.14 4.63 39.00 0.12 202.5 5.80 25.22 0.16 5.96 39.00 0.15 236.1 6.23 27.23 0.18 6.41 39.00 0.16 386.3 5.64 42.66 0.16 5.80 39.00 0.15 463.6 6.01 46.73 0.18 6.19 39.00 0.16 525.4 6.58 49.74 0.21 6.79 39.00 0.17 591.0 7.12 52.76 0.23 7.35 39.00 0.19 660.5. 7.62 55.78 0.25 7.87 39.00 0.20 ***** BASE REACTIONS ***** TOTAL TOTAL OVERTURNING ESTIMATED SHEAR DOWN LOAD MOMENT STEEL WEIGHT kips kips ft -kips kips 7.19 16.20 419.18 14.51 n MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E.,.SIOUX CITY, IA Page 5 *** DETAILED DIMENSIONS OF.THE MONOPOLE *** ELEV.. SPAN SPLICE SPLICE WALL. TOP BOTTOM SPAN ACCUMULATED LENGTH LENGTH + SPAN THK. O.D. O.D. WT. POLE WT. ft. ft. ft. ft. in. in. in. kips kips 103.0 21.0 0.0 21.0 0.188 24.0 29.4 1.12 1.12 82.0 33.5 4.0 37.5 0.250 28.0 37.6 3.26 4.38 48.5 48.5 5.0 53.5 0.375 35.8 49.6 9.08 13.45 SUM OF NET SPAN LENGTHS 103. POLE HT. = 103 TAPER = .257 in./ft. WT. OF TOP PLATE WITH 26 in. DIAMETER X 1 in. = 0.150 KIPS WT. OF BASE PLATE WITH 64 in. DIAMETER X 1 in. = 0.910 KIPS TOTAL WT. OF POLE WALLS AND PLATES = 14.51 KIPS Licensed to: Keith J. Tindall Sabre Communications Corporation LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus PC VERSION 3.0 (C) COPYRIGHT ENSOFT,INC. 1997 THE PROGRAM WAS.COMPILED USING MICROSOFT FORTRAN COMPILER, (C) COPYRIGHT MICROSOFT CORPORATION Monopole caisson Butte County, CA 4-13-99 KJT ************************************************************* ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY ************************************************************* DIAMETER = 84.00 IN CONCRETE COMPRESSIVE STRENGTH = 2.500000 KIP/IN**2 REBAR YIELD STRENGTH = 60.000000 KIP/IN**2 MODULUS OF ELASTICITY OF STEEL = 29000.000000 KIP/IN**2 NUMBER OF REINFORCING BARS = 36 /u AREA OF ONE REBAR = .790E+00 IN**2 NUMBER OF ROWS OF REINFORCING BARS = 19 COVER THICKNESS = 4.000 IN SQUASH LOAD CAPACITY = 13422.23 KIP ROW AREA OF DISTANCE TO NUMBER REINFORCEMENT CENTROIDAL AXIS -1 IN**2 IN N N 1 .790000 38.0000 2 1.580000 37.4227 3 1.580000 35.7084 4 1.580000 32.9090 5 1.580000 29.1097 6 1.580000 24.4260 7 1.580000 19.0000 8 1.580000 12.9968. 9 1.580000 6.5986 10 1.580000 .0000 11 1.580000 -6.5986 12 1.580000 -12.9968 13 1.580000 -19.0000 14 1.580000 -24.4260 15 1.580000 -29.1097 16 1.580000 -32.9090 17 1.580000 -35.7084 18 1.580000 -37.4227 19 .790000 -38.0000 I � = 2500. pSr vJ1 4- re @ (S" A)0 Tr: So /C S WrPOkT Pok, c rsSON iA)S 777«,r�: ,WF6&-'- t-N7T , OUTPUT RESULTS FOR AN AXIAL LOAD = 16.00 KIP ***************************************************** MOMENT EI PHI MAX STR N AXIS IN -KIP KIP-IN**2 1/IN IN/IN IN .757E+04 .75721E+10 .000001 .00004 43.129 .757E+04 .15144E+10 .000005 .00010. 19.729 .119E+05 .13215E+10 .000009 ..00018 19.459 .170E+05 .13039E+10 .000013 .00025 19.384 .220E+05 .12923E+10 .000017 .00033 19.390 .269E+05 .12832E+10 .000021 .00041• 19.433 .319E+05 .12753E+10 .000025 .00049 19.496 .368E+05 .12681E+10 .000029 .00057 19.575 .415E+05 .12573E+10 .000033 .00065 19.600 .455E+05 .12306E+10 .000037 ..00073 19.600 .481E+05 .11721E+10 .000041 .00079 19.381 .499E+05 .11083E+10 .000045 .00086 19.094 .513E+05 .10479E+10 .000049 .00092 18.809 .524E+05 .98908E+09 .000053 .00098 18.511 .571E+05 .68769E+09 .000083 .00140 16.844 .588E+05 .52052E+09 .000113 .00178 15.768 .598E+05 .41786E+09 .000143 .00217 15.162 .602E+05 .34802E+09 .000173 .00252 14.561 .606E+05 .29832E+09 .000203 .00287 14.152 .606E+05 .25991E+09 .000233 .00326 14.000 .609E+05 .23140E+09 .000263 .00367 13.953 .609E+05 .20771E+09 .000293 .00404 13.789 THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003 IS : .606E+05 IN -KIP PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED Monopole caisson Butte County, CA 4-13-99 KJT UNITS --ENGLISH UNITS I N P U T I N F O R M A T I O N THE LOADING IS STATIC -------------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH TOP OF THE = 330.00 IN IN 2 POINTS BOTTOM OF THE LAYER = 30.00 IN X DIAMETER MOMENT OF AREA• MODULUS OF LAYER 2 282.00 INERTIA 330.00 ELASTICITY IN IN IN**4 IN**2 LBS/IN**2 .00 84.000 .244E+07 .554E+04 .312E+07 330.00 84.000 .244E+07 .554E+04 .312E+07 SOILS INFORMATION ----------------- X AT THE GROUND SURFACE 6.00 IN SLOPE ANGLE AT THE GROUND SURFACE _ .00 DEG. 4 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 6.00 IN X AT THE BOTTOM OF THE LAYER = 30.00 IN MODULUS OF SUBGRADE REACTION _ .100E-01 LBS/IN**3 LAYER 2 282.00 .28E-01 330.00 .28E-01 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 30.00 IN X AT THE BOTTOM OF THE LAYER = 216.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 3 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 216.00 IN X AT THE BOTTOM OF THE LAYER = 282.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 4 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 282.00 IN X AT THE BOTTOM OF THE LAYER = 330.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 8 POINTS X,IN WEIGHT,LBS/IN**3 6.00 .64E-01 30.00 .64E-01 30.00 .64E-01 216.00 .64E-01 216.00 .28E-01 282.00 .28E-01 282.00 .28E-01 330.00 .28E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 8 POINTS X,IN C,LBS/IN**2 PHI,DEGREES E50 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 BOUNDARY -CONDITION CODE 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P,U T I N F O R M A T I O N ********************************* ************************************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION * CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD .J. OUTPUT VERIFICATION = 1 .800E+04 LBS .540E+07 IN -LBS .160E+05 LBS 6.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 282.00 .0.00E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 330.00 .000E+00 .230E+02 ----- BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 BOUNDARY -CONDITION CODE 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P,U T I N F O R M A T I O N ********************************* ************************************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION * CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD .J. OUTPUT VERIFICATION = 1 .800E+04 LBS .540E+07 IN -LBS .160E+05 LBS THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = '.404E-01 IN—LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .612E-02 LBS BOUNDARY BOUNDARY CONDITION CONDITION BC1 BC2 .8000E+04 .5400E+07 S U M M A R Y. T A B L E AXIAL PILE HEAD LOAD DEFLECTION LBS IN 1600E+05 .9232E+00 MAX. MAX. MOMENT SHEAR IN—LBS LBS 5920E+07 —.3843E+05 � 5 � MONOPOLE CONNECTION DESIGN BY CHI S. LEE, P.E. 103' MONOPOLE FOR PACIFIC BELL WIRELESS DOWNTOWN CHICO CA (99-04089) 6-2-99 LEC MOMENT (ft -kips) =.419.18 DIAMETER OF BOLT CIRCLE (in.). = 57 TOTAL NO. OF BOLTS REQUIRED = 4 MOMENT OF INERTIA OF BOLTS (in^2) =.1624.5 Fy OF BASE/SPLICE PLATE (ksi) = 50 *** NO WIND LOAD REDUCTION *** MAX. TENSION PER BOLT (kips) = 88.24842 REQUIRED BASE PLATE THICKNESS (in.) _ .8879747 REQUIRED SPLICE PLATE THICKNESS (in.) =..4439874 *** WIND LOAD REDUCTION BY 1/3 *** MAX. TENSION PER BOLT (kips) = 66.18632 REQUIRED BASE PLATE THICKNESS (in.) _ .7690086 REQUIRED SPLICE PLATE THICKNESS (in.) _ .3845043 Sabre: Efficient By Design. R F COMMUNICATIONS CORPORATION v Efficient By Design*" 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 At Sabre, We Design, We Manufacture, And We Install. About Sabre Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ sales, and manufacturing for total in-house control of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: • Turnkey installation services worldwide • After-sales maintenance and inspection services • Structural analysis on towers regardless of origin • Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. Our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -1-45208A. Call us, toll-free, 800-369-6690, to find out how Sabre's extensive experience can work for you. 0'�'%AB FSE COMMUNICATIONS CORPORATION 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 S-002 I SABRE COMMUNICATIONS CORPORATION NO. SA1893-P O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 COVER PAGE 1 PHONE: (712) 258-6690 FAX: (712) 258-8250 DATE 5/6/99 BY LEC/MLC CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO. CA 0 I 0 TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. �oQzkOFESSIA AHI MING LEE .y Uj NO.00509 EXP.` 3o-0 f 103'-0" 24.0" A.F. 28.0"28.0" A.F1 4'-0" SPLICE 29.4" A.F. 35.8" A.F. 5'-0" SPLICE 37.6" A.F. ELEVATION VIEW UIVIL NOTES OFC 1.) 1.) TAPER (SLOPE): 0.257 IN./FT. 2.) ALL POLE WALLS PER ASTM A572 GR. 65 OR EQUAL. 3.) POLE CROSS SECTION IS 18 -SIDED. 4.) USE (4) #18J X 6'-0" LONG WITH 3/8" THICK TEMPLATE AT TOP AND BOTTOM WITH (3) NUTS AND (2) FLATWASHERS AT TOP AND (2) NUTS AT BOTTOM PER ANCHOR BOLT (NO WELDING). 5.) ANCHOR BOLT CIRCLE IS 57"0. 6.) 6 X 12 HAND HOLES SPACED 120' APART . (3) AT 98'-0" ELEVATION 7.) 6 X 12 HAND HOLES SPACED 180- APART (2) AT 93'-0" ELEVATION (2) AT 90'-0" ELEVATION 8.) 9 X • 24 EXIT PORTS SPACED 90' APART (2) AT 2'-6" ELEVATION 9.) TOP PLATE 1/4" THICK! -(A36). 10.) BASE PLATE 1 " THICK X 64". ASTM A633M GRADE E (60 KSI). BASE REACTIONS SHEAR = 7.19 KIPS AXIAL LOAD = 16.20 KIPS O.T. MOMENT = 419.18 FT -KIPS Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. 6SABRE COMMUNICATIONS CORPORATION O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 PHONE: (712) 258-6690 FAX: (712) 25878250, CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO, CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. GRADE DRILLED CAISSON (39.2 CU. YDS.) NOTES NO. SA1893-P COVER PAGE 2 DATE 5/6/99 BY LEC/MLC oQ�OFESS/q',_ y CHI SHING LEE y L NO. C050977 EXP 7-3 0-01 �+ CIVIL r�TFOF CAI�FOP�3 1). CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 750D PSI , IN ACCORDANCE WITH ACI 318-95. 2). REBARS PER ASTM A615 GR. 60. 3). FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB #99S-025) BY BROWN & MILLS, INC. DATED 2/1/99 4). 3" MINIMUM CONCRETE COVER. REBAR SCHEDULE PER CAISSON (36) #8 V—BARS W/#4 TIES ® 12" O.C. Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa; Code Ch. 550 and shall. not be reproduced, copied or used in whole or in part for any purpose 'whatsoever without the prior written consent of Sabre Communications Corporation. MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Pagel 103' MONOPOLE FOR PACIFIC BELL WIRELESS LIVE OAK CA (99-04089) 5-10-99 LEC 80 MPH WIND NO ICE PER EIA -222-F-1996 FEEDLINES ARE INSIDE THE POLE, STEP BOLTS W/ SAFETY DEVICE OFESS/p DATA FILE SA1893PX.DAT �O09, �Q S Fy CHI SHING LEE cy q � ***** MONOPOLE ***** ¢ Sfl��l 9 NO. C050977 MONOPOLE HEIGHT (ft.) = 103 EXF 7 -?0-01 WIND SPEED (mph) = 80 S+ CIVIL �p RADIAL ICE (in.) = 0 r� OFCAI.�F�P� TAPER OF POLE (in./ft.) _ .257 CROSS SECTION (SHAPE) OF POLE. = 18 -SIDED DIAMETER OF THE TOP OF.POLE (in.) = 24 GUST RESPONSE FACTOR FOR THE POLE, Gh = 1.69 No. OF WIND PRESSURE LEVEL(S) = 11 FROM TO z Kz ft ft ft LOAD 103 100 101.5 1.379 100 86 93.0 1.344 86 80 83.0 1.301 80 70 75.0 1.264 70 60 65.0 1.214 60 54 56.8 1.168 54 40 46.8 1.105 40 30 35.0 1.017 30 20 25.0 1.000 20 10 15.0 1.000 10 0 5.0 1.000 ***** ANTENNA LOADING DATA ***** ELEVATION PROJECTED WIND DEAD AREA LOAD LOAD ft. sq. ft. kips kips 103 17.00 0.65 0.40 95 4.00 0.15 0.15 90 16.00 0.59 0.32 ***** UNIFORM LOADING ***** FROM TO PROJECTED AREA DEAD LOAD (ft) (ft) (sq. ft./ft) (k/ft.) Q psf 22.59 22.03 21.32 20.72 19.89 19.13 18.10 16.66 16.38 16.38 16.38 DESCRIPTION OF LOADING Qz*Gh psf 38 37 36 35 34 32 31 28 28 28 28 (6) DB961DD90 + (12) LNA + MOU (1) 2' HP DISH (1) 4' HP DISH DESCRIPTION OF LOADING 103 0 0.00 0.006 (6) 1 5/8 LINES 95 0 0.00 0.001 (1) 1 5/8 LINES 90 0 0.00 0.001 (1) 1 5/8 LINES MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA ***** MONOPOLE DATA ***** Page 2 DIAMETER OF THE TOP = 24 in. AND NOMINAL DIAMETER OF THE BOTTOM = 50.4.71 in. ELEVATION AVG. WALL W/t STEEL CROSS SECTION MOMENT OF YIELD FROM. TO O.D. THK. OR WT. AREA MODULUS INERTIA STRESS ft ft in. in. OD/t lb/ft in^2 in*3 in*4 ksi 103 100 24.4 0.188 130.1 47.5 14.0 82.9 983.9 65.00 100 86 26.6 0.188 141.7 49.1 14.4 88.4 1082.6 65.00 86 80 29.1 0.250 116.6 74.9 22.0 154.1 2160.1 65.0'0 80 70 31.2 0.250 124.8 79.0 23.2 171.5 2535.3 65.00 70 60 33.8 0.250 135.1 85.8 25.2 202.5 3253.1 65.00 60 54 35.9 0.250 143.5 92.7 27.2 236.1 4094.9 65.00 54 40 38.5 0.375 102.6 145.2 42.7 386.3 6997.6 65.00 40 30 41.5 0.375 110.6 159.0 46.7 463.6 9198..9 65.00 30 20 44.0 0.375 117.5 169.3 49.7 525.4 11097.7 65.00 20 10 46.6 0.375 124.3 179.5 52..8 591.0 13241.2 65.00 10 0 49.2 0.375 131.2 189.8 55.8 660.5 15644.4 65.00 ***** MONOPOLE AND LOADING DATA ***** NOTES:- (1) LINEAR ATTACHMENT IS ADDED TO THE MONOPOLE (2) DEAD LOAD INCLUDES ICE, IF ANY ELEVATION AVG. FORCE UNIFORM UNIFORM ANTENNA TOP BOTTOM O.D. COEFFICIENT WIND LOAD DEAD LOAD DEAD LOAD ft. ft. in. Cf k/ft k/ft kips 103 100 24.39 0.585 0.045 0.054 0.40 100 86 26.57 0.585 0.048 0.057 0.47 86 80 29.14 0.585 0.051 0.083 0.00 80 70 31.20 0.585 0.053 0.087 0.00 70 60 33.77 0.585 0.055 0.094 0.00 60 54 35.89 0.585 0.057 0.101 0.00 54 40, 38.46 0.585 0.057 0.153. 