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Specifications 4 �� 1b928 Woodinville Redmond Rd NE,Suite 210 Phone:(425) ' ly CORN•SIRS1F rSU 16928 Woodinville-Redmond WA 9$072 (206) ;t .�� "°" E N O I N E E R I N C3, I N c, Email:cei @cornerstone engr.cnm Fax:(425}487-173 Web:www.cornerstone-engr.com f tr�n ..Tfltit.ir.Jnn�. suzvc► 11 03 Ito OPro %Di 410 VISION , ... Structural calculations For P .' ,'• .. •• • - .; . ' - `on of Telecommunications State of Oregon Structural Specialty Coq u i men t El Co crete and Reinforcing Steel CITY OF TIGARD Approved....l.I ...........[tam Bolts Installed in Concrete Conditionally Approved..........„..[ ] ❑ Special Moment-Resisting Concrete Frame See Letter to: Follow [ ] Aached ...... ] ❑ Reinforcing Steel&Prestressing Steel Tendons Permit Number.% �� Z`Ale Itl; ❑ structural welding` f Add.- s• . `��_ W ID Hlgh-Strenght Bolting ] By: il� Date: Z ❑ Structural Masonry Approved plans ❑ Reinforced Gypsum Concrete shall be on job site. ❑ Insulating Concrete Fill 1:3 Spray Applied Fire-Resis etlPigg an$__mm B: Sout iwest Hail and Durham ED Pilings,Drilled Piers and Caissons Site Number: l�Od'� � ❑ Shotcrete 85th OFFICE COPY 16580 Sottthwest 85 Avenue ❑ Special Grading, Excavation and Filling Tiga d, OR 97224 Was n ton Count ❑ Smoke-Control Systems g County ❑ Other Inspections F c4�'' O 1� 4 ` i 74538PS `tr ir � - G ' OREGON , qtr 9,7 4 Prepared By: Joye M. Moore, ELT. " Q Et t�r� Cx+- Checked By: Mark W. Olson, P.E. r Prepared Date: June 15, 2012 ix>nl�annN parr: 121 54)4-- t CEI Project No.: 12-06251 Comprehensive Design Solutions for Your Project Success! Project: P001263A Southwest Hall and Durham Date: June 15,2012 Client: T-Mobile Prepared By: J.Moore CEI No.: 12-06251 Page I. Project Description The scope of work for this project is to provide structural analysis for the proposed T-Mobile telecommunications equipment installation on the rooftop of an existing building located at 16580 Southwest 85th Avenue in Tigard, Washington County, Oregon. This is a three sector site with(2) antennas at each sector. The proposed project is for the removal of(1)existing antenna per sector and the addition of(2) new antennas per sector, for a total of(6)new antennas, and (9)total antennas. The proposed antennas will be mounted on the roof of the building and connected to the building's concrete parapet wall at the interior side through the existing steel masts. The project also consists of the addition of(9) RRU units, (4) COVP units and (3) Hybrid Cables. Of the(4)COVP units, (3)are to be near antennas, and(1) is to be near the site support equipment. The structural design and analysis of the proposed T-Mobile installation is for the replacement and addition of the antennas, and the addition of new RRU units that will be mounted on the roof and connected to the building's existing concrete parapet walls. The additional gravity and lateral loads of the proposed equipment will transfer from the steel mast to the load bearing walls of the building, into the foundation, and into the soil below. II. Design Procedure The information in this report summarizes the requirements for construction of structural elements for the proposed design in conformance with the 2009 International Building Code (IBC)with Oregon Structural Specialty Code (OSSC 2010), and American Society of Civil engineers (ASCE 7-05). Unless noted otherwise, all means and methods used shall be in keeping with good and generally accepted construction practices and all prescriptive design requirements of the 2009 IBC. As requested, we have evaluated the structural stability of the proposed loading for structural code compliance. This analysis derives its applied wind loads from 95 mph basic wind speed (3-second gust) and Exposure`C". Since soil properties are not available, site class"D"was conservatively used for the seismic analysis per 2009 IBC(Section 16). HI. Conclusions and Recommendations The proposed antenna modification and the addition of RRU units on the steel mast connected to the concrete parapet wall in addition to the building structure are structurally adequate to support the additional loads of the equipment to be installed. Please refer to the following structural calculations and the supporting structural drawings as well as the architectural drawing package. The General Contractor shall verify all existing dimensions, member sizes and conditions prior to commencing any work. All dimensions of existing condition shown on the calculation are intended as guidelines only and must be verified in the field. Any discrepancies shall be called to the attention of the architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide temporary bracing for the structure and structural components until all final connections have been completed in accordance with the plans. 