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Permit D19-0165 - VERIZION WIRELESS - NEW PANEL ANTENNAS, RRUS, HYBRID CABLE ON ROOFTOP PENTHOUSE
VERIZON WIRELESS 16400 SOUTHCENTER PKWY BLDG FINALED 04/28/2020 D19-0165 ��^�«x ^�� Tukwila — "~U~o v�o v ��n����na ' tn���nYnn/ - ��VU�ou�hcen�prBou�va Tuhwi|u,VVashinQ�un�O18 �-' v�..~��n�-u�,'���o Parcel No: Address: tn���nYnnum/ty t ��VU�ou�hcen�erBou|evavd,Sube#1OU Tukw/i|u,VVashin[�un�O18Q Phone�JV6'4�1'367V Inspection Request Line: ZO6'43V'9350 Web site: http://www,TukwilaWA.gov DEVELOPMENT PERMIT 2623049021 Permit Number: O19'0165 16400BOUTH[ENT[RPKVVY8LDG Issue Date: 11/12/2019 Permit Expires On: 5/10/2020 Project Name: VERIZION WIRELESS Owner: Address: Contact Person: Name: Contractor: Address: License No: Lender: Name: Address: 28S5O2NDAVE 3ESTES1,MERCER ISLAND, WA, 98040 RICK CARDOZA l85lCENTRAL PLACE S,SUITE 1O1' KENT,VVA 98030 xU4STE[NETWORK SOLUTIONS INC ([DNS0 2226368AVE S*SEE 0l1,6G4'Ol~' VERIZON WIRELESS 3245%58THAVE SE, w1S231' Phone: (253)218'9017 Phone: (866)545'1782 Expiration Date: 5/14/2021 DESCRIPTION BFWORK: VERIZON WIRELESS PROPOSES TO MODIFY AN EXISITING UNMANNED TELECOMMUNICATIONS FACILITY BY ADDING ANEW SECTOR CONSISTING OF(2)PANEL ANTENNAS, (2)RRUS,(l)HYBRID CABLE ONTHE ROOFTOP PENTHOUSE. Project Valuation: $24,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type ufConstruction: 1118 Electrical Service Provided by; TUKWILA Fees Collected: $1,027.09 Occupancy per IBC: U Water District: TUKVV|LA Current Codes adopted bythe City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: mACities Electrical Code: VVACZ96-46B: Code: 07 21 05 ublic Works Activities: ChanneUzotinn/Sdping: [urb[ut/Access/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: HauUnO/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: P Permit Center Authorized Signatu Volumes: Cut: D Fill: O Number O � Date: y/ I_?� | hearby certify that | have read a de,'mined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions ofany other state nrlocal laws regulating construction nrthe performance ofwork. |amauthorized uzsign and obtain this development permit and agree tothe conditions attached tothis permit. 6 PhntName:el- ���5 Date://—/7_/,,9 This permit shall become null and void ifthe work bnot commenced within 18Odays for the date ofissuance, or if the work is suspended orabandoned for aperiod of10]days from the last inspection. PERMIT CONDITIONS: l: 'BUILDING PERMIT O]NDIT|OmS*~~ Z: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will bedetermined bythe building inspector based 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)43Q-9350 I700 8U|LD|NGF|NAL** CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: le? Date Application Expires: / /- / 7 -15 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 16400 Southcenter Parkway Tenant Name: Verizon Wireless PROPERTY OWNER Name: John C Radovich Development Company Address: 2835 82nd Ave SE, Suite S-1 City: Mercer Island State: WA Zip: 98040 CONTACT PERSON — person receiving all project communication Name: Rick Cardoza Address: 1851 Central Place South, Suite 101 city: Kent State: WA Zip: 98030 Phone: (253) 218-9017 Fax: Email: Rcardoza@LDCcorp.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 2623049021 Suite Number: Floor: New Tenant: 0 Yes ..No ARCHITECT OF RECORD Company Name: LDC, Inc Architect Name: Richard B. Hall, AIA, NCARB Address: 20210 142nd Ave, NE. City: Woodinville State: WA Zip: 98072 Phone: (425) 806-1869 Fax: (425) 482-2893 Email: rhall@ldccorp.com ENGINEER OF RECORD Company Name: LDC, Inc Engineer Name: Evan Sheesly, PE, SE, ENVSP Address: 20210 142nd Ave. NE. City: Woodinville State: WA Zip: 98072 Phone: (425) 806-1869 Fax: Email: esheesley@ldccorp.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Verizon Wireless Address: 3245 158th Ave SE, MS 231 City: Bellevue State: WA Zip: 98008 HAApplicationaorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 201 bh Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 24,000 Existing Building Valuation: $ 7,962,800 Describe the scope of work (please provide detailed information): VERIZON WIRELESS PROPOSES TO MODIFY AN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY BY ADDING A NEW SECTOR CONSISTING 0 RRUs, (1) OVP, AND (1) HYBRID CABLE ON THE ROOFTOP PENTHOUSE, PANEL ANTENNAS. (2) Will there be new rack storage? Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Ist Floor 2nd Floor 3'd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: /W c Single family building footprint (area f the foundation of all stru *For an Accessory dwelling, provide the following: Lot Area (sq ft): - volt us any decks over 18 inches and overhangs greater than 18 inches) Floor area ofprincipal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? E Yes Compact: Handicap: El No If "yes", explain: El Sprinklers [1] Automatic Fire Alarm 0None if\) 111 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? E] Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets, FIRE PROTECTION/HAZARDOUS MATERIALS: SEPTIC SYSTEM On -site Septic System — For on -site septic system, pr vide 2 copies of a current septic design approved by King County Health Departinent. HAApplicationsTorms-Applications On Line \201 1 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer o Public Works Bulletin #1 for fees and estimate sheet. Water District El —Tukwila Ej...Water District #125 Lil —Water Availability Provided Sewer District [I] ...Tukwila 0 ...Sewer Use Certificate 0...Valley View 0—Sewer Availability Provided LI Highline CI Renton El .. Renton .. Seattle Septic System: O On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") O ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report E] ...Traffic Impact Analysis D ...Bond E1.. Insurance 0 .. Easement(s) 1=1 .. Maintenance Agreement(s) D ...IIo1d Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): D ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer El ...Cap or Remove Utilities 0 ...Frontage Improvements 111...Traffic Control D ...Backflow Prevention - Fire Protection Irrigation Domestic Water 111.. Right-of-way Use - Profit for less than 72 hours D .. Right-of-way Use — Potential Disturbance .. Work in Flood Zone O.. Storm Drainage O.. Abandon Septic Tank .. • Curb Cut .. • Pavement Cut D.. Looped Fire Line 59 .. Grease Interceptor Channelization O.. Trench Excavation LI.. Utility Undergrounding LI...Permanent Water Meter Size... , WO # 0 ...Temporary Water Meter Size,. ,, WO # 0 ...Water Only Meter Size s, WO # 0 ...Deduct Water Meter Size 0 _Sewer Main Extension Public [11 Private 1=1 rj ...Water Main Extension„.„....._Public 1:11 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 „.Water El ...Sewer Ej _Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip HAApplicationsTonns-Applications On Line1.2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within I 80 clays following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (cun-cnt edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDINGFyirXril;V: /17 Signature: Date: 0,1,e2/019 Print Name: Rick Cardoza / LDC for Verizon Wireless Day Telephone: (253) 218-9017 Mailing Address: 1851 Central Place South, Suite 101 Kent WA 98030 City State Zip HAApplicationsliforms-Applications On Line \2011 ApplicationsTermit Application Revised • 8-9.11.docs Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $644.22 D19-0165 Address: 16400 SOUTHCENTER PKWY BLDG Apn: 2623049021 $644.22 Credit Card Fee $18.76 Credit Card Fee R000.369.908.00.00 0.00 $18.76 DEVELOPMENT $596.87 PERMIT FEE R000.322.100.00.00 0.00 $571.87 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $28.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19052 R000.322.900.04.00 , 0.00 $28.59 $644.22 Date Paid: Tuesday, November 12, 2019 Paid By: CHARLES GEORGE Pay Method: CREDIT CARD 081340 Printed: Tuesday, November 12, 2019 1:33 PM 1 of 1 r,Votitt SYSTEMS COTUKwILA ETK4KIT 6200 SOUTHCENTER 8LVD TVKWILA, W4 98188 206'433'1870 CITY OF TUKWILA 0017340000882374464508 Date: 11/12/2819 81:33:12 PM CREDIT CARD SALE VISA CARD NUMBER: ********^5434 K TRAN AMOUNT: $644.22 APPROVAL [B: 081340 RECORD #: 000 CLERK ID: frankie x fCARDHOLDER'S SIGNATURE) I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! nerchant Copy Cash Register Receipt City of Tukwila DESCRIPTIONS' I ACCOUNT I QUANTITY I PAID PermitTRAK $382.87 D19-0165 Address: 16400 SOUTHCENTER PKWY BLDG Apn: 2623049021 $382.87 Credit Card Fee$1115 , Credit Card Fee R000. 69.908,00.00 0.00 .15 DEVELOPMENT $371.72 PLAN CHECK FEE R000.345.830.00.00 TOTAL FEES PAID BY RECEIPT: R17690 0.00 $371.72 $382.87 Date Paid: Friday, May 17, 2019 Paid By: RICHARD CARDOZA Pay Method: CREDIT CARD 00453G Printed: Friday, May 17, 2019 3:44 PM 1 of 1 CO TUKNILA ETRAKIT 6200 S0UTMCENTER BLVD TUKWILA, WA 98188 206'433-1870 CITY OF TUKWzLA Date: 05/17/2019 0]:4]:48 PM CREDIT CARD SALE VISA [4N] NUMBER: **********8955 K TKxw AMOUNT: $382.87 APPROVAL [D: 804536 RECORD #: 000 CLERK ID: kandace X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy P1ANNIKG APPROVED No changes can be made to these plans *out approval from o Planning Division mf DOD PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO VERI20N WIRELESS SERVICES IS STRICTLY PROHIBITED. Menro w..0 „ PROJECT VICINITY MAP NOT TO SCALE DRIVING DIRECTIONS verizon EPARATE PERMIT REQUIRED FOR: mecheitid Q' Electriaol Q Plumbing "Gas Piping City of TukvAla BUILDING DIVISION EA MALL RATS 4TX avaw+ V m,.°uaam7 16400 SOUTH CENTER PARKWAY TUKWILA, WA 98188 G PROJECT GENERAL LOCATION MAP NOT TO SCALE FROM VER00N WIRELESS OFFICE: + HEAD EAST TOWARD 158TH AVE SE TURN RIGHT ONTO 158Th AVE SE —T.URNRIGHTONTO SE-EASTGATE WAY 0EEP LEFT, FOLLOW SIGNSONSE AND MERGE 0N101.90W AKE EXIT 10 FOR INTERSTATE 405 S TOWARD RENTON No changes shall be made to the Scope 0i work wilnout prior ap0roval of the Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan reei,;a APPROVED BY SITE ACQUISITION ZONING RF CONSTRUCTION MANAGER PROJECT MANAGER LANDLORD DATE SIGNATURE + TAKE THE SOUTHCENTER BLVD KEEP RIGHT AT THE FORK AND BLVD + MERGE ONTO SOUTHCENTER B + TURN RIGHT ONTO 51STAVE S + TURN RIGHT ONTO TUKWILA PK + CONTINUE ONTO SOUTHCENTE MAKE A U-TURN . DESTINATION WILL BE ON THE DISCLAIMERS DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS MD ADVISE CON ULTANTS OF ANY ERRORS AND OMISSIONS, ALL PREVIOUS ISSUES OF THIS DRAWINGS ARE SUPERSEDED BY THE LATEST REVISION. D4FOR CODE COMPLIANCE APPROVED NAY 22 2019 of Tukwila BUILDING DIVISION PROJECT CONTACT LIST APPLICANT: VE.RRON WIRELESS 3245158TH AVENUE SE BELLEVUE, WA 98008 PROJECT ARCHITECT: LOC, INC. CONTACT: RICHARD B. HALL, NA PHONE:1425) 8061669 EMAIL: Th i (Ectorp.wm PROPERTY OWNER: JOHN C. RADOVICH DEVELOPMENT COMPANY 2875 82ND AVE SE, STE S-1 MERCER ISLAND, WA98010 PROJECT CONSULTANT: LOC, ING. CONTACT: RICK CAROOZA PHONE:1253) 218-9017 EMNI: 1crdoi46cm;p.wm FILE C Paring No. 