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Home My WebLink AboutCOM2023-00028 Cell Tower Equiment - COM Inspections - 3/19/2025 615 W.Alder St.Bldg 8,SHELTON,WA 98584 MASON COUNTY SHELTON: 360-427-9670,EXT 352 COMMUNITY SERVICES BELFAIR: 360-275-4467, EXT 352 Building,Planning,Environmental Health.Cornmuni[y Heatti, ELMA: 360-482-5269, EXT 352 www.co.mason.wa.us INSPECTION CARD AND CERTIFICATE OF OCCUPANCY** To schedule an inspection call or visit http://www.co.mason.wa.us/community-services/bid-inspection.php Permit Number COM2023-00028 Date Issued 04/13/2023 Issued By L- 1 Project ADD 3 ANTENNAS,PLATFORM MOUNT,JUMPERS&EQUIPMENT, EQUIPMENT CABINET ON 7 CONCRETE PAD Site Address 19941 E STATE ROUTE 3 Applicant MURPHY/AMERICAN TOWER CO Contractor Contractor Phone Primary Code UPC IBC, IRC,IFC, IEC, IMC,& Type Permit Type NEW COMMERCIAL PERMIT Occupancy -APPROVED PLANS MUST BE ONSITE FOR ALL INSPECTIONS. -DO NOT PROCEED BEYOND EACH STAGE OR COVER WORK UNTIL APPROVAL IS GRANTED. -THIS CARD MUST BE POSTED IN A CONSPICUOUS LOCATION, FRONT OF THE PREMISES IS BEST FOR MAKING ENTRY. -ALL PERMITS EXPIRE 180 DAYS AFTER THE PERMIT IS ISSUED OR 180 DAYS AFTER DATE OF LAST INSPECTION. -OWNER/AGENT IS RESPONSIBLE FOR REQUESTING ALL INSPECTIONS THROUGH FINAL INSPECTION. "THIS STRUCTURE MAY NOT BE USED OR OCCUPIED UNTIL ALL APPROVALS ARE GRANTED.— PRIOR TO CALLING FOR FINAL INSPECTION,ALL CONDITIONS OF THE PERMIT MUST BE MET Public Works Access/Driveway Other Health Septic Well Deptartment Planning Site Inspection Department Fire Marshall Fire Apparatus Access Fire Sprinkler Auto Fire Alarm Hood and Duct Other Final Building Department Building Official: Community Services Designee Concrete Setbacks Slab S—z t4-Z JTt_ Footing Perimeter Point load Footing Footing Interior Footing Decks/Porches Foundation Stem Walls Other Rough-In Groundwork Plumbing Framing Groundwork Mechanical Plumbing Groundwork Gas Pipe Mechanical Gas Piping Shear Wall Nailing Underfloor Other Insulation Slab Ceiling Floor Vaulted Ceiling Walls Vapor Barrier Other Wallboard Interior Wall Brace Panels Fire Walls Nailing Other Final Building 3-/ —2SDEC- Manufactured Setbacks Setup Home Concrete Foot/Runners Final OtherTOM �LG eA r, -x7 S \1•a3 .(�1 Spec Z'asp. ,S.7efe�ec` c.� urn 00 INSPECTION RESULTS Pagel MASON COUNTY Department of Community Development COMMUNITY DEVELOPMEN'I' 615 W Alder St, Shelton, WA 98584 Permit assistance Centei,0uildng,Ptannmg (360) 427-9670 ext. 352 Application# COM2023-00028 Application Type NEW COMMERCIAL PERMIT Owner MURPHY HEATHER Parcel# 122172200032 Site Address 19941 E STATE ROUTE 3 ALLYN, WA 98524 Inspector Inspection Type Date Status Comments 12-2-24 DEC CABINET IS MOUNTED TO 5X7 CONCRETE PAD. SPECIAL INSPECTION IS Drew Carlson BLD-FINAL INSPECTION 12/02/2024 FAIL REQUIRED PER PERMIT CONDITIONS FOR TOWER UPGRADES. EMAIL SPECIAL INSPECTION REPORT TO CLOSE PERMIT. PLEASE INCLUDE PERMIT NUMBER WITH EMAIL. DREWC@MASONCOUNTYWA.GOV R . REONE ! • CONSULTING USA Seattle,Washington 0• (qbm 2625 6X2-6 Mount Analysis Report Dish Wireless February 18, 2025 Site Name SESEA03001A Client Dish Wireless Carrier Dish Wireless 19943 East State Route 3 Site Location Allyn, WA 98524 47.40161110 N NAD83 122.83952777'W NAD83 Structure Type Antenna Sector Mount Overturning Usage Ratio 76.2% 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 Lee AS` A Q 56058 0A' 2/19/2025 'S„ ,,;355' 70;'2'95 B.— ❑ifoocoreoneconsulbng.con www.coreoneconsulting.com ..,wur.uwnwuuunm.r,w:umu;uuu 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. CORCOR 'C Core One Consulting USA r C ' v C Phone: (778) 805-2166 G GNSU LTING 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 SESEA03001A, Dated January 10, 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 3 Calculated Crest Height 118 ft Site Class D-Stiff Soil Spectral Response S5=1.651g, S1=0.587g 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@coreoneconsuIting.com � Core One Consulting USA COREONE Phone: (778) 805-2166 CONSULTING U S A www.coreoneconsulting.com Page 4 Final Configuration Mount Height (ft) Qty. Appurtenance Mount Carrier Type 3 Cellmax XC12045x 148.0 3 Samsung RF4450T-1A Sector Dish 3 Samsung RF4451D-70A Frame Wireless 1 Raycap RDIDC-9181-PF-48 Antenna Mount Usages Summary Main Horizontal 