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HomeMy WebLinkAboutPermit D12-184 - BAKER COMMODITIES - FIRE PUMP TANK FOUNDATION AND PUMP HOUSEBAKER COMMODITIES 5795 S 130 PL D12 -184 City ainukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0001400005 Address: 5795 S 130 PL TUKW Suite No: Project Name: BAKER COMMODITIES DEVELOPMENT PERMIT Permit Number: D12 -184 Issue Date: 07/16/2012 Permit Expires On: 01/12/2013 Owner: Name: BAKER COMMODITIES INC Address: 4020 BANDINI BLVD , LOS ANGELES CA 90023 Contact Person: Name: MITCH EBRIGHT Address: 4020 BANDINI BL , VERNON CA 90023 Contractor: Name: CONTROLLED ENVIRMNTS CONST INC Address: 1562 PARKWAY LOOP, STE 3 , TUSTIN CA 92780 Contractor License No: CONTREC088RD Lender: Name: SELF FUNDED - BAKER COMMODITIES Address: Phone: 714 566 -9090 Phone: 714 566 -9090 Expiration Date: 07/12/2014 DESCRIPTION OF WORK: FIRE PUMP TANK FOUNDATION AND PUMP HOUSE. PROJECT ON WATER DISTRICT #125 WATER. Value of Construction: $82,553.90 Fees Collected: $2,145.05 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: II -B Occupancy per IBC: 26 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7110 D12 -184 Printed: 07 -16 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complied N N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: The granting of this permit does not pres construction or the performance of w to this permit Signature: Print Name: "ea V\. l ‘E 'P Date: Public: Non - Profit: N Public: ed this permit and know the same to be true and correct. Al provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached Date: This permit shall become null and void if the work is not commenced within 180 days from 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 DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. doc: IBC -7/10 D12 -184 Printed: 07 -16 -2012 8: The special inspection of bolts to be instal/ in concrete prior to and during placement ilk ncrete. 9: 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. 10: 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. 11: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 12: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: 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. 19: ** *FIRE DEPARTMENT CONDITIONS * ** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: The fire pump house shall comply with all applicable provisions of NFPA 20. 22: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 23: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 24: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 25: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 26: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) doc: IBC -7/10 D12 -184 Printed: 07 -16 -2012 27: Egress doors shall be readily openablellik the egress side without the use of a key orial knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 28: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 29: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 30: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 31: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 32: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2328. 33: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 34: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2328) 35: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 36: Arty overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 37: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D12 -184 Printed: 07 -16 -2012 CITY OF TUKi�,A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.TukwilaWA.gov Building Pelt No. Di ).. -'( g Project No. Date Application Accepted: Date Application Expires: l \ -3D— (2 (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 5795 S. 130th P1 . , Tukwila , WA 98178 King Co Assessor's Tax No.:H o-tocK Site Address: Suite Number: Floor: Tenant Name: New Tenant: ❑ Yes E.. No PROPERTY OWNER Name: Mitch Ebright Name: Baker Commodities Address: 4020 Bandini Blvd. Address: 5795 S 130 th P l. City: Vernon State: CA City: Tukwila State: WA Zip: 98178 CONTACT PERSON - person receiving all project communication Name: Mitch Ebright City: Tustin State: CA Zip: 92780 Address: 4020 Bandini Blvd. Tukwila Business License %- a�Jj A it .I City: Vernon State: CA Zip: 90023 Phone: Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: Controlled Environments Construction, Inc. Address: . " 1562 Parkway Loop. Suite E City: Tustin State: CA Zip: 92780 Phone: (714) 566 -9090 Fax:(714)566,-9091 Contr Reg No.: { {'( 1,�Fp Date: I 117 f 1 , `1No.: Tukwila Business License %- a�Jj A it .I H:Wpplications\Forms- Applications On Line\20I2 Applications\Permil Application Revised - 2- 7- 12.docx Revised: February 2012 bh ARCHITECT OF RECORD Company Name: Chubb . Engine.erng Company Name: Bjordhl Structural Consult Architect Name: Steve . B j o r d a h l City: Parsons State: Kansas Zip: 67357 Address: 3121 F a m a n Street Email: City: Billings State: MT Zip: 59102 Phone: Fax: 406 -389 -3389 Email: steve @bjordahlsc.com ENGINEER OF RECORD Company Name: Chubb . Engine.erng Engineer Name: Gary A C h.0 b. b Address: 21.0 South_ 1.8 t h. St r e at City: Parsons State: Kansas Zip: 67357 Phone: 620,_421 - .335.1 Fax: 620 -421- 73733 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater er RCW 19.27.095) ' Name: j e (,ptillil ,j„t /%� l t' $LIS Address: ") qS 5. , _ PL. i City: / 1 lkI IA,» l a State: 141n Zip 9 V 77 Page 1 of 4 ing BUILDING PERMIT INFORMATIO- 206 - 431 -3670 Valuation of Project (contractor's bid price): $ Describe the scope of work (please provide detailed information): • Existing Building Valuation: $ Fire pump tank foundation and pump house Will there be new rack storage? ❑ ....Yes 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: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes ; attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Sa '•ty 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. Sprinklers Automatic Fire Alarm No Compact: - Handicap: If "yes ", explain: ❑ None ❑ Other (specify) H:WpplicationsWorms- Applications On Line \2012 Applications'Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* 1, 2 6 5 Type I IO, Group U Attached Garage V I,C 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: Will there be a change in use? ❑ Yes FIRE PROTECTION/HAZARDOUS MATERIALS: Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes ; attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Sa '•ty 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. Sprinklers Automatic Fire Alarm No Compact: - Handicap: If "yes ", explain: ❑ None ❑ Other (specify) H:WpplicationsWorms- Applications On Line \2012 Applications'Permit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO TION — 206 - 433 -0179 • Scope of Work (please provide detailed information): Installation o f a fire . water storage tank foundation @ 999 sq ft. (1) Fire pump enclosure building @ 266 sq ft Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Water Availability Provided Sewer District . ❑ .. Tukwila ❑ ...Valley View ❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided 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. 0... Highline ❑ ... Renton 0... Renton 0... Seattle Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond 0... Insurance 0... 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 ❑ Non Right -of -way ❑ ❑ .. Total Cut ❑ .. Total Fill cubic yards cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Permanent Water Meter Size (1) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size . 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 0... Work in Flood Zone 0... Storm Drainage 0... Abandon Septic Tank 0... Curb Cut 0... Pavement Cut 0... Looped Fire Line ❑ .. Sewer Main Extension Public ❑ .. Water Main Extension Public WO # WO # WO # Private ❑ Private ❑ ❑ ...Grease Interceptor ❑ ... Channelization 0... Trench Excavation 0... Utility Undergrounding (2) " WO # (3) (2) " WO # (3) ❑ .. Deduct Water Meter Size " WO# " WO# FINANCE INFORMATION Fire Line Size at Property Line 6 '' Number of Public Fire Hydrant(s) None ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City Water Meter Refund/Billing: Name: Mailing Address: State Zip Day Telephone: City State Zip H:Wpplications\Forms- Applications On Line \2012 Applications\Permit Application Revised - 2- 7- 12.docx Revised: February 2012 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 requested in 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW ER OR AU HORIZED AGENT: / Signature: AV Date: 117 3/ 011 Print Na r1` v1'•4S /9 /c /1/9-~ -4W,, Day Telephone: 7"V – 5-1,9 6 - P Mailing Address: /1-62 7 091 5.4174 F i /UJ/ii✓ Cog, 9 Z 7t0 City _ State Zip r , H:Wpplications\Forms- Applications On Line\2012 ApplicationsTermit Application Revised - 2- 7- 12.docx Revised: February 2012 bh Page 4 of 4 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0001400005 Address: 5795 S 130 PL TUKW Suite No: Applicant: BAKER COMMODITIES RECEIPT Permit Number: D12 -184 Status: PENDING Applied Date: 05/30/2012 Issue Date: Receipt No.: R12 -01734 Initials: WER User ID: 1655 Payment Amount: $2,145.05 Payment Date: 05/30/2012 02:50 PM Balance: $0.00 Payee: CONTROLLED ENVIRONMENTS CONSTRUCTION INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 27984 2,145.05 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $2,145.05 1,297.30 843.25 4.50 doc: Receiot -06 Printed: 05 -30 -2012 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) 431 -2451 )?r 'ect: c kr-- �.P (.o o o Type f`Inspection: s' • - . xi kL- 1J , s " 1+0.. !t Addres517s: � J 130 30 �} PL Date Called: Special Instructions: IS ` d ( Date Wanted( . J a ` a:m: .. Requester: t�p.M. Phone r-H -4 —4110 t . Approved per applicable codes. Corrections required prior t� approval: COMMENTS/`, w(t•1,P, l- 3: tJs '�`�i 43 r.1 p ea,k'v'.: , i+v rW V. i'A2,116 1--T-ez C') - `a '' r m 1 4114.0 tE-"-' �J eeu ILA try tnspecy6r: "j Date: . 1 2 ►' REIN PECTION FEE REQUIRE. Prior to next inspection, fee must' be' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. e_ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ,- AILF R., , eivtikviux\tT'S.S Type of Inspection: S2'6:A % t •= S-r''T'°''' Address: 5 7 5 t 3 0J e 1,..- Date Called: Special Instructions: ) SOpCb ,-4 k Date Wanted; . j 1 o l i 0 ( I' — Ca °.m. P.m. Requester: Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: ) SOpCb ,-4 k (21--...rl -1C' — A rTh cJ✓�'c✓ <Inspeet' I niREJNSPECTION FEE REQUIRED. Prig (to next inspection, fee must be Ird at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: b / j c /,--__ 72 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1L- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 p∎2-►5<-( Project: C /� Type of Inspection: 11 -- ec k s", \ Address: - � 795 S 13O A if Date Called: _. Special Instructions: Date Wanted:. q — C9— (7- (a.m.- p.m. Requester: Phone No: ..7 I'—I — y -7 `7 e, -5 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS:v Q -- ec k s", \ \ � 4 jc.. %i. It r.'\ 1.(1AJ f nspecI( }AAA Date: C: --;',,,...A--N—Y--14,-,\ REINSP,ECTION FEE REQUIRE. Prior -to next inspection, fee must be pai/ /6300 Sou hcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. "INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro a 1 ,`f e,, Type of Insptipn: 0 (t A-6 Address: ,S 9RS Zk (3 (0 ,pL Date Called: Special Instructions: Date Wanted :.,. !