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2013, 08-23 Permit App: BLD-2013-1685 Ham Radio Tower
Community Development Department (Staff Use Only) Permit Center 11703 East Sprague Avenue, Suite B-3 PERMIT NUMBER: Spokane Valley, WA 99206 Sijokane Tel: (509) 688-0036 PERMIT FEE: Valley40,0 )c Fax: itcen688-0037 DerFax: (509) ftsgokanevallev.orq [3Lb—LC;13 — l(C P C RESIDENTIAL CONSTRUCTION PERMIELICATI1.___. EW CONSTRUCTION ❑ ADDITION/REMODEL i1' ORY BUILDING ___..._ NI DECK IN1 OTHER i '' •,•r"_, SITE ADDRESS: , 6' �'',' , nf/ tap " - o' ASSESSORS PARCEL NO.: LEGAL DESCRIP ION: 1 11I-; I i BUILDING OWNER NAME: r . I�r�� NAME: t -- ADDRESS: / . 3 06 Lam_ ,- —4el La11 te -� r� CITY: 6 �?/ V �C//e //.. STATE: 1/-1/4 ZIP: / Y6CONPHONE: 7 1 /cam FAX:3? j g- 0S CELL: 5.--a 7 13 13-y6(5.- CONTACT TACT NAME: sow?-e._ PHONE: FAX: CELL: CONTRACTOR NAME: MAILING ADDRESS: Sam CITY: STATE: ZIP PHONE: FAX: CELL: CONTRACTOR LICENSE No.: EXPIRES: CITY BUSINESS LICENSE NO.: D RIB(TIf l ' c" Kt' Tel-per IN /1 /� '�SE & PR�pI'l�tL�'.eL�D . C 0'�( fT /:: 011/er ****YOU MUST COMPLETE THE FOLLOWING**** MARK N/A IF NOT APPLICABLE Height to Peak: 3 s .I Dimensions:3)(3 No. of Stories:NA Total Habitable ,i `7 Space: /f C�- Main Floor SQ FT: VA Upper Floor SQ FT: A�,1 Unfinished Baseme Q Finished Basemen �Q lV /�/f� FT: f} FT: /��f Garage SQ FDeck/Covered Patio SQ Impervious Surface 30%Slopes ons T:/17A FT: �(/`4 Area: Property: ,2I/4 No. of Bedrooms: NA Construction/Type: �� Heat Source: )9 Sewer or Septic:A/A TOTAL COST OF PROJECT: $ 2.,(,%'C?. DISCLAIMER The permitted verifies, acknowledges and agrees by their signature that: 1)if this permit is for construction or on a dwelling,the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted and subsea ently approved before this application can be processed. Signatur " _..„ ....--)P- iiire, �r Date:(/ g Updated 1-11-11 Page 1 of 1 http://www.spokanevalley.org/filestorage/124/938/210/948/1496/Building_Permit__Residential_11-11-11.doc RESIDENTIAL CHECK LIST DIRECTIONS: Place a check mark in box next to each document required for complete submittal. o SITE PLAN o Property lines and dimensions o Setbacks to property lines o Direction arrow pointing North and orientation to streets o Distance between buildings o Proposed/existing buildings (footprint and dimensions) o Right of way/easement location &sizes o Utilities, septic tank/drain field locations and distances o Driveway approach size and location BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned) ❑ Elevations (Front/Rear/Sides)with roof peak and wall height including basement: O Foundation Plan (crawlspace, basement or slab on grade): o Footing sizes and locations o Supporting wood cripple walls or beams o Perimeter concrete foundation wall sizes o Thickened concrete pads supporting o Crawlspace ventilation beams or girder trusses ❑ Floor Plan of each level (finished or unfinished)with dimensions: o Floor Joist direction, size and spacing o Window and door location and sizes o Header, beam or concrete lintel sizes o Window well locations if applicable o Brace wall panel locations o Room usage labels o Water heater and furnace locations o Smoke detector locations o Exhaust fan locations o Attic and crawl space access locations o Deck or concrete patio sizes and locations ❑ Fire Wall construction ❑ Roof Plan: o Engineered truss direction and spacing o Ridge, eave and valley lines o Rafter and over frame direction, size and spacing ❑ Beam and girder size and location ❑ Wall Section Detail including: Roof o Slope/roofing material/underlayment/ice dam protection o Truss or rafter size, spacing &connection o Sheathing size and type o Attic insulation/air space baffle/ventilation Ceiling o Joist size and spacing o Size of ceiling gypsum wall board Wall o Height/top plate/stud size and spacing/sole plate o Siding/exterior house wrap/anchor bolts o Exterior sheathing size and type o Insulation, vapor barrier, gypsum wall board Floor o Joist size and spacing o Sheathing or concrete floor size/insulation Foundation Wall o Concrete or Masonry unit width o Footing bottom to finished ground level depth o Earth to wood separation distance o Horizontal &vertical reinforcement if any Footing o Size o Reinforcement if any Radon o Passive system with 6mil vapor barrier o Active system with 6 mil vapor barrier Miscellaneous Construction Details ❑ Deck: o Floor plan/side view/dimensions o Footings/post/and beam size and locations o Floor Joist/decking direction, size and spacing O Stairway tread rise & run and nosing 0 Handrail/Guard height&spacing • Page: 1 Invoice Valmont Site Pro 1 Invoice Number: 0234918-IN 15 Oser Avenue Invoice Date: 3/22/2013 Hauppauge,NY 