0.00 40 30 41.48 0.585 .0.057 0.167 0.00 30 20 44.05 0.585 0.059 0.177 0.00 20 10 46.62 0.585 0.063 0.188 0.00 10 0 49.19 0.585 0.066 0.198 0.00 TORQUE ft -k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA ***** RESULTS OF ANALYSIS ***** ELEVATION MOMENT OF ACCUM'D ACCUM'D ACCUM'D FROM TO INERTIA DEFLECTION SWAY TWIST ft ft in*4 ft. deg deg 103 100 983.9 0.637 0.592 0.000 100 86 1082.6 0.514 0.523 0.000 86 80 2160.1 0.405 0.455 0.000 80 70 2535.3 0.311 0.388 0.000 70 60 3253.1 0.232 0.325 0.000 60 54 4094.9 0.143 0.242 0.000 54 40 6997.6 0.102 0.193 0.000 40 30 9198.9 0.051 0.123 0.000 30 20 11097.7 0.020 0.067 0.000 20 10 13241.2 0.012 0.045 0.000 10 0 15644.4 0.000 0.001 0.000 SPAN WIND MAIN BENDING SECONDARY COMBINED AXIAL ELEV SHEAR MOMENT MOMENT MOMENT LOAD ft. kips ft -k ft -k ft -k kips 100 0.79 2.16 0.07 2.23 0.56 86 2.20 21.62 0.27 21.89 1.83 80 2.51 35.76 0.49 36.25 2.33 70 3.04 63.52 0.74 64.26 3.20 60 3.60 96.71 1.11 97.82 4.13 54 3.96 121.27 1..31 122.58 4.79 40 4.74 180.00 1.65 181.65 6.86 30 5.31 230.22 1.91 232.13 8.53 20 5.90 286.26 2.00 288..26 10.30 10 6.53 348.41 2.15 350.56. 12.17 0 7.19 417.04 2.15 419.18 14.15 Page -3 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA ***** BASE REACTIONS ***** ALLOW. STRESS ksi 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 TOTAL ESTIMATED STEEL WEIGHT kips 14.51 ***** RESULTS OF ANALYSIS ***** SECTION BENDING CROSS AXIAL COMBINED MODULUS STRESS -AREA STRESS STRESS in*3 ksi in*2 ksi ksi 82.9 0.32 13.97 0.04 0.36 88.4 2.97 14.43 0.13 3.10 154.1 2.82 22.00 0.11 2.93 171.5 4.50 23.21 0.14 4.63 202.5 5.80 25.22 0.16 5.96 236.1 6.23 27.23 0.18 6.41 386.3 5.64 42.66 0.16 5.80 463.6 6.01 46.73 0.18 6.19 525.4 6.58 49.74 0.21. 6.79 591.0 7.12 52.76 0.23 7.35 660.5 7.62 55.78 0.25 7.'87 ***** BASE REACTIONS ***** ALLOW. STRESS ksi 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 TOTAL ESTIMATED STEEL WEIGHT kips 14.51 TOTAL OVERTURNING SHEAR DOWN LOAD MOMENT kips kips ft -kips 7.19 16.20 419.18 Page .4 COMBINED STRESS RATIO 0.01 0.08 0.08 0.12 0.15 0.16 0.15 0.16 0.17 0.19 0.20 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page.5 *** DETAILED DIMENSIONS OF THE MONOPOLE *** ELEV. SPAN SPLICE SPLICE WALL TOP BOTTOM SPAN ACCUMULATED LENGTH LENGTH + SPAN THK. O.D. O.D. WT. POLE WT. ft. ft. ft. ft. in. in. in. kips kips 103.0 21.0 0.0 21.0 0.188 24.0 29.4 .1.12 1.12 82.0 33.5 4.0 37.5 0.250 28.0 37.6 3.26 4.38 48.5 48.5 5.0 53.5 0.375 35.8 49.6 9.08 13.45 SUM OF NET SPAN LENGTHS = 103 POLE HT. = 103 TAPER = ..257 in./ft. WT. OF TOP PLATE WITH 26 in. DIAMETER X 1 in. = 0.150 KIPS WT. OF BASE PLATE WITH 64 in. DIAMETER X 1 in. = 0.910 KIPS TOTAL WT. OF POLE WALLS AND PLATES = 14.51 KIPS MONOPOLE CONNECTION DESIGN BY CHI S. LEE, P.E. 103' MONOPOLE FOR PACIFIC BELL WIRELESS LIVE OAK CA (99-04089) 5-10-99 LEC MOMENT (ft -kips) = 419.18 DIAMETER OF BOLT CIRCLE (in.) = 57 TOTAL NO. OF BOLTS REQUIRED = 4 MOMENT OF INERTIA OF BOLTS (in"2) = 1624.5 Fy OF BASE/SPLICE PLATE (ksi) = 50 *** NO WIND LOAD REDUCTION *** MAX. TENSION PER BOLT (kips) = 88.24842 REQUIRED BASE PLATE THICKNESS (in.) _ .8879747 REQUIRED SPLICE PLATE THICKNESS (in.) _ .4439874 *** WIND LOAD REDUCTION BY 1/3 *** MAX. TENSION PER BOLT (kips) =.66.18632 REQUIRED BASE PLATE THICKNESS (in.) _ .7690086 REQUIRED SPLICE PLATE THICKNESS (in.) = .3845043 Licensed to: Keith J. Tindall Sabre Communications Corporation LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus PC VERSION 3.0 (C) COPYRIGHT ENSOFT,INC. 1997 THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER, (C) COPYRIGHT MICROSOFT CORPORATION Monopole caisson Butte County, CA 4-13-99 KJT ************************************************************* ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY ************************************************************* DIAMETER = 84.00 IN CONCRETE COMPRESSIVE STRENGTH = 2.500000 KIP/IN**2 REBAR YIELD STRENGTH = 60.000000 KIP/IN**2 MODULUS OF ELASTICITY OF STEEL = 29000.000000 NUMBER OF REINFORCING BARS = 36 AREA OF ONE REBAR = .790E+00 IN**2 NUMBER OF ROWS OF REINFORCING BARS = 19 COVER THICKNESS = 4.000 IN SQUASH LOAD CAPACITY = 13422.23 KIP ROW NUMBER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 AREA OF REINFORCEMENT IN**2 .790000 1.58.0000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 .790000 KIP/IN**2 DISTANCE TO CENTROIDAL AXIS X11 IN N 38.0000 37.4227 35.7084 32.9090 29.1097 24.4260 19.0000 12.9968 6.5986 .0000 -6.5986 -12.9968 -19.0000 -24.4260 -29.1097 -32.9090 -35.7084 -37.4227 -38.0000 IN a DIA. C3C) e is" voTr:.SEe- So /c s /WORT FOR, CAISSON IA& 7;�GChft OUTPUT RESULTS FOR AN AXIAL LOAD 16.00 KIP ***************************************************** MOMENT EI PHI MAX STR N AXIS IN -KIP KIP-IN**2 VIN IN/IN IN .757E+04 .75721E+10 .000001 .00004 43.129 .757E+04 .15144E+10 .000005 .00010 19.729 .119E+05 .13215E+10 .000009 .00018 19.459 .170E+05 .13039E+10 .000013 .00025 19.384 .220E+05 .12923E+10 .000017 .00033 19.390 .269E+05 .12832E+10 .000021 .00041 19.433 .319E+05 .12753E+10 .000025 .00049 19.496 .368E+05 .12681E+10 .000029 .00057 19.575 .415E+05 .12573E+10 .000033 .00065 19.600 .455E+05 .12306E+10 .000037 .00073 19.600 .481E+05 .11721E+10 .000041 .00079 19.381 .499E+05 .11083E+10 .000045 .00086 19.094 .513E+05 .10479E+10 .000049 .00092 18.809 .524E+05 .98908E+09 .000053 .00098 18.511 .571E+05 .68769E+09 .000083 .00140 16.844 .588E+05 .52052E+09 .000113 .00178 15.768 .598E+05 .41786E+09 .000143 .00217 15.162 .602E+05 .34802E+09 .000173 .00252 14.561 ' .606E+05 .29832E+09 .000203 .00287 14.152 .606E+05 .25991E+09 .000233 .00326 14.000 .609E+05 .23140E+09 .000263 .00367 13.953 .609E+05 .20771E+09 .000293 .00404 13.789 THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003 IS : .606E+05 IN -KIP PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED Monopole caisson Butte County, CA 4-13-99 KJT UNITS --ENGLISH UNITS I N P U T I N F O R M A T I O N ********************************* THE LOADING IS STATIC -------------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH TOP OF THE = 330.00 IN 2 POINTS X AT THE BOTTOM OF THE LAYER = 30.00 X DIAMETER MOMENT OF AREA = .100E-01 LBS/IN**.3 INERTIA IN IN IN**4 IN**2 .00 84.000 .244E+07 .554E+04 330.00 84.000 .244E+07 .554E+04 SOILS INFORMATION ----------------- X AT THE GROUND SURFACE = 6.00 IN SLOPE ANGLE AT THE GROUND SURFACE _ .00 DEG. 4 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 6.00 IN X AT THE BOTTOM OF THE LAYER = 30.00 IN MODULUS OF SUBGRADE REACTION = .100E-01 LBS/IN**.3 LAYER 2 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 30.00 IN X AT THE BOTTOM OF THE LAYER = 216.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 3 THE SOIL IS A SAND - P -Y CRITERIA BY REESE•ET AL, 1974 X AT THE TOP OF THE LAYER = 216.00 IN X AT THE BOTTOM OF THE LAYER = 282.00 IN - MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 4 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 282.00 IN X AT THE BOTTOM OF THE LAYER = 330.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH•DEPTH 8 POINTS X,IN WEIGHT,LBS/IN**3 6.00 .64E-01 30.00 .64E-01 30.00 .64E-01 216.00 .64E-01 216.00 .28E-01 282.00 .28E-01 282.00 .28E-01 330.00 .28E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 8 POINTS X,IN C,LBS/IN**2 PHI,DEGREES MODULUS OF ELASTICITY LBS/IN**2 .312E+07 .312E+07 E50 6.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 330.00 .000E+00 .230E+02 ----- BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05• LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F 0 R M A T I 0 N. ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION *.CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .404E-01 IN -LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .612E-02 LBS S U M M A R Y T A B L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN -LBS LBS .8000E+04 .5400E+07 .1600E+05 .9232E+00 .5920E+07 -.3843E+05 TO BUILDING FIELD NOTE ONE ANCHOR BOLT TO BE INSTALLED AS SHOWN (4) - ANCHOR BOLTS 2 1/4'0 X 6'-0" (#18J A615 GR. 75) SPACED WT APART ON A 57'0 BOLT CIRCLE PLAN VIEW (4) — ANCHOR BOLTS 2 1/4"0 X 6'-0" (#18J A615 GR. 75) W/(3) GALV. H.H.N. & (2) GALV. FW EACH AT TOP (2) BLACK H.H.N. EACH AT BOTTOM TOP TEMPLATE N c� X387308 QAQFESSt10 •-" . I v " r -i �Q�° Gam- s RFs '° y CHI SHINE lEE cry M. I 0C iId C050w. (28) /4 HORIZONTAL I I p(P 9-QrOI TIES O 12" C/C L - - - J o ;o si CIVIL BOTTOM I TEMPLATE �rFOF CAI.�F�Q� r (36) #8 VERTICAL BARS L - - - I #387308 I EVENLY SPACED r - 1 t----4 I I a .—L• O MATERIAL' ELEVATION VIEW REINFORCING STEEL SCHEDULE LOCATION NO. REO'D. BAR SPC'G. I SIZE I CUT LGTH. TOTAL LGTH. I TOTAL WT. I SHAPE PIER VERTICAL 36 NOTED . ®8 27'-0" 972'—O" 2595 LBS. STRAIGHT REINFORCING ON DWG. PIER TIES Y8 NOTED #4 21'-4" 597'-4' 399 LBS. O� ON DWG. I IUTAL KCORK WWI, I ZWWv LOa. I �6*46*;PIER •TIES TO HAVE 12" OVERLAP OR 3" HOOK AS SHOWN VERTICAL REBAR PIER TIE HOOK DETAIL GENERAL NOTES 1. ALL ANCHOR BOLTS AND VERTICAL REINFORCING BARS ARE TO BE SECURELY TIED BEFORE CONCRETE IS PLACED SO THEY WILL REMAIN PARALLEL TO THE CENTERLINE OF THE PIER. 2. THE GROUND ELEVATION SHALL BE A MAXIMUM OF 6" BELOW THE TOP OF THE PIER. 3. ALL EXPOSED CONCRETE CORNERS ARE TO BE CHAMFERED 3/4 INCH. 4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 DEFORMED BARS. 5. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI IN ACCOROACE WITH ACI 318-95. 6. REINFORCING STEEL TO HAVE A 3" MINIMUM CONCRETE COVER. 7. FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB NO. 99S-025) BY BROWN dE MILL, INC. DATED 2/1/98. 8. ANCHOR BOLTS 2 1/4" X 6'-0" /118J A615 GR. 75 SPACED 90' APART ON A 57'0 BOLT CIRCLE (4 REO'D). NOTE: ONE ANCHOR BOLT TO BE PLACED AS SHOWN (SEE PLAN VIEW). 9. CONCRETE REQUIRED 39.2 CUBIC YARDS. 10. SEE SOILS REPORT FOR CAISSON INSTALLATION REQUIREMENTS. Au DMIEMSOIS dQUOE FINISHES AMD ANE Of INCHES TOLERANCES: FRACI10Na S 1/37' ANGLES ! 1/7 DEC. TOLERANCES DO NOT APPL7 DECDLILLS :.010• TO RM MATEfaAL SABRE COMMUNICATIONS SIOUX CITY, IOWA FOUNDATION: 103 FT. MONOPOLE SITE: DOWNTOWN CHICO, CA a�n s the ams mmunicationa CUSTOMER: PACIFIC BELL WIRELESS o trade' secret SIZE DRAINING NO. REV : Ch.pie 55r and AT NO.: 95 110999 B 9011845 0 Doped or used o purpose �a2Ca pOrot t Dp w MLC SA1893-P SCALE SHEET CHECI�D IW DLW NONE 1 OF 1 - $ • incient By Design, S X U R F COMMUNICATIONS CORPORATION Efficient By Design~ 2101 MurarySrlele- REBxee -gAxe\ m 51102 Phone 2225§««- FAX 2225§£m : /\�\ »\ / \��. f� .} - -. \�\:ƒ� - ^:�+\T - , y 4?1, �� - $ • incient By Design, S X U R F COMMUNICATIONS CORPORATION Efficient By Design~ 2101 MurarySrlele- REBxee -gAxe\ m 51102 Phone 2225§««- FAX 2225§£m Sabre, We Design, We Manufacture, And We Install, About Sabre '' 1,74 Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. �-� The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ - sales, and manufacturing for total in-house control r of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: • Turnkey installation services worldwide • After-sales maintenance and inspection services • Structural analysis on towers regardless of origin • Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. Our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -I -45208A. Call r ' us, toll-free, 800-369-6690, to find out how Sabre's extensive experience can work for you. '�&ABRE OO COMMUNICATIONS CORPORATION 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 S-002 SABRE COMMUNICATIONS CORPORATION NO. SA1893-P O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 COVER PAGE 1 PHONE: (712) 258-6690 FAX: (712) 258-8250 DATE 5/6/99 BY LEC/MLC CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO. CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 "OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. QaOFES$/O y CHI SHIN G LEE 2 amc NO. C050977 103'-0" 24.0" A.F. 28.0" A.F. 4'-0" SPLICE 29.4" A.F. 35.8" A.F. 5'-0" SPLICE 37.6" A.F. " ELEVATION VIEW EXP 1-30-- f s� CIVIL NOTES �TEOFCq�\EOQ 1.) TAPER (SLOPE): 0.257 IN./FT. 2.) ALL POLE WALLS PER ASTM A572 GR. 65 OR EQUAL. 3.) POLE CROSS SECTION IS 18 -SIDED. 4.) USE (4) #18J X 6'-0" LONG WITH 3/8" THICK TEMPLATE AT TOP AND BOTTOM WITH (3) NUTS AND (2) FLATWASHERS AT TOP AND (2) NUTS AT BOTTOM PER ANCHOR BOLT (NO WELDING). 5.) ANCHOR BOLT CIRCLE IS 57"0. 6.) 