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HomeMy WebLinkAboutB14-2445 000-000-000TITI C/ODn lr:t T AIAIIAF nATF JOR it T -Mobile SC06533A Chico Oroville L700 QROFESS/pN� ���� �p G . K l<y y �' C-1) N0. S5409 * EXP. 9/30/17 JJq`!'lpUOTURp� lFOF CA��E�� ITEM PAGE 8/30/16 16117 Oroville Chico Hwy, Durham, CA 95938 Foundations F1 Platform Checks P1 - P4 SECTION ENGR PAGE Index, Project Description & Summary CMD DC1 Ainderson Structural Group STRUCTURAL CALCULATION INDEX QROFESS/pN� ���� �p G . K l<y y �' C-1) N0. S5409 * EXP. 9/30/17 JJq`!'lpUOTURp� lFOF CA��E�� ITEM PAGE Index & Project Description DC1 Design Criteria & Project Summary DC2 Seismic Design Criteria DC3 Foundations F1 Platform Checks P1 - P4 Equipment Anchors a E1 L::J STRUCTURAL DESIGN CRITERIA: 1. Design Codes for New Work: 2013 CBC i � 2 Type of Construction: Raised steel framed equipment platform 3. Wind Design: Structure Class II Wind Velocity 110 mph Exposure Category C 4. Seismic Design: Site Soil Class D See Calc Page DC3 Ss 0.613 g SDs 0.535 g S1 0.271 g SD1 0.335 g 5. Reference Information: Drawings by MST 6. Foundation: DL+LL: 1500 psf DL + LL + Seismic/Wind: 2000 psf 7. Materials (unless noted otherwise) Concrete: fc = 3000 psi @ 28 days_ 7- �,/ r Reinforcing: ASTM A615, Gracf'AYBU-TE-COUNTY DEVELOPMENT SERVICES W Shapes: ASTM A992, Grade 50 REVI ED FOR HSS Steel: ASTM A500, Grade 46 OD 0„ PL1A C..E DC1 - Index & Desription TITLE/PROJECT NAME DATE JOB # T -Mobile SC06533A Chico Oroville L700 8/30/16 16117 Oroville Chico Hwy, Durham, CA 95938 SECTION 0.85 ENGR PAGE Cf = Lateral Design Criteria Fig 29.4-1) Conservative CMD DC2 WIND LOAD DESIGN CRITERIA: Area = 40.0 Per ASCE7-10 Chapter 26 - Low Rise Procedure 0.83 Kips Wind Speed = 110 mph Exposure = C Base Bldg Roof Height = 12 ft Platform Height = 4.0 ft Platform Elev = 16 ft Load Factor = 0.60 (ALF) Section 2.4.1 Kz = 2.01(z/zg /a = 0.86 K,t = 1.00 Shc = 0.335 Kd = 0.85 R= 2.00 qh = 0.00256V2 KZKZtKd = 13.6 psf WIND LOAD DESIGN G = 0.85 W= Cf = 1.80 Fig 29.4-1) Conservative Pnet = 20.8 psf Area = 40.0 ft^2 Fw (ASD) = Area*Pnet 0.83 Kips SEISMIC LOAD DESIGN CRITERIA EQUIPMENT: Unit : Platform WP = 5280 lbs FORCE: Inverted Pendulum type structures Ct = 0.02 x = 0.75 T = 0.13 Sds = 0.535 Shc = 0.335 1= 1.0 R= 2.00 V= Sds*W = 0.268 Wp (R/1) Max FP= Shc*IR*R = 1.299Wp Min V= 0.044*Sds*I*WP = 0.024Wp Fp (ASD) = 0.99 Kips Seis Governs Ainderson Structural Giroup = 10 - ft W= 10 ft h= 4 ft z= 16ft h/w = 0.40 GCp values from Fig 30.4-1 is permitted Conservatively based on Case 1 (Table 26.6-1) DC2 - Platform Lateral Loads ' 8/25/2016 Design Maps summary Report T -Mobile SC06533A USGS Design Maps Summary Report Chico/Oroville L700 User -Specified Input Seismic Design Criteria Report Title T -Mobile Chico/Oroville ASG .lob# 16117 Thu August 25, 2016 16:37:51 UTC DC3 Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.673940N, 121.78186°W Site Soil Classification Site Class D "Stiff Soil" Risk Category I/II/III .� Rs ,.� .+.. <e..yg.n- may � •. z,. -.,.,..,..._y . .� s- e ,V� ?C„ - J j2 ���~,�,��-'°yR"7� :�' °^ 'e+`X�sM'+rt�•+^* i�y,,,�'.�'�'s""".,p r, r! o f f 7p i` 1 1 �, A r % Ir t USGS-Provided Output SS = 0.613 g SMS = 0.803 g SDS = 0.535 g S1 = 0.271 g SM1 = 0.503 g SD, = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.90 0.81 0.72 0.63 0.54 Oi R 0.45 H 0.36 0.27 0.18 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.50 2.00 Period, T (sec) Design Response Spectrum 0.54 0.48 0.42.- 0.26.- 0.20 .420.260.20 H 0.24 0.18 0.12.- 0.06.- 0.00- 0.00 .120.060.