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Home My WebLink AboutCOM2023-00042 Reinstated - COM Inspections - 3/18/2025 INSPEU��U�� CTION o��n� �*x��r�� Mason County 515VV. Alder St. Building 8, She|ton, WA 98584 380-427-9870ext352 vvvvvv.rneoonoountyvva.Uov PERKA|T# CDM2023'00042 PROJECT ADDRESS 1G54E MASON 8ENSONRDGRAPEV|EVV.VVAQ854G PARCEL# 221030000000 PROJECT DESCRIPTION ADD 3ANTENNAS. PLATFORM MOUNT,JUMPERS& EQU|PMENT, EQUIPMENT CABINET ON 5X7 CONCRETE PAD OWNER GREEN DIAMOND RESOURCE COMPANY/ ADDRESS 1O PRESIDENTIAL AVE PHONE 1.208.980,88*4 CONTRACTOR ADDRESS PHONE CONTRACTOR LICENSE LENDER Date Issued: 1/17/2025 i =& Krazan&Associates, Inc. Geotechnical Engineering•Environmental Engineering Construction Testing and Inspection DAILY FIELD REPORT REPORT NO.: 10624253DFRO10725TK-1 Page 1 INSPECTION DATE: January 7,2025 DFR No.: 1 JURISDICTION: Mason County PROJECT NO.: 10624253 BLDG PERMIT NO.: l 'nm -,&)V7— Q)`l Z PROJECT NAME: SESEA03006A Mason Benson ENGINEER OF RECORD: ATC Tower Services, LLC CLIENT NAME: Zenisco CONTRACTOR: Zenisco KRZ PM: David Wright WEATHER: Partly Cloudy TEMP.: 47 F° As dispatched I arrived onsite and met with Camron a representative of Zenisco. We discussed the details of todays inspection which entailed torque testing of post installed anchors. There was no inspector onsite during installation, however Camron informed me that the anchors we would be testing were Hilti mechanical anchors that are 6 inch in length. The post installed anchors were 1/2" in diameter which i was able to verify and per specification each were at the required 30 ft-lbs installation torque.After testing the 4(four) anchors the panels were ut back on. I informed Camron of todays inspection findings. ��stae S 3 1� Ica Inspector's Statement of Acceptance: Informational Purposes Only - The referenced work was performed solely for informational purposes and should not be used for contract or code compliance. Inspector's Name: Tiww(lty K Reviewed By: Version: 2024-09-23 Offices Serving the Western United States Page 1 of 1 Bakersfield•Clovis•Corona • Exeter•Lancaster•Lynnwood •Modesto•Pleasanton • Poulsbo•Sacramento•San Luis Obispo•Tacoma Krazan&Associates• 1230 NW Finn Hill Rd Suite A Poulsbo WA 98370• Phone:(360)598-2126 This report,exclusively prepared by Krazan&Associates for the client,contains provisional observations and test results subject to review.Reproduction is prohibited without written consent. Results are specific to inspected/tested locations and items. Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 Shelton,WA 98584 360-427-9670 ext 352 www.masoncountywa.gov F 3-00042 NEW COMMERCIAL PERMIT ESCRIPTION:ADD 3 ANTENNAS, PLATFORM MOUNT, ISSUED: 05/22/2023 EQUIPMENT, EQUIPMENT CABINET ON 5X7 CONCRETE EXPIRES: 11/18/2023 SS: 1654 E MASON BENSON RD GRAPEVIEW PARCEL: 221030000000 APPLICANT: GREEN DIAMOND RESOURCE COMPANY/ OWNER: GREEN DIAMOND RESOURCE COMPANY/ DISH WIRELESS DISH WIRELESS 10 PRESIDENTIAL AVE 10 PRESIDENTIAL AVE WOBURN, MA 01801 WOBURN, MA 01801 1.208.938.8844 VALUATIONS: FEES: Paid Due Project Valuation (BID, 20000.00 $20,000.00 Planning Commercial Review $380.00 $0.00 ESTIMATION..) Fee Technology Surcharge $11.15 $0.00 Plan Check Fee $219.68 $0.00 Building Permit Fee $337.97 $0.00 State Fee-Commercial $25.00 $0.00 Total: $20,000.00 Totals : $973.80 $0.00 REQUIRED INSPECTIONS KNOX BOX VERIFICATION BLD-Final Inspection CONDITIONS All changes to"approved"building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction. All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may grant a one time extention of 180 days, upon the receipt of a written extension request prior to permit expiration. Letter must indicating that circumstances beyond the control of the permit holder preventing action from being taken. No more than one extension may be granted. Printed by:Annie Wilson on:05/22/2023 03:32 PM Page 1 of 2 ,0.