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19-103559CITY OF Federal Way RECEIVED JUL 24 2019 CITY OF FEDERAL WAY COMMUN Y DEVELOPMENT, Eligible Facilities Request DEPARTMENT OF COMMUNITY DEVELOPMENT FILLFederal 33325 8th Avenue South Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 1AI ww aiyoff e d era Iway.con� —FILE NUMBER—] - +� -' -AD Date < —*2 Applicant NAMET- Becky Todd, MD7 on behalf of T-Mobile PRIMARY PHONE 206-310-1793 MAILING ADDRESS E-MAIL 9725 3rd Ave NE, Suite 410 btodd@md7.com CITY STATE ZIP FU WA Wits Seattle Site Address: 3083814th Ave S Parcel #: 0821049231 Project Name: SE04036D King County Housing/PLU ELIGIBLE FACILITIES SUBMITTAL REQUIREMENTS Use this checklist to help gather all of the required information and documents in order to submit an eligible facilities request pursuant to Federal Way Revised Code (FWRC) 4.24.020. Please note, incomplete applications will not be accepted. Submitted El Completed Eligible Facilities Checklist (following) Check, cash, Visa/MasterCard for applicable fees ❑ 1 Site Plan —Three Copies 1. Minimum plan size of 11" X 17". 2. North arrow. 3. Drawn to scale, dimensioned, and labeled. 4. Building footprint(s), including square footage. 5. Location and dimensions of existing structures, property lines, sidewalks, easements, street edges, mechanical equipment, fencing, rockeries, and retaining walls. ❑ Elevation —Three Copies 1. Minimum plan size of 11" x 17". 2. Drawn to scale, dimensioned, and labeled. 3. Front, rear, and side (labeled as north, south, east, and west) building elevation of existing and proposed structures. 4. Height of structure calculations. 5. Roof -top and ground based mechanical equipment screen details. Bulletin 081—September 24, 2018 Page 1 of 3 k:\Handouts\Eligible Facilities Request ELIGIBLE FACILITIES CHECKLIST Proposed modifications to an existing tower or base station must meet at least one of the three threshold criteria below for an eligible facilities request. For definitions please refer to FWRC 19.256.020. Check all that apply. a� x Collocation of new transmission equipment _x_ Removal of transmission equipment _x_ Replacement of transmission equipment Is the proposed modification a substantial change as defined in FWRC 19.256.020? To determine, fill in the appropriate information below. If the application does not meet all of the criteria below, then the project does not qualify as an eligible facility and it is unnecessary to complete this form. To determine the correct review process, refer to FWRC Chapter 19.256, "Wireless Communication Facilities." Criteria 1 • For towers other than towers in the public rights -of -way, it does not increase the height of the tower by more than 10 percent, or by the height of one additional antenna array, with separation from the nearest existing antenna not to exceed 20 feet, whichever is greater. For other eligible support structures, it does not increase the height of the structure by more than 10 percent, or more than 10 feet, whichever is greater. Existing height of the structure: _63.7 FT_ (ft/ in) Proposed height of the structure: _63.7 FT (ft/ In) Distance of proposed array from nearest array: 0 (no change) (ft/ in) Criteria 2 • For towers other than towers in the public rights-of=way, it does not involve adding an appurtenance to the body of the tower that would protrude from the edge of the tower more than 20 feet, or more than the width of the tower structure at the level of the appurtenance, whichever is greater. a For other eligible support structures, it does not involve adding an appurtenance to the body of the structure that would protrude from the edge of the structure by more than six feet. What is the existing width of the structure at the level of the appurtenance? _appx. 16 FT (ft/ in) What is the proposed distance the appurtenance will protrude from the structure? _0'__ _ (ft/ in) Criteria 3 • For any eligible support structure, it does not involve installation of more than the standard number of new equipment cabinets for the technology involved, but not to exceed four cabinets; or, • For towers in the public rights -of -way and base stations, it does not involve installation of any new equipment cabinets on the ground if there are no pre-existing ground cabinets associated with the structure; or ■ It does not involve installation of ground cabinets that are more than 10 percent larger in height or overall volume, than any other ground cabinets associated with the structure. How many new equipment cabinets are proposed? _one replacement cabinet (2 total) Bulletin 081—September 24, 2018 Page 2 of 3 k:\Handouts\Eligible Facilities Request Criteria 4 • For all existing facilities, it does not entail any excavation or deployment outside the current site. Will any excavation or equipment installation occur outside of the current site of the structure? ❑ Yes X❑ No Criteria 5 • For all existing facilities, the modification does not defeat the concealment elements of the eligible support structure. Please describe any existing and proposed concealment elements: _rooftop screen with antennas inside (fully screened) Will the proposal increase the visibility of the facility? ❑ Yes X ❑ No Criteria 6 • The modification complies with conditions associated with the siting approval of the construction, or modification of the eligible support structure or base station equipment; provided, however, that this limitation does not apply to any modification that is noncompliant only in a manner that would not exceed the thresholds identified above. Identify known conditions associated with previous approvals of the existing facility. Can infer facility was approved as a screened rooftop facility, based on original build and subsequent modifications. Antennas were in a shroud and cabinets on the rooftop. No change to appearance other than reduction of one (1) cabinet. Will the proposal violate any of the above conditions? ❑ Yes x❑ No If yes, explain: To Be Completed By Staff Is this an Eligible Facility Request? X Yes ❑ No Does the proposal constitute a substantial change? ❑ Yes K No In accordance with FWRC 4.24.020, this application is hereby: Approved ❑ Denied director, Community ❑eve 6prnent Department Date Bulletin 081—September 24, 2018 Page 3 of 3 k:\Handouts\Eligible Facilities Request ECTOR E n G I n E E R S RECEIVED Project Number: U2619-276-191 July 16, 2019 JUL 2 4 2019 Capital Design Services 2101 41h Ave. E, Suite 202 CffY C)F FEDERAL WAY Olympia, WA 98501 COMMUNITY DEVELCWMENT ATTENTION: Bryan Underhill REFERENCE: SE04036D King County Housing/PLU 30838 14th Avenue South, Auburn, WA, 98003 Structural Analysis of Existing Building & Antenna Mount for Proposed Equipment Modifications Dear Bryan: Per your request, we have reviewed the construction drawings prepared by your office for the proposed antenna modifications which include the removal of (9) existing panel antennas and (6) ternote radio units (RRUs), and the addition of (6) new panel antennas on a concealed antenna support frame on the rooftop of an existing building. In addition, we have reviewed the proposed equipment cabinet modifications which include the removal of(2) existing cabinets, (2) FSMF modules, (2) FBBC modules, and (1) FBBA module, and the addition of (1) new cabinet, (2) AMIA subracks, (4) ABIA modules, (2) ASIA modules, (1) ABIL module, (1) ASIK module, and (1) j-box/OVP on the existing rooftop equipment platform. We have also reviewed structural analysis calculations for previous antenna modifications of the concealed antenna support frame prepared by our office (Project No. U1194-546-153, Dated: June 30, 2015), structural analysis calculations for previous equipment cabinet modifications prepared by our office (Project No. U 1194-939-161, Dated: June 14, 2016), and site walk photographs provided to us by your office. Please be advised as follows: Based upon our calculations and review of the documents noted above, we conclude that the existing antenna support frame, as detailed on the construction drawings, is adequate to support the loads associated with the proposed antennas and ancillary equipment. Supporting calculations for the gravity and lateral Ioading on the proposed antennas and for the capacity of the existing antenna mounts and their connection to the existing structure are attached, in addition, the lateral and gravity loads associated with the proposed equipment is minor when compared to the loading associated with the overall structure and will not significantly affect the existing building. We also conclude that the pm posed cabinet modifications will not have a significant effect on the equipment cabinets, sleepers, or existing building, Calculations for the gravity and lateral loads on the proposed equipment, and an analysis of the existing concrete roof slab to support the loads associated with the existing and proposed equipment cabinets are attached. The recommendations above are provided based upon calculations prepared by our office and information the client provided. A representative from Vector has not visited the site. The analysis and conclusions described above are based on the assumption that the structure was properly designed and constructed. Vector Structural Engineering makes no claim as to the correctness of the original design or the current condition of the structure, which is assumed to be in good condition, free of damage or deterioration, Structural analysis of the steel tripod structures was not included in our scope of analysis on this project. The contractor shall notify Vector Structural Engineering immediately should any damage, deterioration or discrepancies bet%vicen the as -built condition of the existing structure and the assumed condition described in this report and on the construction drawings be found. We hope this meets your needs. If you have any further questions regarding this matter, please call this office at your convenience. Very truly yours, VECTOR STRUCTURAL ENGINEERING, LLC Wells L. Holmes, S.E. Project Engineer WLH/brf Enclosures 07/16/2019 651 W. Galena Park Blvd., STE 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com N Page 2 of 37 Y=-n G I n E E R S ECTOR PROJECT: SE04036D KING COUNTY HOUSING / PLU Design Criteria: JOB NO.: U2619-276-191 Copyright © 2019 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC Code: Structural design is based on the International Building Code, 2015 Edition and the ASCE 7-10 standard. Wind: Basic wind speed = 110 mph (3-second gust) per the ASCE 7-10 standard Risk Category: II Wind exposure: B Seismic: Component Importance Factor, Ip = 1.0 Risk Category: II Mapped spectral response accelerations: Ss = 1.301g S, = 0.498g Site class: D Spectral response coefficients: Sps = 0.867g Sp1 = 0.499g Seismic design category: D Analysis procedure: Equivalent Lateral Force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. 3 These calculations are limited to the structural members shown in these calculations only. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Structural Steel: 1 All structural steel code checks based on the AISC, 14th Edition per the ASCE 7 standard 2 All steel pipe to be per ASTM A53 GR. B (35 KSI), U.N.O. 3 All steel rectangular tubes (HSS) to be per ASTM A500 GR. B (46 KSI), U.N.O. 4 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 5 All bolts for steel -to -steel connections shall be per ASTM F3125 GR. A325 U.N.O. 6 All bolted connections shall be tightened per the "turn -of -nut" method as defined by AISC. 7 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1.1 8 All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly coated with a zinc -rich primer, or otherwise protected as noted on the structural drawings. Page 3 of 37 Y ECTOR PROJECT: SE04036D KING COUNTY HOUSING / PLU JOB NO.: U2619-276-191 Copyright® 2019 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior wfitfen permission of Vector Structural Engineering, LLC. CABINET MODIFICATION CALCULATIONS Page 4 of 37 ECTCFZ Location: Existing Equipment On a: Building at JOB NO.: U2619-276-191 PROJECT: SE04036D KING COUNTY HOUSING / PLU SUBJECT: ANTENNA MOUNT LOADS Wind per: ASCE 7-10 61 ft A.G.L. Load Combinations: ASCE 7-10 � a Appurtenances a Q G Unit Weight Mai 2000 740 8 19 19 55 55 20 55 55 Quantity () 1 2 6 1 2 1 2 2 1 2 Height (Y) (in) 75 75 7.6 20.4 0 0 0 0 0 0 WdOVDiameter (X) (in) 31 31 7.3 18.9 0 0 0 0 0 0 Depth (Z) (in) 30 30 2.6 5.8 0 0 0 0 0 0 Appurtenance EW. (ft) 61 61 61 61 61 fit 61 61 61 61 Rolalton from mount azimuth (8) (deg) 0 D 0 0 0 0 0 0 0 0 Ka (shielding factor) 1.00 1,00 1.00 1.00 too 1,DO 1.00 1.00 1,00 1.00 shape-, Fiat Flat Flat Flat Flat Flat Flat Flat Flat Flat Unit Dimensions: WkithiDlameter (X) (ft) 2.58 2.58 0,61 1.58 0.00 0.00 0.00 MOD 0.0D 0.00 Height (Y) (ft) 6.26 6,26 0.63 1.70 0.00 0.00 0.00 0.00 0.00 0.00 Depth 81ank if Round ft 2.50 2,60 0.22 0.48 0.00 0.00 0.0D 0,00 0.00 0.00 Wind Force per Unit: % (psi) = 0.00256K,i K=VZl 45.5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 (EPA)N (ft) 19.38 19.38 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (EPA)T (ftZ) 18.75 18.75 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (EPA)A (X) (ft') 19.38 19.38 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (EPA)A (Z) (ft') 18.75 18.75 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Factored (LRFD): (I -OW) FA (X) (Ibs) 749 749 18 0 0 0 0 0 0 0 FA (Z) (Ibs) 725 725 6 0 0 0 0 0 0 0 Seismic Force per Unit: Factored (LRFD): (1.OE) Lateral (Ibs) 832.6 308.1 3.3 7.9 7.9 22.9 22.9 8.3 22.9 22.9 Vertical (Ibs) 346.9 128.4 1.4 3.3 3.3 9.5 95 3.5 9.5 9.5 Dead Load, D: Weight of Appurtenances: WA = 3955 ib Total Weight: W, = 1 3955 lb Wind Load. W: (TIA-222-G, Section 2.6: Wind and Ice Loads) Basic Wind Speed: V = 110 mph (ASCE 7-10, Figure 26.5-1) Exposure Category: B (TIA-222-G, Section 2.6.5) Height of Structure: It = ft Gust Effect Factor: Gh = (ASCE 7-10, Section 26.9.1 & TIA-222-G, Section 2.6.7) Topographic Category: ffiO (TIA-222-G, Section 2.6.6) Height of Crest Above Surrounding Terrain: H =f: (TIA-222-G, Section 2.6.6) Open Structure Wind Pressure: FsT = 46.4 psi (q� x CF x GO Wind on Structure (Line Loads): Wind Total Length Fes. Wind Member Shape. D,- (in) Force (plf) X (ft) Z (ft) IP1000 Unistrut 2.30 8.9 5 ro. - Largest Out-lo-w dlmpnafon ormenlCer frlA 22RG, Nura 2aj Total Factored X-Direction Wind (Appurt. & Structure): F,,x =1 2400 jib Wind Controls Total Factored Z-Direction Wind (Appurt. & Structure): FW2 =1 2214 lb Wind Controls Page 5 of 37 �/ECTC]R e n© r n E R s JOB NO.: U2619-276-191 PROJECT: SE04036D KING COUNTY HOUSING / PLU SUBJECT: ANTENNA MOUNT LOADS Seismic Load (ASCE 7, Section 13.3: Seismic Demands on Non -Structural Components) Risk Category I Structure Class: 11 Seismic Design Category: D Component Importance Factor: p = 1.00 (ASCE 7, Section 13.1.3) Site Class: D Mapped Spectral Response Acc. Parameter (Short Periods): Ss = 1.301 (ASCE 7, Section 11.4.1) Mapped Spectral Response Acc. Parameter (1 s Period): S, = 0.498 (ASCE 7, Section 11.4.1) Design Spectral Response Acc. Parameter (Short Periods): ScS = 0.867 (ASCE 7, Section 11.4.4) Design Spectral Response Acc. Parameter (1 s Period): Sp, = 0.499 (ASCE 7, Section 11.4.4) Component Response Modification Factor: RP = 2.5 (ASCE 7, Table 13.6-1: "Communication Equipment") Component Amplification Factor: ap = 1.0 (ASCE 7, Table 13.6-1: "Communication Equipment") Overstrength Factor (as req'd for anchorage to concrete): ()o = 2.5 (ASCE 7 Supplement No.1, Table 13.6-1: "Communication Equipment") Component Attachment Height (Above Base of Structure): z = 1.0 ft Average Height of Top of Structure (Above Base): h = 1.0 ft z/h = 1.0 (ASCE 7, Equation 13.3 1) Lateral Seismic Design Force Weight Multiplier: Fp, u,,,w M1= 0.416 (ASCE 7, Equations 13.3-1 through 13.3-3) Vertical Seismic Design Force Weight Multiplier: Fp,,,,-,AN1 0.173 (ASCE 7, Section 13.3.1: "Concurrent Vertical Force") Unfactored X-Direction Seismic Design Force: Fp,x = 1647 lb (ASCE 7, Equations 13.3-1 through 13.3-3) Unfactored Z-Direction Seismic Design Force: Fp,Z = 1647 1b (ASCE 7, Equations 13.3-1 through 13.3-3) Unfactored Vertical Seismic Design Force: Fp.y = 686 Ih (ASCE 7, Section 13.3.1: "Concurrent Vertical Force") Total Factored (LRFD) X-Direction Seismic Design Force: 1.0 * Fp,x = 1647 lb Total Factored (LRFD) Z-Direction Seismic Design Force: 1.0 * Fpz = 1647 lb Total Factored (LRFD) Vertical Seismic Design Force: 1.0 * Fp,r = 686 h Ire Load, DI & Wi. (TIA-222-G, Section 2.6: Wind and Ice Loads) Does Ice Need to be Considered?: No Design Ice Thickness: t; = 0.25 in (TIA-222-G, Section 2.6.8) Summary: Vertical Loads Controlled By: Dead Load Combos X-Direction Horizontal Loads Controlled By: Wind Load Combos Z-Direction Horizontal Loads Controlled By: Wind Load Combos Page 6 of 37 )\/ECYOFZ JOB NO.: U2619-276-191 PROJECT: SE04036D KING COUNTY HOUSING / PLU SUBJECT: ANTENNA MOUNT LOADS Location: Existing + Proposed Equipment Wind per: ASCE 7-10 On a: Building at 61 ft A.G.L. Load Combinations: ASCE 7-10 ti c Appurtenances Unit Weight (Ibs) 2006 850 8 19 19 55 55 50.7 4.4 6.6 20 20 Quantity () 1 1 6 2 2 1 2 2 4 2 1 1 Height (Y) (in) 75 72 7.6 20A 0 0 ❑ 0 0 0 0 0 WidthlDiemeter (X) (In) 31 30 7.3 18.9 0 0 0 0 0 0 0 0 Depth (Z) (in) 30 41 2,6 5.8 0 0 0 0 0 0 0 0 Appurtenance Elev. (ft) 61 61 61 61 61 61 61 61 61 61 61 61 Rotation from mount azimuth (9) (deg) O 0 0 0 0 ❑ 0 0 A 0 0 0 Ka (shielding factor) 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.D0 1.00 1.00 Sha e: Flat Flat Fiat Flat Flat Flat Flat Flat Flat Flat Flat Fiat Unit Dimensions: Width)Diameter (X) (ft) 2.58 2.50 0.61 1.56 0.00 0.00 0.00 D.DD 0.00 0.00 0,00 0.00 Height (Y) (ft) 6.25 6.00 0.63 1.70 0.00 0.00 0.00 O,OD 0.00 0.00 0.00 0.00 De Ih Z Blank If Round] 2.50 3.42 0.22 0.48 0.00 0.00 0.00 0.00 0.00 0.00 O.OD O.DO Wind Force per Unit: q, (pso � 0.00256KKnKaV2l 45.5 45,5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 45.5 (EPA),, (ft) 19.38 18.00 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (EPA), (ft?) 18.75 24.60 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (EPA)A (X) (ft) 19.38 18.00 0.46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (EPA)A (Z) (ft) 18.75 24.60 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Factored (LRFD): (1.OW) FA (X) (Ibs) 749 696 18 0 0 0 0 0 0 0 0 0 FA (Z) (Ibs) 725 951 6 0 0 0 0 0 ❑ 0 0 0 Seismic Force per Unit: Factored (LRFD): (1.OE) Lateral (Ibs) 832.6 353.9 3.3 7.9 7.9 22.9 22.9 21.1 1.8 2.7 8.3 8.3 Vertical (Ibs) 346.9 147.4 1.4 3.3 3.3 9.5 95 8.8 0.8 1.1 3.5 3.5 Dead Load, D: Weight of Appurtenances: WA = 3311 lb Total Weight: %= 3311 Ib Wind Load. W: (TIA-222-G, Section 2.6: Wind and Ice Loads) Basic Wind Speed: V = 110 rnph Exposure Category: B Height of Structure: h = 61.0 ft Gust Effect Factor: Gh = 0.85 Topographic Category: 1 Height of Crest Above Surrounding Terrain: H = 0 ft Open Structure Wind Pressure: FsT = 46.4 psf Wind on Structure (Line Loads): (ASCE 7-10, Figure 26.5-1) (TIA-222-G, Section 2.6.5) (ASCE 7-10, Section 26.9.1 & TIA-222-G, Section 2.6.7) (TIA-222-G, Section 2.6.6) (TIA-222-G, Section 2.6.6) (q.X CFX GO Member Shape: D.- (in) Wind Force (plt) Total Length Fes. Wind X (ft) Z (ft) P1000 Unistrut •n .I .m..1 rnd-lo-d,l dkm hon or member (TV4Mz. 2.30 Flit.. i:5 8.9 1 5 Total Factored X-Direction Wind (Appurt. & Structure): Fwx=l 1597 jib Total Factored Z-Direction Wind (Appurt. & Structure): Fwz= 1715 Ib Wind Controls Wind Controls Page 7 of 37 JOB NO.: U2619-276-191 Cmro R PROJECT: SE04036D KING COUNTY HOUSING / PLU it n I n E E R S SUBJECT: ANTENNA MOUNT LOADS Seismic Load E: (ASCE 7, Section 13.3: Seismic Demands on Non -Structural Components) Risk Category / Structure Class: II Seismic Design Category: D Component Importance Factor: Ip = 1.00 Site Class: D Mapped Spectral Response Acc. Parameter (Short Periods): Ss = 1.301 Mapped Spectral Response Acc. Parameter (1 s Period): S, = 0.498 Design Spectral Response Acc. Parameter (Short Periods): Sos = 0.867 Design Spectral Response Acc. Parameter (1 s Period): SDI Component Response Modification Factor: RP Component Amplification Factor: ap Overstrength Factor (as req'd for anchorage to concrete): 0. Component Attachment Height (Above Base of Structure): Z = 1.0 ft Average Height of Top of Structure (Above Base): h = 1.0 ft z/h ml 1.0 Lateral Seismic Design Force Weight Multiplier: Fp, t.ra'W= 0.416 Vertical Seismic Design Force Weight Multiplier: Fp.,�tVV=j 0.173 Unfactored X-Direction Seismic Design Force: Fp,x = 1379 lb Unfactored Z-Direction Seismic Design Force: Fp,z = 1379 Ib Unfactored Vertical Seismic Design Force: Fp,y = 574 Ib Total Factored (LRFD) X-Direction Seismic Design Force: 1.0 * Fp,x = 1379 Ib Total Factored (LRFD) Z-Direction Seismic Design Force: 1.0 * Fpz = 1379 Ib Total Factored (LRFD) Vertical Seismic Design Force: 1.0 * Fp,v ' 574 10 Ice Load. D1 & WI; (TIA-222-G, Section 2.6: Wind and Ice Loads) Does Ice Need to be Considered?: No Design Ice Thickness: t., = 0.25 in Summary: Vertical Loads Controlled By: Dead Load Combos X-Direction Horizontal Loads Controlled By: Wind Load Combos Z-Direction Horizontal Loads Controlled By: Wind Load Combos (ASCE 7, Section 13.1.3) (ASCE 7, Section 11.4.1) (ASCE 7, Section 11.4.1) (ASCE 7, Section 11.4.4) (ASCE 7, Section 11.4.4) (ASCE 7, Table 13.6-1: "Communication Equipment") (ASCE 7, Table 13.6-1: "Communication Equipment") (ASCE 7 Supplement No.1, Table 13.6-1: "Communication Equipment") (ASCE 7, Equation 13.3-1) (ASCE 7, Equations 13.3-1 through 13.3-3) (ASCE 7, Section 13.3.1: "Concurrent Vertical Force") (ASCE 7, Equations 13.3-1 through 13.3-3) (ASCE 7, Equations 13.3-1 through 13.3-3) (ASCE 7, Section 13.3.1: "Concurrent Vertical Force") (TIA-222-G, Section 2.6.8) JOB NO.: U2619-276-191 Page 8 of 37 ECTOR I* n O I n E E R S PROJECT: SE04036D KING COUNTY HOUSING / PLU DESIGN WIND LOADS ON OTHER STRUCTURES: (Chimneys, Tanks, Rooftop Equipment, & Similar Structures) Label: Enclosure INPUT DATA: Basic Wind Speed, V [mph]: 110 Exposure Category: B Structure: Cross -Section: Square Height, h [ft]: 6.0 Width, D [ft]: 3.4 Length, Lt [ft]: 2.5 Average Elevation, z [ft]: 61.0 For Non -Rooftop, Flexible Structures, (if n t < 1 Hz): Depth, L [ft]: Natural Frequency, n t [Hz]: Damping Ratio, [i: 0.005 Rooftop Structure? Yes Supporting Structure (of Rooftop Structure): Height, H [ft]: 55.0 Width, B [ft]: 50.0 Length, LZ [ft]: 100.0 For Flexible Supporting Structures, (if n t < 1 Hz): Depth, L [ft]: Natural Frequency, nt [Hz]: Damping Ratio, R: 0.005 DESIGN SUMMARY: Full Wind Pressure, 1.OW [psf]: 45.5 Design Wind Pressure, 0.6W [psf]: 27.3 Design Diagonal Pressure, 0.6W [psf]: 27.3 Design Uplift Pressure (if applicable), 0.6W [psf]: 21.5 Copyright© 2019 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. R Page 9 of 37 JOB NO.: U2619-276-191 U Copyright® 2019 Vector Structural Engineering, LLC E C T D R This Excel workbook contains proprietary information belonging to Vector E n G I n E E R 5 Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written pemdssion of Vector Structural Engineering, LLC. PROJECT: SE04036D KING COUNTY HOUSING / PLU DESIGN WIND LOADS ON OTHER STRUCTURES Label: Enclosure WIND ANALYSIS: ASCE 7-10 References Full Wind Pressure, 1.OW [psf]: 45.5 (Section 29.5.1) Design Wind Pressure, 0.6W [psf]: 27.3 (Section 2.4.1) Design Diagonal Pressure, 0.6W [psf]: 27.3 (Section 2.4.1) Design Uplift Pressure (if applicable), 0.6W [psf]: 21.5 (Section 29.5.1) Design Wind Pressure: Velocity Pressure, qz [psf]: 23.9 (Equation 29.3-1) Initial GCf: 1.9 (Section 29.5.1) Area Ratio: 0.01 (Section 29.5.1) Final GCf: 1.9 (Section 29.5.1) Design Uplift Pressure: (Equation 29.5-3) Velocity Pressure, qz [psf]: 23.9 (Equation 29.3-1) Initial GCf: 1.5 Area Ratio: 0.0 Final GCf: 1.5 Velocity Pressure, % = 0.00256K=Kz K V2 Velocity Pressure Exposure Coefficient, Kz: 0.86 (Table 29.3-1) Topographic Factor, Kzt: 1.0 (Section 26.8.2) Wind Directionality Factor, Kd: 0.90 (Table 26.6-1) Velocity Pressure Exposure Coefficient, K== 2.01(z1zg)tyat (Table 29.3-1) Nominal Height of Atm. Boundary Layer, zg [ft]: 1200 (Table 26.9.1) 3-sec Gust -Speed Power Law Exponent, a: 7.0 (Table 26.9.1) Page 10 of 37 Concrete Beam Fie Description : 41/2" x V-0" width of slab under equipment cabinet gravity loads CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi fr= fc112 " 7.50 = 410.792 psi 0 Phi Values y! Density = 145.0 pcf R t = LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups fy - Main Rebar = 40.0 ksi E - Stirrups = Stirrup Bar Size # E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Flexure : 0.90 Shear: 0.750 0.850 ksi ksi 3 1.0 INC.1983-2017, Build:10.17.12.10, Ver.10.17.12.10 otfl oQ o.22 5.0 ft .2"wx45"I1 Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 4.50 in Span #1 Reinforcing.... 