HomeMy WebLinkAboutCOM2023-00048 Cancelled Re-Instated Cell Tower Upgrade - COM Inspections - 3/19/2025 MASON COUNTY 615 W.Alder St Bldg 8,SHELTON,WA 98584
COMMUNITY SERVICES SHELTON:360427-9670,EXT 352
BELFAIR:360-275-4467,EXT 352
BuJ6ny.Ptexin¢Enrxaimmtal NwIU�Community fienlUi 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:/twww.co.mason.wa.us/community-services/bld-inspection.php
Permit Number COM2023-00048 Date Issued 06/22/2023 Issued By
Project CELL TOWER UPGRADE
Site Address 481 SE COLS
Applicant KAMIN/DISH WIRELESS
Contractor
Contractor Phone
Prima Code 2018 IBC,IRC,IFC,IEC,IMC,8
Primary UPC 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
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 -( -Z D4tC -
Manufactured Setbacks Setup
Home
Concrete Foot/Runners Final
Other
,
INSPECTION RESULTS Page
MASON COUNTY Department of Community Development
COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584
Permit Assistance tenter;Budding,Ctanaing (360) 427-9670 ext. 352
Application# COM2023-00048 Application Type NEW COMMERCIAL PERMIT Owner KAMIN /DISH WIRELESS
Parcel# 320322490042 Site Address 481 SE COLE RD SHELTON, WA 98584
Inspector Inspection Type Date Status Comments
12-31-24 DED
1)3rd party inspection report required
Dave Dobson BLD-FINAL INSPECTION 12/31/2024 FAIL 2)knox box required for fire department emergency access
3)no footing inspection was performed prior to pour. provide engineers letter
approving current conditions
send information to: DDOBSON@MASONCOUNTYWA.GOV
:.�.. Krazan&Associates, Inc. Date Issued: 1/16/2025
Geotechnical Engineering•Environmental Engineering
Construction Testing and Inspection
DAILY FIELD REPORT REPORT NO.: 10624252DFRO10825TK-1 Page 1
INSPECTION DATE: January 8,2025 DFR No.: 1 JURISDICTION: Mason County
PROJECT NO.: 10624252 BLDG PERMIT NO.: L6 fY1 2oz� — 600 q 9.)
PROJECT NAME: SESEA03013A Cole Rd ENGINEER OF RECORD: Camron
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.This differs from the drawings,which call for Hilti HIT-Z anchors secured with HY200 epoxy. 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.
Due to the change from the design drawings,this report is for information purposes only, and should be reviewed by the
engineer of record for approval.
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: -FL"C-f� V-6u&r 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.
WashingtonCORE ONE CONSULTING US LTD.
Lol COREONE 506 Second Avenue,Suite 1512
USA Seattle,
0off) 2aZ-� - 006
&unt Analysis Report
Dish Wireless
February 18,2025
Site Name SESEA03013A
Client Dish Wireless
Carrier Dish Wireless
531 SE Cole Rd
Site Location Shelton, WA 98584
47.18228889' N NAD83
123.0875444`W NAD83
Structure Type Antenna Sector Mount
Overturning Usage Ratio 45.6%
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 """L "
B. �t V
Wq\c�,o
�� '�fCtSTER6�i��4
�FSS NAB��G 4
2/19/2025
4., +i ss'o<1!95 ®r infloocoreoneonsulung.cm www.coreoneconsulting.com
1 11111
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.