16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732 Woodinville,WA 98072 (206)250-7306 Email:ceit cornerstone-engr.com ,.g; CORM S'il ONE Fax:(425)487-1734 Web:www.comerstone-engr.com Project: P00I263A—Southwest Hall and Durham Date: June 15,2012 Client: T-Mobile Prepared By: J.Moore CE1 No.: 12-06251 Page Z IV. Design Criteria: The design and analysis is based on the following site specific conditions: 1. Occupancy Category- li 2. Seismic- SS = 0.928g, S,= 0.335g Sps =0.698g, S01 =0.386g I = 1.0, Site Class"D"(Assumed) Seismic Design Category"D" 3. Wind- Wind Speed = 95 mph, Exposure "C" Topographic Factor(KZr) = 1.0, lw= 1.0 16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732 Woodinville,WA 98072 (206)250-7306 C--COMNEERS'irOIVE Em ail:cei( cornerstone-engrcom Fax:(425)487-1734 C H G 1 N C E R I N G. Web:www.cornerstone-engrcom Project: PO01263A—Southwest Hall and Durham Date: June 15,2012 Client: T-Mobile Prepared By: J. Moore CE1 No.: 12-06251 Page 3 Seismic Design Parameters Conterminous 48 States 2005 ASCE 7 Standard Latitude= 45.401144 Longitude =-122.762339 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0 ,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.928(Ss, Site Class B) 1.0 0.335(S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.401144 Longitude= -122.762339 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = FvxS1 Site Class D- Fa = 1.0 ,Fv= 1.5 Period Sa (sec) (g) 0.2 1.048(SMs, Site Class D) 1.0 0.580(SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.401144 Longitude = -122.762339 Design Spectral Response Accelerations SDs and SDI SDs =2/3 x SMs and SDI =2/3 x SM1 Site Class D- Fa = 1.0 ,Fv= 1.5 Period Sa (sec) (g) 0.2 0.698(SDs, Site Class D) 1.0 0.386(SDI, Site Class 0) 16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732 Woodinville,WA 98072 (206)250-7306 Email:cei@comerstone-engr.com - CORN er"'t-shone E N,.i L E FI I N C ,N c. Fax:(425)487-1734 Web:www.comerstone-engr.com w� Site Name: P001263A-SW Fall&Durham Date: 0611512012 ':et Client: 1-Mobile CEI No.: 12.06251 s3 ,Es_ CORNEPIES•11-1.3r4E: YQ, � E N I N _. L R I N i.., 9 11 . Sy: J.Moore Page: Subject: Lateral Design Calculation Seismic Load Calculation for Components and System (Reference: IBC 2009, Sec. 1613&ASCE 7-05, Ch. 13, USGS Earthquake Ground Motion Parameters v5.0.9a) Design Seismic Force: 0.2s Spectral Response Acceleration,Site Class B, Ss = 0.928 (IBC 09, Figure 1613.5(1)) 1.0s Spectral Response Acceleration, Site Class B,S1 = 0.335 (IBC 09, Figure 1613.5(2)) Site Class = D (IBC 09,Table 1613.5.2) Occupancy Category= Standard-Occupancy Buildings = II (IBC 09,Table 1604.5) Site Coefficient per Ss&Site Class,Fa — 1.129 (IBC 09 Table 1613.5.3(1)) Site Coefficient per S1&Site Class, F,, = 1.730 (IBC 09 Table 1613.5.3(2)) SMS= FaSs = 1.048 (IBC 09,Eq 16-36) 5,11 =F.S1 - 0.580 (IBC 09, Eq 16-37) Sas=2/3 SMS = 0.698 (IBC 09, Eq 16-38) SD1 =2/3 511 = 0.386 (IBC 09, Eq 16-39) Seismic Design Category per Sp, -- D Per ASCE 7-05,Chapter 13) Component amplification factor,ap = 1.0 (ASCE 7-05,Table 13.6-1) Component Importance factor, 1, - 1.00 (ASCE 7-05, Section 13.1.3) Component operating weight,Wp = V`VP lb Component response modification factor, RP = 2.5 (ASCE 7-05, Table 13.6-1) Height in structure at point of attachment of component,z = 45 It Average roof height of structure, h - 45 It n Force, F - 0 4aPSDSWp Seismic Design 1+2z1h) (Eq.g P - RP/Ip ( Min.Seismic Design Force,Fp,min = 0.3S0sIPWp (Eq. 13.3-3) Max. Seismic Design Force, Fp,,,, = 1.6S0,IPWp (Eq. 13.3-2) Fp = 0.34 Wp (Ib) Fp,min = 0.21 Wp (lb) Fp,max = 1.12 Wp (Ib) F 0.34 WP (Ib) (Strength Design) 0.7Fp = 0.23 Wp (Ib) (ASD) 16928 Woodinville-Redmond Rd NE,#210 Woodinville,WA 