144 at 2.250 in from Top, from 0.0 to 5.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0650, L = 0.020 ksf, Extent = 0.0 —>> 5.0 ft, Tributary Width =1.0 ft Uniform Load: D = 0.220 ksf, Extent = 2.50 —>> 5.0 ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn " Phi : Allowable Location of maximum on span Span # where maximum occurs 0,639 : 1 Typical Section 0.8121 k-ft 1.272 k-ft 2.978 ft Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description _ Section 1 1-#4 @ d=2.25", Vertical Reactions _ Load Combination Support 1 Support 2 Overall MAXlmum 0.350 0.625 Overall MINimum 0.050 0.050 +D+H 0.300 0.575 +D+L+H 0.350 0.625 +D+Lr+H 0.300 0.575 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.010 in Ratio = 6211 >=18 Max Upward Total Deflection 0.000 in Ratio = 999>=18 Top & Bottom references are for tension side of section Phi" Mn (k-ft) Moment of Inertia (in"4 ) Bottom Top 1.27 1.27 Support notation : Far left is #1 I gross Icr - Bottom Icr - Top 91.13 5.84 5.8, Page 11 of 37 File =11mRWPro]etQMA7Q9--MUf BWU5-tWwMPF-H-v2-nUuczturiis-.tun Concrete Beam ENERCALC. INC.1983-2017. Build:10.17.12.10, Ver.10.17.12,10 Description : 41/2" x T-0" width of slab under equipment cabinet gravity loads Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+S+H 0.300 0.575 +D+0.750Lr+0.75OL+1i 0.337 0.612 +D+0.750L+0.750S+H 0.337 0.612 +D+0.60W+H 0.300 0.575 +D+0.70E+H 0.300 0.575 +D+0.750Lr+0.750L+0.450W+H 0.337 0.612 +D+0.750L+0.750S+0.450W+H 0.337 0.612 +D+0.750L+0.750S+0.5250E+H 0.337 0.612 +0.60D+0.60W+0.60H 0.180 0.345 +0.60D+0.70E+0.60H 0.180 0.345 D Only 0.300 0.575 Lr Only L Only 0.050 0.050 S Only W Only E Only H Only Maximum Forces & Stresses for Load Combinations Load Combination Location (It) Segment Length Span # in Snan MAXimum BENDING Envelope Span # 1 +1.40D+1.60H Span # 1 +1.20D+0.50Lr+1.60L+1.60H Span # 1 +1.20 D+1.60 L+0.50 S+1.60 H Span # 1 +1.20D+1.60Lr+0.50L+1.60H Span # 1 +1.20D+1.60Lr+0.50W+1.60H Span # 1 +1.20D+0.50L+1.60S+1.60H Span # 1 +1.20D+1.60S+0.50W+1.60H Span # 1 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H Span # 1 +1.20 D+0.50 L+0.20 S+E+1.60 H Span # 1 +0.90D+W+0.90H Span # 1 +0.90D+E+0.90H Span # 1 Overall Maximum Deflections Load Combination Span +D+L+H Bending Stress Results (k-R ) Mu: Max Phift Stress Ratio 1 5.000 0.81 1.27 0.64 1 5.000 0.81 1.27 0.64 1 5.000 0.79 1.27 0.62 1 5.000 0.79 1.27 0.62 1 5.000 0.73 1.27 0.57 1 5.000 0.70 1.27 0.55 1 5.000 0.73 1.27 0.57 1 5.000 0.70 1.27 0.55 1 5.000 0.73 1.27 0.57 1 5.000 0.73 1.27 0.57 1 5.000 0.73 1.27 0.57 1 5.000 0.52 1.27 0.41 1 5.000 0.52 1.27 0.41 Max. " " Defl Location in Span Load Combination 0.0097 2.582 Max. "+" Defl Location in Span 0.0000 0.000 Page 12 of 37 Concrete Beam Description : " " " 4112" x 1'-0" width of slab under equipment cabinet gravity loads Fie zilml ieslPr*,cisl2MA709--MUNBWUs-RUWM?FR-V4ENGW28NT8-O.ECB ENERCALC. INC.1983-2017. Bulid:10.17.1210. Ver.10.17.12.10' r 0,48 0.97 1.47 1196 2,45 2.94 3.43 3.93 4.42 4,91 Dace (R) 1 +UOD460H 1 +1104SDD+L66L+1.6DH J +12D+L6DL+D.SDS+L611H 0 +1.ZDD+I.6DU+D.SDL+L6DH G +12DD+I.6DLi+D,SDW+1,66H i +Lm6+D;SDL+I.6DS+L6DH +110+I.6DS+D.SD1N+LfiDH 1 +1.ZDD+D.S6L1+D.SDL+W+L6DH 1 +1.Z04SDL+D,SDS+ 41AN i +1.ZDD+D.SDL+6.ZDS+E+1.6DH 1 +D.96D+W+D.46H 1 +DIDD+E+D.9DH 1 PON 048 0,91 lA) 1.96 2.45 2.94 3,43 A 4.42 4.11 Nanceft) ' +1AD6+L6DH 1 +11040WS.6DL+L6DH ] +110D+1.66L+D.SDS+L6DH U +110+12LA.SDL+L6DH +116D+L6DL140+160H I +1.ZDD+D,SDL+1AS+1.6DH +110D+I.6DS4SD1d0,60H n +1104SDL14SDL+w+L60H 1 +11DD+D.SD1+D.S6S+W+16DH 1 +1.ZDD+D.SDL+6.ZDS+E+1.6DH 1 490+W49DN 1 +0,9DD+E+0.9DH Page 13 of 37 File=%sefilesiProjects12MA7Q9-KtJNBWUS-tWWMPFR-V tHUWAN I u-u.tfA Concrete Beam ENERCAX, INC.1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Description : 41/2" x 1'-0" width of slab under equipment cabinet gravity loads 0 1 +D+H I +D+I+H _ +D+D.6DW+H a +D+0.7DE+H 1 4,66D+D,76E+D.66H I Dolly 1 EOnly 6 Holly 135 1.84 2,34 233 332 321 430 4S0 Walre ft) U +D+LI+H 11 +D+S+H : +D+0.7SDLi+D,7SDL+H +D+6.7SD1+D.7SDS+H 1041SDIA.7SDL+6,4SOWO I +D+D.7SDL+D,7SDS+D,4SDW+H I +D+D.75DL+0,7SDS+D,SZSDE+H I 460460W+6.66H I 1.14nly L4nly S4nly WUnly Page 14 of 37 E Tr r--1 G 1 r-1 E E R ES Description: Geometry & Vyeight Width (in) _ Length (in) _ Height (in) _ Height to Center of Gravity (in) _ Bolt spacing 1 (in) _ Bolt spacing 2 (in) _ Minimum weight (Ibs) _ Maximum weight (Ibs) _ Cabinet Anchorage 30.0 (parallel to x-axis) 41.0 (parallel to y-axis) 72 36 27.0 (parallel to x-axis) 36.9 (parallel to y-axis) 850 (Empty) 1300 (Full) Loads: Load Type: ASD Load Combinations: ASCE 7-10 Wind Loads: (Per ASCE 7-10, Section 29.5.1) Cabinet Anchorage is Outdoors Unfactored Design Wind Pressure (psf) = 45.5 (from wind calculations) Factored Wind Force, X-Direction (Ibs) = 559.7 (0.6 Wind) Factored Wind Force, Y-Direction (Ibs) = 409.5 (0.6 Wind) JOB NO.: U2619-276-191 PROJECT: SE04036D KING COUNTY HOUSING / PLI SUBJECT: EQUIPMENT ANCHORAGE Y •Anchors Seismic Loads: (Per ASCE 7-10, Section 13.3) Component Attachment Height (ft) Component Response Modification Factor, Rp = 2.5 (Table 13.5-1 to 13.6-1) (Above Base of Structure), z = 1.0 Component Amplification Factor, ap = 1.0 (Table 13.5-1 to 13.6-1) Average Height of Top of Structure (ft) Component Overstrength Factor, no = 2.5 (ASCE 7 Supplement No. 1) (Above Base), h = 1.0 Component Importance Factor, Ip = 1.0 (Section 13.1.3) Max Factored Seismic Force, X-Direction (lb) = 378.9 (0.7 Seismic) Fa _ 0.4apSDSW11 1 * 2 a � Max Factored Seismic Force, Y-Direction (lb) = 378.9 (0.7 Seismic) P Factored Vertical Seismic Force (lb) = 157.9 (0.7 Seismic) F = +/-0.2SDSWp Anchorage_Forces: Design for Anchorage in Concrete? No (including Overstrength for Seismic) X-Direction Y-Direction Note: Overturning for wind includes resisting moment Controlling Lateral Load (Ibs) = 559.7 409.5 from 0.6 x Minimum Equipment Weight, Overturning for Controlling Lateral Load Type: Wind Wind seismic includes vertical seismic component and resisting moment from 0.6 x Maximum Equipment Weight Resultant Overturning Moment (lb-ft) = 1105 444 Max Tension in 1 bolt (Ibs) = 245.6 (negative values indicate that tension will not occur under design loads) Max Shear in 1 bolt (Ibs) = 139.9 Page 15 of 37 JOB NO.: U2619-276-191 Copyright 02019 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to VectorStructural � rl G I rl E E R S Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the pnurwdtten permission ofVectprShucturelEngineedng, LLC. PROJECT: SE04036D KING COUNTY HOUSING / PLU BOLTED TENSION CONNECTION Location: Cabinet Anchorage Bolt Grade: A307 Bolt Diameter: 0.5 in Number of Bolts: 1 Bolt Capacity: 4418 Ibs (AISC Equation J3-1) Tension Load: 246 Ibs Check Bolt: 5.6% Result: Select (1) 0.5 in. dia. A307 bolt. Note: Max load from equipment anchorage calcs. BOLTED SHEAR CONNECTION Location: Cabinet Anchorage Bolt Grade: A307 Bolt Diameter: 0.5 in Number of Bolts: 1 Double Shear? No Bolt Capacity: 2651 Ibs Shear Load: 140 Ibs Check Bolt: 5.3% (AISC Equation J3-1) Result: Select (1) 0.5 in. dia. A307 bolt. Note: Max load from equipment anchorage calcs. Page 16 of 37 V E n O I n E E R SECTOR PROJECT: SE04036D KING COUNTY HOUSING / PLU JOB NO.: U2619-276-191 Copyright© 2019 Vector Structural Engineering, LLC This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. CONCEALED ANTENNA SUPPORT FRAME CALCULATIONS Page 17 of 37 ECT0FZ E r-1 Ca 1 1-1 r= E R 5 JOB NO.: U2619-276-191 PROJECT: SE04036D KING COUNTY HOUSING / PLU SUBJECT: ANTENNA MOUNT LOADS Location: Antenna Mount wind per: TIA-222-G On a: Building at 60.68167 ftA.G.L. Load Combinations: ASCE 7-10 k�W 0 Appurtenances cep COP -e Unit Weight (Ibs) 142.2 273.4 83.6 55 13.9. 15 Quantity () 3 3 3 2 3 1 Height (Y) (in) 95.9 72.44 22 19.3 9A 20.2 Width/Diameter (X) (in) 25.2 25.6 12 22 7.3 19 Depth (Z) (in) 9.3 11.6 7.4 5.2 3.5 7 Appurtenance Elev. (it) 60.68157 60.68167 60.68167 60.68167 60.68167 60,68167 Rotation from mount azimuth (0) (deg) 0. 0 0 0 0 0 Ka (shielding factor) 1.00 1.00 1.00 1.00 1.00 1.00 Shan>- Flat Fiat Fiat Flat Flat Fiat Unit Dimensions: Width/Diameter (X) (it) Height m (ft) De pth (2) [ Blank If Round (a) 2.10 7.99 0.78 2.13 6.04 0.98 1.00 1.83 0.62 1.83 1.61 0.43 0.61 0.78 0.29 1.58 1.68 0.59 Wind Force per Unit: q� (psf) = 0.002561<�KeKdV l 5.0 5.0 5.0 5.0 5.0 5.0 (EPA)N (fe) 21.11 15.64 2.20 3.54 0.57 3.20 (EPA)T (fe) 9.35 8.08 1.38 0.87 0.28 1.20 (EPA)A (X) (ft) 21.11 15.64 2.20 3.54 0.57 3.20 (EPA)A (Z) (fe) 9.35 8.08 1.38 0.87 0.28 1.20 Factored (LRFD): (1.0W) FA (X) (Ibs) 90 66 9. 15 2 14 FA (Z) (Ibs) 40 34 6 4 1 5 Seismic Force per Unit: Factored (LRFD): (1.OE) Lateral (Ibs) 59.2 113.8 34.8 22.9 5.8 6.2 Vertical (lbs) 24.7 47.4 14.5 9.5 2.4 2.6 Dead Load, D: Weight of Structure: Ws = lb (1.08 x Material Weight from RISA Model) Weight of Appurtenances: WA =lb A2370 Total Weight: W, =lb Wind Load. W: (TIA-222-G, Section 2.6: Wind and Ice Loads) Open Structure Wind Pressure: FsT = 5.0 Ps ("indoor" wind) Total Factored X-Direction Wind (Appurt. & Structure): Fwx = lb Total Factored Z-Direction Wind (Appurt. & Structure): Fwz = F 256 b Page 18 of 37 JOB NO.: U2619-276-191 EC T C R PROJECT: SE04036D KING COUNTY HOUSING / PLU E n a I n B e R s SUBJECT: ANTENNA MOUNT LOADS Seism6c Load, E: (ASCE 7, Section 13.3: Seismic Demands on Non -Structural Components) Risk Category / Structure Class: II Seismic Design Category: D Component Importance Factor: P = 1.00 (ASCE 7, Section 13.1.3) Site Class: D Mapped Spectral Response Acc. Parameter (Short Periods): Ss = 1.301 (ASCE 7, Section 11.4.1) Mapped Spectral Response Acc. Parameter (1 s Period): S, = 0.498 (ASCE 7, Section 11.4.1) Design Spectral Response Acc. Parameter (Short Periods): ScS = 0.867 (ASCE 7, Section 11.4.4) Design Spectral Response Acc. Parameter (1 s Period): S131 = 0.499 (ASCE 7, Section 11.4.4) Component Response Modification Factor: RP = 2.5 (ASCE 7, Table 13.6-1: "Communication Equipment") Component Amplification Factor: ap = 1.0 (ASCE 7, Table 13.6-1: "Communication Equipment") Overstrength Factor (as req'd for anchorage to concrete): f?o = 2.5 (ASCE 7 Supplement No.1, Table 13.6-1: "Communication Equipment") Component Attachment Height (Above Base of Structure): z = 1.0 ft Average Height of Top of Structure (Above Base): h = 1.0 fI z/h = 1.0 (ASCE 7, Equation 13.3-1) Lateral Seismic Design Force Weight Multiplier: FP, Feral fW= 0.416 (ASCE 7, Equations 13.3-1 through 13.3-3) Vertical Seismic Design Force Weight Multiplier: Fp,,O,,IW= 0.173 (ASCE 7, Section 13.3.1: "Concurrent Vertical Force") Unfactored X-Direction Seismic Design Force: Fp,x = M41 Ib (ASCE 7, Equations 13.3-1 through 13.3-3) Unfactored Z-Direction Seismic Design Force: FP,z =Ib (ASCE 7, Equations 13.3-1 through 13.3-3) Unfactored Vertical Seismic Design Force: FP,y=lb (ASCE 7, Section 13.3.1: "Concurrent Vertical Force") Total Factored (LRFD) X-Direction Seismic Design Force: 1.0" Fp,x = 986 b Seismic Controls Total Factored (LRFD) Z-Direction Seismic Design Force: 1.0 ` Fp,z = 986 Eb Seismic Controls Total Factored (LRFD) Vertical Seismic Design Force: 1.0 * Fp,r = 411 Ib Ice Load D; & VJ (TIA-222-G, Section 2.6: Wind and Ice Loads) Does Ice Need to be Considered?: No Design Ice Thickness: t; = 0.25 in (TIA-222-G, Section 2.6.8) Summary: Vertical Loads Controlled By: Dead Load Combos X-Direction Horizontal Loads Controlled By: Seismic Load Combos Z-Direction Horizontal Loads Controlled By: Seismic Load Combos Page 19 of 37 z x I I I I Vector SK -1 BRF July 12, 2019 at 4:34 PM U2619-276-191 SE04036... Antenna PipeC.r3d Page 20 of 37 Vector SK - 2 BRF July 12, 2019 at 4:34 PM U2619-276-191 SE04036... Antenna PipeC.r3d Page 21 of 37 sect on sets Ange A Pipn I Wigle RIGID Z x Vector SK - 3 BRF July 12, 2019 at 4:34 PM U2619-276-191 SE04036... Antenna Pipec.r3d Page 22 of 37 z x d P N � O a a a c N L3x3x3 I a c p [V � N g a a L3ty'F a EL 0 N 9 W Y' Cy a L3x3x3 c !u, N 1w a o a a N N a ,fig a L3x3xg a a a • w L3x3x3 �x .F3 Vector SK - 4 BRF July 12, 2019 at 4:35 PM U2619-276-191 SE04036... Antenna Pipec.r3d Page 23 of 37 Loads: BLC 1, Dead Vector BRF U2619-276-191 SE04036... SK-5 July 12, 2019 at 4:35 PM Antenna PipeC.r3d Page 24 of 37 'k z x 29.61b 56.91b 56.91b 5.BIb a 29.6 b 34.81b 6.21b 5 ib 29.61b 6.91b 45 16 �58lb 34. 