C O R C O N Core One Consulting USA
C
Phone: (778) 805-2166
rail-
i G N S u 9- T ING 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 SESEA03013A, 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 1
Calculated Crest Height 0 ft
Site Class D-Stiff Soil
Spectral Response S5=1.514g, Si=0.58g
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
-' CORC(""�(� IC Core One Consulting USA
� C(..,,,,J) vC Phone: (778) 805-2166
M CONSULTING USA
www.coreoneconsulting.com
Page 4
Final Configuration
Mount
Height (ft) Qty. Appurtenance Mount Carrier
Type
3 Cellmax XC12045x
108.0 3 Samsung RF4450T-1A Sector Dish
3 Samsung RF4451D-70A Frame Wireless
1 Raycap RDIDC-9181-PF-48
Antenna Mount Usages
Summary
Main Horizontal 9.2% Pass
Standoff 14.7% Pass
Pipe Mount 45.6% Pass
Tower Connection 4.9% Pass
RATING= 45.6% Pass
b CO R E ON E Core One Consulting USA
t✓✓tt G Phone: (778) 805-2166
Li L. _ i N USA
www.coreoneconsulting.com
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Feb 18,2025 at 1024 PM
Sabre C10801018.r3d
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025
r..'� COREONE Desgner 0::2620PM
-- -- Job Number : Checked By:
Model Name:C10855711C
Basic Load Cases
BLC Description Category Y GraAty 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 Weight 01-1 20 39 3
5 Wind+Ice Load AZI 000 012 20 1
6 Wind+Ice Load AZI 090 01-3 20 1
7 Service Live 1 LL 3
8 BLC 1 Transient Area Loads None 79
9 BLC 2 Transient Area Loads None 50
I101 BLC 3 Transient Area Loads None 48
11 BLC 4 Transient Area Loads None 79
12 BLC 5 Transient Area Loads None 50
13 BILG 6 Transient Area Loads None 1 48
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
1 1.413 Yes Y DL 1.4
2 1.2D+1 W AZI 000 Yes Y DL 1.2 WLZ 1
3 1.2D+1WAZI030 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 1.2D+1 W AD 090 Yea Y DL 1.2 WLX 1
6 1.2D+1 W AZI 120 Yes Y DL 1.2 WLZ -0.5 WLX 0.866
7 1.2D+1 W AZI 150 Yes Y DL 1.2 WLZ -0.866 WLX 0.5
8 1.2D+1 W AZI 180 Yes Y DL 1.2 WLZ -1
9 1.2D+1 W AZI 210 Yes Y DL 1.2 WLZ -0.868 WLX -0.5
101 1.2D+1W AZI 240 Yes Y DL 1.2 WLZ -0.5 WLX -0.866
11 1.2D+1 W 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 1.211)+1 W AZI 330 Yes Y DL 1.2 WLZ 0.866 WLX -0.
14 0.90+1 W AZI 000 Yes Y DL 0.9 WLZ 1
1 +1W AZJ 030 Yes Y DL0.9 WLZ 0.866 WLX 0.5
16 0.9D+1 W AZI 060 Yes Y DL 0.9 WLZ 0.5 WI X 0.866
17 0.9D+1 W AZI 090 Yes Y DL 0.9 WLX 1
18 0.9D+1 W AZI 120 Yes I 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 0.913+1 W AZI 180 Yes Y DL 0.9 WLZ -1
21 0.911)+1 W AZ1210 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 0.911)+1 W AZI 270 Yes Y DL 0.9 WLX -1
24 O.9D+1 W AZI 300 Yes Y DL 0.9 WLZ 0.5 WLX -0.866
25 0.9D+1W 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 1.21)+1 Di+1 W AD 000 Yes Y DL 1.2 OL1 1 011.2 1
28 1.2D+1 Di+1 Wi AZI 030 Yes Y DL 1.2 DO 1 012 0.866 01-3 D.5
29 1.2D+1 Di+1 Wi AZI O60 Yes Y DL 1.2 DO 1 011-2 0.5 01.3 0.666