98072 Tel:(425)487-1732 E-mail:cei @cornerstone-engr.com (206)250-7306 Web:www.cornerstone-engr.com Fax:(425)487-1734 Site Name: P001263A-SW Hall&Durham Date:06/1512012 CC7e-3NERSAT ENE Client: T-Mohlie CEI No 12-06251 By: J.Moore Page: rj Subject: Lateral Design Calculation Wind Load Calculation for Other Structure (Reference: IBC 2009,Section 1609&ASCE 7-05,Chapter 6) Wind Velocity Pressure: Basic Wind Speed,V3 (mph) = 95 (ASCE 7-05,Figure 6-1) Exposure Category = C (ASCE 7-05,Section 6.5.6) Occupancy Category = II (IBC 09,Table 1604.5) Wind Load Importance Factor, Iw = 1.00 (ASCE 7-05,Table 6-1) Velocity pressure exposure coefficient, Kz = 1.11 (ASCE 7-05,Table 6-3) Topographic Factor, Kzt 1.00 (ASCE 7-05, Figure 6-4) Wind Directionality Factor, Kd = 0.85 (ASCE 7-05,Table 6-4) Velocity Pressure,qz = 0.00256KZKnKdV2lW (ASCE 7-05, Eq. 6-15) 21.80 psf (ASCE 7-05,Section 6.5.10) Design Wind Force: For Open Structures&Equipment Gust effect factor,G = 0.85 (ASCE 7-05,Section 6.5.8) Net force coefficient, Cf 1.40 (ASCE 7-05, Figure 6-20-23) On building rooftop w/h<60ft,fr (Yes) = 1.9 (ASCE 7-05,Section 6.5.15.1) Projected area normal to the wind,Af = Af tt` Design Wind Force, Fr, - frgzGCfAf lb (ASCE 7-05,Section 6.5.15) F = 49.3 psf x Af (ASD) 1.0F = 78.9 psf x Ar (Strength Design) Height Exposure C(Kr) Velocity Pressure(qz) z, (ft) Cases 1_&2 Cases 1 &2 0-15 b.85 16.69 20 0.90 17.67 25 0.94 18.46 _ 30 0.98 19.25 40 _ 1.04 20.42 50 1.09 21.41 55 1.11 21.80 60 1.13 _T 22.19 70 1.17 22.98 80 1.21 23.76 90 1.24 24.35 100 1.26 24.74 120 1.31 25.73 140 1.36 26.71 160 1.39 27.30 180 1.43 28.08 200 1.46 28.67 16928 Woodinville-Redmond Rd NE,#210 Woodinville,WA 98072 Tel:(425)487-1732 E-mail:cei@cornerstone-engr.com (206)250-7306 Web:www.cornerstone-engr.com Fax:(425)487-1734 Project: P001263A—Southwest Hall and Durham Date: June 15,2012 Client: T-Mobile Prepared By: J.Moore CFI No.: 12-06251 Page tp Analysis of Antenna Mounts 16928 Woodinville-Redmond Rd NE,Suite 210 Phone:(425)487-1732 Woodinville,WA 98072 ""i (206)250-7306 Email:ceiLeornersfone engr.com - F R,N I„c Fax:(425)487-1734 Web:www.cornerstone-engr.com . . project po q5 tzL93 Ps- k,t.1 IAAL.i. 1),tir.tiftiN4 by .3-1^-4M sheet nci• CC3FINEFRS'IrONE location UPS-160 6W i1,54'.' 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IA" r6 K tp.1 1tc.. ,6 . (a ) n ¢ ''. A a:tn\E z'I,I" NA617 hMENT ry b I A (PIAC 406140+1+E;rt €1 A ,U r.\E --G = 3')c° Trw iww; T0.,::., -131 v 1b It3ot_T ► _tb x i, T,,,,%= 22`'(p lira , T,A.,1 = �, - 1,5;.. .... _ 2210 -11, - .-V (avz;w 11,12;. ( 122.tb)' Y Z2` q..l' --y i 114 S 1t:166 )1_1- 2 i:uL'.-› 131U ,-> > 1j`-IS ik. I G1C. ' � _ .�\I„ = --\f (2zg(0 - 4- j3tb/z 7- 2 �1r. .. ....� .. ,,- \I ti = I1,71 600— limn i l '. KWIK Bolt II Expansion Anchor (KB II) _ 4.3.3 I Mechanical Anchoring Systems - -h Carbon Steel Kwik Bolt II Allowable Loads in Concrete y Anchor Embedment 2000 psi 13.8 MPa) 3000 psi(20.7 MPa) 4000 psi(27.6 MPa) 6000 psi(41,4 MPa) • Diameter Depth Tension Shear Tension Shear Tension Shear Tension Shear in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 1-1/8 270 430 330 430 380 430 470 430 (29) (1.2) (1.9) (1.5) (1.9) _ (1.7) (1.9) _ (2.1) (1.9) 1/4 22 560 590 630 (6.4) _ (51) (2.5) 530 (2.6) 530 _ (2.8) 530 670 530 3-3/42 670 (2.4) 670 (2.4) 670 (2.4) (3.0) (2.4) (95) (3.0) (3.0) _ (3.0) _ 1-5/8 530 990 650 1040 750 1100 850 1100 (41) (2.4) (4.4) , (2.9) (4.6) (3.3) 14.9L (3.8) (4.9) 3/8 2-1/21 1200 1290 1370 (9.5) (64) (5.3) 1470 (5.7) 1470 (6.1) 1470 1550 1470 4-1/41 1330 (6.5) 1390 (6.5) 1440 (6.5) (6.9) (6.5) (108) (5.9) (6.2) (6.4) 2-1/4 1170 1940 1310 1970 1450 1970 1730 1970 (57) (5.2) (8.6) (5.8) (8,) (6.4) (8.8) (1.7) (8.8) 1/2 3-1/22 1870 2130 2400 (12.7) (89) (8.3) 2450 (9.5) 2450 (10.7) 2450 2800 2450 - 62 2080 (10.9) 2310 (10.9) 2530 (10.9) (12.5) (10.9) (152) (9.3) (10.3) (11.3) 2-3/4 1600 3070 1870 3070 2130 3070 2670 3070 _ (70) (7.1) (13.7) (8.3) (13.7) (9.5) (13.7) (11.9) (13.7) 5/8 42 2400 2850 3290 ;� (15.9) (102) (10.7) 3840 (12,7) 3840 _ (14.6) _ 3840 4190 3840 72 3200 (17.1) 3470 (17.1) 3730 (17.1) (18,6) (17.1) (178) (14.2) (15.4) (16.6) 3-1/4 1970 4140 2320 4140 2670 4140 3200 4140 i (83) (8.8) (18.4) (10.3) (18.4) (11.9) (18.4) � (14.2) (18.4) 3/4 4-3/42 2930 4130 4800 5870 (19.1) (121) (13.0) 5120 (18.4) 5120 (21.4) 5120 (26.1) 5120 82 4000 . (22,8) -.4930 (22,8) 5870 (22.8) 6320 (22.8) (203) (17.8) (21.9) (26.1) (28.1) 4-1/2 3330 7070 4050 7600 4670 8140 5070 (114) (14.8) (31.4) (18.0) (33.8) (20.8) (36.2) (22.6) 1 6 4930 6000 7070 8400 9200 (25.4) (152) (21.9) _ 9200 (26.7) 9200 (31.4) 9200 (37.4) (40.9) 9 6670 (40.9) 7670 (40.9) 8670 (40.9) 10670 (229) (29.7) (34.1) (38.6) (47.5) 1 Values shown are for a shear plane acting through the anchor bolt body.When the shear plane Is acting through the anchor bolt threads,reduce the shear values by 15%. ' 2 Values shown are for a shear plane acting through the anchor bolt body.When the shear plane Is acting through the anchor bolt threads,reduce the shear value by 7%, tt All other values shown are for shear plane acting through either body or threads. ' Shear Through The Threads Shear Through The Bolt Body It I/a_ %/I im•P ni , , •.P Visit Hilti Online US www.us,hliti,com Canada www.ca.hilti.com a HIM,Inc.(US)1-800-879-8000 I Product Technical Guide 2004 I Him(Canada)Corporation 1-800-363.4458 1•411L11"1 161 _i?t„oiect by sheet no. sa,..._• coRnemsiroNe location date n £ N G I N E E M I N G. I N C. CEI job no. client checked date A b D TT k1 iP ,blitz,` _ C tl'c `.} . i ',Al i::`..'1. M 0t.} 1 1 f�4)6 ti$ 11.1 .f' `l` I �, 3tt,/, STN PIPE H i !I 1 1 ' i -y- 5 1 1 �(':'•, I..:- - ,- ,11..1. '-+._.._ a iii --r- i i S ff ; z 12l i ., r. i ! i t t ' 3' ' 1' . i15' I (41i-Y. ' r�- : ---:'la. *- 71-- 1 : ,. 77771 —77;• • , i Fvj — 3` i `t1n (♦ } ' .{ /t - t ' .: A S F`- x:',r.•.Y — F,AJ .3,:),..) 3.8. "1 •. - 3'; • 3 !,-- •=n l ', a AI ii 2 4 t,. ' ',ry 35 .:,; (2-O t ? °tom > �!. ?, . •, ., U'(., .•. 3" cl) 51 L. r'1c-t. r? C_7aVr'=_Lq t•,C.� t)..3A,.. 1-1.) CA PRN E G...)f'M€= NIT project by sheet no. s .e0M-NEFM-TCaNe location date E N C3 1 N E E R I N O, CEl job no, „/ client phecktatJ data • bF51GNI t'.1E vv Coi.irvEcTto1.•,. (-T et;RE) Mt17.T AT E#°1C - n I --U-13o1_Th tv r�nrlU17 AC1 uC.rr k -t< f - -- — -- t..1 DF k 6k Ac_V.El- 14 ' J SITE PRu 11 tS:3wstA-gj 1' I, J --a,.=- W/8`' MouNIit•IC� ftist.E ON 12_"C =NTE ----, 1 t , s a i 31 1r5' t • , p, (2) Vz" I H1 L.T1 14.1h11 14 boLT TZ (VII') 1. NI,)'‘T1-1 3`/4t' ErA6r•_=ON+F' T 1---f t r I 1,,u47 F- 3 F=" /.... f UP+r'ft ;t:= Pf1RRr E:T 1- t L A 15iMPTet*15 Co0C( F1"G 1-\1IC+'-rAc.:3'. ^ (,'' OaE LQFt pot?, P ct-k /\C':F; CJcLeU LAT1C't-1 PR.Et\ , .-t•,-E'E-I (`-SEE. ATTAC't`i. -.G; Usk 1.2L) + t.t7V'J • \I A -: 1.2. ( I 1 I'12/2_f = 1 i v 1‘Q T,d -- 1. 6 ( ..2<1?(,, kb) - 36543 I?.,, 1/7..1' S HILT 1 tG,,.it.1114 BOLT Tz 1S t 'Dl`0., . - . 1,0.3CPfi4:ACe 'TO (1E%iST EQutPiVEP. T' LopvbS f Site Name: P001263A-SW Hall&Durham Date:06/1512012 ;,?�'� � �E� Client: T-Moblle CEI No.: 12-06251 • C Q I N C R I•�f3 ∎N C. ..-�' By J.Moore Page: 13 Subject: Calculation for Concrete Anchorage Concrete Anchorage Design (Reference: ACI 318-08 Appendix D&ASCE 7-05) Anchor Design Loads: From Wind Design Forces Strength Design Values: For a Group of Anchors V, = 110.0 lb T„ = 3658.0 lb Anchor Information: Per Manufacturer&ACI 318-08 Proposed anchor(s) = Expansion Anchor <—(Torque-controlled) = Hilti Kwik Bolt TZ, 1/2'.0 wl 3-1/4"embedment Anchor steel type = Carbon Steel Anchors in tension,n1 = 2 AN, = 190.1 in2 Anchors in shear, n 2 Avc = 144.0 in2 Anchor diameter,da = 0.5 in ha,min = 6.000 in Anchor area,A = 0.196 in2 crnin = 2.375 in Net anchor area,A5e = 0.101 in2 s,n;n = 2.375 in Anchor ult.strength,futa = 106,000 psi cacmin = 7.500 in Installation type = Post-installed Condition A Abm = 0.00 in2 Category 1 eh = 0.00 in Concrete Information: Concrete strength,f' = 3,000 psi Concrete type = Normal-weight Concrete Modification factor,}< = 1.00 (ACI 318-08,Section D.3.4) Concrete thickness, ha = 6,00 in ' ha,mm Cracked concrete? = Yes Supplementary reinf.size? = N/A Built-up grout pad? = No Anchor Layout: Embedment,hat = 3.250 in <_ 4.00 in (ACI 318-08,Section 0.8.5) Min. edge dist.,cal,camin = 4.000 in ? Cmin cat = 6.000 in > Cmin Anchor spacing, s = 12.000 In >_ Smin Critical edge dist.,ca,* -- 13.000 in ? Cac,min (ACI 318-08,Section D.8.6) 1.1 For post-installed anchors only • hnf y s hit -!i • I LI' Post-installed anchors cast-in-place anchors 16928 Woodinville-Redmond Rd NE,#210 Woodinville,WA 98072 