29.61b 56.91b 56. lb 34.81b • L29.61b 56.91b Loads: BLC 2, ELx Vector SK - 6 BRF July 12, 2019 at 4:35 PM U2619-276-191 SE04036... Antenna PipeC.r3d Page 25 of 37 A z x Loads: BLC 3, EU Vector BRF U2619-276-191 SE04036... SK-7 July 12, 2019 at 4:35 PM Antenna PipeC.r3d Page 26 of 37 Coda Check _y (Env) ]fm[[ly � cak • t.v .90-t.4 Z x .7S,9Q .so -.Ts 4:.5a ti NC w .37 n ao . C at c7 . rz y 5 .ss e a y .az Member Code Checks Displayed (Enveloped) Results for LC 1, D Vector SK - 8 BRF July 12, 2019 at 4:36 PM U2619-276-191 SE04036... Antenna PipeC.r3d Page 27 of 37 Shear Cheek Env NO caw r 7,(w .80.7.0 Z x 76-.s0 . fiQ.75 Member Shear Checks Displayed (Enveloped) Results for LC 1, D Vector SK - 9 BRF July 12, 2019 at 4:36 PM U2619-276-191 SE04036... Antenna PlpeC.r3d Page 28 of 37 Company Vector Designer BRF Job Number U2619-276-191 SE04036D King Co Housing Model Name Global Model Settings Display Sections for Member Calcs 2 Max Internal Sections for Member Calcs 100 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh(in A2 144 Mer a Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/sec^2 32.2 Wall Mesh Size in 12 Ei ensolution Converglence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane xz Static Solver Sparse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative RISAConnection Code None Cold Formed Steel Code None Wood Code AWC NDS-12: ASD Wood Temperature < 100F Concrete Code None Masonry Code None Aluminum Code None - Buildin A16L; i4zn(;ZU-"IU): AJU Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Irate ration Parme Beta Factor RCA .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Reber Set REBAR SET ASTMA615 Min % Steel for Column I 1 Max % Steel for Column 18 July 12, 2019 4:36 PM Checked By: LRG RISA-3D Version 16.0.3[\...\...\...\...\...\...\ENG\Antenna PipeC.r3d] Page 1 Page 29 of 37 IIIRISA Company Vector Designer BRF Job Number U2619-276-191 SE04036D King Co Housing Model Name Global Model Settin s Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct x .02 l Ct Z .02 T x sec Not Entered T Z sec Not Entered RX 3 RZ 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 S1 1 TL sec 5 Risk Cat I or II Drift Cat Other om Z 1 0m X 1 ;,d Z 4 dx 4 -Rho Z 1 IRho X 1 Joint Coordinates and Temperatures July 12, 2019 4:36 PM Checked By: LRG Label x m 1- r m i 1 N1 2A77886 -.5 -1.997595 0 2 N2 2.352886 0 -1781089 0 3 N3 2.352886 3.5 -1.7810 9 0 4 N4 2.477886 9 -1.997595 0 5 N 15 10.272 14 -.5 2.502405 0 6 N16 10147114 0 2,718911 0 7 N17 10.147114 3.5 2.718911 0 8 N 18 10.272114 9 2.502405 0 9 N23 4.5 0 3.5 0 10 N24 1218911 0 -1.281089 0 11 N25 9.281089 0 2.218911 0 12 N26 3.218911 3 -1.281 89 0 13 N27 9.281089 3.5 2.218911 0 14 N 0 1 0 -0 0 15 N31 1 3.5 -0. 0 16 N33 2.477 6 0 -1.997595 0 17 N34 2,477886 3.5 -1.997595 0 8 N37 10.272114 0 2.502405 0 19 N38 10,272114 3.5 2.502405 0 p N39 0.7 -.5 8 21 N40 1, 0 8 0 22 N41 1. 3.5 8 0 23 N42 0.75 9 8 0 24 N47 0.75 -.5 4 66 667 0 25 N48 1, 0 3.5 4,66667 0 26 N49 1. 4.66667 0 27 N50 0.75_ .75 I, 9 4.66667 0 28 N53 -.5 -1 0 29 1 N54 1 _ 0 -1 0 30 1 N55 1 3.5 -1 0 RISA-3D Version 16.0.3[\...\...\...\...\...\...\ENG\Antenna PipeC.r3d] Page 2 Page 30 of 37 Company Vector July 12, 2019 111RISA U26 Designer 4:36 PM Job Number U2619-276-191 SE04036D King Co Housing Checked By: LRG A NEMETSCHEK COMPANY Model Name Joint Coordinates and Temperatures (Continued] La el X fffl Y Tftl Z ffil TeMDtach From Map... 31 N56 .75 9 -1 0 32 N61 1, 1 0 7 0 33 N62 1, 3.5 7 0 34 N63 3.218911 0 8.281089 0 35 N64 1 3.918911 3.5 8.281089 0 36 N65 0.75 0 8 0 37 N66 0.75 3.5 8 0 38 N67 0.75 0 4.66667 0 39 N68 0.75 3.5 4.66667 0 40 N69 .75 0 -1 0 41 N70 .75 3.5 -1 0 42 N71 10.272114 -.5 4,497595 0 43 N72 10.147114 0 4.281089 0 44 N73 10.147114 3.5 4.281089 0 45 N74 10.272114 9 4.497595 0 46 N85 1 2.477886 -.5 8.997595 0 47 N86 1 2,352886 0 8.781089 0 48 N87 1 2.352886 3.5 8.781089 0 49 N88 2,477886 9 8.997595 0 50 N93 9.281089 0 4.781089 0 51 N94 9.281089 3.5 4.781089 0 52 N95 10,272114 0 4 4975 5 0 53 N96 10.272114 3.5 4.497595 0 54 N99 2,477886 0 8.997595 0 55 WOO 2.477886 3.5 8.997595 0 56 N103 1 0 1.25 0 57 N 104 1. 0 5.75 0 58 N105 9,849279 0 2.546956 0 59 N106 2.650721 0 -1.609133 0 60 N74A 0.75 -.5 2.33334 0 61 N75 1. 0 2.33334 0 62 N76 1. 3.5 2.33334 0 63 N77 0.75 9 2.33334 0 64 N78 0.75 0 2.33334 0 65 N79A 0.75 3.5 2.33334 0 66 A1.3 .75 8 4.66667 0 67 A1.1 .75 8 2,33334 0 68 A1.4 .75 .5 4.66667 0 69 Al2 .75 .5 2.33334 0 70 N84 1. 0 3.5 0 71 FXFB 1 3.5 3.5 0 72 N86A 1. 3.5 5.75 0 73 COVP 1 3.5 1.25 0 74 N88A 0.75 4.25 4.66667 0 75 RRU1.1 .75 4.25 2,33334 0 76 N90 0.75 6.5 4.66607 0 77 TMA1.1 .75 6.5 2.33334 0 8 N79 5.36463 -.5 -0.33093 0 79 N80 5,239634 0 -0,114424 0 N81 5.2396 4 3.5 -0.114424 0 81 N82 5.364634 9 -0.33093 0 82 N83A 5.364634 0 -0.33093 0 83 N84A 5.364634 3.5 -0.33093 0 84 N85B 8,198557 0 1.593911 0 85 N86B 4.301443 0 -0.656089 0 86 N87B 7.385357 -.5 0.835735 0 87 N88B 7.260357 0 1.052241 0 RISA-3D Version 16.0.3[\... \ ... \... \... \... \... \ENG\Antenna PipeC.r3d] Page 3 Page 31 of 37 Company Vector July 12, 2019 IIIRISA Designer BRFU26 Checked PM ke Job Number U2619-276-191 SE04036D King Co Housing Checked By: LRG n+.eal�sacNeKcaaru:y Model Name Joint Coordinates and Tem eratures Continued i w i v rat v rw 7 thl Tamn 6F1 r7Pfarh rrnm Dialn... 88 N89A 7.260357 3.5 1.052241 0 89 N90A 7.385357 9 0.835735 1 0 90 N91A 7,385357 0 0.835735 0 91 N92 7.385357 3.5 0.835735 0 92 A2.3 5.364634 8 -0,33093 0 93 A2.1 7.385357 1 8 0.835735 0 94 A2.4 5.364634 1 .5 -0.33093 0 95 A22 7.385357 1 .5 0.8357351 0 96 N97 6.25 1 0 0.468911 0 97 N98 6.25 1 3.5 0.468911 0 98 N99A 4.301443 1 3.5 -0,656089 1 0 99 N100A 8.198557 3.5 1.593911 0 100 N101 5,364634 4251 -0.33093 0 101 RRU2.1 7.385357 4.25 1 0.835735 0 102 N103A 5.364634 6.5 -0.33093 0 103 TMA2.1 7.385357 6.5 0.835735 0 104 N 106A 7.385366 -.5 6 16426 0 105 N 1 7 7.260366 0 5.947754 0 106 N 108 7.260366 3.5 5.947754 0 107 N 109 7.385366 9 6.16426 0 108 N110 7.385366 0 6.16426 0 109 N111 7.385366 3.5 6.16426 0 110 N112 4.301443 0 7,656089 0 111 N 113 8.198557 0 5.406089 0 112 N114 5.364643 -.5 7.330925 0 113 N 115 5.239643 0 7,114419 0 114 N116 5.239643 3.5 7.114419 0 115 N117 5.364643 9 7.330925 0 116 N118 5.364643 0 7,330925 0 117 N119 5.364643 3.5 7.330925 0 118 A3.3 7.385366 8 6.16426 0 119 A31 5.364643 8 7,330925 0 120 A3.4 7.385366 .5 6.16426 0 121 A3.2 5,364643 .5 7.330925 0 122 N124 6.25 0 6-531089 0 123 N 125 6.25 3.5 6.531089 0 124 N126 8.198557 3.5 5.406089 0 125 N127 4.301443 3.5 7.656089 0 126 N128 7,385366 4.25 6.16426 0 127 RRU3.1 5.364643 4.25 7.330925 0 128 N 130 7,385366 6.5 6.16426 0 129 TMA3.1 5.364643 6.5 7 330925 0 Hot Rolled Steel Section Sets le Hot Rolled Steel Desi n Parameters 1 M1 MountPi a 9.5 L Lateral 2 M3 MountPi a 9.5 Lbvv Lateral 3 M4 An le 9 Lb Lateral 4 M5 An le 9 Lbyy I I Lateral RISA-3D Version 16.0.3 [\... \... \... \... \... \... \ENG\Antenna PipeC.r3d] Page 4 Page 32 of 37 Company Vector July 12, 2019 111RISA Designer BRFU26 Checked PM ke Job Number U2619-276-191 SE04036D King Co Housing Checked By: LRG P >1f ASEESCnEif GOhIIWdN Model Name Hot Rolled Steel Desi n Parameters Continued -rrrai I c.....rni 1 I,..ral 1 ...,-- InwrNl I n n Y,nf[fil I _}nrnl� Kw Kx7 %h F[1nr:}Inn 5 L0.`c M6 V �aNG An le 2.562 - Lb - - - Lateral 6 1 M7 An le L 2.562 Lbvv Lateral 7 1 M14 MountPi a 9.5 Lb I Lateral 8. M15 MountPi a 9.5 Lbvv Lateral 9 M16 MountPi a 9.5 Lbvv Lateral 10 M17 Angle 9 Lbvv Lateral 11 M18 Angle 9 Lateral 12 M19 Angle 2.562 ateral 13 M20 An le 2.562 jLbyy I Lateral 14 M27 MountP' a 9.5 Lateral 15 M29 MountPi a 9.5 Lateral 16 M30 An e 9 Lb Lateral 17 M31 An le 9 Lbvv Lateral 18 M32 Angle 2 Lb Lateral 19 M33 An le 2.562 Lbvv Lateral 20 M40 MountPi a Lb Lateral 21 M37 MountPi a 9.5 Lb Lateral M40A MountPi a 9.5 Lb Lateral 23 M43 MountPipel 9.5 LbYv Lateral 24 M46 Moun i e 9.5 Lbyy Lateral Member Primary Data Label I Joint J Joint K JointTvne DeafgnI i Uesign 1 M1 I N1 I N4 MountPi a Column I Wide Flan a 4,53 Gr. B Typical 2 M3 N18 N16 MountPi a Column i e Flan e 5 r. B T '3 M4 E$15 2 90 An le Beam Sin le An le A36Gr.36 T ical 4 M 3 17 90 Angle Beam Single Angle A36 Gr.36 Typica.I 5 M6 N24 N30 90 An le Beam Single An le A36 Gr.36 TVDical M7 N26 N31 90 Angle Beam Single Angle A36 Gr.36 Typica 7 M8 N3 N34 RIGID None None RIGID Typical 8 M9 N2 N33 RIGID None None RIGID Typical 9 M12 N16 N37 RIGID None None RIGID Typical 1.0 M.13 N17 N38 RIGID None None RIGID T ical 11 4 N39 N42 MountPi a ColumnO-1;An a A53 Gr. B T ical 12 M15 N47 N50 MountPi a Columna A53 Gr, T ical 13 M16 N53 56 Mou i e Columna A5 Gr. B T icaI 14 M17 N54 90 Angle Beam SingleAngle A36 Gr.36 T ical 15 8 N41 N55 90 Angle Beam e A36 Gr.36 T is 1 16 M19 N61 N63 90 Angle Beam le A36 Gr.36 T ical 17 M20 N62 N64 90 An le Beam Single Angle A36 Gr.36 TvDical 18 M21 N41 N66 RIGID None None RIGID TypicaI 19 M22 N40 N65 RIGID N ne None RIGID T ical 20 M23 N48 N 7 RIGID None None RIGID Typical 21 M24 N49 N68 RIGID None None RIGID T ical 22 M25 N54 N69 RIGID None None RIGID T ical 23 M26 N55 N70 RIGID a Noe RIGID T ical 24 M27 N71 N74 MountP' a Column Wide Flange A53 Gr. B jyPicaI 25 M29 N85 N88 MountPi a Column Wide Flan a A53 Gr. B T ical 26 M30 N72 N86 90 Anale Beam Single Angle A36 Gr.36 Typical 27 M31 N73 N87 90 An le Beam Single An le A36 Gr.36 T ical 28 M32 N93 N25 90 An le Beam Single Angle A36 Gr.36 jypis 29 M33 N94 N27 90 An le Beam Single Angle A36 Gr.36 T ical 30 M34 N73 N96 No None RIGID Twig I 31 M35 N72 N95 RIGID None None RIGID Typical 32 M38 N86 N99 RIGID None None RIGID Typinni RISA-31) Version 16.0.3[\...\...\...\...\...\...