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Permit D17-0102 - CITY OF TUKWILA - GILLIAM CREEK GREEN RIVER TRAIL
CITY OF TUKWILA - GILLIAM CREEK GREEN RIVER TRAIL D17-0102 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov. DEVELOPMENT PERMIT Project Name: CITY OF TUKWILA - GILLIAM CREEK Permit Number: D17-0102 Issue Date: 9/12/2018 Permit Expires On: 3/11/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: „ WA, RYAN LARSON 6300 SOUTHCENTER BLVD - SUITE 100 , TUKWILA, WA, 98188 CECCANTI INC Address: 4116 BROOKDALE RD EAST, TACOMA, WA, 98446 License No: CECCAI*227CB Lender: Name: CITY OF TUKWILA Address: 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 Phone: (206) 431-2456 Phone: (253) 537-2990 Expiration Date: 4/30/2019 DESCRIPTION OF WORK: THE GILLIAM CREEK OUTFALL IN TO THE GREEN RIVER WILL BE UPGRADED WITH ACCESS IMPROVEMENTS CONSISTING OF RAILING, STAIRS, PLATFORM, LADDER AND DAVIT ARM RESCUE ANCHORAGE. THE STAIRS AND LANDING ONTO THE PLATFORM WILL BE CONSTRUCTED FROM CAST -IN-PLACE CONCRETE. THIS SITE IS LOCATED ALONG THE GREEN RIVER TRAIL. Project Valuation: $60,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $1,893.23 Occupancy per IBC: U Water District: Sewer District: Current Codes adopted by the 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: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: w I� '• nwr Date: I hearby certify that I have read and examined 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 of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signa . �f Print ame: 6aF`els c \tew0 UP..,( -- Date: ` ' 12 18 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: VALIDITY OF PERMIT: 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 of the City of Tukwila shall not be valid. The issuance of a permit based on construction 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) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0201 FOOTING 4000 SI -CONCRETE CONST 4036 SI -DRIVEN DEEP FOUND 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4004 SI -WELDING CITY OF TUKT1 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. (7- 6(02, Date Application Accepted: Date Application Expires: (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: Latitude: 47.462 Longitude: -122.249 Tenant Name: Within ROW - City of Tukwila PROPERTY OWNER Name: Ryan Larson, PE. - Project Manager Name: City of Tukwila City: Tukwila State: WA Zip: 98188 Address: 6300 Southcenter Blvd. Email: Ryan.larson@tukwilawa.gov City: Tukwila State: Wa Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Ryan Larson, PE. - Project Manager Address: 6300 Southcenter Blvd. City: Tukwila State: WA Zip: 98188 Phone: (206) 431-2456 Fax: Email: Ryan.larson@tukwilawa.gov GENERAL CONTRACTOR INFORMATION Company Name: Address: Company Name: City: Bellevue State: WA Zip: 98004 Phone: (425) 453-6488 Fax: (425) 453-5848 City: State: Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\20I 1 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh King Co Assessor's Tax No.: NA Suite Number: Floor: New Tenant: ❑ Yes ❑..No ARCHITECT OF RECORD Company Name: Civiltech Engineer Name: Dustin Ong Company Name: City: Bellevue State: WA Zip: 98004 Phone: (425) 453-6488 Fax: (425) 453-5848 Architect Name: N/A Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Civiltech Engineer Name: Dustin Ong Address: 400 112th Ave NE, Suite 120 City: Bellevue State: WA Zip: 98004 Phone: (425) 453-6488 Fax: (425) 453-5848 Email: d.ong@civiltechengineering.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: G 3c' S-3,,-- e..e......t-- 6l' -c./1 City: (-4e-e—,' /4 Stater✓ 9 Zip: ,,,4„/,pb, Page 1 of 4 BUILDING PERMIT iNFORMATIO)206-431-3670 Valuation of Project (contractor's bid price): $ 60,000 Describe the scope of work (please provide detailed information): The Gilliam Creek Outfall in to the Green River will be upgraded with access improvements consisting of railing, stairs, platform, ladder, and davit arm rescue anchorage. The stairs and landing onto the platform will be constructed from cast -in-place concrete. This site is located along the Green River Trail. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes J.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal 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: Compact: Handicap: Will there be a change in use? ❑ Yes Z No If "yes". explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Z None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Ill 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. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.doca Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal 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: Compact: Handicap: Will there be a change in use? ❑ Yes Z No If "yes". explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm Z None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Ill 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. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.doca Revised: August 2011 bh Page 2 of 4 ,PUBLIC WORKS PERMIT INFOJATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila 11 ...Water District #125 0 ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 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") 0 ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ® ...Construction/Excavation/Fill - Right-of-way Pi Non Right-of-way ❑ ® ...Total Cut 5 cubic yards ..• .Total Fill 10 cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ..• .Traffic Control ❑ ...Backflow Prevention Fire Protection Irrigation ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ® .. Right-of-way Use — Potential Disturbance ® .. Work in Flood Zone ® .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public 17 It WO # WO # WO # Private 0 Private 0 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I .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 180 days 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 requestedrin writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: �a Print Name: Cil A 2 L4 C_ cI ,-1 1744/ ` `Day Telephone: Mailing Address: 3 i 3 I (.G_ i o.----(--7- /1-,,,.L /y-..7-1/ City H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 0- (it/2) S"— 2177 Zi/ 76/2 ate Zip Page 4 of 4 DESCRIPTIONS 1 ACCOUNT QUANTITY , PAID $1,893.23 PermitTRAK D17-0102 Address: Apn. $1,893.23 DEVELOPMENT $1,837.68 PERMIT FEE R000.322.100.00.00 0.00 $1,111.02 PLAN CHECK FEE R000.345.830.00.00 0.00 $722.16 WASHINGTON STATE SURCHARGE 8640.237.114 0.00$4.50 TECHNOLOGY FEE $55:55 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11477 R000.322.900.04.00 0.00 $55.55 $1,893.23 Date Paid: Friday, May 12, 2017 Paid By: 2017 SMALL DRAINAGE Pay Method: ACCOUNT 91741201.1000.107 41 Printed: Friday, May 12, 2017 9:27 AM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 0 Permit Inspection Request Line (206) 438-9350 Prfrotoz Prrnject: 1L Q !1�(W/ Lr4 TvDee of Insoe tion: 1 tt 1 ✓i3 f / /l. L Addy a ver ra-i L Da�JN, te Called: (� S . I r f 161 ►4N C—Atekr' Date Wanted: 6 - to - Zal �_� mm. p.m. Requester: Phone No: xiApproved per applicable codes. Corrections required prior to approval. COMMENTS: �c�l.i lc ,► rtivoz- lnspecto : Cak, Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD ,i Retain a copy with permit )%% 0/02, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 2T, W/' 7 CJ a /44 Tyr ,of Inspe ion: /00(4 i tC.A 11% Fl in DGttieeC /� 3/4" lJ P [VYAr-i \C --I Date Called: Special Instructions: Date Wanted: y 1-- /b--20/7 p.m. SL-t,(i C f1 v17l4 [.l? it `s )•' Requester: Lamy, Abe. W'. N9/ wed -e. Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: g d f -4,‘„ in Dueseata—St_ _ Cr,kiL, ' ,elf 4144 `: _5-/7,,uc4_, .4Jl I JtS(cels' 4) SL-t,(i C f1 v17l4 [.l? it `s )•' Lamy, Abe. W'. N9/ wed -e. ta1i� e 53�-- Re,Asterxisi Inspector:. Date: ,/..// ,/3 REINSPECTION FEE REQUIR . Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Oil 01p2- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 4/ua4w.. GlZL Type of Inspection: C4JS0---- sL-4-23. Address: Date Called: Special Instructions: Date Wanted: /2-2-4. a.m. Requester. 7 Phone N A--, If3I Z4 -t. pproved per applicable codes. Corrections required prior to approval. OMMENTS: Ga4'&E7" Inspector:y, Date: 7 e REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP a NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 0/7 v/O3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: Address: 03/ ,S• //kilt - Date Called: Special Instructions: Date Wanted: /2 *--Pie -_• :: m. Requester: Phone No: 7k( Approved per applicable codes. 0 Corrections required prior to approval. OMMENTS: Inspector: // / 0 Date:/z_ x� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-a/OZ Project: t/ ri. tJ /' l l/w%i1�9L.. TypeofInspection: Sii r I_ r -v ;..not Addfe&�► Date Called: 67 i 1 t .g rJ Orr f Special Ins ructions: Date Wanted: a.m. p.m. Requester: 1 C -X----/ ' Phone No: BIAA (20573Z'828-7 aApproved per applicable codes. ['Corrections required prior to approval. COMME C-u-tc_c4 le_e(7 Wc\-- ,60raa Date: /Oor REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. STRUCTURAL NOTES (UNLESS NOTED OTHERWISE IN -THE DRAWINGS) CONSTRUCTION REQUIREMENTS: ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION DATED 2016 AND AMENDMENTS AND SPECIAL PROVISIONS. UTILITY LOCATE: THE CONTRACTOR SHALL UTILIZE THE SERVICES OF THE "UTILITY LOCATOR SERVICE" (1-800-424-5555) TO VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. THE UTILITIES SHALL BE CHECKED BY THE CONTRACTOR BEFORE PROCEEDING WITH THE WORK. ANY UTILITIES IDENTIFIED IN THE FIELD THAT ARE NOT SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER. CONSTRUCTION ELEMENTS: PILES ARE TYPICALLY LOCATED TO BE A NOMINAL DISTANCE (3 TO 5 FOOT CLEARANCES) AWAY FROM ANY UTILITIES. WHEN CLEARANCE BETWEEN CONSTRUCTION ELEMENTS AND EXISTING UTILITIES IS LESS THAN 5' OR WHEN DAMAGE TO EXISTING U11LIT1ES IS CRITICAL, CONTRACTOR SHALL POT HOLE AND LOCATE EXISTING UTILITIES BEFORE COMMENCING WITH THE INSTALLATION. ANY DISCREPANCIES IN LOCATION BETWEEN ACTUAL UTILITIES AND THE U11UTY LOCATIONS SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER. VERIFICATION: CONTRACTOR SHALL VERIFY ALL EXISTING AND PROPOSED DIMENSIONS, MEMBER SIZES AND CONDITIONS PRIOR TO FABRICATION AND COMMENCING ANY WORK. NOTIFY THE ENGINEER ABOUT ANY DISCREPANCIES. ALL DIMENSIONS OF DOSING CONDITIONS SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND SHALL BE VERIFIED BY THE CONTRACTOR. THE EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE BASED ON EITHER SITE OBSERVATION OR ORIGINAL DRAWINGS OR WERE ASSUMED BASED ON EXPECTED CONDITIONS. IF THE EXISTING CONDITIONS DO NOT CLOSELY MATCH THE CONDITIONS SHOWN ON THE DRAWINGS, OR IF THE EXISTING MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE ENGINEER PRIOR TO COMMENCING ANY WORK. MISCELLANEOUS: DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. SPECIAL INSPECTION: WELD INSPECTIONS SHALL BE PERFORMED BY PERFORMED BY A QUALIFIED TESTING LAB FOR WELDING. FORMWORK INSPECTIONS SHALL BE PERFORMED PRIOR TO PLACING CONCRETE IN ACCORDANCE WITH THE SPECIFICATIONS PROVIDE AN INDEPENDENT SPECIAL INSPECTION AS REQUIRED BY SECTION 1704 OF THE INTERNATIONAL BUILDING CODE FOR THE FOLLOWING ITEMS: 1. FIELD WELDS 2. INSTALLATION OF EXPANSION AND/OR EPDXY ANCHORS INTO CONCRETE 3. INSTALLATION OF PILE FOUNDATIONS 4. CONCRETE CONSTRUCTION INSPECTION PER TABLE 1705.3 CRITERIA: PESIGN REQUIREMENTS: DESIGN CONFORMS TO THE FOLLOWING REQUIREMENTS: • 2015 INTERNATIONAL BUILDING CODE • AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION • ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE • FIXED LADDER DESIGN WAC 296-876-600 • LADDER SAFETY STANDARDS ANSI—ASC A14.3-2008 REVISIONS No chances sha'l be made to the scope of work without prior approval of Tukwila Building Division. NOTE: 1 -'11s ens Mil require a new plan submittal y tt-i rriz7, y i de add!tional plan review fees REFERENCES: OUTFALL AS—BUILTS: STATE HIGHWAY NOS. 1 & 2 M JCT PSH NO. 1 TO LONGACRES DATED MARCH 22, 1963 PROJECT SITE SURVEY DATA 2016 MATERIALS: STRUCTURAL STEEL• THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE FOLLOWING: • ANSI/AISC 360-10 — SPECIFICATIONS FOR STRUCTURAL SIELL FOR BUILDINGS • RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH—STRENGTH BOLTS, DECEMBER 2009 EDITION • AISC 303-10 — CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES ALL STRUCTURAL STEEL SHALL BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123 (ASTM A153 FOR SMALL PARTS) AFTER FABRICATION UNLESS NOTED OTHERWISE IN PLANS AS STAINLESS STEEL OR REINFORCING STEEL � THE FABRICATOR IS RESPONSIBLE TO MODIFY THE STRUCTURAL STEEL IN ORDER TO ACCOMMODATE 11.1(GALVANIZ t�E, ETW�IGM4�VNl4 '1S SHALL BE SUBJECT TO RENEW BY THE DESIGN ENGINEER PRIOR TO FABRICATION. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING REQUIREMENT& TYPE OF MEMBER WIDE FLANGE PIPE PLATE CHANNEL MISC STEEL SHAPES & ANGLES ASTM A992 OR A572 A53 GR B A36 A36 A36 Fy 50 KSI 35 KSI 36 KSI 36 KSI 36 KSI ti REQUIRED FOR: PTMechanicai 'Electrical (Plumbing le Gas Piping City of Tukwila BUILDING DIVISION MATERIALS (CONT D): WELDING: ALL WELDING SHALL CONFORM TO AISC, AWS D1.1 STANDARDS AND THE FOLLOWING REQUIREMENTS: • PERFORMED BY WABO CERTIFIED WELDERS FOR ROD AND POSITION • USE E70XX SERIES ELECTRODES • USE PRE—QUALIFIED WELDS AS DEFINED BY AWS • USE 5/16" MINIMUM CONTINUOUS FILLET WELD UNLESS NOTED OTHERWISE ON THE DRAWINGS CONCRETE: CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF PROJECT SPECIFICATIONS FOR CLASS 4000. ALL EXPOSED CONCRETE EDGES SHALL HAVE A 1/2" CHAMFER. CONCRETE CONSTRUCTION JOINTS NOT SHOWN IN THE PLANS ARE NOT ALLOWED WITHOUT THE APPROVAL OF THE ENGINEER. CONCRETE FINISH SURFACE SHALL BE SLOPED AS SHOWN IN THE DRAWINGS AND SHALL BE BRUSHED IN THE TRANSVERSE DIRECTION WITH A STIFF BRISTLED BROOM REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 9 2017 146C 1212 City of Tukwila BUILDING DIVISION REINFORCING STS REINFORCING STEEL SHALL BE ASTM A615, GRADE 60 MINIMUM SLAB REINFORCING STEEL SHALL BE #4 BARS AT 12" ON CENTER, EACH WAY, UNO. ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 3' OF CONCRETE COVER ON SIDES CAST AGAINST EARTH AND 1.5" OTHERWISE. SLAB REINFORCING SHALL BE LOCATED IN THE TOP 3' OF THE SLAB ADHESIVE—GROUT CONCRETE ANCHORS: SHALL BE "HIT RE 500 SD" MANUFACTURED BY HILT' OR APPROVED EQUAL CONTRACTOR SHALL INSTALL ADHESIVE—GROUT ANCHORS IN ACCORDANCE TO THE MANUFACTURER'S RECOMMENDATION STEEL BAR GRATING: ALL GRATING SHALL BE PACIFIC GRATING 19—W-4 OR EQUAL WITH 1-1/4x1/4 BEARING BAR, SERRATED SURFACE, HOT DIP GALVANIZED PER ASTM A-123, UNO. GRATING SHALL BE FASTENED WITH WELDS AS SHOWN BY THE MANUFACTURER MINIMUM WELD PATTERN UNLESS NOTED OTHERWISE ON THE DRAWINGS. PROCEDURE: GALVANIZATION REPAIRS: DAMAGED GALVANIZED STEEL SURFACES SHALL BE REPAIRED PRIOR TO INSTALLATION, AFTER INSTALLATION AND AFTER WELDING PER ASTM A780 PILE CONSTRUCTION TOLERANCES: A TEMPORARY PILE TEMPLATE SHALL BE UTILIZED WHEN INSTAWNG PILES. THE TOP OF THE PILE SHALL BE PLACED WITH A MAXIMUM CONSTRUCTION TOLERANCES OF 2' WHERE "TOLERANCE" IS DEFINED AS THE DISTANCE MEASURED FROM THE LOCATION SHOWN IN THE PLANS TO THE FIELD LOCATION. TOLERANCE VALUES THAT RESULT IN ANY PORTION OF THE TOP OF THE PILE OUTSIDE OF THE PLATFORM LANDING AS SHOWN ON DRAWING 14 WILL BE REJECTED AND REPLACED AT NO COST TO 111E OWNER IN ACCORDANCE WITH THE SPECIFICATIONS. PILE DESIGN CAPACITY: THE DESIGN LOAD OF EACH PILE SHALL BE A MINIMUM OF 2,500 LBS (EQUAL TO A FACTORED DESIGN LOAD [FDL] OF 4,000 LBS). VERIFICATION AND PERFORMANCE TESTS SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS. MAXIMUM VERTICAL SETTLEMENT DURING TEST LOADING OF THE MICROPILE TO 1.0 FDL IS 1/4• MINIMUM PILE LENGTH: THE MINIMUM PILE LENGTH SHALL BE THE MAXIMUM OF THE FOLLOWING LENGTHS MEASURED FROM THE BOTTOM OF TOP SOIL 1. 5'-0" INTO DENSE OR MEDIUM DENSE SOILS 2. FOR THE PILES LOCATED AT THE OU 3. 6'-0' r' DEAt�( BOTTOM OF TOP SOIL TO 3'-0' BELOW THE BOTTOM OF THE APRON SLAB Permit No. Dt1r 010s- Plan review 41 I h qct b C:7173 "s and cn- es cns• Approval or ,.{ J n^rize the violation of a3ptcd coda ct c d nanco. Receipt of approved EA Copy and co, r io s i3 ac nowledged: B ate: 7. / Z. / City ukwi�1 BUILD' VI IOId� 010 RECEIVED CITY OF TUKWILA APR 19 2017 PERMIT CENTER .0jLt �J 4. 6Y • 1908 9s s !}p PUBLIC WORKS 1130_1=' T_ * ENGINEERING *STREETS *WATER* SEWER *BUI LDIN G * -by--date ICE. Interdisciplinary 3131Doti Ave Suae 400 SeaDle WA 98121 (206)286-1640 Design 2502Jefferson Ave Tacoma, WA 98402 (253) 627-0720 vnow.kpg.oan CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM 12 ( designed BEP 06/16 BEP 06/16 24 checked MH 04/17 GILLIAM CREEK STRUCTURAL GENERAL NOTES file no 16X6TRUCIURAINOTB.RE prof eng prof dir scale fieldbkno no date revisions date 04/16 I CO 0, U cn 23 E P:\Structural\2016\16022 EX CULVERT WING WALL BELOW SEE PARTIAL PLAN THIS SHEET GREEN RIVER EX CULVERT WING WALL BELOW OF 4" GAP EO 20 GUARD RAIL POST SHALL BE POSITIONED AT INSIDE EDGE OF EXISTING CULVERT WING WALL J HANDRAIL / GATE/1jINGE SEE SHEET 19 U � / --10---�1 ?o HANDRAIL — — —25 25— EX SLOPE EDGE OF ASPHALT Y1' (GREEN RIVER TRAIL) HANDRAIL SLAB ON GRADE HANDRAIL EDGE OF LANDING� STAIR PLAN SCALE 1/2 = 1'-0 L 48' OPNG LADDER SEE SHEET 18 HSS BELOW —r SPAN GATE DETAIL SEE SHEET 19 LADDER AND GATE BAR GRATING , , , , FIN CONCRETE SLAB REVIEWED FOR CODE COMPLIANCE APPROVED -NOSINGMAY 0 9 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWIL APR 19 20 P ,,3. I \ TER �:L/ PLATFORM PARTIAL PLAN SCALE 2' = 1'-0 1 1/2"=1'-0" 2"=1'-0' )Lo'' GUARD RAIL TYP 0 1 2 3 4 5 Scale 6" 3" 0 Feet 6' 1 Scale Feet PZJSLLIC WORKS .DEPT_ * ENGINEERING *STREETS *WATER* SEWER *BUILDING + designed drawn checked proj eng proj dir field bk no by BEP BEP MH date 06/16 06/16 04/17 KI:b Interdisciplinary Design 3131 Elliot Ave 2502 Jefferson Ave Suite 400 Tacoma, WA 98402 Seattle, WA 98121 (253)627-0720 (n6)286-1640 waa,kpg.aun CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM GILLIAM CREEK OUTFALL STRUCTURE STAIR PLAN 13 24 file no 16001G0 STRUCT.DWG scale no date revisions date 04/16 NOTES: 1. STAIRS SHALL BE ORIENTED PERPENDICULAR TO TRAIL CONTRACTOR TO FIELD VERIFY ORIENTATION PRIOR TO PREPARING SHOP DRAWINGS. 2. PLATFORM FRAMING AND CONCRETE EDGE SHALL BE PERPENDICULAR TO LADDER SUPPORT HSS. HSS SHALL BE AS CLOSE TO PARALLEL TO THE WING WALL AS POSSIBLE WHILE STILL ALLOWING FOR LADDER CONNECTION. CONTRACTOR TO FIELD VERIFY ORIENTATION PRIOR TO PREPARING SHOP DRAWINGS. 3. NOTED HELICAL PILE SHALL BE OF TYPE RS3500.300 OR GREATER, MICROPILE SHALL BE 3'0 STD PIPE OR GREATER. OTHER PILES SHOWN ON THIS DRAWING SHALL BE DESIGNED BY THE CONTRACTOR PER PROJECT SPECIFICATIONS 20� \\\ SEE PARTIAL �20 PLAN THIS SHEET EDGE OF GREEN RIVER EX CULVERT WING WALL BELOW (CONCRETE APRON SLAB BELOW) EX CULVERT GATE EDGE OF EX CULVERT WING WALL EDGE OF EX CULVERT HEADWALL BELOW TWE 2 GUARD RAIL EMBEDDED PLATE SEE SHT 17 WORK POINT J HELICAL PILE OR - — J MICROPILE NEAR JNT SEE SHT 17tti1 r 1 1 , CONC JNT CONE GRADE BM SEE SHEET 17 FOR ILOCATION APPROX LIMITS OF BURIED CULVERT (1/1F) TYP STEP IN BOTTOM OF SLAB EX SLOPE-\ —25 25- EDGE OF SLAB ON GRADE — STEP IN BOTTOM OF SLAB EDGE OF ASPHALT (GREEN RIVER TRAIL) STAIR FOUNDATION PLAN SCALE 1/2" = 1'-0" MIN. DOWEL SEE SHEET 15 / / /q PILE HSS HSS END PLATE T l LADDER SUPPORT HSS 3x3x1/4 --10- -- I POSITION HSS AS REQ'D TO SUPPORT LADDER 2 1/2' EDGE OF SLAB TO EX. CULVERT WALL 3'-10' 3M DBI-SALA 8512827 SS FLOOR MOUNT SLEEVE FOR OFFSET DAVIT MAST (MAST BY OTHERS) TYP EMBED FOR GUARD RAIL CONN • EDGE OF ELEVATED SLAB PILE � - & HSS • L L EX CULVERT WING WALL (BELOW) - HELICAL PILE OR MICROP SEE NOTE 3 SEE SHT 18 HSS 3x3x1/4 / HSS TO CHANNEL TYP / / // / EX SLOPE (TO REMAIN) DIAGONAL BRACE _ — - —__15--_ TYP GUARD RAIL EMBEDDED R / / / C4x7.2� -1 HSS i I I. \ I I 1 " -HELICAL PILE OR N _�, SEE NOTE 3 HSS END PLATE HSS 3x3x1 CITY AP IVED WILA (4) 1/2'x6' WELDED /METAL STUDS 3' HORIZ /SPACING, SEE SHT 16 FOR VERT SPACING \\`V 12' CONCRETE SLAB /1 HELICAL PILE OR MICROPILE NEAR EDGE OF SLAB, SEE SHT 17 DESIGN LOAD = 4000 LBS FACTORED DESIGN LOAD = 5500 �-- R J T$yEI L I � MICROPILE SEE SHT 18 (8) 1/2'x6' WELDE /METAL STUDS 3' H SPACING, SEE SHT / FOR VERT SPACING 6' SLAB ON TOP OF EX CULVERT WALL STIRRUP, TYP (3) 1/2'0 STAINLESS STEEL EPDXY ANCHOR W/ 8' MIN EMB EQ SPC EMBEDDED HSS, SEE /I (4) 1/2'x6' MELDED METAL STUDS 3' HORIZ SPACING, SEE SHT 17 FOR VERT POS 12' CONCRETE SLAB 3 F S PARTIAL FOUNDATION & FRAMING PLAN SCALE 2' = 1'-0' Mo/ 1/2'=1'-O' 2'=1'-0' TYPE 1 GUARD RAIL EMBEDDED PLATE SEE SHT 17 EDGE OF SLAB 1 0 1 2 3 4 5 Scale 6' 3' 0 Feet 6' 1 Scale Feet V PUBLIC' WORKS DEPT_ * ENGINEERING *STREETS *WATER* SEWER *BUILDING * designed drawn checked prof eng prof dir by BEP BEP MH date 06/16 06/16 04/17 field bk no Interdisciplinary Design 3131 EI800 Ave Suite 400 Seattle, WA 98121 (206) 286-1640 2502 Jefferson Ave Tacoma, WA 98402 (253)627-0720 sAvw.kpg.com 253)627-0720 ..tea CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM GILLIAM CREEK OUTFALL STRUCTURE STAIR FOUNDATION & FRAMING PLAN 14 24 file no 16o01GO STRUCTDWG scale no date revisions date 04/16 I�1 7 — I ii i I PILE ! STAIRS 1 1 SLAB ON 1 GRADE i 1 I 1 40 4'-0' MIN. DOWEL SEE SHEET 15 / / /q PILE HSS HSS END PLATE T l LADDER SUPPORT HSS 3x3x1/4 --10- -- I POSITION HSS AS REQ'D TO SUPPORT LADDER 2 1/2' EDGE OF SLAB TO EX. CULVERT WALL 3'-10' 3M DBI-SALA 8512827 SS FLOOR MOUNT SLEEVE FOR OFFSET DAVIT MAST (MAST BY OTHERS) TYP EMBED FOR GUARD RAIL CONN • EDGE OF ELEVATED SLAB PILE � - & HSS • L L EX CULVERT WING WALL (BELOW) - HELICAL PILE OR MICROP SEE NOTE 3 SEE SHT 18 HSS 3x3x1/4 / HSS TO CHANNEL TYP / / // / EX SLOPE (TO REMAIN) DIAGONAL BRACE _ — - —__15--_ TYP GUARD RAIL EMBEDDED R / / / C4x7.2� -1 HSS i I I. \ I I 1 " -HELICAL PILE OR N _�, SEE NOTE 3 HSS END PLATE HSS 3x3x1 CITY AP IVED WILA (4) 1/2'x6' WELDED /METAL STUDS 3' HORIZ /SPACING, SEE SHT 16 FOR VERT SPACING \\`V 12' CONCRETE SLAB /1 HELICAL PILE OR MICROPILE NEAR EDGE OF SLAB, SEE SHT 17 DESIGN LOAD = 4000 LBS FACTORED DESIGN LOAD = 5500 �-- R J T$yEI L I � MICROPILE SEE SHT 18 (8) 1/2'x6' WELDE /METAL STUDS 3' H SPACING, SEE SHT / FOR VERT SPACING 6' SLAB ON TOP OF EX CULVERT WALL STIRRUP, TYP (3) 1/2'0 STAINLESS STEEL EPDXY ANCHOR W/ 8' MIN EMB EQ SPC EMBEDDED HSS, SEE /I (4) 1/2'x6' MELDED METAL STUDS 3' HORIZ SPACING, SEE SHT 17 FOR VERT POS 12' CONCRETE SLAB 3 F S PARTIAL FOUNDATION & FRAMING PLAN SCALE 2' = 1'-0' Mo/ 1/2'=1'-O' 2'=1'-0' TYPE 1 GUARD RAIL EMBEDDED PLATE SEE SHT 17 EDGE OF SLAB 1 0 1 2 3 4 5 Scale 6' 3' 0 Feet 6' 1 Scale Feet V PUBLIC' WORKS DEPT_ * ENGINEERING *STREETS *WATER* SEWER *BUILDING * designed drawn checked prof eng prof dir by BEP BEP MH date 06/16 06/16 04/17 field bk no Interdisciplinary Design 3131 EI800 Ave Suite 400 Seattle, WA 98121 (206) 286-1640 2502 Jefferson Ave Tacoma, WA 98402 (253)627-0720 sAvw.kpg.com 253)627-0720 ..tea CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM GILLIAM CREEK OUTFALL STRUCTURE STAIR FOUNDATION & FRAMING PLAN 14 24 file no 16o01GO STRUCTDWG scale no date revisions date 04/16 ng\16001GO_STRUCT.dwg 4/18 EXISTING TRAIL 3'-0" 1.-0" EQ EQ EQ EQ SLAB REINF SEE IHIS SHEET HANDRAIL & POST 1 1/2"0 STD SIL PIPE. WELDED JNT, GRIND SMOOTH ALL CORNERS AND WELD BURS, GALV TW EXISTING GRADE TREAD, TYP SEE THIS SHEET STAIR REINF SEE THIS SHEET �, ti TREAD SHAPE DETAIL SCALE: NTS BACKFILL AND COMPACT W/ 3/4" CRUSHED SURFACING TOP COURSE (IF NEEDED) STAIR ELEVATION SCALE: 1' = 1'-0" (5)#4 1/2"0x2' STL DO CENTERED ON JNT SEE PLANS 3/8' GAP :Q SEE NOTE 1 1% SLOPE (7)#4 19" (7)#4 19" DE—BONDED DOWEL OR ENCASED DOWEL IN SLEEVE W/ CAP TO ALLOW DOWEL MOVEMENT U #4 L 1 0 1'-6" OC 1% SLOPE NOTES: 1. FILL FULL WIDTH OF GAP WITH 3/8° PREMOLDED JOINT FILLER (7) #4 LONGIT BARS 0 SLAB REINF 0 STAIR SLAB SCALE 1/2" = 1'-0' 1/2"=1'—O" S HANDRAIL POST SEE DETAILS D 6' 1/4" t CAP W/ DRAIN HOLE. SEAL WELD. HANDRAIL EMBEDDED PLATE SEE SHEET 17 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 19 2011 PERMIT CENTER 1 0 1 2 3 4 5 Scale Feet 1 0 1 2 1'=1'-0" I — — Scale Feet 4.1TI`" O 1908 , n spy P UBLIC WORKS DEPT. *ENGINEERING*STREETS*WATER*SEWER*BUILDING* by date Kph InterdisciplinaryDesign 3131E9mflAve Suite 400 Seattle, WA98121 (2061286-7640 2502JefiesonAve Tacoma, WA 98402 (253)627-0720 immelpg.can CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM UCTA WO �5 designed BEP os/t6 drawn BEP 06/16 L 24 checked MH 04/17 GILLIAM CREEK OUTFALL STRUCTURE STAIR ELEVATION file no I6Wlso_sr proj eng prof dir scale no date revisions date 04/16 fieldbkno REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092017 City of Tukwila BUILDING DIVISION] ng\16001G0_STRUCT.dwg 4/1B/2017 4:09 PM Stormwater Access (KPG)\6.0 CADD\Dra P:\Structural\2016\16022 — Tu SEE STL DETAILS SEE SHT 18 STEEL GRATING HSS 3x3 7' SQ GALVANIZED PILE CAP (BY MANUFACTURER) DAVIT, BY OTHERS 5/8'0 SS316 RESIN BONDED ANCHORS W/ 12' MIN EMBED INTO EX HEADWALL EX CULVERT HEADWALL STEEL FRAMING SCALE: 3' = 1'-0' FLOOR MOUNT SLEEVE. INSTALL FLUSH W/ CIP SLAB. CORE DRILL INTO EX HEADWALL AS REQUIRED TO INSTALL SLEEVE. INSTALL FLUSH TO CIP SLAB. #16 STIRRUP, Tr 43. 