'an review approval is sublact to erroracm am Moos Approval of consauction WAX 6d4 not authvoe the oniallon of any mooted cot a arumaoce Receipt of approved Fiala Copy and cordllio ale //-/L-ry CNN al TuKwila BUILDING DIVISION PROJECT INFORMATION CODE INFORMATION: ZONING CLASSIFICATION: TUK (TUKWLA URBAN CENTER( BUILDING CODE: IBC 2015 CONSTRUCTION TYPE: LIB OCCUPANCY: B,S-2 JURISDICTION: CITY OF TUKWILA PROPOSED BUILDING USE: UNMANNED TELECOM SITE LOCATION (NAM): LATITUDE: 47° 27' 18.95" N LONGITUDE, 122° 15' 42.78" W TOP OF STRUCTURE: 762.0OAMSL BASE OF STRUCTURE: 698,5' AMSI PROJECT LEASE AREA: WA NEW IMPERVIOUS AREA: 0 SF L47.455264° N) (122.2618E3°VO 63S'AGL AGL PARCEL NUMBER: 2623049021 AREA OF PARCEL: 1.95 ACRES GENERAL INFORMATION: 1. PARKING REQUIREMENTS ARE UNCHANGED, 2. TRAFFIC IS UNAFFECTED, 3. SIGNAGE IS UNAFFECTED. RECEIVED CITY OF TUKWILA I Y 112019 PERI:J1lT CENTER DRAWING INDEX DWG NO. T•1.0 G-1.0 A-1.0 A-2.0 A3.0 A-0A A-5.0 S-1.0 S-2.3 S3.0 REID RF-2.0 E-1,0 E-2.0 DESCRIPTION TITLE SHEET GENERA NOTES SITE PLAN ENLARGED SITE PLAN ELEVATIONS CONSTRUCTION DETNLS CONSTRUCTION DETAILS STRUCTURAL GENERAL NOTES STRUCTURAL FRAMING PLAN STRUCTURAL DETNLS ANTENNA CONFIGURATION ANTENNA CONFIGURATION DIAGRAM SCHEMATIC GROUNDING PLAN GROUNDING DETAILS LEGAL DESCRIPTION PARCEL 10F CITY OF TUKWILA REVISED SHORT PLAT 87751-S5 AKA BIA83-79 REC 87904180861 SD PLAT OAF • POR SE 114 OF NW 114 BEG AT MONUMENTAL INTSN OF COLS OF SOUTHCENTER PARKWAY 57TH AVE S 8 STRANDER BLVD S164THSTTHS845-SE325,05FTTHSP26SBE30FTTO AN INTSN'MATH S MGN SD STRANDER BLVD 8 TPOB TH CONTG S 0.2556E 200 FT'N S 894558 E 350 FT TH S 625-58 E1083.20FTTHN89-0119TN625.31FTTOEMGN • SOUTHCENTER PARKWAY TH N 0.5746 W 1241.85 FT TO PT OF CURVE TH NLY 8 ELY ALG ARC OF CURVE TO RGT RAD 50 FT THRU CIA 91-11-50 79.53 FT TO S MGN STRANDER BLVD TH S 89-45-58 E 237.72 FT TO TPDB LESS POR OF SD PAR 1 FOR ST UNDER REC N0 B310250922 LESS RD PER SUP COURT A79.2-1945949 KNT. UTILITY COMPANIES POWER: TELEPHONE: PUGET SOUND ENERGY CENTURY LINK PHONE: (BB8) 225-5713 PHONE: (800) 717-9594 PROJECT DESCRIPTION VERI20N WIRELESS PROPOSES TO MODIFY AN 040114G UNMANNED TELECOM FACILITY WITH THE ADDITION OF (21 PANEL ANTENNAS, (1) OVP DISTRIBUTION BOX ANTENNAS, AND (1) HYBRID CABLE YOU Dg 1-800-424-5555 0 IL LDC SerrcYing Engineering Planning VoodA :eV VNIAmue,11wofl flCetaM.VWi WaJ"m�.WAAtlR 4otWA9pll DATE: 4-23-19 DRAWN BY: KIT CHECKEDBY: RBH SUBMITTALS REV PAPE OES3IPtIQ PREJMIN4flY CVISTRZION Ee LCmSThLEoN A2PROVAL STAMP SITE 1E-658 SEA MALL RATS 4TX 15400 SOUTH CENTER PARKWAY TUKWILA WA 981E3 SHEET TITLE TIRE SHEET SHEET NUMBER T•1,0 REVIEWERS SHALL CLEARLY PLACE NRIALS ADJACENT TO EACH REDONE NOTE AS DRAWINGS ARE BEING REVIEWED 03NTAWWARO C CQ GENERAL NOTES: 1. THE PROPOSED INSTALLATIONILL BEUNMANNED AND DOES NOT REQUIRE POTABLE 20100OR SEWER SERVICE. 2, THE PROPOSED INSTALLATION IS UNMANNED AND IS NOT FOR HUMAN HABITATION INOHANDICAP ACCESS IS REQUIRED) 3. OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2 TIMES PER MONTH, BY VERJZON TECHNICIANS. 4. NO NOISE,SMOKE, DUST OR ODOR ILL RESULT FROM THIS PROPOSAL, S. OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT PROPOSED. 6. ALL REFERENCES TO SPECIFIC STANDARDS FOR THIS PROPOSAL ARE UNDERSTOOD TOBETHE IATEST VERSION. 7, THE TENDERED MUST UNDERGO A SITE VISIT TO CAREFULLY EXAMINE AND UNDERSTAND THE SCOPE OF THE WORK REQUIRED BEFORE BID SUBMISSION. NO COMPENSATION IN ANY FORM WILL BE PAD FOR EXPENSES RESULTING FROM FAILURE TO DO SO. 8. IF THE SPECIFIED EQUIPMENT CAN NOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION FOR APPROVAL BY THE CONSTRUCTION MANAGER. 9, CONTRACTOR IS RESPONSIBLE FOR FIELD MEASUREMENTS TO CONFIRM LENGTHS OF CABLE TRAYS, ELECTRICAL LINES, AND ANTENNA CABLES. 10. ROUTING OFALL CONDUITS CABLES, CABLE TRAYS, ETC. IS INDICATED AS PROPOSED LOCATIONS ONLY. CONFIRM THE EXACT ROUTING WITH THE ON SITE CONSTRUCTION MANAGER PRIOR TO THE START OF WORK, 11, ALL DAMAGE OR OPENING UP OF THE EXISTING STRUCTURE MUST BE MADE GOOD TO THE PRE -CONSTRUCTION CONDITION OR BETTER. 12, INSPECTION OF COMPLETED WORK IS REQUIRED BEFORE COVERING UP. PROVIDEAMINIMUM OF72 HOURS NOTICE TO CONSULTANT, 13. REMOVE AND CLEAN UPANYDEBRIS ORMATERIAL FROM THE SITE THROUGHOUT THE DURATION OFTHE CONTRACT ON A DALY BASIS AND UPON COMPLETION OF THE WORK AS DIRECTED BY THE CONSTRUCTION MANAGER. 14. 0BT0N AND PAY FOR ALL ELECTRICAL PERMITS AND INSPECTIONS REQUIRED FOR COMPLETION OF WORK AND ACCEPTANCE, PROVIDED CERTIFICATES TO THE CONSTRUCTION MANAGER VERIFYING THAT THE WORK CONFORMS TO THE REQUIREMENTS OF ALL CODES AND AUTHORITIES HAVING JURISDICTION. 15. PROADE VERIZON NATH A WRITTEN WARRANTY, EFFECTIVE FOR ONE YEAR AFTER DATE OF ACCEPTANCE. FOR THE COMPLETE INSTALLATION REPAIR OR REPLACE ANY DEFECTS ARISING DURING THIS PERIOD AT NO EXTRA COST TO VERIZON. 16. NO DEVIATIONS FROM DESIGN SHOWN ON THESE DRAWINGS IS ALLOWED WITHOUT MITTEN APPROVAL FROM THE CONSULTANT. FAILURE TO OBSERVE THIS RULE MAY RESULT IN CONTRACTOR CORRECTING THE INSTALLATION AT THEIR EXPENSE. 17, THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL AND NATIONAL CODES, REGULATIONS AND SAFETY REGULATIONS, ALL OSHA REGULATIONS, ALL PUBLIC AND MUNICIPAL AUTHORITIES, AND ANY UTILITY COMPANIES' REGULATIONS AND DIRECTIVES. 18. THE DRAWINGS AND SPECIFICATIONS ARE A GENERAL DIRECTIVE FOR THE SCOPE OF WORK. EXACT DIMENSIONS AND LOCATIONS MAY CHANGE IN THE FIELD, THE CONTRACTOR IS TO VERIFY THE DIMENSIONS AND LOCATIONS AND REPORT ANY AND ALL DISCREPANCIES TO REPRESENTATIVE. ANY MINOR ERRORS AND OMISSIONS IN THE DRAWINGS AND SPECIFICATIONS DOES NOT EXCUSE THE CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. 19. VERIFICATION THAT EXISTING BUILDING CAN SUPPORT THE PROPOSED ANTENNA, COAX AND ADDITIONAL EQUIPMENT LOADING IS TO BE DONE BY LDC (SEE STRUCTURAL). 20. ANTENNA AZIMUTHS SHOWN ON THESE DRAWINGS ARE RASED ON TRUE NORTH, ALL AZIMUTHS MUST BE VERIFIED NTH THE CORRECT REDS PRIOR TO CONSTRUCTION. LEGEND AND SYMBOLS: CHAIN LINK FENCE CEDAR FENCE POWER UNDERGROUND POWER TELCO UNDERGROUNDTELCO OVERHEAD POWER BOUNDARY CENTERLINE RENSION BUG ELEVATION DETAIL NUMBER SHEET NUMBER SECTION BUG $PROPOSED ELEVATION YO'-0'AGL ABBREVIATIONS: AFF ABOVE FINISHED FLOOR IT AFG ABOVE FINISHED GRADE [Am AF5 ABOVE FINISHED SLAB LF ALUM ALUMINUM MANUF AB ANCHOR BOLT MAX 2 ANGLE MECH ARCH ARCHITECTURAL MH 6TS BASE TRANSMISSION SYSTEM MM BLDG BUILDING MIN BM BEAM MISC BOT BOTTOM MPH 6.0. BOTTOM OF MT. BCC BOTTOM OF CONCRETE LAIC BOS BOTTOM OF STEEL NOM CJ CONTROL JOINT NTS CENTERLINE OC CLG CEILING OD CLIP CLEAR OH CMU CONCRETE MASONRY UNIT OPNG COL COLUMN 0PP CONIC CONCRETE PCS CONST CONSTRUCTION CONT CONTINUOUS PR CTR CENTER PSI DIAID DIAMETER PSF DTI DETAIL PT 0) EXISTING RAD EA EACH RD El EXPANSION JOINT REINF ELEC ELECTRICIELECTRICAL REQ'0 EL ELEVATION RM EQ EQUAL RAN EMI EACH WAY SCHED EXP EXPANSION SECT EXT EXTERIOR SF FD Fl00RDRAN SIM FIN FINISH SOFT FIN FIR FINISH FLOOR SS FIR FLOOR STD FTG FOOTNG STl GA GAUGE STRUC GALV GALVANIZED TEMP GYP GYPSUM THK GB GYPSUM BOARD T.O. H81 HOLLOW METAL TOS HOR HORIZONTAL TOG HR HOUR TYP HT HEIGHT UNO HVAC HEATING VENTILATION AIR CONDITIONING VERT INSTIL INSULATION WI INT INTERIOR WWM JOINT MATED LINEAL FOOT MANUFACTURER MAXIMUM MECHANICAL MANHOLE MILLIMETER MINIMUM MISCELLANEOUS MILES PER HOUR METAL NOT IN CONTRACT NOMINAL NOT TO SCALE ON CENTER OUTSIDE DIAMETER OVERHEAD OPENING OPPOSITE PERSONAL COMMUNICATION SYSTEM PLATE PWR POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRESSURE TREATED RADIUS ROOF DRAIN REINFORCEDIREINFORCING REQUIRED ROOM RIGHT OF WAY SCHEDULE SECTION SQUARE FOOT SIMILAR SQUARE FOOT STAINLESS STEEL STANDARD STEEL STRUCTURAL TEMPORARY THICK TOP OF TOP OF STEEL TOP OF CONCRETE TYPICAL UNLESS NOTED OTHERWISE VERTICAL WITH WELDED WIRE MESH REVIEWED FOR CODE COMPUARCE APPROVED 4122 2019 City of Tukvila UIIDINC DIVISION RECEIVED CITY OF TUKWILA ill 112019 PERMIT CENTER 1-800-424-5555 Rim l6hgcuaLxitM Coder (M,h" fAN4WA9NCiCfU 0 Ir. d DATE, 4-23-19 DRAWN BY; KTL CHECKED BY: RBH SUBMITTALS PEV QESCRIPfpN uxn P5.11161000SORTION Rn >o. mu.aVIIVIIN APPROVAL STAMP SITE 18-658 SEA MI RATS 4TX 16400 SOUTH CENTER PARKWAY TUKWILA, WA 98188 SHEETTITLE GENERAL NOTES SHEET NUMBER G•1,0 PROJECT ZONING MAP NOT TO SCALE 5379200290 ZONING: TUK(TURWILA URBAN CENTER) 5379200181 262304902 ZONING: TUK (TUKWLA URBAN CENTER) _(E) FRCPERIY U'E H+Po; tOt. EXISTING SITE ACCESS (PARR/ 10' ZONING: TUK (TUKWILA URBAN CENTER) EXISTING VERIZON WIRELESS ANTENNAS MOUNTED ON AN EXISTING 63.51 BUILDING EXISTING VERIZON WIRELESS EQUIPMENT SHELTER ON AN EXISTING BUILDING ROOFTOP 1 PROPOSED VERIZON WIRELESS ANTENNAS MOUNTED ON AN EXISTING PENTHOUSE ON THE ROOF OF AN EXISTING 035 BUILDING. 2613049104 ZONING: TUX (TUKWIIA LRBAN CENTER) REVIEWED FOR CODE COMPLIANCE APPROVED. City ofTukwila BUILDING DIVISION PECEIvE0 CITY OF TUKWILA G�Y1110f9 PERMIT CENTER ir. ti) DATE: 4-23-19 DRAWN BY: CHECKED BY: RBH SUBMITTALS BEN DATE DESCRIPTION 4.23.19 PRELIM CCITStRCC`TI FIWJ CKINUCIWN APPROVAL STAMP SITE 13-65B SEA MAIL RATS 4TX 16400 SOUTH CENTER PARKWAY TUKWLA,WA931S9 SHEET TITLE SITE PLAN SHEET NUMBER SITE PLAN 22"X34°SCALE: 1°=2V I 111x1T'SCALE: 1'=40' 1 A•1,0 CONSTRUCTION PLAN KEYED NOTES r— EXISTINGEQUIPMENT (STING PENTHOUSE —1 EXISTING OTHER CARRIER ANTENNAS (TYP( RELOCATED) T 2 EXISTING VERIZON WIRELESS EQUIPMENT SHELTER (TO REMAIN(. 3 PROPOSED VERIZON WIRELESS RAYCAP DISTRIBUTION OVP DO (1 TOTAL @ANTENNAS). • EARNERS' BUILDING (TO REMAIN), 6 PROPOSED VERIZON W4RFIESS FLUSH ANTENNA MOUNT (2 TOTAL) (SEE STRUCTURAL). • EXISTING VERIZON WIRELESS PANEL ANTENNAS (6 TOTAL TO REMWN(. PROPOSED VERIZON WIRELESS 4G PANEL ANTENNA NY (2 TOTAL(, 0 ALL 4 PROPOSED VERIZON WIRELESS HYBRID FIBER CABLE TO ANTENNAS 1 TOTAL). • EXISTING PENTHOUSE LADDER (TO REMAIN) (SEE STRUCTURAL(. 19 EXISTING VERMONWIRELESSRRUS (TO REMAIN), REVIEWED FOR CODE COMPLIANCE RECEIVED APPROVED CITY OFTUKWILA 221019 144111 /019 PERMIT CENTER City ofTtlwila BUILDING DIVISION 30 PROPOSED VERIZON WIRELESS RRUS:: 3UNIT (1TOTAL 0 PROPOSED VERIZON WIRELESS RRUS 4449 UNIT (1 TOTAL) 0 e SITE NOTES 1, VERIFY ANTENNA MODEL, TIP HEIGHT 800610 HS, 0 ,y LDC Summing Englnating Planning Wooanan 202104µ nt MltenIPIlf,C101 x'wknitle,WASEOY Km,xasu» rwWanu mouu4vro "im,eam DATE: 423-19 DRAWN BY: CHECKED BY: RBH SUBMITTALS DESCRIPTION R4 4Ei19 PREJMh0.RYCOM151RUtti\ tillW FI, St,IE APPROVAL STAMP SITE 18.658 SEA MALL RATS 4TX 164433 SOUTH CENTER PARKWAY TUKINILA,WA98188 SHEET TITLE ENLARGED SITE PLAN SHEET NUMBER ENLARGED SITE PLAN 22°R34"SCALE : MB':1'-0° 111x47°SCALE:3)16 A•2,0 I1P HEIGHT OF PROPOSED VERIZONIMRELESS ANTENNAS EXISTING ROOFTOP EQUIPMENT ITO RE1440,1-. (RELOCATED) EXISTING OTHER CARRIER ANTENNAS TOP OF EXISTING BUILDING .5'AGL TOP OF EXIS0NG ROOFTOP 62,0 AGL FINISH GRADE 0.0' AGL PROPOSED SOUTHEAST ELEVATION (LOOKING NORTHWEST) EXISTING ROOFTOP EQUIPMENT ITO REMAIN .-., 0> - 0 BE RELOCATED( EXISTING OTHER CARRIER ANTENNAS 22"K34" SCALE: 3132" 41'011111' E 1164'' 41.0" TOP OF EXISTING BUILDING 63.5'AG TOP OF EXISTING ROOFTOP 52,0 AGL FINISH GRADE A Off AGL 2 CONSTRUCTION PLAN KEYED NOTES A PROPOSED VERIZON WIRELESS RAYCAP DISTRIBUTION OVP BOX (1 TOTAL @ANTENNAS). 0, EXISTING 635 BUILDING (TO REMAIN). A PROPOSED VERIZON V8RELESS FLUSH ANTENNA MOUNT (2 TOTAL) (SEE STRUCTURAL). A PROPOSED VERIZON WIRELESS 4G PANEL ANT A (2 TOTAL), A a A PROPOSED VERIZON WIRELESS HYBRID FIBER CABLE TO ANTENNAS (I TOTALI. 