- - ' — Mason County Mason County - Division of Community Development 615 W. Alder St. Building 8 + [ Shelton, WA 98584 { Li L L L 360-427-9670 ext 352 www.masoncountywa.gov NEW COMMERCIAL PERMIT COM2023-00042 * Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28 and 14.17. * The international code requires a fire apparatus access road for every facility, building, or portion of a building that is more than 150'from an approved access road. Roads are required to meet the minimum Mason County Fire Marshal standards for Fire Apparatus Access Roads up to the point where such roads connect with a county maintained public road or to another fire apparatus access road which connects to a county maintained public road- * All building permits shall have a final inspection performed and approved by Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. * Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. * Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. * CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting additional inspections. * The stamped approved site plan is required to be on-site for inspection purposes. If an inspection is requested and the approved site plan is not on site, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. * All construction must meet or exceed all local and state ordinances in addition to the International Codes requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revocation- * All RED stamped approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections being performed or approvals granted. * Must comply with MC ORD 5-98 1 hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of Laws and Ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state/local law regulating construction or the performance of construction. Issued By: Contractor or Authorized Agent: Date: Pnnted by Annie Wilson on 05/22/2023 03'32 PM Page 2 of 2 ORCORE ONE CONSULTING Us LTD. USA Seattle,Washington 93104 Mount Analysis Report Dish Wireless February 18, 2025 Site Name SESEA03006A Client Dish Wireless Carrier Dish Wireless Grapeview, WA 98546 Site Location 47.335682' N NAD83 122.916687°W NAD83 Structure Type Antenna Sector Mount Overturning Usage Ratio 48.1% Overall Result Pass Recommendation -- Upon reviewing the results of this analysis, it is our opinion that the antenna and its supporting structure does meet the specified IBC/ASCE/TIA code and minimum design requirements.The proposed structure is therefore deemed adequate to support the existing and proposed loading as listed in this report. Michael 1�P B.�FF 56058 / /ONA1 ►ir.�� 2/19/2025 T +(355) ®.r mfoccaeoneuxlwlting.(om 111 I;11111i111111111111111 till]11111111n1111111117111111111111111i Page 2 Summary of Contents Introduction Opening Statement Project Description Criteria Conclusion Calculations Appendix A Design Tables & Resources Used Assumptions and Limitations Our structural calculations are completed assuming all information provided to CORE ONE CONSULTING USA is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition of"like new" and all members and connections to be free of corrosion and/or structural defects.The structure owner and/or contractor shall verify the structure's condition prior to installation of any proposed equipment. If actual conditions differ from those described in this report CORE ONE CONSULTING USA should be notified immediately to complete a revised evaluation. Our evaluation is completed using standard AWWA, TIA,AISC,ACI, and ASCE methods and procedures. Our structural results are proprietary and should not be used by others as their own. CORE ONE CONSULTING USA is not responsible for decisions made by others that are or are not based on our supplied assumptions and conclusions. This report is an evaluation of the proposed