1--1.5' CLR 1 FLOOR MOUNT SLEEVE SCALE 3' = 1'-0' C4 L STUDS Q CHANNEL PILE SEE SHT 17 PILE SUPPORTED SLAB SCALE 3' = 1'-0' RNA F, EMBEDDED PLATES, EMBEDDED CHANNEL, ANCHORS NOT SHOWN FOR CLARITY 3'=1'-0' RECEIVED CITY OF TUKWILA APR 19 2011 PERMIT CENTER 3' 6' 9' 1 Scale Feet PUBLIC WORKS DEPT_ * ENGINEERING *STREETS *WATER* SEWER *BUILDING * designed drawn checked prof eng proj dir field bk no by BEP BEP MH date 06/16 06/16 04/17 KPQ Interdisciplinary Design 3131 Mott Ave 2502 Jefferson Ave Suite 400 Tacoma, WA 98402 Seattle, WA 98121 (253) 627-0720 (206)2861640 wxw.kpg.com CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM GILLIAM CREEK OUTFALL STRUCTURE SECTIONS [16 24 file no 1160 STRUCTDWG scale no date revisions date 04/16 ing\16001GO STRUCT.dwg 4/18 CL LNI FLUSH EMBEDDED 1/2'x6'x6' GALVANIZED STL PLATE FLUSH W/ TOP OF SLAB 1/2" THICK GALVANIZED STL PLATE EMBEDDED (4) 1/211x3' WELDED STUD (BEYOND) VIF SEE NOTE 1 TYP GUARD RAIL EMBEDDED PLATE SCALE: 3' = 1'-0' 7' SQ GALVANIZED PILE CAP (BY MANUFACTURER) PILE EDGE OF SLAB OR MT GALVANIZED ROD OR PIPE W/ EXTENSION IF REQUIRED (BY MANUFACTURER) PILE CAP TO SLAB CONN SCALE 3' = 1'-0' FLUSH EMBEDDED 1/2' THK GALVANIZED STL PLATE FLUSH W/TOP OF SLAB PER POST PLATE (SYM) 1/2' THK GALVANIZED STL PLATE EMBEDDED (6) 1/2'0x3' WELDED STUD (BEYOND) VIF SEE NOTE 1 PLATE BEND AS REQ'D TYPE 1 GUARD RAIL EMBEDDED PLATE SCALE: 3' = 1'—O' REBAR HSS FLUSH EMBEDDED 1/2" THK GALVANIZED STL PLATE FLUSH W/TOP OF SLAB NOTES: 1. CONTRACTOR SHALL VERIFY IN FIELD (VIF) ANY CONFIJCT WITH THE WELDED STUDS AND SUBSTITUTE 1/2" STEEL ROD IF CONFLICTS) WOULD HAVE OCCURED BETWEEN STUD AND OTHER EMBEDDED ITEM(S). STEEL ROD LENGTH SHALL BE AS REQUIRED TO WELD TO BOTH THE PLATE AND THE OTHER EMBEDDED ITEM(S). POST PLATE (SYM) PER 1/2' THK GALVANIZED STL PLATE EMBEDDED (8) 1/2'0x3' WELDED STUD (BEYOND) AF SEE NOTE 1 1% SLOPE GROUT AS REQ'D TO LEVEL HSS EPDXY ANCHOR SEE PLANS EX CULVERT HEAD WALL NOTES: 1. TOP OF HSS MAY INTERFERE WITH 2' NOSING. REMOVE MATERIAL FROM NOSING IF NECESSARY AND WELD NOSING TO HSS BEFORE PLACEMENT OF CONCRETE 2. TOP OF HSS SHALL CLEAR BOTTOM OF GRATING. CONTRACTOR TO FIELD VERIFY CLEARANCE REQUIREMENTS AND IF NECESSARY INCREASE SLAB DEPTH AND/OR REMOVE CONCRETE FROM TOP OF EX CULVERT HEAD WAIL CONTRACTOR SHALL SUBMIT PROPOSAL TO ENGINEER IF EXISTING CULVERT HEAD WALL REQUIRES ADDITIONAL MODIFICATION BEYOND THAT SHOWN IN THIS DETAIL EMBEDDED HSS SCALE 3' = 1'-0' TYPE 2 GUARD RAIL EMBEDDED PLATE SCALE: 3' = 1'-0' GRADE BM ¢ EX CULVERT OUIIJNE OF CONC STAIRS FLUSH EMBEDDED 1/2'x6'x9' GALVANIZED STL PLATE 1/2" THICK GALVANIZED STL PLATE EMBEDDED (4) 1/2'0x3' WELDED STUD (BEYOND) VIF SEE NOTE 1 HANDRAIL EMBEDDED PLATE SCALE: 3' = 1'-0' UNREINFORCED CONCRETE GRADE BEAM CAST AGAINST TOP OF EXIST CULVERT SEE FDN PLAN C4 1/4' END PLATE I HSS REVIEWED FOR CODE COMPLIANCE 1o0vED - I ICY 0 9 2011 ID Ci of Tukwila UILDING DIVISION S):C110N THRU HSS (CONC NOT SHOWN FOR CLARITYX SECTION THRU CHANNEL CONCRETE GRADE BEARECEIVED M ITY OF TUKWI HSS TO CHANNEL CONN SCALE 3' = 1'-0' APR 19 2011 PERMIT CENTER 3"=1'—O' SCALE 3' = 1'-0' 3' 6' 9' 1 Scale Feet ��wrta q9� PUBLIC' WORKS DEPT_ e t czi *ENGIN EERING *STREETS *WATER*SEWER *BU ILDING* V /y 19 by date Kph Interdisciplinary 3131 Bliott Ave Suite 400 Seethe, WA98121 (206) 286-1640 Design 2502 Jefferson Ave Tacoma, WA 98402 (253)627-0720 www.kpg.rom CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM ( 17 1 designed BEP 06/16 drawn BEP 06/16 l 24 J checked MH 04/17 GILLIAM CREEK OUTFALL STRUCTURE DETAILS file no 1fi001GO5TRUCT.DWG proj eng proj dir scale no date revisions date 04/16 I field bk no LNI rit HSS TO HSS CONN SCALE: 6• = 1'-0' 1/2' KICK It L2 NOSING GALV SPACER R AS REQ'D FOR LEVEL GRATING PILE CAP PILE CAP TO HSS CONN SCALE: 6• = 1/2' KICK IE SEE TYPICAL GUARDRAIL ON SHT 19 KICKPLATE & ANGLE TO HSS CONN SCALE 6' = 1'-0• 0 D1 HSS (BEYOND) I T PPLATFORM LADDER TO GATE SUPPORT /—MANUFACTURED HORIZONT ANUFACTURED HORIZONTAL GRAB BARS TYP. EL 14.8' (IAF) LADDER TO HSS SUPPORT TOP OF EX. CULVERT WING WALL 1/2' BENT IE FIELD WELD TO SIDE OF LADDER ��FlXED MANUFACTURED LADDER — — LADDER TO o CONC SUPPORTS SS FASTENER PER MANUFACTURER'S RECOMMENDATION FIXED LADDER TOP OF APRON SAB RUNGS 1/2• R COPED TO FIT RAIL & FILLET WELD ALL SIDES LADDER TO GATE CONNECTION SCALE 1' = 1'-0' RUNGS HSS 3x3 SHOWN ON SHT 14 & 17 7' MIN 12' MAX LADDER TO HSS SUPPORT SCALE 1'=1' FACE OF CONCRETE WALL 7' MIN SS FASTENER PER MANUFACTURER'S RECOMMENDATION 1/2' R BENT RUNGS LADDER TO CONCRETE SUPPORT SCALE 1"=1' FACE OF EX. CULVERT WING WALL LADDER LADDER SUPPORTS SECTION SCALE NTS SCALE NTS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 19 2017 PERMIT CENTER 1 0 1 2 1•=1'-0• I — — Scale Feet 2 1 0 2 4 6•=1'-0' , Scale Inches c e e 1908 9r PUBLIC WORKS DEhT_ z * ENGINEERING *STREETS *WATER* SEWER *BUILDING * 0 y designed drawn checked proj eng by BEP BEP MH date 06/16 06/16 04/17 proj dir field bk no KPGr Interdisciplinary Design 3131 Elliott Ave 2502 Jefferson Ave Suite 400 Tacoma, WA 98402 Seattle, WA 98121 (253) 627-0720 (206) 286-1640 WWW4g.cao CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM GILLIAM CREEK OUTFALL STRUCTURE PLATFORM DETAILS r 18 24 file no 16001G0 STRUCT.DWG scale no date revisions date 04/16 C 1 GALVANIZED MANUFACTURED GUARD RAIL GALVANIZED HINGE REMOVABLE GUARD RAIL SCALE 3' = 1'-0' T LADDER SIDE PLAN ELEVATION TYPICAL GATE SCALE: 1' = 1'-0' GALVANIZED LATCH REMOVABLE 1/2` DIA. HOLE GUARD RAIL FOR OWNER SUPPLIED • SHACKLE LOCK SEE GUARD RAIL DETAILS SHEET 17 ELEVATION PLAN CONC. TO REMOVABLE GUARD RAIL CONNECTION SCALE: 3' = 1'-0' GALVANIZED MANUFACTURED GUARD RAIL LOOP END 6'-0' MAX. SPACING B/W POSTS 9 C 9 6 01 >c nt 4' MAX CLR. HSS 12` SLAB TYPICAL GUARD RAIL SCALE: 1' = 1'-0° CONCRETE TO GUARD HSS TO GUARD RAIL RAIL CONNECTION SCALE 3' = CONNECTION SCALE 3' = 1'-0' TYP. x HSS Fg CORNER RETURN REVIEWED FOR CODE COMPLIANCE APPROVED MAY 002017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 19 2011 PERMIT CENTER 1`=1'-0` 1 0 1 2 Scale Feet 3' 6' 9' 1 3'=1'-0` Scale Feet by date K1�G Interdisciplinary 3131 Hill Ave SeHe400 Seattle, (206)286-1640 Design 2502Jefferson Ave Tacoma, WA 98402 (253)627-0720 wwa.kpg.com CONSTRUCTION PERMIT SUBMITTAL 2017 SMALL DRAINAGE PROGRAM file e N 19 **ILA �9 PUBLIC WORKS 1::)__F°7 --..designed 4. '.. ° z *ENGINEERING*STREETS*WATER*SEWER*BUILDING* ,, '/ g y ° 1908 • BEP 06/16 drawn BEP 06/16 ..24 checked MH 04/17 GILLIAM CREEK OUTFALL STRUCTURE GUARD RAIL AND LADDER DETAILS no 160016-0 STRUCT.DWG proj eng proj dir scale fieldbkno no date revisions date Dons i KPG Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Permit No. 017-0102 KPG, Inc. 3131 Elliott Ave., Suite #400 Seattle, WA 98121 We have, with supplemental support from subcontracted inspection specialists, completed the requested special inspections on the subject project. All work requiring special inspection was progressively and continuously inspected to ensure compliance with contract plans and specifications and, to the best of our knowledge, is in compliance with the permit documents. Project Name: City of Tukwila — Gilliam Creek Project Address: Approx. 90 Andover Park E, Gilliam Creek Outfall Access Permit No.: D17-0102 In accordance with the permit documents, special inspections performed were: Footings Concrete Construction Welding - Steel Construction Reinforcing Steel — Welding - Soils Driven Deep Foundations Epoxy/Expansion Concrete Anchor Bolts If there are any questions regarding this final report, please contact me at (907)854-3773. Sincerely, Pies -2/ Jordan Perry, P.E. Resident Engineer KPG Construction Services RECEIVED CITY OF TUKWILA JUN 1 0 2019 PERMIT CENTER FIELD AND LABORATORY CONCRETE TEST REPORT ASTM C 31, C 39, C 143, C172, C231, C1064, C1231 n AASHTO T23, T22, T119, T141, T152, T309 LAM HWAGEOSCI ENCES INC. CLIENT: KPG PROJECT: Tukwila 2018 Small Drainage Program HWA PROJECT NO: 2018-138-21 HWA TASK NO.: TEST/SET # C-2 DATE CAST: 12/27/2018 DATE REC'D: 12/28/2018 DESCRIPTION OF CONCRETE PLACEMENT REPRESENTED BY THIS TEST: Gilliam Creek Outfall Slab COMPRESSIVE STRENGTH TEST DATA CYLINDER I.D. NUMBER AGE (days) CYL. WEIGHT (grams) TEST DATE (mm/ddlyy) CYL. TYPE (d"x I") DIAMETER (inches) X -SECT. AREA (sq. in.) MAX. LOAD (lbs) COMPR. STRENGTH (psi) FRAC. TYPE TECH. C -2A 7 3914.0 1/3/19 4x8 4.00 12.57 49020 3900 5 KN C-28 28 3892.7 1/24/19 C -2C 28 3930.9 1/24/19 C -2D Hold 3916.9 28 Day Average Compressive Strength Cap used: ❑O Un -Bonded 0 Sulfur 0 Other. Specified Minimum: 4000 ei �� Ein INFO. FROM SUPPLIER TICKET Supplier Name: CalPortland Max: Agg. Size (in): 3/4 Time Batched: 10.40 AM Plant Number: 282 Cement Type: 1/ll Arrival Time: 11:00 AM Mix Code / No.: 3310 Load Volume (yd3): 5 Start Unloading: 11:06 AM Truck Number: 4313 Cum. Volume (yd3): 5 End Unloading: 11:22 AM Ticket Number: 2012206 Admixtures: AEA FIELD TEST DATA Slump (inches): 5 Specified Slump (min -max): 3.0-5.0 Time Sampled: 11.08 AM Entrained Air (%): 6.8 Specified Ent. Air (min -max): 4.5-7.5 Time Cyls Cast: 11:20 AM Conc. Temp. (F): 69 Ambient Air Temperature (F): 44 Cast By: BS Water Added: 5 *Initial Curing Temp (min -max): 41-57 Mold Type: Plastic MISCELLANEOUS INFORMATION / COMMENTS Contractor / Subcontractor: Ceccanti, Inc. Concrete Placement Method: Concrete Truck Chute Field test results reported to Mick Cannon (Contractor Representative on Site) Field test results reported to Mike Perfetti (Client/Owner's Rep. on Site) *Note: In general conformance with C31 except for Section 10.1.2 when min -max temperature is not recorded. Additional slump tests on the following truckloads: HWA also visually assessed the following truckloads: Additional air tests on the following truckloads: Printed Date: January 3, 2019 Reviewed By: B. Hawkins This report applies only to the items tested, and may be reproduced in full, with written approval of HWA GEOSCIENCES INC. Revised: HB -1/2312012 FIELD AND LABORATORY CONCRETE TEST REPORT 0 ASTM C 31, C 39, C 143, C172, C231, C1064, C1231 AASHTO T23, T22, T119, T141, T152, T309 11.11 Wal HWAGEOSCI E NCES INC. CLIENT: KPG PROJECT: Tukwila 2018 Small Drainage Program HWA PROJECT NO: 2018-138-21 HWA TASK NO.: TEST/SET # C-2 DATE CAST: 12/27/2018 DATE REC'D: 12/28/2018 DESCRIPTION OF CONCRETE PLACEMENT REPRESENTED BY THIS TEST: Gilliam Creek Outfall Slab COMPRESSIVE STRENGTH TEST DATA CYLINDER I.D. NUMBER AGE (days) CYL. WEIGHT (grams) TEST DATE (mm/dd/yy) CYL. TYPE (d"x I") DIAMETER (inches) X -SECT. AREA (sq. in.) MAX. LOAD (lbs) COMPR. STRENGTH (psi) FRAC. TYPE TECH. C -2A 7 3914.0 1/3/19 4x8 4.00 12.57 49020 3900 5 KN C-28 28 3892.7 1/24/19 4x8 4.00 12.57 65120 5180 1 KN C -2C 28 3930.9 1/24/19 4x8 4.00 12.57 62260 4950 5 KN C -2D Hold 3916.9 1/24/19 4x8 4.00 12.57 64850 5160 5 KN 28 Day Average Compressive Strength 5100 Cap used: © Un -Bonded 0 Sulfur 0 Other. Specified Minimum: 4000 SEIME/. 4 INFO. FROM SUPPLIER TICKET Supplier Name: CalPortland Max: Agg. Size (in): 3/4 Time Batched: 10:40 AM Plant Number: 282 Cement Type: 1/Il Arrival Time: 11:00 AM Mix Code / No.: 3310 Load Volume (yd3): 5 Start Unloading: 11:06 AM Truck Number: 4313 Cum. Volume (yd3): 5 End Unloading: 11:22 AM Ticket Number: 2012206 Admixtures: AEA FIELD TEST DATA Slump (inches): 5 Specified Slump (min -max): 3.0-5.0 Time Sampled: 11:08 AM Entrained Air (%): 6.8 Specified Ent. Air (min -max): 4.5-7.5 Time Cyls Cast: 11:20 AM Conc. Temp. (F): 69 Ambient Air Temperature (F): 44 Cast By: BS Water Added: 5 "Initial Curing Temp (min -max): 41-57 Mold Type: Plastic MISCELLANEOUS INFORMATION / COMMENTS Contractor / Subcontractor: Ceccanti, Inc. Concrete Placement Method: Concrete Truck Chute Field test results reported to Mick Cannon (Contractor Representative on Site) Field test results reported to Mike Perfetti (Client/Owner's Rep. on Site) *Note: In general conformance with C31 except for Section 10.1.2 when min -max temperature is not recorded. Additional slump tests on the following truckloads: HWA also visually assessed the following truckloads: . Additional air tests on the following truckloads: Printed Date: January 24, 2019 Reviewed By: B. Hawkins This report applies only to the items tested, and may be reproduced in full, with written approval of HWA GEOSCIENCES INC. Revised: HB -1/23/2012 FIELD AND LABORATORY CONCRETE TEST REPORT ASTM C 31, C 39, C 143, C172, C231, C1064, C1231 n AASHTO T23, T22, T119, T141, T152, T309 HWAGEOSCIENCES INC. CLIENT: KPG PROJECT: Tukwila 2018 Small Drainage Program HWA PROJECT NO: 2018-138-21 HWA TASK NO.: TEST/SET # C-3 DATE CAST: 12/28/2018 DATE RECD: 12/29/2018 DESCRIPTION OF CONCRETE PLACEMENT REPRESENTED BY THIS TEST: Gilliam Creek Outfall Stairs COMPRESSIVE STRENGTH TEST DATA CYLINDER I.D. NUMBER AGE (days) CYL. WEIGHT (grams) TEST DATE (mm/dd/yy) CYL. TYPE (d"x I") DIAMETER (inches) X -SECT. AREA (sq. in.) MAX. LOAD (lbs) COMPR. STRENGTH (psi) FRAC. TYPE TECH. C -3A 7 3972.7 1/4/19 4x8 4.00 12.57 60720 4830 1 KN C-38 31 3953.3 1/28/19 4x8 4.00 12.57 74260 5910 1 KN C -3C 31 3956.3 1/28/19 4x8 4.00 12.57 77980 6210 3 KN C -3D 31 3949.2 1/28/19 4x8 4.00 12.57 76860 6120 3 KN 31 Day Average Compressive Strength 6080 Cap used: O Un -Bonded 0 Sulfur 0 Other. Specified Minimum:I 4000 u mEr]r] 1 2 3 4 5 6 INFO. FROM SUPPLIER TICKET Supplier Name: CalPortland Max: Agg. Size (in): 3/4 Time Batched: 10:45 AM Plant Number: 282 Cement Type: 1/11 Arrival Time: 11:00 AM Mix Code / No.: 3310 Load Volume (yd3): 5 Start Unloading: 11:06 AM Truck Number: 8315 Cum. Volume (yd3): 5 End Unloading: 11:45 AM Ticket Number: 2012933 Admixtures: AEA FIELD TEST DATA Slump (inches): 3.25 Specified Slump (min -max): 3.0-5.0 Time Sampled: 11:08 AM Entrained Air (%): 5.7 Specified Ent. Air (min -max): 4.5-7.5 Time Cyls Cast: 11:20 AM Conc. Temp. (F): 61 Ambient Air Temperature (F): 41 Cast By: BS Water Added: 0 *Initial Curing Temp (min -max): 36-69 Mold Type: Plastic MISCELLANEOUS INFORMATION / COMMENTS Contractor / Subcontractor: Ceccanti, Inc. Concrete Placement Method: Concrete Truck Chute Field test results reported to Mick Cannon (Contractor Representative on Site) Field test results reported to Mike Perfetti (Client/Owner's Rep. on Site) *Note: In general conformance with C31 except for Section 10.1.2 when min -max temperature is not recorded. Additional slump tests on the following truckloads: HWA also visually assessed the following truckloads: Additional air tests on the following truckloads: Printed Date: January 28, 2019 Reviewed By: B. Hawkins This report applies only to the items tested, and may be reproduced in full, with written approval of HWA GEOSCIENCES INC. Revised: HB -1/23/2012 FIELD REPORT 21312 30TH Drive SE MI Will 1 VUILG 1 iv Bothell, WA 98021.7010 HWAGEOSCIENCES INC. Tel. 425-774-0106 Fax. 425-774-2714 HWA Job No. Task # 2018-138 Report No. 004 City Project No. Date December 27, 2018 Project Name 2018 Tukwila Small Drainage Program Location or Address Tukwila, Washington Day of the Week Thursday Owner City of Tukwila Owner 'Rep. Weather Temp. (F) Cloudy 40s Client KPG Client Rep. Jordan Perry HWA Project Engineer Bryan Hawkins Contractor Ceccanti Inc Contractor Rep. HWA Field Rep. Bret Salazar SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY: Start Travel: 0945 Arrived at Site: 1035 Departed Site: 1140 End Travel: 1230 ACTIVITY BEING INSPECTED: Concrete delivery and placement. ITEM BEING CONSTRUCTED: Outfall slab. DETAILED LOCATION: Gilliam Creek Outfall. STATUS AND DETAILS OF PLACEMENT OF MATERIAL: The concrete was placed by mixer truck and chute. Vibratory consolidation was performed during placement. The pour completed the slab of the outfall area (stairs will be poured tomorrow). HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: Inspection included testing for temperature, air content, slump, and producing one set of six 4 -inch x 8 -inch cylinders. Approximately 5 cubic yards were poured today. See HWA's `Field and Laboratory Concrete Test Report' for Set C-2 for a summary of inspection and test data, which will be sent to the client after each cylinder compression test. CONFORMANCE OF THIS ITEM: To the best of the inspector's knowledge, the items inspected were found in conformance with approved plans, specifications and RFIs. Total time spent on the project today was 3.25 hours including equipment load/unload, travel, testing, and writing this report. SIGNATURES: Signed: C_»-� -1 HWA Field Representative Reviewed: HWA Reviewer Note: Field Reports are preliminary until signed by both the HWA Field Representative and HWA Reviewer FR -004 12-27-2018 BS.doc 17111!1 FIELD REPORT 21312 30TH Drive SE Bothell, WA 98021.7010 HWAGEOSCIENC ES INC. Tel. 425-774-0106 Fax. 425-774-2714 HWA Job No. Task # 2018-138 Report No. 005 City Project No. Date December 28, 2018 Project Name 2018 Tukwila Small Drainage Program Location or Address Tukwila, Washington Day of the Week Friday Owner City of Tukwila Owner Rep. Weather Temp. (F) Rain 40s Client KPG Client Rep. Jordan Perry HWA Project Engineer Bryan Hawkins Contractor Ceccanti Inc Contractor Rep. HWA Field Rep. Bret Salazar SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY: Start Travel: 0945 Arrived at Site: 1040 Departed Site: 1200 End Travel: 1245 ACTIVITY BEING INSPECTED:. Concrete delivery and placement. ITEM BEING CONSTRUCTED: Outfall stairs. DETAILED LOCATION: Gilliam Creek Outfall Stairs. STATUS AND DETAILS OF PLACEMENT OF MATERIAL: The concrete was placed by mixer truck and chute. Vibratory consolidation was performed during placement. The pour completed the stairs of the outfall area. HWA INSPECTION ACTIVITIES RELATED TO THIS ITEM: Inspection included testing for temperature, air content, slump, and producing one set of six 4 -inch x 8 -inch cylinders. Approximately 5 cubic yards were poured today. See HWA's `Field and Laboratory Concrete Test Report' for Set C-3 for a summary of inspection and test data, which will be sent to the client after each cylinder compression test. CONFORMANCE OF THIS ITEM: To the best of the inspector's knowledge, the items inspected were found in conformance with approved plans, specifications and RFIs. MISCELLANEOUS DETAILS: While on site, I collected cylinder set C-2, which was cast yesterday. The cylinders were returned to HWA's lab in Bothell, where they were stripped, weighed and measured, labeled, and stored for future testing. Total time spent on the project today was 3.75 hours including equipment load/unload, travel, testing, cylinder preparation, and writing this report. SIGNATURES: Signed: HWA Field Representative Reviewed: HWA Reviewer Note: Field Reports are preliminary until signed by both the HWA Field Representative and HWA Reviewer FR -005 12-28-2018 BS.doc rtrri FIELD REPORT 21312 30TH Drive SE UM MEM' VUIIG 1 1 V Bothell, WA 98021.7010 HWAGEOSCIENCES INC. Tel. 425-774-0106 Fax. 425-774-2714 HWA Job No. Task # 2018-138 Report No. 006 City Project No. Date December 29, 2018 Project Name 2018 Tukwila Small Drainage Program Location or Address Tukwila, Washington Day of the Week Saturday Owner City of Tukwila Owner Rep. Weather Temp. (F) Cloudy 50s Client KPG Client Rep. Jordan Perry HWA Project Engineer Bryan Hawkins Contractor Ceccanti Inc Contractor Rep. HWA Field Rep. Bret Salazar SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY: Start Travel: 1000 Arrived at Site: 1045 Departed Site: 1055 End Travel: 1145 MISCELLANEOUS DETAILS: While on site, I collected cylinder set C-3, which was cast yesterday. The cylinders were returned to HWA's lab in Bothell, where they were stripped, weighed and measured, labeled, and stored for future testing. Total time spent on the project today was 2.25 hours including equipment load/unload, travel, testing, cylinder preparation, and writing this report. SIGNATURES: Signed: HWA Field Representative Reviewed: HWA Reviewer Note: Field Reports are preliminary until signed by both the HWA Field Representative and HWA Reviewer FR -006 12-29-2018 BS.doc MAYES TESTING ENGINEERS, INC. A Terrapin COMPANY February 7, 2019 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official Re: City of Tukwila 2018 Small Drainage Program 90 Andover Park E Tukwila, WA Project No. M8181397 FINAL LETTER Permit: D17-0102 Seaffi°Office 20715 CedarVay Road Sud 110 Lyrvrvwod, WA 98035 ph 425.7429360 tax 425.745,1737 Tacoma Office 100295. Taxma Way su1eE2 Tacoma, WA 95399 ph 2535843/2U fax 253.584.3707 Ptr6andOlfrce 7911 NE 33rd Drive Sale 190 Portland, OR 97211 ph 503281.7515 fax 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Structural Steel Erection 1. Welding To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engineers STRUCTURAL STEEL OBSERVATIONS REPORT Report Number: Service Date: Report Date: M8181397.0001 12/19/18 02/06/19 MAYES TESTING ENGINEERS 91Terram, COMPANY 10029 S. Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client KPG Attn: Jordan Perry 3131 Elliott Ave Ste 400 Seattle, WA 98121-1006 Project City of Tukwila 2018 Small Drainage Program 90 Andover Park E Tukwila, WA Project No.: M8181397 Permit No.: D17-0102 Weather: cloudy/rain Gilliam Creek Outfall Access Improvements Inspected structural steel erection and welding activities for galvanized steel platform. Confirmed the following per the structural plans, details and AWS D-1.1 welding code with welding by WABO certified welder: 1) Removal of galvanizing at field weld locations for HSS 12x6 support beam, HSS 3x3 frame and embed channels (sheet 6) 2) HSS 12x6 support beam CP weld to plate at end of existing headwall — grove angle, fit -up and completed welds (sheet 8) 3) Survey of shop welded connections for above noted items and pipe column supports and embeds with nelson studs per Ferrotek shop fabrication drawings Arranged for further inspection as work progresses for final visual weld inspection. To the best of our knowledge, the items inspected today are in conformance with approved plans and specifications. Services: Special Inspection/Materials Testing Mayes Testing Engineers Rep.: Thomas Cain Reported to: Contractor: Report Distribution: (1) KPG, Jordan Perry (1) City of Tukwila, Mike Perfetti (1) City of Tukwila, Building Official (1) Mayes Testing Engineers, Inc, Dennis Sanborn Reviewed By: Paul Davis Office Manager I The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 1 STRUCTURAL STEEL OBSERVATIONS REPORT Report Number: Service Date: Report Date: M8181397.0002 12/21/18 02/06/19 MAYES TESTING ENGINEERS .ife«acon 10029 S. Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client Project KPG City of Tukwila 2018 Small Drainage Program Attn: Jordan Perry 90 Andover Park E 3131 Elliott Ave Ste 400 Tukwila, WA Seattle, WA 98121-1006 Project No.: M8181397 Permit No.: Gilliam Creek Outfall Access Improvements Weather: cloudy Continued with inspection of structural steel erection and welding activities for galvanized steel platform. Confirmed the following per the structural plans, details and AWS D-1.1 welding code with welding by WABO certified welder: 1) Support posts each end of northmost HSS 3x3 2) Kick plate assembly welded to top of (1) above 3) HSS 3x3 members to C4 4) C4 to HSS 3x3 ladder support 5) Embed plates/metal studs to HSS 3x3 ladder support 6) Confirmed all welds that cast in with slab/stairs — including handrail embeds To the best of our knowledge, the items inspected today are in conformance with approved plans and specifications. Services: Special Inspection/Materials Testing Mayes Testing Engineers Rep.: Thomas Cain Reported to: Contractor: Report Distribution: (1) KPG, Jordan Perry (1) City of Tukwila, Building Official (1) City of Tukwila, Mike Perfetti (1) Mayes Testing Engineers, Inc, Dennis Sanborn Reviewed By: Paul Davis Office Manager I The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 1 STRUCTURAL STEEL OBSERVATIONS REPORT Report Number: Service Date: Report Date: M8181397.0003 01/28/19 02/05/19 MAYES TESTING ENGINEERS . lrerracan COMPANY 10029 S. Tacoma Way Ste E2 Tacoma, WA 98499-4686 253-573-9939 Client KPG Attn: Jordan Perry 3131 Elliott Ave Ste 400 Seattle, WA 98121-1006 Project City of Tukwila 2018 Small Drainage Program 90 Andover Park E Tukwila, WA Project No.: M8181397 Permit No.: D17-0102 City of Tukwilla 2018 Small Drainage Program Gilliam Creek Outfall Outfall Access Improvements Weather: sunny Completed inspection of structural steel welding for this project. Today inspected stair handrail, platform guardrails, and access ladder welded attachments. Confirmed welds per sheets 7, 10 , and 11 of conformed documents and AWS D-1.1 welding code. To the best of our knowledge, the items inspected today are in conformance with approved plans and specifications. Services: Special Inspection/Materials Testing Mayes Testing Engineers Rep.: Thomas Cain Reported to: Contractor: Report Distribution: (1) KPG, Jordan Perry (1) City of Tukwila, Mike Perfetti (1) City of Tukwila, Building Official (1) Mayes Testing Engineers, Inc, Dennis Sanborn Reviewed By: Paul Davis Office Manager I The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials, CT0001, 10-16-13, Rev.10 Page 1 of 1 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Num ber(s) of Related Document(s): D17-0103 Grantor: TUKWILA EDGE HOMES, LLC, a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along South 114th Street and adjacent to 4931 South 114th Street. Abbreviated Work Description: Work within the City Right -of -Way for EROSION CONTROL, STORM DRAINAGE, SANITARY SIDE SEWER WITH FORCED MAIN, WATER SERVICE LINE & WATER METER, DRIVEWAY ACCESS, PAVING & PAVEMENT RESTORATION, TRAFFIC CONTROL, UNDERGROUNDING OF POWER, AND STREET USE. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individual(s) have caused this instrument to be executed this j3 day of V+ Cj , 2018 STATE OF WASHINGTON ) )ss. COUNTY OF KING ) Grantor / Authorized Signature I certify I know or have satisfactory evidence that Chara is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the CLA) of Tukwila Edge Homes, LLC, a limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated /D /,)--3 / zr() fralgrie_ N ry ublic in and for the State of Washington residing at -C wf Gti My appointment expires 0 500'-)-- DATED this GRANTEE: By: Print Name: Its: day of cc; --t-. , 2018 CITY of TUKWILA Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: NOTARY PUBLIC, in and for the �Sjtate of Washington, residing at I (.-f`C�(k;' t ( C� My commission expires: L-.15 IDg M, CIVILTECH April 18, 2017 400 112th Ave NE Suite 120 Bellevue, WA 98004 T: 425.453.6488 F: 425.453.5848 Subject: Tukwila Stormwater Access — 2017 Small Drainage Program Project Specifications 1 r° CTE Project 16022 As the Engineer in direct responsible charge of developing these contract provisions pertaining to the PS&E developed by CivilTech Engineering, I certify these provisions have been developed or incorporated into this project under my supervision or as a result of certified specifications provided by other licensed professionals. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092017 City of Tukwila BUILDING DIVISION 0101 RECEIVED CITY OF TUKWILA APR 19 2017 PERMIT CENTER DIVISION 6 STRUCTURES 6-02 CONCRETE STRUCTURES 6-02.1 Description (Special Provision) Supplement This work consists of the construction of all Structures (and their parts) made of Portland Cement Concrete with or without reinforcement, including bridge approach slabs, stairs, grade beams, elevated slabs and slabs on grade. Any part of a structure to be made of other materials shall be built as these Specifications require elsewhere. 6-05 PILING 6-05.2 Materials (Special Provision) Supplement Section 6-05.2 is supplemented with the following: Micropiles Materials for micropiles shall consist of the following: The manufacturer or fabricator of steel piling shall furnish a certificate of compliance in accordance with Section 1-06.3 stating that the piling being supplied conforms to these specifications. The certificate of compliance shall include test reports for tensile and chemical tests. Samples for testing shall be taken from the base metal, steel, coil or from the manufactured or fabricated piling. The certificate of compliance shall be in English units. As an alternative to steel pipe with mill certificate of compliance documentation, new structural grade or mill secondary steel pipe may be furnished for the micropile without certified mill test reports under the following conditions: 1. The steel pipe shall meet or exceed the mechanical requirements of API 5L Grade X52 or better or API 5CT Grade N80 or better. 2. The CE shall not exceed 0.45 and the sulfur content shall not exceed 0.05 percent, if welding of the micropile is required. 3. Two unique coupon tests with reports, conforming to ASTM A 370, including Annex A2, shall be provided for each truckload of pipe supplied. 4. The pipe shall be free of defects (dents, cracks, and tears). The alternate testing for non -mill certified steel pipe is not permitted if domestic steel is required for the project. Welded circumferential joints in pipe shall develop the strength of the pipe section. Threaded pipe joints shall develop at least the nominal resistance used in the design of the micropile. Structural steel plates and shapes for micropile top attachments shall conform to either ASTM A 36 or ASTM A 572 Grade 50. 