�,,a.m. 5--"— 2 ---((--- . P.m. Requester: Phone No: 4 rl0 -- 'r i o2 0 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: i A%74.1bAS i Inspector: Date: ,y (2// :l V n REINSPECTION FEE REQUIRED. P�n r do next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100.,Call to schedule reinspection. .,b t INSPECTION RECORD Retain a copy with permit, INSPECTION'NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 2 t (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Proj ct: Type of Inspection: A J- C,,c.viox n' C-1 Pr . t!on.t► Akdifi Address: 9.1115 no PL. Special Instructions: Ify "To pu,L1P d�J /; P Approved per applicable codes. Date Called: Date Wanted: (gym_ Requester: Ph17 -417 q 1 03 Corrections required prior to approval. COMMENTS: i tfr .1‘,-0 1a tk 6n A,1:47-:‘ A. D A 6-eo _ t -\ it ; isi At (e ;J 3 G eC.--I. 4--P 01 e_ ci ..' v 1 !l,-,r, -�. `-/ f "' Ak P L ice-- ' 1 A/At_. . Inspctor: c),A AAA REINSPECTION FEE REQUIRED: Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 012 — / Ri-/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, TiRwila Wa. 98188 206-575-4407 Project: A Co.44m-t.e ‘,e.,1--, ,s- _. ' 44 ,> ,, - , . Type of Inspection: 510 r..,- ey 11- I- .....-.. Cc■ 0-,...-. Address: .5-7,s-- ...5 i 3, "V, Suite #: \ Contact Prson: ' Hood & Duct: .. Special Instructions: .■ , Phone No.: - ..I: ' -1 I - - --.„, Approved per applicable codes. COMMENTS: Corrections required prior to approval. e(04-04 `5 okit- C;4#<` Needs Shift/Inspection: \ Sprinklers: . Hrs.: Fire Alarm': / Hood & Duct: / Monitor;' , Pre-Fire: ....-- Permits: Occupancy Type: Inspector: /4:-.-.719,5-3 Date: AVis--/)2_ Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575- Project: /l '^, // jjj {/ f"� may. (() y ,r J,,/ �'°� Type of Inspection: y Address: �F - Suite #: Contact Person: Special Instructions: Phone No.: proved per applicable codes. Corrections required prior to approval. COMMENTS: L� r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Date: Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Word /Inspection Record Form.Doc 6/11/10 Zip: T.F.D. Form F.P. 113 KJZari & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION September 25, 2012 KA No. 066 -12151 (Permit No. D12 =184) City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 RECEIVED CITY OF TUKWIL a RE: Final Letter Tukwila Fire Sprinklers Testing FEB 0 6 2013 5795 130th PL Tukwila, WA PERMIT CENTER To Whom It May Concern: In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2009 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC „rcr1( w i I I ; crn-i 'rihro�.c, William Throne Operations Manager Puyallup CC: Controlled Environments Construction, Inc. With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 MI... MIL MOP"' 1<hrilaZ CEVED ,lSOCIATES, INC. GEOTECHNICAL ENGIN1 MW T NVIRONMENTAL ENGINEERING CONSTRUC elPPPW ING & INSPECTION September 25, 2012 City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 RE: Final Letter Tukwila Fire Sprinklers Testing 5795 130`h PL Tukwila, WA To Whom It May Concern: KA No. 066 -12151 Permit No D12-184 In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2009 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC William Throne Operations Manager Puyallup CC: Controlled Environments Construction, Inc. With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 .n. s: a __.. _�,. : a R E MED DATE: 8/3/2012 PROJECT # : 066 -12151 PROJECT : TUKWILA FIRE SPRINKLERS LOCATION : 5795 S. 130TH PL. PROJECT MANAGER : BILL THRONE OCT + ®its wen; Concrete Report offices in the Yt estern l.'S COMMU t 1!ale office 559.3.t8._20o Number: 12151CR080312BW DEVELOP CONTRACTOR: CEC PERMIT # : D12 -184 INSPECTOR : BOB WOZNIAK JURISDICTION : CITY OF TUKWILA WEATHER: CLR,COOL Field Data Concrete: Supplier: X CORLISS Time Truck # Ticket # Other Plant No. Slump Inch % Air 1 Mix Temp F Site Mix: Air Unit Temp F Weight 6:55 I 130 I 169214 I - 5 I 62 I 60 I - Placement Area Location Remarks INTERNAL SLAB ON GRADE AT FIRE PUMP HOUSE. CONCRETE PLACED BY TRUCK CHUTE. CONCRETE SAMPLED FROM TRUCK CHUTE. 4" X 8" CYLINDERS Please Refer To Field Repot Number : 12151 DFRO80312BW Inspector : B.WOZNIAK TEMP: 60 Reported Batch DATA Cement Type Design Mix No. Cent. Lbs. F. Ash lbs. C. Agg. Lbs C. Agg. Lbs C. Agg. Lbs Sand lbs Water Admixture Admixture Admixture Air Ent. (Ozl cwt. ) 1/2 Actual C4000A 564 561 1301 1312 476 467 1351 1427 253 253 12.5 12.5 7 7 Water Added On Job Site (Gals.) 3 Field Test ASTM Method C143 X C138 C1064 X C173 C31 X OTHER Laboratory Data Design Strength 4000 At 28 Days Date Specimans Rec'd 8/4/2012 Cyl. Code Test Date Field Cure Age Dim. Area Wt. # Max Load Comp. Strength Set # Tested By Brk Typ Test Method ASTM C39 X 1871 -1 8/10/12 - 7 4.01 12.63 - 52995 4200 1 DH 3 ASTM C109 1871 -2 8/31/12 - 28 4.01 12.63 - 58530 4630 1 DH 3 ASTM C617 1871 -3 8/31/12 - 28 4.01 12.63 - 59865 4740 1 DH 3 ASTM C1231 X 1871 -4 8/31/12 - 28 4.01 12.63 - 59485 4710 1 DH 3 ASTM C1019 1871 -5 - H - 1 AASHTO -T22 • Test Results Remarks: I X Conforming Results Reviewed By: Date: g r3 /i- /e._. Non - Conforming Code For Break Types: 1 Cone 2. Cone Split 3. Cone Shear N 4 Shear / 5 Columner Split I I �t � A V Offices Serving The Western United States Concrete Report Rev. 4 ES. 10 -21 -08 The information provided on this report is prepeired for the exclusive use of the client, end may not be reproduced in any format without the written permission of the clien end Krezen & Associates REcc;aiv.. MINA i — DATE: 8/16/2012 PROJECT # : 066 -12151 PROJECT : TUKWILA FIRE SPRINKLERS LOCATION : 5795 S. 130TH PL. PROJECT MANAGER : BILL THRONE CT o 9342414 a) iuI ).>t e s Concrete Report COpith orpices in the Western US .r corporateoffice559.34 -'00 Number: 12151CR081612 -DS CONTRACTOR: CEC PERMIT # : D12 -184 INSPECTOR : DON SCHWINDT JURISDICTION : CITY OF TUKWILA WEATHER: CLEAR Field Data Concrete: Supplier: X CORLISS Time Truck # Ticket # Other Plant No. Slump Inch % Air 2 Site Mix: Mix Air Unit Temp F Temp F Weight 10:35 I 137 I 67750 I 5.5 15 I 79 I 80 I - Placement Area Location Remarks FOUNDATION AND FOOTING FOR THE FIRE TANK. CONCRETE WAS PLACED VIA PUMP TRUCK AND CONSOLIDATED BY HIGH FREQUENCY VIBRATION. Please Refer To Field Repot Number : 12151 DFRO81612 -DS Inspector: D. SCHWINDT TEMP: 80 Reported Batch DATA Cement Type Design Mix No. Cem. Lbs. F. Ash lbs. C. Agg. Lbs C. Agg. Lbs C. Agg. Lbs Sand lbs Water Admixture Admixture Admixture Air Ent. (Ozl cwt. ) 1/2 Ell Actual C4000A C4000A 564 562 1301 1299 476 476 1351 1340 253 240 9.5 9.7 7.2 7.1 Water Added On Job Site (Gals.) 0 Field Test ASTM Method C143 _ C138 C1064 C173 C31 OTHER Laboratory Data Design Strength 4000 At 28 Days Date Specimans Recd 8/17/2012 Cyl. Code Test Date Field Cure Age Dim. Area Wt. # Max Load Comp. Strength Set # Tested By Brk Typ Test Method ASTM C39 X 1987 -1 8/23/12 - 7 4.01 12.63 - 46370 3670 1 DH 2 ASTM C109 1987 -2 9/13/12 - 28 4.01 12.63 - 54020 4280 1 DH 3 ASTM C617 1987 -3 9/13/12 - 28 4.01 12.63 - 54815 4340 1 DH 3 ASTM C1231 X 1987 -4 9/13/12 - 28 4.01 12.63 - 54310 4300 1 DH 3 ASTM C1019 1987 -5 - H - 1 AASHTO -T22 Test Results Remarks: Confornin g Results Reviewed By: - �- Date: F-f; e� Non - Conforming, Code For Break Types: 1 Cone 2. Cone Split /I\ Cone Shear N 4 Shear / 5. Columner Split Offices Serving The Western United States Concrete Report Rev. 4 ER. 10.21 -09 The information provided on this report is prepeired for the exclusive use of the client, end may not be reproduced in any format without the written permission of the clien and Krezan 8 Associates Re 1<raZarl. 1.1 2012 Geotechnical Engineering • Environmental Engineering pp .AU =.: • Construction Testing and Inspection DOELpplatt.l41 DATE: 8/24/2012 PROJECT #: 066 -12151 PROJECT: Tukwila Fire Sprinklers Testing LOCATION: 5795 S 130th PL KA P.M.: Bill Throne WELDING INSPECTION REPORT NO.: 12151WIR082412 -DS CONTRACTOR: Controlled Environment Const. PERMIT #: D12 -184 INSPECTOR: Donald Schwindt JURISDICTION: City of Tukwila WEATHER: Indoors TEMP: 60 ° STRUCTURAL STEEL El FIELD Item(s) Inspected: rA SHOP WELDING VISUAL EI MATERIAL ID Performed visual weld inspection of the following members. Columns- (lea.) MK C1001, C1003, C1004, C1005, C1006, C1007, C1008, C1009, C1010, (2) MK C1002. Beams - (lea.) MK 81101, B1102, B1103, B1104, B1105, B1106, B1107, B1108, B1109. Braces - (lea.) MK BR1701, BR1707, BR1714, (2) MK 1708. Location: On Site at Custom Steel Fabrication Shop. Welder qualif cation / certification verified for: Position: Process: Weld Type: Weld Size: Codes: HUNG N.NGUYEN - WABO ID #W06409 expires Oct. 1, 2012 FLAT ■ VERTICAL OVERHEAD MI HORIZONTAL MI Filler Metal: E71T -1C SMAW P FCAW SAW ■ GMAW ■ Other: FILLET U C.P. PLUG • P.P. In Other: 3/16" MI 1/4" 3/8" IN 5/16" lII Other: AWS • AISC ASME I♦ IBC U Other: NOTES El DISCREPANCIES COMPLETE Welds and workmanship appear to conform, welds are visually acceptable per AWS D1.1 table 6.1. Reviewed By: �a✓ To the best of my knowledge, the above Superintendent/Representative: ASTM Test #: Equipment/Asset Number(s): WAS performed in accordance with the approved plans, specifications and regulatory requirements. Technician: Welding Inspection Report Offices Serving the Western United States Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 Revision 7 Effective 04 /30/2012 The information provided on this noon is prepared for the exclusive use of the client. This repal may not be reproduced in any fomut without the .,sine" permission of the dims and Braun & Assoeina. ibis sepal mdlata our inspectors observation and testing rams based on site conditions and antnmcs activities. This information is subject to review prim to final submittal. By signing this icon, our inspector does not accept responsibility for validity of results. The same information has been provided by others not site. L— aai i ! mat MEW AMR JEW" w DATE: 8/3/2012 PROJECT # : 066 -12151 PROJECT : TUKWILA FIRE SPRINKLERS LOCATION : 5795 S. 130TH PL. PROJECT MANAGER : BILL THRONE p4 rPor rcaJ?-c 1 5y.3.ftt=_Um Number: 12151CR0803126W GO Concrete Report CONTRACTOR: CEC PERMIT # : D12 -184 INSPECTOR : BOB WOZNIAK JURISDICTION : CITY OF TUKWILA WEATHER: CLR,COOL Field Data Concrete: Supplier: X CORLISS Time Truck # Ticket # Other Plant No. Slump Inch % Air 1 Mix Temp F Site Mix: Air Unit Weight Temp F 6:55 I 130 I 169214 I - 5 I 62 I 60 Placement Area Location Remarks INTERNAL SLAB ON GRADE AT FIRE PUMP HOUSE. CONCRETE PLACED BY TRUCK CHUTE. CONCRETE SAMPLED FROM TRUCK CHUTE. 