6 X 12 HAND HOLES SPACED 120' APART (3) AT 98'-0" ELEVATION 7.) 6 X 12 HAND HOLES SPACED "180' APART (2) AT 93'-0" ELEVATION (2) AT 90'-0" ELEVATION 8.) 9 X 24 EXIT PORTS SPACED 90' APART (2) AT 2'-6" ELEVATION 9.) TOP PLATE 1/4" THICK (A36). 10.) BASE PLATE 1" THICK X 64"0." ASTM A633M GRADE E (60 " KSI). BASE REACTIONS SHEAR = 7.19 KIPS AXIAL LOAD = 16.20 KIPS O.T. MOMENT = 419.18 FT -KIPS Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. 0SABRE COMMUNICATIONS CORPORATION O 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 . PHONE: (712) 258-6690 FAX: (712) 258-8250 CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO. CA TITLE: 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. GRADE DRILLED CAISSON (39.2 CU. YDS.) NOTES NO. SA1893-P COVER PAGE 2 DATE 5/6/99 BY LEC/MLC Q�pFESS/p y CHI SHING LEgE $ S�I1 IN -f1 % NO. 0050977 EXP. --30—x( s CNIL T�rFOFC A��FpP� 1). CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ?50D PSI . IN ACCORDANCE WITH ACI 318-95. 2). REBARS PER ASTM A615 GR. 60. 3). FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB #99S-025) BY BROWN & MILLS, INC. DATED 2/1/99 4). 3" MINIMUM CONCRETE COVER. REBAR SCHEDULE PER CAISSON (36) #8 V -BARS W/#4. TIES ® 12" O.C. Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa; Code'Ch. 550 and shall' not be reproduced,. copied or used in whole or in part for any purpose whatsoever: without the prior written ; consent of Sabre Communications Corporation. i POLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page 1 ' MONOPOLE FOR PACIFIC BELL WIRELESS LIVE OAK CA (99-04089) 5-10-99 LEC MPH WIND NO ICE PER EIA -222-F-1996 DLINES ARE INSIDE THE POLE, STEP BOLTS W/ SAFETY DEVICE A FILE SA18 9 3 PX . DAT o0FESS/0,y� CHI SHING LEE �y ***** MONOPOLE ***** NO. C050977 MONOPOLE HEIGHT (ft.) = 103 EXP. 7-3 u-' WIND SPEED (mph) = 80 CIVIL RADIAL ICE (in.) = 0 s��TFOFCA��FpP�\P TAPER OF POLE (in./ft.) _ .257 CROSS SECTION (SHAPE) OF POLE. = 18 -SIDED DIAMETER OF THE TOP OF POLE (in.) = 24 GUST RESPONSE FACTOR FOR THE POLE, Gh = 1.69 No. OF WIND PRESSURE LEVEL(S) = 11 FROM TO z Kz Qz Qz*Gh ft ft ft psf psf 103 100 101.5 1.379 22.59 38 100 86 93.0 1.344 22.03 37 86 80 83.0 1.301 21.32 36 80 70 75.0 1.264 20.72 35 70 60 65.0 1.214 19.89 34 60 54 56.8 1.168 19.13 32 54 40 46.8 1.105 18.10 31 40 30 35.0 1.017 16.66 28 30 20 25.0 1.000 16.38 28 20 10 15.0 1.000 16.38 28 10 0 , 5.0 1.000 16.38 28 ***** ANTENNA LOADING DATA.***** ELEVATION PROJECTED WIND DEAD DESCRIPTION AREA LOAD LOAD OF ft. sq. ft. kips kips LOADING 103 17.00 0.65 0.40 (6) DB961DD90 + (12) LNA + MOU 95 4.00 0.15 0.15 (1) 2' HP DISH 90 16.00 0.59 0.32 (1) 4' HP DISH ***** UNIFORM LOADING ***** FROM TO PROJECTED AREA DEAD LOAD DESCRIPTION (ft) (ft) (sq. ft./ft) (k/ft.) OF LOADING 103 0 0.00 0.00'6 (6) 1 5/8 LINES 95 0 0.00 0.001 (1) 1 5/8 LINES 90 0 0.00 0.001 (1) 1 5/8 LINES POLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page 2 ***** MONOPOLE DATA ***** IAMETER OF THE TOP = 24 in. AND NOMINAL DIAMETER OF THE BOTTOM = 50.4.71 in. EVATION AVG. WALL W/t STEEL CROSS SECTION MOMENT OF YIELD OM TO O.D. THK. OR WT. AREA MODULUS INERTIA STRESS t ft in. in. OD/t lb/ft in^2 in*3 in*4 ksi 3 100 24.4 0.188 130.1 47.5 14.0 82.9 983.9 65.00 0 86 26.6 0.188 141.7 49.1 14.4 88.4 1082.6 65.00 6 80 29.1 0.250 116.6 74.9 22.0 154.1 2160.1 65.0'0 0 70 31.2 0.250 124.8 79.0 23.2 171.5 2535.3 65.00 0 60 33.8 0.250 135.1 85.8 25.2 202.5 3253.1 65.00 0 54 35.9 0.250 143.5 92.7 27.2 236.1 4094.9 65.00 4 40 38.5 0.375 102.6 145.2 42.7 386.3 6997.6 65.00 0 30 41.5 0.375 110.6 159.0 46.7 463.6 9198.9 65.00 0 20 44.0 0.375 117.5 169.3 49.7 525.4 11097.7 65.00 20 10 46.6 0.375 124.3 179.5 52.8 591.0 13241.2 65.00 10 0 49.2 0.375 131:2 189.8 55.8 660.5 15644.4 65.00 ***** MONOPOLE AND LOADING DATA ***** NOTES:- (1) LINEAR ATTACHMENT IS ADDED TO THE MONOPOLE (2) DEAD LOAD INCLUDES ICE, IF ANY ELEVATION AVG. FORCE UNIFORM UNIFORM ANTENNA TORQUE 'OP BOTTOM O.D. COEFFICIENT WIND LOAD DEAD LOAD DEAD LOAD .t. ft. in. Cf k/ft k/ft kips ft -k _03 100 24.39 0.585 0.045 0.054 0.40 0.00 _00 86 26.57 0.585 0.048 0.057 0.47 0.00 86 80 29.14 0.585 0.051 0.083 0.00 0.00 80 70 31.20 0.585 0.053 0.087 0.00 0.00 70 60 33.77 0.585 0.055 0.094 0.00 0.00 60 54 35.89 0.585 0.057 0.101 0.00 0.00 54 40, 38.46 0.585 0.057 0.153. 0.00 0.00 40 30 41.48 0.585 .0.057 0.167 0.00 0.00 30 20 44.05 0.585 0.059 0.177 0.00 0.00 20 10 46.62 0.585 0.063 0.188 0.00 0:00 10 0 49.19 0.585 0.066 0.198 0.00 0.00 POLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA ***** RESULTS OF ANALYSIS ***** ELEVATION MOMENT OF ACCUM'D ACCUM'D ACCUM'D ROM TO INERTIA DEFLECTION SWAY TWIST ft ft in*4 ft. deg deg 03 100 983.9 0.637 0.592 0.000 00 86 1082.6 0.514 0.523 0.000 86 80 2160.1 0.405 0.455 0.0.00 80 70 2535.3 0.311 0.388 0.000 70 60 3253.1 0.232 0.325 0.000 60 54 4094.9 0.143 0.242 0.000 54 40 6997.6 0.102 0.193 0.000 40 30 9198.9 0.051 0.123 0.000 30 20 11097.7 0.020 0.067 0.000 20 10 13241.2 0.012 0.045 0.000- .00010 10 0 15644.4 0.000 0.001 0.000 PAN WIND MAIN BENDING SECONDARY COMBINED AXIAL LEV SHEAR MOMENT MOMENT MOMENT LOAD ft. kips ft -k ft -k ft -k kips 100 0.79 2.16 0.07 2.23 0.56 86 2.20 21.62 0.27 21.89 1.83 80 2.51 35.76 0.49 36.25 2.33 70 3.04 63.52 0.74 64.26 3.20 60 3.60 96.71 1.11 97.82 4.13 54 3.96 121.27 1.31 122.58 4.79 40 4.74 180.00 1.65 181.65 6.86 30 5.31 230.22 1.91 232.13 8.53 20 5.90 286.26 2.00 288.26 10.30 10 6.53 348.41 2.15 350.56 12.17 0 7.19 417.04 2.15 419.18 14.15 Page .3 LE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page -4 ***** RESULTS OF ANALYSIS ***** SECTION BENDING CROSS AXIAL COMBINED ALLOW. COMBINED MODULUS STRESS -AREA STRESS STRESS STRESS STRESS in*3 ksi in*2 ksi ksi ksi RATIO 82.9 0.32 13.97 0.04 0.36 39.00 0.01 88.4 2.97 14.43 0.13 3.10 39.00 0.08 154.1 2.82 22.00 0.11 2.93 39.00 0.08 171.5 4.50 23.21 0.14 4.63 39..00 0.12 202.5 5.80 25.22 0.16 5.96 39.00 0.15 236.1 6.23 27.23 0.18 6.41 39.00 0.16' 386.3 5.64 42.66 0.16 5.80 39.00 0.15 463.6 6.01 46.73 0.18 6.19 39.00 0.16 525.4 6.58 49.74 0.21 6.79 39.00 0.17 591.0 7.12 52.76 0.23 7.35 39.00 0.19 660.5 7.62 55.78 0.25 7.'87 39.00 0.20 ***** BASE REACTIONS ***** TOTAL TOTAL OVERTURNING ESTIMATED SHEAR DOWN LOAD MOMENT STEEL WEIGHT kips kips ft -kips kips 7.19 16.20 419.18 14.51 NOPOLE-DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page.5 *** DETAILED DIMENSIONS OF THE MONOPOLE *** EV. 13.0 SPAN SPLICE SPLICE WALL TOP BOTTOM SPAN ACCUMULATED LENGTH LENGTH + SPAN THK. O.D. O.D. WT. POLE WT. t. ft. ft. ft. in. in. in. kips kips 21.0 0.0 21.0 0.188 24.0 29.4- 1.12 1.12 2.0 33.5 4.0 37.5 0.250 28.0 37.6 3.26 4.38 8.5 48.5 5.0 53.5 0.375 35.8 49.6 9.08 13.45 JM OF NET SPAN LENGTHS = 103 POLE HT. = 103 TAPER = .257 in./ft. T. OF TOP PLATE WITH 26 in. DIAMETER X 1 in. = 0.150 KIPS T. OF BASE PLATE WITH 64 in. DIAMETER X 1 in. = 0.910 KIPS OTAL WT. OF POLE WALLS AND PLATES = 14.51 KIPS POLE CONNECTION DESIGN BY CHI S. LEE, P.E. h' MONOPOLE FOR PACIFIC BELL WIRELESS LIVE OAK CA (99-04089) 5-10-99 LEC ENT (ft -kips) = 419.18 METER OF BOLT CIRCLE (in.) = 57 AL NO. OF BOLTS REQUIRED = 4 ENT OF INERTIA OF BOLTS (in^2) = 1624.5 OF BASE/SPLICE PLATE (ksi) = 50 *** NO WIND LOAD REDUCTION *** TENSION PER BOLT (kips) = 88.24842 QUIRED BASE PLATE THICKNESS (in.) = .8879747 EQUIRED SPLICE PLATE THICKNESS (in.) = .4439874 *** WIND LOAD REDUCTION BY 1/3 *** AX. TENSION PER BOLT (kips) =.66.18632 EQUIRED BASE PLATE THICKNESS (in.) = .7690086 EQUIRED SPLICE PLATE THICKNESS (in.) = .3845043 Licensed to: Keith J. Tindall Sabre Communications Corporation LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus PC VERSION 3.0 (C) COPYRIGHT ENSOFT,INC. 1997 THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER, (C) COPYRIGHT MICROSOFT CORPORATION Monopole caisson Butte County, CA 4-13-99 KJT ************************************************************* ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY ************************************************************* DIAMETER = 84.00 IN CONCRETE COMPRESSIVE STRENGTH = 2.500000 KIP/IN**2 REBAR YIELD STRENGTH = 60.000000 KIP/IN**2 MODULUS OF ELASTICITY OF STEEL = 29000.000000 NUMBER OF REINFORCING BARS = 36 AREA OF ONE REBAR = .790E+00 IN**2 NUMBER OF ROWS OF REINFORCING BARS = 19 COVER THICKNESS = 4.000 IN SQUASH LOAD CAPACITY = 13422.23 KIP ROW AREA OF NUMBER REINFORCEMENT IN**2 KIP/IN**2 DISTANCE TO O CENTROIDAL AXIS -II IN N N 1 .790000 38.0000 2 1.58.0000 37.4227 3 1.580000 35.7084 4 1.580000 32.9090 5 1.580000 29.1097 6 1.580000 24.4260 7 1.580000 19.0000 8 1.580000 12.9968 9 1.580000 6.5986 10 1.580000 .0000 11 1.580000 -6.5986 12 1.580000 -12.9968 13 1.580000 -19.0000 14 1.580000 -24.4260 15 1.580000 -29.1097 16 1.580000 -32.9090 17 1.580000 -35.7084 18 1.580000 -37.4227 19 .790000 -38.0000 I �C :'2500 psi vo rn: SES so lc S 9�5polkr FOR 0AI SSON /A/S 7716JAMV OUTPUT RESULTS FOR AN AXIAL LOAD = 16.00 KIP ***************************************************** MOMENT EI PHI MAX STR N AXIS IN -KIP KIP-IN**2 VIN IN/IN IN .757E+04 .75721E+10 .000001 .00004 43.129 .757E+04 .15144E+10 .000005 .00010 19.729 .119E+05 .13215E+10 .000009 .00018 19.459 .170E+05 .13039E+10 .000013 .00025 19.384 .220E+05 .12923E+10 .000017 .00033 19.390 .269E+05 .12832E+10 .000021 .00041 19.433 .319E+05 .12753E+10 .000025 .00049 19.496 .368E+05 .12681E+10 .000029 .00057 19.575 .415E+05 .12573E+10 .000033 .00065 19.600 .455E+05 .12306E+10 .000037 .00073 19.600 .481E+05 .11721E+10 .000041 .00079 19.381 .499E+05 .11083E+10 .000045 .00086 19.094 .513E+05 .10479E+10 .000049 .00092 18.809 .524E+05 .98908E+09 .000053 .00098 18.511 .571E+05 .68769E+09 .000083 .00140 16.844 .588E+05 .52052E+09 .000113 .00178 15.768 .598E+05 .41786E+09 .000143 .00217 15.162 .602E+05 .34802E+09 .000173 .00252 14.561 .606E+05 .29832E+09 .000203 .00287 14.152 .606E+05 .25991E+09 .000233 .00326 14.000 .609E+05 .23140E+09 .000263 .00367 13.953 .609E+05 .20771E+09 .000293 .00404 13.789 THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003 IS : .606E+05 IN -KIP PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED Monopole caisson Butte County, CA 4-13-99 KJT UNITS --ENGLISH UNITS I N P U T I N F O R M A T I O N ********************************* THE LOADING IS STATIC -------------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH TOP OF THE = 330.00 IN IN 2 POINTS BOTTOM OF THE LAYER = 30.00 IN X DIAMETER MOMENT OF AREA MODULUS OF INERTIA ELASTICITY IN IN IN**4 IN**2 LBS/IN**2 .00 84.000 .244E+07 .554E+04 .312E+07 330.00 84.000 .244E+07 .554E+04 .312E+07 SOILS INFORMATION ----------------- X AT THE GROUND SURFACE = 6.00 IN SLOPE ANGLE AT THE GROUND SURFACE _ .00 DEG. 4 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 6.00 IN X AT THE BOTTOM OF THE LAYER = 30.00 IN MODULUS OF SUBGRADE REACTION = .100E-01 LBS/IN**3 LAYER 2 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 30.00 IN X AT THE BOTTOM OF THE LAYER = 216.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 3 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 216.00 IN X AT THE BOTTOM OF THE LAYER = 282.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 4 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 282.00 IN X AT THE BOTTOM OF THE LAYER = 330.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 8 POINTS X,IN WEIGHT,LBS/IN**3 6.00 .64E-01 30.00 .64E-01 30.00 .64E-01 216.00 .64E-01 216.00 .28E-01 282.00 .28E-01 282.00 .28E-01 330.00 .28E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 8 POINTS X,IN C,LBS/IN**2 PHI,DEGREES E50 BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY -CONDITION CODE 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION *.CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS OUTPUT VERIFICATION 6.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 330.00 .000E+00 .230E+02 ----- BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY -CONDITION CODE 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION *.CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05 LBS OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .404E-01 IN -LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .612E-02 LBS S U M M A R Y T A B L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN -LBS LBS .8000E+04 .5400E+07 .1600E+05 .9232E+00 .5920E+07 -.3843E+05 TO BUILDING PLAN VIEW FIELD NOTE ONE ANCHOR BOLT TO BE INSTALLED AS SHOWN (4) - ANCHOR BOLTS 2 1/4.0 X 6'-0" (81BJ A615 GR. 75) SPACED 90' APART ON A 57"0 BOLT CIRCLE (4) - ANCHOR BOLTS 2 1/4"0 X 6'-0" (#18J A615 GR. 75) W/(3) GALV. H.H.N. dr (2) GALV. FW EACH AT TOP (2) BUCK H.H.N. EACH AT BOTTOM cIdTOP TEMPLATE ^ ®387308 C4 5 Qp,OFESS/0 CHI SHIGN�G LEE4 cc y I LU NO. C0509n (28) /4 HORIZONTAL I I EXP —30" TIES O 12" C/c L — — — J o ;� S� CIVIL I BOTTOM n N TEMPLATE OF CA`-��OQ` (36) #8 VERTICAL BARS 8387308 I EVENLY SPACED r- 4 I I F ---I 7'-0"0 RLW UfaoUW W. w ELEVATION VIEW REINFORCING STEEL SCHEDULE LOCATION NO. REO'D. I BAR SPC'G. I SIZE I CUT LGTH. TOTAL LGTH. TOTAL WT. SHAPE PIER VERTICAL 36 NOTED ®8 27'-0" 972'-0" 2595 LBS. STRAIGHT REINFORCING ON DWG. PIER TIES 28 NOTED #4 21'-4" 597-4" 399 LBS. O$ ON DWG. I MNL mr_a� n1. 