\ENG\Antenna PipeC.r3d] Page 5 Page 33 of 37 Company Vector July 12, 2019 111RISA Designer BRFU26 Checked PM ke Jab Number U2619-276-191 SE04036D King Co Housing Checked By: LRG A NF. METICUi[ K C DMJ%kNV Model Name Member PrimaM Data Continued � r% .. t i..i n. n Pkilac 33 M39 N87 N100 RIGID None None RIGID Tvoical 34 M40 N74A I N77 MountPi a Column Wide Flange A53 Gr. B T ical 35 M41 N75 i N78 RIGID None None RIGID -Typical 36 M42 N76 N79A RIGID None None RIGID T ical 37 M37 N79 N82 MountPi a Column Wide Flan a ,A53 Gr. 8 Typical 38 M38A N80 N83A RIGID None None RIGID Typical 39 M39A N81 RIGID None None RIGID T ical 40 M40 N87B MountPi a Column Wide Flange A53 Gr. B Typical 41 M41A N88B RIGID None None RIGID T ical 42 M42A N 9A VN11AQ RIGID None one RIGID Typical 43 M43 N106A MountPi a Column Wide Flange A53 Gr. B Typical 44 M44 N107 RIGID None None RIGID T ical 45 M45 N108 N111 RIGID None None RIGID Typical 46 M46 N114 N117 MountPi a Column I Wide Flange A53 Gr. B Typical 47 M47 N115 N118 RIGID None I None RIGID Tyvical 48 M48 N116 N119 1 RIGID None I None RIGID T ical Basic Load Cases 1-: Load Combinations n Cw C C.. U tz, R Fe R Ga R P� A 9a R Ga 1 p Yes Y IDL 1 1 2 (1.0 + 0.14SDS)D + 0.7Ez Yes y DL 1.1., ,7 3 (1.0 + 0.14SDS)D - 0.7Ez Yes y DL 1.1.. F -.7 4 (1.0 + 0.14SDS)D + 0.7Ex Yes Y DL 1.1.. E... .7 5 (1.0 + 0.14SDS)D - 0.7Ex 'Yes Y DL 1.1.. E... -.7 6 0.6 - 0.14SDS)D + 0.7Ez Yes Y DL .479 .7 IE... -.7 7 (0.6 - 0.14SDS)D - 0.7Ez Yes Y 1DL •479 F -.7 IE... -.7 8 0.6 - 0.14SDS)D + 0.7Ex Yes y DL .479 E... .7 E... 1 -.7 9 (0.6 - 0.14SDS)D - 0.7Ex Yes Y DL .479 E... -.7 E... -,7 10 (1.0 + 0.14SDS)D + 0.7Ex.. Yes Y DL 1.1•• E-•• 7 FL2.21 11 (1.0 + 0.14SDS)D + 0.7Ex.. Yes y DL 1.1.. E... .7 -.21 12 1.0 + 0.14SDS)D - 0.7Ex .. Yes Y DL 1.1..1E... -.7 = .21 13 {(1.0 + 0.14SDS)D - 0.7Ex .. Yes y DL 1.1., E... -.7 = -.21 14 (1.0 + 0.14SDS)D + 0.7Ez.. Yes Y DL U.. = .7 lE....21 E... .7 15 (1.0 + 0.14SDS)D + 0.7Ez.. Yes y DL 1.1.. _7 IE... -.21 E... _7 16 (1.0 + 0.14SDS)D - 0.7Ez.. Yes Y DL 1.1.. _ -_7 IE....21 E... .7 17 11.0 + 0.14SDS)D - 0.7Ez.. Yes Y DL 1.1.. FLZ -.7 IE... -.21 E... .7 18 (0.6 - 0.14SDS)D + 0.7Ex.. Yes Y DL .A79 IE... .7 = .21 E••• .7 19 1j0.6 - 0.14SDS)D + 0.7Ex .. Yes y IDL.479 IE... .7 = -.21 E... ,7 20 (0.6 - 0.14SDS)D - 0.7Ex... Yes y DL A79 IE... -.7 = .21 E_ .7 21 1(0.6 - 0.14SDS)D - 0.7Ex -.. Yes y DL ..479 IE... -,7 = -.21 E... _7 22 (0.6 - 0.14SDS)D + 0.7Ez .. Yes Y DL .•479 = .7 IE.... 11 E... .7 23 1(0.6 - 0.14SDS)D + 0.7Ez .. Yes Y DL ..479 = .7 ,724 0.6-0.14SDS)D-0.7Ez... Yes y DL479 -.7 I.E.., lE. #-.21E.,... _7 2 1(0.6 - 0.14SDS)D - 0.7Ez -.Yesy 9L- ,7A RISA-3D Version 16.0.3D... \... \... \... \... \... \ENGWntenna PipeC.r3d] Page 6 Page 34 of 37 Company Vector July 12, 2019 111P.1SA Designer BRFU26 Checked PM ke ,lab Number U2619-276-191 SE04036D King Co Housing Checked By: LRG Model Name Envelope RISC 14th 360-10 : ASD Steel Code Checks Member ShaDe Cod Check Loc ftj_LC ,Shear ... Lac ft .Oir LC Pn m P m n / Ub t n 1 I M1 PIPE 2.0 .347 3.9341131 .109 O 13 7251.681 :21377.2... 1245.259 1245.259 3.903 H1-1b 2 M3 PIPE 2.0 .340 3.934 10 .112 1 0 1 11017251.681 21377.2... 1245.259 1245.259 3.8271 H1-1b 3 M4 L3x3x3 .823 9 10 .107 0 1 z 16.4823,42 23497.0... 878.30$ 1722.946 2.662 1-12-1 4 M5 L3x3x3 .554 0 13 .106 0 z 11.4823.42 23497.0... 878.308 1721.659 2.653 H2-1 5 M6 L3x3x3 .117 2.562 11 .006 2.562 V 111118768.3....23497.0... 878.308 1868.615 1.166 H2-1 6 M7 L3x3x3 .373 0 10 .028 0 v 111118768.3 ... :23497.0... 878_3081932.938 1.633 H2-1 7 M14 PIPE 2.0 .384 3.934 14 .123 O 114 7251.681 .21377.2... 1245.259 1245.259 3.562 1-11-1b 8 M15 PIPE 2.0 1 .379 .576 1 102 .576 157251.681.21377.2... 1245.259 1245.259 1.476 H1-1b 9 M16 PIPE 2.0 .383 3.934 16 .124 0 1 11617251.681 21377.2..�878.308 45.259 1245.259 3.554 H1-1b 10 M17 L3x3x3 .924 9 16 .113 0 z 13 4823.42 23497.0.. 1739.701 2.784 H2-1 11 M18 L3x3x3 .618 9 3 .106 9 z 12 4823.42 23497.0..8.308 1561.871 1.805 H2-1 12 M19 L3x3x3 .117 0 10 .007 0_y LO 18768.3 ... 23497.0.-.878.308 1875.574 1.193 1-12-1 13 M20 L3x3x3 .374 2.56211 .028 2.562 V 11018768.3...23497.0... U8.3081932.9381,654 H2-1 14 M27 PIPE 2.0 _344 3.934 11 .110 0 11 7251.681 21377.2... 1245.259 1245.259 3.832 1-11-1b 15 M29 PIPE 2.0 .341 3.934 12 .111 0 12 7251.681 21377.2- 1245.259 1245.259 3.905 1-11-1b 16 M30 L3x3x3 .817 0 11 .105 9 z 1 4823.42 23497.0... ;B78.308 1732.691 2.732 H -1 17 M31 L3x3x3 .553 0 11 .106 9 1 z 110148214223497.0... 878. 308 1560.128 1.798 H2-1 18 M32 L3x3x3 .089 0 17 _003 2.5621 z 1 18768.3...23497.0...878.30$ 1834.886 1.046 1-12-1 19 M33 L3x3x3 .306 2.562 17 .024 2.562 v 117118768.3...23497.0...878.308 1932.938 2.179 112-1 20 M40 PIPE 2.0 .387 .576 16 .100 576 17 7251.681 ;21377.2... 1245.259 1245.259 1.808 HI-1b 21 M37 PIPE 2.0 .333 .576 13 .096 .576 17 7251.681 :21377.2... 1245.259 1245.259 2.455 H1-1b 22 M40A PIPE 2.0 .333 .576 10 .102 76 11 7251.681 21377.2... 1245.259 1245.259 2.987 H1-1b 23 M43 PIPE 2.0 .323 .57611 .102 .576 107251.68121377.z...1245.2591245.2592,261 H1-1b 24 M46 PIPE 2. .342 .576 12 .094 76 15 7251.6811.21377.2... 1245.259 1245.250 3.0$3 H1-1b Envelope Joint Reactions n v girl i t 'f H1.1 1 0� RAY [i1,_441 I f RAV Nh_Rl I r- W [D-k-ft1 1 r. 1 rvI11 N1 max 543.228 13 639.342 3 440.828 13 0 1 0 1 0 1 2 min -73.756 18 -33.72 18 32.555 18 0 1 Q 1 1 0 1 3 N15 max 21.537 21 1 641.24 10 88.25 21 0 1 1 0 1 0 1 4 min -661.381 1 -42.813 21 -278.455 10 0 A 0 1 0 1 5 N53 max 146.939 10 716.145 17 788.014 17 0 1 0 1 0 1 6 min 24.243 21 -15.555 122 -28.675 22 0 0 1 0 7 N39 max 143.354 11 717 692 1 15 20.802 24 Q 1 0 1 0 1 8 min, 26.139 20 -15.494 -777.64 15 0 1 0 1 0 9 N85 max 1 550.124 12 629.012 12 -28.034 19 0 1 0 1 0 1 10 min -79.662 1 -37.015 9-448.178 12 0 1 0 1 0 11 N71 max 13.642 20 650.203 11 273.755 11 0 1 Q 1 0 1 12 min n6,50A48 11-38.278 20t-83.291 20 0 1 0 1 0 13 Totals: max 675.136 13 2657.108 1284 17 14 -675.122 1 1134.086 1975 22 RISA-31) Version 16.0.3[\... \... \... \... \... \... \ENG\Antenna PipeC.r3d] Page 7 Page 35 of 37 JOB NO.: U2619-276-191 ECTOREThis Copyright®2opri Vector Structural Engineering, Str Excel workbook contains proprietary information beknging to Vector SWctural E rl G I rl E E R S ngineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. PROJECT: SE04036D KING COUNTY HOUSING / PLU DESIGN APPROACH: ASD BOLTED TENSION CONNECTION Location: Sector Frame Connection Bolt Grade: A36 Bolt Diameter: 0.25 in Number of Bolts: 4 Bolt Capacity: 4271 Ibs (AISC Equation 13-1) Tension Load: 720 Ibs Check Bolt: 16.9% Result: Select (4) 0.25 in. dia. A36 bolts. Note: Loads from RISA BOLTED SHEAR CONNECTION Location: Sector Frame Connection Bolt Grade: A36 Bolt Diameter: 0.25 in Number of Bolts: 4 Double Shear? No Bolt Capacity: 3206 Ibs (AISC Equation J3-1) Shear Load: 1050 Ibs Check Bolt: 32.8% Result: Select (4) 0.25 in. dia. A36 bolts. Note: Loads from RISA 7/11/2019 rffC Hazards by Location Search Information Coordinates: 47.324972,-122.315 Elevation: 463 ft Tlmestamp: 2019-07-11 T14:34:29.624Z Hazard Type: Wind ATC Hazards by Location Seattle .o J 463 ft p I st' • ant a Tacoma Smelt n ° o _ Puyallup Olympia t 6 - 9 Page 36 of 37 0- ]Map dRepQrMMlYierrQJe ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed MRI25-Year 74 mph MRI25-Year 79 mph MRI50-Year 78 mph MR150-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 _ 92 mph Risk Category 1 100 mph Risk Category II 98 mph Risk Category II 110 mph Risk Category III 105 mph Risk Category III -IV _ _ _ _ 115 mph Risk Category IV 109 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-bome debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct. ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imolv anoroval by the oovemina building code bodies responsible for building code approval and interoretation for the httpsg/hazards.atcouncii.org/#/wind?lat=47.324972&ing=-122.315&address= 11!2 7/12/2019 ATC Hazards by Location JffrC Hazards by Location Page 37 of 37 Search Information Seaottle ° Coordinates: 47.324972,-122.315 463 ft c Elevation: 463 ft crest nt Timestamp: 2019417-12T17:38:06.795Z 141 f Tacoma5helivn o Hazard Type: Seismic 4 Pu yo I up • R Reference ASCE7-10 Q mpia Document: ��' = :v= Go gle Map data @2019 Goo& Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 OAO 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description Ss 1.301 MCER ground motion (period=0.2s) SI 0.498 MCER ground motion (period=l.Os) SMS 1.301 Site -modified spectral acceleration value SM1 0.748 Site -modified spectral acceleration value SDS 0.867 Numeric seismic design value at 0.2s SA SDI OA99 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fe 1 Site amplification factor at 0.2s F„ 1.502 Site amplification factor at 1.Os CRS 0.99 Coefficient of risk (0.2s) httpsJ/hazards.atcoundi.orgt#/seismic?lat=47.324972&ing=-122.315&address= 1t2 PROJECT SCOPE 1. PROPOSED MODIFICATION OF AN EXISTING TELECOMMUNICATIONS FACILITY FOR T-MOBILE PER RFDS 4.2. 2. PROPOSED REMOVAL OF THE FOLLOWING T-MOBILE EQUIPMENT FROM THE TOWER: ' NINE (9) ANTENNAS • THREE (3) FHFBs (RRUs) • THREE (3) FRIGs (RRUs) PROPOSED REMOVAL OF THE FOLLOWING T-MOBILE EQUIPMENT FROM THE GROUND: • TWO (2) CABINETS • TWO (2) FSMF MODULES • TWO (2) FBBC MODULES • ONE (1) FBBA MODULE 3. PROPOSED INSTALLATION OF THE FOLLOWING T-MOBILE EQUIPMENT ON THE TOWER: • SIX (6) ANTENNAS • ONE (1) HCS 2.0 CABLE PROPOSED INSTALLATION OF THE FOLLOWING T-MOBILE EQUIPMENT ON THE GROUND: • ONE (1) CABINETS • ONE (1) J-BOX/OVP • TWO (2) AMIA AIRSCALE SUBRACKS • FOUR (4) ABIA AIRSCALE MODULES • TWO (2) ASIA AIRSCALE MODULES • ONE (1) ABIL AIRSCALE MODULES • ONE (1) ASIK AIRSCALE MODULES PROJECT CONTACTS APPLICANT: T-MOBILE 19807 NORTH CREEK PKWY N BOTHELL, WA 98011 PROPERIY OWNER' KING COUNTY HOUSING AUTHORITY 600 ANDOVER PARK W TUKWILA, WA 98188 PH: 206.574.1100 ZONING/PERMITTING AGENT: MD7 9725 THIRD AVENUE NE, SUITE 410 SEATTLE, WA 98115 BECKY TODD PH:206-310-1793 SITE ACQUISITION AGENT: MD7 9725 THIRD AVENUE NE, SUITE 410 SEATTLE, WA 98115 FRANK SIMONDS PH: (858) 997-1064 RF ENGINEER: T-MOBILE 19807 NORTH CREEK PKWY N BOTHELL, WA 98011 CONSTRUCTION MANAGER: T-MOBILE 19807 NORTH CREEK PKWY N BOTHELL, WA 98011 ENGINEER OF RECORD: VECTOR STRUCTURAL ENGINEERING 651 W. GALENA PARK BLVD., SURE 101 DRAPER, UT 84020 WELLS L. HOLMES, SE PH: 801.990.1775 Know what's below. Call before you dig. SHEET INDEX T1.0 TITLE SHEET ® A1.0 OVERALL SITE PLAN T ■ ■ . A2.0 ENLARGED SITE PLANS A3.0 ELEVATIONS A4.0 EQUIPMENT SCHEDULE & ANTENNA PLANS A5.0 EQUIPMENT SPECIFICATIONS A5.1 EQUIPMENT SPECIFICATIONS SE04036D KING COUNTY HOUSING / PLU A6.0 DETAILS RF1.0 RF PLUMBING DIAGRAM 30838 14th AVE. S E1.0 GROUNDING DIAGRAM FEDERAL WAY, WA 98003 GN7.0 GENERALNOTES GN2.0 GENERAL NOTES SE04036D-KING COUNTY HOUSING/PLU_L600_FCD_MD7_06-20-19 PROJECT INFORMATION SITE NAME: SE04036D KING COUNTY HOUSING / PLU ADDRESS: 30838 14th AVE. S FEDERAL WAY. WA 98003 JURISDICTION: &njnOV ED 9 ■■ �� PARCEL #: ZONING: RMI9.�ING LATITUDE: LONGITUDE: 47°l 122• 0" 1 (E) STRUCTURE HEIGHT: 63.7 OCCUPANCY: GROUP: �II•l�iGn7 �Tdj�r.'�7e� VICINITY MAP Y ' 'LSkd.W 1 � s Beal LCj PROJECT AREA ! t;_ coo"," _. 