carriers load on the proposed sector frame only and does not reflect adequacy of other mounts,Tower, or coax mounting attachments. These elements are assumed to be adequate for the purposes of this analysis and are assumed to have been installed per their manufacturer requirements. RM CORE('""",((,„��NE Core One Consulting USA Phone: (778) 805-2166 C ri - J L T { N G U S A www.coreoneconsulting.com Page 13 INTRODUCTION At the request of Dish Wireless, CORE ONE CONSULTING USA has performed a mount analysis on the proposed and existing antenna supporting structures. All supporting documents have been obtained from the client and are assumed to be accurate and applicable to this site. The structure was analyzed using RISA 3D Version 20.0.2 Supporting Documentation Loading Dish RFDS Site SESEA03006A, Dated January 24, 2023 Previous Analysis Sabre Mount C10801018-32788, Dated January 13, 2025 Analysis Code Requirements Wind Speed 97 mph (3-Second Gust, VOLT) Wind Speed w/ice 0.5"Thick w/30 mph Wind TIA Revision ANSI/TIA-222-H Building Code 2021 IBC/2021 Washington State Building Code Structure Class II Exposure Category C Topographic Category 1 Calculated Crest Height 0 ft Site Class D-Stiff Soil Spectral Response S5=1.576g, S1=0.571g CONCLUSION Upon reviewing the results of this analysis, it is our opinion that the antenna and its supporting structure does meet the specified IBC/ASCE/TIA code and minimum design requirements.The proposed structure is therefore deemed adequate to support the existing and proposed loading as listed in this report. Alexander Bazeley, PE Structural Engineering Lead I Core One Consulting USA 3100 W Ray Road, Suite 201, Chandler, AZ 85224 (0) 1+(855) 708-2195 1 (M) (518) 892-0471 alex.bazelev@coreoneconsultants.com I info@coreoneconsulting.com r"A-'j-d- C 0 ICI E R O E Core One Consulting USA CONSULTING USA Phone: (778) 805-2166 www.coreoneconsulting.com Page 4 Final Configuration Mount Height (ft) Qty. Appurtenance Mount Carrier Type 3 Cellmax XC12045x 138.0 3 Samsung RF4450T-1A Sector Dish 3 Samsung RF4451D-70A Frame Wireless 1 Raycap RDIDC-9181-PF-48 Antenna Mount Usages Summary Main Horizontal 9.6% Pass Standoff 15.2% Pass Pipe Mount 48.1% Pass Tower Connection 5.1% Pass RATING= 48.1% Pass - C(�['�'�Q �E Core One Consulting USA (��''��C Phone: (778) 805-2166 W C O N S U L T I N C U S A www.coreoneconsulting.com { / 3 2 ! , ! \ � ! { ! ] - \ # 4 | , _ d § § ) \ .. .. .. .. .. .. .. # ! ) � � a a ! f § ) ( / \ i * y k 7 � Y j CORE - C10855711C SK-1 Feb 18,2025 at 09�44 PM Sabre C10801018.r8d V 4 jj Section Sete z x HSS4x4)6 2'Pipe HSS3x3x3 -- --- L5.4x4.5x4x R6.5x8 L2x2x2 RIGID +v� D d \� D �Y N ^; Rt15 v, 2 5 gBS+6 5)a Lz,a sA h N rGJ V v HS !!�i b v 4 R 5x8 P rj CORECINE C10855711 C SK-2 Feb 18,2025 at 09*44 PM Sabre C10801018.f3d Y Member Material Sets RIGID _Z_...._... X A572 Gr.50 _ _ 1ASTM AS00-C-50 >t: ASTM A53-B=50 D D 1 A572 Gr GI-50 D A572 G50 ow ?� 46,? Cry 9S ASTM o" ry A57 Gr.50 ■ R � COf'aE C10855711C SK-3 Feb 18,2025 at 09:46 PM Sabre C10801018.r8d v Code Check (Env) z x No Calk; >1.0 .90-1.0 .75-.90 50-.75 0.-50 09 O� 0 0 0 0 0. 0 0 10 0. OS 0.01 0.0 0 0. Og o. o' m 0 O.14 0 0 0" �09 0 0 9 0 0 � o o' 0 0.05 Member Code Checks Displayed(Enveloped) CORECD E C10855711C SK-1 Feb 18,2025 at 10:48 PM Sabre C10801018.r3d Shear Check (Env) z x No Calc >1.0 90-1.0 75-.90 50-.75 0-.50 06 pp 1 O 0 N O 0. O not 18 0.02 0.01 p3 0 0 0. 