0 EXISTING PENTHOUSE LADDER (TO REMAIN) (1EE STRUCTURAL). REVIEWED FOR CODE COMPLIANCE APPROVED MO 22 2019 City of Tukila BUILDING DIVISION RECEIVED CITY OF TUKWILA 1 ia4 PERMIT CENTER 0 PROPOSED VERIZON VTRELESS RRUS 8643 UNIT (1 TOT 0 PROPOSED VERIZON WIRELESS RRUS 449 UNIT (I TOT SITE NOTES 1, VERIFY ANTENNA MODEL, TIP HEIGHT & AZIMUTHS. LpcSE:gine:: ging Planning — Men, tahrl 11,,,m015,110, Woothnit0A401 MOIAMO CAN mtOCOVOSON reeaq DATE: 4.23-19 DRAWN BY: KTL CHECKED BY: RSH SUBMITTALS Ontt DESCRIPTON BY nninnn MAIM CONSIRMON 5,1? NIMISTRVIN APPROVAL STAMP SITE 18-656 SEA MALL RATS 4TX 15400 SOUTH CENTER PARKWAY TUKLMLA, WA 98166 SHEET TITLE ELEVATIONS SHEET NUMBER EXISTING SOUTHEAST ELEVATION (LOOKING NORTHWEST) 22134' SCALE" 3132" .1'0' 11"417' SCALE" 2164' 4 1'4TI 1 A.3,0 REVIEWED FOR CODE COMPLIANCE °MOVED 1i0 221019 City of Tukvt la BUILDING DIVISION RAYCAP DISTRIBUTION OVP BOX RAYCAP DISTRIBUTION OVP BOX MOUNTING BRACKET HEX BOLT PIPE BRACKET PER MFR. LOCK WASHER NUT FLAT WASHER MOUNTING PIPE OR TOWER LEG OR ICE BRIDGE POST TOP FRONT SIDE MANUFACTURER: RAYCAP MODEL: RVZDC 882LPF-08 WEIGHT:32.0 LBS DIMENSIONS: 29,5"x16,S'x126° STRIKESORB MODULES INSTALLED TO PROTECT 12 REMOTE 04040 HEADS 0 Ir. d GATE: 4-23.19 NOT USED 22'x34"SCALE: N.TS. L 11"AIT'SCALE: N,T.S, 6 NOT USED 22'x34"SCALE: N.T.S. 11"x11°SCALE N.T,S. ERICSSON RRUS 4449 ANTENNA MOUNTING PIPE MOUNTING BRACKET ERICSSON RRUS4449 MOUNTING BRACKET FOR WALL MOUNTING 5 MANUFACTURER: ERICSSON MODEL: RRUS 4449 (BAND B13, S VARIANTSI WEIGHT: 70 LBS DIMENSIONS:18"x13.2"49.4" MOUNTING KIT: T60 RAYCAP DISTRIBUTION OVP BOX I 22"x34°SCALE: 1"=1'-0° 111"x11°SCALE: IIT 1'-0" ERICSSON RRUS 8843 MOUNTING BRACKET FOR WALL MOUNTING—' ERICSSON RRUS8843 MOUNTING BRACKET 4 MANUFACTURER: ERICSSON MODEL: RRUS 9843 8(BAND BSA, 2 VARUWTSI WEIGHT:75 LBS DIMENSIONS:18'k13Z"x113" MOUNTING KIT: TBD CI ANTENNA MODNTINTERMIT CE PIPE,TYP DRAWN BY: KTL CHECKED BY: RBH SUBMITTALS DESCI N +ttre;o(EIANAtrcoruraotnox rcn uira LOVS'RCtru APPROVAL STAMP 511E 18458 ALSEAMW.LRATS4TX 19409 SOUTH CENTER PARKWAY TUKWIIA WA 98188 SHEET IRE T I ONSTRUCTION DETPLLS SHEET NUMBER NOT USED 22"x34" SCALE: N.T.S. I I I"xl l" SCALE: N,T.S. 3 RRUS DETAIL 22"x34"SCALE N.T.S. 11"x11" SCALE: N.T.S. 2 RRUS DETAIL 22134' SCALE: NSS. I 11"x17" SCALE: N.T.S. 1 A.4,0 REVIEWED FOR CODE COMPLIANCE APPROVED MI 22 2019 City of Tulvila BUILDING DIVISION LD xmvepng Engineering Phoning 2Q IItiaMmwNl #14mhdfl9x%+ W«Y'un&&Wn414 s wM$ 4 ItIoUn nwl9tcowom iatem DATE: 4.27.19 NOT USED 22 x24" SCALE: N.T.S. ] 11"x17" SCALE: N.T.S. 6 NOT USED I 22"x24"SCALE: N.T.S, 11ex17"SCALE: N.T.S. MANUFACTURER: RFS TIRELESS MODEL: 51XC;;;FR0846I2 WEIGHT:90 LEIS DIMENSIONS', 95.9x19,9"x10.7' FREQUENCY: REFER TO RFOS SHEET TOP 19,8" FRONT SIDE 5 NOT USED I 22'04' SCALE: N.T.S. I 11"x17' SCALE: N,T,S, OPTIONAL DOWNI1LT BRACKET PARTS: 4 ITE&4 QTY DESCRIPTION 01 1 ADAPTER, POLE, LONER BRACKET, DOW'NTILT, POLE 0 1 SRACKET, DOW'NTILT,ANTENNA ® 6 12XIHERHEAD BOLD Q 1/2 SPLINT 4VASHER © 2 5116XIHEXHEAD BOLT Q 2 51116SPLIT WASHER © 4 I112'THREADED ROD 0 8 12"SPLIT WASHER T@ 12 !It NUT PANEL ANTENNA )TIP) DUNT(1YP) RECEIVED CITY OFTUKWILA ;',AY 111019 PERMIT CENTER NOTES 1. INSERT SCISSOR BRACKETS BETWEEN THE UPPER ANTENNA MOUNTING BRACKET AND THE UPPER POLE ADAPTER BRACKET. SECURE USING 1121NCH HARDWARE PR0NDE0, 2. TO SET THE DEGREE OFDOIAINTILT, ALIGN THE DESIRED HOLES ON THE SCISSOR BRACKETS AND SECURE USING 51161NCH HARDWARE PROVIDED. THE NUMBER OF CONNECTORS WILL VARY BASED ON ANTENNA TYPE. DRAWN BY: KTL CHECKED BY. RBH SUBMITTALS BEY OFYE PESCRIPRON RY VMUMNRY IIStROR➢ON ' 51,19 Reika$7,CTION APPROVAL STAMP SITE 184i58 SEA MALL RATS 41X 16400 SOUTH CENTER PARKWAY TUKIIA A, WA 98188 SHEETTTTLE CONSTRUCTION DETAILS SHEET NUMBER NOT USED I 22'124' SCALE: N.T.S. 11"x17" SCALE: N.T,S. 3 ANTENNA SPECIFICATIONS 22"x64" SCALE: I"=1'-0" 111"x17" SCALE: VT.1'G" 2 ANTENNA MOUNTING DETAIL 22"ES4"SCALE N.T.S 11'x11"SCALE: N,.S. 1 A•5,0 1. GENERAL 2, STRUCTURAL STEEL 3, POST -INSTALLED REPAIR 6 ANCHORS 4, SPECIAL INSPECTIONS 1,1. ALL CONSTRUCTION SHALL CONFORM TO THE 20151NTERNATIONAL BUILDING CODE. REFERENCE TO OTHER STANDARDS OR CODES SHALL MEAN THE LATEST STANDARD OR CODE ADOPTED 8 PUBLISHED, 1,2. DRAWINGS SHOW TYPICAL B CERTAIN SPECIFIC CONDITIONS ONLY. FOR DUALS NOT SPECIFICALLY SHOWN, PRONDE DETAILS SIMILAR TO THOSE SHOWN. 1.3. EXISTING STRUCTURES & UNDERGROUND UTILITIESISTRUCTURES ARE ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING CONDITIONS, DIMENSIONS & ELEVATIONS BEFORE STARTING WORK. NOTIFY STRUCTURAL ENGINEER IN WRITING OF ANY INTERFERENCE ARDOR DISCREPANCIES THAT MIGHT EXIST. 1.4. THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING TEMPORARY SUPPORTS, ETC„ IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 1.5. COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING & CIiIL. NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT ANDIOR OMISSION. 1.6. COORDINATE & VERIFY FLOOR, ROOF AND WALL OPENING SIZES & LOCATIONS WITH ARCHITECTURAL, MECHANICAL, PLUMBING & ELECTRICAL DRAWINGS. FOR ADDIDONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL & MECHANICAL DRAWINGS, 1.7. FOR DIMENSIONSNOT SHOWN SEE ARCHITECTURAL DRAWINGS. 1,8. REVIEW OF SUBMITTALS ANOIOR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW & CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS & OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES. DETALS, 8 DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. CONTRACTOR IS ALSO RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES Of CONSTRUCTION. 1.9. STRUCTURAL DESIGN DRAWINGS SHALL NOT BE REPRODUCED AS SHOP DRAWINGS. CONTRACTOR 8 THEIR SUBCONTRACTORS SHALL PREPARE ORIGINAL SHOP DRAWINGS, 113. CONTRACTOR SHALL REVIEW& STAMP ALL SHOP DMWiNGSBEFORE SUBMITTAL FOR REVIEW, PROPOSED FABRICATOR CHANGES FROM DESIGN DRAWINGS SNAIL BE NOTED IN SHOP DRAWINGS. ANY DISCREPANCIES BETWEEN ARCHITECTURAL 8 STRUCTURAL DRAWINGS SHALL BE NOTED TO BE VERIFIED ON SHOP DRAWINGS. 1.11, COMPLETE SHOP DRAW NGS FOR CONSTRUCTION Of ALL APPLICABLE SPECIALTY ITEMS INCLUDING CURTAIN WALL GLAZING SYSTEMS, LIGHT GAUGE STEEL FRAMING, ORNAMENTAL GUARDRAILS, SKYLIGHTS, METAL GRATING & STAIRS SHALL BE SEALED 8 SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF W'ASHINGTON & SHALL BE AVAILABLE AT THE JOB SITE DURING THE TIMES OF INSPECTION. 1.12. RISK CATEGORY =IV 1.13. DESIGN GRAVITY LOADS: DEAD LOADS: EXISTING ROOF SELF EXISTING FLOOR SELF LIVE LOADS: EXISTING ROOF 25PSF EXISTING FLOOR_ __ 53+20PSF SNOW LOAD: DESIGN SNOW LOAD, P, 25 PSF 114. WIND LOADS: ULTIMATE WIND SPEED (3 SEC. GUST), V,4 115 MPH NOMINAL DESIGN VI ND SPEED,V , 89MPH EXPOSURE CATEGORY C INTERNAL PRESSURE COEFFICIENT, GC, 40.18 1,15. SEISMIC LOADS: SEISMIC IMPORTANCE FACTOR, I, 1.15 MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: (SHORT SECOND) S, LASS (1SECOND PERIOD) S. 0.542 SITE CLASS D DESIGN SPECTRAL RESPONSE ACCELERA T ION COEFFICIENTS: (SHORT SECOND) SDs 0,973 (1-SECONDPERIOD)SM .542 SEISMIC DESIGNCATEGORY D 1.16. FULL -BUILDING LATERAL ANALYSIS HAS NOT BEEN PERFORMED ON THIS STRUCTURE AS THE ADDITIONS SHOWN) IN THIS SUBMITTAL PACKAGE DO NOT INCREASE THE GOVERNING LATERAL FORCES BY MORE THAN 10%AS ALLOWED BY EXCEPTION N2 PROVIDED IN THE 2015INTERNATIONAL EXISTING BUILDING CODE, SECTION 1103.3. 2.1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED IERECTED ACCORDING TO MSC 'MANUAL OF STEEL CONSTRUCTION' FOURTEENTH EDITION, & AISC 30D10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS' 2.2. SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE LATEST EDITION OF AISC MANUAL "DETAILING FOR STEEL CONSTRUCTION" DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED 8 REVIEWED BY STRUCTURAL ENGINEER & ARCHITECT, 2.3. UNLESS NOTED OTHERWISE ON DRAWINGS, ALL STRUCTURAL STEEL SHAPES, PLATES, 8 BARS SHALL CONFORM TO ASTM A36 (Fy =36ksi). 2.4. STRUCTURAL TUBING SRALLCONFORM TOASTMA500,GRADE B,)Fy = 46hsi), 2.5. STEEL PIPE SHALL CONFORM TOASTNIA53,GRADE 6(Fy=3%8. 2.6. ALL FIELD BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH THREADED FASTENER ASSEMBLIES (H.S. BOLTS) THAT CONFORM TO AST& A325 OR A490. 2.7. BOLTS IN TENSION CONNEC110NS,BRACING CONNECTIONS, MOMENT CONNECTIONS, OR OTHER CONNECTIONS NOTED ON THE DRAWNGS & CONSIDERED TO BE SLIP -CRITICAL BOLTS SHALL BE TIGHTENED BY THE TURN -OF -NUT METHOD OR SHALL UTILIZE LOAD INDICATOR TYPE BOLTS INSTALLED IN ACCORDANCE PATH THE RECOMMENDATIONS OF THE MANUFACTURER. SUCH CONNECTION BOLTS SHALL HAVE A HARDENED WASHER PLACED UNDER THE ELEMENT TO BE TIGHTENED. 2.0, CONNECTIONS MADE WITH H.S. BOLTS SHALL COMPLY WITH RCSC "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.' IN BEPAING TYPE CONNECTIONS, TIGHTEN BOLTS TO DEVELOP AT LEAST A SNUG -TIGHT CONDITION. ALL OTHER CONNECTIONS SHALL BE TIGHTENED TO DEVELOP MINIMUM BOLT TENSIONS REQUIRED FOR SLIP CRITICAL OR DIRECT TENSION CONNECTIONS. 2.9. ANCHOR RODS TO BE F1554 U.N.O. FURNISH WITH HEAVY HEX NUTS, WASHERS 6 ONE BOLT DIAMETER OF THREAD PROJECTION ABOVE NUT, 2.10. USE PRE -QUALIFIED WELDED JOINTS AS PER AISC & A9S Dtl "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS, MINIMUM PAX ELECTRODES UNLESS NOTED OTHERWISE. 2.11. PROOF OF WELDER CERTIFICATE SHALL BE AVA LADLE AT THE JOB SITE DURING TIMES OF INSPECTION. 2.12. DO NOT USE GAS CUTTING TORCHES FOR CORRECTING FABRICATION ERRORS IN THE STRUCTURAL FRAMING, 2.13. PANT STRUCTURAL STEEL IN ACCORDANCE WITH THE ARCHITECT'S SPECIFICATIONS. DO NOT PAINT CONNECTIONS DESIGNED AS FRICTION TYPE OR TON WELDED. 2.14. ALL STEEL THAT IS TO BE PERMANENTLY EXPOSED TO WEATHE SHALL BE HOT -DIP GALVANIZED. 2.15, H0T DIP GALVANIZE IN ACCORDANCE IMTH ASTM A123, ASTM AI ASTM A167, AND ASTM f2329 AS APPLICABLE. 2.16, REPAIR ANY GALVANIZED AREAS THAT ARE DAMAGED BY HEAT STICK METHOD IN ACCORDANCE WITH ASTM-A180, A1. REPAIR U ZINC -BASED ALLOYS (HEATSTICK METHOD). PAINT CONTAINING DUST SHALL NOT BE USED FOR REPAIRS. 2,11, THE STRUCTURE IS DESIGNED TO BE STABLE IN ITS COMPLETE FORM, THE CONTRACTOR IS RESPONSIBLE FOR THE STRUCTUR STABILITY DURING CONSTRUCTION. PROVIDE NECESSARY BRAE AS REQUIRED. MAINTAIN STRUCTURAL STABILITY DURING EREC BY INSTALLATION OF TEMPORARY VERTICAL 8 HORIZONTAL BR ALL PERMANENT BRACING 8 MOMENT CONNECTIONS SHALL BE COMPLETELY INSTALLED BEFORE TEMPORARY BRACING OF STRUCTURE ARE REMOVED. 2.18, SEE ARCHITECTURAL DRAWINGS FOR ADINTIONALMISCELLANE STEEL NOT SHOWN ON STRUCTURAL DRAWINGS. 2.19. MINIMIZE FIELD WELDING. 210. FIELD PANTING &TOUCH-UP SHALL BE PERFORMED ON ALL FIR JOINTS OF STEEL THAT HAVE HAD A SHOP COAT OF PAINT. 2.21, DO NOT WELD THROUGH GALVANIZING OR PANT. 2.22, SHOP BFIELDWELDING SHALL BEINACCORDANCE IMTH "STRUCTURAL WELDING CODE" BY AMERICAN WELDING SDCIE (APIs D1,1), WELDING SHALL BE PERFORMED ONLY BE PRE-QUA1 OPERATORS, 2.23. SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AIS MANUA. DETAILING FOR STEEL CONSTRUCTOR.' D0 NOT BEG) FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED & REVE 2.24. STRUCTURAL STEEL SHOP DRAWINGS & ERECTION DRAWINGS S BE ORIGINAL 8 SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. REPRODUCIBLE PRINTS MADE FROM CONTRACT DRAWINGS ARE NOT PERMITTED, 3.1. SPECIFIC PRODUCT, DIAMETER, AND EMBEDMENT SHALL BE SHOWN IN THE DETAILS, INSTAL PRODUCTS IN ACCORDANCE WITH MANUFACTURER' PRINTED INSTALLATION INSTRUCTORS )MPIII. CONTRACTOR SHALL CONTACT MANUFACTURERS REPRESENTATIVE FOR PRODUCT INSTALLATION TRAINING AND SHALL SUBMIT LETTER TO THE ENGINEER.OF-RECORD (EORI INDICATING TRAINING HAS TAKEN PLACE. REFER TO THE PROJECT BUILDING CODE ARDOR EVALUATION REPORT FOR SPECIAL INSPECTIONS AND PROOF LOAD REQUIREMENTS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTSED BELOW MAYBE SUBMITTED BY THE CONTRACTOR TO THE FOR FOR REVIEW. SUBSTITUTIONS WIL ONLY BE CONSIDERED FOR PRODUCTS HAVING A RESEARCH REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION UNDER THE PROJECT BUILDING CODE. SUBSDNDON REQUEST SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE 501311UTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT. 3.2. FOR ANCHORING INTO CONCRETE: 3,2.a. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI355.2 AND ICC-ES AC193 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS, 31.8, ADHESIVE FOR REPAIR AND ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI355.4 AND ICC-ES AC3N9 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. DESIGN ADHESIVE BOND STRENGTH HAS BEEN BASED ON ACI355.4 TEMPERATURE CATEGORY B WITH INSTALLATIONS INTO DRY HOLES DRILLED USING A CARBIDE DRILL BIT INTO CRACKED CONCRETE THAT HAS CURED FOR AT LEAST 21 DAYS ADHESIVE ANCHORS REQUIRING CERTIFIED INSTALLATONS SHALL BE INSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER PER ACI318-1411.8.2.2.INSTALLATIONS REQUIRING CERTIFIED INSTALLERS SHALL BE INSPECTED PER ACI 318-1417.8.2.4 3,2,c. POWER -ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. 