17.2% Pass Standoff 20.1% Pass Pipe Mount 76.2% Pass Tower Connection 7.5% Pass RATING= 76.2% Pass - C O R E "1(� E Core One Consulting USA �,_J I v CONSULTING USA Phone: (778) 805-2166 www.coreoneconsulting.com Site Name SESEA030DIA Client Dish Carrier Dish Date 2/18/2025 Wind Loading Inputs: Design Wind Velocity: 97 ultimate 3-second gust Exposure Category: C Adopted Building Code: ASCE 7-16 Antenna Load Standard: ASCE 7-16 Wind Centerline(ft): 148.00 ft K,: 0.90 Kr: 1.37 K,: 1.00 Ka: 0.95 K.: 0.99 qz= 48.99 Ice Wind 30 Cf- 1.20 Ice Thickness 0.5 Gh= 1.00 Fst_Ice(psf) 4.99 Fst(psfl= 58.78 Fp= 1.90 Wind Force Seismic Force Appurtenance Name Total Quantity Weight(lbs) F-Norm(Ibs) F-Perp(Ibs) F-Norm(Ibs) F-Perp(Ibs) Cellmax XC12045x 3 130.0 1095.2 400.5 247.3 247.3 Samsung RF445T-1A 3 61.3 101.0 59.9 116.6 116.6 Samsung RF4451D-70A 3 94.6 101.0 74.2 179.9 179.9 Raycap RDIDC-9181-PF-48 1 21.0 125.4 74.6 39.9 39.9 1 1--- COREON—mi C 10855711 C S K-1 Feb 18,2025 at 09:44 PM Sabre C10801018.r3d V Section Sets ( � HSS4x4x3 Z-'V��.x 2"pipe �HSS3x3x3 L5.4x4.5x4x `R6 5x8 L2x2x2 i RIGID t �}f D b F�. O 0 h v. 0 LZ y� t'• Q� HS,x4)x43 N NN �a N h o R Sxe C OREONE C10855711C SK-2 Feb 18,2025 at 09-.44 PM Sabre C10801018.r3d v Member Ma[eral Sets RIGID Z�x A572 Gr.50 ASTM A500-C-50 ASTM A53-13=50 I s ASTM D C$� e � O � D '9S � 1 D ; A572 Gt Gt.50 A572 G•� h a4 c§ h ASTIR 500 ty m 's0 qs 50 Qy Too ^ry 61� A57 Gr.50 T m 0 i i I t COREC) E C10855711C SK-3 Feb 18,2025 at 09:46 PM Sabre C10801018.r3d v Code Check (Env) z x No Cato: >1.0 90-1.0 75-.90 50-.75 0.-50 15 o' �i i o ( a o i a .19 r001 0? 0 0. 17 0 0 0.18 0 N p7 0 73 o p 1 a 0111 0 0.08 i Member Code Checks Displayed(Enveloped) �. CORE:J-v; C10855711C SK-4 Feb 18,2025 at 09:46 PM Sabre C10801018.r3d V Shear Check (Env) Z, --x NoCalc >1.0 90-1.0 75-.90 50-75 0-.50 10 00 2 o' 0 w 0 0 00 29 p 03 p.0 0 0. pq o 0 0 0, p 0 0. 03 0 p? p. 5 0 'o 0 o' 0 Member Shear Checks Displayed(Enveloped) r COREi: C10855711C SK-5 Feb 18,2025 at 09:47 PM Sabre C10801018.r8d COREONE b1Number Checked By: Model Name:C10855711C Basic Load Cases BLC Description Category Y Gravity Point Distributed Area Member 1 Self Wei ht DL -1 20 1 3 2 Wind Load AZI 000 WLZ 20 1 3 Wind Load AZI 090 WLX 20 1 4 Ice Wei ht 01-1 20 39 3 5 Wind+Ice Load AZI 000 01.2 20 1 6 Wind+Ice Load AZI 090 01-3 20 1 7 Service Live 1 ILL 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 BLC 4 Transient Area Loads None 79 12 BLC 5 Transient Area Loads None 50 1131 BLC 6 Transient Area Loads None 1 48 Load Combinations Desch bon Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 1.41D Yes Y DL 1.4 2 1.2D+1W AZI 000 Yes Y DL 1.2 WLZ 1 3 1.2D+1W AZI 030 Yes Y DL 1.2 WLZ 0.866 WLX 0.5 4 1.2D+1W AZI 060 Yes Y DL 1.2 WLZ 0.5 WLX 0.866 5 1.20+1 W AD 090 Yea y DL 1.2 WLX 1 6 1.2D+1WAZI120 Yes Y -DL 1.2 WLZ -0.5 WLX 0.866 7 1.213+1WAZI150 Yes Y D.L.._..._.._. 1.2 WLZ -066.6 WLX .5 8 1.2D+1 W AZI 180 Yes Y DL 1.2 WLZ -1 9 1.21D+1W AD 210 Yes Y DL 1.2 WLZ .866 WLX -0.5 101 1.2D+1 W AZI 240 Yes Y DL 1 1.2 WLZ 1 -0.5 WLX 1 -0.866 11 1.21D+1W AD 270 Yes Y DL 1.2 WLX -1 12 1.2D+1W AZI 300 Yes Y DL 1.2 WLZ 0.5 WLX -0.866 13 1.2D+1W AZI 330 Yes I Y DL 1.2 WLZ 0.866 WLX -0.5 14 0.9D+1 W AZI 000 Yes Y DL 0.9 WLZ 1 _ Is 9 +1W AZI 030 Y s 16 0.9D+1W AZI 060 Yes I Y DL 0.9 WLZ 0.5 WLX 0.866 17 0.9D+IW AZI 090 Yea Y DL 0.9 WLX 1 18 0.9D+1 W AZI 120 Yes Y DL 0.9 WLZ -0.5 WLX 0.866 19 0.9D+1 W AZI 150 Yes Y DL 0.9 WLZ -0.866 WLX 0.5 20 0.91D+1 W AZI 180 Yes Y DL 0.9 WLZ 1 -1 21 0.91D+1 W AZ1210 Yes Y DL 0.9 WLZ -0.866 WLX -0.5 22 0.9D+1W AZI 240 Yes Y DL 0.9 WLZ -0.5 WLX -0.866 23 0.9D+1 W AZI 270 Yes Y DL 0.9 WLX -1 24 0.9D+1W AZI 300 Yes Y DL 0.9 WLZ 0.5 WLX -0.866 25 0.9D+1 W AZI 330 Yes Y DL 0.9 WLZ 0.866 WLX -0.5 26 1.2D+1 Di Yes Y DL 1.2 01-1 1 27 1.2D+1 Di+1 Wi AZI 000 Yea y DL 1.2 OL1 1 01-2 1 28 1.2D+1 Di+1 Wi AZI 030 Yes Y DL 1.2 01-1 1 01-2 0.866 01-3 0.5 291 12D+1 IN+1 Wi AM O60 Yes I Y DL 1.2 1 OLI 1 01.2 0.5 OL3 0.866 30 1.2D+1 Di+1 Wi AZI 090 Yes Y DL 1.2 01-1 1 01-3 1 31 1.2D+1 Di+1 Wi AZI 120 Yes I Y DL 1.2 OL7 1 01-2 -0.5 OL.3 0.866 32 1.2D+1 Di+1 Wi AZI 150 Yes Y DL 1.2 01.1 1 01-2 -0.866 01-3 0.5 33 1.21D+1Di+1WiA2I1 Yes DL 1.2 O 1 1 12 -1 34 1.2D+1 Di+1 Wi AZI 210 Yes Y DL 1.2 OLt 1 01-2 -0.866 01-3 -0.5 35 1.2D+1 Di+1 Wi AD 240 Yes Y DL 1.2 OLI 1 01.2 -0.5 