301 1.2D+1 Di+1 Wi AZI 090 Yes Y DL 1.2 01-1 1 1 01-3 1
31 1.2D+1 Di+1 W AD 120 Yes Y DL 1.2 OL1 1 012 -0.5 DO 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 1.2D+1 Di+1 W AZI 180 Yes Y DL 1.2 OLt L2 -1
34 1.2D+1 Di+1 Wi AZI 210 Yes Y DL 1.2 01-1 1 012 -0.866 01-3 -0.5
35 1.2D+1Di+1 W AZI 240 Yes Y DL 1.2 01-1 1 OL2 -0.5 OL3 -0.W6
36 1.2D+1 Di+1 Wi AZI 270 Yes Y DL 1.2 01-1 1 01-3 -1
37 1.2D+1 Di+1 W AZI 300 Yes Y DL 1.2 DO 1 012 0.5 01-3 -0.866
38 1.2D+1 Di+1 Wi AZI 330 Yes Y DL 1.2 01-1 1 1 01-2 0.866 DO -0.5
39 1.2+0.2Sds D+1 E AZI WO 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 sD+1EAZ1060 Yes Y DL 1.219 ELZ 0.5 ELX .886
42 1.2+0.2SdsD+1E AZI 090 Yes Y DL 1.219 ELX 1
43 1.2+0.2 sD+1EAZI120 Yes Y DL 1.219 ELZ -0.5 ELX 0.966
44 1.2+0.2SdsD+IE AZI 150 Yes Y DL 1.219 ELZ -0.866 ELX 0.5
45 1.2+0.2 ds D+1 E AZi 180 Yes Y DL 1.219 ELZ -1
46 1.2+0.2SdsD+1E AZI 210 Yes Y DL 1.219 ELZ -0.866 ELX -0.5
47 1.2+0.2 ds D+1 E AD 240 Yes Y DL 1.219 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+0.2Sds D+1E AZI 300 Yes Y DL 1.219 ELZ 0.5 1 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 dsD+1EAZI000 Yes Y DL 0.881 ELZ 1
52 0.9-0.2SdsD+1E AZI 030 Yes Y DL 0.881 ELZ 0.866 ELX 0.5
53 0.9-0.2 dsD+1EAD060 Yes Y DL 0.881 ELZ 0.5 ELX OA66
54 0.9-0.2Sds D+I AZI 090 Yes Y DL 0.881 ELX 1
55 0.9-0.2 daD+1EAD120 Yes Y DL 0.881 ELZ -0.5 ELX 0.866
56 0.9-0.2Sds D+I AZI 150 Yes Y DL 0.881 1 ELZ -0.866 ELX 0.5
57 0.9-0.2 da D+1 E AZI 180 Yes Y DL 0.881 ELZ -1
58 0.942Sds D+I E AD 210 Yes Y DL 0.881 [�n.5
866 ELX -0.5
59 0.9-0.2Sds D+1 E AZI 240 Yes Y DL 0.881 .5 ELX we
60 0.9-0.2Sds D+I AZI 270 Yes Y DL 0.881 ELX -1
61 0.9-0.2 da D+1 E AZI 300 Yes Y DL 0.881 ELX -0.W6
Member Primary Data
Label I Node J Node Rotate de Section/Shape Type Design List Material Design Rule
1 I Mi 141 N2 2"pipe Beam None ASTM A53B=50 Typical
2 M2 N3 N4 2"pipe Beam None _ ASTM A53-13=50 Typical
3 1 N6 N7 2"pipe Beam None ASTM A53.8=50 Typical
4 M4 N8 N9 2"pipe Beam None ASTM A53-13=50 Typical
5 M5 N11 N12 2'pipe Beam None ASTMA53B=50 Typical
6 M6 N13 N14 2"pipe Beam None ASTM A5313=50 Typical
7 M7 N18 N17 R8.5x8 Beam RE CT A572 Gr.50 Typical
8 M8 N14A N17A 90 HSS4x4x3 Beam Tube ASTM A500-C-50 Typical
9 M9 N22 N21 HIS 3x3x3 Beam Tube ASTM A53-8=50 T 'cal
10 M10 N23 N226
L5.4x4.5x4x Beam Single An le A572 Gr.50 T ical
11 11
N 8 R6.5x8 Beam R A57 Typical
12 M13 N26 N29 90 HSS4x4x3 Beam Tube ASTM A500-C-50 T ical
RISA-31D Version 22 Sabre C10801018.r3d] Page 1
Co an, 2/1025
Go, COREONE Desgner 10:2820PM
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 S3x3x3 Beam Tube ASTMA53-B=50 TvDical
14 M15 N34 N33 L5.4x4.5x4x Beam Single Angle A572 Gr.50 Typical
15 M17 N39 N38 R6.5x8 Beam RECT A572 Gr.50 Typical
16 MIS N37 i N40 90 HSS4x4x3 Beam Tube ASTM A500-C-50 Typical
17 M19 N42 N41 H x3 Beam Tube ASTM A53•B=50 Typical