4.1. STRUCTURAL TESTS AND INSPECTIONS SHALL COMPLY PATH THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE 4.1.3. THE INSPECTOR SHALL BE HIRED AND PAD FOR BY THE OWNER 4,I,1), THE INSPECTOR SHALL BE RESPONSIBLE FOR COMPLIANCE WITH THE APPROVED STRUCTURAL PLANS AND SHALL SUBMIT PROGRESS REPORTS AND INSPECTION REPORTS TO THE BUILDING OFFICIAL AND TO THE STRUCTURAL ENGINEER OF RECORD. 4.2. SATISFY MINIMUM INSPECTION AND QUALITY CONTROL REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 4.3, SEE THIS SHEET FOR SCHEDULE OF SPECK INSPECTIONS. REVIEWED FOR CODE COMPLIANCE APPROVED CIO 22 2019 Cily of Tukwila BUILDING DIVISION CITY OF TUK1WILA P!�Y 1120i9 PER1v1IT CENTER T S3, D ZING ZINC ,',5 LNG TION GAG. )DS D n IFIED RED, HALL PROJECT ECHELILEOF8 ECLATNSPEC1iu<YS MA1ERt 114011TY SERVICE APP4OAPLETOEIS P1OJE01 YM EXTENT A DATE COMPI,EIED 102S NSPETIOROF FABRICATORS I,VERIFY FABRIC41040UALNYCONTROL PROCEWRD WPL0MREVIWMISI 1 44400C 17051 STEEL CONSTRUCTION 1,FAORICATORANDERECT07000112ENISIVERIFY RENTS AND CE411411TES AS LISTED IN AU, 36E, CHAPTER N,PARAGRAPH 3.2FOR COMPLIANCEWI14 CONSTRIETIO1 DOCUMENTS1 SUBMIT3ALREVIW Y EACHSVBMNYAL 2. MAIERNLVERIFk14104SOF'61RUCNRALSTEEL 441101)AND FIELD MSPEG110NS Y P4RI00M 3. EMBEDMENIS[VERIFY METER, GRADE, TYPE, LENGTH, EMBEDMENT. SEE iTCSJPORANCHORSI HELD INSPECTION Y PERIODIC 4 VERIFY MEMBER LOCATIONS,BRAC40, STIFFENERS. AND APPLICATION OFJONT CEIAILSATFACHCONN4CTIONCOMPLY W4INCONSTRUCTION DOCUMENTS FIELD NSPECilIN4 Y PERIODIC FEE,LIFFO4u AINSPEC ION TASHSPRIOR 1O40414GL009 RYEOR PERFORM EACH 'NEWEEJONT RARER, OR NEOATASKEISTEDINAKSC MO TABLE NEE SHGPI `ANOFELO INSPER P OBS_PA'vEORPERFORM AS NOTED U B, INSPECTION TASKS DURMGV,BLOPIG[OBSERVE OR PERFORM EACH VYEIDEDJOL4r,MEMBER,04 THE OATASKS UOTEOINAISC 3WTABLE NS,4.2 SHOP 3ANO4410 INSPECTION q OBSERVE 41 C,NSPECTION TASKS AFTC4WELDINGTOBSERVEOR PERFORM EACH WELDED JOINT, EMPEROR THE OA TASKS LISTED IN AISC 3621ABLE tag SHOP BLAND EO [ERECTION OBSERVE OR PERFORM AS NOTED (4) O NO&DESIRUC➢VE 1ES1MO 1NDTI OF WELDED JOINTS. SEE COMMENTARY 51FABRICATOR'S ET REPOR15144EN FABRICATOR PER EORMSNOT VERIFY REPORTS Y FFCHSU4MI11A1TSI s,STRUCTURAL STEEL aGLrNG AINSPEOTMNTASKS PRIOR 10B01T1N0(MERE OR PERFORM TACKER EHOHBOLIH000NNECTIONINACWROANCEW11HQ1TASKSLISTEDINAIsc �X,AR,EN a! Y OBSERVER PERFORMAS 401404) BIYSPECIYNTASKS ERNE DOL7NG100SER41TNECFR TAWS US, 504 A410033 TABLE4i62 v i 21SNIK,.TIGHIJONTS Y PERIODIC C. INSPECTION TASKS AFTER ELTING (PERFORM TASKS FOR EACHBMIED CONNECTION 41100404406WITH 21TASKS LISTED INAIGC1O,TABLE NEE Y PERFORMIP/ 1704 POSTIHSTALLED ANCHORS 1 PREP AREAREPORIINCLUOIEEE ELL CWINGOFTAIL S PANDER DES01 PIP4, N0.1I401454NCHORPRCOUCT NAME, SET METER, A409tCNOR,ENGTN FEE INSPECTION . CONTINUOUS B. 4014 04SCRYVT44INCLUDING VEREMAIIOH OF DRILL BIT COMPLIANCE VETE ANSI B212.1S1224, RECORD INSTALLATION DESCRIPTION, INCLUDING VERIFICATION OF MASONRY/CONCRETE COMPRESSIVE STRENGTH, ANO ANCHOR INSTAIIAT0NANDLOCATION {SPACING AND F DSIANCEIIN ACCOROA4CEWITHMA4FACIURERSPL3LISHEPINSTALLATION [DETECTIONS FIELD NSPECi10N Y CONTINUOUS 0 Ir. �1 DATE: A-2.19 DRAWN BY JAR CHECKED BY: EAS REV SUBMITTALS OATS 0SCMP7QA APPROVAL STAMP T1B-558 SEA MALL RATS 4TX 16400 SOUTH CENTER PARKWAY TUKWILA, WA 98103 SHEETTIRE STRUCTURAL GENERAL NOTES SHEET NUMBER S-1.0 (EI4-112'CON SLAB ro ®21- (E14112"CONC SLAB F �-- 14'-014" - k 14'"0 la" 14'"0314' i/ // / Ii /// /� II /j/ ( II III LJLJI. // 1 IT -Tr /// / 11 U II II /// 41 0 11 II j/// II 11 11 it / II II II 11 11 / vJ 11 Ii 111 1 11 / 11 11 11 11 11 / 111111ilil111 (E)22110' CONC BEAM EI12` CONC WALL ...'--. Tr Tr 1 23-8` 30'-0" PLAN NOTES: CONTRACTOR SHAll VERIFY ALL DIMENSIONS AND FIELD CONDITIONS PRIOR TO FABRICATION AND CONSTRUCTION, NOTIFY LOG IMMEDIATELY OF ANY DISCREPANCIES FROM THOSE SHOWN HERE AS ALTERNATE DESIGN AND DETAILING MAYBE REQUIRED. 2. PLAN IS FOR REFERENCE ONLY, DO NOT SCALE FROM PLAN. 3. EXISTING ROOFTOP EQUIPMENT IS NOT SHOWN FOR CLARITY. C 0 0 20-8' 14' 0 314' R II 1[ 11 0 T' TC B 1< Tr Tr, A 11\ \\ Il 1 \\\ � I 1 lr 1 I I 1 11 I 1 11 I! 1 11 v I 1 IR \\, I 1 11Aw w 1 1 1 T1 1\I L—LJLL_L ILL !\\ \vt 1 1J--- --1TTLvt- I 1 1 11 II I I II 14II 11 \v I PROPOSED ANTENNA I I I I I I II 111 II II p Av LOCATIONS h II II II 11 vv �v o u o u 1 o II 11 1 I I III II 'II' ��II X < II)I E6T2 "CONCJQIS,AO"or. Tr I �. F 11'-fl'-"�1 ' t"�i�t"'R \ �� 11 11 11 11 11 I 111 I 1 1 I 11 1 1 1 11 11 � 1 \ v 11 II II 11 II 1 II 11 II 1 l II (llII =1 1 II 1 i 1 II II �1 v �� U; Il u�ll,.,1 U il Il ll ll Il ll ll ll ll ll ll ll 11 il 11 li L il 11 11 ll 11 __ \t_ ,\ _—t, F J 1 - - VL /l I II I'1 1C II 1, PROPOSED LADDER I J RELOCATION--LL.4L-L EI6-112" CONC SLAB IE122"426"CDNC BEAM IU 11'ill +Y z 1 P- If1 R i. 11 w 1 11, I -rFr-rr rr-lr-Irrrrr1-n- rrFrr"Yrirrn- II II JL II II 11 II II II II Ill ll 11 it II 11� I._ 11 II 11 l II i 1n1 il 1 \I 1 1 (I 1/1 1vI / ( / 1v/ 1/I ' 1 I' I� z 1G W 11 1 �, � I 11 i1' rr II II I S. I 1r:All Il 11 II H 0,11 11 11 II 11' II 11 11 11 11111 11 II 11 II II 11 / 11`1 ll ll 1/ \ll ll ll ll 11 11 ll ll ll LL ll ll ll ll ll 11 ll L N1 -14-11 1 i E)22"X38"CONC.BEAM 0 11 EI8-112"CDNC BLAB IEI22"436' GONC BEAM i i\ rr IF-rr-r7rP-1N- r 771- -Ir-N--h[111-771- —1--Tr-77--1r 7 't II [0/1i II II =I II [I II II II II II II 11 II II II II II it ll II II / IEI0 CONC lYALL (EJC" CONC WALL IEISTEEL FRAME FOR OTHER ANTENNAS RuD10 EQUIPMENT [SEE OPPOSITE SIDE ;FOR JOIST SIZE & FRAMING LAYOUT. 11 •,_IE14. 14'-014' —i %-(E)PRECASTC�TE EXTERIOR PANELS �(E)2-8°4l'-11`HEXAGON CONC. PERIMETER COLUMN IEI4124-62°CDNC. PERIMETER BEAM /-1EI4112CONC SLAB REVIEWED FOR CODE COMPLIANCE APPROVED qi\I 22 2019 CON° SLAB City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA 1a 112019 PERMIT CENTER 0 L nC SEn �naurregiog U, eiing Planning Woobille Fod 20110. / SIC4WMll�i14i w n .n,I 1a04,0 DATE: 42.12 DRAWN BY: JAP CHECKED BY: EAS SUBMITTALS REV DATE BENfPtION BY APPROVAL STAMP SITE TI8-6S8 SEA MALL RATS 4TX 16400 SOUTH CENTER PARKWAY TUKWILA, WA 93166 SHEET11TLE STRUCTURAL FRAMING PLAN SHEET NUMBER ROOF REFERENCE PLAN 22X[34"SCALE: 112'41'-0" I 11'All'SCALE: 0'=1'-0" 1 S.2,0 EDGE OF CONCRETE � 110 PL31B"x"' S0. w1(4)11T0 SIMPSON STRONG -TIE SS STRONG BOLT 2 EXPANSION ANCHORS wl2dl4" MIN EMBEDMENT I STAND OFF HSS CENTERED ON PLATE, SEE SECTION FOR SIZE AND ATTACHMENT 7 K 2 PIPE PL117x6"60'4' (LSV) I w1121112"0 U.BOLTS I (E)1l" MIN THICK EXTERIOR CONCRETE PENTHOUSE WALL- � HSS3x3x114 6-6' MAX BNB" MAX I n�{ HSS STAND-OFF PLATE 22"x34'SCALE: 6"=1'-(7' 11"x17"SCALE: 3"=1'0" 6 TOP MOUNT ATTACHMENT 22'x34"SCALE: 3"41'-0" 11"x1T'SCALE 11/2' 10" 5 RELOCATED LADDER (1) SIMPSON STRONG -TIE 516'0 CS STRONGBOLT 2 EXPANSION ANCHORS w13-are" NOMINAL EMBEDMENT EACH LADDER ATTACHMENT LOCATION (6 TOTAL) (E)PENTHOUSE LE;10" MIN THICK EXTERIOR CONCRETE PENTHOUSE WAIL PIPE ti L6x4x31B(LLV), 6' LONG 66gg170 U-BOLTS HSS3x3x114 2,6" Mp1( C-8" MAX iE110" MIN THICK EXTERIOR CONCRETE PENTHOUSE WALL/ I II i a a REVIEWED FOR CODE COMPLIANCE APPROVED SAY 221019 City of Tukwila BUILDING DIVISION ANCILLARY EQUIPMENT, SEE ARCH. ATTACH TO PIPE PER MANUFACTURER'S RECOMMENDATIONS. 7-LE)M THICK CONCRETE PARAPET (E14-112"THICK CONCRETE ROOF TIPENTHOUSE 16.60GhJ ANTENNA, SEEAACHITECTURAL DRAWINGS. ATTACH TO PIPE PER MWNUEACTURER'S RECOMMENDATIONS. PIPE 2-112 STD —(E)10" MIN THICK EXTERIOR CONCRETE PENTHOUSE WALL RECEIVED CiTY OF TUKWILA 1;4'1112019 PERMIT CENTER 0 DATE: 4.2-19 DRAWN BY: JAP CHECKED BY: EAS SUBMITTALS REV DATE GUMPTION BY APPROVAL STAMP SITE T1BSS8 SEA MALL RATS 4TX 16422 SOUTH CENTER PARKWAY TUKWNILA,WA981B8 SHEETNTLE STRUCTURAL DETAILS SHEET NUMBER LADDER ATTACHMENT 22'k34' SCALE:3/4"K 1'-0" 111'171T' SCALE: 31E".1'A" BOTTOM MOUNT ATTACHMENT 22'-x34"SCALE: 3'=1'-0" 11P'617"SCALE:1112'KI'N6' 2 ANTENNA MOUNT DETAIL 22"x34"SCALE 1'=1'-0" 11017"SCALE:112°=1'"6' 1 S.3x0 PROPOSED ANTENNA CONFIGURATION SECTORIANTENNAIPZMUTH QUANTITY TECH TIP HEIGHT ANTENNA SIZE MECH. TILT COAX PER ANIENNA COAX COAX LENGTH 2 110° IDN8501AWSLTE 77.0' 953' 0° HYBRID 110° 7001BSOIPCSLTE 77.0 95.9" 0° HYBRID 50' TASK SUBMITTED ON: 10111118 1 HYBRID 50 NOTE: OTHER CARRIER ANTENNAARRAY(S) NOT SHOWN FOR CLARITY INSTALL IN HYBRID INTEGRATED FIBER AND POWER CABLEIS) TO FEED THE REMOTE RADIO HEADISI, ONE HYBRID CABLE IS ABOUT 1,5"IN DIAMETER AND Mil HAVE ENOUGH FIBER AND POWER CABLE INSIDE TO FEED ALL 13) SECTORS UP TO 16) RRUS UN7IS, 4G ONLY FOR THIS CD DRAWING SET, 5G UNDER SEPARATE SET OF CD'S RELOCATED EXISTING PENTHOUSE LADDER (TO REMAIN) EXISTING BUILDING (T0 REMAIN) PROPOSED VEROON WIRELESS RAYCAP PROPOSED VERIZON WIRELESS DISTRIBUTION OVP BOX 0 TOTAL Q ANTENNAS) RRUS 4449 UNIT (1 TOTAL) PROPOSED VERIZON WIRELESS FLUSH ANTENNA MOUNT I2 TOTAL) PROPOSED VERIZON WIRELESS PROPOSED VERIZON WIRELESS RRUS 8843UNIT (1TOTAL) -,ti _ 4G PANEL ANTENNA (2 TOTAL) ERA�� APpOO REQUIRED RECEIVED CITY OF i UKWILA Nri�V 112019 ERMIT CENTER 0 Ir. Surveying Engineering Pinning uw W1'and]LUMl DATE: 423-19 DRAWN BY: KTL CHECKED BY: RBH SUBMITTALS REV AATE MSCIVIPTIDIV 6?lt9 RaligfIVUOIMMIlou FeketiVETIVEM APPROVAL STAMP SITE 18-658 SEA MAIL RATS 4TX 16400 SOUTH CENTER PARKWAY TUKW LA, WA 98188 SHEETTITLE ANTENNA C0N FIGURATION SHEET NUMBER PROPOSED ANTENNA CONFIGURATION 22'"x34' SCALE: 311"=1'0' 111"07" SCALE:31 .l',E' RF.1.0 15° Ll58 comeJ III BSOMH1 (COMM MALL RATS SECTOR 1 Au 0° DD 7 1410 llr lJ n PCS lTE 113111 6100 N4 pl u 14 R s fa 111111 12'24 HYBRID SECTOR 2 433E I3 u fl 110° pl non uW GrH 1t1314 12'24 HYBRID moo© 190° ISOCDMA RET Note: This site uses Internal Bias• Ts. The RET cable is not needed. The signal will be provided by the combination RFIAISG ports. SECTOR3 BOLT 190° N3« n I fl PCS MEM IA 41 3Xi3A w!u 41S141X1 Ip 1213(3 12`24 HYBRID N1°I 3 1R13141141313[ 18]11lu RECEIVED CITY OF TUKWILA '10111019 SEPARATE pE AIT CENTER PERVIITAND APPROVAL REQUIRED 0 'i telomut .m.mtmpwm 1a.uwn DATE: 42319 DRAWN BY: KTL CHECKED BY RAH SUBMITTALS REV OPE 4ESC9k'31ON BY 441i9 P?4 8IIIAAY409$4RU0304 iIMICONSIAlx4 4 APPROVAL STAMP SITE 18.658 SEA NIAIL RATS 4TX 16490 SOUTH CENTER PARKWAY TUKWIIA, WA 98188 SHEETNTCE ANTENNA CONFIGURATION DIAGRAM SHEET NUMBER ANTENNA CONFIGURATION DIAGRAM 221834"SCALE: N.T.S. 11"4171SCAIE',NT.S. 1 RF.240 — EXISTING PENTHOUS EXISTING OTHER CARRIER ANTENNAS ITYPI \o EXISTING ROOFTOP GROUNDING KEYED NOTES PROVIDE MIN. 61 ANTENNA GROUND BAR, MOUNTED, WITH INSUTATIORS, ON IEI PARAPET WALL. BONO � ANTENNA GROUND LEADS PER VZWGROUNDING E$0 STANDARDS TYPICAL PROVIDE (11 #2/0 GREEN CU. GROUND LEAD, IN'G' SCHEDULE 40 PVC CONDUIT TO BOND LE) MASTER GROUND BAR TO(NI ANTENNA GROUND BAR, ROUTE CONDUIT ON SLEEPERS WITH POWER AND FINDER CONDUITS TYPICAL. PROPOSED VERIZON ANTENNA PER RAN, TYP. EXISTING BUILDING. PROVIDE %6 GREEN CU BOND FROM (N) ANTENNA GROUND BAR TO (NI ANTENNA MOUNTING FRAME. PROVDE $6 GREEN CU, JUMPERS ACROSS ALL JOINTS AND CONNECTIONS TYPICAL. 0 GENERAL GROUNDING NOTES 1. ALL DEALS ARE SHOWN INGENERAL TERMS. ACTUAL INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS. 2, ANY METAL OBJECTS WITHIN 6 FEET OF THE EXTERNAL GROUND RING SHALL BE GROUNDED. 3. ALL GROUND CONNECTIONS SHALL BE CADWELD AND CLEANED THOROUGHLY THEN COVERED WITHTWO 12( COATS OF SHERWIN NALLAMS GALVANTE PINT 63601N3 0R EQUAL, SEE 11E-2.0 FOR TYPICAL CONNECTIONS. 4. ALL WIRES SHALL BE COPPER THHNIHWN. ALL GROUND WIRE SHAH BE GREEN INSULATED WIRE ABOVE GROUND. 3. ALL ELECTRICAL CADWELD AND MECHANICAL CONNECTIONS SHALL HAVE NONOXIDATION COMPOUND APPLIED TO CONNECTION. 