11788 6312317660 Order Number: 0243810 Order Date 3/20/2013 Salesperson: CARR Customer Number: BPS9922 Sold To: Ship To: BPS LLC BPS LLC 13806 E 22nd Ln 13806 E 22nd Ln Spokane Valley,WA 99216-5107 John 509.448.5151 Spokane Valley,WA 99216-5107 Confirm To: John Barnett Customer P.O. Ship VIA F.O.B. Terms verbal UPS GROUND OR NO TERMS Item Code Unit Ordered Shipped Back Ordered Price Amount G34R-72 EACH 2 2 0 22.50 45.00 3/4"x 72"Galvanized Threaded Whse: 444 please cut in half for shipping G34NUT EACH 24 24 0 0.62 14.88 3/4"HDG Heavy 2H Hex Nut Whse: 444 G34FW EACH 10 10 0 0.33 3.30 3/4"HDG USS Flat Washer Whse: 444 CATALOG EACH 1 1 0 0.00 0.00 2011-12 Catalog Whse: 444 rtil 14 far /3 0 if 5 esu Net Invoice: 63.18 *THIS IS A DUPLICATE INVOICE* Less Discount: 0.00 Freight: 19.69 Sales Tax: 7.21 Invoice Total: 90.08 Tri States Rebar, Inc Contractor: GENERAL SALES Order No.: X2013 7208 E Indiana Avenue Project: C OD.- CASH Bar List No.: X2013-10 Spokane,WA 99212 Location: Bar List Date: 08/22/13 Ph (509)922-5901 Material For: BPS LLC Job No.: X2013 Fax(509)922-5924 Material: BLACK, GRADE 60 Drawing No.: Sheet No.: 1 of 1 Purchase Order: Ordered by: JOHN WIC or Delivery?: WILL CALL Mill Certs?: Phone: Date Requested: 04/05/13 Input by: JY Tag Color: WEIGHT SUMMARY(83 LBS) HEAVY BENT LIGHT BENT STRAIGHT TOTAL SIZE Qty Weight Qty Weight Qty Weight Qty Weight #3 16 45 16 45 #5 8 38 8 38 TOTALS 16 45 8 38 24 83 Longest bar is: size 5, Straight. 4-06 Stock Rebar lbs=0 Non-Stock Rebar lbs=83 QTY SIZE LENGTH MARK TYP A B C D E FIR G J 0 H K LB 8 #3 8-08 301 T1 0-04 2-00 2-00 2-00 2-00 0-04 26 8 #3 6-04 302 T1 0-04 1-05 1-05 1-05 1-05 0-04 19 V QTY SIZE LENGTH MARK LB QTY SIZE LENGTH MARK LB QTY SIZE LENGTH MARK LB 8 #5 4-06 38 -L. JOHN WILL CALL - RECEIVED BY DATE. _______ Report Printed Thursday, Aug. 22 2013 04 17 PM r---'N\ .d 1,1 (7. / ( ) t)- (.( rk FA-C— . < 3 . 7 )c 7 : . 9r 5A-- .:ii '-279 F ::/:i - a-. ,..,1-''�` I j ( y'' ascada steel rolling mills, inc. Po Box 68/ y 3200 Nont, H c away 99W 4i) MCM,anv,lle Oregor 97128.3339 503; 472-418' Per-land 222824 e,afax (503)434-5739 1M4iy 27. 1998 CERTIFICATE OF COMPLIANCE A. ,4. ,:arc or: Me Mill Test Roperb l cer;fy Ina: ar Ulf; *:lar ,.fa unng processes of Cascade Stec' Roiling Hills Inc oc ::rrr:C In:111 L.1,110.1Start ur Aol utua '1 Cur .e,r`cran4,` steel ,::,r,!crrs a AST'.1 A6t'M-96a, Grad-2. 4 60 or 15 or ASTM A706M-96b 3s illdi.,,1*,.! un lsJt :cpu.,s The S:eel 51`,hp: ,. .,1`ac :.omposeo4 ct t-a heats indicated on the Mill Test Repar. urv,' Is repa:ser,:ed by results of to neo on neat Ya"r(les tested n accordance 040 ASTM A815M-96a or ACTM A'oc-95c spec fi;.et or.1 for:urr.p, r9 chemical 3na,ysiy, phy .:4:I tc Ing and mcaaurirg The average a acing and height of defo'1rations ~ave been measure an1:t tcu^C to t!C ' accordance wan the :eCu,rcrmentr. or ASM ;1615M-65s 0ASTM A:'06 46e CHEMICAL REQUIREMENTS i ASTM A615M-96a ASTM A706M-96bI. jtlement Max °ii Grade 40 60 75 Carbon Wu n!a nla 0.30 !Manganese era nia n,a 1.50 1Phosporus 3.06 0.06 0.06 0.036 !Sulfur nla nra rva 0.043 ,,Silicon rt;a Na Na 0.50 Carbon Equcvaient Maximum n/a rva nla 0.56 TENSILE REOUIREMENTS ASTM A616M-96a ASTM A706M.9eb Grade 4a so 76 Tensile Strength, min, psi [MPa] 70000 [500] 90000 [620] 100000[690] 80000 (6so] •2 Yield Strength, min. psi [Mf`a] 40000 [300] 40000 [430] '16000 (1 0] 60000 (420] Yield Strength, mux, [MPa] ria r/a /a 75000 [5431 Elongation in 5 in. (203.2 mm], mlniIi `gar Number 3 [10] 11 a 14 ;Mar Numbers 4, 3(13, IE' 12 5 14 iBar Number 6 (19] 12 g 7 14 fiat NumDvrs `r, 6t'L'L, l5; 5 I I Z ]1 Bar Number* 9, 10, 11 (29'32. 36; 7 6 12 7 6 10 1 Bar Numbers , 18[43, 571 '1 Coi t,acatioas which 1:.; rich :-.diCated mace r 4rro-n:,S ar • rr a'cr 'r;;r.. stotet puro„hased cutslde the ,!n'te.: Stales. '2 ?ensile Strengtr shall not :3+ c•sS :man 1 25 'Ames actual grr'c 3tFiliqtr, EGr abelh A. Orloneto C'irec:c:r ...If G=.atity AM3LrC1cC :.zsca ,c: Ste,, Rotiirg Mills. Inc • Ziegler Lumber Company, # 009 07/06/13 17002 E. Sprague Orig Date Spokane Valley, WA 99037 Pg 1 / 1 ( 509) 922-1800 ***************** **** Cashier: 2 -Dan D. * ** REPRINT *** Inv#1009 438754 * ******************** Cust#1008078030 .:() 10 T . BARNETT, JOHN AddreF„;s13806 E . 22ND LANE Emp: Dan D . SPOKANE VALLEY WA 99216 (509) 448 - 5151 em Extended ioded Qty Description Unit Price Total 80 PREMIX CONCRETE 60LB 452008 EACH 2 . 9000 232 . 00 CEMENT PALLET 454040 EACH 20 . 0000 40 . 00 1 DELIVERY FEE 001002 EACH 75 . 0000 75 . 00 VIE;a/MC 7712 Sub total $ 347 . 00 131', 7712 : 371 . 19 377 . 19,0 . 00 8 . 70% :WA-DEL, tax $ 30 . 19 DL : VEP TO: 13806 E 22ND LN Non- tax $ 0 . 00 SPOKANE VALLEY, WA 99216 Total 317 . 