18 M20 N45 N44 L5.4x4.5x4x Beam Single Angie A572 Gr.50 Typical
19 MP1 N51 N52 2"Otpe Beam None ASTM A53-13=50 Typical
20 M26 N50 N48 RIGID None None RIGID Typical
211 M27 N49A N47 RIGID None None RIGID T 'cal
22 MP2 N57 N58 2"pipe Beam None ASTM A53-B=50 Typical
23 M29 N56 N54 RIGID None None RIGID Typical
24 M30 N55 N53 RIGID None None RIGID Typical
25 MP3 N63 N64 2"pipe Beam None ASTM A53-B=50 Typical
26 M32 N62 N60 RIGID None None RIGID Typical
27 M33 N61 N59 RIGID None None RIGID Typical
28 M55 N127 IN128 L2x2x2 Beam Single Angle A572 Gr.50 Typical
29 M58 N125 I N126 L2x2x2 _ Beam Sinai AngW A572 Gr.50 Typical-
36 M61 N129 I N130 L2x2x2 Beam Single Angie A572 Gr.50 Typical
311 M62 N131 N132 L2x2x2 Beam Single Angie A572 Gr.50 Typical
32 M63 N133 N134 L2x2x2 Beam Single Angle A572 Gr.50 TvDical
33 M64 N135 N136 L2x2x2 EBeammSi le An le A572 r.50 T 'cal
34 M65 N138 N28 R6.5x8 RECT A572 Gr.50 T ical
35 M66 N137 N38 R6.5x8 RE T A572 r50 T 'cal
36 M67 N139 N39 R6.5x8 RECT A572 Gr.50 T ical
37 M68 N141 NIS R6.5x8 RECT A572 f.50 T 'cal
38 M69 N140 N17 R6.5x8 RECT A572 Gr.50 T ical
39 M70 N142 7 R6.5x8 RECT A572 r.50 T ical
40 M40 N86 N93 RIGID None RIGID T ical
41 MP4 N85 N91 2" None ASTM A53-8=50 Typical
42 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 A53-13=50 Typical
RIGID None None RIGID Twical
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
49 M49 N104 N111 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 T 'cal
52 MP9 N106 N112 2"pipe Beam None ASTM A53-B=50 T ical
53 MP8 N107 N101 2" Beam None ASTM A53.8=50 T ica11
54 M54 N110 N108 RIGID None None RIGID T ical
55 M56 N102 N105 RIGID None None RIGID T ical
56 M57 N114 N116 RIGID None None RIGID T ical
57 M59 N113 N117 RIGID None None RIGID T cal
Not Rolled Steel Design Parameters
Label Shape Length[in] Lcomp top linlChannel Conn. a in Function
11 M1 2"pipe 96 Lbvv WA NIA Lateral
2 M2 2"pipe 96 Lbyv N/A NIA Lateral
3 M3 2"pipe 98 Lbyv WA WA Lateral
4 M4 2"pipe 96 Lb N/A N/A Lateral
5 M5 2" Lbyv WA WA Lateral
6 M6 2"pipe 96 Lbyy N/A N/A Lateral
7 M7 R6.5x8 25.122 Lbvv WA WA Lateral
8 M8 HSS4x4x3 32.64 Lb N/A N/A Lateral
9 M9 H x3�Li 50.803 Lbvy WA WA Lateral
10 MID L5.4x4.5x4x 25.122 Lb N/A N/A Lateral
11 M12 R6.5x8 25.122 Lb WA WA Lateral
121 M13 HSS4x4x3 32.64 Lb N/A N/A Lateral
13 M14 H 3x3x3 50.803 Lbyy WA WA Lateral
14 M15 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral
15 M17 R6.5x8 25.122 Lb WA WA Lateral
16 M18 HSS4x4x3 32.64 Lb N/A N/A Lateral
17 M19 H 3x3x3 1 50.803 Lb WA WA Lateral
18 M20 L5.4x4.5x4x 25.122 Lb N/A N/A Lateral
19 MP1 2" i 96 Lb WA WA Lateral
20 MP2 2"pipe 96 Lb N/A N/A Lateral
21 MP 2"pigs 1 96 Lb /A WA Lateral
221 M55 L2x2x2 25.681 Lb N/A N/A Lateral
23 M58 L2x2x2 25.681 Lb WA WA Lateral
24 M61 L2x2x2 25.681 Lb N/A N/A Lateral
25 M62 L2x2x2 25.681 Lb WA WA Lateral
26 M63 L2x2x2 25.681 Lbvv N/A N/A Lateral
27 M64 L2x2x2 25.681 Lb WA WA Lateral