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGA,, T, CRS, and CRl values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=39.6739448dongitude=-121.781861&siteclass=3&riskcategory=Q.. 1/1 II i TITLE/PROJECT NAME DATE JOB # T -Mobile SC06533A Chico Oroville L700 8/30/16 16117 Anderson SECTION ENGR PAGE Structural Foundations CMD F1 Group Allowable DL + LL Soil Pressure = 1,500 psf Platform DL = 29 psf Platform LL = 50 psf Trib Area: L, = 5.0 ft. L2 = 5.0 ft. A = L, x L2 = 25.0 ft-2 Item Area Unit + Unit Dead Live DL LL Load Load Total Load Platform 25.0 29 50 720 1,250 1,970 Mech 2,400 2,400 3,120 1,250 4,370 A FTNG. = 4370 = 1500 2.9 ft.2 6.3 ft.2 Okay (E) Foundation 12.5' x 2.5' x 18 Deep Footing TI C/1"1M^ 1-. """V'C DATE JOB # T- Mobile SC06533A Chico Oroville L700 OroviIle Chico Hwy, Durham, CA 95938 8/30/16 16117 SECTION ENGR PAGE Equipment Platform Loads CMD P1 Fagade Height 4 ft Basic Area Loads (beam self weight computed by software): Item Load psf __Length ft Width ft Weight lbs Deckin + Misc 16 10 10 1600 Fa ade + Misc 8 10 10 1280 Live Load 50 10 10 5,000 Anderson Structural Giroup Total Area Dead Load 2,880 lbs Area 100 sq ft Total Live Load 5,000 lbs Design Platform For: Dead 29 psf Live 50 psf Eguipment Weights Item Weight (I s) Qty Total Weight Group A: N RBS 6201 1200 2 2400 0 0 SUM 2400 Distributed Load Lengths: Length A = 6 ft Group A: Line Load: 2400 / 2 beams = 1200 lbs / Length = 200 pif See Enercalc Analysis for Beam Checks P1 - Platform Loads rl�n/11r/�T AIA\AC nATF JOR # T -Mobile SC06533A Chico Oroville L700 ENGR PAGE 8/30/16 16117 Oroville Chico Hwy, Durham, CA 95938 P2 in^2 SECTION ENGR PAGE Column Design CMD I P2 in^2 1 = 12.6 in^4 Column Loads 5 Unstiffened member 1.1 SQRT(kvE/Fy) = Column Loads Max Comb: D + .7E 1.37SQRT(kvE/Fy) = (ASD) Axial Load = 5.7 / 4 columns 1.4 Total Shear = 1.0 / 4 columns 0.2 Factored Column Shear = 1.0 / 4 columns 0.2 Factored Column Moment = 35.6 kip in Column Capacity Check Try HSS 5x5x3/16 h/t = 25.7 Aw = 1.875 in^2 1 = 12.6 in^4 kv = 5 Unstiffened member 1.1 SQRT(kvE/Fy) = 61.8 1.37SQRT(kvE/Fy) = 76.92 Cv = 1 Mn/.Qb = 162 kip in Vn/Qv = 31 kips Pn/S)c = 62.8 kips at h = 12 ft Combined D/C = 0.31 Okay Anderson Sitructural Group kips/column Fy = 46 ksi .Qv = 1.67 Existing columns are adequate for new cabinet loads From AISC Manual From AISC Manual P2 - Platform Column III University Ave. suite 110 Project Title: T -Mobile SC06533A Chico/Oroville L700 AI nderson Sacramento, CA 95825 Engineer: CMD Project ID: 16117 Structural (916)514-9109 ProjectDescr: P3 f: (916) 514-9102 GI r o u p Printed: 29 AUG 2010, 1:33PM Multiple Simple Beam Dbile Projects\` 2016 T -Mobile Projects116117 SC06533A Chico-Oroville L700\ New CalcslplaHoim frarringa p p ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Description : Steel Beam Design : Beam 1 (Supporting half of West Cabinet) y Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 STEEL Section: W10x15, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, L = 0.050 k/ft, Trib= 2.50 ft Unif Load: D = 0.20 k/ft, 2.750 to 5.750 ft, Trib= 1.0 ft Design Summary 0.140: 1 Max fb/Fb Ratio = 0.163: 1 Mu : Applied 3.483 k -ft at 4.733 ft in Span # 1 Mn / Omega: Allow 21.432 k -ft Load Comb: +D+L+H Max fv/FvRatio = 0.038: 1 Vu : Applied 1.245 k at 0.000 ft in Span # 1 Vn / Omega: Allow 33.087 k Load Comb: +D+L+H k t2 I- Lr q W Ia Max Reactions k - Left Support 0.62 0.63 Downward L+Lr+S 0.014 in Downward Total 0.030 in Right Support 0.53 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 8479 Total Defl Ratio 3935 Steel Beam Design: Beam 2 (Supporting 25% of West Cabinet and half of South Cabinet) Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 STEEL Section: W10x15, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, L = 0.050 k/ft, Trib= 2.50 ft Unif Load: D = 0.10 k/ft, 2.750 to 5.750 ft, Trib= 1.0 ft Unif Load: D = 0.20 k/ft, 6.50 to 9.50 ft, Trib= 1.0 ft Design Summary 0.140: 1 Max fb/Fb Ratio = 