Tel:(425)487-1732 E-mail:cei@cornerstone-engr.com cornerstone-engr.com (206)250-7308 Web:www.comerstone-engr.com Fax:(425)487-1734 Site Name: P001263A•SW Hall&Durham Date:06/15/2012 Client: T-Moblie CEI No.: 12-06251 • r�_a^ ^ [N e3 N E F.R fi[: 1 M�. Sy: J.Moore Page: Subject: Calculation for Concrete Anchorage Tension Design Check: (Reference:ACI 318-08 Appendix D) D/C a Demand/Capacity Ratio Steel Strength of Anchor: (ACI 318-08,Section D.5.1) iv„ A$Nsa = A4 n1Asefsis = 0.75 (ACI 318-08,Section D.4.4) "o +° 1)4)Nss = 16059.0 lb A4Nsa >_ T„ OK, D/C= 0.23 Reel Jeilerr Concrete Breakout: / (ACI 318-08,Section D.5.2) $s�Ncb = s�(ANc/ANco)'Ped,Nwc.NM'cp.NNb (for single anchor) 11/4,Ncbg = ¢s4(ANc/ANco)'Pec,NTed,N'Yc,N`f'cp,N,niNb (for group of anchors) ¢s = 0.75 (ACI 318-08,Section D.3.3.3) = 0.75 Ap4c = 190.1 in2 (projected failure area) 4 N. n,ANss = 190.1 in2 (ANc°=9het2) /e i Teem = 1.00 (No Eccentricity) = 6\.„..•41 /s . a . Ted,N 0.95 (Gamin<1.5hef) o o o a ■• wC,N = 1.00 �`Qo wcp,N = 1.00 (Ca,min<Cac) Concrete b radoar Nb = 5455.5 lb Nb=k A(Vf„)hiti1'5 (if het<11 in or he>25 in) $84)Ncb(g) = 5807.0 lb ¢34N „) >_ T„ OK, D/C= 0.03 Concrete Pullout: (ACI 318-08,Section 115.3) Ac 4 Npn = A$s4ffc.PntNP = 0.65 'Ps? = 1.00 (Cracking occurs at service loads) Np = 0.0 lb Np = 5,384 lb •—Pullout strength in tension for specified expansion anchor ,v (Per ESR Report) Ak4Na, = 5249.5 lb 14,01„,Np„ T„ OK, D/C= 0.70 �. ca .o . o ov Pd/Ions 16928 Woodinville-Redmond Rd NE,#210 Woodinville,WA 98072 Tel:(425)487-1732 E-mail:cei @cornerstone-engr.com (208)250-7306 Web:www.comerstone-engr.com Fax:(425)487-1734 Site Name: P001263A•SW Hall&Durham Date:06/15/2012 .` "°-- Client: T-Mobile CEI No.: 12-05251 COr`l-NERSYONE By: J.Moore Page: I Sj Subject: Calculation for Concrete Anchorage Shear Design Check: (Reference:ACI 318-08 Appendix D) v i Steel Strensrth of Anchor: (ACI 318-08,Section 0.6.1) ea ,-'- 04 kw. = A$0.8nvAsefuta p �p $ = 0.65 (ACI 318-08,Section D.4.4) o Wu = 7143.5 lb a A$VSe >_ V„ OK, D/C= 0.02 Steel/Wen by concrete'pan Concrete Breakout: (ACI 318-08,Section D.6.2) $s$Vcb = $s$(AvdAvco)`'ed.V`I'c,vPh,vVb (for single anchor) $s$Vcbg = $s$(AVd Avco)`Vec,V`f'ed,v`i'c,v`Ph,vnvVb (for group of anchors) $s = 0.75 (ACI 318-08,Section D.3.3.3) $ = 0.75 k Ave = 144.0 in2 (projected failure area) o ,. nvAvice = 144.0 In2 (Ave,=4.5(c81)2) o o 6'` f- ec,V = 1.00 (No Eccentricity) 0 • ° }, � . - `' y'ed.V = 1.00 (Ca2 1.5Ca,) v, Y. P.. V. `f'c.V = 1.20 44 L 1 : `f'h,V = 1.00 (ha?1.5Ca1) -s -' ';'.C.:-.-;=,, .r'.. j:/ le = 1.000 in Connes<e'ra, Vb = 2491.4 lb Vb=(7(to/ds)02(d8)112)X(f'o)112(ca1)1'5 $s$Vcb(g) = 3363.4 lb $s$Vcb(Q) > Vu OK, DIC= 0.03 Concrete Prvout: (ACI 318-08,Section D.6.3) A s$Vcp(g) = Ats$kcpNcb(g) ,r�r- !o $ = 0.70 . kg, = 2.0 (hef z 2.5 in) 0 4-, 0 u Nom 0 10323.5 lb o ` _a o ' A$e$Vcp(g) = 10839.7 lb 4 A •SY'Vcp(g) > V„ OK, D/C= 0.01 Concrete pryout for anchors far JIB Ow edlsw Hi/ti Kwik Bolt TZ, 1/2"0 w/3-1/4"embedment depth is adequate concrete anchorage to resist the applied design loads **see next page for combined shear and tension check** 16928 Woodinville-Redmond Rd NE,#210 Woodinville,WA 98072 Tel:(425)487.1732 E-mail:cei©comerstone-engr.com (206)250-7306 Web:yew comerstone-engrcom Fax:(425)487-1734 Site Name: P001263A-SW Hail&Durham Date:06115/2012 CQRr' R Client: T-Mobile CEI No.: 12-06251 v E ti I M E E • id G. {N C. By: J.Moore Page: R.j Subject: Calculation for Concrete Anchorage Combined Tension&Shear Design Check: (Reference:ACI 318-08 Appendix D) Interaction of Tensile and Shear Loads: (ACI 318-08,Section D.7) Vu = 110.0 lb If 0.2$Nn<Tu or if 0.24 V„<Vu Tu = 3658.0 lb then combined check is required Tension: --^-- ^ 0.20N88 = 3211.8 lb < Tu (ACI 318-08,Section D.7.2) 0.20N<gi = 1161.4 lb < Tu 0.24 Npu = 1049.9 lb < T„ Shear; 0.2.VS8 = 1428.7 lb > V„ (ACI 318-08,Section D.7.1) 0.24A/cm = 672.7 lb > V„ 0.24 VC0g) = 2167.9 lb > V„ *"Full Strength in Tension Shall Be Permitted"* Combined Tension&Shear Check: Required T„1411„ + V„ 0.73 S 1.2 Oil 16928 Woodinville-Redmond Rd NE,#210 Woodinville,WA 98072 Tel:(425)487-1732 E-mail.cei @comerstone-engr.com (206)250-7306 Web:www.cornerslone-engr.com Fax:(425)487-1734 erect by sheet no. CORNE�i-S1nONe I location date �� • ti N p I N G E R f N V, N L. CFI Job no. client _ checked data • • 4 IJ`601-1 S tS'i MAr'u{'r+='UI?U I - — -- (2 ) I12 is ' I t_7 I I<' i i 1< g t.