28 M65 R6.5x8 4 Lbyy N/A N/A Lateral
29 M66 R6.5x8 4 Lb N/A N/A Lateral
30 M67 R6.5x8 4 Lb N/A N/A Lateral
31 M68 R6.5x8i 4 Lbyy WA WA Lateral
321 M69 R6.5x8 4 Lb N/A N/A Lateral
33 M70 R6.5x8 1 4 Lbyy N/A WA Lateral
34 MP4 2"pipe 96 Lb N/A N/A Lateral
35 MPS r Pi 96 Lbvv WA WA Lateral
36 MP5 2"pipe 96 Lb N/A N/A Atgralq
37 MP7 96 N/A A
38 Mpg 2" i e 96 Lb N/A N/A
39 MP8 2" i 96 Lb A4
Node Boundary Conditions
Node Label X k/in Y k!n Z k/m X Rot k-Nrad __ Y RotL-ft/rad]_ Z Rot k-ft/rad
1 17A Reaction Reaction Reaction Reaction Reaction Reaction
2 N29 Reaction I Reaction Reaction Reaction Reaction Reaction
131 N40 Reaction I Reaction Reaction Reaction Reaction R ' n
RISA-3D Version 22 [Sabre C10801018.rid] Page 2
COREONE Company 1026:20
� _ Designer 10:26:20 PM
;a J L. ' Job Number : Checked By:
Model Name:C10855711C
Member Advanced Data
Label Col-Wall Vert Release Physical Deflection Ratio Options Seismic DR
1 I M1 Yea 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
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 N/A None
20 M26 Yes "NA•' None
1 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
301 M61 Yes Default None
31 M62 Yes Default None
32 M63 - Yes Default None
33 M64 Yea 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
40 M40 Yes "NA" None
41 MP4 Yes Default None
42 M42 Yes "NA" None
43 MP6 Yes Default None
44 MP5 Yes Default None
M45 Yes "NA" None
46 M46 Yes "NA'• None
7 M47 Yes "NA'• None
48 M48 Yes "NA'• None
491 M49 Yes "NA.. None
50 MP7 Yes Default None
51 M51 Yes "NA" None
52 MP9 Yes Default None
53 IMPS Yes Default None
54 M54 Yes "NA'• None
55 M56 Yes "NA.. None
56 M57 Yes "NA'• None
57 M59 I Yes "NA" None
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area[ing Iyy[in4I Izz fin4l J[in)
11 HSS4x4x3 I H 4X4X3 Beam Tube ASTM A500-C-50 Ivoical 2.58 6.21 6.21 1
2 2"pipe PIPE 2.0 Beam None ASTM A53-13=50 Typical 1.02 0.627 0.627 1.25
3 P2.5 PIPE 2.5 Beam gle
ASTM A53-B=50 Typical 1.61 1.45 1.45 2.89
4 HSS3x3x3 HSS3X3X3 Beam ASTM A53-B=50 Typical 1.89 2.46 2.46 4.03
5 L5.4x4.5x4x L5.4X4.5X4 Beam le A572 Gr.50 T 'cal 288 3.319 .956 R6.5x8 R6.5X8 Beam A572 Gr.50 Typical 3.25 0.068 11.443 0.258
7 L2x2x2 L2X2X2 am i le An le A572 G,.50 T 'cal 0.491 0.189 0.189 0.003
Envelope Node Reactions
Node Label X[Ibl LC Y DbI LC Z[lb] LC MXrib-ft LC MY[lb-ft LC MZfib-ft LC
1 I N17A I max 1424.108 5 1078.249 27 447.923 2 1491,681 27 963.818 11 282.883 11
2 min -1419.429 23 312.576 20 -446.819 20 267983 20 -961.071 17 -282.613 5
3 N29 max 658.352 16 1115.372 31 1082.435 14 10,.027 14 782.546 3 -337.795 23
4 min -659.412 10 342.503 24 -1086.68 8 -802.621 33 -779.305 21 -1315.503 30
5 N40 max 679.744 18 1115.449 35 1070.994 2 -104.857 14 782.773 7 1315.709 36
6 min -683.403 12 342.682 16 -1067.844 20 -802.796 33 -780.103 25 335.385 17
7 Totals: max 2549. 82 17 3224.17530Z600 71 14
8 min -2549.282 11 1573.015 51 -2600.718 8