0.167: 1 Mu : Applied 3.468 k -ft at 5.233 ft in Span # 1 Mn / Omega: Allow 20.791 k -ft Load Comb: +D+L+H Max fv/FvRatio = 0.046: 1 Vu : Applied 1.508 k at 10.000 ft in Span # 1 Vn / Omega: Allow 33.087 k Load Comb: +D+L+H Max Reactions (k) D L Lt $ W E Left Support 0.57 0.63 Downward L+Lr+S 0.014 in Downward Total 0.031 in Right Support 0.88 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 8479 Total Defl Ratio 3820 Steel Beam Design Beam 3 (Supporting half of South Cabinet) �►=-^ Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 STEEL Section: W10x15, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, L = 0.050 k/ft, Trib= 2.50 ft Unif Load: D = 0.20 k/ft, 6.50 to 9.50 ft, Trib= 1.0 ft esian Summa Max fb/Fb Ratio = R 0.140: 1 Mu : Applied 2.890 k -ft at 5.667 ft in Span # 1 Mn / Omega: Allow 20.645 k -ft Load Comb: +D+L+H Max fv/FvRatio = 0.042: 1 Vu: Applied 1.380 k at 10.000 ft in Span # 1 Vn / Omega: Allow 33.087 k Load Comb: +D+L+H k lz L Ir $ W !_ Max eaons 0.40 0.63 - Left Support Downward L+Lr+S 0.014 in Downward Total 0.026 in Right Support 0.76 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 8479 Total Defl Ratio 4550 III University Ave. suite 110 Project Title: T -Mobile SC06533A Chico/Oroville L700 Ainderson Sacramento, CA 95825 Engineer: CMD Project ID: 16117 S i lr u C L u ra I p. (916) 514-9109 Project Descr: P4 f (916) 514-9102 M I r o u p Printed: 29 AUG 2016, 1:33PM Multiple S l m l e Beam :)bile Projects\_ 2016 T -Mobile Projects116117 SCO6533A Chico-Oroville IJ00L New Calcslplattorm framing.ec6 p ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Steel Beam Design: Beam 4 (Perimeter Beam on South End) Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 STEEL Section : W10x15, efined Brace Locations, 1st at 2.0 ft, 2nd at 4.330 ft, 3rd; Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 36.0 ksi E = 29,000.0 ksi Applied Loads Point: D = 0.270, L = 0.320 k @ 0.0 ft Point: D = 0.530, L = 0.630 k @ 2.0 ft Point: D = 0.940, L = 0.630 k @ 4.330 ft Point: D = 0.760, L = 0.630 k @ 7.330 ft Design Summary Max fb/Fb Ratio = 0.236: 1 Mu : Applied 6.775 k -ft at 4.333 ft in Span # 1 Mn / Omega: Allow 28.743 k -ft Load Comb: +D+L+H Max fv/FvRatio = 0.084: 1 Vu: Applied 2.779 k at 0.000 ft in Span # 1 Vn / Omega: Allow 33.087 k Load Comb: +D+L+H M Rf k n L Lr $ W r ax ea c tuns k I u Left Support 1.43 1.35 Downward L+Lr+S 0.026 in Downward Total 0.058 in Right Support 1.07 0.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4636 Total Defl Ratio 2072 A , Q TITI F/PRr1.IFr:T NAMF nATF -Ir)R }t T -Mobile SC06533A Chico Oroville L700 Width ft height ft c ft wei ZI k 8/30/16 16117 Oroville Chico Hwy, Durham, CA 95938 1.20 P_ (k) SECTION ENGR PAGE Equipment Anchorage CMD E1 CBC2013, ASCE 7-10 CHAPTER 11, 12,13 SEISMIC DESIGN CRITERIA Soil Site Class D _ f'i Table 20-3-1, Default = D Response Spectral Acc. (0.2 sec) Ss = 61.30%g = 0.613g Response Spectral Acc.( 1.0 sec) S1 = 27.10 % g = 0.271 g Site Coefficient Fe= 1.310 Site Coefficient F„= 1.856 Max Considered Earthquake Acc. SMs = F, S, = 0.803 Max Considered Earthquake Acc. SMr = F,.S7 = 0.503 @ 5% Damped Design SOS = 2/3(SNs) = 0.535 Sol = 2/3(SM1) =0.335 13.3 Seismic Demands on Nonstructural Components EQUIPMENT: Unit: RBS 6201 WP = 1200 Ibs FORCE: Equiptment on Skid per ASCE7-10 13.6 Anderson SItructurai Glroup Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) Segment Width ft height ft c ft wei ZI k RBS 6201 2.25 6.00 3.00 1.20 P_ (k) @R1 CL ASD (1 + SDS • 0.14)D + 0.7E (Force R) 0.262 1.028 1.290 2.31 Total 6.00 3.00 1.20 ap= 1 Rp= 2.5 IP= 1.0 Fp= 0.4apSosWp(1+2zth) = 0.257 Wp (Rpnp) Max Fp= 1.6SDsIpWp = 0.856Wp Min Fp= 0.3SDSIpWp = 0.161Wp Fp(LRFD)= 0.31 Kips OVERTURNING FORCES (ASD): Width, b = 27 in C.G., y = 36 in C.G., x = 2.0 in Mo=Fpy= 11.1 kip -in Vert Seismic (ASD) 0.6-0.14SDs = 0.53 1+0.14SDS = 1.07 Z = 1ft h= 1ft Vert Seismic (LRFD) 0.9-0.2SDs = 0.79 1+0.2SDs = 1.11 (13.3-1) (13.3-2) (13.3-3) Anchors per side = 2 Max tension for anchor design = -0.010 ASD Max shear per anchor design = 0.054 ASD Anchor Type = 112" A307 Bolts (Vallowable ASD = 2650# each) OK (Tallowable ASD = 3534# each) OK USE 4 1/2" A307 Bolts minimum E1 - Equipt Anchorage EM (k -ft) EM (k -ft) @ Load Combo R1 (k) R2 (k) P_ (k) @R1 CL ASD (1 + SDS • 0.14)D + 0.7E (Force R) 0.262 1.028 1.290 2.31 0.86 (0.8 - SDS0. MID + 0.7 E (Force R) -0.019 0.649 0.630 1.46 0.75 (1 + SOS • 0.14)D - 0.7 E (Force Q 0.837 0.453 1.290 1.02 -0.43 (0.0 - SDS' 0.14)0 - 0.7 E (Force Q 0.556 0.074 0.630 0.17 -0.54 D Only 1.200 0.20 Anchors per side = 2 Max tension for anchor design = -0.010 ASD Max shear per anchor design = 0.054 ASD Anchor Type = 112" A307 Bolts (Vallowable ASD = 2650# each) OK (Tallowable ASD = 3534# each) OK USE 4 1/2" A307 Bolts minimum E1 - Equipt Anchorage II II7 t I II J . LI R GENERAL NOTES P 0_JECT DIRE C T 0 R Y ....' :; 1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONSTAKEPRECEDENCE, AND LANDLORD.. APPLICANT. ALBERT AND CARROLL AMATOR T -MOBILE WEST LLC. f. THIS SET OF,. PLANS IS INTENDED TO BE USED FOR DIAGRAMMATIC, PURPOSES ONLY 10130 LOTT RD 1755 CREEKSIDE OAKS DR. #190 UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTORS SCOPE OF WORK SHALL INCLUDE - r DURHAM, CA 95938 SACRAMENTO, CA 95833 FURNISHING AL M - L MATERIALS, EQUIPMENT LABOR AND ANYTHING ELSE DEEMED NECESSARY �., . El CONSTRUCTION MANAGER. TO COMPLETE ,. INSTALLATIONS AS DESCRIBED HEREIN. BUD NG ARCHITECT: u TECT. 2. PRIOR TO THE SUBMISSION MANU T -MOBILE WEST LLC. N OF ;BIDS THE CONTRACTORS INVOLVED EL S. TSIHLAS N OLVED SHALL VISIT _THE a_ _ . , _ ,; KS DR. 190 JOB .. ,t ,._ ,.... ... CREEKSIDE OA .SITE AN 1755 D FAMILIARIZE .. � MST THEMSELVES WITH ALL `C ARCHITECTS INC. CONDITIONS AFFECTING THE PROPOSED ,,, # PRO SACRAMENTO, CA 95 833 I PROJECT, W SACRA T WITH T I HE CONS 52 CONSTRUCTION AND ` 1 0 RIVER PARK DRIVE CONTRACT DOCUMENTS FIELD CONDITIONS AND , CONFIRM- 63-7342 THAT THE P 530 8 PROJECT MAY B SACRAMENTO CA 9 8 E ACCOMPLISHED 5 15 D AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. ANY - - ERRORS OM 916 567 9630 OMISSIONS, OR DISCREPANCIES ARE TO BE BROUGHT PROPERTY SPECIALIST. TO THE ATTENTION OF THE ARCHITECT E LE MARTINEA / ENGINEER. MICHELLE CROWN CASTLE 3. THE GENERAL CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED WITH 4301 HACIENDA DRIVE# 410 i CONS • TRUCTION PRIOR TO STARTING .WORK ON .:ANY ITEM NOT CLEARLY. DEFINED BY THE - W E S T L L C PLEASANTON CA 94588 CONSTRUCTION ' DRAWING S/ CONTRACT DOCUMENTS. 925-588-9840 1 4. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT. DESCRIBED HEREIN. ...THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS 1755 CREEKSIDE OAKS DRIVE 19 P R O J E C T S U M M A R METHODS TECHNIQUES, 0, SACRAMENTO, CA 95833 Q ,SEQUENCES, AND 'PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. I PROPERTY INFORMATION 5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT • Q MENT AND MATERIALS ACCORDING TO LATITUDE: N39 40 26.2 NAD 83 MANUFACTURER'S/VENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. 6. ALL WORK PERFORMED ON PROJECT AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS, AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY, MUNICIPAL AND UTILITY COMPANY I SPECIFICATIONS, AND LOCAL AND STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK. 7. GENERAL CONTRACTOR 'SHALL PROVIDE AT THE PROJECT SITE A FULL SET OF CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDUMS OR CLARIFICATIONS FOR THE USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT. 8. THE STRUCTURAL COMPONENTS OF THIS PROJECT SITE/FACILITY ARE NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE. 9. DETAILS HEREIN ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT JOB CONDITIONS OR SITUATIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE SCOPE OF WORK. 10. SEAL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED OR FIRE MARSHALL APPROVED MATERIALS IF APPLICABLE- TO THIS FACILITY AND OR PROJECT SITE. 11. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC. DURING CONSTRUCTION. UPON COMPLETION OF WORK, CONTRACTOR SHALL REPAIR ANY DAMAGE THAT MAY HAVE OCCURRED DUE TO THE CONSTRUCTION ON OR ABOUT THE PROPERTY. 12. CONTRACTOR SHALL SEE TO IT THAT GENERAL .WORK AREA IS KEPT CLEAN AND HAZARD FREE DURING CONSTRUCTION AND DISPOSE OF ALL DIRT, DEBRIS, RUBBISH AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY. PREMISES SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE. 13. THE ARCHITECTS/ENGINEERS HAVE MADE EVERY EFFORT TO SET FORTH IN THE CONSTRUCTION AND CONTRACT DOCUMENTS THE COMPLETE SCOPE ` OF WORK. CONTRACTORS BIDDING THE JOB ARE NEVERTHELESS CAUTIONED THAT MINOR OMISSIONS OR ERRORS IN THE DRAWINGS AND OR SPECIFICATIONS SHALL NOT EXCUSE SAID CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN 'ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. THE BIDDER SHALL' BEAR THE RESPONSIBILITY OF NOTIFYING (IN WRITING) THE ARCHITECT/ENGINEER OF ANY CONFLICTS, ERRORS, OR OMISSIONS PRIOR TO THE SUBMISSION OF CONTRACTOR'S PROPOSAL. IN THE EVENT OF DISCREPENCIES THE CONTRACTOR SHALL PRICE THE MORE COSTLY OR EXTENSIVE WORK„ UNLESS DIRECTED OTHERWISE. LOINGITUDE: W121. 46' 54.7" NAD 83 ASSESSOR'S PARCEL NUMBER: N/A JURISDICTION: BUTTE COUNTY OCCUPANCY: S-2 (UNMANNED TELECOMMUNICATIONS FACILITY) U (TOWER) Z TYPE OF CONSTRUCTION: V -B w U_ ZONING: N/A 09/17/2014 90% CONSTRUCTION DOCUMENTS CODE COMPLIANCE U ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH 10/15/2014 100% CONSTRUCTION DOCUMENTS 06 21 2016 100 .CONSTRUCTION DOCUMENTS REVISION 1 / / THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL TURN LEFT ONTO NATOMAS PARK DRDOCUMENTS GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: w 09/01/2016 100 CONSTRUCTION DOCUMENTS REVISION 3 2013 CALIFORNIA BUILDING STANDARDS. CODE, TITLE 24, CALIFORNIA CODE OF REGULATIONS INCLUDING SUPPLEMENTS EFFECTIVE JULY 1, 2015 PART 1 CALIFORNIA BUILDING STANDARDS ADMINISTRATIVE CODE MERGE ONTO I- 5 N PART 2 CALIFORNIA BUILDING CODE Lv PART 2.5 CALIFORNIA RESIDENTIAL BUILDING CODE 00 PART 3 CALIFORNIA ELECTRICAL CODE _ rn 0 PART 4 CALIFORNIA MECHANICAL CODE TAKE S LEFT. ONTO E COMMERCE WAY PART 5 CALIFORNIA` PLUMBING CODE r � TURN LEFT ONTO W ELK HORN BLVD PART 6 CALIFORNIA ENERGY CODE wF- PART 8 CALIFORNIA HISTORICAL BUILDING CODE sum PART 9 CALIFORNIA FIRE CODE couNTY PART 10 CALIFORNIA EXISTING BUILDING CODE SEP` 15 2016 V) PART 11 CALIFORNIA GREEN 'BUILDING STANDARDS CODE TURN LEFT ONTO LOTT RD PART 12 CALIFORNIA_ REFERENCE STANDARDS CODE DEVELOPMENT SERVICES TAKE THE 1ST RIGHT ONTO CAROLMARK CT al LOCAL COUNTY OR CITY ORDINANCES aggs Rn C 1, ACCESSIBILITY REQUIREMENTS: THIS FACILITY IS UNMANNED AND NOT FOR HUIN HABITATION. ACCESSIBILITY NOT REQUIRED IN ACCORDANCE WITH THE 2013 CBC 1113-203.5, AND 1113-202.4 EXCEPTION 7.' P R 0 J E CT D E S C R I PT 1 0 N PROPOSED MODIFICATION OF AN EXISTING CROWN CASTLE TELECOMMUNICATIONS FACILITY. INCLUDING: * REMOVE' (3) EXISTING T -MOBILE PANEL ANTENNAS AND REPLACE WITH (6) NEW T -MOBILE PAN X-65 3DS-A1 M& 3 TMBXX-6516-R2M 2 PER EL ANTENNAS, (3) LN 1 O ( ( ) SECTOR ON EXISTING PIPE MOUNTS. REMOVE 1 EXISTING T - MOBILE ` RBS CABINET 2102 & REPLACE W 2 NEW O T M ( ) / ( ) T -MOBILE ODE 6201 EQUIPMENT CABINET. UPGRADE (2) EXISTING BTS BREAKERS TO 60A/2 2 / W 3 6 THWN C.U. & 10 THWN CU GND. REMOVE - NEW T -MOBILE TMAS ALL EXISTING T MOBILE TMA'S AND REPLACE WITH 6 , 3 TWIN PCS & 3 STYLE 3. PERMIT#__I� *- BUTTE COUNTY DEVELOPMENT SERVICES INSTALL 3 NEWT MOBILE DIPLEXERS. E IEWED FOR CONFIGURATION: 704E_ODE2 CODE COMPLIANCE N D E X O F D R A W I N G S 1. T1.1 TITLE SHEET LOCATION PLAN PROJECT DATA 2. A1.1 EQUIPMENT LAYOUT PLANS 3. A2.1 PROJECT ELEVATIONS 4. A2.2 PROJECT ELEVATIONS 3 .1 RCU L 0S TN AIS 7. 