6-05.3 Construction Requirements (Special Provision) Supplement Section 6-05.3 is supplemented with the following: Micropiles General Requirements The Contractor is responsible for the installation and testing of micropiles and micropile top attachments for this project. If the pile details are different from those shown on the plans, the Contractor is responsible for the design of the micropile and top attachments, design changes must be approved by the Engineer before installation. The Contractor shall select the micropile type, size -(if not shown on the plans), micropile top attachment - (if not shown on the plans), installation means and methods and final micropile diameter. The Contractor shall design and install micropiles that will develop the load capacities specified in the Plans. The micropile load capacities shall be verified by verification and proof load testing, and shall meet the test acceptance criteria specified in this Special Provision. Contractor's Experience Requirements and Submittal The micropile Contractor shall be experienced in the construction and load testing of micropiles and have successfully constructed at least three projects in the last five years involving construction totaling at least 50 driven micropiles of equal or greater capacity than required for this project. The Contractor shall submit construction details, structural details and load test results for at least three previous successful micropile Toad tests from different projects of similar scope to this project. The on-site foremen and pile driving operators shall also have experience on at least three projects over the past five years installing micropiles of equal or greater capacity than required for this project. Definitions Alignment Load (AL): A minimum initial load (5 percent FDL) applied to micropile during testing to keep the testing equipment correctly positioned. Factored Design Load (FDL): The factored design load expected to be applied to the micropile. The factored design load (FDL) is as specified in the Plans. Maximum Test Load: The maximum load to which the micropile is subjected during testing. The load shall be 1.5 x FDL for verification load tests and 1.0 x FDL for proof load tests. Proof Load Test Incremental loading of a production micropile, recording the total movement at each increment. Verification Load Test Non -production micropile Toad test performed to verify the design of the micropile system and the construction methods proposed, prior to installation of production micropiles. Working Drawings The Contractor shall submit Type 3E Working Drawings. The working drawings shall include all information required for the construction and quality control of the piling. Working drawings shall include the following items: 1. A plan view of the micropile structure identifying: a. A reference baseline and elevation datum. b. The offset from the construction centerline or baseline to the face of the micropile structure at all changes in horizontal alignment. c. Beginning and end of micropile structure stations. d. Right-of-way and permanent or temporary construction easement limits, location of all known active and abandoned existing utilities, adjacent structures or other potential interference. The centerline of any drainage structure or drainage pipe behind, passing through, or passing under the micropile structure. e. Subsurface exploration locations shown on a plan view of the proposed micropile structure alignment with appropriate reference base lines to fix the locations of the explorations relative to the micropile structure. 2. An elevation view of the micropile structure(s) identifying: a. Elevation view showing micropile locations and elevations; vertical and horizontal spacing; batter and alignment and the location of drainage elements (if applicable). b. Existing and finish grade profiles both behind and in front of the micropile structure. 3. General notes for constructing the micropile structure including the overall construction sequence, micropile installation sequence, means and methods to prevent damage to existing adjacent piles and micropiles, installation tolerances, and other special construction requirements. 4. Start date and time schedule and micropile installation schedule providing the following: Micropile number Micropile Factored Design Load Type and size of steel Micropile Total micropile length Micropile top attachment 5. Micropile structure typical sections including micropile spacing and inclination; splice types and locations; corrosion protection details; and connection details to the substructure footing, anchorage, plates, etc. 6. A typical detail of verification and production proof test micropiles defining the micropile length, inclination and test lengths. 7. Details, dimensions, and schedules for all micropiles. 8. Details and dimensions for micropile structure appurtenances such as barriers, coping, drainage gutters, fences, etc. (if applicable). 9. Details for constructing micropile structures around drainage facilities (if applicable). 10. Details for terminating micropile structures and adjacent slope construction (if applicable). When plan dimensions are changed due to field conditions or for other reasons, the Contractor shall submit revised Type 3E Working Drawings, including supporting design calculations. Within 30 days after completion of the work, the Contractor shall submit as - built drawings to the Engineer, conforming to the requirements specified for Type 3E Working Drawings in Section 1-05.3. Construction Submittals The Contractor shall submit Type 2E Working Drawings consisting of the following for the micropile system or systems to be constructed: 1. If welding of micropile is proposed, the Contractor shall submit the proposed welding procedure in accordance with Section 6-03.3(25). 2. Manufacturer's information, model, size, and type of equipment to be used for installing micropiles, with appropriate manufacturer's literature for review. Include detailed description of the driving equipment and methods proposed to be used to prevent detrimental ground movements. 3. Information on headroom and space requirements for installation equipment that verify the proposed equipment can perform at the site. Plan describing how surface water will be controlled, contained, collected, and disposed of. 4. Certified mill test reports or independent test reports for non -mill certified steel used in micropile installation. The ultimate strength, yield strength, elongation, and material properties composition shall be included. 5. Detailed plans for the proposed micropile load testing method. This shall include all drawings, details, and structural design calculations necessary to describe the proposed test method, reaction load system capacity and equipment setup, types and accuracy of apparatus to be used for applying and measuring the test loads and micropile top movements in accordance with the Micropile Load Tests subsection of this Special Provision. 6. Calibration reports and data for each test jack, pressure gauge and master pressure gauge and electronic load cell to be used. The calibration tests shall have been performed by an independent testing laboratory within 90 calendar days of the date submitted. 7. Discussion of the Contractor's contingency plan if a verification load test or a proof load test fails. Pre -construction Meeting A pre -construction meeting will be scheduled by the Engineer and held prior to the start of micropile construction. The prime Contractor, micropile specialty Contractor, and excavation Contractor shall attend the meeting. The pre -construction meeting will be conducted to clarify the construction requirements for the work, to coordinate the construction schedule and activities, and to identify contractual relationships and delineation of responsibilities amongst the prime Contractor and the various Subcontractors - specifically those pertaining to excavation for micropile structures, anticipated subsurface conditions, micropile installation and testing, micropile structure survey control and site drainage control. Site Drainage Control The Contractor shall control and properly dispose of construction related waste in accordance with Section 1-07.5(3) as supplemented in these Special Provisions and all applicable local codes and regulations. The Contractor shall provide positive control and discharge of all surface water that will affect construction of the micropile installation. The Contractor shall maintain all pipes or conduits used to control surface water during construction. The Contractor shall repair damage caused by , surface water in accordance with Section 1-07.13. Upon substantial completion of the work, the Contractor shall remove surface water control pipes or conduits from the site. Alternatively, with the approval of the Engineer, pipes or conduits that are left in place may be fully grouted and abandoned or left in a way that protects the structure and all adjacent facilities from migration of fines through the pipe or conduit and potential ground loss. Excavation The Contractor shall coordinate the work and the excavation so the micropile structures are safely constructed. The Contractor shall perform the micropile construction and related excavation in accordance with the Plans and approved submittals. Micropile Allowable Construction Tolerances The centerline of piling shall not be more than 2 inches from indicated plan location. The top elevation of micropile shall be ± 1 inch maximum from vertical elevation indicated. Driving The driving equipment and methods shall be suitable for driving through the conditions to be encountered, without causing damage to any overlying or adjacent structures or services. Heave or Subsidence During construction, the Contractor shall observe the conditions in the vicinity of the micropile construction site on a daily basis for signs of ground heave or subsidence. The Contractor shall immediately notify the Engineer if signs of movements are observed. The Contractor shall immediately suspend or modify drilling if ground heave or subsidence is observed, if the micropile structure is adversely affected, or if adjacent structures are damaged from the drilling. If the Engineer determines that the movements require corrective action, the Contractor shall take corrective actions necessary to stop the movement or perform repairs. When due to the Contractor's methods or operations or failure to follow the specified/approved construction sequence, the costs of providing corrective actions will be borne by the Contractor in accordance with Section 1-07.13. Micropile Tip Elevations The Contractor shall check micropile top elevations and adjust all installed micropiles to equal or exceed the minimum tip elevations shown in the Plans. Micropile Installation Records The Contractor shall prepare and submit Type 1 Working Drawings consisting of full- length installation records for each micropile installed and installation methods used. The records shall be submitted no later than the end of each work week and within 24 hours after all micropile installation is completed. The data shall be recorded in the micropile installation log. A separate log shall be provided for each micropile. Micropile Load Tests The Contractor shall perform verification and proof testing of micropiles at the locations specified in this Special Provision, the Plans or as otherwise specified by the Engineer. Tests shall be performed using a tension load test in accordance with ASTM D 3689 or a compression load test in accordance with ASTM D 1143, except as modified by this Special Provision. Completed production micropiles may be used as part of the reaction frame for proof load testing. No reaction bearing elements of the load test frame for verification and proof load testing of micropiles shall bear on existing structure elements. Verification Load Tests The Contractor shall perform pre -production verification micropile testing to verify the design of the micropile system and the construction methods proposed prior to installing any production micropiles. Sacrificial verification test micropiles shall be constructed in conformance with the Working Drawing submittal. Verification test micropiles shall be at location(s) shown on the drawings. Verification load tests shall be performed to verify that the Contractor installed micropiles will meet the required compression and tension load capacities and load test acceptance criteria and to verify that the length of the micropile load transfer bond zone is adequate. The Contractor shall submit Type 2 Working Drawings consisting of the micropile verification load test results for the Engineer's acceptance prior to the installation of production micropiles. The mircropile length and outside diameter and depth of embedment for the verification test(s) shall be identical to those specified for the production micropiles at the given locations. The verification test micropile structural steel sections shall be sized to safely resist the maximum test load. The jack, bearing plates, and stressing anchorage shall be positioned at the beginning of the test such that unloading and repositioning during the test will not be required. Testing Equipment and Data Recording Testing equipment shall include dial gauges, dial gauge support, jack and pressure gauge, electronic load cell, and a reaction frame. The Toad cell is required only for the creep test portion of the verification test. The Contractor shall provide a description of test setup and jack, pressure gauge and load cell calibration curves in accordance with the Working Drawings subsection of this Special Provision. Additionally, the Contractor shall not use test jacks, pressure gauges and master pressure gauges, and electronic load cells greater than 90 calendar days past their most recent calibration date, until such items are recalibrated by an independent testing laboratory. The Contractor shall design the testing reaction frame to be sufficiently rigid and of adequate dimensions such that excessive deformation of the testing equipment does not occur. The Contractor shall apply and measure the test load with a hydraulic jack and pressure gauge. The pressure gauge shall be graduated in 75 psi increments or less. The jack and pressure gauge shall have a pressure range of no more than twice the anticipated maximum test pressure. Jack ram travel shall be sufficient to allow the test to be done without resetting the equipment. The Contractor shall monitor the creep test load hold during verification tests with both the pressure gauge and the electronic load cell. The Contractor shall use the load cell to accurately maintain a constant load hold during the creep test load hold increment of the verification test. The Contractor shall measure the micropile top movement with a dial gauge capable of measuring to 1 mil (0.001 inch). The dial gauge shall have a travel sufficient to allow the test to be done without having to reset the gauge. The Contractor shall visually align the gauge to be parallel with the axis of the micropile and support the gauge independently from the jack, micropile or reaction frame. The Contractor shall use two dial gauges when the test setup requires reaction against the ground or single reaction micropiles on each side of the test micropile. The required load test data shall be recorded by the Contractor. Verification Test Loading Schedule The Contractor shall test the verification micropiles to a maximum test load of 1.5 times the micropile Factored Design Load shown in the Plans. The verification micropile load tests shall be made by incrementally loading the micropile in accordance with the following cyclic load schedule: AL = Alignment Load FDL = Factored Design Load LOAD HOLD TIME AL 1 minute 0.075 FDL 4 minutes 0.150 FDL 4 minutes 0.225 FDL 4 minutes 0.300 FDL 4 minutes 0.375 FDL 4 minutes AL 1 minute 0.150 FDL 1 minute 0.300 FDL 1 minute 0.375 FDL 1 minute 0.450 FDL 4 minutes 0.525 FDL 4 minutes 0.600 FDL 4 minutes 0.675 FDL 4 minutes 0.750 FDL 4 minutes AL 1 minute 0.300 FDL 1 minute 0.600 FDL 1 minute 0.675 FDL 1 minute 0.750 FDL 1 minute 0.825 FDL 4 minutes 0.900 FDL 4 minutes 1.00 FDL 60 minutes (Creep Test Load Hold) AL 1 minute 0.300 FDL 1 minute 0.600 FDL 1 minute 0.900 FDL 1 minute 0.975 FDL 4 minutes 1.050 FDL 4 minutes 1.125 FDL 4 minutes 1.200 FDL 4 minutes 1.275 FDL 4 minutes 1.350 FDL 4 minutes 1.425 FDL 4 minutes 1.500 FDL 4 minutes (Maximum Test Load) 1.200 FDL 4 minutes 0.900 FDL 4 minutes 0.600 FDL 4 minutes 0.300 FDL 4 minutes AL 15 minutes After the hold time at each Toad, Micropile top movement shall be measured and recorded. The verification test micropile shall be monitored for creep at the 1.000 Factored Design Load (FDL). Micropile movement during the creep test shall be measured and recorded at 1, 2, 3, 4, 5, 6, 10, 20, 30, 50, and 60 minutes. The alignment load shall not exceed 5 percent of the FDL load. Dial gauges shall be reset to zero after the initial AL is applied. The acceptance criteria for micropile verification load tests are: 1. The micropile shall sustain the first 1.000 FDL test load with no more than the maximum vertical movement shown on the drawings at the top of the micropile, relative to the position of the top of the micropile prior to testing. 2. At the end of the 1.000 FDL creep test load increment, test micropiles shall have a creep rate not exceeding 0.040 inch/log cycle time (1 to 10 minutes) or 0.080 inch/log cycle time (6 to 60 minutes). The creep rate shall be linear or decreasing throughout the creep load hold period. 3. Failure does not occur at the maximum test Toad of 1.5 FDL. Failure is defined as a slope of the load versus deflection curve (at end of increment) exceeding 0.025 inches/kips or at which attempts to further increase the test Toad simply result in continued micropile movement. The Engineer will provide the Contractor written acceptance or rejection of the verification load tests within five working days. Verification Test Micropile Rejection If a verification tested micropile fails to meet the acceptance criteria, the Contractor shall modify the design, the construction procedure, or both, and shall perform another verification test incorporating the revisions. These modifications may include modifying the installation methods, increasing micropile length, or changing the micropile type. Any modification that necessitates changes to the structure will require the Engineer's review and acceptance. Any modifications of design or construction procedures or cost of additional verification test micropiles and load testing shall be at no additional expense to the Contracting Agency. At the completion of verification testing, test micropiles shall be removed down to an elevation two feet below finished ground line, except as otherwise specified in the Plans or by the Engineer. Proof Load Tests The Contractor shall proof load test the specified number of production micropiles at locations specified by the Engineer. Additional proof tests will be required if modifications are made in the micropile installation methods subsequent to the first production micropile, or if any of the proof tests fail. Proof Test Loading Schedule Proof tests shall be conducted by incrementally loading the micropile in accordance with the following schedule: AL = Alignment Load LOAD AL 0.10 FDL 0.20 FDL 0.30 FDL 0.40 FDL 0.50 FDL 0.60 FDL 0.70 FDL 0.80 FDL 0.90 FDL 1.00 FDL 0.75 FDL FDL = Factored Design Load HOLD TIME 1 minute 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 4 minutes 10 or 60 minutes (Creep Test) 4 minutes 0.50 FDL 4 minutes 0.25 FDL 4 minutes AL 4 minutes Depending on performance, either a 10 minute or 60 minute creep test shall be performed at the maximum test load of 1.00 FDL. Where the micropile top movement between 1 and 10 minutes exceeds 0.040 inch, the maximum test load shall be maintained an additional 50 minutes. Movements shall be recorded at 1, 2, 3, 5, 6, 10, 20, 30, 50 and 60 minutes. The alignment load shall not exceed 5 percent of FDL. Dial gauges shall be reset to zero after the initial AL is applied. The acceptance criteria for micropile proof load tests are: 1. The micropile shall sustain the maximum test load of 1.00 FDL with no more than the maximum vertical movement shown on the drawings at the top of the micropile, relative to the position of the top of the micropile prior to testing. 2. At the end of the 1.00 FDL creep test Toad increment, test micropiles shall have a creep rate not exceeding 0.040 inch/log cycle time (1 to 10 minutes) or 0.080 inch/log cycle time (6 to 60 minutes). The creep rate shall be linear or decreasing throughout the creep load hold period. Proof Test Micropile Rejection If a proof -tested micropile fails to meet the acceptance criteria, the Contractor shall proof test another micropile as selected by the Engineer. For failed micropiles the Contractor shall submit a Type 2 Working Drawing consisting of a repair procedure. For further construction of subsequent micropiles, the Contractor shall modify the design, the construction procedure, or both. These modifications may include installing replacement micropiles, incorporating failed micropiles at not more than 50 percent of the maximum load attained, post grouting, modifying installation methods, increasing the micropile length, or changing the micropile type. Any modification that necessitates changes to the structure design will require the Engineer's review and acceptance. 6-20 HELICAL PILES (NEW SECTION) 6-20.1 Description (Special Provision) New This Work consists of designing, furnishing, installing, and testing helical pile to develop the load capacity and pile layout shown on the Plans and the requirements of this section. 6-20.2 Materials (Special Provision) New Materials for piling shall meet the requirements of Section 6-05.2 of the Standard Specifications and additional requirements indicated below. American Society for Testing and Materials (ASTM): ASTM A29/A29M Steel Bars, Carbon and Alloy, Hot -Wrought and Cold Finished. ASTM A36/A36M Structural Steel. ASTM A53 Pipe, Steel, Black and Hot -Dipped, Zinc -Coated Welded and Seamless. ASTM A153 ASTM A193/A193M ASTM A252 ASTM A320/A320M ASTM A325 ASTM A500 ASTM A513 ASTM A572 ASTM A618 Tubing. ASTM A656 ASTM A775 ASTM A1018 ASTM D1143 ASTM D3689 Zinc Coating (Hot Dip) on Iron and Steel Hardware. Alloy -Steel and Stainless Steel Bolting Materials for High Temperature Service. Welded and Seamless Steel Pipe Piles. Alloy -Steel Bolting Materials for Low Temperature Service. Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength. Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes. Standard Specification for Electric Resistance Welded Carbon and Alloy Steel Mechanical Tubing. HSLA Columbium -Vanadium Steels of Structural Quality. Hot -Formed Welded and Seamless High -Strength Low -Alloy Structural Hot -Rolled Structural Steel, High -Strength Low -Alloy Plate with Improved Formability. Electrostatic Epoxy Coating. Steel, Sheet and Strip, Heavy Thickness Coils, Hot Rolled, Carbon, Structural, High -Strength Low -Alloy, Columbium or Vanadium, and High - Strength Low -Alloy with Improved Formability. Method of Testing Piles under Static Axial Compressive Load. Method of Testing Individual Piles under Static Axial Tensile Load. American Welding Society (AWS): AWS D1.1 Structural Welding Code — Steel. American Society of Civil Engineers (ASCE): ASCE 20-96 Standard Guidelines for the Design and Installation of Pile Foundations. Society of Automotive Engineers (SAE): SAE J429 Mechanical and Material Requirements for Externally Threaded Fasteners. 6-20.2(1) Central Steel Shaft (Special Provision) New The central steel shaft, consisting of lead sections, helical extensions, and plain extensions, shall be Square Shaft (SS) or Round Shaft (RS) or a combination of the two shall conform to the following specifications or approved equal. • 1-1/2" Square Shaft shall be hot rolled Round -Cornered -Square (RCS) solid steel bars meeting dimensional and workmanship requirements of ASTM A29. o Torque strength rating = 5,500 ft -Ib o Minimum yield strength = 70 ksi • 1-1/4", 1-3/8", 1-1/2", 1-3/4", 2", and 2-1/4" Square Shafts shall be hot rolled Round - Cornered -Square (RCS) solid steel bars meeting the dimensional and workmanship requirements of ASTM A29. The bar shall be High Strength Low Alloy (HSLA), low to medium carbon steel grade. o Torque strength rating = 4,000 ft -Ib (1-1/4" SS); 5,500 ft -Ib (1-3/8" SS); 7,000 ft -Ib (1-1/2" SS); 11,000 ft -lb (1-3/4" SS); 16,000 ft -lb (2" SS); 23,000 ft -lb (2-1/4" SS) o Minimum yield strength = 90 ksi • 2-7/8" OD Round Shaft shall be structural steel tube or pipe, welded or seamless, in accordance with ASTM A500 or A513. Wall thickness is 0.165", 0.203" or 0.262". o Torque strength rating = 4,500 ft -Ib (2-7/8"x0.165" RS); 5,500 ft -Ib (2- 7/8"x0.203 RS); 7,500 ft -Ib (2-7/8"x0.262 RS) o Minimum yield strength = 50 ksi • 3-1/2" OD Round Shaft shall be structural steel tube or pipe, seamless or straight -seam welded, in accordance with ASTM A53, A252, ASTM A500, or ASTM A618. Wall thickness is 0.300" (schedule 80). o Torque strength rating = 13,000 ft -Ib o Minimum yield strength = 50 ksi • 4-1/2" OD Round Shaft shall be structural steel tube or pipe, seamless or straight -seam welded, per ASTM A500 or A513. Wall thickness is 0.337" (schedule 80). o Torque strength rating o Minimum yield strength = 23,000 ft -Ib = 50 ksi 6-20.2(2) Helix Bearing Plate (Special Provision) New Helix bearing plate shall be hot rolled carbon steel sheet, strip, or plate formed on matching metal dies to true helical shape and uniform pitch. Bearing plate material shall conform to the following specifications or approved equal. • 5500 ft -lb pile: Low -carbon steel meeting requirements of ASTM A572, A1018, or A656. • 7000 and 10,000 ft -Ib pile: Hot rolled steel per ASTM A656 or A1018. • 11,000 ft -Ib pile: Low -carbon steel meeting requirements of ASTM A36, A572, A656, or A1018. • 15,000 ft -Ib pile: Hot rolled steel per ASTM A656 or A1018. 6-20.2(3) Bolts (Special Provision) New Bolts use to connect the central steel shaft sections together shall conform to the following specifications or approved equal. • 5500 and 7000 ft -lb piles: ASTM A320, Grade L7. • 10,000 ft -Ib pile: ASTM A193, Grade B7. • 11,000 ft -Ib pile: SAE J429, Grade 5. • 15,000 ft -Ib pile: ASTM A193, Grade B7. 6-20.2(4) Coupling (Special Provision) New For square shaft ranging from 1.5" to 2.25", the coupling shall be formed as an integral part of the plain and helical extension material as hot upset forged sockets. For solid square shaft for 1.25" and 1.375", the coupling shall be a cast steel sleeve with two holes for connecting shaft sections together. For round shaft ranging from 2.875" to 4.5", the couplings shall either be formed as an integral part of the plain and helical extension material as hot forge expanded sockets, or as internal sleeve wrought steel connectors. The steel connectors can be either tubing or solid steel bar with holes for connecting shaft sections together. 6-20.2(5) Plates, Shapes, or Pile Caps (Special Provision) New Pile cap shall be a welded assembly consisting of structural steel plates and shapes designed to fit the pile and transfer the applied load. Structural steel plates and shapes for Helical Pile top attachments shall conform to ASTM A36 or ASTM A572 Grade 50 and shall be hop -dipped galvanized in accordance with ASTM A153 or A123 after fabrication. 6-20.2(6) Corrosion Protection (Special Provision) New Helical pile and its components shall be hot -dipped galvanized in accordance with ASTM A153 or A123 after fabrication. 