19 wt , : 1880# *** -REPRINT- * -REPRINT- * -REPRINT- * - 0 /06/ 13 10 : 18 : 14 >Sale/Visa/MC 7712 * REPRINTED: 08/22/13 15 : 41 : 05 * NO RETURNS RETURNS WITHOUT RECEIPT AND DRIVER' S LICENSE Pg 1 of 1 NO RETURNS AFTER 30 DAYS . NO RETURNS ON SPECIAL ORDERS ANY TIME! ! ! #438154 A C") 114 are 6a", /' 3 Y., 3 V. iyz 6 e jed 0 1 oe''' No 11 ,.. _... _ :. .,.. ..r,„„ . ..., .. Structural Analysis Report 1 fft - -27 jel ; :41 4 ,•*, .'J -9 Structural Analysis: Self-Supporting Pole Crank-Up Tower Tower Model: MA40 0, Design Code:IBC 2006 (T1A-222-F1 VII -,4 Basic Wind Velocity: 90 mph 3 second gust Exposure: C Ice: None it Loads shown for an Effective Tower Height of 23 ft ...,,, ,-*,- Max.Allowable Antenna Wind Load (lbs): 75 Max.Allowable Antenna Weight(Ws): 65 Max.Allowable Antenna Wind Area (sq. ft.): 3.0 ,I Note:The maximum antenna values shown above include the 01 tIantenna,rotator,and any other items placed at the top of the tower. For purposes of these calculations the antenna was placed 1 ft.above the top of the tower. o'l —„, '• t. ., , ' :;,, - , ,.,._: il ' , ” • •;`-----Le-^ -'''''"N /,./ %., «, . ,•„— , •,-,6``,71, «1 i- Date Prepared: 3/2/2010 Sheet 1 of Prepared By: Remigio Fernandez-Garcia, P.E. 1099 W. Ropes Ave-Woodialce,CA 93285-Ph: 559-564-6000 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION - '. -40 TOWER ELEVATION :;,-,, rt-t,, , ,<,1T OD Tube Mast. See cover sheet for max. allowable ------ antenna wind load and area @ 1 FT. 2 above top of tower. I 1 —J i J 1 b o CO AX n�BLE DIA.III 1 MAX. QUANTITY I <0 >< , Q ',., 1 7/8" 1 Lu , m 16' l w Q I v 1 40' 4tt' J THIS DOCUMENTCONTAINS'ROPRIEIARY' b l INFORMATION AND SHALL NOT BE USED N I OR REPRODUCED OR ITS CONTENTS DISCLOSED,IN WHO`E OR IN PART, I WITHOUT THE PRIOR WRITTEN CONSENT X j OF US TOWER CORPORATION._ 0 18' Q fV NT LUm 0 1 1 O ', w 1 1 4' � L MAB/MARB 40 Base O Optional. T'-9' U ' —_.._ I Ground Level 1 I Ze Elevation View No Scale w i `" General Notes Tower Model: MA40 1. All work shall be in conformance with the requirements of the "International Building Code -2006"and "Structural Standards for Steel Antenna Towers and Antenna Supporting Structures TIA/EIA-222-F", by the Telecommunications Industry Association. 2. The 2006 International Building Code requires the use TIA/EIA-222-F for tower design. TIA/EIA requires the use of the American Institute of Steel Construction, ASD Specification for Structural Steel Buildings, June 1, 1989. (AISC 9th Edition). Consequently, all steel design was performed using the AISC 9th Ed. 3. All concrete shall have a minimum compressive strength of 2500 psi at 28 days unless noted otherwise. All concrete shall conform to the requirements of the International Building Code and referenced edition of ACI 318. Slump shall not exceed 4-1/2 inches. 4. Reinforcing steel shall be intermediate grade deformed bars conforming to ASTM A-615. No. 4 bars and smaller shall be Grade 40, No. 5 bars and larger shall be Grade 60. All reinforcing details, placement etc. shall conform to the requirements of the International Building Code and ACI 318. No welding allowed. 5. All reinforcing steel, anchor bolts, dowels and other inserts etc. shall be securely anchored in place, in the required positions, prior to pouring concrete. 6. Steel fabrication and erection shall conform to the requirements of the AISC Manual of Steel Construction and the Electronic Industries Association (as referenced in note 1 &2 above). 7.All welding shall be performed by AWS certified welders for each type of weld used. (Using the GMAW (spray arc)welding process with ER70S-6 welding wire. 8. All tower section lift cables &guy cables shall be 7 x 19 Aircraft cable with the following minimum strengths: Cable diameter(in) Minimum Strength (ibs) 3/16 4200 1/4 7000 5/16 9800 3/8 14400 7/16 17600 1/2 22800 9. This tower analysis is based the antenna being installed at a height of one foot above the top of the tower. The wind load of the antenna(s)shall not exceed the load shown in these calculations. The Owner of the tower shall assume full liability for verification of the antenna loading. 10. This tower is designed to be used in its fully extended position. 11. The design of the hoist system is not with in the scope of these calculations and shall be designed by others. 12.This tower has not been designed to meet any twist or sway criteria. 13. The Owner shall verify that the quantity and size of waveguide/Coax cables match the values used in these calculations. 14.The engineering and design of the antennas are not with-in the scope of these calculations. 15. Installations on hills, escarpments and other special wind areas is not with-in the scope of these calcuations. 