1 4- ...1 6"6" / PIER TIES TO HAVE 12" OVERLAP OR 3" HOOK AS SHOWN U U VERTICAL REBAR PIER TIE HOOK DETAIL GENERAL NOTES 1. ALL ANCHOR BOLTS AND VERTICAL REINFORCING BARS ARE TO BE SECURELY TIED BEFORE CONCRETE IS PLACED SO THEY WILL REMAIN PARALLEL TO THE CENTERLINE OF THE PIER. 2. THE GROUND ELEVATION SHALL BE A MAXIMUM OF 6" BELOW THE TOP OF THE PIER. 3. ALL EXPOSED CONCRETE CORNERS ARE TO BE CHAMFERED 3/4 INCH. 4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 DEFORMED BARS. 5. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI IN ACCORDACE WITH ACI 318-95. 6. REINFORCING STEEL TO HAVE A 3" MINIMUM CONCRETE COVER. 7. FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB NO. 99S-025) BY BROWN dL MILL, INC. DATED 2/1/98. B. ANCHOR BOLTS 2 1/4" X 6'-0" 118J A615 GR. 75 SPACED 90' APART ON A 57"0 BOLT CIRCLE (4 REO'D). NOTE: ONE ANCHOR BOLT TO BE PLACED AS SHOWN (SEE PLAN VIEW). 9. CONCRETE REQUIRED 39.2 CUBIC YARDS. 10. SEE SOILS REPORT FOR CAISSON INSTALLATION REQUIREMENTS. All ONEWPONS arCUM FOOSKU ANO ARE N INDIES CT1 L£RAMCES: MA0N5 9:1/37" ANGLES ! 1/7 OEC. TOLERANCES 00 NOT APPLr GEMMS :.010' To RAW 11AWMft NOTIRS` SABRE COMMUNICATIONS 6 SIOUX CITY, IOWA FOUNDATION: 103 FT. MONOPOLE CONFJnIrtA4 SITE: DOWNTOWN CHICO, CA ormofron Ionto erem a the sole CUSTOMER: PACIFIC BELL WIRELESS opert� of Sabre Communications lrporalion, constitutes a trode' secret SIZE DRAWING NO. defined by Iowa Code Ch. 550 on JOB NO.: 99-04089 all not be reproduced, co or B 9 0118 4 5 whole or in port for ani�ypurpose DATE 5 11 99 otsoerer nilhout the prior wnlien ooment DRAWN BY MLC SCALE 9N Sabre Communications Corporation eH&cKcD Br DLW SA1893-P NONE 1 t i'WjL4 Sabre: Efficient By Design. S A B RE 1(0111 COMMUNICATIONS CORPORATION lw Efficient By Design" 21.01 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 • FAX 712-258-8250 At Sabre, We Design, We Manufacture, And We Install, About sabre Sabre Communications is a diversified manufacturer of guyed and self-supporting towers as well as high - frequency antenna systems. The Sabre facility, located in Sioux City, Iowa, houses research and development, engineering, marketing/ sales, and manufacturing for total in-house control of all phases of the operation. Our central location permits cost-effective shipping throughout the Unit- ed States and the world. In addition to the design and manufacturing of tow- ers and antenna systems, Sabre provides other serv- ices and products, including: • Turnkey installation services worldwide • After-sales maintenance and inspection services • Structural analysis on towers regardless of origin Manufacture and installation of equipment shelters Sabre Communications has provided tower and an- tenna products to approximately 50 countries since its beginning in 1977. our ongoing research and de- velopment program keeps us at the cutting edge of new technologies required by the rapidly changing international communications industry. The Sabre team has well over 100 years of experience in the industry, so you can be sure that there are no prob- lems we cannot solve. With Sabre, your satisfaction in all phases of our oper- ation is ensured. The quality of our products is tightly monitored according to our quality assurance pro- gram, which is in compliance with MIL -I -45208A. Call us, toll-free, 800-369-6690, to fid out how Sabre's extensive experience can work for you. FSE (06�� COMMUNICATIONS CORPORATION 2101 Murray Street • P.O. Box 658 • Sioux City, IA 51102 Phone 712-258-6690 9 FAX 712.258-8250 S-002 5SABRE COMMUNICATIONS CORPORATION Q 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 PHONE: (712) 258-6690 FAX: (712) 258-8250 TITLE: CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO. CA 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222—F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. GoQAOFESSIn 3 CHI SHING LEE r l%f I NO. C050977 NO. SA1893-P COVER PAGE 1 DATE 5/6/99 BY LEC/MLC 103'-0" 24.0" A.F. EXP. ?-30-- / / SHEAR = 7.19 KIPS AXIAL LOAD = 16.20 KIPS O.T. MOMENT = 419.18 FT -KIPS ELEVATION VIEW Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. CIVIL s��rFoFCAUF�0 Y NOTES v 1.) TAPER (SLOPE): 0.257 IN./FT. _ 2.) ALL POLE WALLS PER ASTM A572 N 0 U-) GR. 65 OR EQUAL. v 3.) POLE CROSS SECTION IS 18 -SIDED. 4.) USE (4) #18J X 6'-0" LONG WITH 3/8" 86'-0" 28.0" A.F. THICK TEMPLATE AT TOP AND BOTTOM ------ WITH (3) NUTS AND (2) FLATWASHERS 82'-0" 4'-0" SPLICE AT TOP AND (2) NUTS AT BOTTOM PER 29.4" A.F. ANCHOR BOLT (NO WELDING). 5.) ANCHOR BOLT CIRCLE IS 57"0. 0 6.) 6 X 12 HAND HOLES SPACED 120' APART Mo �° Y (3) AT 98'-0" ELEVATION LO 7.) 6 X 12 HAND HOLES SPACED 180' APART (2) AT 93'-0" ELEVATION (2) AT 90'-0" ELEVATION 53'-6" _-----_ 35.8" A.F. 8.) 9 X 24 EXIT PORTS SPACED 90' APART 48'-6" 5'-0" SPLICE (2) AT 2'-6" ELEVATION 37.6" A.F. 9.) TOP PLATE 1/4" THICK (A36). to vN 10.) BASE PLATE 1 " THICK X 64"0.' I ~ Y ASTM A633M GRADE E (60 KSI). M LO _ to co to v 49.6" A.F. BASE REACTIONS SHEAR = 7.19 KIPS AXIAL LOAD = 16.20 KIPS O.T. MOMENT = 419.18 FT -KIPS ELEVATION VIEW Information contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or in part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. 5SABRE COMMUNICATIONS CORPORATION Q 2101 MURRAY STREET P.O. BOX 658 SIOUX CITY, IOWA 51102 PHONE: (712) 258-6690 FAX: (712) 258-8250 CUSTOMER: PACIFIC BELL WIRELESS SITE: DOWNTOWN CHICO, CA . TITL 103 FT. MONOPOLE AT 80 MPH WIND + NO ICE PER EIA -222-F-1996 WHILE SUPPORTING THE ANTENNA LOADING AS LISTED ON PAGE 1 OF THE STRUCTURAL ANALYSIS OF THE MONOPOLE. GRADE DRILLED CAISSON (39.2 CU. YDS.) NO. SA1893-P COVER PAGE 2 DATE 5/6/99 BY LEC/MLC �oQ�pFESS Q s'L y y CHI SNING LEE c� `D NO 0050971 EXP. `- 30-0 CAVIL �! . sl�rFOF CA�1F�Q� NOTES 1). CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ?50D ASI IN ACCORDANCE WITH ACI 318-95. o 2). REBARS PER ASTM A615 GR. 60. 3). FOUNDATION DESIGN IS BASED UPON r` N N SOILS REPORT (JOB #99S-025) BY BROWN & MILLS, INC. DATED 2/1/99 4). 3" MINIMUM CONCRETE COVER. . REBAR SCHEDULE PER CAISSON (36) #8 V -BARS W/#4. TIES ® 12" O.C. Into contained herein is the sole property of Sabre Communications Corporation, constitutes a trade secret as defined bar Iowa' Code ; Ch. 550 and shall not be reproduced, copied or used in whole or in part for any puipose .whatsoever' without the prior written consent _ of Sabre Communications Corporation. f :ONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page.l 03' MONOPOLE FOR PACIFIC BELL WIRELESS LIVE OAK CA (99-04089) 5-10-99 LEC 0 MPH WIND NO ICE PER EIA -222-F-1996 'EEDLINES ARE INSIDE THE POLE, STEP BOLTS W/ SAFETY DEVICE )ATA FILE SA18 9 3 PX . DAT �oQ�QFESS/O�tF` y CHI SHING LEE y ***** MONOPOLE ***** tt ?-C( NO. C05W77 MONOPOLE HEIGHT (ft.) = 103 EXP. ?r3o-o' WIND SPEED (mph) = 80 S, CIVIL RADIAL ICE (in.) = 0 FOFCA��FOQ�\P TAPER OF POLE (in./ft.) _ .257 CROSS SECTION (SHAPE) OF POLE. = 18 -SIDED DIAMETER OF THE TOP OF.POLE (in.) = 24 GUST RESPONSE FACTOR FOR THE POLE, Gh = 1.69 No. OF WIND PRESSURE LEVEL(S) = 11 FROM TO z Kz Qz Qz*Gh ft ft ft sq. ft. psf psf 103 100 101.5 1.379 22'.59 38 100 86 93.0 1.344 22.03 37 86 80 83.0 1.301 21.32 36 80 70 75.0 1.264 20.72 35 70 60 65.0 1.214 19.89 34 60 54 56.8 1.168 19..13 32 54 40 46.8 1.105 18.10 31 40 30 35.0 1.017 16.66 28 30 20 25.0 1.000 16.38 28 20 10 15.0 1.000 16.38 28 10 0 5.0 1.000 16.38 28 ***** ANTENNA LOADING DATA.***** ELEVATION PROJECTED WIND DEAD AREA LOAD LOAD ft. sq. ft. kips kips 103 17.00 0.65 0.40 95 4.00 0.15 0.15 90 16.00 0.59 0.32 ***** UNIFORM LOADING ***** FROM TO PROJECTED AREA DEAD LOAD (ft) (ft) (sq. ft./ft) (k/ft.) DESCRIPTION OF LOADING (6) DB961DD90 + (12) INA + MOU (1) 2' HP DISH (1) 4' HP DISH DESCRIPTION OF LOADING 103 0 0.00 0.006 (6) 1 5/8 LINES 95 0 0.00 0.001 (1) 1 5/8 LINES 90 0 0.00 0.001 (1) 1 5/8 LINES MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA ***** MONOPOLE DATA ***** Page .2 DIAMETER OF THE TOP = 24 in. AND NOMINAL DIAMETER OF THE BOTTOM = 50.471 in. 3LEVATION AVG. WALL W/t STEEL CROSS SECTION MOMENT OF YIELD FROM TO O.D. THK. OR WT. AREA MODULUS INERTIA STRESS ft ft in. in. OD/t lb/ft in"2 in*3 in*4 ksi L03 100 24.4 0.188 130.1 47.5 14.0 82.9 983.9 65.00 L00 86 26.6 0.188 141.7 49.1 14.4 88.4 1082.6 65.00 86 80 29.1 0.250 116.6 74.9 22.0 154.1 2160.1 65.00 80 70 31.2 0.250 124.8 79.0 23.2 171.5 2535.3 65.00 70 60 33.8 0.250 135.1 85.8 25.2 202.5 3253.1 65.00 60 54 35.9 0.250 143.5 92.7 27.2 236.1 4094.9 65.00 54 40 38.5 0.375 102.6 145.2 42.7 386.3 6997.6 65.00 40 30 41.5 0.375 110.6 159.0 46.7 463.6 9198.9 65.00 30 20 44.0 0.375 117.5 169.3 49.7 525.4 11097.7 65.00 20 10 46.6 0.375 124.3 179.5 52.8 591.0 13241.2 65.00 10 0 49.2 0.375 131.2 189.8 55.8 660.5 15644.4 65.00 ***** MONOPOLE AND LOADING DATA ***** NOTES:- (1) LINEAR ATTACHMENT IS ADDED TO THE MONOPOLE (2) DEAD LOAD INCLUDES ICE, IF ANY ELEVATION AVG. FORCE UNIFORM UNIFORM ANTENNA TORQUE TOP BOTTOM O.D. COEFFICIENT WIND LOAD DEAD LOAD DEAD LOAD ft. ft. in. Cf k/ft k/ft kips ft -k 103 100 24.39 0.585 0.045 0.054 0.40 0.00 100 86 26.57 0.585 0.048 0.057 0.47 0.00 86 80 29.14 0.585 0.051 0.083 0.00 0.00 80 70 31.20 0.585 0.053 0.087 0.00 0.00 70 60 33.77 0.585 0.055 0.094 0.00 0.00 60 54 35.89 0.585 0.057 0.101 0.00_ 0.00 54 40 38.46 0.585 0.057 0.153. 0.00 0.00 40 30 41.48 0.585 .0.057 0.167 0-.00 0.00 30 20 44.05 0.585 0.059 0.177 0.00 0.00 20 10 46.62 0.585 0.063 0.188 0.00 0:00 10 0 49.19 0.585 0.066 0.198 0.00 0.00 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page.3 ***** RESULTS OF ANALYSIS ***** ELEVATION MOMENT OF ACCUM'D ACCUM'D ACCUM'D FROM TO INERTIA DEFLECTION SWAY TWIST ft ft in*4 ft. deg deg 103 100 983.9 0.637 0.592 0.000 100 86 1082.6 0.514 0.523 0.000 86 80 2160.1 0.405 0.455 0.000 80 70 2535.3 0.311 0.388 0.000 70 60 3253.1 0.232 0.325 0.000 60 54 4094.9 0.143 0.242 0.000 54 40 6997.6 0.102 0.193 0.000 40 30 9198.9 0.051 0.123 0.000 30 20 11097.7 0.020 0.067 0.000 20 10 13241.2 0.012 0.045 0.000- .00010 10 0 15644.4 0.000 0.001 0.000 SPAN WIND MAIN BENDING SECONDARY COMBINED AXIAL ELEV SHEAR MOMENT MOMENT MOMENT LOAD ft. kips ft -k ft -k ft -k kips 100 0.79 2.16 0.07 2.23 0.56 86 2.20 21.62 0.27 21.89 1.83 80 2.51 35.76 0.49 36.25 2.33 70 3.04 63.52 0.74 64.26 3.20 60 3.60 96.71 1.11 97.82 4.13 54 3.96 121.27 1.31 122.58 4.79 40 4.74 180.00 1.65 181.65 6.86 30 5.31 230.22 1.91 232.13 8.53 20 5.90 286.26 2.00 288.26 10.30 10 6.53 348.41 2.15 350.56 12.17 0 7.19 417.04 2.15 419.18 14.15 MONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA ***** BASE REACTIONS ***** TOTAL ***** RESULTS OF ANALYSIS ***** SECTION BENDING CROSS AXIAL COMBINED MODULUS STRESS -AREA STRESS STRESS in*3 ksi in*2 ksi ksi 82.9 0.32 13.97 0.04 0.36 88.4 2.97 14.43 0.13 3.10 154.1 2.82 22.00 0.11 2.93 171.5 4.50 23.21 0.14 4.63 202.5 5.80 25.22 0.16 5.96 236.1 6.23 27.23 0.18 6.41 386.3 5.64 42.66 0.16 5.80 463.6 6.01 46.73 0.18 6.19 525.4 6.58 49.74 0.21. 