•+ A W t-i-1t 31/411 E4a iFt:fuF}1i- , + 9 O • .. 4,5- • '�tTE Pf!R 1. , —312. 1 Z" C6rJT R-S • Project: P001263A- Southwest Hall and Durham Date: June 15,2012 Client: T-Mobile Prepared By: J.Moore CET No.: 12-06251 Page References 1) Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineering (ASCE 7-05), 2006 2) International Building Code (IBC 2009), International Code Council, 2009. 3) Manual of Steel Construction, American Institute of Steel Construction Inc. (AISC), 14th Ed., 2011. 4) Building Code Requirements for Structural Concrete (AC!318-08), American Concrete Institute, 2008. 5) Oregon Structural Specialty Code (OSSC 2010), Building Codes Division, 2010. 16928 Woodinville-Redmond Rd NF.,Suite 210 Phone:(425)487-1732 Woodinville,WA 98072 (206)250-7306 Email:ceiGcornerstone-engccom — CAF-lNEFl-SVONE E N G ,N, E A.N o, N Fax:(425)487-1734 Web:www.cornerstone-engr.com �.- TCHECK REQUEST# P001263A stick togetherr• DATE DUE: 7/10/2012 SPECIAL MAILING INSTRUCTIONS: MAKE UPS- UPS- US Mail Other-UPS PAYABLE TO: City of Tigard Overnight 2 Day Ground • Development Services VENDOR Cost Center paying ADDRESS 13125 SW Hall Blvd for shipping Tigard, OR 97223 T-Mobile/Josh Sommers _ PHONE 503-718-2439 8960 NE Alderwood Rd VENDOR 1[ Powder River Dev Services I Portland,OR 97220 Please describe expenses and/or additional notes: 6/28-P001263A SW Hall and Dunham NetMod alteration requires a Plan Review Fee of$246.64. An Email from the Jurisdiction stating the fee is attached as backup documentation for this check request. Your Name: Mary L Frosch rr LEGAL ONLY: Report the settlement/payment on the following box of a 1099 fef a O�eO s O Box O Box fa Payment for wages must be processed through the Payroll Department nd reported on a W-2 REQUESTOR: Mary Frosch PHONE NUMBER: 503-250-4639 please print legibly or typo _. E-MAIL: mare.froschtt3oowderriverdev.com DATE: 6/28/2012 Comp. General Ledger CODING: Code Account Cost Center WBS Element Amount: $ 245.64 APPROVAL VIA: TOTAL: f $ 245.64 SIGNATURE EMAIL q Approver signs or entails completed form to APCheclaRegoestseT-htohile.mm with'APPROVED'in the message body. APPROVED BY: Josh Sommers Phone#: AUTHORIZING NOTE-approver must be different than payee EMPLOYEE P#: Date: A/P Check Request Fax number(800) 878-1483 Customer Service phone:(888)526-4612 or APCheckRequests@T-biobile.com revision 1.0-11r2008-AW • 'RECEftli CJ1AEr 3'� ;. T-Mobile West, LLC 8"�cll ��'Q,F G AD Attn: Mary L Frosch 8960 Alderwood Drive, Portland, OR 97220 GDfV�St0 503-250-4639 City of Tigard, Oregon Development Services — Building Permit Division 13125 SW Hall Blvd Tigard, OR 97223 RE: P001263A SW Hall and Dunham 16580 SW 85th Avenue, 97224 Modification to Existing Wireless Tower To Whom It May Concern: As you may be aware, on February 22, 2012, the federal government enacted "collocation-by- right" legislation preempting delays in the process of zoning the collocation of transmission equipment on existing wireless communications facilities (Middle Class Tax Relief and Job Creation Act of 2012, Pub. L. No. 112-96, § 6409 (2012)) (hereinafter, the "Federal Collocation- By-Right Legislation"). The Federal Collocation-By-Right Legislation mandates that local governments must approve any eligible facilities request for the modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station. Powder River Development Services, LLC, obo T-Mobile West, LLC, has enclosed herein the application materials required for zoning approval of the modification to the roof top facility located at 16580 SW 85th Avenue, 97224. Please note that: (i) the modification involves the replacement of transmission equipment; and (ii) such modification will not substantially change the physical dimensions of such tower. Under the Federal Collocation-By-Right Legislation, the City of Tigard must therefore approve this request. The proposed modification complies with all federal, state, and local zoning and permitting requirements. It is our expectation that this application will be processed without any undue delay and in a manner consistent with the newly enacted Federal Collocation-By-Right Legislation. Thank you in