6-20.2(7) Qualified Suppliers (Special Provision) New Each bidder is required to identify their intended supplier as part of the bid submittal. Qualified suppliers must have at least 5 years' experience fabricating these types of helical pile. Listed below are qualified suppliers. • Chance Anchor 210 N. Allen St Centralia, MO 65240 Phone: (770) 998-4764 • MacLean Dixie HFS 11411 Addison Ave Franklin Park, IL 60131 Phone: (847) 445-0014 • Helical Anchors, Inc. 5101 Boone Ave N Minneapolis, MN 55428 Phone: (866) 536-0506 Suppliers other than those listed above may be used provided the Engineer evaluates the proposed supplier and approves the supplier at a minimum of 5 days prior to bid. Suppliers shall submit the following as documentation: • Product Literature • Name and resume of design engineer • Representative of detailed drawings, field procedures, calculation, quality control manual, welder certifications • Listing of projects including owner, location, size, year of fabrication, contact person 6-20.3 Construction Requirements 6-20.3(1) Piling Terms (Special Provision) New Terms for piling shall be defined in Section 6-05.3 of the Standard Specifications and additional definitions indicated below. Coupling is a central steel shaft connection means formed as integral part of the plain extension shaft material. Coupling Bolt is a high strength structural steel fastener being used to connect segments together. Helical Extension is a Helical Pile foundation component installed immediately following the lead or starter section. This component consists of one or more helical plates welded to a central steel shaft of finite length. The function is to increase bearing area. Helical Pile which is also called Screw Pile is an assembly of mechanically connected steel shafts with a series of helix shaped plates attached in specific locations, whose capacity is determined by the force necessary to advance in specific soils. Helix Plate is a round steel plate formed into a spiral. The helical shape provides the means to install the helical pile, plus the plate transfers load to soil in end bearing. Helix plates are available in various diameters and thickness. Installation Torque (T) is the resistance generated by a Helical Pile when installed into soil. The installation resistance is a function of the soil type, and size and shape of the various components of the Helical Pile. Lead Section, which is also call Starter Section, is the first Helical Pile foundation component installed into the soil, consisting of single or multiple helix plates welded to a central steel shaft. Pile Cap is a connection component by which structural loads are transferred to the Helical Pile. The type of connection varies depending upon the requirements of the project and type of Helical Pile material used. Round Shaft (RS), which is also called Hollow Shaft, is a round steel pipe central shaft element ranging in diameter from 2-7/8" to 10". Plain Extension is a central steel shaft segment without helix plates. It is installed following the installation of the lead section or helical extension if used. The segments are connected with integral couplings and bolts. Plain extensions are used to extend the helix plates beyond the specified minimum depth and into competent load bearing stratum. Safety Factor: The ratio of the ultimate capacity to the design load. Square Shaft (SS) is a solid steel round -cornered -square central shaft element ranging in size from 1-1/4" to 2-1/4". Torque Strength Rating, which is also called safe torque, is the maximum, torque energy that can be applied to the helical pile foundation during installation in soil. 6-20.3(2) Quality Assurance (Special Provision) New Helical Pile Contractor shall be experienced in performing design, installation and testing of Helical Piles, and shall furnish all materials, labor, and supervision to perform the work. The Contractor shall be trained and certified by Helical Pile Manufacturer in the ,proper methods of design and installation of Helical Piles. Certification documents shall be provided upon request to the Engineer. Helical Pile components as specified in the submittal shall be manufactured by a facility whose quality systems comply with ISO (International Organization of Standards) 9001 requirements. Certificates of Registration denoting ISO Standards Number shall be presented upon request to the Engineer. Manufacturer shall provide a one-year warranty on materials and workmanship of the product. Design of Helical Pile shall be designed by a licensed professional engineer or an engineer of the helical pile manufacture. Allowable tolerances for installed helical pile are listed below. • Centerline of Helical Pile shall not be more than 1.5 inches from indicated plan location. • Helical Pile plumbness shall be within 2 degrees of design alignment. • Top elevation of Helical Pile shall be within +/- 0.5 inch of the design vertical elevation 6-20.3(3) Submittals 6-20.3(3)AConstruction Submittals (Special Provision) New Contractor, or the supplier as the Contractor's agent, shall furnish to the Engineer a Manufacturer's Certificate of Compliance in accordance with Section 1-06.3, certifying that the prefabricated materials conform to the specified material requirements. This includes providing a Manufacturer's Certificate of Compliance for all steel, welding material, bolts and any materials associated with furnishing and installing the helical pile. Contractor shall provide names of on-site personnel involved with the work, including those who carry documented certification from Helical Pile Manufacturer. At a minimum, these personnel shall include foreman, machine operator, and project engineer/manager. Contractor shall submit helical pile product data including capacity data, central steel shaft, extension, helix, coupling, bolt, corrosion protection, pile top plate attachment to the Engineer for review. Contractor shall submit a detailed description of the construction procedures proposed for installing the helical pile to the Engineer for review. This shall include a list of major equipment to be used. Contractor shall submit plans for pre -production (optional) and production testing for the Helical Piles to the Engineer for review prior to beginning load tests. The purpose of the test is to determine the load versus displacement response of the Helical Pile and provide an estimation of ultimate capacity. Contractor shall submit to the Engineer copies of calibration reports for each torque indicator or torque motor, and all load test equipment to be used on the project. The calibration tests shall have been performed within forty five (45) working days of the date submitted. Helical Pile installation and testing shall not proceed until the Engineer has received the calibration reports. These calibration reports shall include, but are not limited to, the following information: • Name of project and Contractor • Name of testing agency • Identification (serial number) of device calibrated • Description of calibrated testing equipment • Date of calibration • Calibration data Contractor shall not begin helical pile installation until receiving the Engineer's written approval for all of the associated submittals. 6-20.3(3)B Installation Record Submittals (Special Provision) New The Contractor shall provide the Engineer copies of Helical Pile installation records within 24 hours after each installation is completed. These installation records shall include, but are not limited to, the following information. • Name of project and Contractor • Name of Contractor's supervisor during installation • Date and time of installation • Name and model of installation equipment • Type of torque indicator used • Location of Helical Pile by assigned identification number • Actual Helical Pile type and configuration — including lead section (number and size of helix plates), number and type of extension sections (manufacturer's SKU numbers) • Helical Pile installation duration and observations • Total length of installed Helical Pile • Cut-off elevation • Inclination of Helical Pile • Installation torque at one -foot intervals for the final 10 feet • Comments pertaining to interruptions, obstructions, or other relevant information • Rated load capacities 6-20.3(3)CTest Report Submittals (Special Provision) New Contractor shall provide the Engineer copies of field test reports within 24 hours after completion of the load tests. These test reports shall include, but are not limited to, the following information. • Name of project and Contractor • Name of Contractor's supervisor during installation • Name of third party test agency, if required • Date, time, and duration of test • Location of Helical Pile by assigned identification number • Type of test (i.e. tension or compression) • Description of calibrated testing equipment and test set-up • Actual Helical Pile type and configuration — including lead section, number and type of extension sections (manufacturer's SKU numbers) • Steps and duration of each load increment • Cumulative pile -head movement at each load step • Comments pertaining to test procedure, equipment adjustments, or other relevant information • Signed by third party test agency rep., registered professional engineer, or as required by local jurisdiction 6-20.3(4) Installation (Special Provision) New Installation equipment shall be rotary type, hydraulic power driven torque motor with clockwise and counter -clockwise rotation capabilities. The torque motor shall be capable of continuous adjustment to revolutions per minute (RPM) during installation. Percussion drilling equipment shall not be permitted. The torque motor shall have torque capacity 15% greater than the torsional strength rating of the central steel shaft to be installed. Additionally, installation equipment shall be capable of applying adequate down pressure (crowd) and torque simultaneously to suit project soil conditions and load requirements. The equipment shall be capable of continuous position adjustment to maintain proper Helical Pile alignment A torque indicator shall be used during Helical Pile installation. The torque indicator can be an integral part of the installation equipment or externally mounted in-line with the installation tooling. Torque indicator shall be calibrated prior to pre -production testing or start of work. Torque indicators which are an integral part of the installation equipment, shall be calibrated on-site. Torque indicators which are mounted in-line with the installation tooling, shall be calibrated either on-site or at an appropriately equipped test facility. Indicators that measure torque as a function of hydraulic pressure shall be calibrated at normal operating temperatures. Central Steel Shaft shall be positioned at the location as shown on the working drawings. The Helical Pile sections shall be engaged and advanced into the soil in a smooth, continuous manner at a rate of rotation of 5 to 20 RPM. Extension sections shall be provided to obtain the required minimum overall length and installation torque as shown on the working drawings. Connect sections together using coupling bolt(s) and nut torque to 40 ft -Ib. Sufficient down pressure shall be applied to uniformly advance the Helical Pile sections approximately 3 inches per revolution. The rate of rotation and magnitude of down pressure shall be adjusted for different soil conditions and depths. The torque as measured during the installation shall not exceed the torsional strength rating of the central steel shaft. The minimum installation torque as determined in the pre -production tests and minimum overall length criteria as shown on the working drawings shall be satisfied prior to terminating the Helical Pile installation. If the torsional strength rating of the central steel shaft and/or installation equipment has been reached prior to achieving the minimum overall length required, the Contractor shall have the following options: • Terminate the installation at the depth obtained subject to the review and acceptance of the Engineer, or: • Remove the existing Helical Pile and install a new one with fewer and/or smaller diameter helix plates. The new helix configuration shall be subject to review and acceptance of the Engineer. If re -installing in the same location, the top -most helix of the new Helical Pile shall be terminated at least (3) three feet beyond the terminating depth of the original Helical Pile. If the minimum installation torque as determined in the pre -production tests is not achieved at the minimum overall length, and there is no maximum length constraint, the Contractor shall have the following options: • Install the Helical Pile deeper using additional extension sections, or: • Remove the existing Helical Pile and install a new one with additional and/or larger diameter helix plates. The new helix configuration shall be subject to review and acceptance of the Engineer. If re -installing in the same location, the top -most helix of the new Helical Pile shall be terminated at least (3) three feet beyond the terminating depth of the original Helical Pile. • De -rate the Toad capacity of the Helical Pile and install additional Helical Pile(s). The de- rated capacity and additional Helical Pile location shall be subject to the review and acceptance of the Engineer. If the Helical Pile is refused or deflected by a subsurface obstruction, the installation shall be terminated and the pile removed. The obstruction shall be removed, if feasible, and the Helical Pile re -installed. If the obstruction can't be removed, the Helical Pile shall be installed at an adjacent location, subject to review and acceptance of the Engineer. If the torsional strength rating of the central steel shaft and/or installation equipment has been reached prior to proper positioning of the last plain extension section relative to the final elevation, the Contractor may remove the last plain extension and replace it with a shorter length extension. If it is not feasible to remove the last plain extension, the Contractor may cut said extension shaft to the correct elevation. The Contractor shall not reverse (back -out) the Helical Pile to facilitate extension removal. The average torque for the last three feet of penetration shall be used as the basis of comparison with the minimum installation torque as shown on the working drawings. The average torque shall be defined as the average of the last three readings recorded at one -foot intervals. 6-20.3(5) Helical Pile Load Tests 6-20.3(5)APre-Production Tests (Special Provision) New Load tests shall be performed to verify the suitability and capacity of the proposed Helical Pile, and the proposed installation procedures prior to installation of production helical piles. Number of sacrificial test helical piles shall be constructed immediately prior to the start of work on the production piles. The Engineer shall determine the number of pre -production tests, their location, acceptable Toad and movement criteria, and the type(s) of load direction (i.e., tension, compression, or both). Additional purpose of pre -production tests is to empirically verify the ultimate capacity to the average installing torque of the Helical Pile for the project site. Pre -production Helical Pile installation methods, procedures, equipment, and overall length shall be identical to the production Helical Piles to the extent practical except where approved otherwise by the Engineer. The Contractor shall submit for review and acceptance the proposed Helical Pile load testing procedure. The pre -production test proposal shall be in general conformance with ASTM D1143 and/or D-3689, and shall provide the minimum following information: • Type and accuracy of load equipment • Type and accuracy of load measuring equipment • Type and accuracy of pile -head deflection equipment • General description of load reaction system, including description of reaction anchors • Calibration report for complete load equipment, including hydraulic jack, pump, pressure gauge, hoses, and fittings. If the pre -production test fails to meet the design requirements, the Contractor shall modify the Helical Pile design and/or installation methods and retest the modified anchor, as directed by the Helical Pile Designer. 6-20.3(5)B Load Test Equipment (Special Provision) New Load test equipment shall be capable of increasing or decreasing the applied load incrementally. The incremental control shall allow for small adjustments, which may be necessary to maintain the applied load for a sustained, hold period. The reaction system shall be designed so as to have sufficient strength and capacity to distribute the test loads to the ground. It should also be designed to minimize its movement under load and to prevent applying an eccentric load to the pile head. Test loads are normally higher than the design loads on the structure. The direction of the applied load shall be collinear with the Helical Pile at all times. Dial gauge(s) shall be used to measure Helical Pile movement. The dial gauge shall have an accuracy of at least +/-0.001-inch and a minimum travel sufficient to measure all Helical Pile movements without requiring resetting the gauge. The dial gauge shall be positioned so its stem is parallel with the axis of the Helical Pile. The stem may rest on a smooth plate located at the pile head. Said plate shall be positioned perpendicular to the axis of the Helical Pile. The dial gauge shall be supported by a reference apparatus to provide an independent fixed reference point. Said reference apparatus shall be independent of the reaction system and shall not be affected by any movement of the reaction system. 6-20.3(5)CTesting Program (Special Provision) New The hydraulic jack shall be positioned at the beginning of the test such that the unloading and repositioning of the jack during the test shall not be required. The jack shall also be positioned co -axial with respect to the pile -head so as to minimize eccentric loading. The hydraulic jack shall be capable of applying a load not less than two times the proposed design load (DL). The pressure gauge shall be graduated in 100 psi increments or less. The stroke of the jack shall not be less than the theoretical elastic shortening of the total Helical Pile length at the maximum test load. An alignment load (AL) shall be applied to the Helical Pile prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no more than 10% of the design load (i.e., 0.1 DL). After AL is applied, the test set-up shall be inspected carefully to ensure it is safe to proceed. Axial compression or tension load tests shall be conducted by loading the Helical Pile in step- wise fashion as shown in Table -1 to the extent practical. Pile -head deflection shall be recorded at the beginning of each step and after the end of the hold time. The beginning of the hold time shall be defined as the moment when the load equipment achieves the required load step. Test loads shall be applied until continuous jacking is required to maintain the load step or until the test load increment equals 200% of the design load (DL) (i.e., 2.0 DL), whichever occurs first. The observation period for this last load increment shall be 10 minutes. Displacement readings shall be recorded at 1, 2, 3, 4, 5 and 10 minutes (load increment maxima only). The applied test load shall be removed in four approximately equal decrements per the schedule in Table -1. The hold time for these load decrements shall be 1 minute, except for the last decrement, which shall be held for 5 minutes. Table -1: Steps for Pre -Production Load Testing LOAD STEP HOLD TIME (MINUTES) AL 1.0 Min. 0.20 DL 2.5 Min. 0.40 DL 2.5 Min. 0.60 DL 2.5 Min. 0.80 DL 2.5 Min. 1.0DL 2.5 Min. 0.75 DL 1.0 Min. 0.50 DL 1.0 Min. 0.25 DL 1.0 Min. AL 1.0 Min. 0.5 DL 1.0 Min. 1.0 DL 1.0 Min. 1.2 DL 2.5 Min. 1.4 DL 2.5 Min. 1.6 DL 2.5 Min. 1.8 DL 2.5 Min. 2.0 DL 10.0 Min. 1.5 DL 1.0 Min. 1.0 DL 1.0 Min. 0.5 DL 1.0 Min. AL 5.0 Min. AL = Alignment Load DL = Design Load 6-20.3(5)D Acceptable Criteria for Helical Pile Verifications Load Tests (Special Provision) Both of the following criteria must be met for approval: New 1. The Helical Pile shall sustain the compression and tension design capacities (1.0 DL) with no more than 0.25 inch total vertical movement of the pile -head as measured relative to the top of the Helical Pile prior to the start of testing. 2. Failure does not occur at the 2.0 DL maximum compression and tension test Toads. The failure load shall be defined by one of the following definitions - whichever results in the lesser load: • The point at which the movement of the Helical Pile Tip exceeds the elastic compression/tension of the pile shaft by 0.08 B, where B is defined as the diameter of the largest helix. (Note that tension Toads are limited to the minimum ultimate tensile strength of the coupling joint(s) of the central steel shaft. • The point at which the slope of the "load versus deflection (at end of increment) curve" exceeds 0.05 inches/kip. The Contractor shall provide the Engineer copies of field test reports confirming Helical Pile configuration and construction details within 24 hours after completion of the load tests. This written documentation will either confirm the load capacity as required on the working drawings or propose changes based upon the results of the pre -production tests. When a Helical Pile fails to meet the acceptance criteria, modifications shall be made to the design, the construction procedures, or both. These modifications include, but are not limited to, de -rating the Helical Pile load capacity, modifying the installation methods and equipment, increasing the minimum effective installation torque, changing the helix configuration, or changing the Helical Pile material (i.e., central steel shaft). Modifications that require changes to the structure shall have prior review and acceptance of the Engineer. The cause for any modifications of design or construction procedures shall be decided in order to determine any additional cost implications. 6-20.3(5)E Production Helical Pile Testing (Special Provision) New The Contractor shall perform proof tests on two production Helical Pile at each construction site. The Helical Pile to be tested will be selected by the Engineer. At the Contractor's suggestion, but with the Engineer's permission, tension tests may be performed in lieu of compression tests up to 1.00 DL for Helical Piles with sufficient structural tension capacity. The requirements of Table - 4 may be regarded as a minimum, however, it is not recommended to test production Helical Piles to values of up to 2.0 DL unless the Helical Pile's failure load is significantly higher than 2.0 DL. The maximum production Helical Pile test load shall be determined by the Engineer. For example, ASTM D1143 stipulates testing to 2.0 DL. The test sequence shall be as shown in Table -2 to the extent practical. Table -2: Steps for Production Load Testing LOAD STEP HOLD TIME (MINUTES) AL 0 Min. 0.20 DL 2.5 Min. 0.40 DL 2.5 Min. 0.60 DL 2.5 Min. 0.80 DL 2.5 Min. 1.00 DL 5 Min. 0.60 DL 1 Min. 0.40 DL 1 Min. 0.20 DL 1 Min. AL 5 Min. AL = Alignment Load; DL = Design Load The acceptance criteria for production Helical Piles shall be per Section 6-20.3(5)D 1. If a production Helical Pile that is tested fails to meet the acceptance criteria, the Contractor shall be directed to proof test another Helical Pile in the vicinity. For failed Helical Piles and further construction of other foundations, the Contractor shall modify the design, the construction procedure, or both. These modifications include, but are not limited to, installing replacement Helical Piles, modifying the installation methods and equipment, increasing the minimum effective installation torque, changing the helix configuration, or changing the Helical Pile material (i.e., central steel shaft). Modifications that require changes to the structure shall have prior review and acceptance of the Engineer. END OF DIVISION 6 CIVILTECH. STRUCTURAL DESIGN GILLIAM CREEK OUTLET STAIRS AND PLATFORM FOR TUKWILA SMALL DRAINAGE PROGRAM bt7OI 02 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 092017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 19 2011 PERMIT CENTER CTE Project No.: 16022 Submitted to: KPG Date: April 18, 2017 Address: 400 — 112th Ave. NE, Suite 120, Bellevue, WA 98004 T: (425) 453-6488 F: (425) 453-5848 CIVILTEcH PROJECT ibtetu I. )4, smaGel:t -114-41 tkikp_ -NI" 0,4 k 20 41) pQMPI4:40.11Y SUBJECT- (141CA114 -rtt4e:K 4tx*,417A d r. 42-1-6,104 e. 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Pre- t 35D1Z1Z(€2.. t) 04' CHECKED BY DATE ,s tor -ta „INT- E 7.211, c2 -Pt 2" Ach-04 arc.00... 3410.406 of./ dereit,44.6 pr i; Si -a I'M &Lel -C 4 2- a e> e ce.. - 7 tt- -(74s ocfC CIVILTECH PROJECT_Tottlffitlict CNiIl110,i'.;sofreAt. 74)j-9 04,11 PROJECT NO COMPUTED BY. -19 - SHEET NO DATE.l DATE SUBJECT nikkttupt atit.PA U CHFCK ED BY 'J'- 9rtkci Q To? ,c) b.) tyrh J(A1P c e,f3 g Exit ' S/,arri etwre-kili Grr fr Ti A 43) t Cieerf 40 0 4•71, (9 5 dfl Pc\.16 4,00e6ori 71 E kvev Jr• C o " r2."+ L.2' L*1 gC4?to ; Co.r-iGrx;.-1-fte Aerr 1 —10' 7 Cif 1. SipGip a 0 4- 1.4NP-41044r 3% co p vet; co b tif 411"' CAA. tv Th e,&01 14i4 11 *IAA. d tc4e eick d ad et / z 1.74 CiA fc 1xt'cla,f'&r-fid cklihr S} \ORR 4_ 1. 111 0)111"iaw.-a Cik Lt.) 3 tf 0 cs 1. 1ALt-O 4VPI CAM Lc2 ISO fr, 00 .3,to pr c 3 aN l? 1381b -4-f &0r4, tQ,s rE'r 4-1/4 ,c CIVILTECH PROJECT k o SUBJECT 4;1 4i d %' k 1 Slv+Atoric T & of G®Nq stun, PROJECT NO COMPUTED BY CHECKED BY DATE to SHEET?40. Nal( ")6►ti.KNP = M- s 3_7-.'a 2. G' t = X 65 ), 4/7k k 6„. .bCxt#S>1 smio* 1.."kit" (3.-7K-4 D.(1' -5k l a_ l , 34</c . to ; /. Sct0 30 lb -40 g. 3? 1k(ct 1a3"eiCL CIVILTECH PROJECT SUBJECT PROJECT NO SHEET NO 5 - COMPUTED BY DATE - `hour,+R.. 'bsivri' a, f 41 r' F Thoma IAN ALiN47 CHECKED BY DATE. Aeve 0.3eilf4. s1 A 4* & t T pA-1 o C ek 1"W446. e s71-21/6./ I .E ,07 k- i 9sG ork 425. p x i 4. I a - 4 7i2184C STh VI> Lc JrsTy=. Z t_ ,1t x 3.s4 7 25 1:4 -..20-1t ilp 5143 4V.3+bib tek,Witt w - c`°'8 ; ``tip 1 = 3, zKS*0d4.0207 16 RAS-A9c, X42 •7?6 K`fr SiwC& ?sat C 3-!"S cfLi �o f Ems ccieJ '!' ( k, re.°��, �►►. www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: nrsi Profis Anchor 2.6.5 Page: 1 Project: LC2_EMB„_PLATE Sub -Project 1 Pos, No.:'. Stair Rail Embed Date: 7/8/2016 Specifier's comments: LC;Z. Ocpbr- fN 1, 1 Input data Anchor type and diameter: AWS D1.1 GR. B 1/2 Effective embedment depth: het = 3.000 in, Material: Proof: Design method ACI 318-08 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x lY x t = 9.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: Reinforcement: cracked concrete, 4000, fc' = 4000 psi; h = 420,000 in, tension: condition 8, shear: condition B; edge reinforcement: none or < No..4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [kip, ft.kip] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 - Project: LC2_EMB_PLATE Sub -Project I Pos, No. Stair Rail Embed Date: 7/8/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear forcey.. 1 0.9.00 0.080 0.080 0.000 2 0.000 0.080 0.080. 