4" X 8" CYLINDERS Please Refer To Field Repot Number : 12151 DFR080312BW Inspector : B.WOZNIAK TEMP: 60 Reported Batch DATA Cement Type Design Mix No. Cem. Lbs. F. Ash lbs. C. Agg. Lbs C. Agg. Lbs C. Agg. Lbs Sand lbs Water Admixture Admixture Admixture Air Ent. (OzI cwt. ) 1/2 Actual C4000A 564 561 1301 1312 476 467 1351 1427 253 253 12.5 12.5 7 7 Water Added On Job Site (Gals.) 3 C143 C1064 C31 Field Test ASTM Method X X X C138 C173 OTHER Laboratory Data Design Strength 4000 At 28 Days Date Specimans Rec'd 8/4/2012 Cyl. Code Test Date Field Cure Age Dim. Area Wt. # Max Load Comp. Strength Set # Tested By Brk Typ Test Method ASTM C39 X 1871 -1 8/10/12 - 7 4.01 12.63 - 52995 4200 1 DH 3 ASTM C109 1871 -2 8/31/12 - 28 - 1 ASTM C617 1871 -3 8/31/12 - 28 - 1 ASTM C1231 X 1871 -4 8/31 /12 - 28 - 1 ASTM C1019 1871 -5 - H - 1 AASHTO -T22 Test Results Remarks: I Conforming Results Reviewed By: Date: 8 eQ ._d!Z Non - Conforming Code For Break Types: 1 Cone 2. Cone Split 3. Cone Shear N 4 Shear / 5. Columner Split I I //( Offices Serving The Western United States Concrete Report Rev. 4 ER. 1421-08 The information provided on this report is prepaired for the erclusive use of the client, and may not be reproduced in any format without the written permission of the den and Krezan 8 Associates DATE: 8/16/2012 PROJECT # : 066 -12151 PROJECT: TUKWILA FIRE SPRINKLERS LOCATION : 5795 S. 130TH PL. PROJECT MANAGER : BILL THRONE jp,a it 2012 la �d� ni�:nt Engi>>._�•crs DCri�""1t tt t offices in the Western US Co7*rrat c office .559.34S.220a Concrete Report Number: 12151CR081612-DS CONTRACTOR: CEC PERMIT # : D12 -184 INSPECTOR : DON SCHWINDT JURISDICTION : CITY OF TUKWILA WEATHER: CLEAR Field Data Concrete: Supplier: X CORLISS Time Truck # Ticket # Other Plant No. Slump Inch % Air 2 Mix Site Mix: Air Unit Temp F Temp F Weight 10:35 I 137 I 67750 I 5.5 I 5 I 79 I 80 I - Placement Area Location Remarks FOUNDATION AND FOOTING FOR THE FIRE TANK. CONCRETE WAS PLACED VIA PUMP TRUCK AND CONSOLIDATED BY HIGH FREQUENCY VIBRATION. Please Refer To Field Repot Number : 12151 DFRO81612 -DS Inspector : D. SCHWINDT TEMP: 80 Reported Batch DATA Cement Type Design Mix No. Cem. Lbs. F. Ash lbs. C. Agg. Lbs C. Agg. Lbs C. Agg. Lbs Sand lbs Water Admixture Admixture Admixture Air Ent. (Oz /cwt.) Water Added On Job Site (Gals.) 1/2 Actual C4000A C4000A 564 562 1301 1299 476 476 1351 1340 253 240 9.5 9.7 7.2 7.1 C143 C1064 C31 Field Test ASTM Method C138 C173 OTHER Laboratory Data Design Strength 4000 At 28 Days Date Specimans Recd 8/17/2012 Cyl. Code Test Date Field Cure Age Dim. Area Wt. # Max Load Comp. Strength Set # Tested By Brk Typ Test Method ASTM C39 X 1987 -1 8/23/12 - 7 4.01 12.63 - 46370 3670 1 DH 2 ASTM C109 1987 -2 9/13/12 - 28 - 1 ASTM C617 1987 -3 9/13/12 - 28 - 1 ASTM C1231 X 1987 -4 9/13/12 - 28 - 1 ASTM C1019 1987 -5 - H - 1 AASHTO -T22 Test Results Remarks: I Conforming Results Reviewed By: /' . D' 4 , . i��" �` Date: g..-7_, �(Z Non - Conforming Code For Break Types: 1 Cone 2. Cone Split 3. Cone Shear "" 4 Shear / 5. Columnar Split Offices Serving The Western United States Concrete Report Rev. 4 Eft. 10.21 -08 The information provided on this report is prepaired for the exclusive use of the chant, and may not be reproduced in any format without the written permission of the clien and Krezan A. Associates azan& ASSOCIATES, INC. FIELD REPORT NO.: 128816 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 8 -8 -12 CONTRACTOR: CEC Inc. PROJECT #:066 -12151 PERMIT #: PROJECT: Tukwila Fire Sprinklers INSPECTOR: Andy Ayres LOCATION: 130th PI Tukwila, WA KRAZAN P.M.: Bill Throne JURISDICTION: City of Tukwila WEATHER: Partly Cloudy TEMP: 7 0 ° Krazan inspector on site in Tukwila, WA to perform nuclear density testing on native fill. Contractor was advised there would not be density test results available until lab work has been completed. Inspector did collect a sample of native material while on site. Upon completion of lab testing please refer to compaction report number 29595 for density test results. Reviewed By: ASTM Test #: Equipment/Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: 1501 Field Report Technician: Andy Ayres Offices Serving the Western United States Revision 5 Effective Date: 7 -29 -11 Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 The information provided on this report is prepared for the exclusive use of the amt. This report may not be reproduced m my format without the wrinm permission of the dims and Krazan & Associates. This report indicates our inspectors observation and testing results based on site conditions and contractor activities. This information is subject to review prim to final subnunal. By signmg this report, our mspectm does not accept responsibility for validity of results. The same information has been provided by other on site Page 1 of 1 K &Associatea7c. Engineering • Environmental Engineering GOIVIVATIPT Construction Testing and Inspection WA- DATE: 8/8/2012 PROJECT #: 066 -12151 PROJECT: Tukwila Fire Sprinklers LOCATION: S. 130th PI. Tukwila, WA KRAZAN PROJECT MANAGER: Bill Throne CONTRACTOR: PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: COMPACTION REPORT NO.: 29595 DFR NO. CEC Inc. N/A 128816 Andy Ayres City of Tukwila Partly Cloudy TEMP: 70 NUCLEAR DENSOMETER x ASTM D6938 SANDCONE ASTM D2167 1 OTHER LOCATION MAP NOTE: Separate reports should be used for each item. PAVED AREAS SUB AGGREGATE ASPHALT PAD(S) OTHER x TRENCHES SEWER WATER STORM x UTILITY IRRIGATION CURVE UNIFIED SOILS CLASSIFICATION MAX DRY DENSITY OPTIMUM MOISTURE 12L364 Import: Brown Gravel w/ silt & sand 135.2 6.4 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE % % COMPACTION REQUIRED COMPATION 1 -8" 150' NE from SE comer 12L364 8" 127.8 4.8 95.0% 95 EQUIPMENT NO.: 35734 MAP LOCATION CURVE TEST METHOD: DAILY AVERAGE DAILY AVERAGE 2251 This testing does not preclude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits Density Count: of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the Moisture Count contractor's responsibility to conform to the approved project plans and specifications. D -1557 STANDARD DENSITY COUNT: STANDARD MOISTURE COUNT 702 To the best of my knowledge, the abo REMARKS: W performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: Technician: Andy Ayres Offices Serving the Western United States Form 02101 r.2 Effective Date: 04 -08 -2009 The infonnation provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. I(razari & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 08/09/2012 PROJECT # 066 -12151 PROJECT: Tukwila Fire Sprinklers Testing LOCATION: 5795 S. 130t PL KRAZAN P.M.: WBT FIELD REPORT N EPp E111,,ZO.71 O9RH CONTRACTOR: PERMIT #: INSPECTOR: Randy Hansen JURISDICTION: City of Tukwila WEATHER: Partly Cloudy T E M 7 : Soils Inspection On site as requested by the contractor for soils inspection on the backfill of the water main trench. Upon arrival at the project site, met with the general contractor and was informed of the requested inspection. Was also informed that the samples of the material being tested had just been taken the prior day for lab testing. All shots taken blind at this time. . Took (3) IPD's on the import screened pit run and (2) IPD's on the native back fill material in the trench line at random locations. See Krazan Soil Compaction Report # 12151 SCR080912RH1 for test data. The test results are pending until completion of the lab tests on the soil samples that were obtained on 8/8/2012 from the site and returned to the lab Reviewed By ASTM Test #: Equipment/Asset Number(s):Troxler 3430# 35734 To the best of my knowledge, the above WAS NOT performed In accordance with the approved plans, specifications, and regulatory requirements. SuperIntendenURepresentethre: Technician: 1501 Field Report ;&iwefgl 24adra s Offices Serving the Western United States Revision S Effective Date: 7 -29-11 Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 The Inibrosition penNod as 0b «pan it awed twee enchant nu plebe diet. 1Li, noon may and be eprodtmed io my forme widow tee srrinm pam4doo ohbe dicta sod Irma Madtm.7N, noon indlur nor ImmmoGaon:ion and toting roar hoed m ate=Mau Ina m•efoQ tornado. lbirie*amdtlm b angst to taiga mar to goal "baba. By signing an reran. pm avow dos not scent raporaibillry ervvhdttyofroas. 7aesemo atlhrmtllm bas Lem polled by arose as die Page 1 of 1 RECEIVED C�.1 CEP 1;8 2012COMPACTION &Associates, n c. REPORT NO.: 12151SCR080912RH1 Geotechnical Engineering • Environmental Engineering COMMUNS I Y Construction Testing and Inspection DE1i):L0 ®M4'tOT DATE: 8/9/2012 CONTRACTOR: PROJECT #: 066 -12151 PERMIT #: PROJECT: Tukwila Fire Sprinklers Testing INSPECTOR: Randy Hansen LOCATION: 5795 S. 130th PL JURISDICTION: City of Tukwila KA P.M.: WBT WEATHER: Partly Cloudy TEMP: 72° 0 NUCLEAR DENSOMETER ASTM D6938 ❑SANDCONE ASTM D1556 ❑ OTHER LOCATION MAP MAP LOCATION ATTACHED SEPERATELY O Paved Areas : O Building Pad(s) : • Utility : Water Main Trench O Other : Curve Unified Soils Classification or Description Maximum Dry Density / Rice Optimum Moisture 1 Native Med Brn Sandy Silt w /cobble #12L300 115.8 14.6 2 Import - Screened Pit Run #12L364 135.2 6.4 1 12" 109.8 14.7 95 95% 2 grade 10' n of single blue tank 2 12" 128.9 5.6 95.3 95% 3 TEST ELEVATION LOCATION CURVE MODE & DEPTH DENSITY (PCF) MOISTURE ( %) COMPACTION ( %) REQUIRED COMPACTION 1 grade 10' s. of curb 1 12" 109.8 14.7 95 95% 2 grade 10' n of single blue tank 2 12" 128.9 5.6 95.3 95% 3 grade 43' s of curb 1 12" 111.8 13 96.5 95% 4 grade 44' s of single blue tank 2 12" 128.2 4.7 95 95% 5 grade corner of building at high voltage room 2 12" 128.4 4.9 95 95% DAILY AVERAGE DAILY AVERAGE STANDARD Reviewed By: EQUIPMENT NO.: Troxler 3440 # 35734 This testing does not prelude the possibility that the soil or hot mix asphalt may be loosened by future construction or rainfall events. The compaction tests were performed at the approximate locations and elevations shown, and indicate relative compaction at those locations. Horizontal and vertical limits of the compacted areas were determined by others. Our firm does not guarantee earthwork or paving construction, nor does our work relieve the contractor's responsibility to conform to the approved project plans and specifications. STANDARD DENSITY COUNT: 2242 MOISTURE COUNT: 709 To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. REMARKS: uperintendenURepresentative: Concrete Report Technician: Offices Serving the Western United States Revision 5 Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 Effective 08/22/2011 The information provided an this rep on v prtpmed 4a the exclusive use of the diem. This report may not be m any formal without the carmen pnmmmn of the client and Koran & Assoontes. Thu nycm mace. our mspenms oWavetam and testing tenths 6ssed on see condemns and contactor actwumr. Thn tioo is subject to review prior to final =Canine!. By signets this repod, our inspector does not accept respoo lbihty for velidisy oftenths. The same information has been pmvidrd byothers an see. cascovetv �rr ttQQ 2 © Z� &Associates,Inc \SEP 1$ 12\ DEVELOPMEW Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/31/2012 PROJECT #: 066 -12151 PROJECT: Tukwila Fire Sprinklers Testing LOCATION: 5795 130th PL KA P.M.: Bill throne FIELD REPORT NO.: 12151DFRO83112 -DSI 1 CONTRACTOR: Controlled Environment Const. PERMIT #: D12 -184 INSPECTOR: Donald Schwindt JURISDICTION: City of Tukwila WEATHER: Clear TEMP: 57 ° Structural Steel Bolting On site at contractors request for structural steel bolting inspection on pump house bolted connections. Verified A325 high strength bolts are in snug -tight condition, faying surfaces are in firm contact and bolts have full thread engagement. Proprietary Anchors Performed torque testing of epoxy grouted anchors on column base plate anchors at pump house. Verified maximum torque tightening was not exceeded. Epoxy