4. ALL MATERIALS AND CADWELD MOLDS. SHOTS, ETC. SHALL BE FURNISHED AND INSTALLED BY CONTRACTOR UNLESS OTHERVASE NOTED, S. REFER TO DMSION 16 GENERA. ELECTRIC; GENERAL ELECTRICAL PROVISION AND COMPLY MATH ALL REQUIREMENTS OF GROUNDING STANDARDS. 6, NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. 7, USE PANI SCHEME FOR LOADING GROUNDS ON MGB AS DISCUSSED IN NSTO119,33836. GROUNDING LEGEND 0 10, GROUND BAR GROUND INSPECTION WELL COPPER GROUND ROD COMPRESSION LUG CADWELD CONNECTION SIDE SPLICE CADWELD FIELD VERIFY 8 TIE INTO EXISTING GROUNDING SYSTEM SCHEMA TIC ANTENNA GROUNDING PLAN PROPRIETARY INFORMATION THE INFORMA➢ON CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN 11-91T WHICH RELATES TO VERIZON SERVICES ARE STRICTLY PROHIBITED. SEPARATE PERMITAND Y 111Oi9 APPROVAL IT CENTER REQUIRED RECEIVED .Il CITY OF T UKWILA 0 i LDC Snrveling Engineedag Planning w«einab Van®tm..wi rsiuti,attxnior iCAM DATE: 4-23-19 DRAWN BY; KTL CHECKED BY: RBH SUBMITTALS MI DUNI% 61119 F$11Y 1,41WI001t SINS' FAcrosmxna; APPROVAL STAMP SITE 1B6S8 SEA MALL RATS 4TX 16400 SOUTH CENTER PARKWAY TUK166 A, WA 98188 SHEETT1TLE SCHEMATIC GROUNDING PLAN SHEET NUMBER 22564"SCALE:3141#1'0' 1111x111SCALE:18"=00" 1 E•1,0 _ 0 NEW COAXIAL GROUND KITS WRONG BARREL COMPRESSION DOUBLE LUGS:ATTACH TO GROUND BAN TRACTOBY ANTENNA CONTRACTOR (CADVYELDTYP6GL) NEW4"X24"X114 THK COPPER GROUND ENERAL CONTRACTOR GENERA CONTRACTOR — 0 STRANDED CUWIRE MATH GREEN, 600V, THHNTHIYN INSULATION. SIZE ASSPECIFIED COPPER GROUND BARON TYPICALLY 42"T024" 114140 '- 0 460 WALL, ICE BRIDGE, FLOOR OR OR ON ANTENNA TOWER 111 MAIM I I M�. ANTENNA CABLE 2112' 120'MAX 0 ® 81; p �! 1T/ I0 GROUND ISOLATOR (ttP AT EACH 00000 C000 °O00000 0000000000000 000000000000 0000000 p \ lv — WEATHERPROOFING Y T (SEE NOTE 3) E 3I CABLE CONNECTOR CABLE GROUND KIT N6 AWG STRANDED COPPER GROUND VIIRE(GROUNDING TO GROUND BAR). SEE NOTE 1 AND 2 TWO HOLE LUG, BOLTED TO GROUND BAR USING 319° 16XII4" STAINLESS STEEL HEX HEAD BOLTS AND HARDWARE 'TWO HOLE LUG, TO BE USED SOLID TINNED BARE CU IMRE CU IMRE WITH GREEN, 600V, INSULATION TOANTENNA STRUCTURE, BUILDING RING GROUND OR WINK/MG OR STRANDED THHNITHWN MGB GROUND BAR) 0 26" MGR OR 6' ANTENNA AGB 0 FIELD VERIFY � IP SOLID BARE T INED COPPER WIRE CADW'E1D (TYPE•GLI L1C kali pin�,,••+I lAr"�`namx SinrPmg pgin l^g Planning /1 IS of NOTE: 1. DO NOT INSTALL CABLE GROUND KIT ATABEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR. 2. GROUNDING KIT SHALL BEANDREWSUREGROUNDTYPE KIT WITH TWO HOLE LUG. 3. WEATHERPROOFING SHALL BE TWO-PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. NOTE: GROUND BARS AT BOTTOM OF TOWERSIM000401ES !SHALL USE EXOTHERMIC CONNECTION NOTE: COAT ALL 6IECHANICALCONNECTION W1TH "NOOK" OR APPROVED EQUAL. I� m�I�� �w�l DATE 4.23-19 GROUND BAR 6 GROUND BAR CONNECTION 5 CABLE GROUNDING DETAIL 4 DRAWN aH 22'44"SCALE: 3116"=1'-0' 111'017'SCALE: YB2"=I'-0" I 22"x34"SCALE:1"=1'-0" ( 11"x17SC40E:1I"=1'0" I 22"04"SCALE:2'41-0" I 111x17"SCA1E:1°=1'-0' a RX2 c JUMPER REQUIRED ONLY FOR 1EI9"OCOAX ORFOR EASE OF CONNECTION (TYP) CONNECTOR WEATHERPROOFING KIT (TYP)SEE NOTE 2 ANTENNA CABLE TO EIS EQUIPMENT (TYP ° TO ANTENNAS s TXIIRXI � WEATHERPROOFING i KRIYPI STANDARD GROUND 4 KIT FYI') SEE NOTE. -2.0 AI AR MG COPPER ANTENNA GROUND BAR, WITH INSULATORS. BONDED RECEIVED CITY OF TUK NILa y `A 111/1i9 S fpARA ¢�p�a N PE�IIV �rRI�ITCENTEP v ppp�� ��� ty Vql 1�U REQUIRED SUBMITTALS REV wrE PERRIPTIO11 BY 1 WIS PREISSWICCNPUSIiON 9.n 2 SII1 pkGYS 1 i1M' MI GERED Ec1 /.,�, (y i PoC ••• 9 StAiEOMSWN41g7 iSRa5,E-Se.:9 AFC APPROVAL STAMP DIRECTLY TO STRUCTURE GROUNDING SYSTEM `T00 GROUND RING T`\ SITE 19-658 SEA MALL RATS 4TX 6400SOUTHCENTERPARNWAY TUKWIL, 099199 NOTE: 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND VrlREDOWNTOGROUNDBAR. 2. WEATHERPROOFINGSHALLBE ANDREWS. (TYPE AND PART NUMBER AS SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER) SHEET LE GROUNDING DETAILS SHEET NUMBER ANTENNA GROUNDING BAR 3 NOT USED 2 NOT USED 1 E22 O 122"x34"SCAE:1112"41'0" 111"x17"SCALE: 314"4I'-0" I1 May 17, 2019 Rena Peyton Verizon Wireless 3245 158th Ave SE Bellevue, WA 98008 Re: Structural Design Ancillary Equipment a Ladder Relocation SEA Mall Rats - 4G 16400 South Center Parkway Tukwila, WA 98188 Dear Rena Peyton: Surveying Lpc !I Engineering Planning RECEIVED CITY OF TUKWILA MAY 1 7 2019 PERMIT CENTER At the request of Verizon Wireless, we have performed a structural design for the above - mentioned project to verify compliance with the following building codes: • 2015 International. Building Code (IBC 2015) • 2015 International Existing Building Code (IEBC 2015) • Minimum Design Loads for Buildings and Other Structures (ASCE 7-10) • AISC Steel Manual, 14th Edition (AISC 360-10) • Building Code Requirements for Structural Concrete (ACI 318-14) Please reference the following report which gives full details of our assumptions, provided information, and results. LDC must be notified immediately if site conditions are found to vary from what is indicated in this report as additional analysis and design may be required. Please contact the undersigned with any questions relating to this work. LDC, Inc. Evan Sheesley, PE, SE Structural Engineering Department Manager HQ Office May 17, 2019 FT6IEVVED FOR CODE COMPLIANCE APPROVED MAY 22 2019 City of Tukwila BUILDING DIVISION LDC Project #T18-658 0 0 co m|Place South, Suite 1o1' Ayuorz ^ Kent: `us/ cp 142nd Avenue NE, Woo Engineering ABOVE the Standard Verizon Wireless SEA Mall Rats - 4G Structural Analysis: Ancillary Equipment Et Ladder Relocation Prepared for: Rena Peyton Verizon Wireless 3245 158th Ave SE Bellevue, WA 98008 Prepared by: LDC, Inc. 20210 142nd Ave NE Woodinville, WA 98072 (425) 806-1869 Evan Sheesley, PE, SE May 17, 2019 LDC Project #T18-658 Engineering ABOVE the Standard . Design Assumptions Ultimate Wind Speed, Vu:t 115 mph Exposure Category C Risk Category IV* Topographic Factor, KZt 1.00 Site Class D SDs 0.970 Seismic Design Category D *The risk category of the structure has been identified as risk category II; risk category IV has been used in this structural analysis to maintain the precedent set by the previous telecom structural analysis reports. 2. Loading Configuration This rooftop site consists of one proposed sector and two existing sectors. The proposed sector consists of only 4G antennas and equipment while the existing sectors contain 5G equipment and are located on a separate custom steel frame. Therefore, the existing sectors are not addressed further in this report. The antenna positions are supported by steel pipes flush -mounted to the concrete walls of the penthouse. Structural modifications are not required at this time. The total final loading configuration is as follows: Appurtenance Quantity Size (in x in x in) Weight (lb/each) 98 JMA WIRELESS MX06FRO840-02 panel 2 95.9 x 19.8 x 10.7 RRU 8843 1 18 x 13.2 x 11.3 75 RRU 4449 1 18 x 13.2 x 9.4 70 OVP12 1 29.5 x 16.5 x 12.6 32 May 17, 2019 LDC Project #T18-658 17.10 c c as Engineering • • CLO .T • ci C) V Engineering ABOVE the Standard . Provided Information and Assumptions The following documents were providedfor LDC'suse todetermine the structural adequacy of the existing building. Data Document Author Date Existing Structure Information Original [onstnu�bon Drawings: Parkway ' ProjectNo. N/A RobertBiiisbrough Price F � | A6i�ssuci�t�s ' ' ' 1979 Construction Drawings Project No. N/A KDC4rch1tects N//\ Previous Analysis Structural Analysis Project No. 13'644 LDCInc11/8/2013 ' ' Structural Modifications Project No. 13'044 L0[ Inc11/14/3013 ' ' Structural Analysis ~ Project Mo' 18-805 LDC, Inc./31/I016 ' Structural Analysis `- Project No. 17'659 LD[ Inc. ' 1I/31/2017 Structural Analysis Project No. T18'650 LD[ Inc01/04/2019 ' ' Existing, Reserved, and Proposed Loading Final Construction Drawing Project No. 17'859 LDC,|nc 11/7/2017 RFD5 Project ID No. 1375760 VerizonVY1reiess KrystaiTayior 1O/11/Z018 Several site visits have been performed bvLD[togather site information and take site photos. The following assumptions were made regarding the existing structure based on existing building drawings: ° (E)vaKconcrete strength, f'c=6ksi p (E)rebnrvie{d strength, F.= 60 kd * (E)steeiwhde flange beam yield strength, Fv ~ 50 ksi ° (E)steei MSS yieldstrenuth, Fv~4Gksi * (E)steei pipevield strength, Fv = 35 ksi May 17,J819 LDCProject #Tl8'658 Engineering ABOVE the Standard Engineering • ° � Ln There are a number of other carriers on the existing structure, and their gravity and lateral loading have been taken into account when and where it is applicable and additive to the structural load effects produced by the proposed loading specifically addressed in this report. The following assumed equipment (owned and operated by other carriers) has been taken into account for the purposes of this analysis in conjunction with the proposed loading noted previously: • (9)50 lbs panel antennas • (14)60 lbs radios • (3)32 lbs surge suppression units The building is assumed to be free of damage, corrosion, and deterioration. If conditions are other than as indicated in this letter or the construction drawings, please contact LDC immediately as new design and detailing may be required. 4. Conclusions The design is acceptable and meets the minimum required design criteria. Engineering ° t; 4 (.. May 17, 2019 LDC Project #T18-658 C .4 Engineering ABOVE the Standard Table of Contents Design Criteria Et Assumptions 1 - 2 Rooftop Elevation View Seismic Calculations 4 - 8 Structural Design (LDC Phase 29) 9 - 33 May 17, 2019 LDC Project #T18-658 Engineering ABOVE the Standard 11/12/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Coordinates: 47.4553, -122.2619 Timestamp: 2018-11-12T18:46:20.633Z Hazard Type: Wind Map Results Text Results ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III Risk Category IV ASCE 7-10 MR110-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Wenitchee Soal Ephr1 Quigloy ;‘. f George 67 mph 74 mph 78 mph 83 mph 92 mph 98 mph 105 mph 109 mph 72 mph 79 mph 85 mph 91 mph 1 00 mph 110 mph 1Risk Cate_gory 05/17/2019 Page 1 of 33 115 mphl LDC Project #T18-658 https://hazards.atcouncil.org/#/wind?lat=47.4553&Ing=-122.2619 1/2 Design Maps Summary Report Page 1 of 2 :EEGs Design Maps Summary Report User -Specified Input Report Title SEA Mall Rats Mon November 12, 2018 18:44:06 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45526°N, 122.26188°W Site Soil Classification Site Class D - "Stiff Soil" Vashort Risk Category IV (e.g. essential facilities) 4.,,1117 POKING g0)NTI. SeATTIE TACOMA NIL AIRPORT Des Moines, USGS-Provided Output Ss = 1.455 g S, = 0,542 g Sms = 1.455 g SMI= 0.814 g ?,* 'Kent SDS = 0.970 g SD, = 0.542 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 035 040 0.45 030 0.15 MCER Response Spectrum LW 11:0 0.90 OM 0 o.so om om 0. 0.10 om Design Response Spectrum OM OM OW OM 1M I.3 140 1W im zoo om om om wo ID) 1.23 14O 111) 1M Period, T (see) For PGA,,, TL, CRs, and C. values, please view the detailed report. Period, T (sec) 2D3 05/17/2019 Page 2 of 33 LDC Project #T18-658 https://prod02-earthquake.cr.usgs.govklesignmaps/us/summary.php?template=minimal&l... 11 /12/2018 LDC Project #T18 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE SEA Mall Rats -4G Tukwila, WA T18-658 JAP 11/12/2018 STRUCTURAL CALCULATIONS FOR SEA Mall Rats -4G Tukwila, WA LDC USER NOTES: lUser entries May be modified by user if necessary Warning messages Used for design Note: All loads calculated in this spreadsheet are intended to be used in the appropriate load combinations in the code selected within this spreadsheet. 