16. US Tower Corp. recommends that the installation of this tower and its foundation be performed by a Professional, licensed Contractor with experience installing these types of structures. 17.The Contractor is responsible for conducting all construction in accordance with all Federal, State, OSHA, and Local laws and ordinances. The Contractor is also responsible for checking the site for underground facilities prior to the start of work. Page 3 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION 11 General Notes Tower Model: MA4Q 18. US Tower Corp. and it's Engineers shall not be responsible for errors and omissions in the project not in conformance with these calculations and the Codes and Standards referenced here-in. 19. US Tower Corp. and it's Engineers accept no responsibility for field inspection during construction nor for the method of construction. 20.The Owner shall assume full responsibility& liability for the periodic inspection of all tower section lift cables&guy cables. Any cable with any sign of distress or excessive stretch shall be replaced immediately. 21.The information contained in these calculations is the property of US Tower Corp. and shall only be used to obtain an installation permit. Any other use shall be authorized by US Tower in writing prior to utilizing the information contained herein. 22.The wind pressure has been reduced by 25% to accommodate for the exposure B, as the Wind pressure calculations per TIA/EIA-222-F, only consider exposure C. Page 4 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION Code & Material Specifications Tower Model: MA40 Governing Codes, Stresses, and Materials (Min.) International Building Code 2006 Edition (Occ. Cat. II) TIA-222-F AISC Specification for Steel Bldgs AISC ASD 9th Edition ACI 318 2005 Edition Wind Loading Basic Wind Speed Governed by the TIA/EIA standard 90 mph, 3 second gust 76 mph Fastest Mile (Exposure B Terrain) Structural Steel ASTM A36 (All plates, bars, angles) (F-y=36 ksi) (Min. F-y for plates -42 ksi) Structural Pipe ASTM A53 Gd. B,A500 Gd. B (F-y=50 ksi for tower legs) Structural Tubing (HSS) ASTM A500 Gd. B (F-y=46 ksi) Welding AWS D1.1-04 GMAW w/ ER70S-6 wire Hot-Dip Galvanizing ASTM A123 Hardware ASTM A153 Bolts: Tower&Accessories ASTM A325 Reinforced Concrete 2500 psi strength @ 28 days Reinforcing Steel ASTM A615 Gd. 40 for#4&smaller dia. Gd. 60 for$5& larger dia. Anchor Rods ASTM A-36 or ASTM F1554 Gr.36 Foundation &Soils 1500 psf Bearing (TL=DL+LL) Lateral Bearing Pressure 100 psflft of depth Page 5 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION te: al �� Tower Section Properties ''',,,,,,v wog' Tower Model: ',11A.f.,'(0 Structure Classification: i Gh(Poles)= Wind Speed is Fastest Mile Speed Wind velocity(mph): 76 Tower Height(ft): Equivalent to 90 mph for 3 second gust Exposure: Topo Category: Per EIA-222-F(IBC2006/CBC2006) Section Name _.1 '. . E Section length(ft): " _ Ti Top lap length(ft): Bot lap length(ft): Tube shape: 1=round,2=sq.,3=16 side Tube O.D. : ,. ,a i l o .,. I (Note: OD=face width of square tubes,outside point to point of 16 sided polygons. Wall thk'ness: , 42, .E '- r, ). :;' a ..€ .. '.: Tube I.D.: 2.76 4.26 6.36 7.73 9.73 11.73 13.73 15.73 Tube F-y:(Steel only) ,o,„ w1)0:€ zE -I2. ,.' �:, ,o C: C:(Is aspect ratio for sq.tubes) 19.0 28.5 42.0 50.7 63.3 76.0 88.7 101.3 C-f,force coefficient: 1.20 1.20 1.01 0.79 0.59 0.59 0.59 0.59 Linear Appurtenances: Co-ax Cable dia.(in): = Lift Cable dia.(in): ,i. a` Cable wt(lb/ft): Cable wt. (lb/ft): No. of Cables: No. of Cables: Projected Area: Tube (s.f.l ft.): 0.300 0.450 0.558 0,527 0.493 0.590 0.688 0.787 Co-ax cable(s.f./ft.): 0.088 0.088 0.088 0.088 0.088 0.088 0.088 0.088 Lift cable(sq. ft./ft.): 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 Tot.Unif. PA(sq.ft./ft.): 0.406 0.556 0.664 0.633 0.599 0.696 0.795 0.893 Appurtenance @ top of Section: (Includes top caps&other items, coax arms not included since R-a<0.1) Width(in): ', Height(in): C-f,force coefficient(Tbl.2-8) ' Conc.PA @ top(sq. ft.): 0.058 0.042 0.057 0.068 0.084 0.102 0.121 0.141 Weight: Top cap: -.; a°°a Tube: 94 113 188 227 285 343 401 459 Bot.anchor: Lift cable&standoff: _ 5 Misc.: 11 13 21 25 32 38 45 52 Total weight: 120 141 232 280 349 421 496 570 To Mounted Equipment:(Antenna etc.) Antenna/Camera Area(sq.ft.): Antenna Mast Area(sq.ft.): Shape(1=round; 2=flat): Shape(1=round, 2=flat): C-f: C-f: Concentrated PA(sq.ft.) 3 Concentrated PA(sq.ft.) 0.80 Weight(lbs): Weight(lbs): Page 6 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART,WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION . . . �. *����~ � � Tower Loading ��6��� Nca�tt, tak Tower Model: MA40 ."; . Tower Loadlnq,Shear&Moments: Design per EIA-222-F Wind velocity(mph): 76 Exposure Category: C Gust Factor: 1.08 q-z(psf): 14.79 Torsion(ft-lbs): cu � Towe Projected Ano�uAnalysisz Ka w��m 8heShearLap Skea MomentP-Delta Total Total SectionArea height(ft) height(ft) p(|un) (lbs) (lbs) (ft-lbs) Moment Moment Shear Antenna 3.000 � 24 1.000 75.0 75 75 7 82 Mast 0.804 oa 24 1.000 201 95 95 10 105 Top 0.058 , 23 1.000 1 5 97 95 10 105 MA3 0.400 22.5 1.000 10.2 107 54 197 20 216 161 Top 0.042 ua 22 1.000 11 108 197 20 216 MA4.5 0.556 � 14 1.000 13.9 330 0 3700 370 4070 330 To- OV57 a 0 1.000 0.0 0 3700 --'--370 4070 MA6.625 0.664 m 0 1.000 0.0 o 0 0 0 0 0 Top 0O08 e 0 1,000 0.0 0 0 0 0 MA8 0633 0 1.000 0.0 0 0 0 0 0 0 Top 0.084 0 1.000 0.0 O 0 0 0 0 0 0 0 0 MA1O O599 m 0 1.000 0.0 0 Top 0.102 8 0 1.000 0.0 0 0 0 0 MA12 0690 z 0 1V00 0.0 0 0 0 0 0 0 Top 0.121 0 1.000 OO 0 0 0 0 0 0 0 O 0 MA14 0.7950 0 1.000 0.0 0 Top O141 o 0 1.000 Oo 0 0 o 0 MA16 0.893 u 0 1.000 0.0 0 0 0 0 0 0 Loads at Base Overturning Moment (ft-lbs)= 6301 Torsion: 0 O (ft-lbs) Shear(|Ua)= 414 Mast Weigh (lbs)= 344 Tower Section Weights: Section Weight Lift cable (lbs) force(lbs) Antenna 65 Mast 10 Co-ax 7 MA3 120 oo� MA4.5 141 4om MA6.625 0 w MA8 0 o MA1O 0 w MA12 0 � MA14 0 MA16 0 a Page 7 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART,WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION i Lift Cable Analysis ig Pte, ..:71 Tower Model: MA40 Note: All units are in pounds. Tower Data: No. of twr. sections: Tower Section Vert. Component Antenna weight(lb): 65 Section: Wt. (lb): of Guy Cables(lb): Ant. mount wt. (Ib): 10 MA3 120 Accessories wt. (lb): MA4.5 141 Coax cable wt. (Ib): 7 MA6.625 0 MA8 0 MA10 0 0 0 Pulley Frame-Tower Section: MA3 F-v: 82 (Force on Section 3) Pulley Frame-Tower Section: MA4.5 Pulley Frame-Tower Section: MA10 Cable dia(in): Cable dia(in): =� Cable MBS: Cable MBS: No. of faces w/cable: No. of faces w/cable: Sum F-v: 405 (Force on Section) Bottom locked out? 1=y. 2=no: CF-tot: 202 (At Anchor in above section) Sum F-v: 1577 (Force on Section) CF-face: 202 (At Anchor in above section) CF-tot: 1234 (At Anchor in above section) Cable Safety Factor: 20.76 CF-face: 308 (At Anchor in above section) Cable Safety Factor: 22.70 Pulley Frame-Tower Section: MA6.625 Cable dia (in): Pulley Frame-Tower Section: 0 Cable MBS: Cable dia (in): No. of faces w/cable: Cable MBS: Bottom locked out? 1=y, 2=n: No. of faces w/cable: Sum F-v: 890 (Force on Section) Sum F-v: 738 (Force on Section) CF-tot: 546 (At Anchor in above section) CF-tot: 394 (At Anchor in above section) CF-face: 546 (At Anchor in above section) CF-face: 394 (At Anchor in above section) Cable Safety Factor: 7.69 Cable Safety Factor: 17.75 Pulley Frame-Tower Section: MA8 Cable dia (in): 1 . Cable MBS: No. of faces w/cable: Sum F-v: 1234 (Force on Section) CF-tot: 890 (At Anchor in above section) CF-face: 890 (At Anchor in above section) Cable Safety Factor: 4.72 Page 8 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION Tower Section Analysis a ' „. .'6,,,-iy:: -.4- ,„„0...",. , Tower Model: MA40 w Round & Square Sections (Steel) Note: All units are in inches and lbs unless noted otherwise. Modulus of Elasticity: Design Thickness Modifier: Section MA3 MA4.5 MA6.625 MA8 MA10 MA12 MA14 MA16 Tube Shape: Square Round Round Round Round Round Round Round Tube OD: 3 4.5 6.625 8 10 12 14 16 Tube Design.Thkn's: 0.112 0.112 0.126 0.126 0.126 0.126 0.126 0.126 Tube Spec, Thkn's: 0.120 0.120 0.135 0.135 0.135 0.135 0.135 0.135 Tube ID: 2.777 4.277 6.374 7.749 9.749 11.749 13.749 15.749 Tube Area: 1.29 1.54 2.56 3.11 3.89 4.68 5.47 6.26 Tube I (in^4): 1.796 3.706 13.541 24.079 47.477 82.559 131.691 197.241 Tube S (in^3): 1.197 1.647 4.088 6.020 9.495 13.760 18.813 24.655 Tube r: 1.180 1.552 2.298 2.784 3.491 4.198 4.906 5.613 Tube Z 0111'3): 1.397 2.150 5.304 7.786 12.242 17.704 24.169 31.639 Tube J (in^4): 3.591 7.412 27.083 48.159 94.954 165.117 263.382 394.481 Tube F-y(psi): 42000 42000 42000 42000 42000 42000 42000 42000 Design Length(ft): 16 20 20 20 20 20 20 20 Forces: (Includes P-delta moments) Dead Ld. (P): 202 405 0 0 0 0 0 0 Shear(V): 161 330 0 0 0 0 0 0 Torsion Mom (T)ft-lb: 0 0 0 0 0 0 0 0 Moment(M)ft-Ib: 216 4070 0 0 0 0 0 0 Tube D/t: 23.9 40.3 52.8 63.7 79.6 95.6 111.5 127.4 Note: D/t shall not exceed 400 Axial Strength K: fa (psi): 157 263 0 0 0 0 0 0 Fa(psi): 1706 1888 4140 6077 9555 13817 18863 24692 Flexural Strength fb(psi): 2169 29648 0 0 0 0 0 0 Fb (psi): 36960 36960 36960 36960 36960 36960 36960 36960 Shear Strength fv(psi): 125 215 0 0 0 0 0 0 fvt(psi): 0 0 0 0 0 0 0 0 Fv(psi): 22400 22400 22400 22400 22400 22400 22400 22400 Tube CSI: 0.15 0.94 0.00 0.00 0.00 0.00 0.00 0.00 MA3 MA4.5 MA6.625 MA8 MA10 MA12 