type was Simpson Set XP, per ESR 2508 maximum torque values for 3/4"diameter anchors is 130ft Ibs and 90ft lb for 5/8" diameter anchors. Workmanship was found to conform. To the best of my knowledge, th above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Daily Field Repon Technician: Offices Serving the Western United States Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 Revision 6 Effective 6/5/2012 The mf ton provided on this moon is prepared for the exclusive use of the diem. This report may not be reproduced in cow 8mmin without the mitten permission of the client and Kr m et Associates. This report indicates our inspectors obsevetim and testing results based n site conditions and contractor activities. This information is subject to review prior to final obmoNl By Rpm the moon. m wpm. dam not accept respoo Tithy for validity of results. The same infatuation has ban provided by others on aim RECEIVED KraZan&Associates,lnc.sP 1$ 2012' Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 8/16/2012 PROJECT #: 066 -12151 PROJECT: Tukwila Fire Sprinklers Testing LOCATION: 5795 130th PL KA P.M.: Bill throne COMMUNI I Y DEVSLOPMENT FIELD REPORT NO.: 12151DFR081612 -DSI CONTRACTOR: Controlled Environment Const. PERMIT #: D12 -184 INSPECTOR: Donald Schwindt JURISDICTION: City of Tukwila WEATHER: Clear TEMP: 80 ° Concrete Placement On site at contractors request for concrete placement inspection. Concrete was placed via pump truck and consolidated by high frequency vibration. Obtained 1 set of 5 concrete cylinders for strength testing. Concrete was placed at footing and foundation of fire tank structure. To the best of my knowledge, the above Superintendent/Representative: WAS performed in accordance with the approved plans, specifications and regulatory requirements. Technician: Daily Fidd Repoli Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 Effective 6/5/2012 The information provided onlhe repot is prepared for the=Amie use of the dim The Tepee may naba reproduced in my lomat reboot the arena permission of Medan and Krum & Maociata. This talon indicates bar espnun observation sad twilit; male based oo site mediums end mtndor MM.. This information it subject to mica prig to Oral submit. By signing the moon, as inspector does not acme mpntat5iay for validity of ranks. The same of Uw has been provided by others resat PROCTOR TEST REPORT 120 115 , 110 U d to c a) a 105 100 95 ZAV for Sp.G. = 2.65 1'4.• %. 115,8 •cf 114.6 °0. di 07.4 9 11 13 15 17 19 21 Water content, Rock Corrected Uncorrected — • o - Test specification: ASTM D 1557 -07 Method A Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Elev/ Depth Classification Nat. Moist. Sp.G. G. LL PI % > #4 % < No.200 USCS AASHTO ML A -4(0) 15.6% 2.65 NV 20.7 50.4 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 115.8 pcf Optimum moisture = 14.6 % 107.4 pcf 14.6 % Native: Med. brown sandy silt w/ cobble. Sampled from Onsite Stockpile. Sampled by M.Mundy. Project No. 066 -12151 Client: Controlled Environments Construction, Inc. Project: Tukwlia Fire Sprinklers Testing o Source of Sample: Native Sample Number: 12L380 Remarks: Sample ID: 12L380. Sample Date: 8/14/2012. Figure -„-------- .....„--.., -... Krazan Tested By: S.Townsend VC- Checked By: D.Hollingshead Particle Size Distribution Report O O o o (O (h N \ 1- fh O N M ((0 O .4' # # # # It it # 100 90 80 70 tY Z 60 Z 50 w 0 w 40 a 30 20 10 0 I I I ! • . I • I • I • I 1 I I I I I I I I I I I I I I I I I I I ! I I I I I I I• I I I I I I I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I • I • • • I I I I I I I I I I I I 1 I 1 I i 1 1 I I I I 1 I I I I I I I I I •• I I I • I I I I I 1 ( I I I I I l I I I I l I I I I I I I I I I I I I I 1 I I I I I• I I I I I I I 1 I 1 I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I 11 I 1 I 1 I I I 1 I 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I 1 I I i I 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 11 I I I 11 I 1 I 1 I I I I I I I I I I ! I I I I 11 I I I I I I I I I I I I I I I I I I I I 100 10 1 GRAIN 0 1 0.01 0.001 SIZE - mm. % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 2.7 18.0 4.5 5.9 18.5 50.4 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X =NO) Material Description Native: Med. brown sandy silt w/ cobble. Sampled from Onsite Stockpile. Sampled by M.Mundy. Atterberg Limits 1.5 1.25 1 1 .75 .625 .5 .375 #4 #8 #10 #16 #20 #40 #60 #80 #100 #200 100.0 99.4 98.8 97.3 95.3 91.0 87.1 79.3 75.7 74.8 72.7 71.5 68.9 67.0 65.2 63.6 50.4 PL= NP LL= NV PI= Coefficients D90= 11.9665 D85= 7.9949 D60= 0.1174 D50= 030= D15= D10= Cu= C�= Classification USCS= ML AASHTO= A -4(0) Remarks Sample ID: 12L380. Sample Date: 8/14/2012. * (no specification provided) Source of Sample: Native Sample Number: 12L380 Date: 8/14/2012 Client: Controlled Environments Construction, Inc. Project: Tukwlia Fire Sprinklers Testing Project No: 066 -12151 ,-- Figure : - azari ihrjr Tested By: S.Townsend yL Checked By: D.Hollingshead PROCTOR TEST REPORT 140 135 w, 130 U D. T C C a) 0 125 120 115 N ZAV for Sp.G. = 2.65 . 4 °. 1 l• °. 1 _ • i .4 • • N • 3 45 6 75 9 10.5 12 Water content, % Rock Corrected - Uncorrected —f— o Test specification: ASTM D 1557 -07 Method C Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Elev/ Depth Classification Nat. Moist. Sp.G. P� LL PI % > 3/4 in. % No.200 USCS AASHTO GP -GM A -1 -a 2.65 NV NP 13.7 10.4 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 135.2 pcf Optimum moisture = 6.4 % 131.4 pcf 6.4 % Import: Light brown gravel w/ silt & sand. Sampled from Onsite Stockpile. Sampled by A.Ayres. Project No. 066 -12151 Client: Controlled Environments Construction, Inc. Project: Tukwlia Fire Sprinklers Testing o Source of Sample: Import Sample Number: 12L364 Remarks: Sample ID: 12L364. Sample Date: 8/8/2012. 01.--, Figure WPM AIN 41111W.111 ......„Kr. azan ,...L.„. Tested By: S.Townsend Checked By: D.Hollin•shea Particle Size Distribution Report C • C C O 0 C \ c. O O V (p (l N >. 01 # # _ # # # # O 0 100 90 80 70 Z 60 I- w 50 U CC 40 d 30 20 10 0 I I I Y• I I • I I I I 11 I I I I I I I I I I I I I I I I I f I I I I I I I I I 1 I! I I • 11 I I• I I I I I I I I I I I I I I I I I I I I I! I I I I I I I 1 I I 1 . I 1 I I I I I I I I I I I I i I I I I I I I i I I I• I I i I I I I I I I I I I I I I i 11 I I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1.1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I • • I I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I I • I • I I I I I I I I I I I I I I 1 I I I 11 I 1 1 I I I I I I I I • • I Illon... I I I , I I I I I I I 1 1 I I I I I I I I I I I I I I I 100 10 1 GRAIN 0 1 SIZE - mm. 0.01 0.001 +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 13.7 36.5 13.1 17.7 8.6 10.4 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X =NO) Material Description Import: Light brown gravel w/ silt & sand. Sampled from Onsite Stockpile. Sampled by A.Ayres. • Atterberg Limits 1.5 1.25 1 1 .75 .625 .5 .375 #8 4 #8 #10 #16 #20 #40 #60 #80 #100 #200 100.0 99.9 94.5 86.3 80.7 73.0 65.6 49.8 39.4 36.7 29.7 25.8 19.0 15.4 13.5 12.8 10.4 PL= NP LL= NV P1= NP Coefficients D 21.7056 D 18.2254 D = 7.5551 90= 85= 60- D50= 4.7948 D30= 1.2077 D15= 0.2332 D10= Cu- Cc= Classification USCS= GP -GM AASHTO= A -1 -a Remarks Sample ID: 12L364. Sample Date: 8/8/2012. * (no specification provided) Source of Sample: Import Sample Number: 12L364 Date: 8/8/2012 Client: Controlled Environments Construction, Inc. Project: Tukwlia Fire Sprinklers Testing Project No: 066 -12151 ,? Figure "i � '' Iiiiii. Mit MA azan Tested By: S.Townsend Checked By: D.Hollingshea GY SAFETY / OPERATIONAL NOTES 1. Tank is designed for loads induced from a liquid product. . 2. Do not field cut openings in tank without written consent from Tank Connection. 3. Customer is responsible for providing proper bracing of their equipment attaching to any part of the tank. 4. Tank foundation shall be level within 118' in any 30' circumference under the tank shell. Levelness on circumference shall not vary more than W from any established plane. Tank padding to be used on concrete foundations. Vapor barrier to be used on gravel and sand foundations. 5. If anchor bolts are not provided by Tank Connection, adequate anchoring necessary to resist all wind and seismic loads is the responsibility of the customer. 6. Application of loads to tank from equipment, other than those noted on the project drawings, must be approved in writing by Tank Connection prior to installation. 7. Tank is designed for atmospheric (equalized) pressure internally and externally. Customer to assure proper ventilation is provided and maintained. INSTALLATION NOTES 1. Use only hardware furnished with tank. All bolts must meet special high strength requirements. 2. Install tank segments in a counter - clockwise direction when working from top down. Install tank segments in a clockwise direction when working from bottom up. 3. Tank shall be adequately braced during installation to prevent wind damage. 4. Tank and deck panels may be oriented to suit unless special orientation is required. 5. When encapsulated bolts are required, they shall be used in the stored liquid zone only. 6. Installation contractor shall coordinate touch -up coating procedures. Contractor to follow manufacturer's label instructions. 7. Adequate blocking shall be used to protect bolted panels if removed from shipping pallets prior to field installation. 8. All bolted connections to be min. snug tight unless noted otherwise. DESIGN CRITERIA Design Code Roof Live Load Wind Design / Conditions Seismic Design / Conditions Design Pressure ! Vacuum Operating Pressure! Vacuum Product Stored Specific Gravity Product pH Range Operating Temperature of Stored Material Tank Dead Load on Base Base Pressure from Product FM 4020/4021 25 pounds per square foot FM 4020/4021, 100 miles per hour, Exp. C, 1 =1.15 FM 4020/4021, 50 year zone, 1 =1.25 Atmospheric Atmospheric Fire Protection Water 1.0 4 to 9 assumed Ambient 242.5 pounds per foot 993 pounds per square foot TANK CONSTRUCTED OF ASTM CERTIFIED SHEET, PLATE, AND STRUCTURAL MEMBERS ALL BOTTOM, ROOF SHEET AND SHELL BOLTS ARE GRADE 8 (150KSI) • Hardware - Sidewall & Deck Segments Poly cap fin neck bolts with flat washers and hex nuts - JS500 coated • Hardware - Deck Structure Hex head bolts with flat washers and hex nuts - Stainless steel • Hardware - Floor Sheets Fin neck bolts flat washers, hex nuts and nut caps - JS500 coated • Tank pad included for placement on concrete slab • Tank heating and insulation shall be in accordance with FM Global loss prevention data sheet 3 -2 • All nozzle, fittings, and accessories that can possibly be discharging while the pump is operating must be located at least 90 degrees from • The tank shall be filled with water to the lip of the overflow and checked for leaks prior to being placed into service • Overflow will be one size larger than inlet • If reinforced concrete ringwall is used, bottom shall crown 1:120 upwards towards the center of the tank for placement on the granular fill. used, bottom can be flat with cane fiber joint filler between concrete and bottom. COATINGS TANK LOCATION Interior Primer Both Sides of Flat Bottom Exterior Primer Exterior Topcoat COATING Fusion 7000 FBE Fusion 7000 FBE EXT Fusion 5000 FBE EXT Fusion'SDP NOMINAL MILS 6 mils DFT 6 mils DFT 3 mils DFT 3 mils DFT Exterior Color Lt Blue RAL5024 NOTE: All coatings are applied over an SP10 surface blast and fused to substrate surface SEALANT / GASKET Sealant Manus Bond Mastic - Lt Blue Gasket EPDM Synthetic Rubber MATERIAL SPECIFICATION Sheet Plate (standard) Plate (high strength) Structural Shapes (angle / channel) Structural Shapes (w- shapes) *Carbon Steel Pipe / Tube Carbon Steel Structural Pipe / Tube Carbon Steel Bolts (standard) Carbon Steel Bolts (high strength) SAE Grade 8 Anchor Bolts ASTM F1554 Grade 36, 105 ASTM A1011 Grade 40 ASTM A1011 Grade 36 ASTM A1011 Grades 50, 60, 70 ASTM A36 ASTM A992 ASTM A53 Grade B ASTM A500 Grade B SAE Grade 5 ASTM A325 AVERAGE MILS 6 - 9 mils DFT 6 - 9 mils DFT 3 -5 mils DFT 3 -5 mils DFT REVIEWED FOR CODE COMPLIANCE ED APP AU1 11 2012 City of Tukwila BUILDING p%VtSIO suction If reinforced concrete slab is F? MAY 1 �. 