0.000 3 0.000 0,080 0.080 0.000 4 0.000 0.080 0.080 0.000 max. concrete compressive strain: - [%o] max: concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0,000 [kip] resulting compression force in (x/y)=(0.000/0.000): 0.000 [kip] 3 Tension load Load Nua [kip] Capacity pNn [kip] UtilizationTIN Nu,f Nn, Status Steel Strength' N/A N/A. - - N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side -Face Blowout, direction " N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us �■�11`T1 Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No. Date: 3 LC2 EMB_PLATE Stair Rail' Embed 7/8/2016 4 Shear Toad • Steel Strength' Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction x+** * anchor having the highest loading 4.1 Steel Strength Vsa = Ase.V tuts Vee Z Vua Variables Ase,V [in.2] 0,20 Calculations _Vsa [kir)] Load Vua (kip) 0.080 _:- N/A 0.320 0.320 **anchor group (relevant anchors) ACI 318-08 Eq. (D-19) ACI 318-08 Eq. (D-2) fuze [psi] 12.740 Results Via (kip) 12.740 65000 41sitei -.. 0650 4.2 Pryout Strength t1 ANC .1j Vcpg — _ kg, [ \--- Wec,N Wed' Wc.N Wcp,N Nb] Nio y Vsa [kiP1 8;281 4) Vcv9' Vua AN, see ACI 318-08, Part D.5.2.1, Fig.RD.5.2.1(b) ANco = 9 het 1' yec,N = (.1 +. 3 e / s 1.0 e tlfed,N = 0.7 + 0.3 (S° ri ii) < 1 .0 yrcp.N = MAX c ---n i '5h -.o s 1.0 CRC Cab' Nb = kc ? hors Variables 1t 2 2000 0.000. het (in.] et,;N[1n] Vua .[kOP] 0080` Capacity V, [kip] 8,281 N/A 12,021 1.304 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ez.N Ch] 'y/ctd 1:000 cac [in.] Calculations ANc [in.2] 72.00 Results Vip9 [kip] 17:173 ANco [ 211 5.00 $concrete. 0.700 ku • 24° 0.000 1,.000. 12:021- Camtn [in:] 3.000. ft [psi]' 4000 ltiea2lJ_. ._ ttred;N__� 1:000 1.000: Vua[klP] - 0.320 Utilization �v 1/�al Vn 1 N/A 3 25 }titp.N 1:000: Status ,01< N/A OK OK .Nf6 Ikip) 4.293;: Input data and resutts must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hitti is a registered Trademark of Hitti AG, Schaan www.hilti.us _ Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: LC2. EMB_PLATE Sub -Project 1 Pos. No,: Stair Rail Embed Date: 7/8/2016 4.3 Concrete edge failure in direction x+ AUc Vcbg _ (KZ) yrec,V 4Jed,V tIJc,V yJh,V tlfparallel,V Vb Vcbg > Vua Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avoo = 4.5 cat 1 tjlec.V - �1..;;,:2ev.,) <_ 1,0 3c1 Cat l yred,V =0.7+0.3(1:5c�, /<_1.0 1';SCot.> a Vb = (7 (a / .rd—s)-4�lT ciep CO ACI 318-08 Eq..(D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq, (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) Variables cat [in:1 caz [in.] ecv [in.;l tvc,V .. ha [in:] 3,000 3.000 0.000 1.000 420.000 le [in.] 2. da [in.] fc [psi] 3.000 1:000 --0.500 . 4000 Calculations Ave [in, ] Ava [in.2] wec.v wed.v _ _ __ - 36,00 40.50 1.000 0.900 Results Vcbg [kip] concrete Vcbg [kip] Vua [kip] 1.862 0.700 1.304 0.320 Wparallel,v 1.000 grh,V 1..000 Vb [kip] 2.328 5 Warnings Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered: The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength.. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilt is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 ) Page: Project: Sub -Project I Pos. No.: Date: 5 LC2EMI3 PLATE Stair Rail Embed 7/8/2016 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required -4.500 4.500 Anchor type and diameter: AWS D1.1 GR. B 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 3.000 in: Minimum thickness of the base material: 3.813 in, 4,500 0 S N' 3.000 3.000 3.000 Coordinates Anchor in. Anchor x y c -,r cox c.y - 1 -1.500 -1.000 3,000 6.000 3.000 2 1.500 -1.000 6.000 3.000 3.000 3 -1.500 1.000 3,000 6.000 5.000 4 1.500 1.000 6.000 3.000 5.000 c+y 5.000 5.000 3.000 3.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hifti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 6 Project: LC2 EMB_PLATE Sub -Project I Pos. No.: Stair Rail Embed Date: 7/8/2016 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application, You must take all necessary and reasonable steps to prevent or limit damage caused by the Software, In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaart Hitti is a registered Trademark of Hilti AG, Schaan ,www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.: Date: 1 LC1EMB_PLATE Stair Rail Embed 7/8/2016 Specifier's comments: LG • 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [kip, ft.kip] AWS D1.1 GR. B 1/2 het = 3.000 in. Design method ACI 318-08 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 9.000 in. x 6.000 in. x 0,500 in,; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, fc' = 4000 psi; h = 420.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar no Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hifti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: ProfisAnchor 2.6.5 [ Page: Project: LC1-EMB_:PLATE Sub -Project 1 Pos. No.: Stair Rail Embed Date: 7/8/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force- Shear force Shear force -x _ Shear force y ; 1 1.407 0.010 0.010 0.000 2 0.354 0.010 0.010 0.000 3 1.407 0.010 0.010 0.000 4 0.354 0.010 0.010 0.000 max. concrete compressive strain: 0.12 [960] max, concrete compressive stress: 535 [psi] resulting tension force in (x/y)=(-0.897/0.000): 3.522 [kip] resulting compression force in (x/y)=(3,836/0 000): 3.192 [kip] 3 Tension Toad Load Nua [kip] _ Capacity On [kip] Utitization,pN = N„a/+Nn Status Steel Strength* ' 1.407 - -. 9.555 15 OK Pullout Strength* 1.407 13.194 11 OK Concrete Breakout Strength** 3.522 4.628 77 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N iota Nsa z Nue Variables Ase.N [in•2] ACI 318-08 Eq. (D-3) ACI 318-08 Eq. (0-1) futa [psi] 0.20- -- 65000 Calculations Nsa [kip] ... 12.740 Results Nsa [kip] +steel 12.740-- - - 0.750 3.2 Pullout Strength NPN Wc.P NP Np=8Abrgf'e NPN Nue Variables yrc.P ACI 318-08 Eq. (D-14) ACI 318-08 Eq. (D-15) ACI 318-08 Eq. (D-1) Abre [in,2] 1.000 -- Calculations Np [kip] 18.848 Results Npn [kip] 18.848 0.59 +concrete 0.700 Nsa [kip] 9.555 ( [Psi] 4000 Npn [kiP] 13.194 Nua [kip] 1:407 N. [kip] 1.407 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt! AG, FL -9494 Schaan Hitti is a registered Trademark of Hitti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 Page: 3 Project: LC1_EMB�PLATE Sub -Project 1 Pos. No.: Stair Rail Embed Date: 7/8/2016 3.3 Concrete Breakout Strength (ANc} Ncbg _ \Aco/ '4ec,N 1lled.N 4Jc.N Wcp!N Nb Ncbg z Nua ANC see ACI318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het 1 tIJec.N yed,N Wcp.N 2'eN) s 1.0 1 *3he_t/ = 0.7 + 0.3l0a',nnner/l s 1.0 ('i;5h = MAX(coanti, 1=Sho!) < 1.0 Cat ' .C$e / Nb =kc7 hers ACI 318-08 Eq. (D-5) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Variables het 11'0 eci i�Iin:] ei a:nl [in.] -.. ca.oiin .[in.) 2;000' 0`.897 0.000 3.000.. 1:000' Che [in:1 kc ?,. fc'Ips'l] 0:000 24 1 4000 Calculations An(c•fin'�2 ]: 72.00 Results Nebo r[k p) 6.611 ANco [in.2] 36.00' - 4can tete 0..700 „ti leo .N 0,770 1'4/00 41'Naiig [kip] Nua [kiP). 4:628' 3.522 1,1100p! pcp.hi 1.000 Nb [kip) 4.293 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hitti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project V Pos. No.: Phone I Fax: ] Date: E -Mail: 1101411111:1r1 Profis Anchor 2.6.5 4 LC1_EMB_PLATE Stair Rail Embed 7/8/2016 4 Shear load Load Vua [kip] Capacity 4,V, [kip] Utilization pv = V„a/+V„ Status Steel Strength* 0.010 8.281 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 0.040 12.021 1 OK Concrete edge failure in direction x+** 0.040 1:304 ,4 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = AseV luta W usleel > Vua Variables t Ase.v [in.2] ACI 318-08 Eq. (D-19) ACI 318-08 Eq. (D-2) luta [Psi] 0.20 65000 Calculations Vsa [kip]- - 12.740 Results Vt. flop] 12.740 i�stee.4 (I Vse [kip) Via [kip] 0.650 8.281 0.010 4.2 Pryout Strength Vcp9 _ kcp Re) ytec,N Wed,N 4rc.N lilcp.N Nb, 4, VcP9 z Vua AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het wec,N_ '2-t'j4 (i.e)�1.0 3.hef 4fed,N = 0,7 + 0.3(64"nm'. s 1.0 :5htlf) =MAX\1cem6; _ Shj ¢ 1.0 4k P.N c.c Nb = kc 7 he}5 Variables kcp — 2 1.-ief [in.] 11c.N 1.000 Calculations AN. [in.J. 72.00 Results Vcpg [kiP] — 17.173 - 2.000 ---ec1.N [in.] 0.000 ACI 318-08 Eq. (D-31) ACI 318-08 Eq. (D-2) ACI 318-08 Eq, (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (0-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2N [in.] . _. cac [in.] k, 24 ANco_[in.] tifecl.N 36.00 1.000 gconcrete 4) Vcp9 11(1P) 0.700 12.021 0.000 Ca,min [in.] 3.000 4Jec2,N 1,000 Vua [kip] 0.040 ( [psi] 4000 4Jed,N . 1.000 kcp, N - 1.000: Nb [kip] 4293 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 13=2:1 Profis Anchor 2.6.5 Page: 5 Project: LC1 EMB_PLATE Sub -Project 1 Pos. No.: Stair Rail Ernbed Date: 7/8/2016 4.3 Concrete edge failure in direction x+ �AVc VCbg — (.E+VcO) 4rec,V tlled,v 4k,V tph,V Lltparallel.V Ub Vcbg Av, see ACI 318-08, Part D.6.2,1, Fig.! RD..6.21(b) Avco = 4,5 ca, . t)rec,V leu < 1.0 =:0.7 + 0.3 5 1.0 1.5cai z )0 / `o.z = t7 ix \jda) Cai5 a yrn,v Vb Variables c., [in.] :3:000 Cat 3.000' teev [in-] 0,000 ACI 318-08 Eq. (D-22) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-23) ACI 318-08 Eq. (D-26) ACI 318-08 Eq. (D-28) ACI 318-08 Eq. (D-29) ACI 318-08 Eq. (D-24) 4rw ha [in,] 1.000: 420.000,, le [In.], ? de lin ]r fc [psi]- 1)rptrentiV; 3;000; 1 0.50(1' _ 40001 1 000' Calculations Ay, [in.2.) 36:00. Results Vctip`[kjP] 1.862'' Avco<[inr2 ] 40.50 1.000 ipconcrete • • 0.700 V+ee,V: +irn.v. Vb [kip] 0:.900' 1:000 2:328' Vrbp [kip] Vua [kip] 1.304:' 0:040 5 Combined tension and shear Toads q 0.761 (3NV=13N+(3v`=1 [3v Utilization43i4:16k], Status 0:03:1 -5/3: 64. .OK 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength Refer to your local standard Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1•111..T1 Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No„ - Date: 6 LC1,rEMB_PLATE Stair -Rail Embed 7/8/2016 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: dr = 0-563 in. Plate thickness (input): 0.500 in, Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required -4.500 4.500 Anchor type and diameter: AWS D1.1 GR. B 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 3.000 in. Minimum thickness of the base material: 3.813 in. 4.500 3.000 Coordinates Anchor in. Anchor x y c.x c+x c -y 1 -1.500 -1.000 3.000 6.000 3.000 2 1.500 -1.000 6.000 3.000 3.000 3 -1.500 1.000 3.000 6,000 5.000 4 1.500 1.000 6.000 3.000 5.000 c+y 5.000 5.000 3.000 3.000 0 O 0 N' 0 O O 3.000 i 2 3,000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan O O O N www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 Page: 7 Project: LC1`EMB ---PLATE Sub -Project I Pos. No Stair Rail Embed Date: 7/8/2016 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product, The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan CIVILTECH PROJECT - i SUBJECT 6,1‘. tl PROJECT NO d% SHEET NO. COMPUTED NY E3 DATE - CHECKED BY DATE Cirvotic. /At rivAtede.d -Wet re.) F btc t .1. % (Tx) 5//G sJFLD 04- T h , = Iat +My 1 2 - Tp 3 to +3 ilJtrA3 4 .31 sir • 6 . `fir'. et?r,f 1 - 2 x o d LC*i rr 41. ciA. k_ a0alk/(4) . 031%,'k' eby e c m ov..) 4,14 '-D ?livrt Ok CIVILTECH .nom. . PROJECT Ali Li SUBJECT ttOr L."bstittv.qrA PROJECT NO 'f ry �1 COMPUTED BY DATE "` r CHECKED BY - DATE - SHEET NO 2 c9 KO t ,rm• nt,,t-Co.C. - e0,2 CeirottoaC E� "15 CL bra iv lt1.i .n c e-k-asa g" C 4)k VI. �.� Ci -s-.4.,) 5 2-i. Tr -Nb terlq Ut' os -i- S, 2-1/1 -2, Co t 3.5 D�. ou c. - Unov NAT wnb de.J "icnfiv.r. Q r?cnavwb/e c Liz) Cow'tvo t f 1.0 it 1:04r►,n,vcs ?E ST (Fx4.4) dobtb x (. Cv 1-F 3 QC (ra,) C - CS F c.-evftori ' GC7 ? .16011) (, S. www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.6.5 7/15/2016 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [kip, ft.kip] AWS D1.1 GR. B 1/2 hef = 3.000 in. Design method ACI 318-14 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 6.000 in. x 6.000 in. x 0,500 in.; (Recommended plate thickness: not calculated no profile uncracked concrete, 4000, fe' = 4000 psi; h = 420.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar tilivcettoffm- P i A:r ' =fir"`.!'' fry Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4- www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor _ Tension force Shear force Shear force x Shear force y 1 1.800 0.015 0.015 0.000 2 0.315 0.015 0.015 0.000 3 1.800 0.015 0.015 0.000 4 0:315 0:015 0.015 0.000 max. concrete compressive strain: 0.21 [%a] max. concrete compressive stress: 895 [psi] resulting tension force in (x/y)=(-0.70210.000): 4.231 [kip] resulting compression force in (x/y)=(2.475/0.000): 4.231 [kip] 3 Tension load Page: Project: Sub -Project I Pos, No,t Date: 2 7/15/2016 Load `N„„[kip] _ Capacity +No [kipUtilization poi= Nuai+N, Status Steel Strength* 1:800 9.555 19 OK Pullout Strength* 1.800 18.471 10 OK Concrete Breakout Strength** 4.231 4.054 105 not recommended Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A • anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N flits Nsa 2 Nua Variables Ase,N ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1,1 futa [psi]. 0.20 Calculations Nsa [kip) 12.740 Results Nsa [kip] 12.740 • 65000 3.2 Pullout Strength NPN = q'c,p Np Np=8Abrgfe NpN 2 Nua Variables 4rc,p 1.400 Calculations Np [kip] 4steel 0.750 4 Nse [k)p] 9.555 ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17;3.1,1 18.848 Results N. [kip] 26.387 Ab,, 0.59 _ 4)cencrele 0.700 Null (k]e] 1.000 Npl, [kip] - 18.471 1,800 ( [psi] 4000 N. [kip] 1.800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hitt AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax', E -Mail: Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos, No: Date: 3 7/15/2016 3.3 Concrete Breakout Strength (/ANc`J Ncbg - \�Iuc' 4Jec,N L1ted,N pc.N WCp.N.Nb Ncbg z Nu. ..., ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het ,1, \ yfec.N = 2:eN) <1 n 3 hc1 0.7 + 0.3 Co ri+l i < 1.0 yved,N = 1:Shii.> tycp,N = MAXtco„A„, � .5h .` 1.0 Cay cat Nb =kcla hef5 : Variables he 3.000: Cac 0.702 Calculations ANc [in.2] —6600. Results 'N [kip] 5391, ACI 318-14 Eq, (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2,1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17,4.2.5b) ACI 318-14 Eq. (17.4,2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2,N PP=]. :ce.„01 [in.] 0.000 2.000 24 1:000" 4000 3c0 rim?) 81.00, :+[dlRete 0.700 )1k;t4 11lecl N tl'CC2 N :%Ved.N.: 0:865 1.000 0.833 4, Nth; [kip] Nua,[kiP] 4:054. 4-.231 'tirW.N'... 1-;000' Nb.[kiP] 74887 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt AG, FL -9494 Schaan Hifti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No. Phone I Fax: ] Date: E -Mail: Profis Anchor 2.6.5 4 7/15/2016 4 Shear load Load V„a [kip] Capacity+%/ [kip,] Steel Strength" 0,015: 8:281 Steel failure (with lever arm)* N/A N/A Pryout Strength** 0.060 9.372 Concrete edge failure in direction x+** 0:060 1.656 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Use = Ase,V fuse Vsteel Z VW) Variables Ase,V [in.2] ACI 318-14 Eq. (17.5.1.2a) ACI 318-14 Table 17.3.1.1 fut. [psi] - 0.20 Calculations Vsa [kip] 12.740 Results Vs. 0(11:1 12.740 65000 4!,eef: 4.2 Pryout Strength 0.650 Vcpg = kcp [(ANC 7.1 Wec,N llred.N Wc,N UJcp,N NbJ + Vsa [kip] 8.281 4' Vcpg 2 Vua ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 hef (t�:ii)�to 1 tjiec,N = a he. Wed,N = 0.7 + 0.3 (Ce Rtia 5 1.0 1:5hE1 Wcp,N = MAX Ca=mid 1 .! 1.i) < 1.0 (Cat Cot t Nb =kcA 111.15 Variables kcp het [in.] et1N [in.] 2 3.000 0.000 Wc,N Cec [in.] kc 1.250 24 Vua IkiP] 0.015 ACI 318-14 Eq: (17.5.3.1b) ACI 318-14 Table 17.3.1,1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17,4.2.2a) ecz,N [in.] Ca.min Iin.] 0.000 2.000 Calculations ANC [in.2] ANto [in.2] 66:00 81.00 1.000 Results V„, [kip] _ . cilconcrete 4, Vcpg [kip] 13.389 0.700- - 9.372 1.000 yec2,N,. t000 fc [psi] 4000 Vue [kip] -0:060 Utilization Irv.. 1 - N/A 1 4 111� IJ' 414P,N 0:833 1,000' uJ4 1.n Status OK N/A OK OK Nb NA_ 7.887 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E -Mail: 5 Profis Anchor 2.6.5 7/15/2016 4.3 Concrete edge failure in direction x+ A•Vcbg — !.AutJ ) 9fec,V llfed,V yk,V 41h.V kJparellei.V Vb Vcbg > Vua _ Avc see ACI 318-14, Section 17:5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 cazt 1 3eea 4Jed.v = 0,7 ± 0 3(1.5c ) � 1.0 41h.v = "' °'>1O e 0,2 Vb = (7 \da g) ?,a Geis ACI 318-14 Eq. (17.52.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17:5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq: (17.5.2.2a) Variables cal [in.] 'ca2:[In•] ew [in.] _ '4;Cu ha [in.] 2:000 6.00.0 0.000 1.400 420:000; le [in'.]. is da [in.] to [psi] Ott arallai.V 3:000' 1;000 0.500 4000 1.000. Calculations Avc [!n.2] Avco ]in.2] ill ,v yle(i:V. Ith:v Vb tklP] 24.00 18.06 1 X000 1,000 1.000 1267 - Results Vag [kip] Icon tete.. 4 VebH [kip] Vua [kip] 2.365 0:700 1,656 0.060 5 Combined tension and shear Toads [8N 1,044 [3Nv=(j3N+[3V)/1.2<=1 [tv t Utilization fikv [ 6] Status 0.036 1.000 90 OK: 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • -Condition•A applies when supplementary reinforcementis used. The 4' factor is -increased for non steel Design Strengths exceptPullout Strength :and Pryout strength: Condition B applies When supplementary reinforcement is not:Used and for Pullout Strength -and. Pryout Strength. Refer to your Ingel standard, • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! ..Fastening does not.meet•th=e--design trite `ia'f------.-- I of- P ;oati of ye. Fi r £. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hili AG, FL -9494 Schaan HIS is a registered Trademark of Hili AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 7/15/2016 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0,563 in, Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required -3.000 3.000 Anchor type and diameter: AWS D1,.1 GR,.B 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 3,000 in. Minimum thickness of the base material: 3.813 in. 3.000 0 0 0 N' O S 0 0 O O O M 2.000 2.000 2.000 Coordinates Anchor in. Anchor x y C. c.X c.y 1 -1.000 -1.000 2,000 4.000 6.000 2 1.000 -1,.000 4.000 2.000 6.000 3 -1.000 1.000 2.000 4.000 8.000 4 1.000 1.000 4.000 2.000 8.000 C•Y ►x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos, No.: Phone I Fax: j Date: E -Mail: Profis Anchor 2.6.5 7 7/15/2016 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you, Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website:, Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibiUtyi- PROFIS Anchor ( c) 20032009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hiii AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 7/15/2016 Specifier's comments: _c O 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [kip, ft.kip] AWS D1.1 GR. B 1/2 hef = 3.000 in. Design method ACI 318-14/ CIP et, = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 6.000 in. x 13.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile uncracked concrete, 4000, fc' = 4000 psi; h = 420.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar ' �4a co C- rv,.J f -;;; www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.: Date: 7/15/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force 1 --- 0.536 2 0.536 3 0.536 4 2:301 5 2.301 6 2.301 max. concrete compressive strain: Shear force 0.020 0.020 0.020 0.020 0.020 0.020 Shear force x 0.020 0.020 0.020 0.020 0.020 0.020 0.22 [%o] max. concrete compressive stress: 940 [psi] resulting tension force in (x/y)=(-0.62210.000): 8.512 [kip] resulting compression force in (x/y)=(2.53610.000): 8.512 [kip] 3 Tension Toad Steel Strength' Pullout Strength* Concrete Breakout Strength** Concrete Side -Face Blowout, direction " Load Nua [k"ip]. 2.301 2.301 8.512 N/A Shear force y 0.000 0.000 0,000 0.000 0.000 0.000 * anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N luta ACI 318-14 Eq. (17.4.1.2) 4, Nye z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] 0.20 Calculations Nsa [kip] futa [psi] 12.740 Results Nsa [kjp] 12:740 - 65000 -t[isteel `'tVsa.[k!F?]' Nua [kip] 0:750 :9:555: 2:301 Capacity;, Nn jkipj 9.555: 18.471 9.014 N/A Tension 'Co resslon 04 0 Utilization ON = Ng1+N„ 25 13 95 N/A Status OK OK OK N/A input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hitti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.; Phone I Fax: Date: E -Mail: 3 7/15/2016 3.2 Pullout Strength NPN = tJc,p Np No=8Ab„ fc NPN > Nua Variables ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq (17.4.3.4) ACI 318-14 Table 17.3.1.1 1:400 Calculations No [kip] 18.848 Results Np" [kip] 26:387 .Abtp 0.59 Ofconettte 0.700 2�a 1.000 4, Ni,,, [kip] 18.471 fe [psi] 4000 N,, _[kip] 2.301 3.3 Concrete(/Breakout Strength Ncbg = \ ij ) 9$ec,N y1ed,N t)Ic,N 9Vcp,N Nb ACI 318-14 Eq. (17.4.2.1b) 4) Ncbg.. Nue ACI 318-14 Table 17.31.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 hef ACI 318-14 Eq. (17.4.2.1c) 4 y1ec,N .2 eN .< 1.0 ACI 318-14 Eq, (17.4.2.4) :3 hof kVed,N = 0.7 + 0.3 (S°'""") s 1.0 1;5h ACI 318-14 Eq: (17.4.2.5b) 'ycp,N = MAX (51'h"i) < 1.0 ACI 318-14 Eq. (17.4.2.7b) cac ' bac Nb = kc 2,e hef5 ACI 318-14 Eq. (17:4.2.2a) Variables her [in.]ec,.N [iiri.)' ea;N [in.] ce.nar, fin] No. 3:000 0,622 0.000` 2'000 '1:250 c -op [in.] kc 4 fc [psi] 24 ,1.000; 4000 Calculations AN. [in.21 ANco (in•x1ti, • I ect.f1: llrec2.tJ- tlkri,N 144.50 ,81.00. 0:8.79 1.000. 0.833 Results Nob, [kip] co"erete. 4,: Ncbg [kip] Nua IkiP1 12:877. 0:700 9;01.4= .8.512 1:000 Nb [kip] 7:887` Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Nib is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: E -Mail: Profis Anchor 2.6.5 4 7/15/2016 4 Shear load Load V,;S [kip] Capacity Or, [kip] Utilization (3v = V„a/ Vh Status Steel Strength' 0.020 .8:281 1 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 0.120 20.519 1 OK Concrete edge failure in direction y-** 0.120 8.603 2 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = AseV futa Vsteei Vua Variables Ase,V [in.2] ACI 318-14 Eq. (17.5,1.2a) ACI 318-14 Table 17,3.1.1 futa [psi] 0.20 Calculations Vsa [kip] 12.740 Results Vsa [kip] 12:740 65000 4.2 Pryout Strength steel 0.650 Vsa [kip] 8.281 Vcpg = k j( Ara °` \ Nb] ,A cP [,\���� J WecN yJed.N wc,N wcp,N w Vcpg Vua -. ANc see ACI 318-14, Section 17,4.21, Fig. R 17,4,2,1(b) Vua [kip] 0.020 ACI 318-14 Eq. (17,.5.3,1 b) ACI 318-14 Table 17,3.1,1 ANco = 9 het ACI 318-14 Eq. (17.4.2.1c) tpec,N = 1 1 eN) <_ 1.0 3h lyed.N = 0.7 + 0.3 (e.m)n) s 1.0 `15h >•11cp.N = MAX( -c-8-, an. 1,5hef) s 1.0 qac Cac Nb =kctia VTche{ Variables kPp. hef [in.] es -1,N [in.] 2 3.000 0.000 Cac[in,]. - kc 1.250 24 ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17,4,2.5b) ACI 318-14 Eq. (17,4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2.N [in-] 0.000 Gamin [in-] 2,000 Calculations ( 3� ANc [in.2] _.. ANcO 144.50 81.00 1.000 Results V [kip] 41c«nc ete • viceg [ P] 20.313 0.700' 20.519, 1.000 fc [psi] - 4000 ft+oc2:N ttkii:N i(kp,N Nb POP] 1.,000 0.833 1.000 7.887 V,, jkip].. 0.120, Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (c) 2003-2009 Hitti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax:. E -Mail: Profis Anchor 2.6.5 1 Page: Project: Sub -Project I Pos. No.: Date: 7/15/2016 4.3 Concrete edge failure in direction y- - AVc.1 Ucbg — (AVcai yet yred,V yk.V kph ylparallel,V ub Vcbg 2 VIM Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5,2.1(b) Avco = 4.5 cat 1 341 liled,V =.0`7 + 0.3'(,1:Scb1) ` 1.0 he 0.2 r = �7 �d ) \l) `' V c Cats a yth,v ub Variables Cel [I6.]- 082 [in.]... ;6 000 2.000 le [in.] ecv 0:0.00 ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq: (17..5:2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq, (17..5.2.8) ACI 318-14 Eq. (17.5.2.2a) 3:000. 1.009: Calculations Avg [in.2] Avco [in 2)I 108:00 1,62.'00' Results Ycbp [HP) 12.290 0;500 ytec:V kticv 1.400 fe [psi] 4000 iccncrete _._.-. 0.700 1.000: ha [In.] A"ed,V: -- 1..000 - y4 V.Lb9'[k 1 Vua [kip] :8::603 0.120 5 Combined tension and shear Toads PN (1v. 0:944 0:014 {INV -(pN+PV) /1,2<=1 6 Warnings 420;000' _ Vrioanoi.v 2:000 - yth:v 1.000: Vb [kip] • 6,584 Utilization 01.43/ [Pk) 1:000 80 Status OK • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used„Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength.. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard_ • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 20032009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hitti AG, Schaan 33 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: arMi3 Page: - Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.6.5 7/15/2016 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0„563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x y c -x 1 1.000' 4000 4.000 2 1.000 0.000 4.000 3 1.000 4,000 4.000 c+x 8:000 8.000 8.000 -3.000 3.000 Anchor type and diameter: AWS D1.1 GR. B 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 3.000 in. Minimum thickness of the base material: 3.813 in. 3.000 o5 O O 14, (0 O O O O O O O 2.000 2.000 2.000 cy 6,000 10.000 14.000 Anchor x .y c -x c+X _ c.,,_. 4 -1.000- -=4:000 2-:000: 10.000 6.000 5 -1.000 0.000 2.000 10,000 10.000 6 -1.000 4.000 2.000 10.000 14.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hifti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 Page: Project: Sub -Project 1 Pos., No.'_ Date: 7/15/2016 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software, In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis, If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website; Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan CIVILTECH PRoJrcr � �* 11.(t SUBJECT F. I€ (Fri h >1A- PAi PROJECT NO - SHEET NO "?'5" COMPUTED B71 7 DATE CHECKED BY DATE TreenMe. Cao&s oS I �l e��-�a,d F lAVAI 11 _CAA Lu 6, -)►\u 9 - �3 CIVILTECH PROJECT- iLA Kant -A `4,02 SUBJECT- fe,vd 714 1414,11.1 CONT. A-pT ,rj ".30. eo,,1 Jiij I) I C444-irben """ Ls d ,„ 6 64:44-11 0 ?s• • /15-3 CI 1) ci ( 3 X, th) • L 3 p 4- (e.. 2 Vyy-- `No C 4)? 14 p Ar• at- ••'• • PROJECT NO !O 22 SHEET NO_ 716 COMPUTED BY - - CHECKED BY DATE rp •,rgt IA‘A.mCL. .(z&&ft. 221 + W3 11C 2. 1, ,4C ) 2_8 Q4LASt. 1;4417 tiCriv; we" taeW t . Jro4e, Olyz tigafrc.0 to -pi- 4-s (SQQ,A,e. 1(.2.5"K 1.2-s" soo 0) • crcloiki.A (c-ci - Z 5 ) /...is1 Do cre.. r 3 00 4,174, 1 O© ps-P Co pko SOO k'o "?r,tri- Li'vE W ?Ct. (L r)cpPid SmL (Q (vEr_ritne...) s;C r,t2)fe- Pd. 1(1,17 p 3 s Cs ( x mb, r .±01-51u. 'lb' 44,r.riv‘ 47 ev.300F:4,1 1. 3 fr?4 pcp, RA. PS'S' F:eoii 1.7 w gi Ito Ni 7)1 ivrr p 11'4, 1,1).,sorke r CTE BEP 16022 Tukwila SK -1,t\ July 19, 2016 at 11:51 AM framing.r3d 3 /3 tv' 'I`llopQ L X110- Su prbrtc CTE BEP 16022 Tukwila SK - 1" July 19, 2016 at 11:29 AM framing.r3d 3`4/Ofs4+3pR r 30'pk4- rat .fry %#- L.© a1/4O 311 GTE BEP 16022 Tukwila SK -2 July 19, 2016 at 11:33 AM framing.r3d LItiE Loi\ CTE BEP 16022 Tukwila SK -3 July 19, 2016 at 11:33 AM framing.r3d CTE BEP 16022 Tukwila SK -4 July 20, 2016 at 9:29 AM framing.r3d 41 )_o ak. CTE BEP 16022 Tukwila SK - 10 July 20, 2016 at 9:35 AM framing.r3d '4 2 A-seivo,o bK c% CTE BEP 16022 Tukwila SK - 11 July 20, 2016 at 9:36 AM framing.r3d AituEEL Mob Nu het i6'5 N t(p Nalp N15 CTE BEP 16022 Tukwila SK- 12 July 19, 2016at11:38AM framing.r3d t15 1,1rriny : CTE 1 B 1 NR/SA Coip Designer : BEP JobNumber : 16022 r E COI N 0 L - •O 0 1 E s Model Natitie : Tukwila July 19, 2016 3:06 PM Checked By: LC Load Combinations v () iDescri� tioh S..PDe..SRSS 1 _ 1.4D Y DL 1.4 1 : 1 - _.... _.. _.... _.. '., 271 ._-_,:_21:.6LL+1:2DLi_ --...:;) ::!::_-.V;- _-: . LL1161DL: 1.2 ''_:" ....---C1L' f__ -i 3 1 (1.2 + .2Sds)*D + pQ+L Y.- Y DL 1•431ELY 1 ILL,.5 1 4'.1411.2 +...2SdsrD'r tia+L. :Y.',... Y' ... --L` ciu143ELY ,,11LL.!.5.1.--: .' _ -,--):11-'17:.....',*. `'• Z.' ...:1.'... -_":': :: ;L7 : I"--..- 5 1 (0.9 - .2Sds)*D + pQ Y Y DL1.671ELY 1 1 1 1— I : - .',.: (0.9:._ .2Sds)*D IPC)::..:. i Y.4... Y:DL.L671ELY -11.1-..-.—...17-I1_11-',._. .7 11,7' RISA -3D Version 14.0.1 [P:\...\...\...\5.0 Engineering\framing.r3d] Page 5 Company CTE bealgner BEP 4o0Nurriber 16022 Model Name : Tukwila July 20, 2016 10:47 AM Checked By: Basic Load Cases BLC &ti� 1 Uniform LL 1.,..41 LL 3 2._ ,7-- . Ladder Dead ' ''... '-"; ' ,:;:- ."