6.79 591.0 7.12 52.76 0.23 7.35 660.5 7.62 55.78 0.25 7.'87 ***** BASE REACTIONS ***** TOTAL TOTAL OVERTURNING SHEAR DOWN LOAD MOMENT kips kips ft -kips 7.19 16.20 419.18 ALLOW. STRESS ksi 39.00 39.00 39.00 39..00 39.00 39.00 39.00 39.00 39.00 39.00 39.00 ESTIMATED STEEL WEIGHT kips 14.51 Page .4 COMBINED STRESS RATIO 0.01 0.08 0.08 0.12 0.15 0.16 0.15 0.16 0.17 0.19 0.20 ONOPOLE DESIGN & ANALYSIS BY CHI S. LEE, P.E., SIOUX CITY, IA Page.5 *** DETAILED DIMENSIONS OF THE MONOPOLE *** ELEV. SPAN SPLICE SPLICE WALL TOP BOTTOM SPAN ACCUMULATED LENGTH LENGTH + SPAN THK. O.D. O.D. WT. POLE WT. ft. ft. ft. ft. in. in. in. kips kips 103.0 21.0 0.0 21.0 0.188 24.0 29.4 1.12 1.12 82.0 33.5 4.0 37.5 0.250 28.0 37.6 3.26 *4.38 48.5 48.5 5.0 53.5 0.375 35.8 49.6 9.08 13.45 SUM OF NET SPAN LENGTHS = 103 POLE HT. = 103 TAPER =...257 in./ft. WT. OF TOP PLATE WITH 26 in. DIAMETER X 1 in. = 0.150 KIPS WT. OF BASE PLATE WITH 64 in. DIAMETER X 1 in. = 0.910 KIPS TOTAL WT. OF POLE WALLS AND PLATES = 14.51 KIPS MONOPOLE CONNECTION DESIGN BY CHI S. LEE, P.E. 103' MONOPOLE FOR PACIFIC BELL WIRELESS LIVE OAK CA (99-04089) 5-10-99 LEC MOMENT (ft -kips) = 419.18 DIAMETER OF BOLT CIRCLE (in.) = 57 TOTAL NO. OF BOLTS REQUIRED = 4 MOMENT OF INERTIA OF BOLTS (in^2) = 1624.5 Fy OF BASE/SPLICE PLATE (ksi) = 50 *** NO WIND LOAD REDUCTION *** MAX. TENSION PER BOLT (kips) = 88.24842 REQUIRED BASE PLATE THICKNESS (in.) _ .8879747 REQUIRED SPLICE PLATE THICKNESS (in.) _ .4439874 *** WIND LOAD REDUCTION BY 1/3 *** MAX. TENSION PER BOLT (kips) =.66.18632 REQUIRED BASE PLATE THICKNESS (in.) _ .7690086 REQUIRED SPLICE PLATE THICKNESS (in.) _ .3845043 Licensed to: Keith J. Tindall Sabre Communications Corporation LATERALLY LOADED PILE ANALYSIS PROGRAM LPILE plus PC VERSION 3.0 (C) COPYRIGHT ENSOFT,INC. 1997 THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER, (C) COPYRIGHT MICROSOFT CORPORATION Monopole caisson Butte County, CA 4-13-99 KJT ************************************************************* ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY ************************************************************* DIAMETER = 84.00 IN CONCRETE COMPRESSIVE STRENGTH = 2.500000 KIP/IN**2 REBAR YIELD STRENGTH = 60.000000 KIP/IN**2 MODULUS OF ELASTICITY OF STEEL = 29000.000000 NUMBER OF REINFORCING BARS = 36 AREA OF ONE REBAR = .790E+00 IN**2 NUMBER OF ROWS OF REINFORCING BARS = 19 COVER THICKNESS = 4.000 IN SQUASH LOAD CAPACITY = 13422.23 KIP ROW NUMBER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 AREA OF REINFORCEMENT IN**2 .790000 1.58.0000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 1.580000 .790000 KIP/IN**2 DISTANCE TO O CENTROIDAL AXIS �1 IN N 38.0000 37.4227 35.7084 32.9090 29.1097 24.4260 19.0000 12.9968 6.5986 .0000 -6.5986 -12.9968 -19.0000 24.4260 -29.1097 -32.9090 -35.7084 -37.4227 -38.0000 N u DIA, vo.SEe- so /c s CAA SSoN /A/,S TAU, 417av I OUTPUT RESULTS FOR AN AXIAL LOAD = 16.00 KIP ***************************************************** MOMENT EI PHI MAX STR N AXIS IN -KIP KIP-IN**2 VIN IN/IN IN .757E+04 .75721E+10 .000001 .00004 43.129 .757E+04 .15144E+10 .000005 .00010 19.729 .119E+05 .13215E+10 .000009 .00018 19.459 .170E+05 .13039E+10 .000013 .00025 19.384 .220E+05 .12923E+10 .000017 .00033 19.390 .269E+05 .12832E+10 .000021 .00041 19.433 .319E+05 .12753E+10 .000025 .00049 19.496 .368E+05 .12681E+10 .000029 .00057 19.575 .415E+05 .12573E+10 .000033 .00065 19.600 .455E+05 .12306E+10 .000037 .00073 19.600 .481E+05 .11721E+10 .000041 .00079 19.381 .499E+05 .11083E+10 .000045 .00086 19.094 .513E+05 .10479E+10 .000049 .00092 18.809 .524E+05 .98908E+09 .000053 .00098 18.511 .571E+05 .68769E+09 .000083 .00140 16.844 .588E+05 .52052E+09 .000113 .00178 15.768 .598E+05 .41786E+09 .000143 .00217 15.162 .602E+05 .34802E+09 .000173 .00252 14.561 .606E+05 .29832E+09 .000203 .00287 14.152 .606E+05 .25991E+09 .000233 .00326 14.000 .609E+05 .23140E+09 .000263 .00367 13.953 .609E+05 .20771E+09 .000293 .00404 13.789 THE ULTIMATE BENDING MOMENT AT A CONCRETE STRAIN OF 0.003 IS : .606E+05 IN -KIP PROGRAM LPILE plus Version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED Monopole caisson Butte County, CA 4-13-99 KJT UNITS --ENGLISH UNITS I N P U T I N F O R M A T I O N ********************************* THE LOADING IS STATIC -------------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH TOP OF THE = 330.00 IN IN 2 POINTS BOTTOM OF THE LAYER = 30.00 IN X DIAMETER MOMENT OF AREA MODULUS OF INERTIA ELASTICITY IN IN IN**4 IN**2 LBS/IN**2 .00 84.000 .244E+07 .554E+04 .312E+07 330.00 84.000 .244E+07 .554E+04 .312E+07 SOILS INFORMATION ----------------- X AT THE GROUND SURFACE = 6.00 IN SLOPE ANGLE AT THE GROUND SURFACE _ .00 DEG. 4 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 6.00 IN X AT THE BOTTOM OF THE LAYER = 30.00 IN MODULUS OF SUBGRADE REACTION = .100E-01 LBS/IN**3 LAYER 2 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 30.00 IN X AT THE BOTTOM OF THE LAYER = 216.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 3 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 216.00 IN X AT THE BOTTOM OF THE LAYER = 282.00 IN - MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 LAYER 4 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 282.00 IN X AT THE BOTTOM OF THE LAYER = 330.00 IN MODULUS OF SUBGRADE REACTION = .810E+01 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 8 POINTS X,IN WEIGHT,LBS/IN**3 6.00 .64E-01 30.00 .64E-01 30.00 .64E-01 216.00 .64E-01 216.00 .28E-01 282.00 .28E-01 282.00 .28E-01 330.00 .28E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 8 POINTS X,IN C,LBS/IN**2 PHI,DEGREES E50 BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05•LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION * CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05•LBS OUTPUT VERIFICATION 6.00 .000E+00 .100E+01 ----- 30.00 .000E+00 .100E+01 ----- 30.00 000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 216.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 282.00 .000E+00 .230E+02 ----- 330.00 .000E+00 .230E+02 ----- BOUNDARY AND LOADING CONDITIONS ------------------------------ LOADING NUMBER 1 BOUNDARY -CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05•LBS FINITE -DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E-04 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10E+03 IN OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC = 1 O U T P U T I N F O R M A T I O N ********************************* * COMPUTE LOAD -DISTRIBUTION AND LOAD -DEFLECTION * CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .800E+04 LBS MOMENT AT THE PILE HEAD = .540E+07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .160E+05•LBS OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .404E-01 IN -LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .612E-02 LBS S U M M A R Y T A B L E BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN -LBS LBS .8000E+04 .5400E+07 .1600E+05 .9232E+00 .5920E+07 -.3843E+05 TO BUILDING FIELD NOTE ONE ANCHOR BOLT TO BE INSTALLED AS SHOWN (4) – ANCHOR BOLTS 2 1/4"0 X 6'-0" (818J A615 GR. 75) SPACED 90' APART ON A 57"0 BOLT CIRCLE PLAN VIEW o� — i I I I I (28) 84 HORIZONTAL I I TIES O 12" C/C I F ---i (36) 88 VERTICAL BARS L I EVENLY SPACED r - ---4 I I (4) – ANCHOR BOLTS 2 1/4"0 X 6'-0" (81BJ A615 GR. 75) W/(3) GALV. H.H.N. At (2) GALV. FW EACH AT TOP (2) BLACK H.H.N. EACH AT BOTTOM TOP TEMPLATE X 8387308 4� v I -BOTTOM TEMPLATE 8387308 y CH SHINOcc :JO. E050977 1 Exp Y -301-P � , "CIVIL a�P CIF C Al\FOQ� REINFORCING STEEL SCHEDULE LOCATION NO. REO -D. I BAR SPC'G. I SIZE I CUT LGTH. TOTAL LGTH. TOTAL WT. SHAPE PIER VERTICAL 36 NOTED 88 27'-0" 972'-0" 2595 LBS. STRAIGHT REINFORCING ON DWG. PIER TIES P8 NOTED 84 21'-4" ' 597'-4" 399 LBS. O��� ON DWG. I IUTAL Kcw+K VVI. I cyyg HOZ. 1 �6"46";PIER TIES TO HAVE 12" OVERLAP OR 3" HOOK AS SHOWN VERTICAL REBAR PIER TIE HOOK DETAIL GENERAL NOTES 1. ALL ANCHOR BOLTS AND VERTICAL REINFORCING BARS ARE TO BE SECURELY TIED BEFORE CONCRETE IS PLACED SO THEY WILL REMAIN PARALLEL TO THE CENTERLINE OF THE PIER. 2. THE' GROUND ELEVATION SHALL BE A MAXIMUM OF 6" BELOW THE TOP OF THE PIER. 3. ALL EXPOSED CONCRETE CORNERS ARE TO BE CHAMFERED 3/4 INCH. 4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 DEFORMED BARS. 5. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI IN ACCORDACE WITH ACI 318-95. 6. REINFORCING STEEL TO HAVE A 3" MINIMUM CONCRETE COVER, 7. FOUNDATION DESIGN IS BASED UPON SOILS REPORT (JOB NO. 99S-025) BY BROWN & MILL, INC. DATED 2/1/98. 8. ANCHOR BOLTS 2 1/4" X 6'-0" 818J A615 GR. 75 SPACED 90' APART ON A 57"0 BOLT CIRCLE (4 REO'D). NOTE: ONE ANCHOR BOLT TO BE PLACED AS SHOWN (SEE PLAN VIEW). 9. CONCRETE REQUIRED 39.2 CUBIC YARDS. 10. SEE SOILS REPORT FOR CAISSON INSTALLATION REQUIREMENTS. — mum` SABRE COMMUNICATIONS 6 SIOUX CITY, IOWA FOUNDATION: 103 FT. MONOPOLE CONFjDN�f1I/Ur SITE: DOWNTOWN CHICO, CA Information canto . a the sole CUSTOMER: PACIFIC BELL WIRELESS properly of Sabre Communications ALLCorporation, constitutes o trade secret 912E DRAlI1NG N0OPAENSIONS INCLUDE . raasHES AND ARE a INCHES as defined by Iowa Code Ch. 550 and JOB NO.: 99-04089 TOLERANCES. FRACTIONS : ,,,,. Shall f10t be fepfOdUCld, Copied or used DATE 5 11 99 B 9 0118 4 5 0 in whole or in port for arr�ryY purpose ELEVATION VIEW �a : 1/7 DEC. TacwwecS 00 NOT APPLY whatsoever wdhauI the prior wn ,, consent DRA�11 BY MLC gCAIE SHEET' oECMwas : GIo' To row MATERIAL of Sabre Communicotiors Corporotion CHECKED BY OLW SA1893—P NONE 1 OF 1 r GEOTECHNICAL INVESTIGATION REPORT PROPOSE® TELECOMMUNICATIONS FACILITY prepared by: e OEM ■ DOWNTOWN CNICO, SITE NO. SA -536-03 701 SANTA CLARA AVENUE BUTTE COUNTY, CALIFORNIA BROWN & MILLS, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS M CONSTRUCTION MATERIALS TESTING &3 OEM ■ I BROWN & MILLS, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS IIIIIIIIIIIIIN CONSTRUCTION MATERIALS TESTING February 1, 1999 BMI Project No. 99S-025 Mr. Vance Shannon Pacific Bell Mobile Services 3851 North Freeway Boulevard Sacramento, California 95834 Subject: Geotechnical Investigation Proposed Telecommunications Facility Downtown Chico, Site No. SA -536-03 1701 Santa Clara Avenue Butte County, California Dear Mr. Shannon: Brown & Mills is pleased to present the attached geotechnical investigation report for a proposed ' telecommunications facility to be located at 1701 Santa Clara Avenue in Butte County, California. Based on the results of our investigation, very -loose -to -loose, cohesionless sandy soils are present within the site area from near -surface to a depth of approximately 23 feet below existing site grade. ' In our opinion, these soils are highly compressible and would not be suitable for supporting the planned tower using a mat foundation. Therefore, it is our professional opinion the proposed steel monopole telecommunications tower should be supported using a drilled, cast -in-place concrete pier ' (i.e., a mat foundation would not be applicable for this site); foundation support for the proposed equipment cabinets may be provided using a mat foundation (or foundations). Though we are recommending a conventional drilled pier foundation be used to support the planned tower, it should be noted relatively loose, cohesionless sandy soils and groundwater were encountered during our field exploration program. The presence of loose, cohesionless soils (encountered from near -surface to a depth of approximately 23 feet below existing site grade) and groundwater (initially encountered at a depth of approximately 17-1/2 feet below existing site grade) will likely hinder the drilling operation for the proposed tower foundation pier, requiring casing, drilling fluids, and/or other methods to advance the excavation and maintain hole stability. Specific comments regarding the conditions outlined above, as well as recommendations regarding the geotechnical aspects of project design and construction, are presented in the following report. 9940 Business Park Drive, Suite 140, Sacramento, California 95827 Phone (916)362-5541 FAX (916)362-3454 February 1, 1999 BMI Project No. 99S-025 We appreciate the opportunity of providing our services for this project. If you have questions regarding this report or if we may be of further assistance, please contact the undersigned. Sincerely, Q�of ESS/ pN Brown & Mills, Inc. �o FSS H BRA, �F F F cc: Client (4 bound, copies) _ ,; TABLE OF CONTENTS INTRODUCTION.............................................................1 GENERAL.............................................................1 PROPOSED CONSTRUCTION ............................................. 1 SCOPE OF SERVICES ................................................... 2 FIELD INVESTIGATION......................................................2 CONCLUSIONS AND RECOMMENDATIONS .................................... 4 GENERAL.............................................................4 SITE PREPARATION.................................................... 4 TEMPORARY EXCAVATIONS ........................................... 5 TRENCHBACKFILL .................................................... 6 ENGINEEREDFILL ..................................................... 7 TOWER FOUNDATION - DRILLED PIER .................................. 8 EQUIPMENT CABINET FOUNDATIONS .................................. 11 SITE ACCESS ROADWAY .............................................. 12 ADDITIONAL SERVICES.....................................................13 LIMITATIONS..............................................................13 ' PLATES 1 THROUGH 4 ■r■ i � SITECONDITIONS...........................................................3 SURFACE............... ............................................3 SUBSURFACE.........................................................3 CONCLUSIONS AND RECOMMENDATIONS .................................... 