8 0 u p? 00, O 0.3 0 od, o 0 LPp 0 0.03 Member Shear Checks Dsplay (Enveloped) CORECi`- C10855711C SK-2 Feb 18,2025 at 10:48 PM Sabre C10801018.r3d Company 2/1812025 COREONE Designer 10:50:116 PM Job Number : Checked By Model Name:C10855711C Basic Load Cases _ BLC Description Category Y Gravity Point Distributed Area Member 11 Self W'ht DL -1 20 1 3 21 Wind Load AZI 000 WLZ 20 1 3 Wind Load AZI 090 WLX 20 1 4 Ice Weight OL1 20 39 3 5 Wind+Ice Load AZI 000 OL2 20 1 6 Wind+Ice Load AZI 090 OL3 20 1 7 Service Live 1 LL 3 8 BLC 1 Transient Area Loads None 79 9 BLC 2 Transient Area Loads None 50 10 BLC 3 Transient Area Loads None 48 11 BLC4 Transient Area Loads None 79 12 BLC 5 Transient Area Loads None 50 13 BL 6 Transient Area Loads None 48 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 1.41D Yes Y DL 1.4 2 1.2D+1 W AZI 000 Yes Y DL 1.2 rz 1 3 1.2D+1 W AZI 030 Yes Y DL 1.2 0.866 WLX 0.5 4 1.2D+1W AZI 060 Yes Y DL 1.2 0.5 WLX 0.866 5 1.2D+1 W AZI 090 Yes Y DL 1.2 WLX 1 6 1.2D+1 W AZI 120 Yes Y DL 1.2 -0.5 WLX 0.866 7 1.2D+1 W AZI 150 Yes Y DL 1.2 -0.868 'A" 0.5 8 1.2D+1 W AZI 180 Yes Y DL 1.2 -1 9 1.2D+1 W AZI 210 Yes Y DL 1.2 -0.866 WLX -0.5 101 1.2D+1 W AZI 240 Yes Y DL 1.2 WLZ -0.5 1 WLX -0.866 11 1.2D+1W AZI 270 Yes Y DL 1.2 WLX -1 12 1.2D+1 W AZI 300 Yes Y DL 1.2 WLZ 0.5 WLX -0.866 13 1.2D+1W AZI 330 Yes Y DL 1.2 WLZ 0.866 WLX -0.5 14 0.9D+1 W AZI 000 Yes Y DL 0.9 WLZ _ / 15 0.91)+IW AZI 030 Yes Y DL 0.9 WLZ 0.866 WLX 0.5 16 0.9D+1 W AZI 060 Yes Y DL 0.9 WLZ 0.5 WLX 0.866 17 0.91D+1WAZI090 Yes Y DL 0.9 WLX 1 18 0.90+1 W AZI 120 Yes Y DL 0.9 WLZ -0.5 WLX 0.866 19 0.9D+1W AZI 150 Yes Y DL 0.9 WLZ -0.866 WLX 0.5 201 0.9D+1 W AZI 180 Yes Y DL 0.9 1 WLZ -1 21 0.9D+1W AZI 210 Yes Y DL 0.9 WLZ -0.866 WLX -0.5 22 0.9D+1 W AZI 240 Yes Y DL 0.9 WLZ -0.5 WLX -0.866 23 0.9D+1W AZI 270 Yes 7T Y DL 0.9 WLX -1 24 0.91D+1W AZI 300 Yes Y DL 0.9 WLZ 0.5 WLX -0.866 25 0.9D+1W AZI 330 Yes Y DL 0.9 WIZ 0.866 WLX -0.5 26 1.2D+1 Di Yes Y DL 1.2 OL1 1 27 1.2D+1 Di+Will AZI 000 Yes Y DL 1.2 OL1 1 OL2 1 28 1.2D+1 Di+1 Wi AZI 030 Yes Y DL 1.2 OL1 1 OL2 0.866 DO 0.5 29 1.2D+1 Di+1 Wi AZJ 060 Yes Y DL 1 1.2 OL1 1 OL2 0.5 DO 0.866 301 1.2D+1 Di+1 Wi AZI 090 Yes Y DL 1.2 OL1 1 1 DO 1 31 1.2D+10i+1 Wi AZI 120 Yes Y DL 1.2 OL1 I 1 OL2 -0.5 OL3 0.866 32 1.21D+1 Di+1 Wi AZI 150 Yes Y DL 1.2 OL1 1 OL2 -0.866 OL3 0.5 33 1ID+1 Di+1 Wi AZJ 180 Yes Y DL 1.2 OL1 1 OL2 -1 34 1.2D+1Di+1Wi AZI 210 Yes Y DL 1.2 OL1 1 OL2 -0.866 DO -0.5 35 1.2D+1 Di+1W{I AZI 240 Yes Y DL 1.2 OL1 1 OL2 -0.5 OL3 -0.866 36 1.2D+1Di+1Wi AZI 270 Yes Y DL 1.2 OL1 1 OL3 -1 37 1.21D+1 Di+1 Wi AZI 300 Yes Y DL 1.2 OL1 1 0L2 0.5 0L3 -0.866 38 1.2D+1 Di+1 Wi AZI 330 Yes Y DL 1.2 OL1 1 OL2 0.866 DO -0.5 39 1.2+0.2 ds0+1EAZI000 Yes Y DL 1.219 ELZ 1 40 __ 1.2+0.2Sds D+1 E AZI 030 Yes Y DL 1.219 ELZ 0.866 ELX 0.5 41 _ 1.2+0.2 s D+I AZI 060 Yes Y OL 1.219 ELZ _ _ 0.5 ELX 0.866 42 1.2+0.2Sds D+1 E AZI D90 Yes Y DL 1.219 ELX 1 43 1.2+0.2Sds D+1E AZI 120 Yes Y DL 1.219 ELZ -0.5 ELX 0.866 44 1.2+0.2Sds D+tE AZI 150 Yes Y DL 1.219 ELZ -0.866 ELX 0.5 45 1.2+0.2Sds D+I AZI 180 Yes I Y DL 1.219 ELZ -1 46 1.2+0.2SdsD+1E AZI 210 Yes 1 Y DL 1.219 ELZ -0.866 ELX -0.5 47 1.2+0.2Sda D+1 E AM 240 Yes Y DL 1.219 ELZ -0.5 ELX I -0.W6 48 1.2+0.2Sds D+1E AZI 270 Yes Y DL 1.219 ELX -1 49 1.2+0.2SdsD+1E AZI 300 Yes I Y DL 1.219 ELZ 0.5 ELX -0.866 50 1.2+0.2Sds D+1E AZI 330 Yes Y DL 1.219 ELZ 0.866 ELX -0.5 51 0.9-0.2 ds D+1 E AZI 000 Yes Y DL 0.881 ELZ 1 52 0.9-0.2Sds D+1E AZI 030 Yes Y DL 0.881 ELZ 0.866 ELX 0.5 53 0.9-0.2Sds D+1 E AD 060 Yes Y DL 0.881 ELZ 0.5 ELX 0.866 54 0.9-0.2Sds D+1E AZI 090 Yes Y DL 0.881 ELX 1 55 0.9-0.2 da D+1 E AZJ 120 Yes Y DL 0.881 ELZ -0.5 ELX 0.866 56 0.9-0.2Sds D+1E AZI 150 Yes Y DL 1 0.881 ELZ -0.866 ELX 0.5 57 0.9-0.2 ds D+1 E AZI 180 Yes Y DL 0.881 1 ELZ -1 58 0.942Sds D+1 E AZI 210 Yes Y DL 0.881 ELZ -0.866 ELX -0.5 59 0.9-0.2SdsD+1EAZI240 Yes Y DL 0.881 ELZ -0.5 ELX -0.888 60 0.9-0.2Sds D+1 E AZI 270 Yes Y DL 0.881 ELX -1 81 0.9-0.2 daD+1EA23300 Yes Y DL 0.881 1 ELZ 0.5 LX -0.888 Member Primary Data Label I Node J Node Rotate de Section/Shape Type Desi n List Material Desi n Rule 1 I Mt NI N2 2"Noe Beam I None ASTMA53-B=50 Tvoical 2 M2 N3 N4 2"pipe Beam None ASTM A53-B=50 Typical 3 M3 N6 N7 2"pipe Beam None TM A53-B=50 Typical 4 M4 N8 N9 2"pipe Beam None ASTM A53-B=50 