-iDL ' .. -f ,'. _ ' . , '_ . '( , i _ ' 2 ..,, .. ..: , 3 Frame Selfweight DL 1 -1 4 - "r- .• °'Ladderl'LL,'‘. -.. ,-, ' • LL • ' -''' '''' :". - 2 5 1 Guard Rail Dead Load 1 DL 5 6 1' 'Guard Rail•Live Lo -ad .1 I `, = LL , . • 1! , 4 _ , '- I 1 . ' '' ' - 7 1 Grating Dead DL 3 .-'.13 : '..•L Ledge( Kicker Dead, - - r. f• - ' DL -.': . , . ' = ,, - , ; .-- t.-:.• . . 7 , ,,,. i 9 Siesmic Lat- ELY 1 _ RISA -3D Version 14.0.1 [P:\...1..,\...\5.0 Engineering\framing.r3d] Page 12 TECHNOLOGIES Cbriitiany : CTE Designer : BEP Job Number : 16022 Model Name : Tukwila July 20, 2016 9:43 AM Checked By: '10 A LL c Aio cs-A J-cs Envelope Joint Reactions ISS .64 Joint X fk LC k -MYk-ft1 Ik. 1 1 1 N16 max 0 1 _002 1 2 .944 2 -.006 1 -.003 1 0 2 L2, 1.._ ' _-_,- _Min. ''''-.016... ' - 2 ,...,.001.___T - - .: -:369_,_-'. r 1_ 1_7--.011,4$ -2093., 7.= ''-'2 1 . _ .0, - -: ., 1 3_ N15 max 0 i 1 0 1 2 1 3.548 2 -.003 1 _ 0 1 0 1 1 4 : _:_:' .. - 7 . min - -0 -----: .,2-_--:0-- -_ --.11, -11.082- 11 7 -,-.0167--. : 2 -,7:_- 0 03 ' 'r'. '. - ....-. . - -- ' r 2.i 1 5 N6 max .02 2 -.001 .1 1 1 -.088 1-1 0 1 0 1 0 1 6- ----.1--,':!''' -, min I..002..-_ '41 -".002' ; :.2_ .1. -.865 - - 2 '1_ 'ITO ,-.‘ -11 ,...::,1 : r rld -- ' ;,'''':.-1-,` 7 , N7 max -.001 1 1 0 1 .341 1 0 1 0 1 0 1 .min,: ,.,, -.004_7 ".22:-':, .-0 '-; ,2 '-1,-7A47,..A ;--2,' I__, 0 _L; _1:- ...; '-'2.0 ;7_ - [1.._ _ ,. -0-- i,:f '1 9 N26 max 0 2_ 0 2 ". 1.009-i 2 1 0 1 ' 0 1 0 1 10 "-.- -:".-- ,min -.1 : CI_ ---i.., 1 i -0 ..V. :1_, 159 _ .1.: - - 0 ,. 1 :. ,_-_? 011 :..... a • : '' 1 11 _ Totals: I max 0 2 0 1 - 4.19 2 1 '12 . _ ..._":- minr ' .0 - • :-.1 ' .0_,..-.- -2 11 1:864 -1 Ghc-ck Rs's- <to cifq,AAc. ,s7k kM c c.DAirbs-11-0f-di ok ..rm c.rc RISA -3D Version 14.0.1 [P:\...\...\...\5.0 Engineering\framing 13d] Page 11 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 1LI ""I Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.: Date: 1 7/20/2016 Speciffer's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [kip, ft.kip] 6141- VERy I J R1'i-4 C.Df2 N F'2 0V' ac tic t V AWS D1.1 GR. B 1/2 her = 6.000 in. Design method ACI 318-14 / CIP eb = 0,000 in. (no stand-off); t = 0.250 in. I, x I, x t = 4.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, fc' = 4000 psi; h = 400.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ( 17 www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: 1 Date: E -Mail: Profis Anchor 2.6.5 2 7/20/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force_y 1 0.000 0.144 0.143 0.017 2 0.000 0.144 0.143 0.017 3 0.000 0.144 0.143 0.017 4 0.000 0.144 0.143 0.017 5 0.000 0.144 0.143 0.017 6 0.000 0.144 0.143 0.017 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0.000 [kip] resulting compression force in (x/y)=(0.000/0.000): 0.000 [kip] 3 Tension load Load Nua [kip] Capacity +Nn [kipj Utilization p :-= N,,j4N„ Steel:Strength' N/A N/A N/A Status Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for.agreementwith the existing conditions and for plausibility) PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hifti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax; E -Mail: Page: Project: Sub -Project I Pos. No. Date: 7/20/2016 4 Shear load ,Steet Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction y-** * anchor having the highest loading 4.1 Steel Strength Vsa = Asev luta q Vsteel > Vua Variables Ase,v [In 2] Load Vua.lkip] 0.144 N/A 0.866 0.860 **anchor group (relevant anchors) ACI 318-14 Eq. (17,5,1.2a) ACI 318-14 Table 17.3,1.1 - luta [PSI] 0,20 65000 Calculations Vsa [kip] ----12:740 Results Vsa [kip] 12.740 4sleel 0.650 4) Vsa [kip] 8.281 4.2 4.2 Pryout Strength 1 Vcpg kcp [(AN�) Wec,N Wed.N Wc.N )Vcp.N Nb] Vcpg > Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2,1(b) ANco = 9 het Wec, N )Ved.N Wcp•N Nb _f = (,1 + 2 op; S 1:0 \ 3hit JJ = 0.7 + 0.3 f."�n s 1.0 ef) = a:mfri MAX(''):1,5< 1.0 -4-f-, �.00 ' -,Cac = kc A..RC heT5 Variables --kcp - - 2 IYc,N _.__het [in.]-- ` 4:800 Cac [In.] 1:000 Calculations ANc[in.2]- - -.. - - ANco [ink] 194110;_ 207,36 Results Vcpg [kip] concrete -_ 24:443 0.700 ec].N [in`] 0.000 24 Werth - 1.000 _Uppg [kip] 17.110 Vua 0,144 Capacity.+Vn [kip] 8 28.1. N/A 17.110 3.567 ACI 318-14 Eq, (17,5,3,1b) ACI 318-14 Table 17,3,1,1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17,4,2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2,N [ln•] Ca,min [in] 0.000 2.800 a.a 1,000 tlreaN" - 1.000 ---.. Vua [kip] 0.866 f, [psi] 4000 ajkd Utilization pv = VO4%, 2 N/A • 6 25 y!cpad. 0:817 1,000 Status O,K N/A OK OK Nb [kip] 15:963''. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hitti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan yy www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax; E -Mail: Page: Project: Sub -Project 1 Pos. No Date: 7/20/2016 4.3 Concrete edge failure in direction y- AUd Vcbg — (vcg) llJec,V llJed,V 111c,V 441,V glparallel,V Vb yVcbg > Vua see ACI 318-14, Section 17.5.2,1, Fig. R 17.5:2:1 (b) = 4.5 cet 7. = \1*.2es1.0 360 =0.7+0.3(.: az') s1.0 I oupi Avc AVc0 4Jec,V !Ied,V klfh,V Vb 1.5;,21.0 h 0.2 = (7(a) VU a) iia YTc cats a Variables ca, [in.] 3.000 le [in.] 052 [in.] ecv [in.] ACI 318-14 Eq. ,(17,5.2.1 b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17,5,2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq:.(17.5.2.8) ACI 318-14 Eq. (17.5.2,2a) !JJc,V ha [in=] 2.800 4.000 Calculations Avc [in.2] 41.85 Results Vcbg [kip] — - 5.095 7a 1.000 0.000 da [in.] Ave0 [in.2] 40.50 $concrete `0,700 0.500 lllec,V 1.000 4 Vaog [kip] 3.567 - 1.000 fc [psi] 4000 400.000 tVed,V 1.000 Vua [kip] 0.860 tlJparallel,V 2.000 yfh,V .. 1.000 Vb [kip] 2.466 5 Warnings Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 2 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength: Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions' and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: pa Profis Anchor 2.6.5 Page: Project: Sub -Project 1 Pos. No.: Date: 5 7/20/2016 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.250 in: Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in: Anchor 1 2 3 x 1.000 1..000 1.000 Y -3.000 0.000 3.000 c.x 4.800 4.800 4.800 C,x 7.200 7,200 7,200 A 2.000 Anchor type and diameter: AWS D1.1 GR. B 1 /2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 6.813 in. 2.000 0 0 epi • 0 0 0 0 0 o, c) 0 0 0 0 0 0, m ,1.000 C -y 3.000 6,000 9.000 2.000 1,000 ., Anchor x y c.x c,x c_y 4 --1,000 -3.000 2.800 9.200 3.000 5 -1..000 0.000 2.800 9.200 6,000 6 -1.000 3,000 2.800 9.200 9,000 C,y - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan '6I www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No: Phone I Fax: 4 Date: E -Mail: 1-4116.9r1 Profis Anchor 2.6.5 6 7/20/2016 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product.. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website_ Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilt, AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan T E C a N 0:1'0 G 1 E Company CTE Designer : BEP Job Number : 16022 Model Name : Tukwila July 20, 2016 9:43 AM Checked By: •S j4 ; L,.O i1` z; Envelope Joint Reactions CAT_ cltS Joint, X fk LC Yfk1 LC. :LC MX [k-ftj LC MYTk-ft1 LC M2 (k- 1 N16 max 0 5 .006 4 1 .574 4 1 .023 5 ., 0 5 .002 3 2 : min -.006 4 '' -.004-, 5 : e.176 5 -.033- '4 -:034 4 i -.002 -, 6 3 N15 max 0 6 0 4 1.925 3 0 5 0 6 0 6 _4 'min 0 r 3 1 , 0 5 _ .517 6 -.01 4_ ".001; 3 , 0 3 5 N6 imax (_.1.451-. 3''1.501-11 6 1 -.042 6 0 3 0 3 0 3 t 6 'min " -1.443-` 6 -1.504 ' 3 ,. -.336- l '3 a0 3 ., "-0 '3 1 0 3 7 N7 _ max 1.329 1 6 .085 6 .163 5 1 0 3 0 3 0 3 '8 _ , min -1.332 3 -.085 3 .117 4 ' "0 ''. 3 0 3 ''0 3 9 1 N26 max r' .114.5 6 .031 3 :.1 .436? 4 _ 03 0 3 0 3 110 min -.114 - 3 -.031 6 1 .076 5 0 , 3 . 0 3,, 0 3 11 Totals:. )max 0 13 1 1.56 6 1 2.714 4 1.12 .....:.-. min_ : 0 . ; 6 , -1.56 5 ' .892: 5 ' Isr- Ltd A . L ,93 k RISA -3D Version 14.0.1 [P:\...\...\...\5.0 Engineering\framing.r3d] Page 10 www.hilti.us Company: Specifier: Address: Phone I Fax E -Mail: Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.: Date: 7/20/2016 Specifier's comments: iftfi 5 Goetz S5+0 CIAOI 1 Input data Anchor type and diameter: AWS D1.1 GR. B 1/2 Effective embedment depth: het = 6.000 in. Material: Proof: Design method ACI 318-14 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [kip, ft.kip] “pt TT Ix x I, x t = 4.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, fe. = 4000 psi; h = 400.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No: 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (a)) SEE p` (/ �z.Dc.131.1S Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan rid www.hilti.us Profis Anchor 2.6.5 Company: Page: Specifier: Project: Address: Sub -Project I Pos, No.: Phone I Fax: Date: E -Mail: 7/20/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.242 0256 x0:'057 -0,250 2 0.242 0,256 -0.057 -0.250 3 0.242 0.256 -0.057 -0.250 4 0.242 0.256 -0.057 -0.250 5 0.242 0.256 -0.057 -0.250 6 0.242 0.256 -0,057 -0,250 max_ concrete compressive strain: - [%a] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1.450 [kip] resulting compression force in (x/y)=(0.000/0.000): 0.000 [kip] 3 Tension Toad Tension 04 01 Load Nua [ki) Capacity +N„ [kip] Utilization ON = Status Steel Strength` 0242 '9.:5.. 3:; O;K Pullout Strength* 0.242 9.895 3 OK Concrete Breakout Strength** 1.450 6.416 23 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N luta Nsa > N. Variables Ase,N [in.2] ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 futa [psi] 0.20' Calculations Nsa [kip] 12,740 Results Nsa [kip] 12.740 65000. steel 0.750 4, Nsa [kip) 9.555 N. [kip] 0.242 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hili is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: MIME] Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.: Date: 7/20/2016 3.2 Pullout Strength NPN = Wc.p Np Np = 8 Abrg fc NpN a N. Variables ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17:3,1.1 z - Abrg.[in. ] 1.000 Calculations Np [kip] 18.848 0.59 Results Np, [kip] _ +concrete _ 18.848 0.700 1.000 +seismic . 0.750 3.3 Concrete Breakout Strength Ncbg = (t) ') Wec,N Wed,N IVc.N Wcp.N Nb Ncbg Nua AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het Wec, N Wed,N Wcp. N Nb ( 1 : _ = 24.4) 1.1.0 =0:7+0.3 1?511)51.0 = MAX 1 5)1eE < 1.0 \��� -Cas' Gac = kc �.a VTc hers Variables he [in.] 4.800 ecf,N [in.] 0.000 Cac [In.] kc 24 Calculations ANc [in.2] 194.40 Results Ncbg [kip] 12.221 ec2,N [in.] 0.000 ANco [in.2]. 207.36 +concrete _ 0.700 a.a 1.000 ( [Psi] 4000 .-... -•-d)nonduclite 1.000 Npn [kip] 9.895 ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1,1 ACI 318-14 Eq. (17.4.2,1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq: (17.4,2,2a) ea.nsn [in.] tik,N 2.800 - — 1.000 Wect.N 1.000 fc [psi] 4000 +seismic 0.750 Wec2,N 1.000 +nonductile 1.000 Nua [kIp] Wed.N 0.817 - 4, Ncbg [kip] 6.416 0.242 Wcp.N - 1.000' - - Nua [kiPl 1.450 Nb. [kip] 15.963: Input data and results must be checked For agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: 7/20/2016 4 Shear Toad Steel Strerigth* — Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction y-*" * anchor having the highest loading 4.1 Steel Strength Vsa = Ase,v luta Vsteel'— Vua Variables Amy [in•z] Load Vua [kip] 0:256 N/A 1.538 1,538 **anchor group (relevant anchors) ACI 318-14 Eq. (17.5.1.2a) ACI 318-14 Table 17.3.1.1 futa [psi] 0:20 Calculations Vsa [kip] 12.740 Results Vea [kip] 12:740. 65000 4'steel '0:650 vsa [kip] 8.281 VUe (kip] Capacity +"n [kip] 8.281 N/A 17.110 1.581 4.2 Pryout Strength Vcpg = kcp L\A,rgGa•/ wec,N tVed,N iic,N t11cP•N Nb] • Vcpg Vue AN, see ACI 318-14, Section 17.4.2,1, Fig, R 17.4.2.1(b) ANcO = 9 hr t11ec,N = 4;20.ij 51.0 3, her yfed,N = 0.7 + 0.3 (- iittn-) < 1.0 1:5h,r tifep.N = MAX(ca+Nn "1,5f1et) 5 1.0 `` eac eac . f Nb = kc a.a hefs Variables 2 her(�n�] _ xltc:N 1:0,00 4.800 Cac [in,] 9.256• ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3,1,1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17,4.2,5b) ACI 318-14 Eq, (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) er~ :fa [th;j ec2.N [in -1 0.000 0.000: Calculations A. [inr2] 194,40, Results vep9 [kip] 2.4.443, ANCO 207;;36 4iCCIICreie — 0:700, _14 24 pect,a 1.000 +seismic 1 000 xa ce;.- [in':] .2.800 1:00 (fps') 4000 Utilization pv = Vlia/4Vn 4 N/A 9 98 1 0- +naiduetOc 1,000- 0.817 $ V [kip]'. 17.110 111cp,N„ 1 000, Vun [kip] i ,538 - Status OK N/A OK OK Nb [kip/. 15:963' Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.6.5 ] Page: Project: Sub -Project I Pos No.: Date: 7/20/2016 4.3 Concrete edge failure in direction y- Vcbg = (;Aico) ylec,V yJed,V IVc.V y/h,V 4Jparallel,V Vb y) Vcbg > Vua Ave see ACI 318-14, Section 17,5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 Cei t'ec.V = (1�.2e;1.o ca yred,V = 0.7 +o.3(1, Scar) 51.0 1:i5Coi. z 1.0 hs 0.2 _ Vb =(7(d) ,de)xa,kc15 a Yh,V Variables Cal [in.] 3.000 le [in.] CaO [in.] ew ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17,3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq..(17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) 2,800 4,000 Calculations Avc fiira:2] 41.85. Results VCQ [kip] 2.259 0.000 %.a da [in.] 1.000 0500 Avio j;in.2 ] 1ltec,V yrc,V 1,000 ha [in.] 1a::[psi] 400.000 4000 q.16d.v "dardlelti, _ 1.000 1.000 40.50 t cencrete' 1.000 y+seismic 0::700 1.000 5 Combined tension and shear Toads 0.887 _ _Ononduclile 1:000 kikv 1,000 • Vcbg [kip] 1.581 0.226 pNV = (f3N + [1V) / 1.2 <= 1 0:973 1..000 Vb [kip] 2.466 .. Vua [kip] 1:538 Utilization 13N:v,[%) 1.00. Status OK 6 Warnings Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. . Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4:3 (b), Section 17.2.3,4;3 (c), or Section 17.2,3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 172.3.5.3 (a), Section 17.2.3.5,3 (b), or Section 17,2.3,5,3 (c). • Section 17.2.3,4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be.designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4:3 (d) l Section 17.2.3.5:3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Q0. Input data and results must be checked for agreement with the existing conditions and for plausibilityr PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Page: Specifier: Project: Address: Sub -Project 1 Pos. No.: Phone I Fax: Date: E -Mail: 7/20/2016 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: =man Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.: Date: 7/20/2016 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor 1 2 3 x-- y 1.000 -3.000 1:000 0.000 1.000 3.000 c.x 4:800 4.800 4.800 c+x 7.200 7.200 7.200 2.000 Anchor type and diameter: AWS D1.1 GR. B 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in.. Minimum thickness of the base material: 6.813 in: 2.000 o5 0! 0 0 0 ai 0 0 0 co 0 8 ai 0 0 0 0 0 co 1.000 2.000 1.000 c 3.000 6,000 9,000 Anchor 4 5 6 x y c.x c*x -1.000 -3.000 2.800 9.200 -1.000 0.000 2.800 9.200 -1.000 3.000 2.800 9.200 c.y c+y 3.000 6.000 9,000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hifi i AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: j Date: E -Mail: Profis Anchor 2.6.5 a 7/20/2016 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in, Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific a pplication. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: (=in Profis Anchor 2.6.5 Page: Project: Sub -Project 1 Pos. No.: Date: 7/20/2016 Specifiers comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [kip, ft.kipl HIT -RE 500 V3 + HAS B7 1/2 hef,aa = 8.000 in. (hef,limil = - in.) ASTM A 193 Grade B7 ESR -3814 2/1/2016 l 1/1/2017 Design method ACI 318-14 / Chem eb = 0.000 in. (no stand-off); t = 0.250 in, Ix x i„ x t = 15.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h = 420.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17:2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (a)) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Page: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: ] Date: E -Mail: IFNI L Profis Anchor 2.6.5 2 7/20/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.000 - - 0.040 0.040 0.000 2 0.000 0.040 0:040 0.000 3 0.000 0.040 0.040 0.000 max, concrete compressive strain: 0.00 [9c] max. concrete compressive stress: 15 [psi] resulting tension force in (x/y)=(0.000/0.000): 0.000 [kip] resulting compression force in (x/y)=(1;500/0.000): 0.430 [kip] 3 Tension Toad Y 01 Compression 03 Load Nua [kip]_ Capacity $Nn [kip] Utilization RN = kludeln Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan ),I www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: I=Mi3 Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No.:; Date: 3 7/20/2016 4 Shear Toad Steel Strength' Steel failure (with lever arm)* Pryout Strength (Concrete Breakout Strength controls)** Concrete edge failure in direction x+" Load Vua [kip] '0,040.. N/A 0.120 0.120 anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value 4, Vsleel Vua Variables Ase,v [in.2] refer to ICC -ES ESR -3814 ACI 318-14 Table 17.3.1.1 futa [psi] 0.14 72500 Calculations Vsa.eq [kip] 10.640 Results Vsn,eq [kip] 10:640. Queer_ 0:650 Qi Vsa [kip] V. [kip]: 6.916 0:040 4.2 Pryout Strength (Concrete Breakout Strength controls) ANe Vcpg — kcp [(A-,--) t)/ec.N tVed,N tlk,N Wcp,N Nb, 4, Vcpg a Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4,2.1(b) AAwe,= 9 hzet 1_ tyec,Ni .4. 2EW. 51.0 — C 3:het )Ved.N = 0.7 + 0.3 C(T-Lt-Tn < 1.0 11;.5tie1) = MAXca=mn.1.511 _<1.0 pac cnc Nb = kc ),.a hefts Variables kep _ 2 ,yle;ia 1.000 Calculations ANc 198:00 Results V- [kip] 16.175 het..[If ,1 4.000 cac fin.] 14.364 ANco. [In.Z) 1'44;00 i]lccncrete 0,700 eti;:N [inj 0,000; 17 ilea;4d 1.000` ".�cismic 1:000 Capacity OVn [kip] -6.916 N/A 11.323 1.574 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2,1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17,4.2.2a) e�z N [In.] :0.000 A.a 1.000. 1.000; flongi)efile 1;000 Gamin 3,300 f.c [psi] 2500 �1(ee;N )0.865 4 Vc ,{kip] 11.323 Utilization'( = Vua/4V,,. Status 1 OK N/A N/A 2 t410.N OK 8 OK 1.000, Via, [kip] 0,120 Nb [kip] 6.800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.6.5 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No„ Date: 7/20/2016 4.3 Concrete edge failure in direction x+ //Ave Vcbg — 1 Avg) 9Jec,V kJed.V rlk,V 1ph,V 4Iparallel,V Vb 11 VcbgVua Ave see ACI 318-14, Section 17.5,2.1, Fig. R 17.5.2.1(b) z Avco = 4.5 ca, 1 limy,1 + 2e„ <_ 1.0 3ct 'lied V — 0.T'.+, 0.3( Caz ) g 1,0 175--co 1:.5cf,_ 1;0 �� Vb = (7 (J)o,zYUB) 2La VTc 015 Variables . co, [in.] 3.300 caz [in.] ecv [in.] ACI 318-14 Eq. (17.5.2:1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17,5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) 6.000 le [in.] ?.e 4:000 1,009 Calculations _AV, [in -21 49.01 Results 'Van VON' 2:249 Avco [in.z] 0.000 do [in;) 0:500 49.01 fl)concrtth 0:700 tl,c.V 1.000 f [psi] ,2500 tlied.V 1.000 1,000 ' 4>SC+si c 1)npnduci0e, 1:000 1.000 he [in,) 420.000 4I igldcl;V 1,000 tlih. V 1:000 V [kip] 1.574 Vb [kip] 2.249 Vue [kip] 0.120 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength, Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17:2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3,5.3 (a), Section 17.2.3,5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2,3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5,3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Q0, • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hifti is a registered Trademark of Hilti AG, Schaan www.hitti.us Company: Specifier: Address: Phone I Fax: E -Mail: 116 MISZI Profis Anchor 2.6.5 Page: 5 Project: Sub -Project I Pos. No.:.; Date: 7/20/2016 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.250 in, Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled 6.1 Recommended accessories Anchor type and diameter: HIT -RE 500 V3 + HAS 87 1/2 Installation torque: 0.030 ft.kip Hole diameter in the base material: 0.563 in. Hole depth in the base material: 8.000 in. Minimum thickness of the base material: 9.250 in. hole according to instructions for use is required Drilling Cleaning Setting .._. .... • Suitable Rotary Hammer • Properly sized drill bit 7.500 • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush 1.500 • Dispenser including cassette and mixer • Torque wrench 7.500 0 0 c c u 0 0 c c u 4.800 4:200 4.200 1.800 Coordinates Anchor in. Anchor x 1 -2.700 2 1,500 3 5,700 y 0.000 0.000 0.000 c_x c+x 4.800 11.700 9.000 7.500 13.200 3.300 c,y c+y 6.000 6.000 6.000 6.000 6,000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! 'PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hiii AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: _ _Profis Anchor 2.6.5 Page: Project: Sub -Project I Pos. No._: Date: 6 7/20/2016 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc.,, that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.; You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan CIVILTECH PROJECT T f 111 Q e'1)0143.1 SUBJECT 5,6P.1`.i/.'1. PROJECT NO t SHEET NO� COMPUTED BY DATE —= CHECKED BY-. -- - - -- DATE Ittr‘44-,41 L4A .s u p pe -f �'t �. 4.60,,5 --- (PO . - /1.3.Y _ .1/ `rArc...t. +s Casvr'i°dam 4-��� ��... deT-61, d 71 be/04,i Ir.tcc ice ' 64,..ibrtu,AJ z T 4'41/4_ c9,.00rhf,trot Try C,c,i o - 5. So0 Soo 1114 { X 141 (2'( "6/ Fe, • it 7 13.r�s� 1 Y7 (14 \54. FCC= , L-77 K 2 rri *-"?? 1 [ .5 fr's' e' —R '—I,es; 3 ;Ai 2x�r{731k ok 1091 CIVILTECH did PROJECT - i*%,. A S1-04./. tAu-tekrt _ cc-ctS SUBJECT bAv T Sur ete,1 PROJECT NO-AO:n-2- SHEET NO (e) -- COMPUTED BY M t- DATE 'T .4i _ CHECKED BY - - - - DATE 'ato.c.e.144x-t-,19A, wetiLD LAV._ e -to trJS-r-Att_ A S LEE:4G Q epli-rALL. S7t t s "t -rc#Art,e,Alt.4 eht- 1:4A-4 rr, a -v s • FAu.t.AC o vewrCreckm M?-- 1-A X.110'4,SR..1 2705". C -t -t1 SHC1- tet.5 VAC% E S pt 0-r (sic) (2.1.5") '3i S STit...)(;) 114 E 0'4 ts A- CAP $LA&. suAeas Doiri..1-2s‘c=r-,4 Aec. Stas SeLF- 4 k IS0 PcF.T= g.i eVi-t4 4 IMICIVILTECH PROJECT ,ta ki.,) t -A 5170 VvinaAlv:(t., AC-4:MS. SUBJECT AV tr. 5k) PPCCT -v. 0 PROJECT NO t q -la a ! SHEET NO itot 1-1-1 COMPUTED BY A-Nici-lf cif?. p€Nr..;LoE3t-i.itsIT SLEEVz- C c'',At. Go/ • -.-LL Cpc (2- cr--/ra ero rrsis1 S -s F r( c LA/ tE 1.,,r5 CI. >1/4.) "ro L.- Ur GE- bAtt.¶ 11 CHECKED BY DATE FO,LES . 1 -f -owe verl bua TO cre- /41,--)Cr4,0 R. vbAt 1.A.2 ILLr•-.1 Cer rr(sii4 cc r,J1 CAPN ca..c-Doe/ Foa u E RE aAR_ 'ST% RR LA'S To bcvELt.? c-t.,oe'ut\1G Pece--+-\ MDT ---13gle—r"J s-r\rtr.)e t> eVe.f f-Ati t—vr 1-t-e-aSk Of_ SI R. ) V- kr iesc= 13°114-tt"-a EN, A 4.3." ^--7115X-WZ-b) Sk 6a-4 RkEtArit, FC LOA LOAD t e 4sa t;. c71-1 "*;-.) S.'9 e. :rrt sAks. s‘sr LA $ 2. = 44t > ic teZ,Nkt /' 3MTM DBI-SALA® 23-1/2 in, to 42-1/2 in. (S9,7 cm to 108 cm)• One -Piece Adjustable Offset Davit Masts 695 in. to 87.5 in, (1765 cm -222.2 cm) 8518385 Adjustable offset davit mast 66 in.- 76 in. (167.6 cm- 193 cm) ., =' -/»_ 851838218518383 -.----•-- l 1 78 in.- 88 in; (198.1 cm- 223.5 cm) 90 in.- 100 in. (228.6 cm- 254 cm) 69.5 in.- 87.5,in. (176.5 cm- 222.2 cm) 81.5 in.- 91.5 in. (207 cm- 232.4 cm) 93.5 in. - 111.5 in. (237.5 cm - 282.2 cm) 11-1/2 in. -27-1/2 in. (29.2 cm -69.8 cm) 23-1/2 in. -42-1/2 in. (59.7 cm -108 cm) r 8518384 .ti' r — . - 8518385 8518386 8518387 Offset Davit Masts & Lower Mast Extensions Customize either one of these davit masts with up to two Lower Mast Extensions. The extensions provide the flexibility to change the overall mast height of your system. Custom lengths are also available. Call us for details. 33.0 in. to 430 m, (83.8 cm to 1092 cm) 11-1/2 in, to 27-1/2 in. (292 cm to 69,8 cm) , .1111-1111. 36,51n, 0 54,5 in, (923 cm) to 138;4 cm) 23-1/2 in, to 42-1/2 in, (59,7 cm to 108 cm) 1 8518001 11-1/2 in. -27-1/2 in. Adjustable Offset Davit Mast (includes winch mount bracket) Combine this one-piece davit mast with up to two lower mast extensions to increase the anchorage height. Combined extension length cannot exceed 90 in. (228 cm). 8518006 23-1/2 in. -42-1/2 in. Adjustable Offset Davit Mast (includes winch mount bracket) Combine this one-piece davit mast with up to two lower mast extensions to increase the anchorage height. Combined extension length cannot exceed 78 in. (198 cm) Bags and Accessories 33.0 in. (83,8 cm) 8518509 1 45.0 in, 57.0 m. (114,3 cm) , (144,8 cm) 8518002 1 1 8518003 8518004 8518509 21 in. (53.3 cm) Lower Mast Extension 8518002 33 in. (83.8 cm) Lower Mast Extension 8518003 45 in. (114.3 cm) Lower Mast Extension 8518004 57 in. (144.8 cm) Lower Mast Extension 8513330 Carrying Bag Bag with protective plastic liner for Adjustable Offset Davit Masts. 8513564 Bag with protective plastic liner for Adjustable Offset Davit Mast, with Lower Mast Extension. 3M'" DBI-SALA® 3M.com/FallProtection 800-328-6146 (Opt. 1) 159 4/3/2017 8518382- DBI-SALA Advanced 1 Piece Adjustable Offset Mast Order by Phone t (888) 412-7289 O gam -spm CST M -F Helping You Work High Menu Home / DBI-SALA Advanced 1 Piece Adjustable Offset Mast DBI-SALA Advanced 1 Piece Adjustable Offset Mast Part Number: 8518382 More Views $3,449:95 $3,069.97 Qty: 1 ADD TO CART Pros Recommendation DBI-SALA Advanced 1 Piece Adjustable Offset Mast offers a reach of 11-1/2" to hd height 66" to 76" and accomodates a primary and secondary mechanical device as well as a secondary fall arrest anchorage point. Availability: Usually Ships in 1-2 Days Need It Faster? Give us a call 888-412- 7289 Add to Compare Description * Telescoping reach of 11-1/2 in. to 27-1/2 in. of the davit arm ensures mechanical device lifelilne(s) are always centered over the confined space. * An adjustable vertical height of 66 in. to 76 in. eliminates the need for custom length masts and extensions allowing one system to cover a range of different confined space scenarios. http://www.fal Iprotectionpros.com/dbi-sala-advanced-1-piece-adj ustable-offset-mast-8518382.htm I Talk To The Pros Daily Deal Twitter Feed 1/4 8516190 Floor Mount Sleeve Zinc -Plated Mild steel construction. Mounts to horizontal concrete or steal structure. Comes with PVC. sleeve liner. Weight 13 lbs. (5.9 kg) 8518347 Floor Mount Sleeve, stainless steel construction p`:r26.4em Core Mount Sleeve Zinc -plated mild steel construction. Designed for slip -in installation into 4 in. (101 cm) core hole.in concrete or in an-existingsteeistructure._Comes with PVC sleeve liner. Weight: 8 lbs. (3.6 kg) 8510110 Core Mount Sleeve, stainless steel construction 4�r'°"o "��, Bin. r ,.'W p t��,a'�' l 8510311 Flush, Floor Mount:Sleeve. Miidateel construction. Comes. with pins:for fresh concrete and. cast -in-place concrete anchorsfor new corlatruction;or renovation. Flush mount design allows,passage Of traffic and-etiminates•.trip hazards when potin:use. Com_ es•with.PVC • sleeve liner. Weight: 21:tbs.,(9 5 kg)• 851282.8 Flush Floor Mount Sleeve, • stainless ateeIconstruction .j f203. 8512831 Center Mount Sleeve Zinc -Plated Mild steel construction. Mounts to existing steel by welding or bolting. Comes with PVCsleeve liner. Weight:13 lbs. (5.9 kg) 8516563 Center Mount Sleeve, stainless steel construction r� Wan) 14214 •1 8515162 Deck Mount Sleeve Zinc -plated mildsteel construction. Designed to slip into a.4 in. (10.1 cm) hole in existing flooring. Flush mount design eillowapassegeof traffic and eliminatestrip hazards when not in use: Comes with -PVC sleeve liner, plastic stopper and mounting hardware — mounts to thicknesses from 1/4: in. -2 in. (6.4 mm -50.8 mm). Weight 17 lbs. (7,7 kg) 8515834 Deck Mount Sleeve, stainless steel construction WOW C10 4:a.) 0 • .1. 