1. EL C RI AL 0 E- I IA R , PAELSHD E O Z D I R E C T 1 0 N S w U_ P R O J E C T MILE S T O N E S FROM T -MOBILE OFFICE ® 1755 CREEKSIDE OAKS .DRIVE SACRAMENTO CA 95833 09/17/2014 90% CONSTRUCTION DOCUMENTS U HEAD WEST ON CREEKSIDE OAKS DR TOWARD CAPITAL PARK DR TURN LEFT ONTO CAPITAL PARK DR - Q 10/15/2014 100% CONSTRUCTION DOCUMENTS 06 21 2016 100 .CONSTRUCTION DOCUMENTS REVISION 1 / / m C) O m TURN LEFT ONTO NATOMAS PARK DRDOCUMENTS 06/29/2016 10 0� CONSTRUCTION REVISION 2 Q TAKE` THE 1ST RIGHT ONTO GARDEN HWY w 09/01/2016 100 CONSTRUCTION DOCUMENTS REVISION 3 TAKE THE RAMP= ONTO 15 N 0 r-04 MERGE ONTO I- 5 N U 0 Lv TAKE THE ARENA BLVD EXIT 00 U TURN RIGHT ONTO ARENA BLVD _ rn 0 U 0 J TAKE S LEFT. ONTO E COMMERCE WAY ■ L.LJ Li.l r � TURN LEFT ONTO W ELK HORN BLVD wF- MERGE ONTO CA -99 N 'VIA THE RAMP. TO YU BA CITY ■ -i F_ F_ TURN LEFT ONTO NEAL RD SIGNS FOR NEAL ROAD w CONTINUE STRAIGHT ONTO OROVILLE-CHICO HWY V) TURN LEFT ONTO LOTT RD 4 TAKE THE 1ST RIGHT ONTO CAROLMARK CT - P R 0 J E CT D E S C R I PT 1 0 N PROPOSED MODIFICATION OF AN EXISTING CROWN CASTLE TELECOMMUNICATIONS FACILITY. INCLUDING: * REMOVE' (3) EXISTING T -MOBILE PANEL ANTENNAS AND REPLACE WITH (6) NEW T -MOBILE PAN X-65 3DS-A1 M& 3 TMBXX-6516-R2M 2 PER EL ANTENNAS, (3) LN 1 O ( ( ) SECTOR ON EXISTING PIPE MOUNTS. REMOVE 1 EXISTING T - MOBILE ` RBS CABINET 2102 & REPLACE W 2 NEW O T M ( ) / ( ) T -MOBILE ODE 6201 EQUIPMENT CABINET. UPGRADE (2) EXISTING BTS BREAKERS TO 60A/2 2 / W 3 6 THWN C.U. & 10 THWN CU GND. REMOVE - NEW T -MOBILE TMAS ALL EXISTING T MOBILE TMA'S AND REPLACE WITH 6 , 3 TWIN PCS & 3 STYLE 3. PERMIT#__I� *- BUTTE COUNTY DEVELOPMENT SERVICES INSTALL 3 NEWT MOBILE DIPLEXERS. E IEWED FOR CONFIGURATION: 704E_ODE2 CODE COMPLIANCE N D E X O F D R A W I N G S 1. T1.1 TITLE SHEET LOCATION PLAN PROJECT DATA 2. A1.1 EQUIPMENT LAYOUT PLANS 3. A2.1 PROJECT ELEVATIONS 4. A2.2 PROJECT ELEVATIONS 3 .1 RCU L 0S TN AIS 7. 1. EL C RI AL 0 E- I IA R , PAELSHD E O Z w U_ Nt� JM U Q Z m C) O m H �-- Q w O 0 r-04 O U 0 Lv C) 00 U _ rn 0 U 0 J rn ■ L.LJ Li.l r � ■ U Z w g Nt� JM =)U cr- =) Z m C) O m 0 Q 0 r-04 O o Ld U) V) ■ L.LJ Li.l ■ wF- ■ -i F_ F_ w V) Revisions: QQ 06/21/16 QQ 06/29/16 QQ 09/01/16 File: 213.027 _T11.dwg Drawn By: AJR Checked By: Msr Scale: AS NOTED Date: 09,/01/16 IT - - -- L -- - -- T � 1I�,� � �� O U U W J J O U � O O 00 V) U o 2 rl Z U O J U J 0- -or'-) ~ c) r' -) 0>- NLo co >_ 00 00 O O IM cn C) e NANO Z LLJ .r -I a c)r L.rJ w e �w Em:mi__je Lj W mi E 1.dwg: sv B : MST NOTED1/16 I j �L;�- zw J 0U) � Q g P ii� �o F2= LM " �_ o � LLJ irg o� F� E m Illi m E c lllpllll d 40I> t o� LIQ IInIVIII Y L� G° a o� H.. ocad ME "q a 1 -I z a� � O I �I ��N Ipp''II VIII Ii I Ih�I� I III IIIII�VV�:I I...u�ils �Ilu Vilu�ll��.. ��� c� o 0 V_ Z U w J U Q 0 (D Ill '*� n C) 00 u C) v 0 Lo (1) U Z v¢ 0 U O r¢i W Q N i J > r--. U-51 [11 N to, 2 J 00c>OEX. W = U � m V)I C) ® F— S Rcy�TF` v s/ �'� o. C-28021 Exp. 08-17 q� CAL\F��� Not valid unllned l si in ink ffcensee. nU i i r UUUN I Y UtVti.UPMENTSERVICES REVRE1 E VVE® h0 CODE AN E OATe 2 PROPOSED SOUTH ELEVATION 1 EXISTING SOUTH ELEVATION : 8 — 1 —0 _ �-iSCALE 1 SCALE. _ 1 — � ,A2.1 8 1 0 � i Il f� I ill. I 77 II I I� File: 213.027J121.dwg Drawn B : sv Checked B : MsT Scale: �4S NOTED Date: 09/01/16 Job No. 213.027 0 M cn c-) v 0Q =ra O O O N N' 0• 0 �` N