Typical 5 M5 N11 N1 2"pipe Beam Nona ASTM A53.8=50 Typical 6 M6 N13 N14 2"pipe Beam None ASTM A53-B=50 Typical 7 M7 N18 N17 R6.5x8 Beam RE CT A572 r.50 T 'cal 8 M8 N14A N17A 90 HSS4x4x3 Beam Tube ASTM A500-C-50 Typical 9 M9 N22 N21 HSS3x3x3 Beam Tube ASTM A53-B=50 Typical 10 11,1110 N23 N22A _ L5.4x4.5x4x Beam Sin le An le A572 Gc50 Iypical 1 Mt N28 N27 RB.SxB Beam R 7 c50 Typical 12 M13 N26 I N29 1 90 1 Beam Tube I ASTM A500-C-50 I TvDi,al RISA-3D Version 22 [Sabre C10801018.r3d] Page 1 C0RE0NE Company 10:50:16 Designer 10:50:16 PM Job Number Checked By: Model Name:C10855711C Member Pnmary Data(Continued) Label I Node J Node Rotate de Section/Shape Type Design List Material Design Rule 13 M14 I N31 I N30 I H 3x3x3 Beam Tube ASTM A53-B=50 Typical 14 M15 N34 N33 L5.4x4.5x4x Beam Single Angle A572 Gr.50 Typical 5 M17 N39 N38 R6.5x8 Beam RECT A572 Gr.50 Typical 16 M18 N37 N40 90 HSS4x4x3 Beam Tube ASTM A500-C-50 Typical 17 M19 N42 I N41 HSS3x34 Beam Tube ASTM A53-8=50 Typical 18 M20 N45 N44 L5.4x4.5x4x Beam Single Angle A572 Gr.50 Typical 19 MP1 N51 N5 Beam None ASTM A53•B=50 Typical 20 M26 N50 N48 RIGID None None RIGID Typical 211 M27 N49A I N47 RIGID None I None RIGID Typical 22 MP2 N57 N58 2"pipe Beam None ASTM A53-6=50 Typical 23 M29 N56 N54 RIGID None None RIGID Typical 24 M30 N55 N53 RIGID None None RIGID Typical 25 MP3 N63 N64 Beam None ASTM A53•8=50 Typical 26 M32 N62 N60 RIGID None None RIGID Typical 27 M33 N61 N59 RIGID None None RIGID T cal 28 M55 N127 N128 L2x2x2 Beam Single Angle A572 Gr.50 Typical 9 M58 N725 N126 L2x2x2 Beam Single Annie A572 r.50 T 'cal 30 M61 N129 N130 L2x2x2 Beam Sin le An le A572 Gr.50 Typical t M62 N131 I N132 L2x2x2 Beam Sinale An le A572 Gr.50 T12 ical 32 M63 N133 N134 L2x2x2 Beam Single Angie A572 Gr.50 T ical 33 M64 N135 I N136 L2x2x2 Beam Single Angie A572 Gr.50 T cal 34 M65 N138 N28 R6.5x8 Beam RECT A572 Gr50 Typical 35 M66 N137 N38 R6.5x8 Beam RECT A572 Gr.50 Typical 36 M67 N139 N39 R6.5x8 Beam RECT A572 Gr.50 Typical 37 M68 N141 I N18 R6.5x8 Beam RECT A572 Gr.50 Typical 38 M69 N140 N17 R6.5x8 Beam RECT A572 Gr.50 Typical 9 M70 N142 N27 R6.5x8 Beam RECT A572 Gr.50 Typical 40 M40 N86 N93 RIGID None None RIGID TvDical 41 MP4 N85 I N91 2"DiDe Beam None ASTM A53-B=50 Typical 42 M42 N100 N97 RIGID None None I RIGID Typical 43 MP6 N88 N94 2"pipe Beam None ASTM A53-13=50 Typical 44 MP5 N89 N83 2"pipe Beam None ASTM A53-B=50 Typical 5 9 N90 RIGID None one RIGID 46 M46 N84 N87 RIGID None None RIGID Typical 47 M47 N96 N98 RIGID None None RIGID Typical 48 M48 N95 N99 RIGID None None RIGID Typical 491 M49 N104 14111 RIGID None None RIGID Typical 50 MP7 N103 N109 2"pipe Beam None ASTM A53-8=50 Typical 51 M51 N118 N115 RIGID None None RIGID Typical 52 MP9 N106 N112 2"pipe Beam None ASTM A53-13=50 Typical 53 MP8 N107 I N101 2"Ooe Beam None I ASTM A53-6=50 Typical 54 M54 N110 N108 RIGID None None RIGID Typical 55 IllN102 N105 RI ID None None RI ID Typical 56 M57 N114 N116 I RIGID None None RIGID Typical 57 M59 1 N113 I N117 I RIGID None None RIGID Typical Hot Rolled Steel Design Parameters Label Shape Length Finl Lcomp top finjChannel Conn. a in Function 1 I Mt 2"P i 96 WA WA Lateral__ 2 M2 2" i e 1 96 Lb N/A N/A Lateral 3 M3 2" N 96 LOW WA WA Lateral 4 M4 2"pipe 96 Lb N/A N/A Lateral 5 M5 2" i 96 WA WA Lateral 6 M6 2" i e 96 Lb N/A N/A Lateral 7 M7 R6.5x8 1 25.122 Lbvv WA WA Lateral 8 M8 HSS4x4x3 i 32.64 Lb WA WA Lateral M9 H 3x3x3 50.803 Lb WA WA Lateral 10 M10 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral III M12 R6.5x8 25,122 Lb WA WA Lateral 12 M13 HSS4x4x3 32.64 Lb N/A N/A Lateral 13 M14 HSS3x31(3 50.803 Lbyv WA WA Lateral 14 M15 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral 15 M17 R6.5x8 25.122 Lbyy WA WA Lateral 16 M18 HSS4x4x3 32.64 Lb N/A N/A Lateral 17 M79 HSS3x3x3 50.803 Lb WA WA Lateral 18 M20 L5.4x4.5x4x 25.122 Lb N/A N/A I Lateral 