4 GENERAL.............................................................4 SITE PREPARATION.................................................... 4 TEMPORARY EXCAVATIONS ........................................... 5 TRENCHBACKFILL .................................................... 6 ENGINEEREDFILL ..................................................... 7 TOWER FOUNDATION - DRILLED PIER .................................. 8 EQUIPMENT CABINET FOUNDATIONS .................................. 11 SITE ACCESS ROADWAY .............................................. 12 ADDITIONAL SERVICES.....................................................13 LIMITATIONS..............................................................13 ' PLATES 1 THROUGH 4 ■r■ i � GEOTECHNICAL INVESTIGATION REPORT PROPOSED TELECOMMUNICATIONS FACILITY DOWNTOWN CHICO, SITE NO. SA -536-03 1701 SANTA CLARA AVENUE BUTTE COUNTY, CALIFORNIA INTRODUCTION GENERAL This report presents the results of our geotechnical investigation for a proposed telecommunications facility to be located at 1701 Santa Clara Avenue in: Butte County, California. The purpose of our investigation was to explore and evaluate the subsurface conditions at the site in order to develop recommendations related to the geotechnical aspects of project design and construction. The site location relative to existing roads and topographic features is shown on Plate 1. PROPOSED CONSTRUCTION We understand the proposed project will involve construction of a telecommunications facility on a rectangularly -shaped site. The planned facility will include the installation of a steel monopole telecommunications tower, approximately 100 feet in height, and adjacent equipment cabinets. Appurtenant construction may include underground utilities and possibly a partially -improved site access roadway. Plans indicating final site grades were not available at the time this report was prepared; however, as existing site topography is relatively level, we anticipate little -to -no earthwork grading will be performed for this project. Excavations for underground utilities are not anticipated to exceed about 5 feet below existing or final site grades. A plot plan indicating the proposed project area is presented on Plate 2. February 1, 1999 BMI Project No. 99S-025 SCOPE OF SERVICES The scope of our services was outlined in our proposal dated January 29, 1999, and included the following: ► Exploration of the subsurface conditions at the site using one boring excavated with a truck -mounted drill rig. ► Preparation of this report which includes: • A description of the proposed project; • A summary of our field exploration program; • A description of site surface and subsurface conditions encountered during our field investigation; and • Recommendations related to the geotechnical aspects of site preparation and engineered fill, temporary excavations and trench backfill, foundation design and construction, and a partially -improved site access roadway. FIELD INVESTIGATION ' Subsurface conditions at the site were explored on January 29, 1999, ' by drilling one boring (designated B-1) to a depth of about 36-1/2 feet below existing site grade. The boring was advanced using a CME 55, truck -mounted drill rig equipped with an 8 -inch -diameter, hollow -stem auger. The ' approximate location of the exploratory boring performed for this investigation is indicated on Plate 2. ' Our engineer maintained a log of the boring, visually classified the soils encountered according to the Unified Soil Classification System (see Plate 3), and obtained relatively undisturbed samples of the subsurface materials. Soil samples were obtained from the boring with a Standard Penetration ' Sampler driven 18 inches (unless otherwise noted) into undisturbed earth materials using a 140 - pound hammer falling 30 inches. After the boring was completed, it was backfilled with the drill ' cuttings. 'A log of the exploratory boring performed for this investigation is presented on Plates 4A and 4B. 2 NMWWW = ; 70 February 1, 1999 BMI Project No. 99S-025 SITE CONDITIONS 1 SURFACE ' The project site consists of a rectangularly -shaped area located at 1701 Santa Clara Avenue in Butte County, California. The site is bounded to the north by vacant land and Santa Clara Avenue (with rural residential and agricultural development beyond), to the east by a wood/metal storage building, ' to the south by a metal storage trailer (with a recently -planted orchard beyond), and to the west by a recently -planted orchard. At the time of our field investigation, the site area was vacant of structures and sparsely vegetated with weeds. Existing topography within the immediate site area ' was relatively level. SUBSURFACE Near -surface earth materials encountered in the boring performed for this investigation consisted predominantly of very -loose -to -loose silty sand/sandy silt to a depth of about 23 feet below existing site grade. Below these near -surface soils, medium -dense -to -very -dense gravelly sand/sandy gravel was encountered to the maximum depth explored (approximately 36-1/2 feet below existing site grade). Free groundwater was encountered during our field investigation at a depth of about 17-1/2 feet below existing site grade. However, groundwater conditions can vary depending on the season, precipitation, runoff conditions, irrigation and/or groundwater pumping practices (both on and off site), the level of nearby bodies of water, and possibly other factors. Therefore, groundwater conditions presented in this report may not be representative of those which may be encountered during or subsequent to construction. A more detailed description of the .subsurface conditions encountered during our field investigation is provided on the attached log. 3 February 1, 1999 BMI Project No. 99S-025 CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of our investigation, very -loose -to -loose, cohesionless sandy soils are present within the site area from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, these soils are highly compressible and would not be suitable for supporting the planned tower using a mat foundation. Therefore, it is our professional opinion the proposed steel monopole telecommunications tower should be supported using a drilled, cast -in-place concrete pier (i.e., a mat foundation would not be applicable for this site); foundation support for the proposed equipment cabinets may be provided using a mat foundation (or foundations). t Though we are recommending a conventional drilled pier foundation be used to support the planned tower, it should be noted relatively loose, cohesionless sandy soils and groundwater were encountered during our field exploration program. The presence of loose, cohesionless soils ' (encountered from near -surface to a depth of approximately 23 feet below existing site grade) and groundwater (initially encountered at a depth of approximately 17-1/2 feet below existing site grade) will likely hinder the drilling operation for the proposed tower foundation pier, requiring casing, ' drilling fluids, and/or other methods to advance the excavation and maintain hole stability. Specific comments regarding the conditions outlined above, as well as recommendations regarding the geotechnical aspects of project design and construction, are presented in the following sections of this report. SITE PREPARATION ' Stripping Within the area of proposed construction, any existing vegetation, organic soil, or debris should be stripped and disposed of off-site or outside the construction limits. In the event organic soils or tree roots are encountered (or suspected) at or beneath the stripped surface, deep stripping or grubbing ' will be required to remove these (or other similar) deleterious materials. 4 ' February 1, 1999 BMI Project No. 99S-025 Scarification and Compaction If engineered fill is required for this project, we recommend the ground surface upon which this fill will be placed be scarified to a depth of 8 inches, uniformly. moisture -conditioned to between 0 and 5 percent above the optimum moisture content, and compacted to at least 90 percent of the maximum dry density as determined by ASTM (American Society for Testing and Materials) Test Method D 1557'. Overexcavation of Loose or Disturbed Material Within areas grubbed or otherwise disturbed below a depth of about 12 inches, in-place scarification and compaction may not be adequate to densify all disturbed soil. Therefore, overexcavation of the ' disturbed soil, scarification and compaction of the exposed subgrade, and replacement with engineered fill may be required in these areas. ' Existing Utilities If abandoned, below -grade utility lines are encountered within the area of construction they should be removed and disposed of off-site. Existing, below -grade utility pipelines (if any) which extend beyond the limits of the proposed construction and will be abandoned in-place should be plugged with cement grout to prevent migration of soil and/or water. All excavations resulting from removal ' activities should be cleaned of all loose or disturbed material (including previously -placed backfill) prior to placing any fill or backfill. TEMPORARY EXCAVATIONS ' General ' All excavations must comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the responsibility of the contractor, who should be solely responsible for the means, methods, and sequencing of construction operations. t' This test procedure should be used wherever relative compaction, maximum dry density, or optimum moisture content is referenced within this report. •, 5 1. ' February 1, 1999 BMI Project No. 99S-025 Construction Considerations Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within 5 feet of the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. During wet weather, earthen berms or other methods should be used to prevent runoff water from ' entering all excavations. All runoff water entering the excavation(s) should be collected and disposed of outside the construction limits: 1 Excavation Conditions Based on our experience in the site area and conditions encountered during our field exploration ' program, we anticipate trench (and other shallow) excavations should be possible with a conven- tional backhoe (such as a Case 580 or equivalent). ITRENCH BACKFILL Materials Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should consist ' of on-site or imported soil and/or soil -aggregate mixtures generally less than 1 inch in maximum dimension and free of organic or other deleterious debris; trench zone backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of on-site soil, generally less than 3 inches in maximum and free of organic or other deleterious debris. If imported material is used for pipe or trench zone backfill, we recommend it consist of fine-grained sand. In general, use of coarse-grained sand and/or gravel is not recommended due to the potential for soil migration into, and water seepage along, trenches backfilled with this type of material. ' Recommendations provided above for pipe zone backfill are minimum requirements only. More stringent material specifications may be required to fulfill local codes and/or bedding requirements for specific types of pipe. We recommend the project Civil Engineer develop these material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. 