MA14 1MMA16 Page 9 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION i ft.tk Base Connection: MA40 %° �" MARB/MAB i Loads at Top of Support Tower Tube dia. (in): Shear(Ibs): 330 Ecc. c.l. tower tube Mast Weight(Ibs): 344 to c.l. base pipe (in): Moment(lbs.ft) 4070 Distance between top (@ top of base support) &bot. brackets (ft): Reaction @ top bracket (Ibs): 1467 Reaction @ bot. bracket(Ibs): -807 Distance to top Shear @+0 ft(Ibs): 414 bracket(ft): Mom. @ +0 ft(lbs.ft): 6301 F-y(psi): Base Support Pipe: Round = 1, Square=2 Description: Pipe 4"XS KI/r: 95.4 Weld to base plate: O.D. (in): C-c: 126.1 S-x (in2): 18.67 t(in): F-a (psi): 18070 L-w(in): 15.32 Area (in2): 3.17 f-a (psi): 108 Weld t(in): I (in4): 7.23 D/t: 19.0 f-v(lb/in): 27 S (in3): 3.21 F-b (psi): 31680 f-b(lb/in): 4051 r(in): 1.51 f-b (psi): 23521 F-w(lb/in) 7425 CSI: 0.75 CSI: 0.55 Top Bracket: Distance between Bolts A307 tubes (in): 3.625 Diameter(in) Plate thk(in): fv(Ib/in2)= 1868 Plate width (in): Fv(Ib/in2)= 18000 Weld t(in): Plate to Base Pipe CSI: 0.10 Plate Compression: Plate bending: Weld to pipe: L(in): 5.88 M (in-Ib): 4070 f-b(lb/in): 512 r(in): 0.144 Plate S-x(in3): 1.930 f-v(lb/in): 208 KI/r: 81.4 f-b (psi): 2109 f-w(lb/in): 552 F-a (psi): 30045 F-b (psi): 21600 F-w(lb/in): 3712 f-a (psi): 152 CSI: 0.10 CSI: 0.15 CSI: 0.01 Ring width(in): Ring Shear(Single) Ring thk. (in): f-v(Ibs): 1467 Area (in2) 1.000 F-v (lbs): 24000 f-t(psi) 733 CSI: 0.06 F-t(psi): 36000 CSI: 0.02 Page 10 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION • Base Connection: MA40 f Loads at Top of Support Tower Tube dia. (in): Shear(lbs): 330 Ecc. c.l. tower tube Mast Weight(lbs): 344 to c.l. base pipe(in): Moment(lbs.ft) 4070 Distance between top (@ top of base support) & bot. brackets (ft): Reaction @ top bracket(lbs): 1467 Reaction © bot. bracket (lbs): -807 Distance to top Shear @ +0 ft(lbs): 414 bracket(ft): Mom. @ +0 ft(lbs.ft): 6301 F-y(psi): Bottom Bracket: Description: 2 L4"x4"x1/2" f-b(psi): 511 Weld to Support B= H (in) = F-b(psi): 36000 S-x(in2): 11.00 t(in): D/t: 8.0 L-w(in): 9.50 Area (in2): 7.50 C-c: 126 Weld t(in): lx(in4): 11.10 KI/r: 13 f-v(lb/in): 85 Sx(in3): 3.95 f-a(psi): 108 f-b(lb/in): 254 rx (in): 1.22 F-a(psi): 2272 F-w(lb/in) 3712 CSI: 0.06 CSI: 0.07 Description: C4"x2"x1/2" f-b (psi): 407 Weld to Support Pipe B (in) = F-b(psi): 1500 S-x(in2): 4.46 H (in)= f-v (psi): 170 L-w(in) 8.64 t(in)= _.: F-v(psi): 1125 Weld t(in): Area (in2): 4.75 CSI: 0.42 f-v (lb/in): 93 lx(in4): 13.72 f-b (lb/in): 627 Sx(in3): 6.86 F-w(Ib/in) 3712 rx(in): 1.70 CSI: 0.17 Base Plate: Plate square (in): Concrete f-c' (psi): Plate thk. (in): F-p (psi): 2833 Bolt edge dist. (in): f-p max (psi) 1224 B (in): 8.00 f-p min (psi) -1138 N' (in): 5.50 f-per(psi) 50 A' (in): 2.75 Critical section (in): 2.20 Mom. (in-lb): 2015 S-x(in3): 0.094 f-b (psi): 21497 F-b (psi): 36000 CSI: 0.60 Page 11 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION Anchor Bolt Anchorage I VIZ 77: gi Tower Model: MA40 ACI 318-05 App.D Tension Anchorage Calculations-Cast in Place Straight DAnecho�v2olo All units are pounds and inches unless noted otherwise. Anchorage Description: '. Embedment: nt:(psi): s this or a moderate orlu High seismic loads? Seismic aa Factored Req'd Tens.Load(Ib): (LRFD value) Pmbedment F: AND do the loads include se;wnuc (Yes-0.75,No=1.0) RCI 6.3.3 doesn't require this if loads don't include seismic. h-et: 10.17 If embedment x 1.5 is>3 of the edge distances then use h-ef=the largest of the 3 edge distances/1.5 App.0 Section 05.2.3. Ed e Distances: Concrete Breakout Input:(Tension> No.of Anchorsnca,: _., A-Nco: 930.3 Projected breakout area of single anchor No.of n: c-at: Anchor dia: c-a2: A-Nc: 930.3 Prod d breakout ares of anchor group(For a single anchor use A-Nco value) No.of threads f in: 10 c-a3: (If have more than two anchors need to hand input A-Nc) Anchor f-y(psi): c-a4: ecc: Eccentricity of tension load-anchor groups only Anchor f-u(psi): AdjF c,N:1.000 (ACI 05.2 4)for anchor groups loaded eccentrically AdjF ed.N:1.150 (ACI 05.2.5)for edge effects phi: AdlF-c,N (ACI D5.2.6)Assumed cracked at service load levels phi=0.65 if material used is not ductile Can use 1.25 if is untracked phi. Use 0.75 if supplemental reinforcement is provided Steel Strength of Anchor in Tension(ACI 05.1) Use 0.70 is supplemental reinforcement is not provided A-se: 0.334 Effective anchor area(in^2) Concrete Pullout Input A-head; Area of anchor bolt head(Input 0 if plate washer is used) N-sa: 19399 Concrete Breakout Strength of Anchor in Tension(ACI 05.2) Plate w. Width of plate washer at embed end of anchor Plate L. .: Length of plate washer at embed end of anchor N-b: 38173 ACI D52.2 Plate 0.911 