1-3 -0.866 36 1.2D+1 Di+1 Wi AZI 270 Yes Y DL 1.2 OLt 1 01-3 -1 37 1.2D+117i+1 Wi AZI 300 Yes Y DL 1.2 OL1 1 01-2 0.5 13 -0.866 38 1.2D+1 Di+1 Wi AZI 330 Yes Y DL 1 1.2 OLt 1 1 012 1 0.866 01-3 -0.5 39 1.2+0.2SdsD+IE AZI 000 Yes Y DL 1.219 ELZ 1 40 1.2+0.2Sds D+1E AZI 030 Yes Y DL 1.219 ELZ 0.866 ELX 0.5 41 1.2+0.2 D+1E AD 060 Yes Y DIL 1.219 ELZ 0.5 ELX 0.866 42 1,2+0.2Sds D+I AZI 090 Yes Y DL 1.219 ELX 1 43 1.2+0.2Sda D+1 E AZI 120 Yes Y DL 1.219 Ell -0.5 FLX 0.866 44 1.2+0.2Sds D+1 E AZI 150 Yes I Y DL 1.219 ELZ -0.866 ELX 0.5 45 12+0.2 dsD+1EAZI180 Yes Y DL 1.219 ELZ -1 46 12+0.2Sds D+1E AZI 210 Yes Y DL 1.219 ELZ -0.866 ELX -0.5 47 1.2+0.2Sds D+1E AZ1240 Yes Y DL 1.219 1 ELZ -0.5 ELX -0.866 48 1.2+0.2Sds D+1E AZI 270 Yes Y DL 1.219 ELX -1 49 1.2+0.2 s D+1 E AZI 300 Yes Y DL 1.219 ELZ 0.5 ELX -0.866 50 1.2+0.2Sds D+1 E AZI 330 Yes I Y DL 1.219 ELZ 0.866 ELX -0.5 51 0.9-0.2 dsD+1 E AD 000 Yes I Y DL 0.881 ELZ 1 52 0.9-0.2Sds D+1 E AZI 030 Yes Y DL 0.881 ELZ 0.866 ELX 0.5 53 0.9-0.2 dsD+1 E AD O60 Yes Y DL 0.881 ELZ 0.5 ELX 0.866 54 0.9-0.2Sds D+1 E AZI 090 Yes Y DL 0.881 ELX 1 55 0.9-0.2 da D+1E A21 120 Yea Y I DL 0.881 ELZ -0.5 ELX 0.868 56 0.9-0.2Sds D+1 E AZI 150 Yes MY DL 0.881 ELZ -0.866 ELX 0.5 57 0. .2 dsD+I AM 180 Yes DL 0.881 ELZ -1 58 0.9-0.2Sds D+1E AZI 210 Yes DL 0.881 ELZ -0.866 ELX -0.5 59 0.9-0.2Sda D+1 E AZI 240 Yes DL 0.881 ELZ -0.5 ELX -0.866 60 0.9-0.2Sds D+1 E AZI 270 Yes DL 0.881 ELX -1 61 0.9-0.2 daD+1EA2I300 Yes DL 1 0.881 ELZ1 0.5 -0,866 Member Prlmery Data Label I Node J Node Rotate de Section/Shape Type Design List Material Desi n Rule 1 I Mi N1 N2 2"pipe Beam None ASTM A53-B=50 Tvoical 2 M2 N3 N4 2"pipe- _ Beam None ASTM A53-B=50 Ty ical 3 M3 N6 N7 2"pipe Beam None ASTM A53.8=50 Typical 4 M4 N8 N9 2"pipe Beam None ASTM A53-B=50 Typical 5 M5 N71 N12 Tpipe Beam None ASTM A53-B=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 Gr.50 T ical 8 M8 N14A N17A 90 HSS4x4x3 Beam Tube ASTM A500-C-50 Typical 9 M9 N22 N21 HSS3x31f3 Beam Tube ASTM A53-B=50 T ical 10 M10 I N22A I L5.4x4.5x4x Beam Sin le An le A572 Gr.50 Typical 11 1 N28 N 7 6. x8 Beam E 7 .50 Tvoical 1121 M13 I N26 N29 1 90 HSS4x4x3 Beam Tube ASTM A500-C-50 I Typical RISA-3D Version 22 [Sabre C10801018.r3d I Page 1 COREONS Company 2/16n025 • Designer 9:49:32 PM ® '- O N -- - -_ Job Number : Checked By: Model Name:C10855711C Member Primary Data(Continued) Label I Node J Node Rotate de Section/Shape Type Design List Material Design Rule 13 M14 N31 N30 H 3x3x3 Beam Tube TM A53-B-50 Typical 14 M15 NIN33 L5.4x4.5x4x Beam Single Angle A572 Gr.50 Typical 15 M17 N 9 I N38 R6.5x8 Beam RECT A572 Gr.50 Typical 16 M18 N37 N40 90 HSS4x4x3 Beam Tube ASTM A500-C-50 T ical 17 M19 N42 N41 H S3x3x3 Beam Tube ATMA53-B=50 Typical 16 M20 N45 N44 L5.4x4.5x4x Beam Single Angle A572 Gr.50 Typical 19 MPt N51 N52 2"pipe Beam None ATM A53-B=50 Typical 20 M26 N50 N48 RIGID None None RIGID Typical 1 M27 N49A 1447 RIGID None None RIGID Typical 221 MP2 I N57 N58 2"pipe Beam None ASTM A53-B=50 Typical 23 M29 N56 N54 RIGID None I None RIGID TvVcal 24 M30 N55 N53 RIGID None None RIGID Typical 25 MP3 N63 N64 2"pipe Beam None ASTM A53-B=50 Tyipical 26 M32 N62 N60 RIGID None None RIGID Typical 27 M33 N61 N59 RIGID None None RIGID Typical 28 M55 N127 N128 L2x2x2 Beam Single Angle A572 Gr.50 Typical 29 ._.__M58_ N125 N126 L2x2)Q _ Beam in le ANle A572Gc50_ TyIpiral 30 M61 N129 N130 L2x2x2 Beam Single Angle A572 Gr.50 Typical 31 M62 N131 N132 L2x2x2 Beam Single Annie A572 Gr.50 Typical 321 M63 I N133 N134 L2x2x2 Beam Sin le An le A572 Gr.50 Typical 33 M64 N135 N136 I L2x2x2 Beam I Single Angle A572 Gr.50 Typical 34 M65 N138 I N28 R6.5x8 Beam RECT A572 Gr.50 Typical 35 M66 N137 I N38 R8.5x8 Beam RECT A572 Gr.50 Typical 36 M67 N139 I 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 39 M70 N142 N27 R6.5x8 Beam RECT A572 Gr.50 Typical 40 M40 N86 N93 RIGID None None RIGID Typical 41 MP4 N85 N91 2"Ope Beam None I ASTM A536=50 TvVcal 421 M42 N100 N97 RIGID None None RIGID Typical 43 MP6 N88 N94 2"pipe Beam None ASTM A53-B=50 Typical 44 MP5 N89 N83 2"pipe Beam None ASTM A53-B=50 Typical M45 N92 N90 RIGID None None RIGID Typical 46 M46 N84 N87 RIGID None None RIGID Typical 47 M47 N96 N98 RIGID None None RICdQ Typical 48 M48 N95 N99 RIGID None None RIGID Typical 49 M49 N104 N111 RIGID None