19 MP1 2"vipe 96 Llbyy WA WA Lateral 20 MP2 2"pipe 96 Lb N/A N/A Lateral 211 MP3 2"pipe 96 Lbyy WA WA Lateral 22 M55 L2x2x2 25.681 Lb N/A N/A Lateral 23 M58 L2x2tQ 1 25.681 Ll WA WA Lateral 24 M61 L2x2x2 25.681 Lb N/A N/A Lateral 25 M62 L2x2x2 25.681 Lb N/A WA Lateral 26 M63 L2x2x2 25.681 Lb N/A N/A Lateral 27 M64 L2)dbO 25.681 Lbvv WA WA Lateral 28 M65 R6.5x8 4 Lb N/A N/A Lateral 29 M66 R6.5 4 Lb WA WA Lateral 30 M67 R6.5x8 4 Lb N/A N/A Lateral 311 M68 R6.5x8 4 Lb WA WA Lateral 32 M69 R6.5x8 1 4 Lbyy NIA N/A Lateral 33 M70 R6.5x8 4 Lbyy WA WA Lateral 34 MP4 2"pipe 96 Lb N/A N/A Lateral 35 MPB _2"pie 96 Lb WA WA Lateral 36 MP5 2"pipe 96 Lb N/A N/A Lateral 37 MP7 2" i 96 WA WA Lateral 38 Mpg 2"pipe 96 Lb N/A N/A Lateral 39 MP8 2"pipe 96 Lbyv N/A WA Lateral Node Boundary Conditions Node Label X k/m Y,[k/n Z[k/in] _ X Rot k-Nrad Y Rot k-ft/rad Z Rot k-ft/rad]. 1 N17A Reaction _Reaction Reaction Reaction Reaction Reaction 2 N29 1 Reaction Reaction Reaction I Reaction Reaction Reaction 131 N40 Reaction Reaction I Reardon I Reaction Reaction Reaction RISA-3D Version 22 [Sabre C10801018.r3d] Page 2 Company i [] COREO' E Designer 01:0 106 PM - Job Number Checked By Model Name:C10855711C Member Advanced Data Label Col-Wall Vert Release Physical Deflection Ratio Options Seismic DR 1 I Mi Yes Default None 2 M2 Yes Default None 3 M3 Yes Default None 4 M4 Yes Default None 5 M5 Yes Default None 6 M6 Yes Default None 7 M7 Yes Default None 8 M8 Yes Default None 9 M9 Yes Default None 10 M10 Yes Default None III M12 Yes Default None 12 M13 Yes Default None 13 M14 Yes Default None 14 M15 Yes Default None 15 M17 Yes Default None 16 M18 Yes Default None 17 M19 Yes Default._._ None 18 M20 Yes Default None 19 MPt Yes WA None 20 M26 Yes "NA•' None 211 M27 Yes "NA'• None 22 MP2 Yes N/A None 23 M29 Yes "NA" None 24 M30 Yes "NA'• None 25 MP3 Yes WA None 26 M32 Yes "NA" None 27 M33 Yes "NA" None 28 M55 Yes Default None 29 M58 Yes Default None 30 M61 Yes Default None 31 M62 Yes Default None 32 M63 - _ Yes Default None M64 Yes Default None 34 M65 Yes Default None 35 M66 Yes Default None 36 M67 Yes Default None 37 M68 Yes Default None 38 M69 Yes Default None 39 M70 Yes Default None 401 M40 Yes "NA" None 41 MP4 Yes Default None 42 M42 Yes "NA" None 43 MP6 Yes Default None 44 MP5 Yes Default None 45 M45 Yes "NA" None 46 M46 Yes "NA" None 47 M47 Yes "NA" None 48 M48 Yes "NA" None 49 M49 Yes "NA" None 50 MP7 Yes Default None 51 M51 Yes "NA" Notre 52 Mpg Yes Default None 53 MPS Yes Default None 54 M54 Yes "NA" None 55 M56 Yes "NA" None 56 M57 YesI "NA" None 57 M59 Yes "NA" I None Hot Rolled Steel Section Sets _ Label Shape Type Design List Material Design Rule Area[in2l Iyy[in4l lu in• J[in] 1 HS 4x4x3 HSS4X4X3 Beam I Tube -1 ASTM A500 C 50 Typical 2.58 8.21 8.21 10 2 - 2"pipe PIPE 2.0 Beam None ASTM A53-B=50 T ical 1.02 0.627 0.627 1.25 3 _ P2.5 PIPE 2.5 Beam None TM A53•8=50 T ical g2.288 1.45 1.45 .89 4 HSS3x3x3 HSS3X3X3 Beam Tube ASTM A53-B=50 T ical 2.46 2.46 4.03 5 L5.4x4.5x4x LSAX4.5X4 Beam le An le A572 Gr.50 T ical 3.319 6.954 0.046 R6.5x8 R6.5X8 Beam RECT A572 Gr.50 T ical 0.068 11.443 0.258 7 L2x2x2 12X2X2 Beam Si le An le A572 Gr.50 T-'-' 0.491 0.189 0.189 .003 Envelope Node Reactions Node Label X[IbI LC Y[IbI LC Z[IbI LC MXfib-ft LC MYfib-ft LC MZ[lb-ft LC 1 I N17A I max 1502.415 5 1080.145 27 472.54 2 1495.686 27 1016.828 11 298.459 11 2 min -1497.737 23 300.857 20 471.471 20 243.246 20 -1014.08 17 -298.188 5 3 N29 max 694.637 16 1117.077 31 1142.171 14 -87.828 14 825.549 3 -321.345 23 4 min -695.707 10 331.556 24 -1146.398 8 -804.928 33 -822.31 21 -1318.041 30 5 N40 max 717.278 18 1117.153 35 1129.901 2 -89.749 14 825.809 7 1318.266 36 6 min -720.928 12 331342 16 -1126.734 20 -805.09 33 -823.136 25 318.806 17 7 Totals max 2689.711 7 4.17 30 2743.978 14 8 min -2689.712 11 1573.015 51 -2743.979 8 Envelope AISC 