advance for your anticipated cooperation. Re:- ,• a y `ros Powder River Development Services, LLC on behalf of T-Mobile West, LLC 8960 Alderwood Drive, Portland, OR 97220 503-250-4639 Network Modernization P001263A SW Hall and Dunham I. PROPOSAL SUMMARY INFORMATION Date: July 3, 2012 Applicant: T-Mobile West, LLC Josh Sommers, Development Manager 8960 Alderwood Drive Portland, OR 97220 Representative: Mary Lou Frosch Contact Powder River Development Services, LLC P.O. Box 630, Boring, OR 97009-0630 Telephone: 503-250-4639 Email: mary.frosch @powderriverdevelopment.com Property Owner: Clean Waster Services Contact: Rob Baur 2550 SW Hillsboro Highway Hillsboro, OR 97123 Scope of Work: T-Mobile proposes to remove/replace 3 existing panel antenna with six (6) new panel antenna and related support equipment to this existing Telecommunication Roof Top Facility. This work is being proposed to upgrade the antenna to newer technology for the T-Mobile West, LLC Network. No ground work is proposed or will disturbed. Site Description: 2S 113B 000600/ R1292988 Location: 16580 SW 85th Avenue, Tigard, OR 97224 • Zoning Classification: I-P (Industrial Park) II. PROPOSAL DESCRIPTION Pursuant to the City of Tigard's Zoning Ordinance (the "Ordinance"), T-Mobile is applying for a plan review and building permit and any and all other relief necessary to make certain modifications to the existing Wireless Communications Facility located at the Clean Water P001263A SW 1-Tall and Dunham Services Building at 16580 SW 85th Avenue, which consists of an antenna support structure at a height of approximately 55 feet above ground level, together with antenna and other ancillary and accessory facilities. The supporting transmitting and receiving "base station" equipment serving this facility is located in equipment cabinets on the Roof Top. Coaxial cable connects each antenna array to the equipment cabinets. The Wireless Communications Facility is situated in the I-P (Industrial Park), thereby allowing it to satisfy the requirements of the Ordinance. The Property was initially selected based on its proximity and ability to serve Tigard's business and residential communities, recreational facilities and major roadways. The height of the existing Wireless Communication Facility is, in part, a function of the geographic area that it needs to serve, as affected by the local topography, tree cover and other factors. The Wireless Communications Facility is unstaffed and requires only infrequent maintenance visits (approximately one time a month). Access to the Wireless Communication Facility is via the existing entryways to the property. The Wireless Communications Facility is located within the leased area on the roof top and is entirely self-monitored by sophisticated computers that connect directly to a central office and alert personnel to equipment malfunction or breach of security. PCS technology does not interfere with radio, television or other communications signals. In fact, PCS technology provides vital communications in emergency situations and will be commonly used by local residents and emergency personnel to protect the general public's health, safety and welfare. In fact, over one half of all "911" and distress calls were placed on wireless phones in the United States during calendar year 2011 (source: CTIA webpage). The proposed modifications to the Wireless Communications Facility will be designed and constructed to meet applicable governmental and industry safety standards. Specifically, T- Mobile will comply with all FCC and FAA rules governing construction requirements, technical standards, interference protection, power and height limitations, and radio frequency standards. In addition, T-Mobile will comply with all applicable FAA rules on site location. Any and all RF emissions are subject to the exclusive jurisdiction of the FCC. T-Mobile expressly reserves all of its rights, including, those available to it under the City of Tigard Municipal and Zoning Ordinances or any other state, and local or Federal law. The new antenna configuration can be reviewed with the attached site plans. The new antennas will be serviced by the existing radio equipment cabinet located on the Roof Top. P001263A SW 1-[all and Dunham Landscaping: The