8" ofb TAN K CNNECTIN LE Cop penult "D • • ••••••••••••••••••••••••• ••• AFFILIATE GROUP Date: Order Number: Diameter: Height: Material Stored: Working Capacity: Based On: Specific Gravity: Design Specifications: Roof Type: 06/2012 02755 -001 32' -8 3/16" 21' -7 13/16" FIRE PROTECTION WATER 96,100 Gallons 70" Freeboard and 6" at the bottom of the tank 1.0 FM 4020/4021 FMSS PO Box 579 3609 N. 16th Street Parsons, KS 67357 Phone: 620 -423 -3010 Fax: 620 -423 -3999 www.tankconnection.com APPROVED (NAMEPLATE IS CONSTRUCTED OF CORROSION RESISTAN R CE11/ED STAINLESS STEEL AND MOUNTED TO THE TANK USING INDUSTRIAL STRENGTH DOUBLE SIDED TAPE NAMEPLATE DETAIL 8" MAY 3 12012 TUKWILA PUBLIO WORKS TAN K CNNECTIN • • ••••••••••••••••••••••••• ••• AFFILIATE GROUP Date: Order Number: Diameter: Height: Material Stored: Working Capacity: Based On: Specific Gravity: Design Specifications: b11-1 814 06/2012 02755 -001 32' -8 3/16" 21' -7 13/16" FIRE PROTECTION WATER 96,100 Gallons 70" Freeboard and 6" at the bottom 1.0 AWWA D103 -09 PO Box 579 3609 N. 16th Street Parsons, KS 67357 Phone: 620 -423 -3010 Fax: 620 -423 -3999 www.tankconnection.com RTP BOLTED STEEL TANK (CERTIFIED TO NSF I ANSI 071 J `NAMEPLATE IS CONSTRUCTED OF CORROSION RESISTANREC PLASTIC AND MOUNTED TO THE TANK USING INDUSTRIAL STRENGTH DOUBLE SIDED TAPE TOTAL WT: 0 PARENT: "'DO NOT SCALE*** DRAWING IN INCHES ANSI /ASME Y14.1 STANDARDS TOLERANCES UNLESS OTHERWISE NOTED ANGULAR DEVIATION PERMISSIBLE DEVIATION NOMINAL LENGTH IN INCHES C3RD ANGLE PROJECTION X= ±1.0 ° /X.X = ±0.5° LINEAR TOLERANCE: HOLE TO HOLE TOLERANCE: 0 -4" 1/32" 1/32" 4" - 48" 1/16" 1/32" 48" - 130" 5/32" 1/32" 130" - 240" 1/8" 1/16" 240 "+ 3/16" 1/16" THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND/OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER —IrAckimi K CpNNECTI ®N AFFILIATE GROUP 3609 NORTH 167" 01 . PARS°NII. KANRA8 87397 620.433.3010 . eAx: 620.423.3999 EIVED MAY 302012 NAMEPLATE DETAIL PERMIT CENTER CERTIFIED: APPROVED FOR CONSTRUCTION 00 Unchecked 5/4/2012 DM 01 Checked 5/10/2012 DM MP REV REVISION DESCRIPTION DATE DRAWN BY CHECKED BY NAMEPLATE & NOTES BOLTED LIQUID FM 4020/4021 PROJ # 02755 JOB # 001 DWG SIZE: B I SCALE: NTS DWG # NMPLT2755001 ANCHOR BOLT AT 270° PLAN VIEW NOTES: 1) DIMENSIONS SHOWN ARE TO THE NEAREST 1/32". 2) PEEN THREADS OF THE ANCHOR BOLT AFTER TIGHTENING. 3) BEFORE PLACEMENT OF GROUT OR FIBER BOARD, BASE OF TANK TO BE LEVEL +/ -1/8" IN ANY 30' CIRCUMFERENCE UNDER THE SHELL AND +/ -1/4" FROM A PLANE ON THE TOTAL CIRCUMFERENCE. 4) ANCHOR BOLT DESIGN PER AISC PART 4, GRADE A307. EMBEDMENT DESIGN PER ACI 318 -08 APP D, MINIMUM CONCRETE F'c = 4000 PSI. TO DEVELOP ANCHOR BOLT STRENGTH, FOUNDATION SHALL BE DESIGNED TO PROVIDE MINIMUM AREA AROUND ANCHOR BOLTS AS INDICATED. 6; THE MINIMUM EDGE DISTANCE BETWEEN THE ANCHOR BOLT AND EDGE OF FOUNDATION TO BE DETERMINED BY THE FOUNDATION DESIGNER. ANCHOR BOLT AT 90° 90° CAST -IN -PLACE ANCHOR BOLT TOLERANCE PROJECTION + -1/4' CHORD + -1/8' PLUMBNESS 3 DEG. FROM VERTICAL REF. ACI 318-08 ITEM D/S PART NO. QTY DESCRIPTION MAT'L. GR. EST. WT. PAINT 1 ALLTH R87532A36 22 7/8" ALL THREAD X 32" LG F1554 A36 N 2 WS H FGG20875 22 7/8" FLAT WASHER HDG GR.2 N NUTHG0875 66 7/8" HEX NUT HDG A325 NOTE: ANCHOR SADDLE AND TOP PLATE SHIP WITH TANK. 16-7 19/32" R.B.C. ( +1/4 ", -0 ") FIBERBOARD 32' -8 5/32" TANK I.D. 3 1/2" TANK INTERIOR TANK FLOOR REF. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION ANCHOR TOP PLATE ANCHOR BOLT SADDLE TOP OF `FOUNDATION SEE NOTES SECTION 'A' -'A' TYP (22) PLACES 1' -6" PROJECTION 12" EMBEDMENT M A Y 1 7 ` TOTAL WT: 0 PARENT: "'DO NOT SCALE "' DRAWING IN INCHES ANGULAR DEVIATION ANSUASME Y14.1 STANDARDS X - ±1.00 / X.X - ±0.5° 3RD ANGLE LINEAR TOLERANCE: TOLERANCES UNLESS OTHERWISE NOTED `G1 PERMISSIBLE DEVIATION NOMINAL LENGTH IN INCHES 0 - 4" 4" - 48" 48" - 130" 130" - 240" 240 "+ 1/32" 1/16" 5/32" 1/8" 3/16" PROJECTION HOLE TO HOLE TOLERANCE: 1/32" 1/32" 1/32" 1/16" 1/16" THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND/OR ITS AFFIUATES. ANY OTHER USE RETENTION. DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. • TAB K CIpNNECTI ®N 0000000000000 OUH��• AFFILILIATE E GROUP 3609 NG.4 16/11 ST . POMPON., 423.39 67357 620.423.3010 c4a: 620.423.3999 CERTIFIED: APPROVED FOR CONSTRUCTION 00 Unchecked 5/10/2012 DM 01 Checked 5/10/2012 DM MP REV REVISION DESCRIPTION DATE DRAWN BY CHECKED BY ANCHOR BOLT LAYOUT CAST IN PLACE 32' DIA TANK PROJ # 02755 JOB # 001 DWG SIZE: B I SCALE: NTS DWG # ABARC2755001 26 1 ?XB1/7 HX HD BOLT 1? FLAT WASHER 27 1? FLAT WASHER USE 1? X 1 I? PC FN BOLTS W/FLAT WASHERS d HEX NUTS 19 / NAMEPLATES It-- io w____ II 111+ DBL 1? 11% NUTS 0 114.5 24' SHELL MANWAY DETAIL 00 12 SPCS 11 SPCS AVE ANGLE SPLICE ELEVATION MEW 43 310.91' 270' STRIP GASKET RE ?D USE 1? X 1 1? PC FN BOLTS W /COMB WASHERS 8 HEX NUTS BTM. OF CLEANOUT USE 1 ?X11 ?PCFN BOLTS W/F LAT WASHERS d HEX NUTS 1 6 150/ RFSO FLANGE NOZL V FLUSH CLEANOUT COVER DETAIL TANK INTERIOR TANK INTERIOR 39 37 BACKING PLATE USE 1? X 1 1? PC FN BOLT W/FLAT WSHR 8 HE% NUT IF STD WTPIPE W/LR ELBOW 32 STD WT PIPE 1509 RFSO FLANGE e8 15011 RFSO FLANGE DETAIL USE 1 ?X11 ?SO HD BOLTS W /FLAT WASHERS 8 HEX NUTS TOP OF TANK FLOOR 0 PARTIAL GUARDRAIL 10 EA SIDE OF LADDER BOTTOM OF TANK STEEL I? TANK PAD TOP OF FOUNDATION IF ANTI - VORTEX DETAIL 212.36 1 BLADDER C /L 11812 EPLS 1 ACCESSORY ORIENTATION CHAR ITEM SERVICE SIZE REF DEGREE ELEVATION FROM BOTTOM OF TANK STEEL TO CENTER OF ACCESSORY UNLESS NOTED OTHERWISE 17 TC LOGO STD F.L CTR OF PANEL 18 FM d STANDARD LIQUID NAMEPLATES STD 1145 CTR OF MANWAY COVER 1920 BOLT ON SHELL MANWAY WHINGED COVER 2? 114.5 6d 30 FLUSH CLEANOUT BOLT ON COVER 21'X4? 245.45 1N32 SUCTION - 1506 RFSO FLANGED NOZZLE 6 180 1&17 RETURN TEST - 1506 RFSO FLANGED NOZZLE 6 160 3809 DRAFT CONNECTION - 1501 RFSO FLANGED NOZZLE 6 270 40 43/44 FILL LINE - 150/ RFSO FLANGED NOZZLE 4- SEE DETAIL 1. -101? 16 -1? 7-6 1'4T OVERFLOW ASSEMBLY 1? 310.91 SEE DETAIL 59 EXTERIOR CAGED LADDER W/LOCKABLE HOOP STD 212.39 60 PARTIAL GUARDRAIL I0 EA SIDE OF LADDER STD 212.39 DECK PERIMETER USE 12' X 11 ?PC FN BOLT W/FLAT WSHR 8 HEX NUT 150/ RFSO FLANGE DETAIL SE 1 AND NK BO ANK PA TYPICAL ANCHOR BOLT DETAIL 90' EAVE UNE USE 1? % 1I? SO HD BOLTS W/FLAT WASHERS d HEX NUTS (I'VE.) 000 USE 1 ?X11? PC FN BOLT W /FLAT WASHER d HEX NUT (TYP 2 PLCS) USE NT X11? PC FN BOLT W/FLAT WASHER d HEX NUT HORZ. SEAM (TYP 2 FLEX) USE 1? X11? PC FN BOLT W/FLAT WASHER d HEX NUT (TYP) (TYP) i? STD 067. PIPE 117 MESH SCREEN. CO GSKT EACH SIDE OF SCREEN FLAP VALVE O BLOCKING BY OTHERS 1? OVERFLOW ASSY.OETAB REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUIL E (VISION 8 TYP 110) PLACES I1 VERTICAL SEAM 5 SPCS I F— ASE ANGLE SPLICE 114 SPCS 15 SPCS 0' b A 0 I 3 I? 0 245.45 0 212.37 16? FLAT LAYOUT EXTERNAL MEW 114.5' 0 0 17 )rep (101 PLACES ____,_f;-TYP (11) PLACES TIP E) V./PLACES CES ITEMI/S 1 PART NO. 2755001001 DESCRIPTION BOTTOM PANEL 311? 2RV W/ANCHOR PUNCHING NATL GR. 38 EST. WT. 372 PAINT VE CODE 2 2755001002 BOTTOM PANEL 3/1? 2RV W /ANCH d NOZZLE PCHG 36 370 VE 3 4 2755001003 2755001004 2755001005 2755001008 BP2158111311 BP715B111311 BOTTOM PANEL 3116 2RV W /ANCH 8 NOZZLE PCHG BOTTOM PANEL 3/I? 2RV W /ANCH 8 CLNOUT PCHG 20 BOTTOM PANEL 3/1? 2RV W /ANCH 8 NOZZLE PCHG BOTTOM PANEL 3/16 2RV W /ANCH 8 MANWAY PCHG MID PANEL 100A IRV PLAIN MID PANEL 12GA IRV PLAIN 36 36 36 40 372 313 368 336 203 VE VE VE B 2755001007 MID PANEL 12GA IRVWWOZZLE PUNCHING 40 200 10 B 2755001008 TOP PANEL 12GA 1 RV W/RAFTER PUNCHING 40 85 11 12 13 B 2755001009 MID PANEL 12GA IRV WHOZZJE PCHG 40 201 IIE 14 15 B 2755001012 22 HEAVY DUTY ANCHOR SADDLE A38 28 18 B 2755001013 22 ANCHOR SADDLE TOP PLATE 1'PL A38 16 17 TCLOGO TANK CONNECTION LOGO 18 NMPLT2755001 NAMEPLATES AND DRAWING NOTES 19 SM243212173 BOLT -ON SHELL MANWAY 2? DIA 2RV A36 145 VE 20 MWC37524 MANWAY COVER 3/8PL 2? DIA A36 96 21 MN/GS/47E242B MANWAY GASKET 24. EPDM 22 BLTHG07502500 3 3/4' X 21? HX HD BOLT ADO A325 23 BLTHG07502000 29 3/4' X 2' HX HO BOLT HOG A325 24 WSHFG0750 35 3/4' FLAT WASHER HOG F438 25 NUTHG0750 52 314' HEX NUT HDG A325 26 BLTH005008500 1? X B I? HX HO BOLT HOG A325 27 WSHFG0500 3 117 FLAT WASHER HDG F436 2B NUTHG0500 1? HEX NUT HDG A325 29 30 2273001019 FLUSH CLEANOUT DOOR WMANOLES 129 31 BNR1500B 2 6150/ RFSO FLANGE NOZZLE A53 ORB 46 32 2755001010 6 ANTI - VORTEX OUTLET ELBOW LR A53 GRB 82 33 AVB%OB B' ANTI- VORTEX BOX N SO A36 49 34 BLTSOJS05001500 89 1? X 1 1? SO. HEAD BOLT J5500 35 WSHFJS0500 88 1? FLAT WASHER JS500 5 36 NUTHJS0500 89 1? HEX NUT JS500 5 37 SF0800 INCPL SPOOL BACKING PLATE FOR IF NOZZLE A36 B 38 BNR15006 IF 1501 RFSO FLANGED NOZZLE A53 ORB 33 39 5E0600 I /4'PL SPOOL BACKING PLATE FOR IF NOZZLE A36 6 40 BNR15004 4' 1506 RFSO FLANGED NOZZLE A53 GRB 22 41 42 0001298 1? WEIR ELBOW A53 GRB 116 44 95510 10' DOUBLE SPOOL FLANGED NOZZLE A53 GRB 34 45 OFT10400SB 1? STD WT. TOP OVERFLOW 5? SECTION A53 GRB 252 46 2755001011 1? STD WT. BOTTOM OVERFLOW SECTION A53 GRB 398 47 0000FDF 1? OUTLET OVERFLOW SECTION A53 GRB 24 40 2755001099 117 MESH SCREEN X17 0.0. GALV 49 8 EGSF1000 4 1? SPOOL FLANGE GASKET 1/6 THICK EDPM 50 70100021 1? FLAP VALVE A36 51 PSBC10 2 11). PIPE SUPPORT BRACKET A36 7 52 UBLTPG1W5 2 U -BOLT FOR 1? PIPE WHUTS 53 54 ABARC2755001 ANCHOR BOLT LAYOUT 55 TPLN3268 TANK PAD LAYOUT 56 D FLOOR3269 FLOOR ASSEMBLY 4490 57 D DCKAB37001 DECK STRUCTURE ASSEMBLY 3108 58 D DECK0322755001 DECK ASSEMBLY LAYOUT 4088 59 B EL02107 EXTERNAL LADDER ASSEMBLY 409 60 B GRDP10A32232 PARTIAL GUARDRAIL ASSEMBLY 252. 61 B NROW2755001 HARDWARE SHEET 62 63 64 HA0000 507 WHITE PRIMER (POWDER) 65 010227 17B LT. BLUE RAL5024 TOP COAT (POWDER) 66 TUEGA0115 2 PRIMER BASE (TOUCH UP) 67 TUEGA247 /1 PRIMER CATALYST (TOUCH UP) 68 TUN22V 4 LT. BLUE RAL5024 TOP COAT BASE (TOUCH UP) 69 TUB7OHS 4 TOP COAT CATALYST (TOUCH UP) 70 PNTBRUSH12 25 PAINT BRUSH 1? NYLON WEDGE USE SEALANT TO ENCOMPASS WEDGE TO ENSURE A WATER -PROOF SEAL NYLON WEDGE AT VERTICAL SEAM MAY i 7212 TOTAL WT: 29220 PARENT: O YSMNI IN SASHES RANOMIW TOLERA AGES UNLESS OTHERWISE NOTED ANGULAR DV/LATCH 3RD ANGLE PROJECTION X =90' /XX =105' PERMISSIBLE DEVIATION NOMINAL LENGTH N N01E3 0 - ? 4 - 46 46 -13? 