6 February 1, 1999 BMI Project No. 99S-025 Placement and Compaction 1 Trench backfill should be uniformly moisture -conditioned to between 0 and 5 percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and ' compacted to at least 90 percent relative compaction. Within pavement areas, trench backfill should be compacted to at least 95 percent relative compaction within 12 inches of finished subgrade'. Mechanical compaction is strongly recommended; ponding or jetting should not be allowed unless ' specifically reviewed and approved by the project Geotechnical Engineer prior to construction. IENGINEERED FILL Materials As site topography within the area of planned improvements is relatively level, we anticipate little - to -no earthwork grading will be performed for this project. However, some fill may be required to backfill around foundations or for other purposes. If required, we recommend this material consist of on-site or imported' soil and/or soil -aggregate mixtures generally less than 3 inches in maximum ' dimension, nearly -free of organic or other deleterious debris, and essentially non -plastic. Typically, well -graded mixtures of gravel, sand, non -plastic silt, and small quantities of clay would be acceptable for use as engineered fill. Placement and Compaction ' Soil and/or soil -aggregate mixtures used for engineered fill should be uniformly moisture - conditioned to between 0 and 5 percent above the optimum moisture content, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to at least 90 percent relative compaction. In pavement areas, engineered fill placed within 12 inches of finished subgrade should be compacted to at least 95 percent relative compaction. ' z Within this report, finished subgrade refers to the top surface of undisturbed on-site soil compacted during site preparation, compacted trench backfill, and/or engineered fill. ' All imported soil and/or soil -aggregate mixtures used for engineered fill should be sampled, tested and approved by the project Geotechnical Engineer prior to being transported to the site. 7 February 1, 1999 BM Project No. 99S-025 TOWER FOUNDATION - DRILLED PIER 1 General Due to relatively high anticipated lateral foundation loads and the presence of very -loose -to -loose, cohesionless sandy soils (encountered during our field investigation from near -surface to a depth of approximately 23 feet below existing site grade), we recommend foundation support for the planned monopole telecommunications tower be provided using a single concrete pier. In general, this pier should consist of a drilled, straight -shafted hole, filled with concrete, and reinforced with steel to resist and transfer lateral and axial loads. Further, we recommend the proposed pier extend to a ' depth of at least 25 feet below existing (and final) adjacent site grades, have a diameter of at least 2 feet, and generally not extend below a depth of about 36-1/2 feet below existing site grade (the approximate maximum depth explored during this investigation). Design parameters as well as construction recommendations for a drilled, cast -in-place concrete pier are provided below. Axial Capacities A cast -in-place concrete pier constructed in accordance with recommendations provided herein may be designed to resist downward loads using an allowable end bearing pressure of 3,000 pounds per square foot (psf) and a unit skin friction of 75 psf. The uppermost 3 feet of the embedded portion of the pier should be neglected when evaluating the skin friction component of the axial capacities. The allowable end bearing pressure provided above is a net value; therefore, the weight of the pier may be neglected when evaluating downward capacities. Total downward capacities derived from the parameters provided above may be increased by 1/3 for short-term loading due to wind or seismic forces. Estimated Settlement Total settlement of the proposed pier is estimated to be less than 3/4 -inch and should occur shortly after the initial loads are applied. 8 February 1, 1999 BMI Project No. 99S-025 Lateral Capacities We recommend lateral resistance and deflection of the proposed pier be evaluated using methods proposed by Broms for rigid piles'. For this method we recommend a coefficient of passive earth pressure of 2.5, a total unit weight of 110 pounds per cubic foot (pcf), and a coefficient of horizontal subgrade reaction of 7 tons per cubic foot be used to evaluate lateral capacities and deflections. Since the aforementioned method requires information regarding the proposed pier (i.e., depth of . embedment, pier diameter, pier length, lateral loads, and location of loading) which was not available at the time this report was prepared, we recommend the project Structural Engineer evaluate lateral ' deflections of the proposed pier (if required). Alternatively, lateral capacity may be evaluated using the 'Pole Formula" given in Sections 1806.8.2.1 and 1806.8.2.2 of the Uniform Building Code (UBC, Volume 2, 1997 edition). For this method we recommend a lateral soil bearing pressure of 75 pounds per square foot per foot of embedment be used for analysis. If applicable, the 100 percent increase allowed by the Code for isolated poles (which are not adversely affected by a '/2 -inch horizontal deflection at the ground surface due to short-term lateral loads) may be used for design. To account for possible loss of subgrade support due to surface disturbance, we recommend soil located within the uppermost two feet of the embedded portion of the pier be neglected when evaluating lateral capacities and/or deflections. • .. Excavation Conditions Based on the conditions encountered during our field exploration program, we anticipate excavations for the proposed piers should be possible using a large, truck -mounted drill rig equipped with a hydraulically -advanced, bucket auger. However, due to the presence of groundwater and relatively loose cohesionless sandy soils, drilled excavations for the.proposed tower foundation piers will likely be susceptible to caving, especially from near -surface to a depth of approximately 23 feet below existing site grade. In our opinion, casing, drilling fluids, and/or other methods will be required to advance the excavation and maintain hole stability. ' Broms, Bengt B., "Lateral Resistance of Piles in Cohesionless Soils," Journal of Soil Mechanics and Foundations Division, ASCE, May, 1964. 9 February 1, 1999 BMI Project No. 99S-025 Casing If casing is used, we recommend it be removed from the excavation as concrete is being placed. The bottom of the casing should be maintained below the top of the concrete at all times during casing withdrawal and concrete placement. Further, continuous vibration or other approved methods should be used during casing withdrawal to reduce the potential for void -space formation within the concrete. Abandoning the casing in-place should not be allowed. Bottom Preparation All debris and any loose or disturbed soil should be cleaned from the pier excavation just prior to placing reinforcing steel and/or concrete. A representative from Brown & Mills should observe the pier excavation to verify that subsurface conditions are consistent with those encountered during our field investigation. Steel and Concrete Placement Reinforcing steel and/or concrete should be placed immediately upon completion of the pier excavation. If water is present during concrete placement, concrete should be pumped or otherwise discharged to the bottom of the hole via a hose or tremie pipe. The end of the hose or tremie pipe must remain below the top surface of any water and/or the in-place concrete at all times. ' Additionally, concrete (used for pier construction) should be consolidated using vibratory methods upon removal of any in-place drilling fluids and/or water. ' In order to develop the design skin friction value provided above, concrete used for pier construction should have a slump of from 4 to 6 inches if placed in a dry shaft without temporary casing, and from 6 to 8 inches if casing and/or drilling fluids are used. The concrete mix should be designed with ' appropriate admixtures and/or water/cement ratios to achieve these recommended slumps. Adding water to a conventional mix to achieve the recommended slump should not be allowed. iH February 1, 1999 BM Project No. 995-025 EQUIPMENT CABINET FOUNDATIONS General ' Foundation support for planned equipment cabinets may be provided using a mat foundation (or foundations). All proposed mat foundations should be constructed of reinforced concrete, a minimum of 18 inches wide, embedded a minimum of 8 inches below the lowest adjacent final 'subgrade', and founded on undisturbed native soil and/or engineered fill. Allowable Bearing Pressure An allowable bearing pressure of 1,000 pounds per square foot (psf) may be used for the design of proposed equipments mat foundations which possess the above minimum dimensions. The allowable bearing pressure provided is a net value; therefore, the weight of the foundation (which extends below finished subgrade) may be neglected when computing dead loads. The allowable bearing pressure provided herein applies to dead plus live loads, includes a calculated factor of safety of at least 3, and may be increased by 1/3 for short-term loading due to wind or seismic forces. For mat foundations subject to overturning forces, the maximum edge pressure should not exceed the allowable bearing pressure. Lateral Resistance Resistance to lateral loads (including those due to wind or seismic forces) may be provided by frictional resistance between the bottom of proposed concrete mat foundations and the underlying soil, and by passive earth pressure against the sides of the foundations. A coefficient of friction of 0.3 may be used between cast -in-place concrete foundations and the underlying soil; passive pressure available in undisturbed native soil and/or engineered fill may be taken as equivalent to the pressure exerted by a fluid weighing 250 pounds per cubic foot (pcf). To account for possible future loss of subgrade support due to surface disturbance, we recommend earth materials located within the uppermost 1/2 -foot of the embedded portion of all shallow foundations be neglected when evaluating passive pressures. Lateral resistance parameters provided above are ultimate values. Therefore, a suitable factor of safety should be applied to these values for design purposes. The appropriate factor of safety will depend on the design condition and should be determined by the project Structural Engineer. Depending on the application, typical factors of safety could range from 1.0 to 1.5. 5 Within this report, final subgrade refers to the top surface of undisturbed on-site soil, on-site soil compacted during site preparation, and/or engineered fill. February 1, 1999 BMI Project No. 995-025 Construction Considerations Prior to placing steel or concrete, foundation excavations should be cleaned of all debris, loose or disturbed soil, and any water. SITE ACCESS ROADWAY General We anticipate the proposed facility may be accessed using a new, partially -improved roadway. Further, we anticipate a conventional surfacing material (such as asphalt concrete) would not be considered applicable due to cost and possibly other considerations beyond the scope of this study. Therefore, provided below are our comments regarding surfacing these areas with gravel. Note: Comments and recommendations provided below are intended to assist the project Civil Engineer in the design of a partially -improved roadway to service the site subsequent to construction. In general, we anticipate such use will involve infrequent automobile traffic. Recommendations provided below are not intended for the design of roadways to be utilize by cranes and other similar equipment during construction. If such use is anticipated, we recommend the project Civil Engineer prepare a design based on anticipated loads and other relevant conditions (which were not available at the time this report was prepared and completely beyond the scope of this study). Surface Drainage Areas to be surfaced with gravel, as well as adjoining areas, should be adequately graded to provide positive drainage such that surface water is not allowed to accumulate on or near areas intended to carry vehicular traffic. Subgrade Preparation Subgrade areas to be surfaced with gravel should be scarified to a depth of 8 inches below finished ' subgrade, uniformly moisture conditioned to between 1 and 3 percent above the optimum moisture content, and compacted to at least 95 percent relative compaction. Gravel Surfacing - Materials and Placement To provide increased subgrade support, dust control, and a wearing surface, we anticipate gravel (such as Caltrans Class 2 aggregate baserock or other similar material) may be spread and compacted over the area of the possible (or planned) site access roadway. Should Caltrans Class 2 aggregate 12 !1lYV rr■ ■ � ' February 1, 1999 BMI Project No. 99S-025 baserock (or other similar material) be used, we recommend it be at least 6 inches thick. Baserock 1 used as surfacing material should be compacted to at least 95 percent relative compaction. Depending on the frequency of use and vehicle loading, it may be desirable to underlay gravel ' surfacing material (such as Caltrans Class 2 aggregate baserock) with a geotextile stabilization fabric. The primary purpose of this fabric would be to reduce migration of subgrade soil into the baserock and redistribute concentrated loads, thereby extending the service life of this type of ' surfacing material. If a geotextile fabric is used, we recommend it consist of Mirafi 500X, Exxon GTF-200, or other equivalent fabric approved by the project Geotechnical Engineer. ADDITIONAL SERVICES ' We recommend Brown & Mills review final earthwork grading (if any) and/or foundation plans and specifications to evaluate that recommendations contained herein have been properly interpreted and implemented during design. Further, all site earthwork activities, including site preparation, placement of engineered fill and trench backfill, construction of roadway subgrades, and all foundation excavations (including those for the proposed tower foundation pier) should be monitored ' by a representative from Brown & Mills. Monitoring services are an essential component of our design services. Monitoring allows us to ' observe the soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described 1 herein. LBUTATIONS This report has been prepared in substantial accordance with the generally accepted geotechnical engineering practice as it existed in the site area at the time our services were rendered. No warranty is either expressed or implied. Conclusions and recommendations contained in this report were based on the conditions encountered during our field investigation and are applicable only to those project features described above (see section entitled "PROPOSED CONSTRUCTION'). It is possible subsurface conditions could vary beyond the point explored. If conditions are encountered during construction which differ from those described in this report, or if the scope or nature of the proposed construction changes, we should be notified immediately in order to review and, if deemed necessary, conduct additional studies and/or provide supplemental recommendations. 