05/17/2019 Page 4 of 33 LDC Project #T18-658 JOB TITLE JOB LOCATION LDC JOB NO CALCULATED BY DATE Code: SEA Mall Rats -4G Tukwila, WA T18-658 JAP 11/12/2018 [ASCE 7-10 Risk/Occupancy Category: Building Geometry: Roof Angle (0) Building Length (L) Least Building Width (B) Mean Roof Height (h) Parapet Height Wind, lw Snow, Is Seismic, le / 12 31 19 73 0 ft ft ft ft 1.00 1.00 1.00 0 deg LDC 05/17/2019 Page 5 of 33 LDC Project #T18-658 JOB TITLE SEA Mall Rats -4G JOB LOCATION Tukwila, WA LDC JOB NO T18-658 CALCULATED BY JAP DATE 11/14/2018 Wind Loads Importance Factor: Basic Wind Speed, V Exposure Category Enclosure Classification Internal Pressure, Gcpi Type of Roof Topographic Factor (Kzt) Topography Hill Height, H Half Hill Length, Lh Height above ground, z Actual H/Lh Crest Distance, x x/Lh z/Lh upwind/downwind? Gust Effect Factor, G LDC Wind Speed Look -up 1.00 http://windspeed.atcouncil.org/ mph 115 Enclosed Building 0.18 Monoslope Fla 500 ft 2000 ft 500 ft 0.25 ft 0.00 0.25 0 upwind 0.85 K1 #N/A K2 #N/A K3 #N/A 05/17/2019 Page 6 of 33 LDC Project #T18-658 JOB TITLE SEA Mall Rats -4G JOB LOCATION Tukwila, WA LDC JOB NO T18-658 CALCULATED BY JAP DATE 11/14/2018 Equipment Wind Loading Kh G N/A 0.85 LDC Appurtenance Name shape Kd height (ft) width (ft) depth (ft) h/D Elevation of centroid (ft) PH Equip (Seismic) WirelessJMA MX06... 0.9 0.9 0.9 0.9 7.991667 0.891667 8.96 1.59 1.91 2,34 Square 1.65 73 RRU 8843 1 Square 1.5 175-1 1.1 0.941667 75 RRU 4449 Square 1.1 0.783333 75 OVP12 Square 2.458333 1.375 1.05 74 + , ___, Total User Note: 16psf minimum pressure for ASCE 7-10, lOpsf minimum pressure for ASCE 7- 05 Pmin = 16 psf 05/17/2019 Page 7 of 33 LDC Project #T18-658 JOB TITLE SEA Mali Rats -4G JOB LOCATION Tukwila, WA LDC JOB NO T18-658 CALCULATED BY JAP DATE 11/14/2018 Equipment Wind Loading (cont.' LDC K, qh or q, (psf) slab/rooftop GCrh GC,,, Mfg, Fh (Ib) Fs (Ib) F„ (Ib) 1.18 1.19 1.19 1.19 36.09 36.30 36.30 36.20 N/A N/A N/A N/A N/A N/A N/A N/A 1.47 1.31 1,32 1.32 rooftop 592.8 320.4 66.1 rooftop 66.7 57.1 41.9 _ rooftop 67.0 47.7 35.0 rooftop 137.5 105.0 58.7 864.0 530.1 201.7 05/17/2019 Page 8 of 33 LDC Project #T18-658 Project 604 1-141--l- (2-A-73 LDC #: T1 '5 Date. )1-1 19 Engineer: NI A Poscc o N - AN46-1-) CbNF-16-). V$i) - ex6 U0A-1)Isokn 05/17/2019 Page. 1-0 ANA C46-1 ?eliitVe%ti154-ihe Standard www.LDCcorp.com . LDC Surveying Engineering Nanning S2,1 - 0 1›c'i (w) (D) LDC Project #T18-658 Steel Beam Description : pipe -face jma- CODE REFERENCES X0 Licenseekt 1;Inc. Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D(-0.14)1W(-0.2) VV(-0.2) Fy : Steel Yield E: Modulus : 35.0 ksi 29,000.0 ksi 1)(0.14) -0.2) F Pipe2-1/2STD Span = 6.0 ft Pipo2-1/2STD Span = 3.0 ft Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = -0.140, W = -0.20 k @ 2.0 ft, (Ant -hi) Point Load : W = -0.20 k @ 4.0 ft, (ant -mid) • Load(s) for Span Number 2 Point Load: D =0.140, W = -0.20 k @ 1.0 ft, (Ant-lo) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calcula(ions. FAL& l'C)6-- I t•3-17 0-A-4--[ r.3 • (0 "To 4-517c) 6ss cp. 6-11-rt -co < o , L..)ps za-- • ._. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.535: 1 Pipe2-1/2STD 1.280 k-ft 2.393 k-ft +D+0.60W+H 6.000ft Span #1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.015 in Ratio = -0.398 in Ratio = 0.031 in Ratio = -0.771 in Ratio = 2,420 >=120. 361 >=120. 1'158 >=120. 187 >=120. Desi.n OK 0.043 :1 Pipe2-1!2STD 0.4333 k 10.123 k +0+0.60W+H 1.008 ft Span # 2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mmax + Mmax - Ma Max Mnx MnxJ0mega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +0+H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +044..+H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +D+Lr+H Dsgn. L = 6.00 ft 1 Dsgn. L 3.00 ft 2 +D+S+H Dsgn. L = 6.00 ft 1 Osgn. L = 100 ft 2 +D+0.750Lr+0.750L+H Dsgn. C6/611112019 Dsgn. L= 3.00 ft 2 +D+0.750L+0.750S+H 0.234 0,014 0.234 0.023 0.234 0.014 0.234 0.023 0.234 0.014 0.234 0.023 0.234 0.014 0.234 0.023 0.234 0.014 0.234 0.023 0,56 0.56 4.00 2.39 1.00 1.00 0.56 0.56 4.00 2.39 1.46 1.00 0,56 0.56 0.56 0.56 0.56 4.00 0.56 4.00 0.56 4.00 0.56 4.00 0.56 0.56 0.56 0.56 a.5fPage 10 of 3a56 0.56 0.56 4.00 4.00 2.39 1.00 1.00 2.39 1.46 1.00 2.39 1.00 1,00 2.39 1.46 1.00 2.39 1.00 1.00 2.39 1.46 1.00 0.14 16.91 10.12 0.23 16.91 10.12 0.14 16.91 10.12 0.23 16.91 10,12 0.14 16.91 10.12 0.23 16.91 10,12 0.14 16.91 10.12 0.23 16.91 10.12 4.00 2.39LEaRrtoject #118-656 10.12 4.00 2.39 1.46 1.00 0.23 16.91 10.12 Steel Beam Description : pipe -lace jma- Load Combination Segment Length Span # 0 Max Stress Ratios M V Summary of Moment Values Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +D+0.60W+H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +D+0.70E+H Osgn.L = 6,00 ft 1 Dsgn. L = 3.00 ft 2 +040.750Lr+0.750L+0.450W+H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +D+0.750L+0.750S+0.450W+H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +0.60D+0.60W+0.60H Dsgn. L = 6.00 ft 1 Dsgn. L = 3.00 ft 2 +0.60D+0.70E+0.60H Dsgra = 6.00 ft 1 Dsgn. L = 3.00 ft 2 0.234 0.014 0,56 0.234 0.023 0.56 0.535 0.041 1.28 0.535 0.043 1.28 0.234 0.014 0,56 0.234 0.023 0,56 0,460 0.033 1.10 0.460 0.038 1,10 0,460 0.033 1.10 0.460 0.038 1.10 0.234 0.014 0.56 0.234 0.023 0.56 0.441 0.037 1.06 0.441 0.037 1.06 0.140 0.008 0.34 0.140 0.014 0.34 Overall Maximum Deflections Load Combination Span 0.56 4.00 2.39 1.00 1.00 0.56 4.00 2,39 1.46 1.00 1.28 4.00 2.39 1.00 1.00 1.28 4.00 2.39 1.65 1.00 0.56 4.00 2.39 1.00 1.00 0.56 4.00 2.39 1.46 1.00 1.10 4.00 2.39 1,00 1.00 1.10 4.00 2.39 1.62 1.00 1,10 4.00 2.39 1.00 1.00 1.10 4.00 2,39 1.62 1,00 0.56 4,00 0.56 4.00 2.39 1.00 1.00 2.39 1.46 1.00 1.06 4.00 2.39 1.00 1.00 1,06 4.00 2.39 1.70 1.00 0.34 4.00 0.34 4.00 Max, Defl Location in Span Load Combination 2.39 1.00 1.00 2,39 1.46 1.00 0.14 16.91 10.12 0.23 16.91 10.12 0.41 16.91 10.12 0.43 16.91 10.12 0.14 16.91 10.12 0.23 16.91 10.12 0.33 16.91 10.12 0.38 16.91 10.12 0.33 16.91 10.12 0.38 16,91 10.12 0.14 16.91 10.12 0.23 16.91 10.12 0.38 16.91 10.12 0.38 16.91 10.12 0,08 16.91 10.12 0.14 16.91 10.12 Max. Deb Location in Span 40.0.60w+ii Vertical Reactions 1 2 0.0000 0.000 +D+0.60W+H 0.0311 1.272 Support notation Far left is #1 -0.7710 0,0000 Values In KIPS 0.000 0.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+1-1 +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr40.750L+0.450W+1-1 +D+0.750L+0.750S+0A50W'41 +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 40.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only -0.933 0.433 -0.140 0.140 -0.233 0.233 -0.233 0.233 -0.233 0.233 -0,233 0.233 -0.233 0.233 -0.233 0.233 -0.793 0.433 4-- 61-10•..-17--1.(.-..-1 LJ -0.233 0.233 -0.653 0.383 -0.653 0.383 -0.233 0.233 -0.700 0,340 -0.140 0.140 -0.233 0.233 -0.933 0.333 IPuT 05/17/2019 Page 11 of 33 LDC Project #T18-658 9700 icensee.: L • ; Inc Description : P CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 35.0 ksi 29,000.0 ksi W(0,074/(0107) W(q.lagr(0.107) W(o.o1gr(1o7) Pipe2-1/2STD Span =6.0ft Pipe2-1 /2STD Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT intemally calculated and added Loads on all spans... Partial Length Uniform Load : W = 0.0120 k/ft, Extent = 4.0 —>> 9.0 ft Load(s) for Span Number 1 Point Load : W = 0.1070 k @ 2.0 ft, (antenna - hi) Point Load : W = 0.1070 k @ 4.0 ft, (antenna - mid) Point Load : W = 0.070 k @ 1.50 ft, (Radio) Moment : D = 0.0420 k-ft, Loc = 1.50 ft in span, (Radio) Point Load : W = 0.140 k @ 3.50 ft, (OVP) Moment : D = 0.0180 k-ft, Loc = 3.50 ft in span, (OVP) Loads) for Span Number 2 Point Load : W = 0.1070 k @ 1.0 ft, (antenna - lo) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.319 : 1 Maximum Shear Stress Ratio = Section used for this span Pipe2-1/2STD Section used for this span Ma : Applied 0.763 k-ft Va : Applied Mn / Omega : Allowable 2.393 k-ft Vn/Omega : Allowable Load Combination +0.60D+0.60W+0.60H Load Combination Location of maximum on span 6.000ft Location of maximum an span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.450 in Ratio = 320>=120. Max Upward Transient Deflection -0.018 in Ratio = 2,049 >=120, Max Downward Total Deflection 0.418 in Ratio = 344 >=120. Max Upward Total Deflection -0.017 in Ratio = 2156 >=120. Desi . r) OK 0.030 : 1 Pipe2-1 /2STD 0.3078 k 10.123 k +0.600+0.60W+0.60H 6.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios SummaDf of Moment Values � $ry� ear Values Seg1 tUr tti2019span# M V Mmax.ag�lm OfMi4ax Mnx Mnx/0mec,�e PkfdjeCt/anx/Omega +D+H Lic. # :,KW-06009700. a ., ' ; r1; . ,. + t stt. '_ � ' 4a ' :': Licensee': LDC .tnc''. Description : pipe -side jma-MXO Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 Dsgn, L = 3.00 ft 2 0.025 0.002 0.06 +D+L+H 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L = 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 +D+Lr+H Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L = 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 +D+S+H Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L= 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1,00 0.02 16.91 10.12 +D+0.750Lr+0.750L+H Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L = 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 +O+0.750L+0.750S+H Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L = 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 +D+0.60W+H Dsgn. L = 6.00 ft 1 0.309 0.030 0.04 . -0.74 0.74 4.00 2.39 1.00 1.00 0.30 16.91 10.12 Dsgn. L = 3.00 ft 2 0.309 0.030 -0.74 0.74 4.00 2.39 1.77 1.00 0.30 16.91 10.12 +D+0.70E+H Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L = 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 +D+0.750Lr+0.750L+0.450W+H Dsgn. L= 6.00 ft 1 0,225 0.022 0.04 -0.54 0.54 4.00 2.39 1.00 1.00 0.22 16.91 10.12 Dsgn. L = 3.00 ft 2 0.225 0.022 -0.54 0.54 4.00 2.39 1.78 1.00 0.22 16.91 10.12 +D+0.750L+0.750S+0.450W+H Dsgn. L = 6.00 ft 1 0.225 0.022 0.04 -0.54 0.54 4.00 2.39 1.00 1.00 0.22 16.91 10.12 Dsgn. L = 3.00 ft 2 0.225 0.022 -0.54 0.54 4.00 2.39 1.78 1.00 0.22 16.91 10.12 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 6.00 ft 1 0.025 0.002 0.06 0.06 4.00 2.39 1.00 1.00 0.02 16.91 10.12 Dsgn. L = 3.00 ft 2 0.025 0.002 0.06 0.06 4.00 2.39 1.66 1.00 0.02 16.91 10.12 +0.60D+0.60W+0.60H Dsgn. L = 6.00 ft 1 0.319 0.030 0.02 -0.76 0.76 4.00 2.39 1.00 1.00 0.31 16.91 10.12 Dsgn. L = 3.00 ft 2 0,319 0.030 -0.76 0.76 4.00 2.39 1.77 1.00 0.31 16.91 10.12 +0.60D+0.70E+0.60H Dsgn. L = 6.00 ft 1 0.015 0.001 0.04 0.04 4.00 2.39 1.00 1.00 0.01 16.91 10.12 Dsgn. L = 3.00 ft 2 0.015 0.001 0.04 0.04 4.00 2.39 1.66 1.00 0.01 16.91 10.12 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. '+' Defl Location in Span +0.60W Vertical Reactions Load Combination 1 0.4499 0.000 0.0000 0.000 2 0.0000 0.000 +0.60W -0.0176 1.260 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Overall MAXimum 0.981 -0.390 OverallMlNimum -0.012 0.012 +O+H -0.020 0.020 +D+L+H -0.020 0.020 +o+Lr+H -0.020 0.020 +D+S+H -0.020 0.020 +O+0.750Lr+0,750L+H -0.020 0.020 +O+0.750L+0.750S+H -0.020 0.020 ---1+O+0.60W+H 0.569 -0.214--=(1....›J`�C �xNS CC2 +D+0.70E+H -0.020 0.020 +D+0.750Lr+0.750L+0.450W+H 0.421 -0.156 +O+0.750L+0.750S+0.450W+H 0.421 -0.156 +O+0.750L+0.750S+0.5250E+H -0.020 0.020 +0.60D+0.60W+O.60H 0.577 -0.222 +0.60D+0.70E+0.60H -0.012 0.012 D Only -0.020 0.020 Lr Only L Only SOnl9 0.981 O J(T K Wtom\ won95/17/2019 e 1 �� o '#T18 658 E Only \NPl3 - 0 \--- k1c) CAI r Project. 'e LDC #: 1-19)-C°.5 Date: Li ) I 1cl Tb? sup 0,1/4.1 --4°1 v• e„ = 0 • 5-t9P1 9 .0. 15 4- T = • c. = 0 • 2 L-1 - .'•• \/.._ • t c..) Engineer: bS • (0.1 Vo.t- O.'-ijr< -0 o j O Page: of vc, vv-y_ri, LDC I F(2.-E.