o•�CD�w � a O N 3; is AE [SHEEUT a . T �����e s BU827207 - CHICO/OROVILLE CHICO �V� SC06533A - U00 PROJECT W E S f LLC. OROVILLE CHICO HWY DURHAM,CA 9593 LE PROJECT ELEVATIONS s MST A ( ' I CROWN 1520 River Park Drive, Sacramento, CA 95815 VCASTLE 916-567-9630 www.MSTArchitects.com THESE DRA�INcs�ND SPECIFICATIONS, AS INSfRUVE N S OF SON ARE AND SHALL REMAIN THE PROPERTY OF *NUEL S. TSIHLAS. ARCHTTU. INC., ETHER THE PROJECTS FOR ICH THEY ARE MADE ARE EXECUTED OR Nar THESE DRA*NQS D SPECIFlCATIONS SFWl NOT DE USED BY ANY PERSON OR WW ON OTHER PROJECTS �LWj PMOR CONSENT OF THE ARCHITECT. COPYRIGIif. EL S. TSIHLAS, ARCHITECT. INC. ALL RIGHTS RESERVED. DDDD O O O N N' 0• [SHEEUT a . T �����e s BU827207 - CHICO/OROVILLE CHICO �V� SC06533A - U00 PROJECT W E S f LLC. OROVILLE CHICO HWY DURHAM,CA 9593 LE PROJECT ELEVATIONS s MST A ( ' I CROWN 1520 River Park Drive, Sacramento, CA 95815 VCASTLE 916-567-9630 www.MSTArchitects.com THESE DRA�INcs�ND SPECIFICATIONS, AS INSfRUVE N S OF SON ARE AND SHALL REMAIN THE PROPERTY OF *NUEL S. TSIHLAS. ARCHTTU. INC., ETHER THE PROJECTS FOR ICH THEY ARE MADE ARE EXECUTED OR Nar THESE DRA*NQS D SPECIFlCATIONS SFWl NOT DE USED BY ANY PERSON OR WW ON OTHER PROJECTS �LWj PMOR CONSENT OF THE ARCHITECT. COPYRIGIif. EL S. TSIHLAS, ARCHITECT. INC. ALL RIGHTS RESERVED. W Z � J F— d O W Q 00 - g W W Z =o fn 00 JOE �IIPiull''I Lon, N Ohl 'El L II e o PILIh 0 IIV ' D v D id �litl IIII '��' � Y . a of �V611� � tt^^ VI �NIIIIII � Ln N %G Ln ei O1 z y� ur�airylll rill. � � iillll p,lll'I 0 X Revisions: QQ 06/21/16 Q 06/2!9/16 O 09/0)1/16 File: 213.027-Ml.dwg Drawn B sv Checked B msT Scale: AS NOTED Date: 09/01/16 1 dIII Ii '-i II � i I Itll 0 0 2.125 15.0 15.0 6.5» 12» ANTENNA PIPE MOUNT O O 3/8» DIA. GALV. o 0 0 10J. STL U BOLT s 0 n 0 �n PROPOSED RBS %c') to co 6201 CABINET N Lo � oi Lo 12 0 0` 0 O co O O d- PROPOSED T MOBILE » 2.2» 30.0 EX PLAN VIEW TOWER MOUNTED AMPLIFIER 2.2 ` SIDE VIEW FRONT VIEW UNIT WEIGH. T• 3/8" DIA. GALV. 14.6 LB STL U—BOLT UNIT WEIGHT: 34.6 LBS 86 TOWER MOUNTED AMPLIFIER DETAIL(TWIN PCS PROPOSED ROP SED RBS 6201 ANCHORAGE :LAYOUTPROPOSED ANTENNA MODEL — — TMBXX 6516 _R2M A3.1 SCALE. 3= 1 0 �.lSCALE. 1 1 0 A3.1 4 10 SCALE. 3 — / SIDE FRONT o, 0 0 » 7.1 11.85 0 oo o o EQUIPMENT CABINET TYPE VARIES 11.85" 000 PLAN VIEW 1 2» 0 A307 BOLT ®EACH / Lo ATTACHMENT POINT PLATFORM GRATING o_ 11M 2» 1-1/ FLAT WASHER SIDE VIEW FRONT VIEW 0 STEEL SUPPORT BEAM , SEE 0 0 0 o 0 o O o STRUCTURAL DRAWINGS UNIT WEIGHT: 35.8 26.0 LBS 0 o OK2'I— 5 CAB INET ATTACHMENT DETAILPROPOSED ANTENNA MODEL LNX 6513DS —Al M A3.1 SCALE: 3 — l'—O" A3.1 — SCALE: - 1 0 0 UNISTRUT MOUNT 0 ANTENNA PIPE MOUNT o 0 3/8» CH A NNEL NUT W 0 0 / SPRING P1008 OR -- EQUIVALENT ®EACH � /. 3 8» DIA. GALV. o o ATTACHMENT POINT i .- STL. U BOLT e 1 ANTENNA PIPE MOUNT -BRACKET Hr no PLAN l AND DOWNTILT ADAPTER SUPPLIED BY ANTENNA MANUFACTURER 0 O O Op p � �lIk I _ I PROPOSED T MOBILE PROPOSED. I TOWER ..MOUNTED 2 3/8" DIA. GALV . STL.DIPLEXER AMPLIFIER 8.7 36.0 » BOLTS NUTS AND WASHERS o O .40 NEW GALV. STL ANTENNA MOUNTING PIPE 0 0 WEIGHT.. �y - 6201 11NET .5 lb O , , ERICSSON OUTDOOR , e o -CABINET _ 3000W VERSION 0 O C) • o o O O O e .14;0 0 3/8» DIA. GALV. O O o 0 WEIGHT GALVANIZED STEEL STL. U -BOLT 200 LBS 91 KG OUTDOOR CABINET UNISTRUT P1000 PERh41T . UNIT WEIGHT. BACK PROPOSED UNISTRUT 5.9 L L /LENGTH AS REQUIRED) C Q_ ) � #C� _ BUTTE COUNTY DEVELOPMENTSE RVICES E 17.6 LB CABLE SUPPORT 160 LBS 73 KG DOOR WITH HEAT - REVIEWED E�, E EXCHANGER ODE COMPLIANCE ANE 97 TOWER MOUNTED AMPLIFIER DETAIL(STYLE 3 30 LBS 14 KG SOLAR PANELS PROPOSED RBS 6201 � ) 4 DIPLEXER MOUNTING DETAIL 1 ANTENNA MOUNT DETAIL .DATE AY • " _ '_ A3.1 SCALE. 3 1 0 A3.1 SCALE: 1» = 1'=0" A3.1 SCALE: 3» = 1'-0» �A3.1 !