13 off. W. �Nm February 1, 1999 BMI Project No. 99S-025 Recommendations provided in this report are based on the assumption that an adequate program of ' tests and observations will be conducted by Brown & Mills during the construction phase in order to evaluate compliance with our recommendations. ' The scope of services provided by Brown & Mills for this project did not include the investigation and/or evaluation of toxic substances, or soil or groundwater contamination of any type. If such conditions are encountered during site development, additional studies may be required. Further, services provided by Brown & Mills for this project did not include the investigation and/or evaluation of soil corrosivity. Depending on planned pipe types, bedding conditions, and other factors beyond the scope of this study, it may be appropriate to evaluate soil corrosivity prior to development. This report may be used only by ' our client, and only for the purposes stated herein, within a reasonable time from its issuance. Land use, site conditions, and other factors may change over time which may require additional studies. In the event a significant period of time elapses between the ' date of this report and construction, Brown & Mills shall be notified of such occurrence in order to review current conditions. Depending on that review, additional studies and/or an updated or revised report may be required prior to completion of final design. ' Any parry other than our client who wishes to use all or any portion of this report shall notify Brown & Mills of such intended use. Based on the intended use as well as other site -related factors, Brown ' & Mills may require that additional studies be conducted and that an updated or revised report be issued. Failure to comply with any of the requirements outlined above by the client or any other party shall release Brown & Mills from any liability arising from the unauthorized use of this report. 14 INWVW ' = ■ IZ titin , a ; , - - t +...: ;-t; - •: ... - ;,.1 /75' tt'hN•r. �• r\ 32 �•' ,�, •SM • 179 ,R •. OAK WAS /74 . • F % I/ • • \\N ll�\ ACRZIMENTO '•SAVE ' ` BM t67\ 0 VE IL TEC L �E < e� • ' A rete • a� •tic4 .. .r pveRa dale8 \ ° . OBM 183 185 Sch r••, 9 iB • AK P?RN• .11 169 — AVE m CLARA'' T ,• SANTA •11 / • -C\I r M 00"1 sA i�. `" i • m M 186 / �v • I PVE ns 4 Diamond ' RENEP Qp r • Match m • Gd actory Barber f 1 \\ •• --- Y ------ —� . BM 80 _ m4 ----- BM 18_9°c _- • Y Fl l85�`Q• b u • i:! II lk tit e 0 y� � � I• • � II 165—w •�•� • •• • .. • • • .. _ ••)• NORTH 5,000 4,000 3,000 2,000 1,000 0 FEET 5,000 1 1/2 0 MILES 1 REFERENCE: CHICO QUADRANGLE, CALIFORNIA, 7.5 MINUTE SERIES, PHOTOREVISED 1978; UNITED STATES DEPARTMENT OF THE INTERIOR, GEOLOGIC SURVEY. PLATE VICINITY MAP PROPOSED TELECOMMUNICATIONS FACILITY OEM 0 0 DOWNTOWN CHICO, SITE NO. SA -536-03 1 99S -02s BUTTE COUNTY, CALIFORNIA Concrete driveway and parking ---------------------- ♦ i i i i Access rome over concrete drive i i i i Sema Clara Ave. NORTH Storage shed VConcrete pad with a:c compressor Proposed 30'X20' lease area Concrete pad with a/c corepressor 4 Underground utiliry i r i *— Joint pole - Powert relco 16 NO SCALE Orchard LEGEND NOTE: The boring was located in the field by visual methods. Therefore, the location of the boring - APPROXIMATE BORING shown on this plan should be considered highly LOCATION approximate. REFERENCE: Plan provided by client, no title or date. SITE PLAN - PLATE PROPOSED PROPOSED TELECOMMUNICATIONS FACILITY DOWNTOWN CHICO, SITE NO. SA -536-03 2 BUTTE COUNTY, CALIFORNIA 995-025 UNIFIED SOIL CLASSIFICATION SYSTEM NOTE: DUAL SYMBOLS ARE USED TO INDICA It BOHDEH LINE SOIL ULASSIHUA I IONS LOG :SYMBOLS AND DEFINITIONS STANDARD PENETRATION SPLIT -SPOON -4 % PASSING NO. 4 SIEVE SAMPLER (2 -INCH OUTSIDE DIAMETER) (ASTM TEST METHOD C 136) -200 % PASSING NO. 200 SIEVE ' CALIFORNIA SAMPLER (ASTM TEST METHOD CII7) (3 -INCH OUTSIDE DIAMETER) LL LIQUID LIMIT MODIFIED CALIFORNIA SAMPLER (ASTM TEST METHOD D4318) (2.5 -INCH OUTSIDE DIAMETER) PI PLASTICITY INDEX (ASTM TEST METHOD D 4318) ® BAG/BULK R-VAL RESISTANCE VALUE (CALTRANS TEST 301) FHIN-WALLED SHELBY TUBE EI EXPANSION INDEX (3 -INCH OUTSIDE DIAMETER) (UBC STANDARD 29-2) WATER LEVEL COL COLLAPSE POTENTIAL (ASTM TEST METHOD D 5333) (LEVEL ESTABLISHED AS NOTED ON LOGS) SP SWELL POTENTIAL (under a specified load) WATER OR SEEPAGE ENCOUNTERED (ASTM TEST METHOD D 4546) (LEVEL NOT ESTABLISHED) SL SWELL PRESSURE (no consolidation) (ASTM TEST METHOD D 4546) GENERAL NOTES: 1. Lines separating soil or rock strata on togs are approximate boundaries only. Actual transitions may be gradual and, in the case of selectively sampled borings, may vary by as much as the sample interval. 2. In general, Unified Soil Classification designations were evaluated using visual methods only. Actual designations (based on laboratory tests) may vary. 3. Logs represent general soil conditions on the date and at the location indicated. No warranty is provided as to the continuity of soil conditions between individual sample locations. 4. Unconfined compressive strengths reported on the logs (if any) were obtained using a pocket penetrometer. LOG LEGEND !r PROPOSED TELECOMMUNICATIONS FACILITY �v■ ■ DOWNTOWN CHICO, SITE NO. SA -536-03 3 99S-0251 BUTTE COUNTY, CALIFORNIA • - I MAJOR DIVISIONS COAFISE- GRAINED SOILS MORE THAN 50% OF MA'rERIAL IS GREATERMORE THAN NO. 200 SIEVE GRAVELS MORE THAN 50% COARSE FRACTION FRACTION RETAINED ON NO.4 SIEVE GRAVELS (LITTLE OR NO FINES) GW Well -graded gravels, gravel -sand matures, little or no fines GP Poorly -graded gravels, gravel -sand matures, little or no fines GRAVELS (APPRECIABLE FINES) GM Silty gravels, poorly -graded gravel -sand -sift mixtures GC Clayey gravels, poorly -graded gravel -sand -clay matures SANDS THAN 50% OF COARSE FRACTION PASSES NO.4 SIEVE SANDS (LITTLE OR NO FINES) SW Well -graded sands, gravelly sands, little or no fines SP Poorly -graded sands, gravelly sands, little or no fines SANDS (APPRECIABLE FINES) SM Silty sands, poorly -graded sand -gravel -sift mixtures SC Clayey sands, poorly -graded sand -gravel -clay matures FINE- GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SILTS AND CLAYS LIQUID LIMITLESS THAN 50 ML Inorganic sifts and very fine sands, silty or clayey fine sands, clayey silts with slight plasticity CL Inorganic clays of low-to-medium plasticity, gravelly clays, sandy clays, siky clays, lean clays OL Organic sifts and clays of low plasticity SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH Inorganic sifts, micaceous or diatomaceous fine sands or silts CH Inorganic clays of high plasticity, fat clays OH Organic sifts and clays of high plasticity HIGHLY ORGANIC SOILS PT Peat, humus, swamp soils with high organic content NOTE: DUAL SYMBOLS ARE USED TO INDICA It BOHDEH LINE SOIL ULASSIHUA I IONS LOG :SYMBOLS AND DEFINITIONS STANDARD PENETRATION SPLIT -SPOON -4 % PASSING NO. 4 SIEVE SAMPLER (2 -INCH OUTSIDE DIAMETER) (ASTM TEST METHOD C 136) -200 % PASSING NO. 200 SIEVE ' CALIFORNIA SAMPLER (ASTM TEST METHOD CII7) (3 -INCH OUTSIDE DIAMETER) LL LIQUID LIMIT MODIFIED CALIFORNIA SAMPLER (ASTM TEST METHOD D4318) (2.5 -INCH OUTSIDE DIAMETER) PI PLASTICITY INDEX (ASTM TEST METHOD D 4318) ® BAG/BULK R-VAL RESISTANCE VALUE (CALTRANS TEST 301) FHIN-WALLED SHELBY TUBE EI EXPANSION INDEX (3 -INCH OUTSIDE DIAMETER) (UBC STANDARD 29-2) WATER LEVEL COL COLLAPSE POTENTIAL (ASTM TEST METHOD D 5333) (LEVEL ESTABLISHED AS NOTED ON LOGS) SP SWELL POTENTIAL (under a specified load) WATER OR SEEPAGE ENCOUNTERED (ASTM TEST METHOD D 4546) (LEVEL NOT ESTABLISHED) SL SWELL PRESSURE (no consolidation) (ASTM TEST METHOD D 4546) GENERAL NOTES: 1. Lines separating soil or rock strata on togs are approximate boundaries only. Actual transitions may be gradual and, in the case of selectively sampled borings, may vary by as much as the sample interval. 2. In general, Unified Soil Classification designations were evaluated using visual methods only. Actual designations (based on laboratory tests) may vary. 3. Logs represent general soil conditions on the date and at the location indicated. No warranty is provided as to the continuity of soil conditions between individual sample locations. 4. Unconfined compressive strengths reported on the logs (if any) were obtained using a pocket penetrometer. LOG LEGEND !r PROPOSED TELECOMMUNICATIONS FACILITY �v■ ■ DOWNTOWN CHICO, SITE NO. SA -536-03 3 99S-0251 BUTTE COUNTY, CALIFORNIA • - I DEPTH (IN FEEn K 0 5 SAMPLE TYPE ulCD S o Z c "' Z n to � w N 1 SAMPLE NO. N c: m . N rn rn � BLOWS/FOOT ; N mco S i UNCONFINED COMP. w coo cn (O STAENG7N (7 SF) dD � V) USCS LETTER o r � SYMBOL T N a A� O O (D I (O (D Cfl (D � O (OD Z � O aov�r a cn a n SI) n � `< y o °x �� � COoO ai � of vOi N N a-)., � O � c m z o m � 6 _ ° � a o f w ° m � � o � o ai m N ca ,� q m N• = �N o = —0) npmTO � .� g ° o a .v m o 3 O �_ m w•y N� N v CZm� Z m CL ` m r m e cc CL � < m a m po C / TI 0 CD n 0ma _ �• o � w o Q m F D v 0 M°- m - 00- X is r E3 • °1 M 1 Z co DEFINITIONS c � D N r � O � (D O. cn � O cn .. ZZ=i0co N =� Z D°NZ �. D a m > -n 6 a S DRY DENSITY (PCF) G) o MOISTURE `p CONTENT v MOL m 0 D. N OTHER LAB TESTS - SEE LOG LEGEND FOR ABBREVIATION DEFINITIONS EXPLORAMON DATE LOGGED BY TOTAL DEPTH January 29, 1999 Roy Carlson 36-1/2 feet EXPLORATION EQUIPMENT BACKFILL MATERIAL CME 55 equipped with an 8 -inch -diameter, hollow -stem auger Drill cuttings BORING NO. B-1 LOG OF EXPLORATORY BORING PLATE PROPOSED TELECOMMUNICATIONS FACILITY4B ��■ ■ DOWNTOWN CHICO, SITE NO. SA -536-03 BUTTE COUNTY, CALIFORNIA • - • 99S-025 Page 2 of 2 FIELD DESCRIPTION LABORATORY 0 U Q a p O W W Q tWi W W O �O W W -� E F- m WW2 cc a a � z oW o yg z o cc ��w sIt ;z �Q? a g o v 5. Continuation from previous page Z I W cc rz p uQj y m �� �� O ��U O H2O grades fine -to -medium grained 5 1 SP/ Gravelly SAND/Sandy GRAVEL: Brown, wet, GP medium dense, fine -to -coarse sand, fine -to -coarse 6 18 gravel, with some silt ' grades very dense, with more sand and less silt 7 55 grades dense 8 46 LOG OF EXPLORATORY BORING PLATE PROPOSED TELECOMMUNICATIONS FACILITY4B ��■ ■ DOWNTOWN CHICO, SITE NO. SA -536-03 BUTTE COUNTY, CALIFORNIA • - • 99S-025 Page 2 of 2 �.,J - - Asmt # Fee #1043-682-015-000 Name RICCI RINALDO & STELLA M I — Addr1 1826 SANTA CLARA AVE _ T Date Status ACTIVE Status - _ . __— J II` Tax 000 NORMAL OWNERSHIP ;TRA 062 022 Add12 ICHIC95928 O CA - _- __ Situs 1701 SANTACLARAAVE CHICO Addr3 `Base Dt 01!01!1877' Addr4j Land 23,921111 Structure 54,223 Timber Preserve - - = T; AgPres Fixtures 0;. Comments IRIEMAP FROM 042-190-015.000 01!09!92 rEtal Growing 0' Creating Doc# 197782140447 Date Notes Total L&I 78144; Current Doc# Date 03124!2003 Bonds Fix. RP 0: Killing Doc# Dated Multi Situs MH PP 0; Flag1 Asmt Desc 1701 SANTA CLARA AVE SuplCnt 0 FIag2 PP 0 Zoning FA10 DweIIF77� {' 910 MH Exempt 0 ED! Asmt PP Pen Net 78,14 Acres/Sq Ft �5 �jNIC 043 J-1TaxPP Pen RIC#F Q— Appeal Pending TIR Dt [faSplitPendingding RIC Stat PHY OWN EXP TAX T HON AT - _ _T I _ SIT APR, 2002 sa. 07/25/2001 3:27:21 PM