Envelope AISC 15TH(360-16):LRFD Member Steel Code Checks
Member Sha a Code Check Loc in LC Shear Check Lo in Dir LC hi•Pnc b hi•Pnt b hi•Mn - rib-ft hi'Mn z-z fib-ft Cb E n
1 MP2 PIPE 2.0
0.456 1 0.025 1 14 15369.683 45900 2673. 5 2673.75 1 H1-tb
2 MP8 PIPE 2.0 0.392 51 5 0.029 51 18 15369.683� 45900 2673.75 2673.75 1 HI-lb
3 MP PIP 2.0 0.392 51 11 0.0 1 22 15369.6831 45900 73.75 2673.75 1 1-tb
4 M8 HSS4X4X3 0.147 32.64 12 0.068 32.64 5 112402.808 116100 13762.5 13762.5 3 H1-1b
5 HSS4X4X3 0.136 32.64 8 0.06 .64 7 112402.80 1161 13762.5 13762.5 1-tb
6 M13 HSS4X4X3 0.136 32.64 8 0.06 32.64 9 112402.808 116100 13762.5 13762.5 3 HI-lb
7 MP7 PIPE 2.0 0.098 1 6 0.02 1 15369.883 45900 2873.75 73.75 1 -tb
8 MP6 PIPE 2.0 0.097 51 10 0.02 51 11 15369.683 45900 2673.75 2673.75 1 HI-lb
9 P4 PE 2.0 0.095 / 0.022 51 1 15389.663 45900 7 267375
1 1-1b
10 Mpg PIPE 2.0 0.095 51 2 0.022 51 3 11536..683 45900 2673.75 2873.75 1 H1-1b
RISA-3D Version 22 1 Sabre C1 080101 8.r3d] Page 3
COREONE Designer
102 kCheed By:
CONSULT Model Name C10855711C
Envelope A/SC 15TH(360-16):LRFD Member Steel Code Checks(Continued)
Member Shape Code Check Loc[inj LC Shear Check Loc in Dir LC hi'Pnc Ib hi'Pntfib] hi'Mn - [lb-ft hi'Mn z-z[Ib-ftj Cb Ecin
Ill MS I PIPE 2.0 0.092 48 6 0.173 46 5 15389.6831 45900 2673.75 73.75 1 1-1b
12 MP1 PIPE 2.0 0.091 51 9 0.024 51 9 15369.683 45900 2673.75 2673.75 1 1 H1-lb
13 M19 HSS3X3X3 0.091 25.402 27 0.033 5.821 v 10 73571.1871 85050 1 7387.5 7387.5 1.386 1 HI-tb
14 M14 HSS3X3X3 0.091 25.402 33 0.033 44.982 v 6 73571.187 85050 7387.5 7387.5 1.406 H1-lb
15 MP3 PIPE 2.0 0.091 51 7 0.024 51 7 15369.683 45900 2673.75 2673. 1 H-lb
16 M9 HSS3X3X3 0.09 25.402 4 0.026 25.402 3 73571.187 85050 7387.5 7387.5 1.414 H1-lb
17 M6 PIP 2.0 0.088 19 12 0.06 19 10 15369.6831 45 2673.75 2673.75 1 HI-lb
18 M4 PIPE 2.0 0.088 77 4 0.06 19 7 15369.683 45900 2673.75 2673.75 1 H1-lb
19 M3 PIPE 2.0 0.087 48 4 0.1 50 11 15369.683 45900 2673.75 2873.7 1 HI-lb
20 M2 PIPE 2.0 0.083 48 1 9 1 0.057 19 1 2 115369.683 45900 2673.75 2673.75 1 HI-lb
211 M64 I L2X2X2 0.08 25.681 11 I a009 25.681 z 6 12984.289 5 559.115 1087482 1.5 H2-1
22 M15 L5.4X4.5X4 0.078 0 2 0.013 25.122 y 3 59317.063 102937.5 2910.056 7562.682 1.5 1-12-123 M20 L5.4X4.5X4 0.076 25.122 2 0.013 0 13 59317.063 102937.5 2910.056 7562.682 1.5 1 H2-1
24 M62 L2X2X2 0.076 25.681 8 0.009 25.681 z 2 2691 22095 1 559.115 1034,057 1.5 1-12-1
25 M10 1-5.4X4.5X4 0.073 0 10 0.014 0 v 5 59317.0631 102937.5 1 2910.056 7562.682 1.5 H2-1
26 M55 L2X2X2 0.072 25.681 4 0.009 25.681 z 10 12984.289 22095 559.115 1034.057 1.5 1-12-1
27 M61 L2X2X2__ 0.07 25.681 6 0.008 25.681 z 10 .289 L22095 559.115 1007.286 1.084 1 H2-1
28 Mt PIPE 2.0 0.065 19 10 0.172 46 8 15369.683 45900 2673.75 2673.75 1 ' H1-lb
29 M58 L2X2X2 0.063 0 24 0.008 25.681 z 6 12954.2891 22095 559.115 1034.057 1.5 H2-1