None RIGID Typical 50 MP7 N103 N109 2"pipe Beam None ASTM A53-B=50 Typical 51 M51 N118 N115 RIGID None None RIGID Typical 521 Mpg N106 N112 1 2"Pipe I Beam None=ASTM T ical 53 MP8 N107 N101 2" i Beam Non T 'cal 54 M54 N110 N108 RIGID None NonT ical 55 M56 N102N105 RIGID None NoneT cal 56 M57 N114 N116 RIGID None NoneT ical 57 M59 N113 N117 RIGID None NoneT 'cal Hot Rolled Steel Desion Parameters Label Shape Length in Lcomp to in Channel Conn. a[inj Function 1 I M1 2"pipe _ 88 LbYY N/A WA Lateral 2 M2 2"pipe 96 Lb N/A WA Lateral 3 M3 2"vipe, 96 Lbyv WA WA Lateral 4 M4 2" 96 Lb N/A N/A Lateral 5 M5 2"pia 96 Lbyy WA WA Lateral 6 M6 2" 96 Lb N/A N/A Lateral 7 M7 R6.5x8 25.1 N/A WA Lateral 8 M8 HSS4x4x3 32.64 Lb N/A N/A Lateral 9 M9 HSS3x3x3 50.8W Lbvv WA WA Lateral 10 111110 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral 11 M12 R6.x8 25.122 Lbyv N/A N/A Lateral 12 M13 HSS4x4x3 32.64 Lb N/A N/A Lateral 3 M14 3x3bGi 50.803Lbvv WA WA Lateral 14 M15 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral i5 M17 R6.5x8 25.122 Lbyy WA WA Lateral 16 M18 HSS4x4x3 32.64 Lbvy WA N/A Lateral 17 M19 HSS3x3x3 1 50.803 Lbyv WA WA Lateral 18 M20 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral 19 MPt 2"pi 1 96 N/A WA Lateral 20 MP2 2" i e 96 Lb N/A N/A Lateral 21 MP3 2" i 96 Lb WA WA Lateral 22 M55 L2x2x2 25.681 Lb N/A N/A Lateral 23 M58 L2x2x2 25.681 Lbvv WA WA Lateral 24 M61 L2x2x2 25.681 Lb N/A N/A Lateral 5 M62 1-2x2)Q 25.681 Lbyv WA WA Lateral 26 M63 L2x2x2 25,681 Lb N/A N/A Lateral 27 M64 L2x2x2 25.681 Lbyy WA WA Lateral 28 M65 R6.5x8 4 Lbyy N/A N/A Lateral 291 M66 R6. 1 4 Lbyy WA WA Lateral 30 M67 R6.5x8 4 Lb N/A N/A Lateral 31 M68 R6.5x8 1 4 Lbyy WA WA Lateral 32 M69 R6.5x8 4 Lb N/A N/A Lateral 33 M70 RUN 4 Lbvv WA A Lateral 34 MP4 2" i 96 Lb N/A N/A Lateral 35._ MP8 2" ' 96 WA W Lateral 36 MPS 2" i 96 Lb N/A N/A Lateral LbyY WA WA Lateral 38 MP9 1 2"pipe 96 1 Lb N/A N/A Lateral 3 MP8 2' 96 LbNIA WA Lateral Node Boundary Conditions _Node Label _ _- _ X k in Y[k/inj Z kAnI X Rot k-fl/rad Y Rot k-tUrad] Z Rot k-ft/rad 17A Reaction Reaction Reaction I Reaction Reaction 2 N29 Reaction Reaction Reaction I Reaction I Reaction 131 N40 Reaction I Reaction Reaction I Reaction Reaction RISA-31D Version 22 [Sabre C10801018.r3d] Page 2 O" COREONE Job sig or Number Checked PM 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 Norte 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 Norte 10 M10 Yes Default None 1111 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 MP1 Yes WA Norte 20 M26 Yes "NA" None 21 M27 Yes "NA" Norte 22 MP2 Yes N/A None 23 M29 Yes "NA" None 24 M30 Yes "NA" None 5 MP3 Yes WA None 26 M32 Yes "NA" None 27 M33 Yes "NA'• None 28 M55 Yes Default None 29 M58 Yes Default None 301 M61 Yes Default None 31 M62 Yes Default None 32 M63 Yes Default None 33 M64 Yes Default None 34 M65 Yes Default None 35 N166 Yes Default None 36 M67 Yes Default None 37 M68 Yes Default None 38 M69 Yes Default None 39 M70 Yes Default None 40 M40 Yes "NA" None 41 MP4 Yes Default None 42 M42 Yes "NA" None 43 MP6 Yes Default Nate 44 MP5 Yes Default None 45 M45 Yes "NA" None 46 M46 Yes "NA" None 47 M47 Yes "NA" Nate 48 M48 Yes "NA" None 491 M49 Yes "NA'• Nate 50 MP7 Yes Default None 51 M51 Yes "NA" None 52 MP9 Yes Default None 53 MP8 Yes Default None 54 M54 Yes "NA" None 55 M56 Yes "NA" None 56 M57 Yes "NA" None 57 M59 Yes "NA" I None Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area[in2I Iyy[in4l Izz in J irr' 11 HSS4x4x3 HSS4X4X3 Beam Tube ASTM 50 Tvpical 2.58 6.21 6.21 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 4RECT e ASTM A53 B 50 T ical 1.61 1.45 1.45 .89 4 HSS3x3x3 HSS3X3X3 Beam e ASTM A53-B=50 T ical 1.89 2.46 2.46 4.03 5 L5.4x4.5x4x L5.4x4.5x4 Beam Sin le A572 r.50 T ice[ .288 3.319 S.954 0.046 6 R6.5x8 R6.5x8 Beam A572 Gr.50 T ical 3.25 0.068 11.443 0.258 7 L2x2x2 L2X2X2 Beam Sin le An le 1572 r.50 T iral 0.491 0.189 0.189 0.003 Envelope Node Reactions Node Label X[IbI LC Y Pbl LC Z Ib LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC 1 I N17A I max 2398.255 5 1080.562 27 754.134 2 1712.32 2 1623.283 11 476.696 11 2 min -2393.598 23 166.712 20 -753.593 20 39.922 20 -1620.523 17 -476.433 5 3 N29 max 1109.759 16 1117.42 31 1825.59 14 85.944 14 1317.531 3 -132.959 23 4 min -1110.996 10 206.208 24 -1829.547 8 -973.792 