1130. - 247124?. TAIDIA TOLL ANCG 107 1/16 507 I 15' 1 3/16 HOLE TO NOLL TOLERANCE 107 107 1137 1 1/18' 1 1/16 TANI M.Ma GIVIER .low NS .mum AHr ASTENTSAT OREN RAM 6 PINT wDCSA910V TAW ° ARAM PnNmm AN THE ORTS� COMSAT CP TATA NAILFACTLIVIA "1- l rNNEVIN Ra MAMMA Metal MHOS AMMO DAIS DA OA OMAN ST CUSTOMER NAME: CONTROLLED ENVIRONMENTS CERTIFIED: APPROVED FOR CONSTRUCTION PROJECT NAME: TUKWILA FIRE SPRINKLERS ORM= IN PROJECT LOCATION: TUKwLA, 064 MAIN ASSEMBLY DRAWING PROJ 0 owe TAO I N.LE RIE DWG (1) SPACE DETAIL 'B' Y / \ /\\ 11WriLin 1\ 1111,1iN, DETAIL 'E' \ 411 7/ 180' PLAN VIEW SECTION 'A' -'A' 90' DETAIL 'D' 0' 1 SPC. ITEM 1 D/S B PART NO. RS4222 OTY DESCRIPTION EST. WT. 1 RAFTER RING 1 /4'PL NECK, 3 /8'PL FLANGE 160 PAINT 2 837001015 22 RAFTER C6 X 8.2# X 14' -4 1/4' 118 I 3 B 458001013 22 RAFTER CLIP 1 /4'PL 2 I 4 BLTHS05001500 145 1/2' X 1 1/2' HX HD BOLT SS 304 N WSHFS0500 145 1/2' FLAT WASHER SS 304 6 NUTHS0500 145 1/2' HEX NUT SS 304 N 7 B 837001016 22 RAFTER BRACE ANGLE 14 8 BLTFJS05001500 48 1/2' X 1 1/2' FN JS500 BOLT 9 V SHFJS0500 48 1/2' FLAT WASHER JS500 N 10 NUTHJS0500 48 1/2' HEX NUT JS500 N ASSY. WEIGHT= 3,108# DECK SEGMENT NOTE1 ITEMS #7 BOLTED TO UNDERNEATH SIDE OF ITEM #2 (TYP) 3 /8 "PL CLIP WELDED TO RAFTER RING TYP 22 -PLCS EAVE ANGLE DETAIL 'B' REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila DECK SEGM :NBUILDING DIVISION DETAIL 'C' USE 1/2' X 1 1/2' HX HD BOLT W /HEX NUT & FLAT WASHER. (GRADE 304 S.S.) 000 EAVE ANGLE USE 1/2' X 1 1/2' PC FN BOLT W /HEX NUT & FLAT WASHERS. USE 1/2' X 1 1/2' HX HD BOLT W /HEX NUT & FLAT WASHER. (GRADE 304 S.S.) 000 DETAIL 'D' USE 1/2' X 1 1/2' HX HD BOLT W /HEX NUT & FLAT — WASHER. (GRADE 304 S.S.) DETAIL 'E' MAY 1 7 2012 THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF THE TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE TANK MANUFACTURER. E D DRAWN BY: MP C DATE: 04/24/09 B A REVIEWED BY: JA 32.68' 0 DECK STRUCTURE REV REVISION DATE BY APP DATE: 05/05/09 B1 SCALE: NTS I DRAWING NO. I DCKA837OO1 277 —�-- U. DECK SEAM ON? TYP 20 -PLCS C/L OF LEVEL INDICATOR AND GAUGE BOARD 220.911• PARTIAL GUARDRAIL 1 G EA SIOE OF LADDER 212.30 LADDER CA ION PLAN VIEW ELEVATION NEW 90' USE irr X11 ?50 HD BOLTS W/DBL FLAT WASHERS 8 DEL HEX NUTS STRIP GSKT REOD ACCESSORY ORIENTATION CHART ITEM SERVICE 512E REF DEGREE RADIUS 817 MANWAYI FREE AIR VENTRATOR 26 CTR CTR 11/12 SOUARE MANWAY WITH LOCKABLE HINGED COVER 24. 20435 14 -77/6 24 UOUID LEVEL INDICATOR WGAUGE BOARD STD 220.91 15- - PARTIAL OECK PERIMETER GUARDRAIL STD 212.39 - - OUTSIDE CAGED LADDER ASSEMBLY STD 212.39 USE 117 01 1? SO HD BOLT W/FLAT WSHR 8 HEX NUT 2? VENT W/BIRD SCREEN B) FLANGE GASKET USE 1 ?X11? PC FN BOLT W /FLAT WSHR HEX NUT CENTER DOME W/VENT DETAIL USE 1? X 1 1? PC FN BOLT W /FLAT WSHR 8 HEX NUT 24' ROOF HATCH DETAIL USE 1? X 1 I? FN PC BOLT W /FLAT WSHR, HEX NUT8 NUT CAP TYP OTHER SIDE 220.91 TANK BASE ANGLE LEVEL BOARD ANGLE BRACKET DETAIL TANK INTERIOR TANK INTERIOR REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION CAULK AS RECD SAY 1 7 2012 STRIP GASKET ITEM Drs PART NO. QTY DESCRIPTION MAIL GEL CODE B 2 BD3220021 B03220022 DECK SEGMENT 12GA. OUTER PLAIN 40 143 UE DECK SEGMENT 12GA. OUTER WILLI. PCHG. 40 143 1)E 3 4 1303220023 DECKBEOA@R 120A OUTER WIN W WAY PUNCHING 40 128 1/E BD3220024 INNER SHEET 12G4. PLAIN 40 72 VE 70100027 CENTER DOME 20. I.D. 1 /4PL 2817 HL A36 40 VE 7 B VA8208 26 VENT W/BIRD SCREEN ASSY A38 58 VE R GSKTE2033 20' GASKET 33 HL EPDM N BLE112122 EAVE ANGLE 13' X 3'X 114" A38 48 10 ES P303025 EAVE ANGLE SPUCE PLATE 12GA 40 2 BCSMWN242 2 24 SO BOLT ON MANWAY NECK A38 43 VE 12 BCSMWC24 24- SO MANWAY COVER A36 49 VE 13 BLTFJSC05001250 1787 I? X 1 1 /4- PC FN 15500 BOLT B N 14 BLTFJSC050015G1 121 1? X 1 1? PC FN JS500 BOLT 8 N 15 BLTS0J503001500 563 1? X 1 I? SO HEAD BOLT JS500 8 N 18 WSHFJS0500 2473 117 FLAT WASHER JSS00 N 17 NUTHJS0500 2473 117 HEX NUT .13503 N 18 STRPGSKTEPDM232 620 LN. FT. 13/4' WIDE STRIP GASKET EPOM 237 C/C N 19 MANUSLTBL 17 MANUS LIGHT BLUE (2002. TUBES) N 20 HNVNTCHOSKTWHT 73 HVY NOTCH GASKET EPDM N 21 22 A CP061402014 2 LEVEL IND BRACKET I7 X 7 X 3/16 X B 11/16 A38 2 A CP081108029 LEVEL IND ANGLE L7 X 7 X 3/16 X 23 1? A38 5 24 2755001098 L.L.I. BOARD FOR 21' -7 13/16 HT. (FULL TRAVEL) N 25 L.L.I. HARDWARE KIT N DEOE 120A LO A CENTER DOZE BOLTS CENTER DOME VP DOLTS CEDER DOME WADERS DENIER CONE MRS INNER 2831034 RADIAL SEMI DOLTS SDET TO OUTER SEGMENT FELTS INNER TO OUTER SEGMENT LAP BOLTS WERSEOMENT WASHES INNER SEOJBR NUTS INNER TEGNENT GANET OUTER SE(YENT RADIAL SEAM ECLTS OUTER TO EWE ANIGIE OUTER TO RAVE ANGLE LAP OUTER TO SAVE NCIE SPLICE OUTER TO EATS ANGIE WASTERS CURER TO HAW AMRE NUTS TOTAL OUTER& EAVE GABt T DECK LAP GASKET ROOF HATCH TO DEC( BOLTS ROOF HATCH TO OBOE WADERS ROOF HATCH TO DEC( MRS ROOF HATCH TO DEO( GASKET EDI:ESE:MANI ROOF HATCH HINGE BOLTS R70FHATCH MICE WASHERS ROOF HATCH HIME MRS DESCRIPTION OTT 1 ?X11 ?PC41J8500BQT 22 I? X 1 I? PC RI JS SOO BO-T 1/ 10 FIAT WASHER Et 641 3a I ?103 N1418SW 3s 1 ?X 1 LW PC FN JS 50080.T 10X1 1M'PCFNJSSOOBO.T 80 10011 4PC FN 18500807 A 117 FLAT WA&ERJ8600 806 10 M( NUT J8500 606 STRIP GASKET 1 BE WIDE EPOM (FEET) 144 112. X11W PC FNJS1E0 ROLT 1034 1? XI 1/2. 93 HD JS800 BOLT 02 177 X 11? SO HDJS 500 BOLT 22 1051 I? 92 HDJB503 DOLT 1? RAT WA&EGJS 500 154 10 MX NUT JSe)0 154 SITUP GASKET 1 YP WIDE EPOM (FEET) All HEAVY NOTCH SABOTEPOM m 10X110 PC FNJ8500BOLT 44 1?FLAT9 3558.88 44 10* NT NUT A 500 44 8(RP GASKET 1 SW FACE EPOM (FEET) MANUS (1123E8) 15 12 X 11? 80 HD J8500130LT 2 1/7 RAT WASHER 21503 4 1? IC NUTJS500 4 DECK SEGMENT USE 1? X 1 1? SO HD BOLT W /FLAT WSHR 8 HEX NUT USE 1 ?X11 ?SCI HD BOLT W/FLAT WSHR 8 HEX NUT BEAD OF MANUS STRIP GASKET STRIP GASKET SHELL PANEL (EXTERIOR) FIELD NOTE SEE FLAT LAYOUT FOR EAVE ANGLE SPACING FROM • CAULK AS REO'D USE 1? X 1 1? SO HD BOLT W/FLAT WSHR 8 HEX NUT USE I? X 1 1? SO HD BOLT W/FLAT WSHR a HEX NUT STRIP GASKET USE NOTCH GASKET AND MANUS TO SEAL LAP SHELL PANEL (EXTERIOR) SAVE ANGLE 0 DECK LAP DETAIL NOTE EDGE SEAL AT ALL BOLTED CONNECTIONS. 1N' BEAD OF MANUS STRIP GASKET NOTE: SEE FLAT LAYOUT FOR SIDEWALL DETAILS TOTAL WT: 4888 PARENT: 0444,NIT RI MINES lTIALW 11.1 STANDAR= 3RD ANGLE PROJECTION Ha G�MBi CONFICOMN. PROPERTY TOLERANCES UNLESS OTHERWISE NOTED SWILPACTUIER PRIM ARRMTC NIT ANGULAR DEVIATION PERMISSIBLE DEVIATION NOMINAL LENGTH NNCNE8 X= *I.0' / %.X =t0.5' 0 - {' 1' -IB' 46.130' 136 -24? 246. 1O W0 uDSISLERANGE 1137 Ill? 5/37 1l? . 3116 NEIL Nncro«OLETOLIRUSCK 1137 1/17 1137 1116' 111? lusum K QNNECTIQN LINHHINd aroma CUSTOMER NAME: CONTROLLED ENVIRONMENTS CERTIFIED: APPROVED FOR CONSTRUCTION PROJECT NAME TUKVMLA SPRINKLERS IILruON CHICS•RON OATS MOW TRISIMESITI PROJECT LOCATION: TUIW ILA. WA DECK ASSEMBLY LAYOUT PROJ 8 02755 I JOB M I 001 32'DW TANK OM WED 1 CANE DWG S DECK0322755001 ITEM D/S PART NO. QTY DESCRIPTION EST. WT, PAINT 1 B LSA002 1 TOP SECTI ❑N ASSEMBLY 104 Z 2 LSA007 1 MID SECTION ASSEMBLY 116' 172 Z 3 B LSA008 1 BTM SECTION ASSEMBLY 133 Z 4 S BLTFJSC05001750 14 1/2' X 1 3/4' PC FN JS 500 N 6 B LKDRASSY 1 LADDER LOCKABLE DOOR ASSY — AL 9 N ASSEMBLY WEIGHT= 409 LBS LADDER MOUNTING CLIP 1/2' X 1 3/4' PC FN BOLTS (WASHERS AND NUTS RELEASED WITH TANK) ii i am U ii 1/2' X 1 3/4' PC FN BOLTS (WASHERS AND NUTS RELEASED WITH TANK) LADDER MOUNTING CLIP - TOP & BOTTOM LADDER MOUNTING. CLIP ATTACHMENT TO SIDEWALL DETAIL _TANK EAVE LINE TOP OF RUNG 21' -7 13/16' TANK HT. BOTTOM 0F7 TANK STEEL LADDER MOUNTING CLIP STANDARD LADDER MOUNTING CLIP ATTACHMENT TO SIDEWALL DETAIL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 ASSEMBLY NOTE: INITIALLY ASSEMBLE UTILIZING LOOSE FIT CONNECTIONS, INSTALL AND ALIGN ALL PARTS BEFORE FULLY TIGHTENING HARDWARE, MATERIALS OF CONSTRUCTI ❑N: ALL MATERIALS ARE A1011 GR36 (A36) AND AS BELOW UNLESS NOTED OTHERWISE: 3 /8PL X 2 1/2' STRINGERS 3/4' ROUND BAR RUNGS 3 /16PL X 3' WIDE HOOPS 3 /16PL X 1' CAGE BARS LADDER IS OSHA COMPLIANT LADDER IS HOT DIPPED GALVANIZED FOR ADDITIONAL ASSEMBLY DETAILS REFERENCE DRAWINGS: LSA002 LSA007 LSA008 LKDRASSY THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K CipNNECTI ®N AFFILIATE GROUP 3609 NORTH 16Th ST . P4050ne, KAN0*e 67357 620.423.3010 . FAX: 620.423.3999 E D DRAWN BY: JA C DATE: 7/8/09 B A UPDATED BORDER 11/22/10 JA DJC REVIEWED BY: JB LADDER ASSEMBLY 21' -7 13/16' REV REVISION DATE BY APP DATE: 7/13/09 B I SCALE: NTS I DRAWING NO. I EL02107 BOTTOM 12 GA. LOCATION DESCRIPTION BOTTOM SEAM BOLTS 1/2' X 1 1/4' FN JS 500 BOLT BOTTOM SEAM LAP BOLTS 1/2' X 1 1/4' FN JS 500 BOLT BOTTOM SEAM NUTS 1/2' HEX NUT JS 500 BOTTOM SEAM FLAT WASHER 1/2' FLAT WASHER JS500 BOTTOM SEAM NUT CAP 1/2' NUT CAP BOTTOM BASE ANGLE BOLTS 1/2' X 1 1/4' FN JS 500 BOLT BOTTOM SEAM, BASE ANGLE LAP BOLTS 1/2' X 1 1/2' FN JS 500 BOLT BOTTOM BASE ANGLE SPLICE BOLTS 1/2' X 1 1/2' FN JS 500 BOLT BOTTOM BASE ANGLE NUTS 1/2' HEX NUT JS500 BOTTOM BASE ANGLE FLAT WASHER 1/2' FLAT WASHER JS500 BOTTOM BASE ANGLE NUT CAP 1/2' NUT CAP SHEET SEALANT MANUS (TUBES) QTY 1407 21 1428 1428 1428 464 20 44 528 528 528 102 0' NOTE: SEALANT IS RELEASED ON HARDWARE SHEET. 0' a. 270' (:)=INDICATES BUILD SEQUENCE (2)= FLOOR SHEET 180' BOTTOM PLAN A ITEM D/S PART Na QTY DESCRIPTION 1 B BF3200001 2 BOTTOM SEGMENT 12GA 2 B BF3200002 2 BOTTOM SEGMENT 12GA 3 B BF3200003 2 BOTTOM SEGMENT 12GA EST. WT. PAINT 133 I 133 I 3 I 4 B BF3200004 2 BOTTOM SEGMENT 12GA 3 I B B BF3200005 BF0000001 2 BOTTOM SEGMENT 12GA 48 I 8 STANDARD BOTTOM SEGMENT 12GA 162 I 7 8 9 B B B BF3200006 BF3200007 BF0000000 2 2 4 BOTTOM SEGMENT 12GA BOTTOM SEGMENT 12GA STANDARD BOTTOM SEGMENT 12GA 48 116 210 I I I 10 B 11 B BF3200008 BF3200009 2 BOTTOM SEGMENT 12GA 116 I 2 BOTTOM SEGMENT 12GA 108 I 12 B BF3200010 2 BOTTOM SEGMENT 12 GA. 108 I 13 B BLB112221 11 BASE ANGLE L3 1/2' X 3' X 1/4' 50 E 14 A 70450041 11 INTERIOR BASE ANGLE SPLICE PLATE 2 I 15 A 70094003 11 EXTERIOR BASE ANGLE SPLICE PLATE 2 E 16 BLTFJS05001250 2081 1/2' X 1 1/4' FN JS500 BOLT N 17 BLTFJS05001500 70 1/2' X 1 1/2' FN JS500 BOLT 18 19 20 WSHFJS0500 2151 1/2' FLAT WASHER JS500 N 21 NUTHJSO500 2151 1/2' HEX NUT JS500 N 22 BTNUTCOVER12001BK 2151 1/2' NUT CAP NOTE: USE SEALANT AT ALL BOLTED CONNECTIONS (TYP). NOTE: FILL NUT CAP 1/2 FULL OF MANUS BEFORE INSTALLING USE 1/2' X 1 1/4' JS 500 FN BOLTS W /FLAT WASHER, NUTS & NUTCAP, USE 1/2' X 1 1/2 JS 500 -90' FN BOLTS AT BASE ANGLE SPLICE TANK INTERI❑ REVIEWED ,-OR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION N REFERENCE TO HARDWARE SHEET FOR BOLT LENGTH TANK BOTTOM 1/2' TANK PADDIN SECTION `A' -`A' FIELD NOTE: SEE FLAT LAYOUT FOR BASE ANGLE SPACING FROM 0' ASSY. VT.