-6; e‘)Licoyo-i- Surveying Engineering Planning >> 05/17/2019 Pfsgtic 4 41151v 3 3h e Standard www.LDCcorp.com LDC Project #T18-658 Threaded Accessories B3188 - Standard U-Bolt with 4 Hex Nuts cont. Part No. C Tangent D E Approx. WI./100 (mm) in. Imm) in. (mm) 16s. (kg) B31 -1/z B3188-3/4 B3188-1 B3188-11/4 83188-11/2 B3188.2 B3188-21/2 B3188-3 B3188-3112 B3188-4 B3188-5 B3188-6 B3188-8 B3188-10 B3188-12 B3188-14 B3188-16 B3188-18 B3188-20 B3188-24 B3188-30 13/16' 13/8' 15/8' 23/32" 23/6' 213/16- 37h6' 41/16" 49/16' 51/16' 65/32' 73/s' 93/8 133/4 15' 17" 191/8" 211/8' 251/6" 311/8' (30.2) (34.91 (41.3) (53.2) (60.3) (71.4) (87.3) (103.2) (115.9) (128.6) (155.3) (187.3) (238.1) (295.3) (349.2) (381.0) (431.8) (485.8) (536.6) (638.2) 1790.6) 23/4 (69.8) 23/4" (69.8) 23/4' (69.8) 27/8' (73.0) 3' (76.2) 31/4 (82.5) 33/4' (95.2) 4" (101.61 41/4" (107.9) 41/2" (114.3) 5" (127.0) 61/8" (155.6) 71/a' (181.0) 83/8" (212.7) 95/8' (244.5) 101/4" (260.3) 111/4" (285.7) 125/8" (320.7) 135/8(346.1) 155/6" (396.9) 185/8' (473.11 25/i 27/32' 23/32 21/32' 21/16' 21/16" 25/16" 21/4" 21/4' 21/4" 27/32' 213/16- 213/16' 3' 31/4' 31/4" 31/a" 35/6' 35/8" 158.7) (56.3) (53.21 (51.6) (52.4) (52.4) (58.7) (57.1) (57.1) (57.1) (56.3) (71.4) (71.4) (762) (825) (825) (82.5) (921) (92.1) (92.1) 35/8" (92.1) 10 14.5) 11 (5.0) 11 (5.0► 28 (12.7) 29 (13.1) 31 (14.0) 72 (32.6) 79 (35.8) 84 (38.1) 94 (42.6) 104 (47.2) 203 (92.1) 241 (1093) 412 (186.9) 661 (299.8) 707 (320.7) 782 (354.7) 1344 (609.6) 1458 (661.3) 1687 (7652) 2030 (920.8) Design Load 1 650°F(343°C) 750°F1399-0) Part No. lbs. (kN) Lbs. Ik 83188-1/2 580.. {258) 454 (2.02 B3188-3/4 580 (2.58) 454 (2.02) B3188-1 580 (258) 454 (2.02) B3188-11/4 1460 (6.49) 1144 (5.09) 83188.11/2 1460 (6.49) 1144 (5.091 63188-2 1460 (6.49) 1144 (5.09) 83188-21/2 2700 (12.01) 2114 (9.40) 83188.3 2700 (12.01) 2114 (9.40) B3188-31/2 2700 (1201) 2114 (9.40) 83188-4 2700 (12.01) 2114 (9.40) 83188-5 2700 (12.01) 2114 (9.40) B3188-6 4320 (1921) 3382 115.04) 83188-8 4320 (1921) 3382 (15.04) 83188.10 6460 (28.73) 5060 12150) 83188-12 9960 (44.30) 7016 (3121) 83188-14 9960 (44.30) 7016 (31.21) 83188-16 9960 (44.30) 7016 (3121) B3188-18 11800 (52.48) 9240 (41.10) 83188-20 11800 (5248) 9240 (41.10) 83188-24 11800 (52.48) 9240 (41.10) 83188-30 11800 (5248) 9240 (41.10) Design Load 2 Design Load 3 650°F(343-C) 650°F(343°C) Lbs. (kN) Lbs. (kN) 145 (0.64) 180 (0 145 (0.64) 300 (1.33) 145 (0.64) 480 (2.13) 365 (1.62) 600 (267) 365 (1.62► 600 { 365 (1.62) 720 (3.201 675 (3.00) 720 (3.20) 675 (3.00) 900 (4.00) 675 (3.00) 900 (4.00) 675 (3.00) 900 (4.00) 675 (3.00) 1080 (4.80) 1080 (4.80) 1080 (4.80) 1080 (4.80) 1615 (7.18) -- -- 2490 (11.07) -- -- 2490 (11.07) -- 2490 (11.071 -- 267) All dimensions in charts and on drawings are in inches. Dimensions shown in parentheses are in millimeters unless otherwise specified. B05 -Line series Pipe_Bangers & Supports Page $ of 33 LDC Project #T18-658 Eaton Project • LDC #: TI Date. LI I?) 1 Engineer: \AJA Pageof L pc IsE Surveying i n g Planning irtou 3C'.) 119s . TA 01'5 6.4) 05/17/2019 Pswc3§,ERmlite Standard www.LDCcorp.com LDC Project #T18-658 Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750U+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Steel Column "ption HS Code References d Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS3x3x1/4 Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Allowable Strength 36.0 ksi 29,000.0 ksi Overall Column Height 1.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 1.0 ft, K = 2,1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 1.0 K = 2.1 Applied Loads Column self weight included : 8.810 Ibs Dead Load Factor AXIAL LOADS Support 2 (R2X): Axial Load at 1.0 ft, D = -0.2330, W = -0.9330 k BENDING LOADS... Support 2 (R2Y): Lat, Point Load at 1.0 ft creating My-y, D = 0.020, W = 0.9810 k Gravity Loads: Lat. Point Load at 1.0 ft creating Mx-x, D = 0.1150 k DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... •Pa : Axial Pn / Omega :Allowable Ma-x Applied Mn-x 1 Omega :Allowable Ma-y : Apphed Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of matabove base At maximum location values are ... Va : Applied Vn / Omega :Allowable Load Combination Results 0.1701 :1 +D+0.60W+H 0.0 ft -0.7840 k 51.191 k -0.1150 k-ft 4.455 k-ft -0.6086 k-ft 4.455 k-ft 0.04388 : 1 +D+0.60W+H 0.0 ft 0.6086 k 13.869 k Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.000753 in at for load combination : +D+H Along X-X 0.006419 in at for load combination :W Only 0.0 k 0.9810 k 0.0 k 0.1150k 1.0ft above base 1.0ft above base Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.032 PASS 0.032 PASS 0.032 PASS 0.032 PASS 0.032 PASS 0.032 PASS 0.170 PASS 0.032 PASS 0.136 PASS 0.136 PASS 0.032 PASS 0.157 PASS 0.019 PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Cbx Cby KxLxfRx KyLy/Ry 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 22.70 Maximum Shear Ratios Stress Ratio Status Location 0.008 PASS 0.008 PASS 0.008 PASS 0.008 PASS 0.008 PASS 0.008 PASS 0.044 PASS 0.008 PASS 0.033 PASS 0.033 PASS 0.008 PASS 0.043 PASS 0.005 PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 05/17/2019 Page 17 of 33 LDC Project #T18-658 Steel Column # :'KW-06009700lik/A; Description: H Maximum Reactions stand-o Load Combination +D+H +0+L+H +D+Lr+H +D+S+H +D40.750Lr+0.750L+H +D+0,750L+0.750S+H 4D+0.60W+H +0+0.70E+H +D+0,750Lr+0.750L+0.450W+H 40+0.750L+0.750S+0.450W4 +0+0.750L+0.750S+0.5250E+H +0.60D460W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Extreme Reactions Note: Only non -zero reactions are listed, Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top -0.224 -0.020 0.115 -0.115 -0,020 -0.224 -0.020 0.115 -0.115 -0.020 -0.224 -0.020 0.115 -0.115 -0.020 -0.224 -0.020 0.115 -0.115 -0.020 -0.224 -0.020 0.115 -0.115 -0.020 -0,224 -0.020 0.115 -0.115 -0.020 -0.784 -0.609 0.115 -0.115 -0.609 -0.224 -0.020 0.115 -0.115 -0.020 -0.644 -0.461 0,115 -0.115 -0.461 -0.644 -0.461 0.115 -0.115 -0.461 -0,224 -0.020 0.115 -0.115 -0.020 -0.694 -0.601 0.069 -0.069 -0.601 -0.135 -0.012 0.069 -0.069 -0.012 -0.224 -0.020 0.115 -0.115 -0.020 -0.933 -0.981 C C.A1- A W.-1-1 CZ., LAN( 4,981 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum ' Minimum -0.933 -0.981 -0.981 Reaction, X-X Axis Base Maximum * Minimum -0.933 -0.981 -0.981 Reaction, Y-Y Axis Base Maximum -0.224 -0.020 0.115 -0.115 -0.020 " Minimum Reaction, X-X Axis Top Maximum -0.224 -0.020 0.115 -0.115 -0.020 • Minimum -0.224 -0.020 0.115 -0.115 -0.020 Reaction, Y-Y Axis Top Maximum -0.224 -0.020 0.115 -0.115 -0.020 * Minimum -0.933 -0.981 -0.981 Moment, X-X Axis Base Maximum ' Minimum -0,224 -0.115 0.115 -0.115 -0.020 Moment, Y-Y Axis Base Maximum " Minimum -0.933 -0.981 -0.981 Moment, X-X Axis Top Maximum -0.224 -0.020 0.115 -0.115 -0,020 ' Minimum -0,224 -0.020 0,115 -0.115 -0.020 Moment, Y-Y Axis Top Maximum -0.224 -0.020 0.115 -0.115 -0.020 • Minimum -0.224 -0.020 0.115 -0.115 -0.020 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0001 in 1.000 ft 0.001 in 1.000 ft +D+L+H 0.0001 in 1.000 ft 0.001 in 1,000 ft +0+Lr+H 0.0001 in 1.000 ft 0.001 in 1.000 ft 4D+S+H 0.0001 in 1.000 ft 0.001 in 1.000 ft +0+0.750Lr+0.750L+H 0.0001 in 1.000 ft 0,001 in 1.000 ft +0+0.750L+0.750S+H 0.0001 in 1,000 ft 0,001 in 1.000 ft +D+0.60W+H 0.0040 In 1.000 ft 0.001 in 1.000 ft +0+0.70E+H 0.0001 in 1.000 ft 0.001 in 1.000 ft 40+0.750Lr+0.750L+0.450W+H 0.0030 in 1.000 ft 0.001 in 1,000 ft +0+0.750L+0.750S+0.450W+H 0.0030 in 1.000 ft 0.001 in 1,000 ft +0+0.750L+0.750S+0.5250E+H 0.0001 in 1.000 ft 0.001 In 1.000 ft +0.60D+0.60W+0.60H 0.0039 in 1.000 ft 0.000 in 1,000 ft +0.60D+0.70E+0.60H 0.0001 in 1.000 ft 0.000 in 1.000 ft D Only 0.0001 in 1.000 ft 0.001 in 1.000 ft 05/17/2019 Page 18 of 33 LDC Project #T18-658 Steel Column i'4ticensLDO;1461. Description HSS stand-off Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.0000 in 0.0000 in 0.0064 in 0.0000 in 0.0000 in Steel Section Properties : HSS3x3x114 0.000 ft 0.000 ft 0.000 ft 1.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Depth = 3.000 in I xx = 3.02 in^4 J = 5.080 inA4 Design Thick = 0.233 in S xx = 2.01 inA3 Width = 3.000 in R xx = 1.110 in Wall Thick 0,250 in Zx = 2.480 in"3 Area = 2.440 inA2 I yy = 3.020 inA4 C = 3.520 inA3 Weight = 8.810 Of S yy = 2.010 inA3 R yy 1.110 in Ycg Sketches 0.000 in +y +X t2t -1.1110, 05/17/2019 Page 19 of 33 LDC Project #T18-658 Project MAUL- C2-A-T LDC#: -9-5P) Date: LI I BO cl (L\LS-O) ovi e- 4,1 Engineer: Page. of LDC 0.612b. D Pao 106. A T OS 3 te Surveying Engineering Planning 05/17/2019 Psugagolvilhe Standard www.LDCcorp.com LDC Project #T18-658 SIMPSON trong a Anchor Designer Software Version 2.6.6794.0 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: Company: LDC Date: 4/3/2019 Engineer: JAP Page: 1/6 Project: SEA Mall Rats Address: 20210 142nd Ave NE Woodinville, WA 98072 Phone: 425.806.1869 E-mail: jpowell@Idccorp.com g. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 2.750 Effective Embedment depth, he (inch): 2.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 4.50 cac (inch): 6.50 Cmin (inch): 4.00 Smm (inch): 4.00 Project description: Antenna Support Pipe mount Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, f. (psi): 3000 LIJ.,v: 1.0 Reinforcement condition: B tension, B shear Supplernental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate --- Length x Width x Thickness (inch): 9.00 x 9.0 x 0.35 Yield stress: 36000 psi Profile type/sIze: HSS3X3X1/4 Recommended Anchor Anchor Name: Strong-Bolt0 2 - 1/20 CS Strong -Bolt 2, hnom:2.75" (70mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 21 of 33 LDC Project #T18-658 SIMPSON e Anchor DesignerTM Software Version 2.6.6794.0 Company: LDC Date: 4/3/2019 Engineer. JAP Page: 2/6 Project: SEA Mall Rats Address: 20210 142nd Ave NE Woodinville, WA 98072 Phone: 425.806.1869 E-mail: jpowell@ldccorp.com Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R) Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Service level loads: 0 W L Lr/S/R Strength level loads Na [Ib]: 224 933 0 0 1202 VAx [lb]: 0 1001 0 0 1001 Vay [Ib]: 115 0 0 0 138 Mx [ft-lb]: 115 0 0 0 138 My [ft-Ib]: 0 1001 0 0 1001 Mz [ft-lb]: 0 0 0 0 0 <Figure 1> z 1202 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 22 of 33 LDC Project #T18-658 SIMPSON S •ng Anchor Designer Software Version 2.6.6794.0 Company: LDC Date: 4/3/2019 Engineer: JAP Page: 3/6 Project: SEA Mall Rats Address: 20210 142nd Ave NE Woodinville, WA 98072 Phone: 425.806.1869 E-mail: jpowell@Idccorp.com <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 vinvw.strongtie.c.orn 05/17/2019 Page 23 of 33 LDC Project #T18-658 SIMPSON Anchor DesignerTM Software Version 2.6.6794.0 Company: LDC Date: 413/2019 Engineer: JAP Page: 4/6 Project: SEA Mall Rats Address: 20210 142nd Ave NE Woodinville, WA 98072 Phone: 425.806.1869 E-mail: jpowell@Idccorp.com 3. Resulting Anchor Forces Anchor Tension load, Nu. (lb) Shear load x, V.,. (Ib) Shear load y, Vv.y (lb) Shear load combined, NI(Vv.)7+(Vuay)z (Ib) 1 1141.2 250.3 2 1230.7 250.3 3 101.5 250.3 4 12.1 250.3 34.5 34.5 34.5 34.5 252.6 252.6 252.6 252.6 Sum 2485.4 1001.0 138.0 1010.5 Maximum concrete compression strain (%°): 0.07 Maximum concrete compression stress (psi): 300 Resultant tension force (Ib): 2485 Resultant compression force (Ib): 1283 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 2.73 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.22 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Ns: (Ib) � ON. (Ib) 12100 0.75 9 075 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = k2iVreha1.5 (Eq. 17.4.2.2a) kc .t. rc (psi) her (In) Nb (Ib) <Figure 3> 01 02 Y X 04 03 17.0 1.00 3000 2.250 3143 95Nctv 96 (Ark / / into) Tech, Werr,NKN Vicp,riNe (Sec. 17.3.1 & Eq. 17.4.2.1b) ANY (in2) AN= (in2) ckfith, (in) Woc,N Ted,N Vic,N Tcp,N Ni (lb) 0 0Nas, (Ib) 162.56 45.56 4.00 0.520 1.000 1.00 1.000 3143 0.65 3789 6 Pullout Strength of Anchor in Tension (Sec. 17.4.31 0Npa = 0Svcp).,Np(f./2,500r (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Vic,P A. a Np (Ib) Pc0Npo (Ib) (psi) n 0 1.0 1.00 2870 3000 0.50 0.65 2044 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94598 Phone: 925.560.9000 Fax: 925.847.3871 www.aronglie.com 05/17/2019 Page 24 of 33 LDC Project #T18-658 SIMPSON Anchor DesignerTM Software Version 2.6.6794.0 Company: LDC Date: 4/3/2019 Engineer, JAP Page: 5/6 Project: SEA Mall Rats Address: 20210 142nd Ave NE Woodinville, WA 98072 Phone: 425.806.1869 E-mail: jpowell@Idccorp.com 8. Steel Strength of Anchor in Shear (Sec. 17.5.1} Vsa (Ib) Op,our 09n0c10Vi. (Ib) 7235 1.0 0.65 4703 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.21 Shear perpendicular to edge in y-direction: Vey = minI7(le/d.)v2Jd..i,.Ifcce11.5; 9.4'Ifcc.1'5J (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I. (in) d. (in) A. fe (psi) c.r (in) Vby (Ib) 2.25 0.500 1.00 3000 5.33 4511 0Vcbgr = O (Ave/Ave)Voc,v'1'ed,vY'c,v'-'n.vVby (Sec. 17.3.1 & Eq. 17.5.2.1b) Avc (in2) Avice (in2) Y'ec v Y'ee,v Ye v Y'n,v Vey (lb) fS 15Vcbvy (ib) 112.00 128.00 1.000 0.850 1.000 1.000 4511 0.70 2349 Shear perpendicular to edge in x-direction: Vex = min17(1./d.)