8 -1314.323 21 -1354.825 5 5 N40 max I W.732 18 1117.478 35 1803.82 2 83.028 14 1318.164 7 1358.66 11 6 min -1150.224 12 206.473 16 -1800.388 20 -971.179 8 -1315.446 25 128.875 17 7 Totals: max 4296.376 3224.177 27 4382.907 2 8 min -4296.379 11 1573.016 51 4382.906 20 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 Ib-ft Cb E n 1 MP2 PIPE 2.0 0.762 51 8 0.043 51 14 15369.683 45900 73.75 2673.75 1 HI-lb 2 MP8 PIPE 2.0 0.655F32.64 5 0.049 51 24 15369.683' 45900 2673.75 2673.75 1 H1-1b 3 MP5 PIPE 2.0 0.655 11 0.049 51 22 15W9.683 45900 2673.75 2673.75 1 H1-1b 4 M8 HSS4X4X3 0.201 4 0.115 32.64 5 112402.808 116100 1 13762.5 13762.5 3 1 H1-1b 5 M5 PIPE 2.0 193 5 0.286 46 5 15369.683 45900 2673.75 2673.756 M18 HSS4X4X3 0.18 8 0.101 32.64 7116100 13762.5 13762.5 3 H1-1b 7 M13 H 4X4X3 0.18 0.101 .84 9 11 472. 116100 13762.5 13-62 58 M3 PIPE 2.0 0.172 11 0.285 50 11 15369.683 45900 2673.75 2673.75 1 H3-6 9 MP7 PIPE 2.0 0.163 5 0.034 51 5 .15369.6831 45900 1 2673.7 3.75 1 1-lb 10 MP6 PIPE 2.0 0.162 51 11 0.034 51 11 15369.683 45900 2673.75 2673.75 1 H1-1b RISA-3D Version 22 [Sabre C10801018.r3d j Page 3 COREO_NE Company Design., 9:MUMS Job Number : Checked By: Model Name:C10855711 C Envelope A/SC 15TH l360.16):LRFD Member Steel Code Checks(Continued) Member Shape Code Check Loc[inj LC Shear Check Loc[inj Dir LC hi'Pnc Obi Dhi*Pnt Ib hi•Mn - [lb-ft hi'Mn z-z Ib-ft Cb E n 11 MP4 PIPE 2.0 0.158 51 2 0.037 51 13 15389.683 45900 2873.75 2673.75 1 1-lb 12 MP9 PIPE 2.0 0.158 51 2 0.037 51 3 15369.683 45900 2673.75 2673,75 1 ! H1-lb 13 MPt PIPE 2.0 0.153 51 9 0.04 51 9 15369.6831 45900 1 2673.75 2673.75 1 Ht-1b 14 MP3 PIPE 2.0 0.152 51 7 0.04 51 7 15369.683 45900 2673.75 2673.75 1 H1-lb 15 M6 PIPE 2.0 0.148 19 12 0.1 19 10 15369.6831 45900 1 2673.75 2673.75 1 H1-tb 16 M4 PIPE 2.0 0.147 77 4 0.1 19 7 15369.683 45900 2673.75 2673.75 1 H1-lb jz Ml PIPE 2.0 0.142 48 9 0.282 46 8 15369.683 45900 2873.75 2673.75 1 1-13.6 18 M2 PIPE 2.0 0.138 48 9 0.095 19 2 15369.683 45900 2673.75 2673.75 1 H1-lb 19 M15 L5.4x4.5x4 0.13 0 2 0.022 25.122 v 3 59317.0631 102937.5 2910.056 7562.682 1.5 H2-1 20 M20 L5.4x4.5x4 0.13 25.122 1 2 1 0.022 0 1 v 13 59317.0631102937.5 2910,056 7562.682 1.5 1-12-1 211 M62 I L2X2X2 0.125 25.681 8 0.015 25.681 z 1 12984. 22095 559.115 1034.057 1.5 H-1 22 M64 L2X2X2 0.124 25.681 12 0.014 25.681 z 6 12984.289 1 22095 559.115 1034.057 1.5 H2-1 23 M10 L5.4x4.5x4 0.122 0 10 0.023 0 v 5 59317.0631 102937.5 2910.056 7562.682 1.5 1-12-1 24 M55 L2X2X2 0.119 25.681 4 0.014 25.681 z 10 12984.289 22095 559.115 1034.057 1.5 H2-1 25 M9 HSS3X3X3 0.115 25.402 4 0.041 5.821 z 2 73571.1871 IM9050 1 7387.5 7387.5 1.399 H1-lb 26 M19 HSS3X3X3 0.114 25.402 2 0.053 5.821 z 10 73571.187 85050 1 7387.5 7387.5 1.317 HI-lb 27 M14 HSS3X3X3 0.113 25.402 2 0.05 44.982 z 6 73571.187 85050 7387.5 7387.5 1.299 H1-1b 28 M58 L2X2X2 0.107 0 24 0.012 25.681 z 6 12994.289 22095 559.115 1034.057 1 1.5 1 1-12-129 M63 L2X2X2 .106 0 1 20 0.013 1 25.681 z 2 12984.2891 22095 559.115 1034.057 1.5 H2-1 30 M61 L2X2X2 0.104 0 16 0.012 25.681 z 10 12984.289 22095 559.115 1034.057 1.5 1 1-12-1 311 M7 I R6.5x8 0.082 12.561 13 0.043 6.019 v 10 24235.788 146250 1 1523.438 19804.688 1.339 H1-lb 32 M12 R6.5x8 0.08 12.561 4 0.05 12.561 Y 2 24235.788 146250 1523.438 19804.688 1.428 HI-lb M17 R6.5xB 0.079 12.561 12 0.047 6.019 v 6 24235.788 146250 1523.438 19804.688 1.416 HI-lb 34 M69 R6.5x8 0.014 4 3 0.024 4 y 6 138263.796 146250 1523.438 19804.688 1.055 1-11-lb 35 M66 R6.54 0.014 4 13 0.029 4 v 2 138M.7961 146250 1523.438 19804.688 1.11 HI-lb 36 M68 R6.5x8 0.014 4 13 0.024 4 v 18138263-798l 138263.796 146250 1523.438 19804.688 1.056 H1-lb 37 M65 R6.5143 14 4 4 0.028 4 138263.7 146250 1523.438 19804.688 1.085 HI-lb 38 M70 R6.5x8 0.013 4 8 0.025 4 138263.7961 146250 1523.438 19804.688 1.074 H1-lb 39 M67 R6.5x8 0.013 4 8 0.025 4 146250 1 1523.438 1 19804.688 1.072 HI-lb RISA-3D Version 22 [Sabre C10801018.r3d] Page 4 DATE: COREONE - CARRIER: Dish I ` U L T 1 N C SITE ID: SI SEA03001A 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 zoo°---- -----.