= 4,490# MAY 1 7 2012 THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K C NNECTI ®N AFFILIATE GROUP 3609 NCSTM I 6T., ST . P4.460 e. K4.34367357 620.423.3010 . ran: 620.433.3999 E D DRAWN BY: JA C DATE: 4/09/08 8 A CORRECT HARDWARE TOTALS IN BOM 9/6/11 DM MP REVIEWED BY: DJC 32' -8 3/16' FLOOR ASS'Y REV REVISION DATE BY APP DATE: 4/23/08 B I SCALE: NTS I DRAWING NO. I FLOOR3268 Dm0 TANK INTERI ❑R Fo o EYE BOLT 3/8' X 3' LG W /DBL NUTS ZINC PLTD { SPRING SNAP 5/8' OPENING 7/16' DIA. (MC3933T18) CHAIN REPAIR LINK 1 1/2' ZINC PLTD FIELD CUT RAIL TO REQ. LENGTH (TYP) BOLTS TO HORIZ. SEAM 1 SAFETY CHAIN DETAIL AT LADDER OPENING EAVE ANGLE ITEM D/S PART NO. QTY DESCRIPTION EST. WT. PAINT 1 B 053 -096 4 HANDRAIL POST 2 1/2' X 2 1/2' X 1/4' 17 Z 2 B GRC7009401 6 HANDRAIL CLIP 3 /16PL 3 Z 3 A TBC571 4 TOEBOARD 1/8' X 4' X 58 5/8' 8 Z 4 B GRP11232 4 HANDRAIL PIPE 1.66' O.D. X 0.072' WALL 12 N 5 UBLTPG1250 14 U-BOLT FOR 1 1/4' PIPE W /NUTS (GALV.) N 6 WSHFG0375 28 3/8' FLAT WASHER GALV N 7 BLTHSQJS05001500 44 1/2' X 1 1/2' SQ HD BOLT JS500 GR 8.2 N 8 9 10 11 CCF158 8 PIPE CAP PLASTIC BLACK 1 5/8' O.D. N 12 EDGECLIP 6 EDGE CLIP N 13 B GRP232 2 HANDRAIL POST 2 1/2' X 2 1/2' X 1/4' X 69 13/16' 36 Z 14 B GRC7009402 2 HANDRAIL CLIP 1 /4PL 2 Z 15 BLTFJSC05001500 3 1/2' X 1 1/2' PC FN JS500 BOLT N 16 17 WSHFJS0500 47 1/2' FLAT WASHER JS500 N 18 NUTHJS0500 47 1/2' HEX NUT JS500 N 19 20 CHNZ0312530 2 CHAIN SAFETY 5/16' X 30' LG ZINC PLTD 5 21 MC3016T33 4 EYE BOLT 3/8' X 3' LG X 3/4' w /DBL NUTS N 22 CHREPLNKZ031251500 2 CHAIN REPAIR LINK 1 1/2' ZINC PLTD N 23 MC3933T18 C/L LADDER Y SPRING SNAP 5/8' OPENING 7/16' DIA. 24 CLIP SPCS SP CI G C/L LADDER P � 32' -8 3/16' TANK I.D. ELEVATION z D. 0 I- REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION N HANDRAIL TO POST DETAIL MAY 1 7 2012 NOTES: 1) THE GUARDRAIL SYSTEM IS IN COMPLIANCE WITH OSHA STANDARDS FOR THE GENERAL INDUSTRY. 2) TIGHTEN U -BOLTS AFTER ENTIRE GUARDRAIL IS COMPLETE. 3) GUARDRAIL ASSY IS GALVANIZED. 4) ASSEMBLY WT. = 252# THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. CQNNECTIBN AFFILIATE GROUP 3609 N96Tn 1694 6T . 1.666046. K AN6A6 67367 620. •23.3010 . FAX: 620.623.3999 E D DRAWN BY: MB C DATE: 8/26/09 B A GENERAL REVISION 12/1/10 JA DJC REVIEWED BY: TB 10' -0' PARTIAL GUARDRAIL ASSEMBLY 032' TANK REV REVISION DATE BY APP DATE: 9/2/09 B ( SCALE: NTS I DRAWING NO. l GRDP10A32232 RING 1: 3/16 "PL 2RV LOCATION DESCRIPTION QTY BASE L HORIZ SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 462 BASE L HORIZ SEAM LAP BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 22 BASE L HORIZ SPLICE BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 44 BASE L HORIZ SEAM WASHERS 1/2" JS 500 HEAVY FLAT WASHER 528 BASE L HORIZ SEAM NUTS 1/2" JS 500 HX NUT 528 VERTICAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 539 VERTICAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 539 VERTICAL SEAM NUTS 1/2" JS 500 HX NUT 539 HORIZONTAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 506 HORIZONTAL SEAM LAP BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 22 HORIZONTAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 528 HORIZONTAL SEAM NUTS - 1/2" JS 500 HX NUT 528 SHEET SEALANT SEALANT (TUBES) 22 NYLON WEDGE BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 33 NYLON WEDGE LAP GASKET BREAKABLE NYLON WEDGE 11 RING 2: 10GA 1 RV LOCATION DESCRIPTION QTY VERTICAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 264 VERTICAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 264 VERTICAL SEAM NUTS 1/2" JS 500 HX NUT 264 HORIZONTAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 517 HORIZONTAL SEAM LAP BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 11 HORIZONTAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 528 HORIZONTAL SEAM NUTS 1/2' JS 500 HX NUT 528 SHEET SEALANT SEALANT (TUBES) 17 SHEET SEALANT SEALANT (TUBES) 17 ACCESSORY SEALANT SEALANT (TUBES) 6 RING 3: 12GA 1 RV LOCATION DESCRIPTION QTY VERTICAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 264 VERTICAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 264 VERTICAL SEAM NUTS 1/2" JS 500 HX NUT 264 HORIZONTAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 517 HORIZONTAL SEAM LAP BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 11 HORIZONTAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 528 HORIZONTAL SEAM NUTS 1/2" JS 500 HX NUT 528 SHEET SEALANT SEALANT (TUBES) 17 SHEET SEALANT SEALANT (TUBES) 17 ACCESSORY SEALANT SEALANT (TUBES) 6 RING 4: 12GA. 1 RV LOCATION DESCRIPTION QTY VERTICAL SEAM BOLTS 1/2' X 1 1/4" PC FN JS 500 BOLT 264 VERTICAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 264 VERTICAL SEAM NUTS 1/2" JS 500 HX NUT 264 HORIZONTAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 517 HORIZONTAL SEAM LAP BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 11 HORIZONTAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 528 HORIZONTAL SEAM NUTS 1/2" JS 500 HX NUT 528 SHEET SEALANT SEALANT (TUBES) 17 SHEET SEALANT SEALANT (TUBES) 17 ACCESSORY SEALANT SEALANT (TUBES) 6 ITEM D/S PART NO. QTY DESCRIPTION MAIL. GR. EST. WT. PAINT 1 BLTFJSC05001250 4901 1/2" X 1 1/4" PC FN JS 500 BOLT 8 N 2 BLTFJSC05001500 702 1/2" X 1 1/2" PC FN JS 500 BOLT 8 N 3 WSHFJS0500 4901 1/2" FLAT WASHER JS500 5 N 4 WSHCG0500 121 1/2" COMBINATION WASHER GALV /NEOP. 5 N 5 WSHFJSGG20500 581 1/2" HEAVY FLAT WASHER JS500 2 N 6 NUTHJS0500 5603 1/2" HEX NUT JS500 N 7 WEDGEN1 12 BREAKABLE NYLON WEDGE GASKET N 8 STRPGSKTEPDM232 25 1 3/4" WIDE STRIP GASKET EPDM 2.32" (IN FEET) N MAN USLTBL 218 MANUS (LIGHT BLUE) 20 OZ TUBES HEAVY FLAT WASHERS TO BE USED ONLY AT BASE ANGLE TO PANEL CONNECTION TOP RING: 12GA. 1RV LOCATION DESCRIPTION QTY VERTICAL SEAM BOLTS 1/2" X 1 1/4" PC FN JS 500 BOLT 99 VERTICAL SEAM WASHERS 1/2" JS 500 FLAT WASHER 99 VERTICAL SEAM NUTS 1/2" JS 500 HX NUT 99 EAVE L HORIZ. SEAM BOLTS 1/2" X 1 1/4' PC FN JS 500 BOLT 473 EAVE L HORIZ. SEAM LAP BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 11 EAVE L HORIZ. SPLICE BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 44 EAVE L HORIZ. SEAM WASHERS 1/2' JS 500 FLAT WASHER 528 EAVE L HORIZ. SEAM NUTS 1/2" JS 500 HX NUT 528 SHEET SEALANT SEALANT (TUBES) 17 ACCESSORY SEALANT MISCELLANEOUS HARDWARE & GASKET LOCATION DESCRIPTION QTY SPOOL BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 88 PIPE SUPPORT BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 6 24" MANWAY BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 86 FLUSH CLEANOUT BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 110 FLUSH CLEAN -OUT WASHERS 1/2" COMBINATION WASHER 110 FLUSH CLEAN -OUT GASKET STRIP GASKET 1 3/4" WIDE EPDM (FEET) 23 ANCHOR SADDLE BOLTS 1/2" X 1 1/2" PC FN JS 500 BOLT 176 ACCESSORY WASHERS 1/2" FLAT WASHER 356 ACCESSORY NUTS 1/2" HX NUT 466 ACCESSORY SEALANT SEALANT (TUBES) 6 FLOOR SEALANT LOCATION DESCRIPTION QTY FLOOR SEALANT SEALANT (TUBES) 102 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 TOTAL WT: 0 PARENT: " "DO NOT SCALE" DRAWING IN INCHES ANSI/ASME Y14.1 STANDARDS TOLERANCES UNLESS OTHERWISE NOTED `r, ANGULAR DEVIATION X= ±1.0 ° /X.X = ±0.5° nig 3RD ANGLE LINEAR TOLERANCE: PROJECTION HOLE TO HOLE TOLERANCE: PERMISSIBLE DEVIATION NOMINAL LENGTH IN INCHES 0 - 4" 4"- 48" 4811- 130" 130" - 240" 240"+ 1/32" 1/16" 5/321' 1/8" 3/16" 1/3211 1/32" 1/32" 1/16" 1/161' THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WTHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K CQNNECTI ®N AFFILIATE GROUP 3809 N 18TH ST 3BM 87357 8300 .44 23.3010 r....x• 620. 820.4223.3999 CERTIFIED: APPROVED FOR CONSTRUCTION 00 01 Unchecked Checked 5/3/2012 5/10/2012 DM DM MP REV REVISION DESCRIPTION DATE DRAWN BY CHECKED BY HARDWARE SHEET PROJ # 02755 JOB # 001 DWG SIZE: B I SCALE: NTS DWG # HRDW2755001 BOTTOM LADDER ASSEMBLY VIEW 'A' -'A' FLARED HOOP ITEM 1 D/S PART Na DO❑R1 QTY 1 DESCRIPTION DOOR LADDER ASSEMBLY ALUM. EST. WT. 6 PAINT 2 B 3 B DOOR LK 7 DOOR LK 6 1 CLIP, LOCKING DOOR HASP ALUM. 1 2 CLIP, LOCKING HOOP HINGE ALUM. 1 4 BLTHG03751250 10 3/8' X 1 1/4' LG HEX HD BOLT HDG 5 W SHFG0375 10 3/8' FLAT WASHER HDG NUTHGG375 10 3/8' HEX NUT HDG LADDER ASSY BOTTOM LADDER ASSEMBLY FRONT ASSEMBLY VIEW DETAIL 'B' LADDER ASSY DETAIL 'D' LADDER ASSY REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BU,ILPING DIVIS HINGE SIDE DETAIL 'C' LADDER ASSY DETAIL 'E' )RED HOOP M LDR ASSY) LATCH SIDE DOOR SWING ASSEMBLY SWING ACTI ❑N MAY 1 7 2012 ASSY WT: 9# THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K CPNNECTI ®N AFFILIATE GROUP 3609 Noor.. 1 6TH ST . PA66006. 0*05U 67357 620.423.3010 , r:U.: 620.423.3999 E D DRAWN BY AM C DATE, 9/07/06 B A REVISED BORDER 7/06/11 DJC JM REVIEWED BY, SHEDD LADDER LOCKABLE DOOR ASSEMBLY FOR BTM SECTION REV REVISION DATE BY APP DATE, 9/07/06 SCALE, NTS 'DRAWING NO. I LKDRASSY SEE DETAIL B SEE DETAIL C VIEW A -A GUARDRAIL CLIP 3/8' X 1 1/4' FN BOLT W/ FLAT WASHER AND NUT LADDER MOUNTING CLIP NOT SHOWN FOR CLARITY LADDER MOUNTING CLIP RUNG 3/8' X 1 1/4' FN BOLT W/ LOCK WASHER AND NUT DETAIL C CAGE BAR STRINGER /RUNG WELDED ASSY LADDER MOUNTING CLIP 3/8' X 1 1/4' FN BOLT W/ LOCK WASHER AND NUT 3/8' X 1 1/4' FN BOLT W/ FLAT WASHER AND NUT SIDE VIEW ASSEMBLY DETAIL A A STRINGER /RUNG WELDED ASSY HOOP CAGE BAR ITEM D/S PART Na QTY DESCRIPTION EST. WT. PAINT 1 B LST005 1 STRINGER /RUNG ASSEMBLY 42 2 B LCP5 2 LADDER MOUNTING CLIP 3 3 B HO❑P2 2 HOOP - MID 12 n� /1+� /A\ 4 B CB011 7 CAGE BAR X 70' OAL 4 5 BLTFG03751250 50 3/8' X 1 1/4' FN BOLT HDG 6 NUTHG0375 50 3/8' NUT HEX HDG 7 WSHFG0375 46 3/8' FLAT WASHER HDG DETAIL B /A\ RUNG HOOP & GUARDRAIL CLIP NOT SHOWN FOR CLARITY STRINGER /RUNG WELDED ASSY 8 WSHLGO375 10 3/8' LOCK WASHER HDG 9 LCPGR2 4 LADDER GUARDRAIL CLIP 1 5' -10' 3' -11 3/16' 1' -8 1/16' GUARDRAIL POST SEE GUARDRAIL ASSY. INSTALLS ON I.S. OF ';STRINGER ASSEMBLY NOTE INITIALLY ASSEMBLE UTILIZING LOOSE FIT CONNECTI ❑NS. INSTALL AND ALIGN ALL PARTS BEFORE FULLY TIGHTENING HARDWARE. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 ASSEMBLY WEIGHT = 104 LBS THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF BOSS INDUSTRIES AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF BOSS INDUSTRIES. C DRAWN BY: JT B DAIS: 10/17/07 A SH TM 7/27/10 REVISED OTT OF ITEMS 115,16 6 117 /ADDED ITEM *9 RENEMED BY: DE 23.2" TOP SECTION ASSEMBLY REV BY CK DATE DESCRIPTION DATE: 12/17/08 B ORA MNG NO.I LSA002 • b 1 •ro 0 0 q ve a i~1 00a e0 o O _ © I I GUARDRAIL POST SEE GUARDRAIL ASSY. INSTALLS ON I.S. OF ';STRINGER ASSEMBLY NOTE INITIALLY ASSEMBLE UTILIZING LOOSE FIT CONNECTI ❑NS. INSTALL AND ALIGN ALL PARTS BEFORE FULLY TIGHTENING HARDWARE. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 ASSEMBLY WEIGHT = 104 LBS THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF BOSS INDUSTRIES AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF BOSS INDUSTRIES. C DRAWN BY: JT B DAIS: 10/17/07 A SH TM 7/27/10 REVISED OTT OF ITEMS 115,16 6 117 /ADDED ITEM *9 RENEMED BY: DE 23.2" TOP SECTION ASSEMBLY REV BY CK DATE DESCRIPTION DATE: 12/17/08 B ORA MNG NO.I LSA002 U 0_ rn 0 I, SEE DETAIL B SEE DETAIL C VIEW A -A CAGE BAR STRINGER /RUNG WELDED ASSY LADDER MOUNTING CLIP 3/8' X 1 1/4' FN BOLT W/ LOCK WASHER AND NUT SIDE VIEW ASSEMBLY DETAIL LADDER MOUNTING CLIP NOT SHOWN FOR CLARITY LADDER MOUNTING CLIP 3/8' X 1 1/4' FN BOLT W/ FLAT WASHER AND NUT RUNG 3/8' X 1 1/4' FN BOLT W/ LOCK WASHER AND NUT DETAIL C 'A' TYP STRINGER /RUNG WELDED ASSY DETAIL B RUNG HOOP NOT SHOWN FOR CLARITY STRINGER /RUNG WELDED ASSY CAGE BAR HOOP ePs ITEM 1 2 3 4 5 6 7 8 D/S B B B B PART Na LSM002 LCP4 HOOP2 CB003 BLTFG03751250 NUTHG0375 WSHFG0375 WSHLGO375 QTY 1 4 3 7 66 66 57 9 DESCRIPTION STRINGER /RUNG ASSEMBLY X LADDER MOUNTING CLIP HOOP - MID CAGE BAR X 115 3/4' OAL 3/8' X 1 1/4' FN BOLT HDG 3/8' NUT HEX 3/8' FLAT WASHER HDG 3/8' LOCK WASHER HDG 115 7/8' O.A.L. EST. WT. 82 3 12 6 PAINT U ASSEMBLY NOTE: INITIALLY ASSEMBLE UTILIZING LOOSE FIT CONNECTIONS. INSTALL AND ALIGN ALL PARTS BEFORE FULLY TIGHTENING HARDWARE. W INSTALLS ON I.S. OF-" STRINGER 3/8' X 1 1/4' FN BOLT W/ FLAT WASHER AND NUT 'A' if w - -a a tL w CK REVIEWED FOR CODE COMPLIANCE APPROVED JUL 11 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 ASSEMBLY WEIGHT = 172 LBS THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K CpNNECTI ®N AFFILIATE GROUP 3809 TOOTH I fiiN ST . PARSONS. KANSAS 87357 820.423.3010 . 