301 M63 I L2X2X2 0.063 0 20 1 0.008 25.681 z 2 12984.289 22095 1 559.115 1034.057 1.5 Kj-
31 M7 R6.5X8 0.052 12.561 13 0.031 12.561 10 24 .788 146250 1523.438 19804.688 1.311
32 M12 R6.5X8 0.051 12.561 4 0.035 12.561 2 24235.788 146250 1523.438 19804.688 1.374
33 M17 R6.5X8 0.05 12.561 8 0.034 12.561 6 4235.788 146250 1523.438 19804.688 1.4
34 M69 R6.5X8 0.009 4 3 0.017 4 6 138263.796. 146250 1523.438 19804.688 1.058lb
35 M66 __R6.5X8 0.009_.. 4 13 .02 4 138263.7 146250 1523 438 19804.688 1.109
36 M68 R6.5X8 0.009 4 13 0.017 4 10 138263.796 146250 1523.438 19804.688 1.058
37 M65 R6.5X6 0.009 4 4 1 4 2 138263.7 149250 1523.438 19804.688 1.088
38 M67 R6.5X8 0.008 4 8 0.017 4 6 138263.796. 146250 1523.438 19804.686 1.074
39 M70 R6.5X8 0.008 4 8 .018 4 101138263.799 146250 1523.438 19604.6881 1.075 1 HI-tb
id
RISA-3D Version 22 [Sabre C10801018.r3d Page 4
DATE:
M.'PIPW, CARRIER: --bish
COREONE SITE ID: SESEA03013A
IN G TYPE-
Mount-to-Tower Connection Check
RISA Model Data Connection Orientation Graphic
Nodes Orientation 180*
(orientation is normal&outward
(labeled per RISA) 210'
from tower) 150*
N17A 180 240'
120*
N29 300
N4060 270*----- --------- ----- --- ---------- 90*
300* 60
330* 30*
06
x
Tower Connection Bolt Checks Typical Bolt Config.Sketch(may not be actual CNX)
Any moment resistance?: yes
Bolt Quantity per Reaction: 4
d,,(in) (Delta X of typ.bolt config.sketch): 9.25
d,(in)(Delta Y of typ.bolt config.sketch): 9.25 cc)
Bolt Type: ---7 A325N Bolt 4)(in): 0.625 Wd2j]
Required Tensile Strength(kips): 4.1
Required Shear Strength(kips): 2.3
Tensile Strength/bolt(kips): 20.7
Shear Strength/bolt(kips): 12.4
Tensile Capacity Overall: 4.9%*
Shear Capacity Overall: 4.7%
Tension Results Controlled by: F—Node COG(in):&LC3 *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 CIVIL ENGINEERS
Address: Standard: ASCE/SE17-16 Latitude: 47.182289
No Address at This Location Risk Category: II Longitude: -123.087544
Soil Class: D- Default(see Elevation: 213.1522990288786 ft
Section 11.4.3) (NAVD 88)
lYyr.a;c..
3
y +:
3
. c se aai!
1
i
1
t
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yl
. d
tj AfxlE B�� "
I �d /=
r
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S.tDt�
KL1:Y Y'LL��
— lilyfr�la
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.
hftos:Hascehazardtool.org Page 1 of 3 Tue Feb 18 2025
ASCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D- Default(see Section 11.4.3)
Results:
Ss 1.514 So, : N/A
S, 0.57 TL 16
Fa 1.2 PGA : 0.653
F, N/A PGA M : 0.784
SMS 1.817 FPGA 1.2
SM, N/A le : 1
SIDS 1.211 C : 1.403
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 Maos
httos://ascehazardtool.org Page 2 of 3 Tue Feb 18 2025
ASCE*
ZEHICAN 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:Hascehazardtool.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 8'-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 Cl D901322 PIPE,2 7 8 O.D.X.203 X 8'-0 434