---- ---......:�.:- --- .. .....eo° 300° 60° 330° 30° 0° �Vx z Tower Connection Bolt Checks Typical Bolt Config.Sketch(may not be actual CNx) Any moment resistance?: yes w, 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 OD Bolt Type: A325N 713olt(1)(in): 0.625 w2 y Required Tensile Strength(kips): 5.4 Required Shear Strength(kips): 3.7 Tensile Strength/bolt(kips): 20.7 Shear Strength/bolt(kips): 12.4 Tensile Capacity Overall: 6.5%* Shear Capacity Overall: 7.5% d" Tension Results Controlled by: Node COG(in):&LC 4 *Note:Tension reduction not required if tension or shear Shear Results Controlled by: Node COG(in):&LC 5 capacity<30% Version 2. EASCE Hazards Report AMERICAN SOCIETY Of CML ENGINEEflS Address: Standard: ASCE/SE17-16 Latitude: 47.401611 No Address at This Location Risk Category: II Longitude: -122.839528 Soil Class: D- Default(see Elevation: 381.8775409339917 ft Section 11.4.3) (NAVD 88) Ca EGWi 1't r. TA wt ' t If, 1 O �� 5» 4 � t m 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. 26.5-1B 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. https://ascehazardtool.or_q Page 1 of 3 Tue Feb 18 2025 Ee AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D-Default(see Section 11.4.3) Results: Ss 1.651 So, N/A S, 0.587 TL 16 Fa 1.2 PGA : 0.709 F, N/A PGA M : 0.85 SMS 1.982 FPGA 1.2 SM1 N/A le 1 Sos : 1.321 C 1.43 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 Design Maps httos://ascehazardtool.org/ Page 2 of 3 Tue Feb 18 2025 ASCE AMMAN SOCIETY Of CML 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. hftps://ascehazardtool.org/ Page 3 of 3 Tue Feb 18 2025 C10801018-32788 8' LOW PROFILE PLATFORM ITEM QTY. PART NO. DYSCRlPnON WEN;HT 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 8'-0 182 10 4. 6 CS03872 PLATE.CORNER CONNECTION FORMED 28 5 5. 3 CWD1537 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 I PIPE,2 718 O.D.X.203 X 8'-0 434 10. 18 CID902612 I CROSSOVER PLATE KIT,2 3 8'O.D.TO 2 7 8'O.D. 144 9 TOTAL WEIGHT 1487 e PACKAGING NOTE 7 4 10 CK00421 INCLUDES ITEM 2 CK00422-STL INCLUDES ITEMS 3 k 5 '' • CK00422-HDW INCLUDES ITEMS 4,6, 7 h 8 8 • SEE PAGE 2 FOR ADDITIONAL DETAILS 6 • 8 1 � 8 3 2 SEE DRAWING C10112377 FOR TRI-COLLAR INSTALLATION. UMlE55 O.E...sP 1. ueIEM.M: KL puER5i0us iMCLVOE VlMiSUEs•MD ME iN MCREs 8' FACE LAW PROFILE PLATFORM mtntwas:m�tnons:t/Is• Sa re Industries' WITH HANDRAIL MIGlES z 1/]OEO. WIFRNlfES DO Roi APhr Towers 8ntl Poles oEc S:.o W To RAW MArcm,e (9) 2 7/8 0 X 8' ANTENNA MOUNTING PIPES CONFIDENTIAL me aoament ma tee NTIAL FITS 10"0 TO 40"0 MONOPOLES co t-I h—,If tee C fiE t4 tmee secret poD✓tr of was Comm nKouen. SIZE DRAIIMC N0. REV uammc ro Capaal'an('were')ma must not w ISOMETRIC VIEW +rotle00^• a «° ^•^ae«^ re n/14/To B C10801016-32788 5 .•ins c•ots33 Rorl,ra mr oureoee etewt me nrw " It;.consent o/Saere. �Dpi';-.-BY WRF own: aK oEsa+ivnaR Omm smr•communmarone[orRorotwn. SCALE PACE finsp r la raer.ea. CNDCXED RY EK None 1 OF 3 =, Date Issued: 1/17/2025 ..Krazan&Associates, Inc. Geotechnical Engineering•Environmental Engineering Construction Testing and Inspection DAILY FIELD REPORT REPORT NO.: 10624254DFRO10825TK-1 Page 1 INSPECTION DATE: January8,2025 DFRNo.: 1 JURISDICTION: Mason County PROJECT NO.: 10624254 BLDG PERMIT NO.: 7)M 20222 - Wo Z?) PROJECT NAME: SESEA03001A Allyn ENGINEER OF RECORD: ATC Tower Services CLIENT NAME: Zenisco CONTRACTOR: Zenisco KRZ PM: David Wright WEATHER: Partly Cloudy TEMP.: 48 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 put back on. I informed Camron of todays inspection findings. 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: 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 L1�� CO 615 W. Alder St. N Z2O Building 8 Shelton, WA 98584 111 www.masoncountywa.gov F 3-00028 NEW COMMERCIAL PERMIT DESCRIPTION: ADD 3 ANTENNAS, PLATFORM MOUNT, ISSUED: 04/13/2023 & EQUIPMENT, EQUIPMENT CABINET ON 5X7 CONCRETE EXPIRES: 10/10/2023 ESS: 19941 E STATE ROUTE 3 ALLYN PARCEL: 122172200032 APPLICANT: MURPHY/AMERICAN TOWER CO OWNER: MURPHY HEATHER 408 S EAGLE RD SUITE 200 8909 49TH ST W EAGLE, ID 83616 UNIVERSITY PLACE, WA98467 1.208.938.8844 VALUATIONS: FEES: Paid Due Project Valuation (BID, 20000.00 $20,000.00 Building Permit Fee $337.97 $0.00 ESTIMATION..) Planning Commercial Review $380.00 $0.00 Fee Technology Surcharge $11.15 $0.00 Plan Check Fee $219.68 $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 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. Printed by:Genie Mcfarland on:04/13/2023 08:35 AM Page 1 of 2 Mason County 410 Mason County - Division of Community Development 615 W. Alder St. Building 8 Shelton, WA 98584 360-427-9670 ext 352 www.masoncountywa.gov NEW COMMERCIAL PERMIT COM2023-00028 * 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. * 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 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. * Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners, connectors, and flashing. Install metal connectors approved for contact with the new types of pressure treated material. * 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. * 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. * 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. * Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. * 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. I 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: C Contractor or Authori d Agent:�J��U C� Cwl�.�±t� Date: �J 13-3 Printed by:Genie Mcfarland on:04/13/2023 08:35 AM Page 2 of 2 * GH ATC 310513 14211927 ,Special Inspection Requirements MASON COUNTY COMMUNITY SERVICES (t ., ,�� 1TC DISH SEA 310513 SESEA03001A 19943 East State Rout 3 6c'no t1 2 - Allyn, WA 98524 Permit Number Project Title Project Address/Parcel Number Applicants of projects requiring Special Inspection or Testing per Chapter 1704&1705 of the International Building Code, as amended by Washington State. Please acknowledge and return this form to the Mason County Permit Center. THESE INSPECTIONS ARE PERFORMED BY THE BUILDING DEPARTMENT AND MUST BE PERFORMED BY QUALIFIED SPECIAL INSPECTORS, HIRED BY THE OWNER AND APPROVED BY THE COUNTY PERMIT CENTER. Individuals certified in a special inspection category by Washington Association of Building officials(WABO)or individuals employed by a recognized testing laboratory and under the direct supervision of a Registered Professional Engineer are typically considered qualified at the discretion of the local jurisdiction having authority for enforcement. BEFORE A PERMIT CAN BE ISSUED: The Owner or his/her representative, on the advice of the responsible Project Engineer or Architect, shall fill out completely, sign and submit two (2) copies of the attached"Structural Tests and Inspection Schedule"to this Department for review and approval including any requirements related to the Mason County Municipal Code. The Owner, General Contractor, and Inspection/Testing Agency, where applicable, shall also acknowledge the following conditions applicable to Special Inspection and/or Testing. 1. Inspection/Testing Agency shall submit names and qualifications of on-site Special Inspectors to the Building Inspection Permit Center for approval `'RI': R TO PERMIT/S 'r ING ISSLIFt7. 2. All Special Inspections shall be noted on the approved plans or attached approved documents. 3. All special inspections shall be approved by the County or as recommended by the Engineer of Record (EOR). 4. It is the responsibility of the General Contractor to review County approved plans for additional inspection or testing requirements that may be noted or required per IBC as noted on approved plans. 5. The General Contractor is responsible for proper notification to the Inspection/Testing Agency for items listed on this form. 6. Special Inspectors shall provide detailed reports on company letterhead to the Building Inspector of all required inspection activities. These may also be provided when the inspector visits the jobsite for the scheduled inspection but must be completed before the subject of inspection is approved by the building inspector. 7. Copies of all ongoing laboratory and testing reports shall be sent directly to the Building Inspector by the Inspection/Testing Agency or other responsible party within a reasonable time to test results. 