scope of work is to remove, replace and collocate antenna and related support equipment on the existing Clean Water Services Building Roof Top. No ground work or landscaping is planned or will be disturbed. Structural Characteristics: A structural analysis will be submitted as part of the building permit process with the City of Tigard. Construction and Post-Construction Activity: T-Mobile's construction schedule spans an approximate 30 day time frame. The construction schedule allows for mobilization, material delivery, poor weather conditions and other scheduling constraints. All staging of construction equipment will occur on the subject property in conformance with a City of Tigard building permit. Ill. DEVELOPMENT STANDARDS Chapter 18.530.020 List of Zoning Districts A. l-P: Industrial Park District. The I-P zoning district provides appropriate locations for combining light manufacturing, office and small-scale commercial uses, e.g., restaurants, personal services and fitness centers, in a campus-like setting. Only those light industrial uses with no off-site impacts, e.g., noise, glare, odor, vibration, are permitted in the I-P zone. In addition to mandatory site development review, design and development standards in the I-P zone have been adopted to insure that developments will be well-integrated, attractively landscaped, and pedestrian- friendly. RESPONSE: The scope of work is to remove, replace, and collocate antenna and support equipment on the roof top of the Clean Water Services Building. All antenna and equipment will be painted to match the existing structure. No at grade equipment is planned; No additional landscaping is planned or will be disturbed. Chapter 18.530.030 Uses B. Use table. See Below. Table 18.510.1. OTHER. Wireless Communication Facilities - Permitted/Restriction (6)* *(6) See Chapter 18.798, Wireless Communication Facilities, for definition of permitted and restricted facilities in the I-P zone. RESPONSE: This Criterion has been met. T-Mobile is proposing the removal, replacement and collocation of antenna and related support equipment to an existing roof top telecommunications facility in the Industrial Park, 1-P, Zone. The following narrative source is Chapter 18.798 Wireless Communication Facilities. P001263A SW Hall and Dunham Chapter 18.798 WIRELESS COMMUNICATION FACILITIES Chapter 18.798.030 Exemptions A. Exemptions. The following uses and activities shall be exempt from these regulations: 1. Existing towers and antennas and any repair, reconstruction or maintenance of these facilities which do not create a significant change in visual impact; RESPONSE: This Criterion will be met. The proposed antenna, coax, remote radio units and related support equipment will be painted to match the existing conditions. This will reduce the visual impact. Chapter 18.798.040 Uses Permitted Outright B. Collocation of antenna(s) on existing non-tower structure in commercial and industrial zones. Installing an antenna(s) on an existing structure other than a tower, such as a building, water tank, sign, light fixture or utility pole, is permitted outright so long as the additional antenna(s) is no more than 20 feet higher than the existing structure, no more than three providers are collocating on the structure, and the color of the antenna(s) blends with the existing structure or surroundings. RESPONSE: This Criterion will be met. The proposed antenna, coax, remote radio units and related support equipment will NOT extend more than 20 feet higher than the existing structure. The existing roof top has two additional carriers on the roof at this time. We are the third existing carrier on the facility. All antenna and related support equipment will be painted to match the existing conditions to reduce the visual impact. I would like to request full approval for this proposed antenna upgrade and collocation as proposed. If I can be of any assistance, please call me at 503-250-4639, or email at mary.frosch @powderriverdev.com. Sin -•I • i .r'+/ ou ''A- I osch Po:, der River Development Services - Land Use 8960 Alderwood Drive, Portland, OR 97220 Phone: 503-250-4639 Email: mary.frosch @powderriverdev.com Encl: LU Narrative and Application BP Application, Check for FEEs P001263A SW Hall and Dunham