10. 1 18 C10902612 CROSSOVER PLATE KIT,2 3 8'O.D.TO 2 7 8'O.D. 144
TOTAL WEIGHT 1487
9
PACKAGING NOTE
8 10 CK00421 INCLUDES ITEM 2
7 4 CK00422—STL INCLUDES ITEMS 3 do 5
• • CK00422—HDW INCLUDES ITEMS 4, 6, 7 k 8
oil
i
SEE PAGE 2 FOR ADDITIONAL DETAILS
6 •
8
1
8
® 3
2 SEE DRAWING C10112377 FOR TRI—COLLAR INSTALLATION.
UNLESS OINERWISE SPE 0 MAMMAL
ALL..1—IN4lI0E
i1-ES AND ARE IN w— 8' FACE LOW PROFILE PLATFORM
id ERANCES mAcnaNs:Ina• � re i11dU5tP1E5" WITH HANDRAIL
ANGUS S I/2 DEG. TOIf CES DO NOT APPLY TOAVers eo0 Poles
OECYAls:.mo• TO RAW MATERIAL (9) 2 7/8 0 X 8' ANTENNA MOUNTING PIPES
CONFIDENTIAL
mu--Mt ma Ine FITS 10"0 TO 40"0 MONOPOLES
im
WRE EN CI ] AS L�b1B It W 1 cmt,me Nerela Is Ue cmRdmtiA t W,
REN cauA unet property Rf soar.cMlt 1.1ao•ne SIZE DRAWWG NO. REV
cAaE OnOE uR [apmation csmre')ma muel naI w
ISOMETRIC VIEW „M D w, ,W ��G •••• �M• DATE ,o/,B�so B C10801018-32788 5
WE EN NEN E WAS CW1533 pmt,la my purpaee WitNaul,Ne prat
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DAZE CNN DDESONICK K OLD2G Santa Caamaai t—Carp•nl SCALE PAGE
AR: le rmeeee. CBECX®BY EK None 1 OF 3
f
Mason County
Mason County - Division of Community Development
C 615 W. Alder St.
Building 8
Shelton, WA 98584
360-427-9670 ext 352
www.masoncountywa.gov
M�u
COM2023-00048 NEW COMMERCIAL PERMIT
PROJECT DESCRIPTION: CELL TOWER UPGRADE ISSUED: 06/22/2023
SITE ADDRESS: 481 SE COLE RD SHELTON
EXPIRES: 12/19/2023
PARCEL: 320322490042
APPLICANT: KAMIN/DISH WIRELESS OWNER: KAMIN/DISH WIRELESS
590- 1ST AVE SOUTH #705 590- 1ST AVE SOUTH #705
SEATTLE,WA 98104 SEATTLE,WA98104
1.206.484.4371
VALUATIONS: FEES: Paid Due
Project Valuation(BID, 25000.00 $25,000.00 State Fee-Commercial $25.00 $0.00
ESTIMATION..) Technology Surcharge $13.69 $0.00
Building Permit Fee $414.97 $0.00
Planning Commercial Review $380.00 $0.00
Fee
Plan Check Fee $269.73 $0.00
Total: $25,000.00 Totals : $1,103.39 $0.00
REQUIRED INSPECTIONS
Footing Inspection 3rd Party Inspection Report
Insulation Inspection BLD-Final Inspection
KNOX BOX VERIFICATION
CONDITIONS
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.
Printed by:Annie Wilson on:06/22/2023 01:31 PM
Page 1 of 3
t
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
NEW COMMERCIAL PERMIT COM2023-00048
` 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 surface water and potential runoff must be controlled on site and shall not adversely affect any adjacent properties nor
increase the velocity flow entering or abutting to any state or county culverting/ditching system or road way.
` 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.
` 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.
` All property lines shall be clearly identified at the time of foundation inspection.
` 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.
` Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and
MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either
private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an
existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance
contact the Mason County Public Works Department prior to construction at Ext 450
` 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.
` Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the
structure.
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.
` The foundation/footing must be placed on undisturbed,firm-native soil. Proper frost depth shall be observed below grade
in undisturbed soils.
` 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.
` 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.
Printed by:Annie Wilson on:06/22/2023 01:31 PM
Page 2 of 3
I
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
NEW COMMERCIAL PERMIT COM2023-00048
' 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.
By definition, propane tanks and heatpumps are structures,which must meet setback conditions. Please check your
"Approved Site Plan"to ensure these structures meet the setback conditions listed.
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: t9ii e- Of ho h
Contractor or Authorized Agent: oS f- bu, Mal Date:
Printed by:Annie Wilson on:06/22/2023 01:31 PM
Page 3 of 3