Area of plate washer minus rod area N-cb: 54873 (Plate thkn's must be>=0.5'bolt dia.) AdIF-c,P. i Assumed cracked at service load levels Can used 1.4 if is uncracked phi: Use 0.75 if supplemental reinforcement is provided Anchor Pullout Strength(ACh 135.3) Use 0.70 is supplemental reinforcementis not provided Side Face Blowout Input N-p. 18220 Spac.ng Min distance between multiple anchors(input 0 for one anchor) N-pn: 25508 c2: . edge distance perp.to c-min. Concrete Side-Face Blowout,Tension c min: 15.25 Min.edge distance considering all fasteners N-sb: 58222 Note:If Cal is>0.411-ef then blowout does AdjF2: 1.000 Factor for.500 Factor for multiple anchors t c-min<le anchor if c2< r.4(h et) not occur. and anchor spacing is<6(c-min) Anch Design Strength-LRFD phi_ Use 0.75 if supplemental reinforcemerrt is provided Bre14549Use 0.70 is supptenental reinforcement is not provided Breakout 38411 Pullout: 17856 Blowout: 40756 LRFD Design Strength: 14549 Lbs (Note:If supplemental reinforcement is provided then the concrete ASD Design Strength: 10392 Lbs strength limit does not apply,App.0 0.4.2.1) Design Controlled By: Steel Tension Min.center to center of anchor spacing(in): 3 ACI D.8.1 MM.edge distance is same as min.cover per ACI 7.7. Notes: 1.For normal weight concrete only. 2.Anchors shall be either a headed bolt or have nuts and a bearing plate at the embed end as indicated above. 3 ACI Section 0.5.2.3 is rot included in this spreadsheet. (i.e.End of wall applications are not covered.) 4 If the design is controlled by concrete failure(i.e.non-ductile failure)then the Design Strengths controlled by concrete must be at least 2.5 times the factored forces transmitted by the attachment. (2006 IBC 1908.1 16) Alternatively,the steel anchor"or the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of the anchors"determined above. Ii"Steel Tension"controlled above thea the connection is considered ductile and no further adjustments etc.are required. (Also see note 6.) 5 Any supplemental reinforcing shall have f-y=60.000 psi min. 6 Per ACI 0.3.3 if anchor design does net include seismic loads then the design does not have to be controlled by steel ductility. Page 11 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED,IN WHOLE OR IN PART,WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION Foundation Design MA40 `7Rs Tower Reactions: Foundation Design Reactions: Moment(ft-lbs): Moment(ft-lbs): 8477 Shear(lbs): Shear(lbs): 429 Mast Weight(lbs): Mast Weight(lbs): 447 Modification Factor: (Req'd by EIA-F 3.1.16.1) Concrete f-c' (psi): Base Plate(in): Distance from ground Soil Design Parameters: to top of concrete(ft): Allow. Lateral bearing (psf/ft): Square ft'g width (ft): Allow. Soil bearing (psf): Footing depth (ft): Design is for non-constained condition per IBC reqmt's. H (ft): 19.75 Allow. bearing (psf): 2550 Increased 20%for ea. S-1: 300 Act. bearing (psf): 713 ft. of depth (Increased S1 by 2x per IBC 1804.3.1 for isolated footing not adversely affected by 1/2"motion at ground surface.) A: 0.789 Depth req'd (ft): 4.5 Max. Moment in Footing(ft-lbs): 9786 Check concrete tensile stress: (neglect outer 2"of footing) S-x(inA3): 5461 f-t(psi): 34 CSI is< 1.0 therefore reinforcing is not req'd. Use F-t(psi): 138 minimal reinforcing. CSI: 0.25 rho: A-s req'd (sq. in.): 2.33 Rebar dia (in): No. of bars provided: A-s provided (sq. in.): 2.45 OK Anchor Bolt Anchorage Design Load: Anchorage Tension Design Force(lbs): 11977 (LRFD level force) (See Anchor Bolt Anchorage page for anchorage design) Summary: Use foundation 3 ft. square by 4.5 ft. deep(below undisturbed soil). Reinforce foundation with 8#5 vertical bars (total)with#3 ties at 12"on center, and 3 ties in the top 5". Use 1 vertical bar at each corner and 1 at the center of each face of the foundation. Use 3/4"dia. ASTM A-36 or ASTM F1554 Gr.36 galvanized anchor bolts, 27" long. Total of 4 anchor rods,one at each corner of the base plate with a minimum embedment of 21". Use heavy hex nut Page 13 THIS DOCUMENT CONTAINS PROPIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION THIS DOCUMENT CONTAINS PROPR ETAR" pp��RR pp TT pp���� INFORM.AT ON AND SHALL NOT BE USED MA-40 FOUNDATION LAf''!1 I®iV C SR CLO ED IN WPRODUCED OL TOS R IN ART, WITHOUT THE PRIOR WRITTEN CONSENT ;, .,, va,a ,, ;,, OF US TOWER CORPORATION. V; "a247M1 % ` ` 1 Foundation has been designed to accommodate the following loads: O 8 - #5 Vertical Bars Overturning Moment = 8.48 ft - kips (1 bar @ corners & center) Base Shear = 0.43 kips Structure Weight = 0.45 kips 02 #3 Ties . @ 12" O.C. (max) ,� Soil and Concrete Design Parameters. 