15TH(360.16):LRFD Member Steel Code Checks Member Shape Code Check Loc[inj LC Shear Check Loc[inj Dir LC hi•Pnc Ib hi•Pnt Ib hi'Mn - Ib-ft hi'Mn z-z[lb-ft Cb E n 1 MP2 PIPE 2.0 0.481 51 8 0.027 51 14 15369.683 45900 2673.75 73.7 1 HI-lb 2 MP8I PIPE 2.0 0.413 51 5 0.03 51 1 18 15369.683 45900 2673.75 2673.75 1 H1-1b 3 MP5 PIPE 2.0 0.413 51 11 0.03 51 22 15369.683 45900 2673.75 2673.75 1 Ht-1b 4 M8 HSS4X4X3 0.152 32.64 12 0.072 32.64 y 5 112402.80 116100 1 13762.5 13762.5 3 H1-1b 5 M18 H 4X4X3 0.14 32.64 8 0.063 32.64 7 112402.80 18 00 13762.5 3762.5 1-1 6 M13 HSS4X4X3 0.139 32.64 8 0.063 32.64 y 9 112402.809 116100 13762.5 13762.5 3 H1-1b 7 MP7 PIP 0 0.103 51 6 0.021 1 5 1 .683 410 73.75 2673.75 1 1- 8 MP6 PIPE 2.0 0.103 51 10 0.021 51 11 15369.683 45900 2673.75 2673.75 1 H1-1b P4 0.1 51 4 51 13 1 Mn 1 4§M 2§73.75 2673.75 1 -1 10 Mpg PIPE 2.0 1 0.1 1 51 1 2 1 0.024 51 3 15369.683 45900 2673.75 2673.75 1 HI-1b RISA-313 Version 22 [Sabre C1 080101 8.r3d] Page 3 2/18/2025 L T I COREONE Company 105 : ® C N .S �U N Checked Designer PM Job Number Checkee16dd By Model Name:C10855711C Envelope AISC 15TH(960-16):LRFD Member Steel Code Checks(Continued) Member Shape Code Check Loc in LC Shear Check Loc[inj Dir LC hi'Pnc Ib hi'Pnt[lb] hi•Mn - Ib-ft hi•Mn z-z Ilb-ftl Cb E n 111 MP1 I PIPE 2.0 0.096 51 9 0.025 51 1 1 9 15369.683 45900 2673.75 2673.75 j1.41 1HI-1 12 M5 PIPE 2.0 0.096 48 6 0.182 46 5 15369.663 45900 1 2673.75 2673,75 13 MP3 PIPE 2.0 0.096 51 7 0.025 51 7 15369.683 45900 2673.75 2673.75 14 M6 PIPE 2.0 0.093 19 12 0.063 19 10 15369.683. 45900 2673.75 2673.75 1 M4 PIPE 2.0 0.093 77 4 0.063 19 7 15389.883 45900 2,73.75 2673.75 16 M9 HSS3X3X3 0.092 25.402 4 0.027 25.402 3 73571.187 65050 7387.5 7387.5 17 M19 HS 3X3X3 0.092 25402 0.035 5.821 z 10 7 7 .187 85050 7387.5 7387.5 18 M14 HSS3X3X3 0.091 25.402 33 0.034 44.982 6 73571.187 85050 73875 7387.5 19 M3 PIPE 2.0 0.091 48 4 0.181 50 11 15369.883 45900 2673.75 2673.75 20 M2 PIPE 2.0 0.088 48 9 0.06 19 2 15369.683 45900 2673.75 2673.75 1 21 M64 0.083 25.681 1 11 0.009 25.681 z 6 12984.289 22095 559.115 1087.462 1.5 H2-1 22 M15 L5.4X4.5X4 0.082 0 2 0.014 25.122 Y 3 59317.063 102937.5 2910.056 7562.682 1.5 1-12-1 23 M20 L5.4X4.5X4 0.082 25,122 2 0.014 0 v 13 59317.083 102937.5 29 0.056 7562.682 1.5 H2-1 24 M62 L2X2X2 0.08 25.681 8 0.01 25.681 z 2 1Y9 4 2891 22095 559.115 1034.057 1.5 1-12-1 25 M10 L5.4X4.5X4 0.077 0 10 0.014 0 v 5 59317.063 1 102937.5 1 2910.056 7562.682 1.5 1-12-1 26 M55 L2X2X2 0.076 25.681 4 0.009 25.681 z 10 12984.289 22095 559.115 1034.057 1.5 1-12-1 27 M61 L2X2X2 0.073 25.681 6 0.000 25.681 z 10 12964.289 22095 559.115 1008.31 1.088 H2-1 28 M1 PIPE 2.0 0.069 19 10 0.181 46 8 15369.683 45900 2673.75 2673.75 1 HI-lb 29 M68 0.068 0 24 0.008 25.681 6 12984.289 22095 5 9. 15 1034.057 1. 1-112- 30 M63 I L2X2X2 0.066 0 20 0.009 25.681 1 z 2 12984.2891 22095 1 559.115 1034.057 1.5 1-12-1 31 M7 R6.5X8 0.054 12.561 13 0.032 12.561 v 10 24235.788 I 146250 1 1523.438 19804.688 1.314 H1-1b 32 M12 R6.5X8 0.053 12.561 4 0.037 12.561 2 24235.788 146250 1523.438 19804.688 1.38 H1-1b 33 M17 R6.5X8 0.052 12.561 8 0.035 12.561 v 6 24235.7881 146250 1 1523.438 19804.688 1.438 H1-1b 34 M69 R6.5X8 0.009 4 3 0.017 4 y 6 138263.796 146250 1523.438 19804.688 1.057 H1-1b 35 M R6.5X8 0.009 4 13 4 2 138263.796 146250 1523.438 19804.688 1.109 1-1 36 M68 R6.5X8 0.009 4 13 0.017 4 v 10 138 3.7961 146250 1 1523.438 19804.688 1.058 HI-1b 37 M65 R6.5X8 0.009 4 4 0.02 4 v 2 VAAM37SO 146250 1 1523.438 19804.688 1.086 H1-1b 38 M67 R6.5X8 0.009 4 8 0.018 4 6 138263.796 146250 I 1523.438 19804.688 1.073 H1-1b 39 M70 R6.5X8 0.009 4 1 8 1 0.018 4 1 10 1138263.7961146250 1 1523.438 119804.688 1.0751 H1-1b RISA-31)Version 22 [Sabre C10801018.r3d] Page 4 rep, COI 1 EONE — DATE: /18 CARRIER: Dish I .._, L ..i.. N C3 SITE ID: SESEA03006A TYPE: Mount-to-Tower Connection Check