_0» SCALE: 1/2"=V-0" W Z � J F— d O W Q 00 - g W W Z =o fn 00 JOE �IIPiull''I Lon, N Ohl 'El L II e o PILIh 0 IIV ' D v D id �litl IIII '��' � Y . a of �V611� � tt^^ VI �NIIIIII � Ln N %G Ln ei O1 z y� ur�airylll rill. � � iillll p,lll'I 0 X Revisions: QQ 06/21/16 Q 06/2!9/16 O 09/0)1/16 File: 213.027-Ml.dwg Drawn B sv Checked B msT Scale: AS NOTED Date: 09/01/16 1 dIII Ii '-i II � i I Itll BU62/20/ - CHICO/OROVILLE CHICO :r III ■MObi1e' SC06533A - L700 PROJECT 8R8VILL€ CHICB HWY W EST LLC. DURHAM. CA 95938 SHEET TITLE: STRUCTURAL CONSTRUCTION DETAILS A I nderson 650 University Ave., St. 110 MSTARCHITECTS R I tri inti i m l Sacramento, CA 958250 ., - ? � w U %A v %%A l u I Phone: (916) 514-9109 1520 River Park Drive, Sacramento, cA 95915 G I ro U p ASG Project No. 16117 916-567-9630 www.MSTArchitects.com rmrx UMMMO AM ,MUM. WTO. Aa IMIKUWNis Of URYKF_ARE AND WU REMAIN THE PROPERTY OF HIST ARCHITECTS. INC.. WHETHER THE PROJECTS FOR WHICH THEY ARE MADE ARE EXECUTED OR NOT. THESE DRAWINGS AND SPECIFICATIONS WALL NOT BE USED BY ANY PERSON OR WITTY ON OTHER PROJECTS WITHOUT PRIOR am CONSENT OF THE ARCHITECT. COPYRIGHT. MST ARCHITECTS, INC. ALL ROM RESERVED. DDDD� 0 CD o m o 0 N a� E3 o� w Tv o @ a CL �o BU62/20/ - CHICO/OROVILLE CHICO :r III ■MObi1e' SC06533A - L700 PROJECT 8R8VILL€ CHICB HWY W EST LLC. DURHAM. CA 95938 SHEET TITLE: STRUCTURAL CONSTRUCTION DETAILS A I nderson 650 University Ave., St. 110 MSTARCHITECTS R I tri inti i m l Sacramento, CA 958250 ., - ? � w U %A v %%A l u I Phone: (916) 514-9109 1520 River Park Drive, Sacramento, cA 95915 G I ro U p ASG Project No. 16117 916-567-9630 www.MSTArchitects.com rmrx UMMMO AM ,MUM. WTO. Aa IMIKUWNis Of URYKF_ARE AND WU REMAIN THE PROPERTY OF HIST ARCHITECTS. INC.. WHETHER THE PROJECTS FOR WHICH THEY ARE MADE ARE EXECUTED OR NOT. THESE DRAWINGS AND SPECIFICATIONS WALL NOT BE USED BY ANY PERSON OR WITTY ON OTHER PROJECTS WITHOUT PRIOR am CONSENT OF THE ARCHITECT. COPYRIGHT. MST ARCHITECTS, INC. ALL ROM RESERVED. DDDD� o BU62/20/ - CHICO/OROVILLE CHICO :r III ■MObi1e' SC06533A - L700 PROJECT 8R8VILL€ CHICB HWY W EST LLC. DURHAM. CA 95938 SHEET TITLE: STRUCTURAL CONSTRUCTION DETAILS A I nderson 650 University Ave., St. 110 MSTARCHITECTS R I tri inti i m l Sacramento, CA 958250 ., - ? � w U %A v %%A l u I Phone: (916) 514-9109 1520 River Park Drive, Sacramento, cA 95915 G I ro U p ASG Project No. 16117 916-567-9630 www.MSTArchitects.com rmrx UMMMO AM ,MUM. WTO. Aa IMIKUWNis Of URYKF_ARE AND WU REMAIN THE PROPERTY OF HIST ARCHITECTS. INC.. WHETHER THE PROJECTS FOR WHICH THEY ARE MADE ARE EXECUTED OR NOT. THESE DRAWINGS AND SPECIFICATIONS WALL NOT BE USED BY ANY PERSON OR WITTY ON OTHER PROJECTS WITHOUT PRIOR am CONSENT OF THE ARCHITECT. COPYRIGHT. MST ARCHITECTS, INC. ALL ROM RESERVED. 1 I . - EXISTING SERVICE METER O �, I D R . � C & DISCONNECT:ONNECT. _II M1 �1I — l�M nnI II PROPOSED I I PROPOSED _II G S©EU EXISTING ., 280S 2h 1 T 200A 2P � I ODS 6201 ODE 6201 Exp. 0817.. T1� P GND _ EXISTING SECONDARY DISC q � fi 0 I F SERVICE .LATERAL : ,, I i CA _ N G .. D FRE 1 N r- •�hd of �. unless si nod in ink licen N va see. i IAN TO SERVICING UTILITY a .. .:EXISTING TO REMAIN _ L_ — J L --- Revisions: Q 06/21/16 sQ 06/26/16 Q 09/01/16 EXISTING SERVICE GROUNDING CONDUCTOR: I INA File: 213.027 E11.dw 9 Drawn BY: AJ R Checked By: sv Scale: AS NOTED Date: o9 01 16 y UPGRADE 2 EXISTING BTS B EAKE 6 /20 & .. Job No. 213.027 CONDUCTORS TO MIN. 1-1 C. W 3 6 r I THWN C.U. & 1 10 THWN CU GND. I EXISTING SERVICE . 2 AWG . CU. CONNECTED ED EXISTING GROUND � . # #2 AWG CU. CONNECTED � GROUND _ p . t44 c tt T rnlT __ %�"T 0 GROU �- ND RING TO GROUND RIND I L PMENTSERV CES '4 d 0 .BUTTE COUNTY DEVE REVIEWED O T. ri"N ONE LI N E DIAGRAM CODE C0 MPL IANC SCALE. NO SCALE DATE _ Y i I I hal I I � i