10 • e_ 3Yau0 myens 3 msPR6k DRIVING DIRECTIONS FROM T-MOBILE OFFICE IN BO, HEl. WASHINGTON 1. GETON I WS FROM 120TH AVE NE AND NE 195TH ST (1.1 MI.) 2. MERGE ONTO 1-405 S (9.0 MI.) 3. TAKE EXIT 14 FOR WASHINGTON 520 W TOWARD SEATTLE (0.4 MI.) 4. MERGE ONTO WA-520 W (6.3 MI.) 5. TAKE THE EXIT ON THE LEFT ONTO 1-5 S TOWARD PORTLAND (21.2 ML) 6. TAKE EXIT 147 FOR S 272ND ST (0.3 MI.) 7. TURN RIGHT ONTO S 272ND ST (0.5 MI.) 8. TURN LEFT ONTO WA-99 S (2.3 MI.) 9. TURN RIGHT ONTO S 308TH ST (0.1 MI.) 10. TURN LEFT ONTO 14TH AVE S, DESTINATION WILL BE ON THE LEFT (0.1 MI.) TOTAL MILES: 41.5 MILES TOTAL TIME: 47 MINUTES LOCALIZED MAP Gorden .. ... �' 43096,61 IS 6366th 9t 33(1 h% 6KAIwF AZW' a' - Sod UkR k a a PROJECT " e ' �f_;j': y AREA 6313 m 83131h3t �''-� t. F 3vann rm* 63!Nn• anMN _ S63 i Palk u 3T1•`q � `' S�1,tnu y 4336N 9t S13 tst C3IDIhs, 6R6mR ,. _ ^ SpCtn:l � •' THE INFORMATrON CONTAINED IN THIS SET OF DCCUMENTS IS PROPRETA RY BY NAT LIRE. ANY 115E OR DISCLOSURE OTHER THAN THAT WHICH REIAT ES TO THE OWNER IS STRICTLY PROH WED. GOVERNING CODES I 2015 INTERNATIONAL BUILDING CODE 2015 MECHANICAL SPECIALTY CODE 2015 INTERNATIONAL FIRE CODE 2017 NFPA 70 NATIONAL ELECTRICAL CODE 2015 WASHINGTON STATE ENERGY CODE A.D.A. COMPLIANCE INSTALLATION IS UNMANNED / NOT FOR HUMAN HABITATION. HANDICAP ACCESS IS NOT REQUIRED PER A.D.A. T , m Mobile •e Emd7, CAPITAL DESIGN SERVICES 2101 4TH AVE E. SMITE 202 OLYMPIA. WA ._SOS 360.91 S.6l SO W W W.GAPITALDESIGNSERV ICES.COM �� A ■ 3 n . . . • DRAWN BY: CL CHECKED BY: 8U I APPROVALS I "REVIEWERS SHALL PLACE INITIALS ADJACENT TO EACH 919 UMF AS nRAWINGS ARE BEING REVIEWED. DRAWING VERSION VER. DATE DESCRIPTION 1 02/27/19 75%CXDRAWINGS 2 3/28/19 iPRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS CONSULTANT/PRINTED NA SIGNATURE DATE SITE ACQ.: PERMITTING: RF MGR: CONST. MGR: OPS. MGR: UM OF FEDE PROD. MGR: FM REG. REVIEW: DEV. MGR: LW D M. wAs 51'�,� 0A11. RAL'~� NAL 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE TITLE SHEET m SHEET NO. T1.0 H INGRESS & EGRESS FROM 14TH AVE S 1 1 OVERALL SITE PLAN NOTES: I 1. THE OVERALLSITE PLAN IS GENERATED FROM MULTIPLE SOURCES INCLUDING, BUT NOT LIMITED TO, GIS MAPS, AERIAL MAPS, PHOTOS, IMAGES, AND TOPOGRAPHIC SURVEY (IF PROVIDED). (E) ROOFTOP ACCESS DOOR; RESTRICTED ACCESS PARCEL #:0821049231 ZONING: RM1800 (E) PROPERTY LINE (PRIMARY PARCEL), TYP PROJECT AREA (E) T-MOBILE OUTDOOR EQUIPMENT ON ROOFTOP SEE A2.0 0 (E) T-MOBILE CABLE ROUTE J a a• , j� 4Yv � ♦y �} 4 v ' � r r ton r 11>• r (E) BUILDING (TYP) PROJECT AREA SEE A4.0 A3.0 md7. , ECTOR . I I I I I I T (E) T-MOBILE ANTENNAS WITHIN ) SCREENED ENCLOSURE I I (E) TREE (TYP) I II I l I I IE) PROPERTY LINE (ADJACENT PARCEL), TYP I 11 X 17 SCALE: 1"=X-17 22 X 34 SCALE: 1" = 154- T �MDbile CAPITAL DESIGN SERVICES 21 Ol 4TH AVE E, SUITE 202 OLV MPIA, WA 98506 360.91 5 6750 W W W.CAPITALOE9I NSERV ICEH.COM Il • 1 If ! ■ R ■ DRAWN BY: CL CHECKED BY: BU DRAWING VERSION IP ft23/28/19 DATE DESCRIPTION 2/27/19 75%CXDRAWINGS 'PRELIM CXDRAWINGS 3 6/18/19 -CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS i 5 j,WD 6. D� RAL ��SjONAL 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 I N SHEET TITLE OVERALL SITE PLAN � SHEET NO. 1 15' 30' boA 1.0 !ice 1 i- (E) T-MOBILE ULTRASITE CABINET (TYP OF 2) TO BE REMOVED f (E) T-MOBILE EQUIPMENT TO BE REMOVED: - (2) FSMF (1) FBBA (2) FBBC (E) T-MOBILE EQUIPMENT TO BE RELOCATED TO (N) CABINET: (2) FSME (1) ESMB (2) FRIA (E) T-MOBILE (6) DIPLEXERS TO BE RELOCATED - EXISTING ENLARGED SITE PLAN 2 1 NEW ENLARGED SITE PLAN (E) T-MOBILE PURCELL }� CABINET TO REMAIN \ A (N) T-MOBILE HPL3 CABINET: DESIGN OF CABINET ANCHORAGE TO BE PERFORMED BY OTHERS (N) T-MOBILE EQUIPMENT TO BE ADDED TO CABINET: (2) AMIA J (4) ABIA (1) ABIL (1) ASK (2) ASIA _ r (E) RELOCATED T-MOBILE EQUIPMENT TO (N) CABINET: (2) FSME (1) ESMB (2) FRIA (N) T-MOBILE HCS 2.0 J-BOX/OVP MOUNTED ON RELOCATED UNISTRUT (E) RELOCATED T-MOBILE (6) DIPLEXERS (E) T-MOBILE COAX CABLE & MID -CAP HCS CABLE ROUTE, TYP OF 100 LF TO REMAIN HYBRID E T-MOBILE COVP & UNISTRUT FRAME TO BE RELOCATED ICI T_AAnRII F PPr` Trl PFAAAIN (E) T-MOBILE PURCELL CABINET TO REMAIN HYBRID HYBRID 11 X 17 SCALE: 1 /4"= 1'4r 22 X 34 SCALE: 1 /2" = V-9' (E) T-MOBILE COAX CABLE & MID -CAP HCS CABLE ROUTE, TYP OF 100 LF TO REMAIN ry"Y&R/D HYBRID HYBRID HYBRID HYBRID (E) RELOCATED T-MOBILE COVP & UNISTRUT FRAME 1l1 T A A-11 C - Tn V.- IN (N) T-MOBILE HCS 2.0 CABLE ROUTE (100 LF). TO FOLLOW EXISTING COAX CABLE ROUTE HYBRID 11 X 17 SCALE: 1 /4"= 1'-0" 22 X 34 SCALE: 1 /2" = 1'Z' HYBRID - 1 pimmo ■wmgm= HYBRID - HYBRID - To",,Mobilem" ......... md7. CAPITAL DESIGN SERVICES 31 D1 4TH AVE E, 9UITE 203 DLYMPIA, WA 98SD6 36D.91 5. 6750 WWW.CAPITALDESIDN8ERVICE3 COM �WF.QT�� ! f1 ■ I R ■ ■ N ! DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER. DATE I DESCRIPTION 1 02/27/19 75% CX DRAWINGS 2 3/28/19 PRE LIMCXDRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS e7; LIND r44T'L WA5 RAL t �NAi. �� 07/17/201 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE ENLARGED SITE PLANS SHEET NO. A2.0 (E) T-MOBILE ANTENNAS MOUNTED WITHIN SCREENED ENCLOSURE, TYP OF (9) TO BE REMOVED; SEE SHEET A4.0 EXISTING EAST ELEVATION (E) T-MOBILE ANTENNAS WITHIN SCREENED ENCLOSURE NOTES: 1. THE PROJECT CM / PM TO VERIFY ANY REQUIRED PAINTING REQUIREMENTS FOR PROPOSED TOWER, ANTENNAS, ANCILLARY EQUIPMENT, CABLES, AND HARDWARE PRIOR TO ORDERING / INSTALLING EQUIPMENT. (E) TOP OF PENTHOUSE/ENCLOSURE h d3.7' AGL El T-MOBILE ANTENNA TIP HEIGHT 63.4' AGL ` (El ROOF DECK 55.0' AGL (E) BUILDING (TYP) (N) T-MOBILE ANTENNAS MOUNTED WITHIN SCREENED ENCLOSURE, TYP OF (6); SEE SHEET A4.0 IIX17SCALE: 1/16"=r-a- 0 8, 16' 32 2 I NEW EAST ELEVATION 22 X 34 SCALE: 1 /37 = V-a. (E) T-MOBILE ANTENNAS WITHIN SCREENED ENCLOSURE TOP OF FIENTHOUSEIENCLOSURE 63.7' AGL N T-MOBILE ANTENNA TIP 41-00— 63.7' AGL ROOF DECK 55.V AGL (E) BUILDING (TYP) a-v IIXI7SCALE: 1116"=1'-0" 0' 8' 16' 32' 22 X 34 SCALE: 1 /32" = I -U' T • Mobilem Emd"i CAPITAL DESIGN SERVICES 2101 4TH AVE E. SMITE 202 O LYMPIA, WA 98SOG 360.915 67SO WWW CAPITALDESIONSERVICES.- f " ■ 0 ■ r ■ I n ■ DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER. DATE I DESCRIPTION 1 02/27/14 75%CXDRAWINGS 2 3/28/19 PRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS r7"_ ` LW D ✓4�?�"� WAS S�ED� 4�� RAT. �2X )NAL 00 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE ELEVATIONS SHEET NO. A3.0 T-MOBILE ANTENNA SCHEDULE - FINAL CONFIGURATION SECTOR CTOR EXIST / NEW QTY POSITION TIP HT AZIMUTH MFR MODEL PORT DIMENSIONS (Lx W x D) WEIGHT (LBS) NEW 1 Al 63.7' 0' NOKIA AAFIA QUAD 72.44"x25.6"xII.8" 273.4 NEW 1 A2 63.7' 0° COMMSCOPE FFHH-65C-R3 OCT 95.9" x 25.2" x 9.3" 142.2 NEW 1 B1 63.7' 120' NOKIA AAFIA QUAD 72.44' x25.6" x 11.8" 273.4 NEW 1 B2 63.7' 120° COMMSCOPE FFHH-65C-R3 OCT 95.9"x25.2"x93' 142.2 BETA NEW 1 CI 240° NOKIA AAFIA QUAD 72.44" x 25.6" x 11.8" 273.4 NEW 1 C2 240' COMMSCOPE FFHH-65C-R3 OCT 95.9" x 25.2" x 9.3" 142.2 GAMMA ;3. T-MOBILE EQUIPMENT SCHEDULE (TOWER/POLE) REMOVE (E) / (E) TO REMAIN / ADD (N) QTY TECHNOLOGY MFR MODEL DIMENSIONS (L x W x D) WEIGHT (LBS) REMOVE (E) (6) ANTENNA ANDREW TMBXX-6516-R2M 59.5' x 12.0" x 6.5" (344 REMOVE (E) (3) ANTENNA COMMSCOPE SBNH-I D65C 96.5" x 11.9" x 7.1" (62.9) REMOVE (E) (3) RRU NOKIA FRIG 23.8" x 17.2" x 7.5' (59.9) REMOVE (E) (3) RRU NOKIA FHFB 34.3" x 12.6" x 7.8" (51.0) [EJ TO REMAIN (3) RRU NOKIA FRLB [AHLOA) 22.0" x 12.0"x 7.4" 83.6 (E) TO REMAIN (2) RRU NOKIA FXFB 19.3" x 22.0" x 51' 55.0 (EJ TO REMAIN (3) TMA COMMSCOPE ETT19V2S12UB 9.4" x 73' x 3.5' 13.9 (E) TO REMAIN (1) COVP I RAYCAP CR100-1076R06 20.2" x 19.0" x 7.0" 15.0 (E) TO REMAIN (12) 7/8" COAX CABLE - - - ±.50/LF (El TO REMAIN (1) MID -CAP HCS CABLE - - TBD ADD (N) (3) ANTENNA COMMSCOPE FFHH-65C-R3 95.9" x 25.2" x 9.3"q4_1 ADD (N1 (3) ANTENNA NOKIA AAFIA 72.44" X 25.6" X 11.8 ADD (N) (1) HCS 2.0 CABLE - - - T-MOBILE EQUIPMENT SCHEDULE (AT GROUND) REMOVE (E) / (E) TO REMAIN / ADD (N) QTY TECHNOLOGY MFR MODEL DIMENSIONS (Lx W x D) OR LF WEIGHT (LBS) REMOVE (E) (2) BASEBAND` NOKIA FBBC TBD TBD REMOVE (E) (2) BASEBAND` NOKIA FSMF TBD TBD REMOVE (E) (1) BASEBAND` NOKIA FBBA TBD TBD [E) TO REMAIN (2) RRU NOKIA FRIA 193' x 22.0" x 5.7 55.0 (El TO REMAIN (1) COVP RAYCAP RNSNDC-7771-PF-48 20.4"x18.9"x5.8" 19.0 (E) TO REMAIN 121 BASEBAND' NOKIA FSME TBD TBD (E) TO REMAIN (1) BASEBAND' NOKIA ESMB TBD TBD (E) TO REMAIN (6) DIPLEXER COMMSCOPE ECC1920-VPUB 7.6'x7.3x2.6' 7.9 ADD(N) (1) J-BOXW/OVP NOKIA FE-16148-OVP-B12 16.0"x14.0"x8.0" TBD ADD (N) (2) SUBRACK` NOKIA AMIA 5.2" x 17.6" x 157' ±50.0 ADD (N) (4) BASEBAND` NOKIA ABIA 1.1"x8.6"x 14.2" 4.4 ADD(N) (2) BASEBAND` NOKIA ASIA 1.7'x 8.6" x 142' 6.6 ADD (N) 11) BASEBAND' NOKIA ASIK TBD TBD ADD (N) (1) BASEBAND` NOKIA ABIL TBD TBD ` ALL EXISTING AND/OR NEW BASEBAND SUBRACKS & MODULES TO BE LOCATED INSIDE (E) OR (N) CABINET OR RACK SYSTEM. NOTES: 1. STRUCTURAL ANALYSIS / DESIGN TO BE PERFORMED BY VECTOR STRUCTURAL ENGINEERING. 2. ANTENNA / ANCILLARY EQUIPMENT MOUNT ANALYSIS / DESIGN TO BE PERFORMED BY VECTOR STRUCTURAL ENGINEERING. 3. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING ANY NECESSARY TOWER RIGGING PLANS THAT ARE SUBJECT TO OWNER APPROVAL. 4. THE GENERAL CONTRACTOR SHALL REFER TO THE FINAL STRUCTURAL ANALYSIS FOR CABLE PLACEMENT. 5. THE GENERAL CONTRACTOR SHALL VERIFY FINAL ANTENNA / ANCILLARY EQUIPMENT PLACEMENT, MODEL QUANTITY, AZIMUTH, ETC. W/ CLIENT RF REPRESENTATIVE PRIOR TO ORDERING AND COMMENCING EQUIPMENT INSTALLATION. 6. THE GENERAL CONTRACTOR SHALL FIELD VERIFY THE SUITABILITY OF ANTENNA MOUNT AT SPECIFIED TOWER / POLE ELEVATION PRIOR TO ORDERING MATERIALS. 7. REFERENCE MANUFACTURER MANUALS FOR MOUNTING INFORMATION FOR ALL PROPOSED EQUIPMENT, AS NEEDED. 8. ALL EXISTING AND PROPOSED CABLE LENGTHS ARE APPROXIMATE. THE GENERAL CONTRACTOR SHALL FIELD VERIFY LENGTHS PER FINAL MOUNTING CONFIGURATION AND STRUCTURAL ANALYSIS. 9 ALL CABLE INSTALLATIONS SHALL CONFORM TO CURRENT CARRIER STANDARDS. 10. ALL CABLE INSTALLATIONS SHALL BE WEATHERPROOFED, GENERAL CONTRACTOR TO PROVIDE DRIP LOOPS IN CABLES AND JUMPERS WHERE APPLICABLE. I I . ALL INSTALLED CABLES TO BE COLOR CODED W/ TAPE TO INDICATE ANTENNA SECTOR BASED ON CURRENT CARRIER STANDARDS. 12. COLORED ELECTRICAL TAPE SHALL DENOTE END OF EA. CABLE AND JUMPER AS CLOSE TO THE END AS POSSIBLE (NOT TO INTERFERE WITH WEATHERPROOFING Km. 1 1 ANTENNA & EQUIPMENT SCHEDULE (E) T-MOBILE ANTENNAS, TYP OF (3) PER SECTOR, TOTAL OF (9), TO BE REMOVED (E) T-MOBILE FHFB, TYP OF 11) F PER SECTOR, TOTAL OF (3), TO BE REMOVED H cw (E) T-MOBILE COVP TO REMAIN (E) T-MOBILE FXFB, TYP OF (2), TO REMAIN SED'j�E1� �G 2 1 EXISTING ANTENNA PLAN (N) T-MOBILE ANTENNAS, TYP OF (2) PER SECTOR, TOTAL OF (6) (E) T-MOBILE COVP RELOCATED TO (N) FRAME (E) T-MOBILE FXFB, TYP OF (2), RELOCATED TO (N) FRAME 3 1 NEW ANTENNA PLAN (E) T-MOBILE TMA, TYP OF (1) PER SECTOR, TOTAL OF (3), TO REMAIN (E) T-MOBILE FRIG, TYP OF (1) PER SECTOR, TOTAL OF (3), TO BE REMOVED (E) T-MOBILE ANTENNA SUPPORTS �•� TO ACCOMMODATE (N) `wJ ANTENNAS, TYP 4Nk (E) T-MOBILE FRLB, TYP OF (1) PER SECTOR, TOTAL OF (3). TO REMAIN 11 X17 SCALE: NTS 22 X 34 SCALE: NTS (E) T-MOBILE TMA, TYP OF (1) PER SECTOR, TOTAL OF (3), RELOCATED TO (N) FRAME (E) T-MOBILE ANTENNA SUPPORTS, TYP r4 1T UP �i��q 7�raR (E) T-MOBILE FRLB, TYP OF (1) PER SECTOR, TOTAL OF (3), RELOCATED TO (N) FRAME I IX17 SCALE: NTS 22 X 34 SCALE: NTS NTR w Mobile Es CAPITAL DESIGN SERVICES 21 01 4TH AVE E, SUITE 202 a -PIA, WA 98SCfi ' 3fi C.91 S.6'JSC WWW CAPITALCESIGNSERVICES.CCH MOTOR■y r w DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER. I DATE I DESCRIPTION 1 02/27/19 75%CXDRAWINGS 2 3/28/19' 1 PRELIM CX DRAWINGS 3 6/18/19 1 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS LICENSER 5 LIND �Ql a � WAS 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE EQUIPMENT SCHEDULE & ANTENNA PLANS SHEET NO. A4.0 ANTENNA MODEL #: FFHH-65C-R3 DIMENSIONS: LENGTH: 95.9" WIDTH: 25.2" DEPTH: 9 ' X WEIGHT: 142.2 LBS (WEIGHT INCLUDES MOUNTING BRACKET KIT) FREQUENCY SAND: 617-806 MHz 1695-2360 MHz QTY OF RF CONNECTORS: (4) LOW BAND (4) HIGH BAND (8) TOTAL MANUFACTURER: COMMSCOPE NOTES: MOUNT ANTENNA PER MANUFACTURER RECOMMENDATIONS. 1 1 ANTENNA SPECIFICATIONS FIBER/POWER J- BOX W/ O MODEL #: FE-16148-OVP-B12 DIMENSIONS: HEIGHT: 16.0" WIDTH: 14.0" DEPTH: 8.0" WEIGHT: 15.1 MANUFACTURER: COMMSCOPE W/ NOKIA NOTES: MOUNT PER MANUFACTURER RECOMMENDATIONS. ANTENNA MODEL # AAFIA DIMENSIONS LENGTH: 72AN' WIDTH: 25.6" DEPTH: 11.81, WEIGHT: 273.4 LBS (WEIGHT INCLUDES MOUNTING BRACKET KIT) FREQUENCY BAND: 1710-1780 MHz 1850-1915 MHz 1930-1995 MHZ 2110-2200 MHZ QTY OF RF CONNECTORS: (2) LOW BAND (2) HIGH BAND (4) TOTAL MANUFACTURER: NOKIA NOTES: MOUNT ANTENNA PER MANUFACTURER RECOMMENDATIONS. I IX17 SCALE: NTS 2 22 X 34 SCALE: NTS ANTENNA SPECIFICATIONS 4 I J-BOX W/ COVP SPECIFICATIONS IIX17SCALE: NTSNTS 5 I NOT USED 22 X 34 SCALE: HCS 2.0 FIBER FEED W/ PENDANT MODEL #: FD21206-48S55-XXX DIMENSIONS: LENGTH: VARIES WEIGHT: 1.71 LB/FT TWELVE 6 AWG CODUCTORS 48 SINGLE MODE FIBERS PENDANT W/ 12 HQLC CONNECTORS MANUFACTURER: COMMSCOPE W/ NOKIA NOTES: MOUNT PER MANUFACTURER RECOMMENDATIONS. llXl7SCALE:NTS 1 3 I HCS 2.0 FIBER FEED W/ PENDANT 22 X 34 SCALE: NTS 6 1 NOT USED 11 Xl7 SCALE: NTS 22 X 34 SCALE: NTS T ,-Mobilem" md7 CAPITAL DESIGN SERVICES 2101 4TH AVE E, SUITE 202 ❑LYMPIA. WA 95506 360 91 5 6'JSO WWW CAPITALOESIGNSERVICES COM �MC (9yo11RI& DRAWN BY: CL III CHECKED BY: BU DRAWING VERSION VER. DATE I DESCRIPTION 1 02/27/19 75% CX DRAWINGS 2 3/28/19 11PRELIMCXDRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS I� LiND 44� WAS 6. 