°2qdaldfccar's; No/Noe/11 (Eq. 17.5,2.2a & Eq. 17.5.2.2b) I. (in) do (in) 2. fc (psi) car (in) Vex (Ib) 2.25 0.500 1.00 3000 5.33 4511 OVcbgx = 0 (Avc/Avco)Voc,vY'ed,vY'c,v h,vVcx (Sec. 17.3.1 & Eq. 17.5.2.1 b) Avc (in2) Ave (in2) Vim v Y'ed,V Y'c,V 'IV Vbx (Ib) to #Vcavx (Ib) 112.00 128.00 1.000 0.850 1.000 1.000 4511 0.70 2349 Shear parallel to edge In x-direction: Vey = minI7(le/da)02Jdalaltfecar'•s; 9d.'fec.11 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) d. (in) .1. fc (psi) car (in) Vey (Ib) 2.25 0.500 1.00 3000 4.00 2930 fiVugx = 0 (2)(Avc/Av..)Yec,vV'eavY'cv/'n,vVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17,5.2,1b) Ave (in2) Avcc (in2) Y'.c.v 'Ped,V Y'c.v Why Vby (Ib} gVc&jr (Ib) 84.00 72.00 1.000 1.000 1.000 1.000 2930 0.70 4786 Shear parallel to edge In y-directlon: Vb. = min17(4/d.)D-24d.2..dfec.f'•s; 9.1.dfccer'•5I (Eq. 17.5.2.2a & Eq, 17.5.2.2b) 1. (in) d. (in) .la fc (psi) car (in) Vb., (Ib) 2.25 0.500 1.00 3000 4.00 2930 0Vcbvy = ld (2)(Avc/Av )Yee,VY'.d,VY'e,vYe,vVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) Avc (in2) Avco (in2) Y'.e,v Y'.av Y'av Y'n,v Vbx (Ib) ¢ 0Vmvy (Ib) 84.00 72.00 1.000 1.000 1.000 1.000 2930 0,70 4786 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 0Vepv = ¢kcpNcev = Okcp(ANc/ ANco)Yec,NY'.d,N K.NY'm,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 b) kcp ANc (in2) AN , (in2) Y'.AN Y'.d,N Y'c,N Y'cp,N Nb (Ib) tb OVcpv (lb) 1.0 162.56 45.56 1.000 1.000 1.000 1.000 3143 0.70 7849 11. Results Interaction of Tensile and Shear Forces (Sec. R17.61 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Cornpany Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 25 of 33 LDC Project #T18-658 SIMPSON Anchor Designer TM Software Version 2.6.6794.0 e Company: LDC Date: 4/3/2019 Engineer: JAP Page: 6/6 Project: SEA Mali Rats Address: 20210 142nd Ave NE Woodinville, WA 98072 Phone: 425,806.1869 E-mail: jpowell@Idccorp.com Tension Factored Load, N. (Ib) Design Strength, oNn (Ib) Ratio Status Steel 1231 Concrete breakout 2485 Pullout 1231 Shear 9075 3789 2044 0.14 0.66 0.60 Pass Pass (Governs) Pass Factored Load, V. (lb) Design Strength, 'Min (lb) Ratio Status Steel 253 4703 0.05 Pass T Concrete breakout y+ 138 2349 0.06 Pass T Concrete breakout x+ 1001 2349 0.43 Pass II Concrete breakout y- 501 4786 0.10 Pass II Concrete breakout x- 69 4786 0.01 Pass Concrete breakout, - - 0.43 Pass (Governs) combined Pryout 1010 7849 0.13 Pass Interaction check (N./ON.)" (Vi4V.)51 Combined Ratio Permissible Status Sec. R17.6 0.50 0.25 74.0% 1.0 Pass 1/2"0 CS Strong -Bolt 2, hnom:2.75" (70mm) meets the selected design criteria. Base Plate Thickness Required base plate thickness: 0.350 inch 12. warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circurrtstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 26 of 33 LDC Project #T18-658 Project 5tAHALL V-16(15 LDC #: (051-6, Date. 11-1 11 ci Engineer: Page. of L pc SEunrgvienyeizig Planning coNcE-m7g-11-1 u- , LcA--r- "Ny ?o, /tsc8, o 143• \NTC -eP t• (5( "IRA ---- I DO a- SS-r Ce.-0 AO C-440‘2_ 2.1± E-LC(9") \0(0 LL \NA u 05/17/2019 P3g&RWABOVB the Standard LDC Project #T18-658 www.LOCcorp.com 4 SI PSON Anchor Designer 1 Software Version 2.6.6794.0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor ppm eters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 3.375 Effective Embedment depth, he (inch): 2.750 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmin (inch): 5.50 com (inch): 7.50 Crftin (inch): 6.50 S.:, (inch): 5.00 Recommended An Anchor Name: St Code Report: ICC-ES Project description: Ladder Anchorage - concentrated LL acting at a 45-degree angle Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, fc (psi): 3000 Llio: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3 x .00 x -Bolt® 2 - 5/8'0 CS Strong -Bolt 2, hnom:3.375" (86mm ID St Ok4A1A-1-6 1..,AD6-Q- k-R•-/ErTi.c3 W- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.strongtie.com 05/17/2019 Page 28 of 33 LDC Project #T18-658 SIMPSON Strong- *e Anchor DesignerTM Software Version 2.6.6794.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.2(0 + F) + 1.6(L) + 0.5(Lr or S or R) Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Service level loads: 0 F L Lr/S/R Strength level loads Na VW: 0 0 212 0 339 Vax [lbj: 0 0 0 0 0 Vay [lb]: 100 0 212 0 459 Mx [ft-lb]: 50 0 106 0 230 My [ft-lb]: 0 0 0 0 0 <Figure 1> 339 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 29 of 33 LDC Project #T18-658 SIMPSON Anchor DesignerTM Software Version 2.6.6794.0 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.slronglie.com 05/17/2019 Page 30 of 33 LDC Project #T18-658 S PSON Anchor DesignerTM Software Version 2.6.6794.0 3, Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, N.. (Ib) V. (Ib) V. (Ib) Shear load combined, NI(V.)2+(V.y)2 (Ib) 1 2568.9 0.0 459.0 459.0 Sum 2568.9 0.0 459.0 459.0 Maximum concrete compression strain (%o): 0.43 Maximum concrete compression stress (psi): 1873 Resultant tension force (Ib): 2569 Resultant compression force (lb): 2230 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'tly (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v., (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strenath of Anchor in Tension (Sec, 17.4.1 Nu (Ib) 95 ON. (Ib) 19070 0.75 14303 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb = kcAelf cher" (Eq. 17.4.2.2a) ke 26 fc (psi) hef (in) Nb (Ib) <Figure 3> 17.0 1.00 3000 2.750 4246 ONcb = 0 (ANc / Aivco)%4,NKNVicp,NNO (Sec. 17.11 & E. 17.4.2.1a) ANc (in2) ANco (inz) ckmin (in) Pod,N We,N Vcp.111 Nb (Ib) 2°7N6c60(1b) 4246 68.06 68.06 6.50 1.000 1.00 1.000 0.65 6. Pullout Strength of Anchor in Tension (Sec. 17.4.31 Won = q5KP2aNp(fc/ 2,500r (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Yjc,P a Np (lb) re (psi) n ON,, (lb) 1.0 1.00 3877 3000 0.50 0.65 2761 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strono-Tie Company Inc, 5955 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 31 of 33 LDC Project #T18-658 SIMPSON Anchor DesignerTM Software Version 2.6.6794.0 8. Steel Strength of Anchor hi Shear (Sec. 17.5.1) V. (Ib) Ogrour 95 00,040Vsa (Ib) 11035 1.0 0.65 7173 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge In y-direction: Vey = min(700/der.2N/c1.41/fbcol.5; 9,14‘1.fccarls1(Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) de (in) A. rc (psi) obi (in) Vby (Ib) 2.75 0.625 1.00 3000 5.33 5021 (War =0 (Ave / Avco)V.fr,v Wcy Sun,vV by (Sec. 17.3.1 & Eq. 17.5.2.1a) bay Avb (in2) Avco (in2) V".(tv Y1c.v nv V. (Ib) 0 'W(Ib) 104.00 128.00 0.944 1.000 1.000 5021 0.70 2695 Shear parallel to edge in y-direction: Vbx = MinI7Vel dar2qClaAa4rbC.113; 9,41/fbcbt'.51(Eq. 17.5.2.2a & Eq. 17.5.2.2b) /. (in) d. (In) 2. rc (psi) car (in) Vbx (Ib) 2.75 0.625 1.00 3000 5.33 5021 seVc-by =0 (2)(Avb/Avbb)Viod,v4rfr,v4vb,vVb,, (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) A vVibr (Ib) c (in2) A tic. (in2) %co/ 5vb.v nv95 OtIcty (Ib) 104.00 128.00 1.000 1.000 1.000 5021 0.70 5711 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) 0Vc/3= 0/cc/A/o = 0 keP(A tic / A fte)S1:4,N niv 'IcAtvNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kg, ANC (in2) ANco (in2) Wed,N Kbl SvqzPI Nb (Ib) 0 OVbp (Ib) 2.0 68.06 68.06 1.000 1.000 1.000 4246 0.70 5945 11. Result. Interaction of Tensile and Shear Forces (Sec. 17.6.1 Tension Factored Load, N. (lb) Design Strength, Mb (Ib) Ratio Status Steel 2569 14303 0.18 Pass Concrete breakout 2569 2760 0.93 Pass (Governs) Pullout 2569 2761 0.93 Pass Shear Factored Load, V. (Ib) Design Strength, eVb (Ib) Ratio Status Steel 459 7173 0.06 Pass T Concrete breakout y+ 459 2695 0.17 Pass (Governs) II Concrete breakout x- 459 5711 0.08 Pass (Governs) Pryout 459 5945 0.08 Pass Interaction check Nua/OM Vbakb VA Combined Ratio Permissible Status Sec. 17.6..1 0.93 0.00 93.1% 1.0 Pass 5/8"0 CS Strong -Bolt 2, hnom:3.375" (86mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 32 of 33 LDC Project #T18-658 Anchor Designer Software Version 2.6.6794.0 12. Warginas - Calculated concrete compression stress exceeds the permissible bearing stress of diameter 0.85fc per ACI 318 Section 22.8.3.2. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 05/17/2019 Page 33 of 33 LDC Project #T18-658 City of Tukwila Department of Community Development 10/1/2019 RICK CARDOZA 1851 CENTRAL PLACE S, SUITE 101 KENT, WA 98030 RE: Permit Application No. D19-0165 VERIZION WIRELESS 16400 SOUTHCENTER PARKWAY Dear RICK CARDOZA, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 5/17/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, Intemational Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 11/17/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, --&450 Bill Rambo Permit Technician File No: D19-0165 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COM COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0165 PROJECT NAME: VERIZON WIRELESS SITE ADDRESS: 16400 SOUTHCENTER PARKWAY X Original Plan Submittal Response to Correction Letter # Revision # DATE: 05/20/19 before Permit Issued Revision # after Permit Issued DEPARTMENTS: /11- AlAk Building Division Public Works -11 AAA A)/A- )4-1 cji Al s -)_1-11 Fire Prevention Planning Division ip 1--i7 Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 05/21/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews DUE DATE: 06/18/19 [sir Approved with Conditions 4, Denied (ie: Zoning Issues Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire J Ping PW 0 Staff Initials: 12/18/2013 Otabor & Industrie$ govi Contract MASTEC NETWORK SOLUTIONS INC Owner or tradesperson Principals APPLE, ROBERT ERNEST, PRESIDENT DE CARDENAS, ALBERTO IGNACIO, VICE PRESIDENT Pita, George Louis, TREASURER CORPORATE CREATIONS NETWORK, AGENT CAMPBELL, CHARLES ROBERT, VICE PRESIDENT (End: 05/14/2015) Doing business as MASTEC NETWORK SOLUTIONS INC WA UBI No 603 235 974 22263 68th Ave S Attn: Samantha Swartzbacker KENT, WA 98032 866-545-1782 KING County Business type Corporation Governing persons ROBERT APPLE ALBERTO DE CARDENAS; GEORGE PITA; GEORGE L PITA; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. MASTENSB76KN Effective — expiration 05/1412013— 05/14/2021 Bond Travelers Cas and Surety Co of America $12,000.00 Bond account no. 105848234 Received by L&I Effective date 05/14/2013 04/26/2013 Expiration date Until Canceled Insurance Ace American Insurance Company $2,750,000.00 Policy no. XSLG71570526 Received by L&I Effective date 09/09/2019 09/15/2019 Expiration dale 09/15/2020