8. BEFORE A CERTIFICATE OF OCCUPANCY APPROVAL CAN BE ISSUED: The Inspection/Testing Agency shall submit a i INAL REPORT LETTER stating that all items requiring testing and inspection have been fulfilled and reported and a final inspection report shall be provided. A copy of the statement is to be maintained at the jobsite for the Building Inspectors review prior to final inspections. Page 1 of 4 GH ATC 310513 14211927 -- Special Inspection Requirements- . MATO.V GO{Ri'IY COMGIU�QTY SQ ViC65 ACKNOWLEDGEMENTS Prior to issuance of a building permit, the Owner, on the advice of the Project Engineer or Architect, shall complete,sign,and submit this form to the County Permit Center. Declaration of Owner I,as the owner of the project,declare that the testing agency firm/s or individuals listed herein are hired by me to perform "Special Inspections" and/or"Structural Testing" in accordance with the provisions of the International Building code(IBC)Chapter 17. Margaret Robinson.Vice President,UST Legal ��f for American Tower Asset Sub.LLC. By: Owner(print) Owner(Si ature) (date) Declaration of Registered Professional Architect/Engineer I, as the design professional in responsible charge of the project listed herein, declare that the special inspection listed herein are required for this project in accordance with the provisions of the International Building Code (IBC)Chapter 17. John M Banks R.A. Architect/Engineer(print) 00, Architect/Engineer Stamp/Signature(date) ate ate Testing Agency Name/Contact info: The Special Inspection/Testing Agency listed above must have a c rrre;ll Portfolio of Qualifications on file with the County orior to performing work. Declaration of the General Contractor I, as the Gcneral Contractor of the project, agree to comply with the"Contractor Responsibility"items noted herein. General Contractor(print) General Contractor Signature (date) Page 2 of 4 GH ATC 310513 14211927 Special Inspection Requirements MASON COUNTY COMMUNIIY SP.N VICFS Required Special Inspections International Building Code; Chapter 17: A completed and signed copy of pages 1 through 4 of this form shall be submitted to the "Permit Center" prior to building permit approval. Engineer shall check the applicable items: ❑ Special inspection of fabricated items 1704.2.5 ❑ Submittals to the building official 1704.5 ❑ Structures over 75' in height located in Seismic Design Category D, 1704.6.1 ❑ Structures classified as Risk Category III or IV located in Seismic Design Category D, 1704.6.1 ® Steel construction & structural Steel 1705.2.1 ❑ Cold form steel deck 1705.2.2 ❑ Open-web steel joists& girders 1705.2.3 ❑ Cold form steel trusses spanning 60 feet or greater 1705.2.4 ❑ Concrete construction 1705.3 &Table 1705.3 ❑ Shotcrete 1705.3 ❑ Welding of reinforcing bars 1705.3.1 ❑ Material Tests 1705.3.2 ❑ Masonry Construction 1705.4 ❑ Empirically designed masonry, glass unit&masonry in Risk Category IV 1705.4.1 ❑ Vertical masonry foundation elements 1705.4.2 ❑ Wood construction 1705.5 ❑ High Load Diaphragms 1705.5.1 ❑ Metal-plate connected wood trusses spanning 60 feet or greater 1705.5.2 ❑ Soils 1705.6 & Table 1705.6 ❑ Driven deep foundations 1705.7 &Table 1705.7 ❑ Cast in-place deep foundations 1705.8 & Table 1705.8 ❑ Helical pile foundations 1705.9 ❑ Fabricated items 1705.10 Page 3 of 4 GH ATC 310513 14211927 Special Inspection Requirements MASON COUNTY COMM(1MRY SERVICES ❑ Special inspections for wind resistance 1705.11 ❑ Structural wood 1705.11.1 ❑ Wind resisting components 1705.11.3 ❑ Cold formed steel light frame 1705.11.2 ❑ Special inspection for seismic resistance 1705.12 ❑ Special inspection for structural steel per 1705.12.1 ❑ Seismic force-resisting systems 1705.12.1.1 ❑ Structural steel elements 1705.12.1.2 ❑ Special inspection for structural wood per 1705.12.2 ❑ Special inspection for cold-formed steel per 1705.12.3 ❑Designated seismic systems 1705.12.4 ❑Architectural components 1705.12.5 ❑ Plumbing,mechanical&electrical components 1705.12.6 ❑Storage racks 1705.12.7 ❑ Seismic isolation systems 1705.12.8 ❑ Cold-formed steel special bolted moment frames 1705.12.9 ❑Testing for seismic resistance 1705.13 ❑ Structural steel 1705.13.1 ❑ Seismic fore-resisting systems 1705.13.1.1 ❑ Structural steel elements 1705.13.1.2 ❑Nonstructural components 1705.13.2 ❑ Designated seismic systems 1705.13.3 ❑ Seismic isolation systems 1705.13.4 ❑ Sprayed fire-resistance materials 1705.14 ❑ Physical and visual tests 1705.14.1 ❑ Structural member surface conditions 1705.14.2 (1705.14.3 through 1705.14.6.3) ❑ Mastic& intumescent fire-resistance costings 1705.15 ❑ Exterior insulation&finish systems(EIFS) 1705.16 ❑Fire-resistance penetrations and joints 1705.17 ❑Penetration firestops 1705.17.1 ❑ Fire-resistant joint systems 1705.17.2 ❑Testing for smoke control 1705.18 ❑Testing Scope 1705.18.1 Page 4 of 4