's1aa� �,� ¢W'RAL �`rSION L�NG� 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE EQUIPMENT SPECIFICATIONS SHEET NO. A5.0 HP -LARGE 3 POWER CABINET DIMENSIONS: HEIGHT: 72" WIDTH: 30" DEPTH: 41" WEIGHT: 551 LBS (EMPTY) ±850 LBS (FULLY LOADED) MANUFACTURER: DELTA NOTES: ATTACHMENT PER DETAIL 5/- 1 1 POWER CABINET SPECIFICATIONS ASIA DIMENSIONS: HEIGHT: 1.7" WIDTH: 8.6" DEPTH: 14.2' WEIGHT: 6.6 LBS MANUFACTURER NOKIA NOTES: MOUNT MODULE PER MANUFACTURER RECOMMENDATIONS. u NOTE: AMIA DIMENSIONS, HEIGHT: 14.0" WIDTH: 19.1" DEPTH: 22.4' WEIGHT: 50.7 LBS MANUFACTURER: NOKIA NOTES: MOUNT SUBRACK PER MANUFACTURER RECOMMENDATIONS. 11X17SCALE: NTS 2 I AMIA SPECIFICATIONS 22 X 34 SCALE: NTS SPECIFICATION SHEETS WERE UNAVAILABLE FOR THE FOLLOWING PROPOSED COMPONENTS AT THE TIME OF DRAWING ISSUANCE, AND THEREFORE ARE NOT INCLUDED: ' ASIK ' ABIL (N) EQUIPMENT CABINET 1 /2" Q A307 STEEL THRU-BOLTS (4 TOTAL, 1 PER CORNER) NOTE: VERIFY EQUIPMENT CABINET SPECIFICATIONS FOR MOUNTING HOLE LOCATIONS. 11X17 SCALE: NTS 22 X 34 SCALE: NTS 4 1 ASIA SPECIFICATIONS 11 X1 7 SCALE: NTS 5 CABINET ATTACHMENT DETAIL 11X17SCALE: NTS 22 X 34 SCALE: NTS 22 X 34 SCALE: NTS ABIA DIMENSIONS: HEIGHT: 1.1" WIDTH: 8.6" DEPTH: 14.2" WEIGHT: 4.4 LBS MANUFACTURER: NOKIA NOTES: MOUNT MODULE PER MANUFACTURER RECOMMENDATIONS. 3 1 ABIA SPECIFICATIONS 6 1 NOT USED 11X17 SCALE: NTS 22 X 34 SCALE: NTS -Mobile r m CAPITAL DESIGN SERVICES 21 0 1 4TH AVE E. SUITE 202 OLYMPIA. WA 9950. 360.91 S. .. WWW OAPIT.LOE...N E.VI.E. COM Ec�� i( ■ n■ I n III ■ R a DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER. I DATE DESCRIPTION 1 02/27/19 75% CX DRAWINGS 2 3/28/19 PRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS LICENSER � 1 L,WD �. � ag was V O r�A 7NAL�NG� 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE EQUIPMENT SPECIFICATIONS SHEET NO. A5.1 (E) RF TRANSPARENT TRI-SECTOR SCREENING W/ WOOD FRAME I I(N) T-MOBILE ANTENNA, TYP (E) 2" STD. (2.375" O.D. X 0.154" THK) (E) T-MOBILE TMA W/ — l PIPE MOUNT (REPLACE W/ LONGER MOUNTING BRACKET, TYP / PIPE TO ACCOMMODATE ANCILLARY 1/ EQUIP. /ANTENNA INSTALLATION IF NECESSARY) l I 1I 1z' 1 l l (E) T-MOBILE RRU W/ MOUNTING BRACKET, TYP o i fl (E) L3X3X3/16 MIN. ANTENNA l l l (E) 3/8" THICK BASE PLATE WITH 1 A36 MIN. SCREWS, FRAME ANGLES WITH BRACES I l ERIFY. OCCURS AT (E) CORNER V OCCURS V VERIFY. AT CORNERS ANTENNA MOUNT POSTS ONLY. (E) POSTS ARE 2" STD. (2.375" O.D. X 0.154" THK) PIPE (E) SLEEPER BEAM (E) ROOF DECK 11X17 SCALE: NTS 1 ANTENNA TO PIPE 22X34SCALE: NTS FLOOR MOUNT LOCATION, TYP OF (6) U-BOLT MI LOCATION, TYP ( FPKA/J-BOLT M1 LOCATION, TYP ( O 00 00 00 00 O SIDE FRONT 2 1 RRU/COVP MOUNTING BRACKET 3 1 NOT IN USE (N) FPKA MOUNTING BRACKET, TYP MBX120MM BOLT, TYP OF (2) iOMM BOLT, TYP OF (2) FMFA FIXING POINTS 11X17 SCALE: NTS 22 X 34 SCALE: NTS T - -Mobile •� md'I CAPITAL DESIGN SERVICES 2101 4TH AVE E. SUITE 202 O LYH IA, WA 96506 360 91 5 6 0 WWW.CAPITALDESIGNSERVICE9 COM VECTOR a n■i n■ aft a DRAWN BY: CL CHECKED BY: BU 1-14 DRAWING VERSION VER.1 DATE I DESCRIPTION 1 02/27/19 75%CXDRAWINGS 2 3/28/19 PRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20119 iFINAL CX DRAWINGS �, q LWD � a p,g wn,5 518Q��e,� `SAL NAL 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE DETAILS SHEET NO. A6.0 RFDS VERSION 4.2_06-05-19 6/5/2019 AHLOA spec sheet 1 I PROPOSED RF PLUMBING DIAGRAM analysis. SE04036D_L600_4.2_2019-06-05 Section 3 - Proposed Template Images 6771N_R4_U21.png 67718 R4 LTE AWS+PCS-M-7 0 UMTS AWS+GSM PCS r r r -Mobile r� r- • CAPITAL DESIGN SERVICES L) 21 G1 4TH AVE E. SUITE 2D2 G LYM PIA, WA 985DG 36D.91 W W W.CAPITALDESIGNSERVICES.CCM MOTOR ■ n■ I n III III R i DRAWN BY: CL CHECKED BY: BLI DRAWING VERSION DATE DESCRIPTION 1 02/27/19 75%CXDRAWINGS FVER. 2 3/28/19 PRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6120/19 FINAL CX DRAWINGS J LWD z o� wZ_ 551 RAL �S'SrQNAL 1rN�t 07/17/2019 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE RF PLUMBING DIAGRAM SHEET NO. 11X17 SCALE: NTS R F 1.0 22 X 34 SCALE: NTS GROUNDING NOTES: 1. GROUNDING SHALL COMPLY WITH LATEST EDITION OF THE NATIONAL ELECTRICAL CODE, AS WELL AS T-MOBILE STANDARDS. 2. MINIMUM BENDING RADIUS FOR GROUNDING CONNECTORS IS 8". 3. NO SPLICES PERMITTED IN GROUND CONDUCTORS. 4. ALL GROUNDING CONNECTORS TO BE CLEAN AND FREE OF PAINT AT THEIR MATING SURFACES AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. USE PENETROX ANTIOXIDANT GREASE (OR APPROVED EQUAL). 5. ALL GROUND BAR CONNECTIONS ARE TO BE 2-HOLE LUG COMPRESSION TYPE. STACKED CONNECTIONS ARE NOT ACCEPTABLE. BACK TO BACK CONNECTIONS ON OPPOSITE SIDES OF THE GROUND BAR WILL BE PERMITTED. 6. ENSURE ALL MECHANICAL CONNECTORS ARE TORQUED TO THE MANUFACTURER'S SPECIFIED VALUES. 7. MULTIPLE BONDS ON GROUND RODS TO BE SEPARATED BY AT LEAST 6". 8. MAXIMUM RESISTANCE OF THE COMPLETED GROUND SYSTEM SHALL NOT EXCEED A RESISTANCE OF 5 OHMS TO EARTH. 9. GROUND WIRES SHALL NOT BE INSTALLED THROUGH HOLES IN ANY METAL OBJECTS OR SUPPORTS; TO PRECLUDE ESTABLISHING A "CHOKE" POINT. 10. GROUND BARS SHALL NOT BE FIELD MODIFIED. 11. GROUND RING BURIAL DEPTH SHALL BE 30". 12. A CERTIFIED CONTRACTOR WILL MAKE ALL MEASUREMENTS REQUIRED TO TEST THE GROUNDING SYSTEM USING A MEGGER OR EQUIVALENT. THE ACCEPTABLE RESISTANCE MEASURED FOR THE GROUNDING SYSTEM WILL NOT EXCEED 5 OHMS RESISTANCE. THREE DISTANCES SHALL BE USED: 1 AT 100 FEET, 1 AT 70 FEET AND 1 AT 35 FEET. THESE DISTANCES ARE SUBJECT TO A SITE -BY -SITE BASIS. T-MOBILE SHALL BE GIVEN 24 HOURS NOTICE. ALL COSTS ASSOCIATED WITH GROUND TESTING WILL BE AT THE EXPENSE OF THE CONTRACTOR. GROUNDING LEGEND ® GROUND TEST WELL QQ GROUND ROD ♦ MECHANICAL CONNECTION (DOUBLE HOLE LUG) a CAD WELD CONNECTION • CONNECT PER MANUFACTURER SPECIFICATIONS GB GROUND BAR EARTH GROUND (E) OR (N) T-MOBILE ANTENNA MOUNTING PIPE CONNECTED TO (E) ANTENNA GROUND BAR PER MANUFACTURER'S SPECIFICATIONS (QUANTITY VARIES PER PLAN) (E) OR (N) T-MOBILE RRU CONNECTED TO IE) OR (N) ANTENNA GROUND BAR PER MANUFACTURER'S SPECIFICATIONS (QUANTITY VARIES PER PLAN) f / #2 STRANDED GREEN INSULATED COPPER GROUND LEAD FROM NEW EQUIPMENT TO GROUND BAR, TYP j �� I \1 AGB � CONNECTION FROM ANTENNA GROUND BAR TO ` l (E) T-MOBILE GROUND BAR AT EQUIPMENT AREA/ROOM —• (E) OR (N) T-MOBILE ANTENNA GROUND BAR (TYP OF 1 PER SECTOR) GROUNDING DIAGRAM (E) ROOFTOP (SCHEMATIC — IS TYPICAL OF ALL ROOFTOP SITES) M • • Mobile p° m J- CAPITAL DESIGN SERVICES 21 01 4TH AVE E. SUITE 202 OLYNPIA, WA 98511 260 91 5.6750 - WWW.CAPITALDES1GNSERVICES.00N ECTO ■ R • 1 P1 ■ ■ R • DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER.1 DATE DESCRIPTION 1 02/27/19 75%CXDRAWINGS 2 3/28/19 PRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINALCXDRAWINGS LICENSER PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE GROUNDING DIAGRAM SHEET NO. 11X17 SCALE: NTS E 1 O 22 X 34 SCALE: NTS GENERAL CONSTRUCTION NOTES 1. ALL WORK SHALL ADHERE TO THE REQUIREMENTS OF THE LOCAL BUILDING CODE (LATEST EDITION), AND ALL OTHER APPLICABLE CODES AND ORDINANCES AS REQUIRED BY THE JURISDICTION. 2. CONTRACTOR SHALL CONSTRUCT SITE IN ACCORDANCE WITH THESE DRAWINGS AND THE CARRIER INTEGRATED CONSTRUCTION STANDARDS FOR WIRELESS SITES (LATEST REVISION). SPECIFICATIONS ARE THE RULING DOCUMENTS, AND ANY DISCREPANCIES BENIEE N THE SPECIFICATIONS AND THESE DRAWINGS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD IEOR) PRIOR TO PROCEEDING WITH CONSTRUCTION. 3. THE DRAWINGS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY, UNLESS OTHERWISE NOTED. THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT AND APPURTENANCES, AND LABOR NECESSARY TO EFFECT ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 4. CONTRACTOR SHALL VISIT THE JOB STTF AND SHALL FAMILIARIZE HIMSELF W ITH ALL CONDITIONS AFFECTING THE PROPOSES] WORK AND SHALL MAKE PROVISIONS AS TO THE COST THEREOF. HELD CONDITIONS INCLUDING DIMENSIONS, AND CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS SHOWN IN THE DRAW INGS PRIOR TO PROCEEDING WITH CONSTRUCTION, IS REQUIRED. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE FOR PRIOR TO THE COMMENCEMENT OF WORK. NO COMPENSATION WILL BE AWARDED BASED ON CLAIM OF LACK OF KNOWLEDGE OF FIELD CONDITIONS. 5. DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS OTHERWISE NOTED, SPACING BETWEEN EQUIPMENT IS REQUIRED CLEARANCE, THEREFORE, IT IS CRITICAL TO FIELD VERIFY DIMENSIONS, AND SHOULD THERE BE ANY QUESTIONS REGARDING THE CONTRACT DOCUMENTS. EXISTING CONDITIONS AND/OR DESIGN INTENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE WORK 6. DETAILS ARE INTENDED TO SHOW DESIGN INTENT. MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. 7. CONTRACTOR SHALL RECEIVE CLARIACATION IN WRITING, AND SHALL RECEIVE IN WRITING AUTHORIZATION TO PROCEED BEFORE STARTING WORK ON ANY ITEMS NOT CLEARLY DEFINED OR IDENTIFIED BY THE CONTRACT DOCUMENTS. 8. CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING THE BEST CONSTRUCTION SKILLS AND ATTENTION. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER CONTRACT, UNLESS OTHERWISE NOTED. 9. CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE WORK AREA, ADJACENT AREAS AND BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK UNDER THIS CONTRACT, WORK SHALL CONFORM TO ALL OSHA REQUIREMENTS. 4. CONTRACTOR SHALL COORDINATE HIS WORK WITH THE SUPERINTENDENT OF BUILDINGS & GROUNDS AND SCHEDULE HIS ACTIVITIES AND WORKING HOURS IN ACCORDANCE WITH THE REQUIREMENTS. 11. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH THE WORK OF OTHERS AS IT MAY RELATE TO RADIO EQUIPMENT, ANTENNAS AND ANY OTHER PORTIONS OF THE WORK. 12. INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. 13. MAKE NECESSARY PROVISIONS TO PROTECT EXISTING SURFACES, EQUIPMENT, IMPROVEMENTS, PIPING ETC. AND IMMEDIATELY REPAIR ANY DAMAGE THAT OCCURS DURING CONSTRUCTION. 14. IN DRILLING HOLES INTO CONCRETE WHETHER FOR FASTENING OR ANCHORING PURPOSES, OR PENETRATIONS THROUGH THE FLOOR FOR CONDUIT RUNS, PIPE RUNS, ETC., MUST BE CLEARLY UNDERSTOOD THAT REINFORCING STEEL SHALL NOT BE DRILLED INTO, CUT OR DAMAGED UNDER ANY CIRCUMSTANCES (UNLESS NOTED OTHERWISE). LOCATIONS OF REINFORCING STEEL ARE NOT DEFINITELY KNOWN AND THEREFORE MUST BE SEARCHED FOR BY APPROPRIATE METHODS AND EQUIPMENT. 15. REPAIR ALL EXISTING WALL SURFACES DAMAGED DURING CONSTRUCTION SUCH THAT THEY MATCH AND BLEND IN WITH ADJACENT SURFACES. 16. SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L LISTED AND FIRE CODE APPROVED MATERIALS. 17. KEEP CONTRACT AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH. EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OF THE OWNER SHALL BE REMOVED. LEAVE PREMISES IN CLEAN CONDITION AND FREE FROM PAINT SPOTS. DUST. OR SMUDGES OF ANY NATURE. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ITEMS UNTIL COMPLETION OF CONSTRUCTION. 18. MINIMUM BEND RADIUS OF ANTENNA CABLES SHALL BE IN ACCORDANCE WITH CABLE MANUFACTURERS RECOMMENDATIONS. 19. All EXISTING INACTIVE SEWER, WATER, GAS. ELECTRIC AND OTHER VTLMES. WHICH INTERFERE WITH THE EXECUTION OF THE WORK, SHALL BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, SUBJECT TO THE APPROVAL OF THE ENGINEER. 20. CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION SHALL BE IN CONFORMANCE WITH JURISDICTIONAL OR STATE AND LOCAL GUIDELINES FOR EROSION AND SEDIMENT CONTROL AND COORDINATED WITH LOCAL REGULATORY AUTHORITIES. 21. LIGHT SHADED LINES AND NOTES REPRESENT WORK PREVIOUSLY DONE. DARK SHADED LINES AND NOTES REPRESENT THE SCOPE OF WORK FOR THIS PROJECT. CONTRACTOR SHALL VERIFY IF EXISTING CONSTRUCTION IS COMPLETE. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY EXISTING CONDITIONS THAT DEVIATE FROM THE DRAWINGS PRIOR TO BEGINNING CONSTRUCTION. 22. CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS AND/OR WIRING CERTIFICATES REQUIRED FOR THE ELECTRICAL SERVICE UPGRADE. IN ADDITION, CONTRACTOR SHALL PROVIDE ALL NECESSARY COORDINATION AND SCHEDULING WITH THE SERVING ELECTRICAL UTILITY AND LOCAL INSPECTION AUTHORITIES. 23. CONTRACTOR TO VERIFY ALL ASPECTS OF THE EXISTING STRUCTURE FOR CONFORMITY WITH THE VALUES SHOWN IN THESE DRAWINGS AND NOTIFY THE E.O.R. IF ANY DISCREPANCIES ARE FOUND. ALL ELEMENTS OF EXISTING STRUCTURE TO REMAIN UNDISTURBED, U.N.O. SITE WORK NOTES 1. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR LEASE LINES, UNLESS OTHERWISE NOTED. 2. DO NOT SCALE BUILDING DIMENSIONS FROM DRAWING. 3. SIZE, LOCATION AND TYPE OF ANY UNDERGROUND UTILITIES OR IMPROVEMENTS SHALL BE ACCURATELY NOTED AND PLACED ON AS -BUILT DRAWINGS BY GENERAL CONTRACTOR AND ISSUED TO ARCHITECT/ENGINEER AT COMPLETION OF PROJECT. 4. ALL EXISTING UTILITIES. FACILITIES. CONDITIONS AND THEIR DIMENSIONS SHOWN ON PLANS HAVE BEEN PLOTTED FROM AVAILABLE RECORDS. THE ENGINEER AND OWNER ASSUME NOT RESPONSIBILITY WHATSOEVER AS TO THE SUFFICIENCY OR ACCURACY OF THE INFORMATION SHOWN ON THE PLANS OR THE MANNER OF THEIR REMOVAL OR ADJUSTMENT, CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING EXACT LOCATION OF ALL EXISTING UTILITIES AND FACILITIES PRIOR TO START OF CONSTRUCTION. CONTRACTOR SHALL ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED INFORMATION RELATIVE TO WORKING SCHEDULES AND METHODS OF REMOVING OR ADJUSTING EXISTING UTILITIES. 5. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES BOTH HORIZONTALLY AND VERTICALLY PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES OR DOUBTS AS TO THE INTERPRETATION OF PLANS SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT/ENGINEER FOR RESOLUTION AND INSTRUCTION, AND NO FURTHER WORK SHALL BE PERFORMED UNTIL THE DISCREPANCY IS CHECKED AND CORRECTED BY THE ARCHITECT/ENGINEER, FAILURE TO SECURE SUCH INSTRUCTION MEANS CONTRACTOR WILL HAVE WORKED AT HIS/HER OWN RISK AND EXPENSE. 6. CONTRACTOR SHALL CALL LOCAL DIGGER HOT UNE FOR UTILITY LOCATIONS 48 HOURS PRIOR TO START OF CONSTRUCTION. 7. ALL NEW AND EXISIING UTILITY STRUCTURES ON SITE AND IN AREAS TO BE DISTURBED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISH ELEVATIONS PRIOR TO FINAL INSPECTION OF WORK. 8. GRADING OF THE SITE WORK AREA IS TO BE SMOOTH AND CONTINUOUS IN SLOPE AND IS TO FEATHER INTO EXISTING GRADES AT THE GRADING LIMITS. 9. ALL TEMPORARY EXCAVATIONS FOR THE INSTALLATION OF FOUNDATIONS, UTILITIES, ETC., SHALL BE PROPERLY LAID BACK OR BRACED IN ACCORDA;NCE WITH CORRECT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) REQUIREMENTS. 10. STRUCTURAL FILLS SUPPORTING PAVEMENTS SHALL BE COMPACTED TO 95% OF MAXIMUM STANDARD PROCTOR DRY DENSITY. 11. NEW GRADES NOT IN BUILDING AND DRIVEWAY IMPROVEMENT AREA TO BE ACHIEVED BY FILLING WITH APPROVED CLEAN FILL AND COMPACTED TO 95%OF STANDARD PROCTOR DENSITY. 12. ALL FILL SHALL BE PLACED IN UNIFORM LIFTS. THE LIFTS THICKNESS SHOULD NOT EXCEED THAT WHICH CAN BE PROPERLY COMPACTED THROUGHOUT ITS ENTIRE DEPTH WITH THE EQUIPMENT AVAILABLE. 13. ANY FILLS PLACED ON EXISTING SLOPES THAT ARE STEEPER THAN 10 HORIZONTAL TO 1 VERTICAL SHALL BE PROPERLY BENCHED INTO THE EXISTING SLOPE AS DIRECTED BY A GEOTECHNICAL ENGINEER. 14. CONTRACTOR SHALL CLEAN ENTIRE SITE DAILY AFTER CONSTRUCTION SUCH THAT NO PAPERS, THRASH, WEEDS, BRUSH OR ANY OTHER DEPOSITS WILL REMAIN. ALL MATERIALS COLLECTED DURING CLEANING OPERATIONS SHALL BE DISPOSED OF OFF -SITE BY THE GENERAL CONTRACTOR. 15. ALL TREES AND SHRUBS WHICH ARE NOT IN DIRECT CONFLICT WITH THE IMPROVEMENTS SHALL BE PROTECTED BY THE GENERAL CONTRACTOR. 16. ALL SITE WORK SHALL BE CAREFULLY COORDINATED BY GENERAL CONTRACTOR WITH LOCAL UTILITY COMPANY, TELEPHONE COMPANY, AND ANY OTHER UTILITY COMPANIES HAVING JURISDICTION OVER THIS LOCATION. STRUCTURAL STEEL NOTES 1. ALL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION. STEEL SECTIONS SHALL BE IN ACCORDANCE WITH ASTM AS INDICATED BELOW: W-SHAPES: ASTM A992, 50 KSI ANGLES, BARS CHANNELS: ASTM A36, 36 KSI HSS SECTIONS: ASTM 500, 46 KSI PIPE SECTIONS: ASTM A53-E, 35 KSI 2. ALL EXTERIOR EXPOSED STEEL AND HARDWARE SHALL BE HOT DIPPED GALVANIZED. 3. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4IN THE AISC "MANUAL OF STEEL CONSTRUCTION". PAINTED SURFACES SHALL BE TOUCHED UP. ALL WELDING SHALL BE PERFORMED IN AN APPROVED SHOP. 4. ALL BOLTS FOR STEEL TO STEEL CONNECTIONS TO BE PER ASTM A325. HOLES TO BE 1 /16. DIA. LARGER THAN BOLT, U.N.O. 5. NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8"0 ASTM A 307 BOLTS UNLESS NOTED OTHERWISE. 6. FIELD MODIFICATIONS ARE TO BE COATED WITH ZINC ENRICHED PAINT. 7. HOLES TO RECEIVE EXPANSION/WEDGE ANCHORS SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH AND DIAMETER. LOCATE AND AVOID CUTTING EXISTING REBAR OR TENDONS WHEN DRILLING HOLES IN ELEVATED CONCRETE SLABS OR CONCRETE WALLS. 8. USE AND INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER ICC & MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURES. THIRD PARTY SPECIAL INSPECTION IS REQUIRED FOR CONCRETE EXPANSION ANCHORS (I.E. SIMPSON STRONG -BOLT 2 WEDGE ANCHORS PER ESR-3037). INSTALLATION OF WEDGE ANCHORS IN MASONRY IS NOT PERMITTED. T. a -Mobile.-O r CAPITAL DESIGN SERVICES 2101 4TH AVE E, SUITE 202 O LYMPIA, WA 93S06 360.91 S..-0 WWW.CAPITALCESIGNSERVICES CO. ACTOR ■ n a F n■ a N■ DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER. I DATE I DESCRIPTION 1 02/27/19 75%CXDRAWINGS 2 1 3/28/19 1 PRELIM CX DRAWINGS 3 6/18/19 JCLIENT COMMENT 6/20/19 IFINAL CX DRAWINGS L LICENSER LWD Ir 4ov WAe wol PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEET TITLE GENERAL NOTES SHEET NO. G N 1.0 I.Ir- a kIDMA.nnMt SPECIAL INSPECTION NOTES 1. CONTRACTOR SHALL PROVIDE REQUIRED SPECIAL INSPECTIONS PERFORMED BY AN INDEPENDENT INSPECTOR, APPROVED BY CARRIER AND THE LOCAL JURISDICTION, AS REQUIRED BY IBC SECTION 1704 AND 1705 FOR THE FOLLOWING: A. STRUCTURAL STEEL: 1. ALL HIGH STRENGTH BOLT INSTALLATIONS; BOLTING INSPECTION TASKS SHALL BE IN ACCORDANCE WITH TABLES N5.6-1, N5.6-2, AND N5.63 PER AISC 360-10. ii. FIELD WELDING (IF UTILIZED). B. BOLTS AND ANCHORS IN CONCRETE: I. RETROFIT ANCHORS IN CONCRETE (ASHESIVE/EPDXY, EXPANSION, WEDGE, OR SCREW TYPE ANCHORS): INSPECT SIZE, LENGTH, CLEANLINESS, AND INSTALLATION PER MANUFACTURER'S RECOMMENDATIONS. C. CONCRETE CONSTRUCTION: I. VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH IBC SECTION 1705, TABLE 1705.3. 2. PROVIDE SPECIAL INSPECTIONS FOR OTHER ITEMS NOTED ON DRAWINGS TO CONFIRM COMPLIANCE WITH CONTRACT DOCUMENTS. 3. THE SPECIAL INSPECTOR SHALL PROVIDE A COPY OF THE REPORT TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL 4. CONTINUOUS THIRD PARTY SPECIAL INSPECTION REQUIRED FOR ALL BELZONA 1111 MOUNTED PLATES AND HARDWARE. INSPECTION OF HIGH -STRENGTH BOLTING IFER AISC 360-10 SECTION N5 OBSERVATION OF BOLTING OPERATIONS SHALL BE THE PRIMARY METHOD USED TO CONFIRM THAT THE MATERIALS, PROCEDURES AND WORKMANSHIP INCORPORATED IN CONSTRUCTION ARE IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND THE PROVISIONS OF THE RCSC SPECIFICATION. (1) FOR SNUG -TIGHT JOINTS, PRE -INSTALLATION VERIFICATION TESTING AS SPECIFIED IN TABLE N5.6.1 AND MONITORING OF THE INSTALLATION PROCEDURES AS SPECIFIED IN TABLE N5.6-2 ARE NOT APPLICABLE. THE QCI AND QAI NEED NOT BE PRESENT DURING THE INSTALLATION OF FASTENERS IN SNUG -TIGHT JOINTS. (2) FOR PRETENSIONED JOINTS AND SLIP -CRITICAL JOINTS, WHEN THE INSTALLER IS USING THE TURN -OF -NUT METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT -TENSION -INDICATOR METHOD, OR THE TWIST -OFF -TYPE TENSION CONTROL BOLT METHOD,MONITORING OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED IN TABLE N5.6-2. THE QCI AND QAI NEED NOT BE PRESENT DURING THE INSTALLATION OF FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER. (3) FOR PRETENSIONED JOINTS AND SLIP -CRITICAL JOINTS, WHEN THE INSTALLER IS USING THE CALIBRATED WRENCH METHOD OR THE TURN -OF -NUT METHOD WITHOUT MATCHMARKING, MONITORING OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED IN TABLE N5.6-2. THE QCI AND QAI SHALL BE ENGAGED IN THEIR ASSIGNED INSPECTION DUTIES DURING INSTALLATION OF FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER. AS A MINIMUM, BOLTING INSPECTION TASKS SHALL BE IN ACCORDANCE WITH TABLES N5.6-1- N5.6-2 AND N5.6-3. IN THESE TABLES, THE INSPECTION TASKS ARE AS FOLLOWS: O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. P - PERFORM THESE TASKS FOR EACH BOLTED CONNECTION. QC - QUALITY CONTROL TASKS TO BE PERFORMED BY STEEL FABRICATOR OR ERECTOR QA - QUALITY ASSURANCE TASKS TO BE PERFORMED BY A SPECIAL INSPECTION AGENCY OR INDIVIDUALS DEFINED BY AWS B5.1, OR INDIVIDUALS QUALIFIED UNDER THE PROVISIONS OF AWS DI A /DI A M SUBCLAUSE 6.1.4 TABLE N5.6-1; INSPECTION TASKS PRIOR TO BOLTING INSPECTION TASKS PRIOR TO BOLTING QC QA MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS O O O O O O O O PRE -INSTALLATION VERIFICAITON TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER FASTENER COMPONENTS P O O O TABLE N5.6-2; INSPECTION TASKS DURING BOLTING INSPECTION TASKS DURING BOLTING QC QA FASTENER ASSEMBLIES. OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED O O JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O O O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSCSPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES O O TABLE N5.6-3; INSPECTION TASKS AFTER BOLTING INSPECTION TASKS DURING BOLTING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P REQUIRED STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION FOR SEISMIC RESISTANCE; STRUCTURE HEIGHT > 75PER IBC 1704.5.1 AFF ABOVE FINISH FLOOR LF LINEAR FEET AGL ABOVE GRADE LEVEL MAX MAXIMUM AWG AMERICAN WIRE GAUGE MECH MECHANICAL AC AIR CONDITIONING MFR MANUFACTURER ADJ ADJUSTABLE MGR MANAGER APPROX APPROXIMATELY MIN MINIMUM AZ AZIMUTH MISC MISCELLANEOUS BLDG BUILDING MEL METAL CM CONSTRUCTION MANAGER MTZL METALIZE(D) CAB CABINET MW MICROWAVE CL CENTERLINE NEC NATIONAL ELECTRICAL CODE CLG CEILING IN) NEW CLR CLEAR NIC NOT IN CONTRACT CO COPPER MS NOTTOSCAL�E�CONC CONCREFE N/A COND CONDUIT OC ON CENTER CONST CONSTRUCTION OD OUTSIDE DIAMETER CONT CONTINUOUS OP OVERHEAD POWER DEMO DEMOLISH OT OVERHEAD FIBER DIA DIAMETER OPP OPPOSITE DIM DIMENSION PL PROPERTY LINE DN DOWN PLYWD PLYWOOD DTL DETAIL PM PROJECT MANAGER DWG DRAWING PROP PROPERTY EA EACH PT PRESSURETREATED ELECT ELECTRICAL RO ROUGH OPENING ELEV ELEVATION ROW RIGHT OF WAY FOR ENGINEER OF RECORD RRU/RRH REMOTE RADIO UNIT EQ EQUAL REQ REQUIRE) EQUIP EQUIPMENT SBTC SOLID BARE TINNED COPPER / l IE) EXISTING SF SQUARE FEE' OCT EXTERIOR SHT SHEET FIN FINISH SPEC SPECIFICATION FLR FLOOR SQ SQUARE FT FOOT, FEE SS STAINLESS STEEL GA GAUGE STL STEEL GALV GALVANIZE) STRUCT STRUCTURE, STRUCTURAL GC GENERAL CONTRACTOR TOC TOP OF CONCRETE GWB GYPSUM WALL BOARD TOM TOP OF MASONRY GR GRADE THRU THROUGH GRND GROUND TNND TINNED HVAC HEATING. VEMNG AIR CONDITIONING TYP TYPICAL HORIZ HORIZONTAL UG UNDERGROUND HT HEIGHT LINO UNLESS NOTED OTHERWISE IBC INTERNATIONAL BUILDINU UP UNDERGROUND POWER ID INSIDE DIAMETER OF UNDERGROUND FIBER IN INCH VIF VERIFY IN FIELD INSUL INSULATION VERT VERTICAL INT INTERIOR WP WATERPROOF JBOX JUNCTION BOX W/ WITH LB(S) POUND(S) W/O WITHOUT T -Mobile -7 CAPITAL DESIGN SERVICES 21 O1 ATH AVE E, SUITE 202 OLYMPIA, W4 95506 36D.91 5.67SD 16 WWW.CAPIT DESIONSERVICES.COM 0T0 ■ In r I n■■ R• DRAWN BY: CL CHECKED BY: BU DRAWING VERSION VER. DATE I DESCRIPTION 1 02/27/19 75%CXDRAWINGS 2 3/28/19 PRELIM CX DRAWINGS 3 6/18/19 CLIENT COMMENT 4 6/20/19 FINAL CX DRAWINGS j,WD L� 07/17/201 PROJECT INFORMATION SE04036D KING COUNTY HOUSING / PLU 30838 14th AVE. S FEDERAL WAY, WA 98003 SHEETTITLE GENERAL NOTES SHEET NO. GN2.0