0 3 in To• 5" ,�, Allowable Foundation Pressure 1500 psf 11,.. A 3 (Increases based on depth) Lateral Bearing Pressure 100 psf/ft I (Increases based on depth) 3' 1 Concrete fc'= 2500 psi min. @ 28 days. 3/4" 0 x 27" ASTM A36 headed anchor bolt, Plan View - Reinforcing Na Scale (4 total), w/21" min. embedment. - 3' Sgr. i i' I \6" AB Proj. L Heavy 5" 4 ° 6" Max. Hex Nut ( (Typ) Anchor Bolt I -21' Apply corrosion protection 1� 8 #5 6"- AB Proj. coat (by owner) Vertical Bars 1" Base Plate bCLR • - -- - Max. Grout beneath © #3 Ties (Typ) base plate after I tower is installed. @ 12" O.C. 4' 6" IN l i gg gi . 0 3inTop 5" - Ara "" ��' Heavy Hex Undisturbed Leveling Nut Soil Grouting Detail (Typ) hxtreme care should be taken to 9 i X) I ► assure that all leveling nuts are i om< level with respect to each other 3" CLR prior to installation of tower. (min) Elevation View Note: If leveling nuts are not used, grout is not required, Na Scale and reduce AB projection to 4". Reinforcement Material List a ' ISym Type! Bar Dimensions b c 10db Qty ize a Type A 0 A #5 4' - 6" * 1 --- --- --- 8 4 C 0 B #3 2' - 0" * 2' - 0" * 2" 3.75" 8 a litC a B #3 1'-5" K 1'-5" x 2" 3.75" 8 10db M = Nominal dimension Type 11 H S DOCUMENT CON-AINS PROPRIETARY i INFORMATION AND SHALL NOT BE USED • ' '' ''• /� A j� FOUNDATION p CR REPRODUCED OR;TS CONTENTS MA-40 FOUNDATION DISCLOSED,D,IN WHOLEDOR ^21NPART, .�, , w T-iOUT TI IE PRIOR WRIT Ek:CONSENT OE US"OWER CORPORATION, . ..,r 5I 3/4" X 27" Long A11C[1F0.$1lt(TYP. OF 4) 1 See„previous sheet. I EQ (L • y EQ ° t 5 1/2” , ..� - Q ti REF. A ti...,.,, .. rwh t` EQ EQ �., 36" SQ X 4'-6" DP. '—, EQ EQ - -° EQ FTG • .. ,; _.a. 5 1/2" ..._ REF. 40 Plan View - Anchor Bolt Layout No Scale °"'RE dimensions are provided for reference only. Use the tower base plate assembly to 11Dcate anchor bolts. FOundation Notes: 1. All concrete shall have a minimum compressive strength of 2500 psi at 28 days unless noted otherwise. All concrete shall conform to the requirements of the International Building Code and the referenced edition of ACI 318. Slump shall not exceed 4-1/2 inches. 2. Reinforcing steel shall be intermediate grade deformed bars conforming to ASTM A-615. No. 4 bars and smaller shall be Grade 40, No. 5 bars and larger shall be Grade 60. All reinforcing details, placement etc. shall conform to the requirements of the International Building Code and ACI 318. No welding allowed. 3. All reinforcing steel, anchor bolts, dowels and other inserts etc. shall be securely anchored in place, in the required positions, prior to pouring concrete. 4. The owner is responsible for verifying the soil at the site provides a minimum safety factor of 2.0 for the soil parameters used for this design. 5. The allowable lateral soil bearing value was doubled as allowed per 2006 IBC section 1805.1 for isolated foundations not adversely affected by a 0.5"motion at the ground surface due to short term lateral loads. 6. The foundation design does not consider the effects of ground water. 7. The contractor is responsible for safe excavations in accordance with all Federal &Local laws and ordinances and 8AIJA requirements. h`e contriictor iviceempnsible for the correct placement of all anchor bolts. US Tower recommends that the anchor bolts be placed using thiitower base plate assembly provided with the tower. (The base plate assembly can be provided before the tower if desired.) 9. The foundation shall be one continuous pour such that cold joints do not develop. The contractor is responsible for verifying adequate concrete coverage is provided for all reinforcement to avoid the potential for rebar corrosion. Concrete shall be consolidated using vibratory methods. 10.The top of the footing shall be troweled level and smooth (or have a broom finish if preferred) in the area of the tower. Water shall be directed away from the tower base and anchor bolts outside of the tower area. 11. See General Notes sheet (earlier in calcs)for additional information & requirements. r' 9 9, CP FILE REVIEW FOR C'AIPUANCE SPO.". C VAL L EY P 11 IkS DIVISION 4,3 ,1 *- ,,, 13806 E. 22nd Lane ' `45271.3810 r x .R ..+.wry . ." $ R 1 �� • q. ...�-. :+tom �' a s S4:4 � " w Ya at , ° « 4b :1$5;*$44::11.!'',,,:+11-.':1'r.:;1414*. A F �- wa i: �.ea 17 -" I t ... + P'I b > .y �... as 45271.3808 k I �# 45. 271.3807 Ean y 45271.3806 r S... asp ti ".'-'7' ,. .?*}xb, t.. . vs i i 44 1 ry . y ' # j �" a ' +" ' '' X74 • "'.r 1 i $�... & (rt w -g. ._ '-- 45271.3703 $ 45271.370 • 4 1..z: 1.3705 :_ + ' ' PLANNING DEPT. APPRSVED 41.520.75 41.5 Feet 0 This map is a user generated static output from an Internet mapping site and is for reference only.Data layers that appear on this map may or may not be accurate,current,or oth4e?YeAu\e"1164/ 4141111111"... reliable. DATE: 2 t ^S 1_13___