RISA Model Data Connection Orientation Graphic Nodes Orientation (orientation is normal&outward 180� (labeled per RISA) 210* from tower) 150" N 17A 180 240' 120^ N29 300 N40 60 270*----- -------.. ----- ......... .....90' 330° 30° 0° ?W—% z Tower Connection Bolt Checks Typical Bolt Config.Sketch(may not be actual CNX) Any moment resistance?: yes Lw1_ Bolt Quantity per Reaction: 4 dX(in) (Delta X of typ.bolt config.sketch): 9.25 d (in)(Delta Yof typ.bolt config.sketch): 9.25 Bolt Type: I A325N Bolt(D (in): 0.625 Required Tensile Strength(kips): 4.2 Required Shear Strength(kips): 2.4 w2 Tensile Strength/bolt(kips): 20.7 Shear Strength/bolt(kips): 12.4 Tensile Capacity Overall: Shear Capacity Overall: 4.9% d Tension Results Controlled by: Node COG(in):&LC 3 'Note:Tension reduction not required if tension or shear Shear Results Controlled by: Node COG(in):&LC 5 capacity<30% Version 2. ASCE ASCE Hazards Report AMERICAN SOCIETY OF CA ENGINEERS Address: Standard: ASCE/SEl7-16 Latitude: 47.335682 No Address at This Location Risk Category: lI Longitude: -122.916687 Soil Class: D- Default(see Elevation: 303.80350118824714 ft Section 11.4.3) (NAVD 88) IaW.en Jn IN, JJ b f' Jyy � Pd:M E Wkrtla3n FW 1 f l �' PF7)Wn \� Nsaage Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-16 and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Feb 18 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years(annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. httos://ascehazardtool.org/ Page 1 of 3 Tue Feb 18 2025 ASCE AMMAN SOCIETY OF CML ENGINEUIS Seismic Site Soil Class: D- Default (see Section 11.4.3) Results: Ss 1.576 So, N/A S, 0.571 T L 16 F a 1.2 PGA : 0.673 F N/A PGA M : 0.808 SMs : 1.891 FPGA 1.2 SM, N/A le : 1 S ps : 1.261 C : 1.415 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Feb 18 2025 Date Source: USGS Seismic Desian Maps hftps://ascehazardtool.org Page 2 of 3 Tue Feb 18 2025 E� AMERICAN SOCIETY OF CIVIL ENGINEERS Ice Results: Ice Thickness: 0.50 in. Concurrent Temperature: 25 F Gust Speed 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Tue Feb 18 2025 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;or has been extrapolated from maps incorporated in the ASCE standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,affiliation, relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. httos://ascehazardtool.org/ Page 3 of 3 Tue Feb 18 2025 C10801018-32788 8' LOW PROFILE PLATFORM ITEM QTY. PART NO. DESCRIPTION HEIGHT 1. 1 C10112377 TRI—COLLAR BRACKET ASSEMBLY 10--40-0 POLES 185 2. 3 CW01532 WELDMENT,PLATFORM CORNER ARM 408 3 3. 6 C10901222 PIPE,2 3 8 O.D.X.154 X 6'-0 182 10 4. 6 CS03872 PLATE,CORNER CONNECTION FORMED 28 5 5. 3 CW01537 WELDMENT,CORNER HANDRAIL 77 6. 12 C40026024 BOLT ASSEMBLY,5 8 0 X 2 1 4 A325 6 7. 12 C40026004 BOLT ASSEMBLY,1 2 0 X 1 3 4 A325 3 8. 24 C40034139 U—BOLT ASSEMBLY,1 2 0 X 2 15 16 C—C 20 9. 9 C10901322 PIPE,2 7 8 O.D.X.203 X B'-0 434 10. 18 C10902612 CROSSOVER PLATE KIT,2 3 8'O.D.TO 2 7 8'O.D. I- 9 TOTAL WEIGHT 1487 PACKAGING NOTE 8 10 CK00421 INCLUDES ITEM 2 7 4 CK00422—STL INCLUDES ITEMS 3& 5 • CK00422—HDW INCLUDES ITEMS 4, 6, 7&8 8 i SEE PAGE 2 FOR ADDITIONAL DETAILS 6 • 8 1 8 3 NOTE 2 SEE DRAWING C10112377 FOR TRI—COLLAR INSTALLATION. J11—O NERN%SPECI— M.1Eniw n Sit N' ES",EMto�"� IS 8'M1Cl�lEs 8' FACE LOW PROFILE PLATFORM i acnwas m•cna"s:t s rE In ymS ,Es7 WITH HANDRAIL • S:1/2 MO. mtt M S m NOT AWLY Towers end Poles Darks*O'd' TO n.wM.reNK (9) 2 7/8 0 X 8' ANTENNA MOUNTING PIPES CONFIDENTIAL FITS 10"0 TO 40"0 MONOPOLES The 4x z,and me InlwmaNm cantoFer Nw1y I.Ma amMOnIN Vaaa covet v-('s et Stir,C..1 t IN, SIZE DRAWING—NO. REV ISOMETRIC VIEW rill"a`Or IN4 �t.d,d z b "b nyaNP,,, M10P,, DATE 10/16/2o B C10801018-32788 5 111;u;71 of Sawa DRAWN BY WRF 0A1E OESCNivnONK 02020 Score Cdnmunirn_Cwpar_ SCALE PAGE ui; t.r—. CHWKED BY EK None 1 OF 3