00.1em 8h mai aft 8510 057 Set Floor lated•mild tsto'tioriz fracture. for maxim sing used t: 25 lbs.. Off Mount Sleeve Zinc -p �steei construction. Moiin horizontal conctate.or- steel s The.offsetdesign allows um,reach'ofthe mast,b . Co.Enes with. P -VC sleeve liner. -'13 eny 8518348 Wall Mount Sleeve 304: • Stainless Steel 304 stainless steel construction.' Compact design creates minimum intrusion into work space. Mounts to vertical concrete or steel structures. Comes with PVC sleeve finer. Weight:12 lbs: (5.5 kg) 8516191 Wail Mount Sleeve, zinc - plated mild steel construction 121.1. no+t on) 11111,,006 • 8510316 Floor Mount Sleeve Mild steel.construction. Recessed fastener pockets allow for bolt -in installatiominto existing concrete or steel structure. Flush mount design allowspassage of traffic and eliminates trip hazards. when not in U80. Comes with PVC sleeve liner. Wei : ht: 21 lbs: (9 ; },,w-- N -1--A -N, 512827 lush Floor Mount Sleeve, stainlesssteel construction Weigh (11:3 kg) 8510827 Heavy -Duty Sleeve Cap Stainless steel construction, used with permanent .mounted :sleeves . when installed iehigh traffic or other s eve res, a rvi c e; locations. W,eight:1.2 lbs. (0154 kg) 8510826 Heavy-Diity Sleeve Cap, zinc -plated mild steel construction --4-34."' DBI=SALA° 3M. eom,FalIProtectlon 80g-328-8148(6pt:1) 161 7I DBI Flush Mount Sleeve (Bolt -in) Model#: 8510316 (Mild Steel) / 8512827 (S,S.) SPECIFICATIONS PAGE 2 OF 2 CE 9.000 (REF) 03.068 (REF). 011/16(4x) 1 5.000. 8.000 (REF) (REF) 12.000 (REF) Capital Safety USA: 800.328.6146 • Canada: 800.387.7484 • Asia: + 65 6558 7758 - Australia/New Zealand: 800 245 002 • Europe, Middle East, Africa: +33 (0) 497 10 00 10 • Northern Europe: +44 (0) 1928 571324 www.capitaisafety.com • info@capitaisafety,com ISO 9001 REGISTERED 15 Flush Mount Sleeve (Bolt -in) Model#: 8510316 (Mild Steel) / 8512827 (S.S.) SPECIFICATIONS PAGE 1 OF 2 Description Zinc plated mild steel or 304 stainless steel construction. Recessed fastener pockets allow for bolt -in installations into existing concrete or steel structure. Flush mount design allows passage of traffic and eliminates trip hazards when not in use. Comes with PVC sleeve liner. General specifications: Rated Capacity(working load) 450 lbs. (205 Kgs.) @ minimum 4:1 Design Factor (see appl. restriction 2) Mast Moment Proof Load 90.000 In. -lbs (10,000N.m) Mast Rotation 360° Weight 21 lbs(9.5 Kg) Note: Sleeves are designed to withstand the proof load rating of all standard UCL Systems masts. Materials and Construction: 3eneral Construction Weld Certification Structure Material Sleeve Material Sleeve Bearing Material Thrust Bearing Material =inish (Steel Sleeves) =inish (Stainless Steel) lating Specification Welded Steel/Stainless Steel CWB-47.1 A-36 Steel Plate/304 S.S. Sch. 40 Pipe/304 S.S. PVC Pipe - ASTM -D-1785 High Density Polyethene Zinc Plated Brush Blast ASTM Designation B633-85, Type III, SC2 Mounting Requirements(minimum): Concrete thickness: 6° in (150 mm) The Structure and mounting hardware must be capable of withstanding a 90,000 in,-Ibs(10000 N.m) moment and a 5000 lbs. (2268 Kg.) vertical load. Installation MUST BE approved to local regulations by a qualified engineer. Application Restrictions: 1. Sleeves are for use with masts & accessories manufactured by Unique Concepts Ltd. ONLY. 2. System design factor depends on other system components and the configuration in which they are assemblied. The minimum design factor for all standard UCL Safety Systems masts and accessories is 4:1. 3. If base material does not meet minimum requirements, reinforcement MUST BE added to meet minimum requirements. 4, Each installation MUST BE approved to local standards by a qualified engineer. CERTIFICATION Capital Safety USA: 800.328.6146 • Canada: 800.387.7484 • Asia: + 65 6558 7758 • Australia/New Zealand: 800 245 002 • Europe, Middle East, Africa: +33 (0) 497 10 00 10 • Northern Europe: +44 (0) 1928 571324 www.capitalsafety.com • info@capitalsafety.com ISO 9001 REGISTERED 4/4/2017 TABLE-9.8-Tension-Development-Lengths.jpg (843x555) TABLE 9.8 Tension eve n ihs lam, for Crede 60 Uncoated Bars (In Bar size no. — 3 004 p 1''' f, = 4.900 psi f . = 5,000 psi Top bars Ethcx bars Top bars Other bars Top bars Other bars el o Case 2 Case 1 Case 2 Case 1 Case 2 Case 1 Case 2 Case 1 Case 2 Case 1 Case 2 3 2 32 17 25 19 28 15 22 17 25 13 19 4 29 43 22 33 25 37 19 29 22 33 17 26 ' 36 54 28 41 31 47 24 36 28 42 22 32 43 64; 33 50 37 56 29 43 33 50 26 38 6 91 48 72 54 81 42 63 49 73 37 56 8 72 107 55 82 62* 93 48 71 55 83 43 64 9 81 121 62 93 70 105 54 81 63 94 48 72 10 91 136 70 105 79 118 61 91 70 105 54 81 11 101 151 78 116 87 131 67 101 78 117 60 90 14 121 181 93 139 105 157 81 121 94 140 72 108 18 161 241 124 186 139 209 107 161 125 187 96 144 NOTES 1. values are based on Section 12.22 to ACI 318-99 Building Code. 2. Case 1 and Case 2 are defined: Case Structural element Beams and columns Ether elements 1 Concrete cover ad„ c. -c. bar spacing z2 d, and with stirrups or ties throughout L, not Tess than Code minimum Concrete over zrt„, c. -c, bar spacing z3 d, Concrete cover <d, or c. -c. bar spacing <2 d, Concrete cover <d, or c. -c. bar spacing <3 d, 3. Values are for normal -weight concrete. 4. Standard 90' or 180° end hooks may be used to replace part of the required development length, See Table 99. *Sample Calculation: For Case 1. bar size no. B: using Eq. (9.55),1,= (0.O5f, W/ V,kt where l = 60,000 psi: a = 1.3 for "top" bars. ft = 1.0 for uncoated bars: A = 1.0 for normal -w fight eoncr ate: fe = 4.000 pit: and di, 1.0 in. Thus. Ld = (0.05 x 60,000 x 13 x 1.0 x 1.0/ V4,000)(1.0) = 61.7 or 62 in. httn-//www_ civilanninparinnx enm/hiiilriinntriar.JTARI F -Q R-Tancinn-Ilavalnnmc,nt-1 annthc inn 1/1 711512P16, U.S. Seismic Design Maps U.S. Geological Survey - Earthquake Hazards Program Seismic Values Latitude = 47.462°N, Longitude 122.249°W Location ?nts( Mali S= 1.460 g S1= 0.496g S hf5 = 1.752 g Spa = 0.745g Leaflet Reference Document A 2015 NEHRP Provisions Site Class C: Very Dense Soil and Soft Rock Risk Category IorIIorIII http://earthquake.usgs.gov/designmaps/beta/us/ 1/13 7/15/2016 MCER Spectrum U.S. Seismic Design Maps 4 08 00 Period, T (sec) 16; 1. 8 4 6 Design Response Spectrum 0 D 0.2 04 08 08 0 12 Period, T (sec) 14 7,1, http://earthquake.usgs.govidesignmaps/beta/us/ 2/13 7/15/g016, U.S. Seismic Design Maps Mapped Acceleration Parameters, Long -Period Transition Periods, and Risk Coefficients Note: The Ss and S1 ground motion maps provided below are for the direction of maximmum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) 1.3 (to obtain S1). • FIGURE 22-1 Ss Risk -Targeted Maxirnurri Considered Earthquake (MCER) Ground Motion. Parameter for th"e`Contermir ous United States for 0.2:s Spectral Response Acceleration (5% of Critical Damping), Site Cass B • FIGURE 22-2 S1Risk-Targeted Maximum Considered Earthquake (MCE R) Ground Motion Parameter for the.Conterrninous United States for 1.0 s.Spectral Response Acceleration (5% of Critical Damping). Site Ctass B • FIGURE 22-9 Maximum Considered Earthquake Geometric Mean (MCEG) PGA, %g, Site Class B:for the Conterminous United States f. • _FIGURE 22-14 Mapped. Long -Period Transition Period, Ti (s). forthe Conterminous United States • .FIGURE22-18 Mapped Risk Coefficient at 0.2s Spectral Response Period. CRs FIGURE 2249 Mapped Risk Coefficient at 1.0 sSpectrai Response Period. C R1 http://earthquake.usgs.gov/designmaps/beta/us/ 3/13 7/15/2016 U.S. Seismic Design Maps Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site class as Site Class , based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class v5 Nor Nch su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20 • Moisture content w >_ 40%, and F. Soils requiring site response analysis in accordance with Section 21.1 • Undrained shear strength s,, < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s llb/ft 2 = 0.0479 kN/m 2 http://earthquake.usgs.gov/designmaps/beta/us/ 4/13 1/15/216, U.S. Seismic Design Maps Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Risk -targeted Ground Motion (0.2 s) CRSS SUH = 0.900 x 1.622 = 1.460 g Deterministic Ground Motion (0.2 s) SsD=4.2708 S s E "Lesser of C RsS SUH and SSD" =1.460 g Risk -targeted Ground Motion (1.0 s) C R1S 1UH = 0.896 x 0.554 = 0.496 g Deterministic Ground Motion (1.0 s) S1D=1.4908 S1 C "Lesser of C R1S 1UH and S 10" = 0.496 g Table 11.4-1: Site Coefficient Fa Site Class Spectral Reponse Acceleration Parameter at Short Period Ss <_ 0.25 Ss 0.50 Ss= 0.75 SS=1.00 Ss=1.25 Ss?. 1.50 A 0.8 0.8 0.8 0.8 B (measured) 0.9 0.9 0.9 0.9 B (unmeasured) 1.0 1.0 1.0 1.0 C 1.3 1.3 1.2 1.2 D (determined) 1.6 1.4 1.2 1.1 D (default) 1.6 1.4 1.2 1.2 E 2.4 1.7 1.3 1.2 F See Section 11.4.7 0.8 0.9 1.0 0.8 0.9 1.0 1.2 1.2 • For Site Class E and Ss 1.0 g, see the requirements for site-specific ground motions in Section 11.4.7 of the 2015 NEHRP Provisions. Here the exception to those requirements allowing Fa to be taken as equal to that of Site Class C has been invoked. Note: Use straight-line interpolation for intermediate values of Ss. http://earthquake.usgs.govklesignmaps/beta/us/ 5/13 7/15/2016 U.S. Seismic Design Maps Note: Where Site Class B is selected, but site-specific velocity measurements are not made, the value of F shall be taken as 1.0 per Section 11.4.2. Note: Where Site Class D is selected as the default site class per Section 11.4.2, the value of F shall not be Tess than 1.2 per Section 11.4.3. For Site Class = C and S s = 1.460 g, F a =1.200 http://earthquake.usgs.gov/designmaps/beta/us/ 4(1 6/13 7/15/2016 Table 11.4-2: Site Coefficient F, U.S. Seismic Design Maps Spectral Response Acceleration Parameter at 1 -Second Period Site Class 5150.10 S1=0.20 S1=0.30 S1=0.40 S1=0.50 S1>_0.60 A 0.8 0.8 B (measured) 0.8 0.8 B (unmeasured) 1.0 1.0 C 1.5 1.5 1.5 D (determined) 2.4 2.2 1 2.0 1 D (default) 2.4 2.2 1 2.0 1 E 4.2 3.3 1 2.8 1 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.5 1.5 1.9 1 1.9 1 2.4 1 F See Section 11.4.7 1.8 1 0.8 0.8 1.0 1.4 1.7 1 1.8 1 1.7 1 221 2.01 1 For Site Class D or E and S, >_ 0.2 g, site-specific ground motions might be required. See Section 11.4.7 of the 2015 NEHRP Provisions. Note: Use straight-line interpolation for intermediate values of S,. Note: Where Site Class B is selected, but site-specific velocity measurements are not made, the value of F, shall be taken as 1.0 per Section 11.4.2. Site -adjusted MCE R (0.2 s) For Site Class = C and S1= 0.496 g, F, = 1.500 Site -adjusted MCER(1.Os) SMS= FaSs = 1.200 x 1.460 = 1.752 g SM, = F„S,= 1.500 x 0.496 = 0.745 g http://earthquake.usgs.gov/designmaps/beta/us/ 7/13 7/15/2016 U.S. Seismic Design Maps Design Spectral Acceleration Parameters Design Ground Motion (0.2 s) Design Ground Motion (1.0 s) SDS=2�3SMs=2/3x 1.752= 1.168 g SDI =2�3SM1=2�3x 0.745=0.496g http://earthquake.usgs.gov/designmaps/beta/us/ 8/13 7/15/2016 Design Response Spectrum U.S. Seismic Design Maps Long -Period Transition Period = TL = 6 s Figure 11.4-1: Design Response Spectrum Spectral Response Acceleration, Sa (g) SDS __ =1.168' SD1=0.496' T<T0:Sa=SDS(0.4+0.6T/To) To_<T<_TS:Sa=SDS TS<T<TL:Sa=SD1/T T>TL:Sa=SD1TL/T2 T0 = 0.085 TS=0.425 1.000 Period, T (sec) http://earthquake.usgs.gov/designmaps/beta/us/ 9/13 7/15/2016 U.S. Seismic Design Maps http://earthquake.usgs.gov/designmaps/beta/us/ 10/13 7415/2416 U.S. Seismic Design Maps MCER Response Spectrum The MCER response spectrum is determined by multiplying the design response spectrum above by 1.5,- Spectral Response Acceleration, Sa (g) SMS=1.752 SM1=0.745 To = 0.085 T5 =0.425 1.000 Period, T (sec) http://earthquake.usgs.gov/designmaps/beta/us/ 11/13 7/15/2016 U.S. Seismic Design Maps http://earthquake.usgs.govldesignmaps/beta/us/ 12J13 7/15/2016 U.S. Seismic Design Maps Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F Table 11.8-1: Site Coefficient for FPGA Mapped MCE Geometric Mean (MCE G) Peak Ground Acceleration Site Class PGA 5 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA = 0.50 PGA >_ 0.60 A 0.8 0.8 0.8 0.8 B (measured) 0.9 0.9 0.9 0.9 B (unmeasured) 1.0 1.0 1.0 1.0 C 1.3 1.2 1.2 1.2 1.2 D (determined) 1.6 1.4 1.3 1.2 1.1 D (default) 1.6 1.4 1.3 1.2 1.2 E 2.4 1.9 1.6 1.4 1.2 F See Section 11.4.7 0.8 0.8 0.9 0.9 1.0 1.0 1.2 1.1 1.2 1.1 Note: Use straight-line interpolation for intermediate values of PGA Note: Where Site Class D is selected as the default site class per Section 11.4.2, the value of F pga shall not be less than 1.2.: For Site Class = C and PGA = 0.621 g, F PGA = 1.200 Mapped MCEG PGA = 0.621 g Site -adjusted MCEG PGA M = F PGAPGA =1.200 x 0.621= 0.745 g http://earthquake.usgs.gov/clesignmaps/beta/us/ 13/13 El GRATING PACIFIC,,„. 19 Space (1-3/161 Load Table Service. Quality. Reliability. ' ill Steel Bar Grating Use this table when evaluating spans and loads for the following types of steel grating: 19-W-4, 19-W-2, 19 -DT -4, 19 -DT -2, 19 -SL -4, & 19 -SL -2 Bearing ' Bar Size (inches) Approx. Weight psi` Max. Ped. Span** Sec.Prop. * Sx in Ix in' 35 4-15/16" 6 1 7 6-1/8" 7-5/16" 8 8-1/2" 9 9-11/16" 10 10-7/8" 11 • 12-1/16" Unsupported Span 13 14-7/16" 14 15.5/8' 15 16-13/16"' 16 18" Number of Bearing Bars 17 2'-0 2'-6 3'•0 3'-6 4'-0 4'-6 5'-0 1 5'-6 _6%0 __ _6'-6 7'-0 1 8'-0 9'-0 3/4 x 1/8 3/4 x 3/16 1 x 1/8 1 x 3/16 1-1/4 x 1/8 1-1/4 x 3/16 1-1/2 x 1/8 1-1/2 x 3/16 1-3/4 x 1/8 1-3/4 x 3/16 2 x 1/8 3'-10" 4:-3" 41-9" 2 x 3/16 2-1/4 x 3/16 12-1/2 x 3/16 9.6 7'-4" 13.9 15.6 8'-0" 8'-9" 0.118 U 355 227 158 D 0.099 0.155 0.223 0.044 c 355 284 237 0 0.079 0.124 0.179 U 533 341 237 O 0.099 0.155 0.223 C 533 426 355 0? 0.079 0.124 0.179 U 632 404 281 0.211 0 0.074 0.116 0.168 C 632 505 421 O 0.060 0.093 0.134 947 606 421 0.316 0 0.074 0.116 0.168 c's 947 758 632 0.080 0.093 0.134 U 987 632 439 0.329 o 0.060 0.093 0.134 C 987 790 658 O 0.048 0.074 0.107 U 1,480 947 658 O 0.060 0.093 0.134 0.308 C 1,480 1,184 987 846 0.,, 0.048 0.074 0.1070.146 U 1,421 910 632 464 O 0.050 0.078 0.112 0.152 0.355 C' 1,421 1,137 947 812 D 0.040 0.062 0.089 0.122 2,132 1,384 947 696 D, 0.050 0.078 0.112 0.152 0.533 G 2,132 1,705 1,421 1,218 O 0.040 0.062 0.089 0.122 U 1,934 1,238 860 632 D 0.043 0.067 0.096 0.130 0.564 C 1,934 1,547 1,290 1,105 O 1 0.034 0.053 0.077 0.104 7U 2,901 1,857 1,290 947 0.967 0 0.043, ' 0.067.. 0.096 0.130 0.846 C7 2,901 2,321 1,934 1.658 0' 0.034 0.053• 0.077 0.104 U 2,526 1,617 1,123 825 0.842 0 0.037 0.058 0.084 0.114 0.842 C 2,526 2,021 1,684 1,444 O 0.030 0.047 0.067 0.091 3.790 2,425 1;684 1,237 0. 0.037 0.058 0.084 0.114 1.263 C, 3,790 3,032 2,526 2,165 D. 0.030 0.047_0.067 1_0ml_ 11 4,796 3,070 2,132 1,566 O 0.033 0.052 0.074 0.101 C 4,796 3,837 3,197 2,741 O 0.026 0.041 0.060 0.081 lir 5,921' 3,790 2,632 1,933 D` 0.030 0.047 0.067 0.091 2.467 'C 5,921 4,737 3,947 3,384 0. 0.024 0.037 0.054 0.073 0.178 0.067 0.105 0.158 0.206 0.493 116 0.304 203 43 174 0.304 305 0.243 206 0.228 361 0.182 309 0.228 541 L-0.182 322 0.182 564 0.146 483 0.474 0.711 0.645 1.263 , 1.599 1.799 9'-5" 1.974 69 - 70 0.397 0.503 178 158 0.318 0.402 133 105 0.397 0.503 266 237 0.318 0.402 158 125 0.298 0.377 316 281 0.238 0.302 237 187 0.298 0.377 474 421 0.238 0.302 247 195 0.238 0.302 493 439 0.191 0.241 370 292 0.238 0.302 740 658 0.191 0.241 355 281 0,199 0.251 711 632 0.159 0.201 533 421 0.199 0.251 1,066 947 0.159 0.201, 484 392 0.170 0.215 967 860 0.136 0.172 X725 573 0.170 0.215 1,451 1,290 0.136 0.172 632 499 0.149 0.189 1,263 1,123 0.119 0.151 947 749 0.149 0.189 1,895 1,684 0.119„ _0.151 1,199 947 0.132 0.168 2,398 2,132 0.106' 0.134 1,4801.170 0.119 0.151 2,961 2,632 '0.095 0.121 85 0.621 213 0.497 101 84 0.466 0.563 253 230 0.372 0.451 152 125 105 0.466 0.563 0.670 379 345' 316 0' 2•, 0.451, 0.536. 158 131 110 0.372 0.451 0.536 395 359 329 0.298 -0.360 _0.429 237 186 165 0.372 0.451 0.536 592 538 493 0.298 0.360• 0.429 227 188 158 0.310 0.376 0,447 568 517 474 0.248 0.300 0.358 341 282 237. 0.310 0.376 0.447 853 775' 711 0.248 0.300 0.3358, 310 256 215 0.266 0.322 0.383 774 703 645 0.213 0.257 0.306 464 384 322 0.266 0.322 0.383 1,161 1,055 967 0.213 0.257 0.306 404 334 281 0.233 0.282 0.335 1,011 919 842 0.186 0.225 0.268 606 501 421 0.233 0.282 0.335 1,516 1,378 1,263 0.186. 0.225 0.268 767 634 533 0.207 0.250 0.298 1,918 1,744 1,599 0.166 0.200 0.238 947 793 658 0.186 0.225 0.268 2,368 2,153 1,974 0.149 0.180 0.215 All loads and deflections are theoretical and based upon the gross sections of the bearing bars, using a fiber stress 01 18,000 psi. The values are not Intended to be absolute since the actual load capacity will be affected by the slight variations in mill and manufacturing tolerances. Grating far spans to the left of the heavy line have a deflection s 1/4" for uniform loads 01100 psi. 11= uniform Wad in pounds/sq. ft. C = concentrated load in pounds/ft. of grating width D = deflection in inches 93 0.629 304 0.504 140 0.629 458 0.504_ 135 0.524 437 0.420 202 0.524 656 0.420 183. 0.450 595 0.360 275 0.450 893 0.360 239 0.393 777 0.315 359 0.393 1,166 _0.315 454 0.350 1,476 0.280 '511. 0.315 1,822 0.252 121 0.730 423 0.584 116 0.608 406 0.487 174 0.608 609 0.487 158 0.521 553 0.417 237 0.521 829 0.417 206 0.456 722 0.365 309 0.456 1,083 0.365 392 0.406 1,370 0.324 483 0.365 1,692 10.292 133 0.794 533 0.636 121 0.681 484 0.545 181 0.681 725 0.545 158 0.596 632 0.477 237 0.596 947 0.477 300 0.530 1,199 0.424 3713' 0.477 1,480 0.381 96 0.862 430 0.689 143 0.862 645 0.689] 125 0.754 561 0.603 187 0:754 842 0.603) 237 0.670 1,066 0:536 :292; 0.603 1,316 0.483 ' Weight per square foot based upon 19-W-4 grating. Add .60 psi for r an center cross bars. " Maximum pedestrian load is defined as a 1000 uniform load w'th detlecti n s 1/4 inc . (The 1/4" maximum deflection criteria is considered consistent with pedestrian comfort, but may be exceeded for other loading conditions at the discretion of the speci ying authority.) " S ction prop rlies per f of of width, Note: When gratings with serrated surface are specified, the depth of the grating required for a specific load will be 1/4" greater than that shown in these tables. Panel Widths Grating panels are available from stock in nominal 24", 36" and 48" widths. When considering alternative widths, consult this table to select widths that will maintain uniform "out -to -out" spacing of the bearing bars, Specified widths deviating from this table will be fabricated to size with side banding and the bar spacing on one side of the finished panel will vary from the spacing throughout the remainder of the panel. Number of Bearing Bars Panel Width 2 1-3/8" 3 2-9/16" 4 3-3/4" 35 4-15/16" 6 1 7 6-1/8" 7-5/16" 8 8-1/2" 9 9-11/16" 10 10-7/8" 11 • 12-1/16" 12 13.1/4" 13 14-7/16" 14 15.5/8' 15 16-13/16"' 16 18" Number of Bearing Bars 17 18 19 20 , 21 23 24 25 26 27 28 29 30 1 31 PanelWidth 19-3/16" 20-3/8" 21-9/16" 22-3/4" I22 23-15/16" 25-1/8" 26-5/16" 27-1/2" 28-11116" 29-7/8" 31-1/16" 32-1/4" 33-7/16" 34-5/8" 35-13/16" Number at Bearing Bars 32 33 34 35 36 37 38 39 ' 40 41- Panel wid hs indicate are for grat ngs with 3/ 6" thick Panel Width 37" - _ 36-3/16" 39.3/6" _ 40-9/16" 41-3/4" 42-15/16" 44-1/8" 45-5/16" 46-1/2" 47-11!16" bearing b rs.Farl/8"thick bearin bars deduct 1/16" from the s aled values. Indicates stock panel widths, Tracy, CA • 800.491.7999 • Los Alamitos, CA • 800.321.4314 Seattle, WA • 800.243.3939 , Woodburn, OR , 800.942.4041 Phoenix, AZ, , 888.936.9201 6 4i 1 k MGRATING PACIFIC. Service. quaky. Reliability. METAL EAR ®RATINGS ... Home Products Services About Catalogs Contact METAL BAR GRATINGS Introduction to Metal Bar Grating Steel Bar Grating Aluminum Bar Grating Aluminum Plank Grating Stainless Steel Bar Grating Riveted Grating Algrlp Grating, Stair Treads & Floor Plates Heavy Duty Grating Stair Treads Steel Stair Treads Aluminum Stair Treads Stainless Steel Stair Treads Bridge Decking Embed Frames Trench & Inlet Systems Architectural Products Banding & Panel Layout Fasteners Manufacturing & Installation Glossary Steel Stair Treads Steel grating stair (reads are available fabricated to any siie in type Ytr' welded type "DT" ttovatail ;pressure locked, or type ,`SL" swage locked grating, Treads are mariufaotured with 8 defined visible nosing and:pre-punished end carrier plates or angles, ready for bolting orwetding to the stair stringers. Steel Carrier Plates & Angles Steel Carrier Plates Recommended for use with 19, 15, and 11 spaced gratings Ned Width- _,,lire Nosing Options Checker Plate Nosing welded to grating. and carrier plates/angles Cast Abrasive Nosing with Mounting Angle mechanically fastened to welded mounting angle Algrlp Nosing welded to grating and carrier plates/angles 1Gn 'V fel Wale lmcnslon =319 or 374" tliru 1.1/4'beaAng'bar5�: 2-114" for 11/2". thn 1.314" beering bars 3-1/4" for 2" thru 2-1/2" bearing bars 141 i1 J yr TNrktMM,t, Cerrfu R144 i._WM. xn"Slot Steel Carrier Angles Recommended for use with 8 and 7 spaced gratings S rrem Width :t. n 1e ? L2'r 1 /2"xl/4'(MIN r- 7/16" x 1" Slot A15 E117. EGRATING PACIFIC. Service. Quality. Reliability. Table of Spacings Spacing Part No. 014 ot Open Area* Steel Bar Grating ----719-W-4.---.4 19 -DT -4 19 -SL -4 4" Bearing Bearing bars spaced at 1-3/16" on center and cross bars at 4" on Center. The workhorse of industrial flooring, popular for platforms, catwalks, mezzanines, and stairways. 1-3/16" 1....i® 78% ,��� 19-W-2 19 -DT -2 19 -SL -2 2., ' 1 Bearing bars spaced at 1-3/16" on center and cross bars at 2" on center. Excellent for short spans and applications where small wheeled carts continuously cross the grating surface. 1 3/16" l- I ®� I _ ,_.q_ 73% 15-W-4 15 -DT -4 15 -SL -4 4" Bearing bars spaced at 15/16" on center and cross bars at 4" on center. The closer spaced bearing bars increase load capacity by more than 26% when compared to similar gratings produced with bearing bars at 1-3/16" on center. 15/16" .111.1.1_ i— 75% 15-W-2 15 -DT -2 15 -SL -2 . Bearing bars spaced at 15/16" on center and cross bars at 2"on center. The closer spaced bearing bars and cross bars provide additional flooring surface to support pedestrian and wheeled traffic. —.I2 _-1-4-4—, 15/16" 'i' _II= ——� INEI _ •■t 69°/d 11-W-4 11 -DT -4 11 -SL -4 4 ' Bearing bars spaced at 11/16" on center and cross bars at either 4" or 2" on center. Types 11-4 and 11-2 with 3/16" thick bearing bars comply with the spacing requirements of the Americans with Disabilities Act. For ADA installations, specify that the bearing bars span perpendicular to the normal flow of traffic. 11/16" t �,�`, _ 68% - �h®5- 11-W-2 11 -DT -2 11 -SL -2 2, 2" •-g—ot—i>_o 11/16' t w-ib,=���®. _ 63 /0 8-W-4 8 -DT -4 8 -SL -4 4" Bearing bars spaced at 1/2" on center and cross bars at 4" or 2" on center. Types 8-4 and 8-2 comply with ADA spacing requirements. These products are popular for material handling platforms and mezzanines subject to continuous cart and dolly traffic. j t 1/2"- 58% ._ . — 8-W-2 8 -DT -2 8 -SL -2 2"" 2" j I 1/2" ___I=i= f 54% —1111s, 7-W-4 7-DT-4 7 -SL -4 " Bearing bars spaced at 7/16" on center and cross bars at 4" or 2" on center. Types 7-4 and 7-2 comply with ADA spacing requirements and are popular for applications in the public way. When specified with 3/16" thick bearing bars, 7-4 and 7-2 gratings have a net 1/4" clear opening between the bearing bars and commonly reject intrusion by high heeled shoes. imilumbr4 7116" =01-4= 53% ►'' s" 7-W-2 7 DT -2 7-SL-2 2 2" '--'---- _.1—...1=1..... 7116"����i� 49% 1®g�d.... • Percentage of open area is based upon 3/16" thick bearing bars and .275•' cross bars. Contact Grating Pacific if exact open area calculation is required for altemative bearing bar thicknesses ar cross bar sizes. How to Specify Steel Bar Grating 1. Select type of grating • "W" for welded steel grating • "DT" for dovetail pressure locked grating • "SL" for swage locked grating 2. Select bar spacing from table above 3. Select bearing bar size (consult load tables considering service loads and clear spans) 4. Specify plain, serrated, or Algrip surface 5. Specify banding or additional trim required 6. Specify finish • Bare steel (no finish) • Painted (red, black, silver, other) • Hot dip galvanized (per ASTM A-123) • Other 7. Specify fasteners (if required) Tracy, CA • 800.491.7999 • Los Alamitos, CA • 800.321.4314 Seattle, WA • 800.243.3939 • Woodburn, OR • 800.942.4041 Phoenix, AZ, • 888.936.9201 Table of Stair Tread Widths ----� 19 Space 15 Space 11 Space Bearing Bars 0 1-3/16" O.C. Bearing Bars 015/ 6" O.C. Bearing Bars 0 11/ 6" O.C. Nomtnal Tread Width Number of Bearing Bars Standard "A" ' Dimension Nominal Tread Width Number of Bearing Bars Standard"A" Dimension . Nominal Tread Width ofumber Bearing Standard "A" ' Dimension 6=1/4"� 5 2-1/2" 7" 7 4-1/2" '6-1/4" 8 2-1/2" 07 3/88 -----411T "-r-Iii .- 8_ 4-1/r7:510. = 7-518". 10.�..r W 8-1/2" 7 4-1/2" 6-7/8" 9 4-1/2" 9" 12 4-1/2` 9-314" 6�`4" "...- 9-7/6" ' -,.....-_,,-*r__-=',.7..r1011""Wr.-- 14 7" r9 7 10-3J4" 11 7 11" 15 7" L121/-"_ - 10''"" 7"'- 11'5/8'7" 12% 7" 11-3/4,' 16 7" _ 8 Space _ 7 Space Bearing Bars 01/2" O.C. Bearing Bars 0 7/16" O.C. Nominal Bin Standard "A" Nominal Serrated Plain Standard "A' head Width Bars 9 Dimerrslon 'Treed Width ,,Number 69 Dimension 6-1/2" 11 .2-1/2" 6-3/4" 13 2-1/2" 71/2• 19-1 4`T 1!2'= 75/8"= -j5 4-112° 9" 16 4-1/2" 8-1/2" 17 4-1/2" 10"'_--` J1_1,,,_::T410--T/IT. ' 1 7'-10" ' 21,,! � �-� :r -7 4—+ 11" 20 7" 11-1/8" 23 7" Recommended Bearing Bar Size Maximum Steel _J-19 Space _ Stair Tread Lengths* 15 Space 11 Space 1-3/16" O.C. 15/16" O.C. 11/16' O.C. Ptaln NA,. Sorrotad" Plain Serrated Plain - Serrntod 3/4"x3116" 1" -' 2'-4" ..3;�" .., 4.-8" ".r. 3 5-7.--75"7,73.7:_, 5'4" 1:''"" 6'-8" - 2•-8• i 3/_IB"j,._, .rswT'e,�, ?_,.,,,.4;,9" r' -•'R. -C 4_1re— 2•-10.4^-t L4';_13",. 5.-1" 3---57:6F--' 5'-8-8" :__-677:4",,.,.., 7'-1" 7',17" „.„3.-4"-.4-77-—.- 4'-6" 5' Br's ' 5'-6" ---r----5':6" 5.-11"_ 8t9" . 3y9" 4'-10" 4'-2" 4,-, ." 5-F"--7 5.-6" r5 7i�;,?"'.ti 6'-3" -----7.-0" X5:6.^°' 5.-7" '-+--6r?4"' - 1-3/4" x 3/16" 5'-6" =2"x3/16'--"-7517,1 2-1/4" x 3/16" .7-2-i/2"x3/18'+.�:�-7'-4"� ', Z8- _ O 6'-9" , -'7,,'Lli: � 7'-7" 84",- 1'•711� 7c2" - 6'-6" Bearing Bar Size _- 8 Space 7 Space 1/2" O.C. 7/16' O.C. Ptah: Serrated Plain Serrated; 3/4" x3/18" -r-+resI '3'-7" - mom 3'40" _ - - i 3/_IB"j,._, .rswT'e,�, ?_,.,,,.4;,9" r' -•'R. -C 4_1re— 5_yr, ' r5 -"---- 4,5.- 1-1/4" x 3/16" _" 5'-6" 5'-$" 5'-5" 5'-6" T=1/2"x 3/10" 5.,t6" .---.57z6" 5',;10'. 5'-5 1-3/4" x 3/16" - 6'-6" 6'-1" 6'-9" 6'-4" j 2 x 3/,1'r 16- _;_t7'-!.., 8'-3" ' 1 7'-10" „i7� 8 8'-7" L 7 3° 2-1/4" x 3/16" 8'-2" 9''2"'-- 3'`9" *--:79.:6"---__9.-11"-- _-9 1' -- 71/2".x3/16; , • For treads up to 5'-6", maximum tread lengths are based upon 300 Ib. concentrated bad on the front 5 inches of the tread, at the center o1 the tread length: When treads exceed 5'-6". In length; design allows for 300 Ib. concentrated loads at 1/3 points of tread length. Oellectlon Is limited to the lesser of .250" or 1/240 of tread length in all cases. los Alamitos; CA 800-321.4314 • Tracy, CA 800-491-7999 • Woodoum, OR 800-942.4041 • Kent WA 800-243-3939 • Phoemx, AZ, 888-935-9201- Madera, CA 559.664-0709 02014 Grating PacificAO Rights Reserved Locations Pr7 5/31/2019 0 City of Tukwila Department of Community Development RYAN LARSON 6300 SOUTHCENTER BLVD - SUITE 100 TUKWILA, WA 98188 RE: Permit No. D17-0102 CITY OF TUKWILA - GILLIAM CREEK GREEN RIVER TRAIL Dear Permit Holder: ( Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days.' Your permit will expire on 7/16/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 7/16/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, t a uQ c i 7 a dace Nichols Permit Technician File No: D17-0102 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9/5/2018 City of Tukwila Department of Community Development RYAN LARSON 6300 SOUTHCENTER BLVD - SUITE 100 TUKWILA, WA 98188 RE: Permit Application No. D17-0102 CITY OF TUKWILA - GILLIAM CREEK GREEN RIVER TRAIL Dear RYAN LARSON, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/19/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International 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 10/19/2018. 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, Bill Rambo Permit Technician File No: D17-0102 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 20, 2018 Ryan Larson 6300 Southcenter Blvd — Suite 100 Tukwila, WA 98188 RE: Request for Application Extension #2 Permit Number D17-0102 Dear Ryan Larson, This letter is in response to your written request for an extension to Application Number D17-0102. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through October 19, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0102 Tukwila City Hall 6200 Southcenter Boulevard • Tukwila, WA 98188 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Sent: To: Subject: Ryan Larson Wednesday, April 18, 2018 8:55 AM Bill Rambo RE: Permit Application No. D17-0102 Bill, I am requesting that this permit be extended another 180 days. Construction is planned for this summer. Thanks - Ryan From: Ryan Larson Sent: Wednesday, October 18, 2017 7:33 AM To: Bill Rambo <Bill.Rambo@TukwilaWA.gov> Subject: Permit Application No. 017-0102 I am requesting the at the subject building permit be extended for 180 days if possible. The project was delayed due to funding issues. Thanks, Ryan. Larson, P.E. Senior Program Manager - Surface Water 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 (206)-431-2456 (work) (206) 571-1668 (cell) Ryan.Larson @@@TukwilaWA.gov 7 Request for Extension # 2. Current Expiration Date: `I—��H Extension Request: '/ Approved for ,rd days Denied (provide explanation) Si nature/Initials 1 RECEIVED CITY OF TUKWILA APR .18 2018 PERMIT CENTER 3/1/2018 0 City of Tukwila Department of Community Development RYAN LARSON 6300 SOUTHCENTER BLVD - SUITE 100 TUKWILA, WA 98188 RE: Permit Application No. D17-0102 CITY OF TUKWILA - GILLIAM CREEK GREEN RIVER TRAIL Dear RYAN LARSON, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/19/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International 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 4/19/2018. 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, Bill Rambo Permit Technician File No: D17-0102 R-6,) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 24, 2017 Ryan Larson City of Tukwila 6300 Southcenter Blvd — Suite 100 Tukwila, WA 98188 RE: Request for Application Extension #1 Permit Number D17-0102 Dear Mr. Larson, This letter is in response to your written request for an extension to Application Number D17-0102. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through April 19, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0102 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Ryan Larson Sent: Wednesday, October 18, 2017 7:33 AM To: Bill Rambo Subject: Permit Application No. D17-0102 • I am requesting the at the subject building permit be extended for 180 days if possible. Theproject was delayed due to funding issues. Thanks, Ryan Larson, P.E. Senior Program Manager - Surface Water 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 (206)-431-2456 (work) (206) 571-1668 (cell) R.yan.Larson@TukwilaWA.gov Request for Extension= # Current Expiration Date: 10-1 4- 17 Extension Request: 1.Approved for / days — Denied (provide explanation) Signature/Initials 1 1 RECEIVED CITY OF TUKWILA OCT 1 2017 PERMIT CENTER 8/31/2017 a c City of Tukwila Department of Community Development RYAN LARSON 6300 SOUTHCENTER BLVD - SUITE 100 TUKWILA, WA 98188 RE: Permit Application No. D17-0102 CITY OF TUKWILA - GILLIAM CREEK GREEN RIVER TRAIL Dear RYAN LARSON, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 4/19/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International 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 10/19/2017. 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, Bill Rambo Permit Technician File No: D17-0102 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 O City of Tukwila Alcan Ekberg, Mayor Department of Community Development - Jack Pace, Director STAFF REPORT SHORELINE SUBSTANTIAL • DEVELOPMENT Prepared September 15, 2016 I. SUMMARY OF PROPOSED ACTION Request for a shoreline substantial development permit to make access improvements by upgrading the railing, stairs, platform, and ladder. The stairs and landing onto the platform will be constructed from cast -in-place concrete. This project is part of the 2016 Small Drainage Program which provides necessary maintenance and repair to public storm drainage system in locations throughout the City of Tukwila. II. GENERAL INFORMATION Project Name: 2016 Small Drainage — Gilliam Creek Outfall Access File Numbers: L16-0039 Associated Permits: NA Applicant: Location: Ryan Larson, City of Tukwila Public Works Department Public Right -of -Way off of Christensen Road approximately 170 feet north from the end of 68th Ave S., with access along the Green River Trail Zoning: Tukwila Urban Center—Transit Oriented Development (TUC-TOD) Comprehensive Plan Designation: Attachments: TUC-TOD A. Site and Civil Plans, dated July 2016 B. TMC 18.44.070 Development Standards Checklist III. PROJECT DESCRIPTION The proposed project intends to make access upgrades to the Gilliam Creek Outfall. The applicant proposes to make access improvements by upgrading the railing, stairs, platform, and ladder. The stairs and landing onto the platform will be constructed from cast -in-place concrete. This project is part of the 2016 Small Drainage Program which provides necessary maintenance and repair to public storm Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 206-433-1800 • Website: TukwilaWA.gav Page2of8 b�? 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx drainage system in locations throughout the City of Tukwila. Figure 1 shows the subject site, with the project site highlighted in yellow Figure 1. Subject Site IV. TUKWILA SHORELINE MASTER PROGRAM - BACKGROUND The City of Tukwila adopted a Shoreline Master Program (SMP) on August 15, 2011 which was approved by the Washington State Department of Ecology on October 14, 2011 and became effective October 28, 2011. This project is subject to the Shoreline Master Program. Phone: 206-433-1800. • Email: Mayor@TukwilaWA.gov • Website:TukwilaWA.gov f i Page 3 of 8 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx A. Shoreline Environment Designation The shoreline environment designation for the site is Urban Conservancy; the purpose of the Urban Conservancy Environment is to protect ecological functions where they exist in urban and developed settings, and restore ecological functions where they have been previously degraded, while allowing a variety of compatible uses. The shoreline buffer in the Urban Conservancy environment is 125 feet when the river bank is fortified with a levee (Figure 2). However, the Urban Conservancy buffer on this parcel is not a consistent 125' all along the river. Because the levee has been rebuilt, the buffer has been reduced, in places, to the landward toe of the levee per TMC 18.44.050 (D.2) (see attachment A for the existing location of the buffer). This buffer width is consistent with that established by the City's Sensitive Areas Ordinance for Type 2 streams that support salmonid use, which is based on Best Available Science. The final buffer widths adopted by the City and approved by Ecology for each shoreline environment attempted to balance shoreline ecological function needs, human life and property protection needs (including future levee repair/reconstruction), existing land use patterns, and state and federal agency policies. Phone: 206-4331800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Page 4 of 8 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx City of Tukwila Shoreline Environment Designations SW Quarter 24/23/04 �! Ordinary High Water Mark Aquatic Environment - High Intensity -100' Buffer High Intensity - Outside Buffer Urban Conservancy - Levee -125 Buffer n Urban Conservancy - Levee - Outside Buffer See Page 25 • • .**Type 2 Stream (100' Buffer) o Type 2 Stream in Pipe Type 3 Stream (80' Buffer) p Type 3 Stream in Pipe Type 4 Stream (50' Buffer) Q Urban Conservancy - No Levee -100' Buffer to Type 4 Stream in Pipe [� Urban Conservancy - No Levee - Outside Buffer Fish and Wildlife Habitat Areas (100' Buffer( Shoreline Residential Min. 50' Buffer [ Shorebne Residential -'Outside Buffer O I n 11 Tukwila City Liiiiits Potential Annexation Area gm r r-1 Category N Wetland (50' Buffer) Figure 2. Shoreline Environment Designation map Potential Wetlands - Category 0 Wetland (100' Buffer) ▪ Category 111 Wetland (80' Buffer) B. Shoreline Goals and Policies: •Prirded aiguu 2011 LOcationofOHWyl waked saes&Iocatrons are tsrcoiirsessst on this map have trot been surveyed. ' 24 The following section discusses the Shoreline Master Program goals and policies as they relate to this project, excerpted from Chapter 6 of the City's SMP. Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Page 5 of 8 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx Goal 5.3 Land Development and Economic Vitality: Goal: Development along the shoreline that fosters the economic vitality of Tukwila while preserving the long-term benefits of the river. • Policy5.3.2: Design and locate all shoreline development to minimize impacts on areas identified as important for other river uses, such as wildlife and aquatic habitat, river vegetation, public access and recreation, historical resource and flood control. Response: The proposed access improvements promotes vegetation conservation, is utilizing existing outfall slab and wing walls in lieu of adding additional foreign materials, and is providing a public access point for the City of Tukwila Public Works maintenance staff. The improved access will also encourage long-term maintenance of the outfall, helping to preserve the long-term benefits of the river. Goal 5.10 Water Quality, Surface Water and Flood Control Use Goal: Improved water quality and quantity control programs affecting the Green/Duwamish River that improve the river's water quality, provide habitat for fish and wildlife, protect public health and safety, and enhance public enjoyment of the river. • Policy 5.10.1: Design, locate, and manage shoreline development including streets, flood control projects, surface water drainage and sewer systems, clearing and grading activities, and landscaping in a manner which minimizes opportunities for pollutants to enter the river, provides erosion control and otherwise protects water quality. Response: The access to the existing outfall is being modified. The outfall itself is not being modified. The access improvements will not alter the opportunities for pollutants to enter the river, continues to provide erosion control and protects water quality. Goal 5.11 Public Health, Safety and Welfare Goal: Shoreline uses that do not endanger public health, safety and welfare, or the capacity of the river to provide Tong -term benefits and resources to the community. • Policy 5.11.1: Design, locate, and manage shoreline uses, such as capital improvement projects and private development, in a manner that does not endanger public health, safety and welfare, and enhances the capacity of the river to provide long-term flood protections, habitat and other benefits and resources to the community and the environment. Response: The access improvements will provide safe access to the City of Tukwila staff. The proposed access improvements will not disturb flood protection, habitats, nor the existing public access of the Green River Trail which runs parallel to the bank with the Green River at the project location. V. SHORELINE REGULATIONS TMC 18.44.130 (B.3) Administration states that a substantial development permit shall be granted only when the development proposed is consistent with the Shoreline Master Program (SMP). The relevant Phone: 206-433=1800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov. Page 6 of 8 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx SMP goals and policies were discussed above. This site is located in an area that is inside of the Urban Conservancy Environment Buffer. Because of the reconstruction of the levee, the buffer has been reduced, in places, to the landward toe of the levee per TMC 18.44.050 (D.2). TMC 18.44.050 Permitted Uses The proposed access improvements to the existing Gilliam Creek Outfall are permitted per TMC 18.44.050 (B.1.p) for development within the Urban Conservancy Environment. A portion of the outfall is above ground. This will not be intensified or expanded as part of the access improvements. TMC 18.44.070 Development Standards Per TMC 18.44.070 the project is subject to the Development Standards. See TMC 18.44.070 Development Standards Checklist (Attachment B) for a more detailed analysis of the project in relation to applicable standards. Standards include: 1. (D.4) Surface Water and Water Quality: The project will increase the safety of access to the outfall with the proposed concrete stairway and landing with a steel frame, foundation, and ladder which provides access to the outfall. The 4' wide by 20' long cast -in-place concrete slab on grade will be constructed along the existing vegetated bank slope. The stair foundation will be composed of helical piles or mircopiles with a steel frame platform for the landing, Aside from removal of the grass vegetation on the bank for the concrete stairway there will be no additional change to the existing shoreline other than described above. Restoration is not required as part of the proposal as no landscaping is required on a federally certified levee as stated in TMC 18.44.080. 2. (1.1) Clearing, Grading, and Landfill: Land altering and fill will be required for the stairway access dimensions to meet ADA and all regulatory safety standards. Approximately 300 square feet of clearing grasses and vegetation is required for the on grade stair installation. The 2016 Small Drainage Project has identified and called out required erosion control and property restoration. The contractor will restore any vegetation and cap graded subgrade surface with rip rap or applicable ground cover to prevent bank erosion. The slope will be in stable condition before the project is considered substantially complete. TMC 18.44.080 Vegetation Protection and Landscaping Per TMC 18.44.080 the project is subject to the Vegetation Protection and Landscaping requirements. TMC 18.44.080 (C.1.a) states "on properties located behind publicly maintained levees, an applicant is not required to remove invasive vegetation or plant native vegetation in the buffer." As discussed above in IV.A Shoreline Environment Designation, the improvements to the Gilliam Creek Outfall are located behind a publicly maintained levee and thus removal of invasive vegetation and planting of native vegetation in the buffer is not required. TMC 18.44.100 Public Access to the Shoreline The proposed access improvements to the Gilliam Creek Outfall to do not trigger public access requirements as listed in TMC 18.44.100(1). Phone: 206-433=1800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Page 7 of 8 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx TMC 18.44.110 Shoreline Design Guidelines Per TMC 18.44.110 the project is subject to the Shoreline Design Guidelines. Design guidelines include: 1. (A.1) Relationship of Structure to Site: The access stairway is for maintenance access to ensure the outfall is in working condition. The City of Tukwila and other local jurisdictions caring for the Green River Trail will be able to continue their care, preservation, and maintenance of the Green River Trail and vicinity once the access has been constructed and completed. 2. (A.2) Building Design: There are no buildings associated with this proposal. 3. (A.3) Design of Public Access: Improvements to public access are not applicable to this project as discussed above. The access improvements to the Gilliam Creek Outfall will not affect access on the existing Green River Trail. Any temporary trail closures for construction will be clearly marked and detours will be put in place. VI. COMMENTS A Notice of Application was distributed to nearby residents, property owners, and applicable agencies on July 29th, 2016. The Notice of Application was also posted on the project site. No comments were received. VII. SEPA SEPA was triggered as part of this project. The City of Tukwila issued a DNS for the project on July 15, 2016 under file E16-0006. VIII. CONCLUSIONS 1. The proposal does not interfere with access to the shoreline and makes access to the existing Gilliam Creek Outfall safer for City employees for maintenance and repair. 2. The proposal does not interfere with the ability to maintain and repair the existing levee. 3. The project site is located behind a publically maintained levee and thus removal of invasive vegetation and planting of native vegetation in the buffer is not required. 4. The applicant shall obtain any necessary state or federal permits that pertain to this project. 5. The project is consistent with the economic development, shoreline design quality, access and recreational use, historical resource use and archaeological protection, and natural environment and habitat use goals and policies of the Shoreline Master Program. 6. The project is consistent with the requirements in TMC 18.44 Shoreline Overlay. 7. The applicant has demonstrated no net loss of shoreline ecological functions for the proposed access improvements in the shoreline jurisdiction. IX. RECOMMENDATION Phone: 206-433=1800 • Email: Mayor@TukwilaWA.gov • Website: Tukwi1aWA.gov Page 8 of 8 7/27/2016 W:\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP Staff Report.docx Staff recommends approval of the shoreline substantial development permit with no conditions. X. INFORMATIONAL ITEMS 1. A building permit is required for the concrete work and any other structures if applicable. Building permit plans shall be to scale and not a reduced scale. Please contact the Plans Examiner at 206-433-7163 with questions regarding a.building permit. 2 The gate shall meet Fire access regulations. Please contact the Fire Marshal at 206-575-4407 with any questions. 3 An HPA is required. It is the responsibility of the applicant to receive all necessary approvals. 4. The applicant shall coordinate with the Holiday Inn Express project which is in construction adjacent to the Gilliam Creek Outfall Access site. Contact Dale Sweeney at 425-260-8969 and Jim Culver at 503-819-0638 prior to beginning construction work. 4 Phone: 206-433=1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 15, 2005 NOTICE OF DECISION TO: Ryan Larson, City of Tukwila Public Works Department, Applicant King County Assessor, Accounting Division Washington State Department of Ecology, NW Regional Office Washington State Attorney General King County Flood Control District Muckleshoot Indian Tribe, Fisheries Division King County WRIA 9 US Army Corps of Engineers This letter serves as a notice of decision and is issued pursuant to TMC 18.104.170 on the following project and permit approval. Project File Number: Applicant: I. PROJECT INFORMATION L16-0039 Ryan Larson, City of Tukwila Public Works Department Type of Permit Applied for: Shoreline Substantial Development Permit Proiect Description: The proposed project intends to make access upgrades to the Gilliam Creek Outfall. The applicant proposes to make access improvements by upgrading the railing, stairs, platform, and ladder. The stairs and landing onto the platform will be constructed from cast -in-place concrete. This project is part of the 2016 Small Drainage Program which provides necessary maintenance and repair to public storm drainage system in locations throughout the City of Tukwila. Location: Public Right -of -Way off of Christensen Road approximately 170 feet north from the end of 68th Ave S., with access along the Green River Trail Associated Files: E16-0006, PL16-0028 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Page 2 of 3 0 9/13/2016 \\dcdstore\DCD Common$\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP NOD.docx Comprehensive Plan Designation/Zoning District: Tukwila Urban Center—Transit Oriented Development (TUC-TOD)/TUC- TOD II. DECISION SEPA Determination: The City SEPA Responsible Official has previously determined that the project, as proposed, does not create a probable significant environmental impact and issued a Determination of Non -Significance (DNS) on July 15, 2016 under file E16-0006. Decision on Substantive Permit: The City Community Development Director has determined that the application for a Shoreline Substantial Development Permit does comply with applicable City and state code requirements and has approved that application, subject to any conditions which are set forth in the Decision based on the findings and conclusions contained in the staff report. The Decision on this Permit Application is a Type 2 decision pursuant to Tukwila Municipal Code §18.104.010. Other land use applications related to this project may still be pending. This permit is granted pursuant to the Shoreline Management Act of 1971 and nothing in this permit shall excuse the applicant from compliance with any other Federal, State or local statues, ordinances or regulations applicable to this project, but not inconsistent with the Shoreline Management Act (Chapter 90.58 RCW). This permit may be rescinded pursuant to RCW 90.58.140(8) in the event the permittee fails to comply with the project as approved and any conditions thereof. CONSTRUCTION PURSUANT TO THIS PERMIT MAY NOT BEGIN AND IS NOT AUTHORIZED UNTIL TWENTY-ONE (21) DAYS FROM THE DATE OF RECEIPT WITH THE DEPARTMENT OF ECOLOGY AS DEFINED IN RCW 90.58.140(6) AND WAC 173-14-090, OR UNTIL ALL REVIEW PROCEEDINGS INITIATED WITHIN TWENTY-ONE (21) DAYS FROM THE DATE OF SUCH FILING HAVE TERMINATED; EXCEPT AS PROVIDED IN RCW 90.58.140(5)(a)(b)(c). Construction must begin within 2 years from the effective date of the permit and be substantially completed within 5 years of the effective date of the permit. The effective date of a substantial development permit shall be the date of receipt as provided in RCW 90.58.140(6). Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov Page3of3 9/13/2016 \\dcdstore\DCD Common$\Users\Laura\Shoreline\L16-0039 Gilliam Creek Outfall\L16-0039 Gilliam Creek SSDP NOD.docx III. YOUR APPEAL RIGHTS One administrative appeal to the Shorelines Hearings Board of the Decision is permitted. Any person appealing to the Shorelines Hearings Board may raise certain SEPA issues as part of the appeal to the Shorelines Hearings Board. Appellants should consult the rules and procedures of the Shorelines Hearings Board for details. Pursuant to RCW 90.58.180 the decision by the City of Tukwila to issue this Shoreline Substantial Development Permit may only be appealed to the Shoreline Hearings Board. Appeals must be filed with the Shoreline Hearings Board within 21 -days from the filing of this permit with the Department of Ecology as defined in RCW 90.58.140. For more detailed information on appeals, refer to RCW 90.58 and WAC 461.08.* IV. PROCEDURES AND TIME FOR APPEALING The requirements and procedures for appeals to the Shorelines Hearings Board are set forth in RCW 90.58 and WAC 461.08. V. INSPECTION OF INFORMATION ON THE APPLICATION Project materials including the application, any staff reports, and other studies related to the Shoreline Substantial Development Permit are available for inspection at' the Tukwila Department of Community Development, 6300 Southcenter Blvd., Suite 100, Tukwila, Washington 98188 from Monday through Friday between 8:30 a.m. and 5:00 p.m. The project planner is Minnie Dhaliwal, who may be contacted at 206- 431-3685 for further information. Property owners affected by this decision may request a change in valuation for their property tax purposes. Contact the King County Assessor's Office for further information regarding property tax valuation changes. The notice board must be removed at the expiration of the appeal period unless an appeal is filed. s ti.t.if ° Jack Pace, Director Department of Community Development City of Tukwila Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov YERMET COOED COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0102 , DATE: 04/19/17 PROJECT NAME: CITY OF TUKWILA - GILLIAM CREEK SITE ADDRESS: GREEN RIVER TRAIL X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: P WO Building DivisiontlICID DhA P's- q h Public Works b1r k? Fire Prevention Structural Gid n Planning Division Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 04/20/17 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: )2' A(PAjAO1 DUE DATE: 05/18/17 Approved with Conditions Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: ,Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/]8/2013 CECCANTI INC Washington State Department of I Labor & Industries 0 Homc Espaifol Contact Safety & Health Claims & Insurance A-ZI7dtex ttelp My L&I Workplace Rights Trades & Licensing CECCANTI INC Owner or tradesperson Principals CECCANTI, RICHARD LEE, PRESIDENT VANDERGRIEND, JON DAVID, VICE PRESIDENT MOTLAND, DONNA MARIE, SECRETARY CECCANTI, DAVID L, VICE PRESIDENT (End: 02/17/2005) BACHMEIER, DAVID J, SECRETARY (End: 02/17/2005) Doing business as CECCANTI INC WA UBI No. 600 219 994 4116 BROOKDALE RD EAST TACOMA, WA 98446 253-537-2990 PIERCE County Business type Corporation Governing persons RICK CECCANTI JOHN VANDERGRIEND; 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. CECCAI*227CB Effective — expiration 02/02/1978— 04/30/2019 Bond ................ Merchants Bonding Co (Mutual) Bond account no. WA16503 Received by L&I 04/21/2011 Insurance ........_................._. Continental Cas Co Policy no. 2083202716 $12,000.00 Effective date 04/30/2011 Expiration date Until Canceled $1,000,000.00 Received by L&I Effective date Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600219994&LIC=CECCAI*227CB&SAW= 9/12/2018 CECCANTI INC 11/14/2017 11/30/2017 Expiration date 11/30/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings .........._.... No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ... ................. No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 367,252-00 Doing business as CECCANTI INC Estimated workers reported Quarter 2 of Year 2018 "Greater than 100 Workers" L&I account contact TO / JULIE SUR (360)902-4715 - Email: SURJ235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 05/11/2018 Inspection no. 317948888 Location State Route 8 - Mile Post 5 McCleary, WA 98557 Inspection results date 01/06/2016 Inspection no. 317938831 Location 23341 SR 3 Belfair, WA 98528 Inspection results date 09/28/2015 Inspection no. 317937799 Location Belfair Elementry School Belfair, WA 98528 Violations No violations Violations Page 2 of 3 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600219994&LIC=CECCAI*227CB&SAW= 9/12/2018 CECCANTI INC Page 3 of 3 Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600219994&LIC=CECCAI*227CB&SAW= 9/12/2018