1 *K: 820.423.3999 E D DRAWN BY: JT C DATE: 10/9/07 UPDATED BORDER 11/23/09 JA DJC A CORRECTED TO REFLETCT STRINGER A SBSMBY07 JT DJC REVIEWED BY: DJC 116' MID. LADDER ASSY. REV REVISION DATE BY APP DATE: 10/19/07 C I SCALE: NTS I DRAWING NO. I LSA007 ofg 0lo e e e e 91 910 p 00 e e ee W e e W 0 0 0 e 0 0 0 oo 0 o o 0 0 eo 0 0 0 0 3 — INSTALLS © STRINGER ON I.S. OF 115 7/8' 0 tL w CK REVIEWED FOR CODE COMPLIANCE APPROVED JUL 11 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 ASSEMBLY WEIGHT = 172 LBS THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K CpNNECTI ®N AFFILIATE GROUP 3809 TOOTH I fiiN ST . PARSONS. KANSAS 87357 820.423.3010 . 1 *K: 820.423.3999 E D DRAWN BY: JT C DATE: 10/9/07 UPDATED BORDER 11/23/09 JA DJC A CORRECTED TO REFLETCT STRINGER A SBSMBY07 JT DJC REVIEWED BY: DJC 116' MID. LADDER ASSY. REV REVISION DATE BY APP DATE: 10/19/07 C I SCALE: NTS I DRAWING NO. I LSA007 SEE DETAIL B U 0 rn SEE DETAIL C VIEW A -A CAGE BAR STRINGER /RUNG WELDED ASSY LADDER MOUNTING CLIP 3/8' X 1 1/4' FN BOLT W/ LOCK WASHER AND NUT SIDE VIEW ASSEMBLY DETAIL LADDER MOUNTING CLIP NOT SHOWN FOR CLARITY LADDER MOUNTING CLIP 3/8' X 1 1/4' FN BOLT W/ FLAT WASHER AND NUT RUNG 3/8' X 1 1/4' FN BOLT W/ LOCK WASHER AND NUT DETAIL C 3/8' X 1 1/4' FN BOLT W/ FLAT WASHER AND NUT STRINGER /RUNG WELDED ASSY DETAIL B RUNG HOOP NOT SHOWN FOR CLARITY STRINGER /RUNG WELDED ASSY CAGE BAR HOOP ITEM D/S PART N❑. QTY DESCRIPTION EST. WT. PAINT 1 B 2 B LSB002 LCP4 1 STRINGER /RUNG ASSEMBLY 4 LADDER MOUNTING CLIP 82 3 3 B 70389020 2 LADDER MOUNTING CLIP 3 4 H❑ ❑P1 1 HOOP - FLARED 14 5 B H❑❑P2 1 HOOP - MID 12 6 B CB012 7 CAGE BAR X 23 3/8' OAL 1 7 BLTFG03751250 34 3/8' X 1 1/4' FN BOLT HDG 8 NUTHG0375 34 3/8' NUT HEX 9 WSHFG0375 23 3/8' FLAT WASHER HDG 10 WSHLGO375 11 3/8' LOCK WASHER HDG INSTALLS ON I.S. OF STRINGER 22 1/16' ASSEMBLY NOTE' INITIALLY ASSEMBLE UTILIZING LOOSE FIT CONNECTIONS. INSTALL AND ALIGN ALL PARTS BEFORE FULLY TIGHTENING HARDWARE. 010 INSTALLS ON I.S. OF STRINGER INSTALLS ON LS. OF STRINGER REVIEWEL rOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 ASSEMBLY WEIGHT = 133 LBS THE INFORMATION ON THIS DOCUMENT IS CONFIDENTIAL PROPERTY OF TANK MANUFACTURER AND /OR ITS AFFILIATES, ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF TANK MANUFACTURER. TAN K C®NNECTI ®N AFFILIATE GROUP 3609 NORTH 16TH ST . PARSON.. KANSAS 67357 620.423.301O rax: 620.433.3999 • D C UPDATED BORDER 11/23/09 JA DJC A BOTTOM CLIPS WERE LCP5 12/29/08 MC DJC REV REVISION DATE BY APP DRAWN BY: JT 10/17/07 REVIEWED DATE: DATE: R BY: BCR STANDARD RING LADDER ASSY. 10/20/07 C I SCALE: NTS 'DRAWING NO.' LSA008 USE EXCESS (A) 0° ITEM D/S PART NO. QTY DESCRIPTION EST. WT. PAINT 1 FBRBRD0503660 63 FIBERBOARD 1/2' X 36' X 60' N 2 PLSHT4ML20 69 LIN. FT. PLASTIC SHEETING 4 MIL THK. 20' -0' WIDTH N FIELD NOTE: PLACE LAYER OF PLASTIC SHEETING UNDERNEATH OF FIBER BOARD. 1' -6' 1' -6' USE EXCESS (A) EXCESS (A)---N1/4 270° 3' -0' 3' -0' 7--EXCESS (A) 1' -6' 1' -6' 3' -0' TYP :D TYP EXCESS (A)-' 3' -0' 3' -0' USE EXCESS (A) 1' -6' 1' -6' 180° -- 90° OUTSIDE OF BASE ANGLE )•--EXCESS (A) iCUSE EXCESS (A) REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION MAY 1 7 2012 NOTE: TRIM EXCESS AFTER FITTING PIECES THE INFORMATION ON THIS DOCUMENT /IS CONFIDENTIAL PROPERTY OF THE TANK MANUFACTURER AND /OR ITS AFFILIATES. ANY OTHER USE, RETENTION, DISSEMINATION, FORWARDING, PRINTING OR COPYING OF THIS DOCUMENT TO UNAUTHORIZED PARTIES IS STRICTLY PROHIBITED, WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE TANK MANUFACTURER, E D DRAWN BY: JA C DATE: 4/16/08 B A REMOVED METRIC DIMENSIONS 7/13/11 DM REV REVISION DATE BY DJC REVIEWED BY: DJC 32.68' 0 FIBERBOARD LAYOUT APP DATE: 4/22/08 B I SCALE: NTS I DRAWANG NO. I TPLN3268 032.68' X 21.65' TANK CONCRETE FOUNDATION O.D. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 f Tukwila IVISION FOUNDATION I.D. 032' -8 3/16" TANK I.D. 032 -8 3/16" 1/2" CANE FIBER (JOINT FILLER ASTM D1751 (REF. AWWA D103) #5 BARS ON 9" GRID 1STEEL TANK BOTTOM EACH MAT TYPICAL \ 3" 12" TANK I.D. FILE COPY Perna No._ (22) 7/8" F1554 GR 36 HEADED ANCHOR BOLTS WITH 12" EMBEDMENT AS REQUIRED TYPICAL a • r COMPACTED, ENGINEERED SOIL T ll.— II— �L -11. 11- 11 11 1L -1111- 11 =1_1.�x 11.. =I �'- "= n= R'- 11.= 11 11.. =11- #5 CHAMFER BARS AT 12" C.C. 3" COVER ON ALL FACES #` STIRRUPS, 12" C.C. 030'-8 V16" FOUNDATION I.D. CONCRETE SLAB CONCRETE SLAB SLOPE GRADE AS REQ. D. 7 CONCRETE 30" I FOUNDATION 030' -8 3/16" FOUNDATION I.D. COMPACTED ENGINEERED FILL REFERENCE SOILS REPORT 30" 035' -8 3/16" FOUNDATION O.D. DETAIL 1 COMPACTED, ENGINEERED SOIL r d A CHAMFER 3/4" 24" 24" 30" 035' -8 3/16" FOUNDATION O.D. DETAIL 1: FOUNDATION FOUNDATION DESIGN NOTES #6 TIE AT EACH ANCHOR BOLT TYPICAL Engineering Chubb Engineering, LLC P.O. Box 605 Parsons, Kansas 67357 Phone: 620/421-3351 Fax: 620/421 3733 som.rhubbengineering.com THE DESIGN INFORMATION CONTAINED ON THIS DRAWING IS PROPRIETARY & CONFIDENTIAL AND IS THE EXCLUSIVE PROPERTY OF CHUBB ENGINEERING, LLC. NO PORTION OF ANY DESIGN INFORMATION CONTAINED HEREIN MAY BE USED BY OR BE DISCLOSED TO ANY UNAUTHORIZED PERSONNEL WITHOUT THE EXPRESS WRITTEN CONSENT OF CHUBB ENGINEERING, LLC CHUBB Engineering DRAWING NOT TO SCALE a 0 U ca 0 °x a. an RECEIV MAY ' 1 ZU TUKWILA PU ucwb RK 1) FOUNDATION DESIGNED IN COMPLIANCE WITH AWWA D103, ACI 318 AND NFPA 22. 2) ALL AI?PLICABLE SECTIONS OF AWWA D103, AND ACI -318 SHALL BE FOLLOWED DURING CONSTRUCTION OF THIS FOUNDATION. 3) FOUNDATION DESIGNED FOR TANK LOADS REF. TANK CALCULATIONS FOR TC #02755 -001. 4) ALL CONCRETE SHALL BE 4000 PSI MINIMUM YIELD STRENGTH. 5) FOUNDATION TO BE LEVEL WITHIN ±1/8" IN ANY 30 FT. CIRCUMFERENCE UNDER THE SHELL. THE LEVELNESS ON THE FOUNDATION SHALL NOT VARY ±1/4" 6) ALL RIB AN FORC NG ESTABLISHED PLANE. O BE 60000 PSI MINIMUM YIELD STRENGTH. RECEIVE 7) ALL REBAR SPLICES, HOOKS, AND TAILS TO COMPLY WITH ACI 318. #5 SPLICE = 40" 8) MINIMUM ALLOWABLE SOIL BEARING PRESSURE IS 1500 PSF. 9) FOUNDATION DESIGN IN REFERENCE TO SOILS REPORT BY KRAZAN & ASSOCIATES, INC. KA PROJECT NO. 062 - 12005, MARCH 16, 2012, AND ADDENDUM LETTER MAY 4, 2012. 10) REFERENCE SOILS INFORMATION FOR SITE SOILS REQUIREMENTS AND RECOMMENDATIONS. 11) IF THE ALLOWABLE SOIL BEARING CAPACITY IS LESS THAN REQUIRED, OR TN,E SITE SOILS ARE INADEQUATE FOR SUPPORT OF THIS FOUNDATION AND TANK, THEN THIS FOUNDATION DESIGN IS VOID. MAY 302012 PERMIT CENT z 0 a U o z 0 H V 0 CUSTOMER: z o a'o AWWA WATER TANK FOUNDATION ORDER # WE 12024 D ER MAY 1 7 2012 DRAWING# SHEET 12024 Fl T N u r C®NNECTI ®N 02755-001 37711 0 � FGISTF�.� MAY 1 7 2012 Customer: Controlled Environments Cons Order #: 02755 -001 Engineer: Shedd Date: 04/11/12 Tank diameter = Tank height = Freeboard = Capacity = 32.68 ft 21.65 ft 5.83 ft 99255 gallons Product: Fire Protection Water Specific Gravity 1.00 Design specification: FM 4020/4021 FILE COPY,. PO Box 579 Parsons, KS 67357 Phone: 620 - 423 -3010 Fax: 620 - 423 -3999 www.tankconnection.com REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION 9.96 m 6.60 m 1.78 m 376 m ^3 Roof live load = 25 psf 122.1 kg /m ^2 Wind loads per FM 4020/4021 Wind velocity = 100 mph Exp C I = 1.15 Seismic loads per FM 4020/4021 Seismic Zone = 50 yr b y 1= 1.25 RECEIVED MAY 312012 TUKVVILJ PUBLICWnRKs RECEIVED MAY 3 0 2012 PERMIT CENTER Roof Support Design Internal rafters D = 32.68 ft = t = roof design thickness = 0.1046 in Fy (roof sheet) = 40000 psi o = roof slope = 9.46 deg Q = outer rafter qty = 22 q = rafter qty to center = 22 L = rafter spacing = 56.00 in crd = center ring diameter = 42.00 in DLd = dead load deck sheet = 4.3 psf LL = live load = 25.0 psf *PL = pressure load = 0.0 psf VL = vacuum load = 0.0 psf Wd= DLd +LL = 29.3 psf Wd = DLd + VL = 4.3 psf Wd = PL - DLd = -4.3 psf Wd = DLd + (0.75 LL + VL) = 23.0 psf use Wd= L = max rafter spacing = (300 Fy t ^2 / Wd) ^0.5 = max rafter spacing = 60 ", thus... L = TL = Total load = Fy (structure)= DLs = W = DLd + DLs + LL = W = DLd + DLs + VL = W = PL - (DLd + DLs) = W = DLd + DLs + 0.75 LL + 0.75 VL = use W = Qe = q1 = WDPi /Q= q2= WcrdPi /q= Qo = (W (crdA2 Pi / 4) / q) + Qe = a = (D - crd) / 2 = V1 = [(a / 2) (q1 + q2)] + Qo = H tan o = [(a / 6) (q1 + q2)] + Qo = H= xa = x1 / a = (q1 - [ {q1 ^2 +g1g2 +q2 ^2 }/3] ^0.5)/(81 -q2) = x1 = M= (a ^2/6)xa(2g1 +q2 -3q1 xa +(q1- g2)xa ^2)= P= V1 sin o +H cos o =. 29.3 psf 66.97 in 60.00 in => 26235 lbs 36000 psi 7.6 psf 36.9 psf 11.9 psf -11.9 psf 30.6 psf 36.9 psf = 0 lbs 14.3 lbs/in 1.5 lbs/in 16 lbs 175.1 in 1406 lbs 479 lbs 2876 lbs 0.436 in 76.3 in 30945 in-lbs 3068 lbs 02755 -001 ' Applies to external rafter supports only 392.2 in 2.7 mm 275.79 mPa 1422.4 mm 1066.8 mm 20.9 kg /m ^2 122.1 kg /m ^2 0.0 kg /m ^2 0.0 kg /m ^2 142.9 kg /m ^2 20.9 kg /m ^2 -20.9 kg /m ^2 112.4 kg /m ^2 142.9 kg /m ^2 1701 mm 56.00 in 116.7 kN 248.21 mPa 180.0 kg /m ^2 58.0 kg /m ^2 -58.0 kg /m ^2 149.5 kg /m ^2 0.26 psi 3.5 kN -m 13.6 kN 9961 mm 1422 mm Rafters Mx = 30945 in-lbs Sx = 4.38 inA3 rx = 2.34 in Lx = 177.49 in Kx= 1.00 KL /rx = 75.9 < =175 Fa (E2 -1) = 15810 psi Fa (E2 -2) = F'e = 25955 psi Use Fa = 15810 psi Fb = 0.6 Fy = 21600 psi Cm = 0.85 fb = M / S = 7065 psi Roof Support Design C6 x 8.2 Fy = 36000 psi E = 29000000 psi Cc = 126.1 P = 3068 lbs A = 2.40 inA2 248.21 mPa 199948 mPa 13.6 kN 1548 mmA2 Qty y axis lateral braces = My = Sy = ry= Ly = Ky = KUry = Fa (E2 -1) = Fa (E2 -2) = F'e = Use Fa = Fb = 0.6 Fy = Cm = fb =M /S= min. Fa = fa =P /A= Stress Value (AISC Eq H1 -1) = Stress Value (AISC Eq H1 -3) = 02755 -001 5468 psi 1278 psi 0.53 <= 1.00 0.39 <= 1.00 1 0 in-lbs 0.49 inA3 0.54 in 88.75 in 1.00 165.3 < =175 2708 psi 5468 psi 5468 psi 21600 psi 0.85 0 psi 37.70 mPa 8.81 mPa AWWA D103 -97 Section 2.4 AWWA D103 -97 Section 3.5.1 AWWA D103 -97 Section 3.5.2 AWWA D103 -97 Section 3.5.3 AWWA D103 -97 Section 3.5.4 AWWA D103 -97 Section 3.5.5 AWWA D103 -97 Section 3.9 Allowable Bolt Loads FM 4020/4021 Fy <= 60 ksi min spacing of bolts (s) => 2d min edge distance of bolts (ed) _> 1.5d Bs = allowable based on spacing = s 0.6 Fy t Be = allowable based on edge = ed 0.6 Fy t dh = diameter of holes, fort < 0.1875 ", d = 0.53125 ", for t => 0.1875 ", dh = 0.5625" nd = net distance between bolt holes = s - dh for r > 1, An (max) <= 0.85 Ag Bn = allowable based on tension on net section (t nd) [ft] ft = [0.6 Fy (1 - 0.9r + 3rd /s)] ft = [0.6 Fy] ft = [0.4 Fu] Bb = allowable based on hole bearing = 1.35 Fy d t n = number of threads per inch (tpi) r = 1 / number of rows of bolts (if r < 0.2, r = 0) d = nominal diameter of bolt Fu = ultimate strength of the bolt s = bolt spacing For bolts with threads in shear plane Ats = 0.7854 ((d- (0.9743/n)) ^2) Fu = 150 ksi For full shank bolts Ats = d ^2Pi /4 Fu= 150 ksi By = allowable bolt shear = 0.25 Fu Ats 0.094" <= t <= 0.375" Seam Load (lbs/bolt) = HF [Specific Gravity] [62.428 pcf] [Liquid Depth (ft)] [Diameter (ft) / 2] [Bolt Spacing (in) / 12] HF = Hydrodynamic hoop load factor, see Seismic page 02755 -001 Vertical Seam Design Tank diameter = Specific gravity = d= n= 32.7 ft 1.00 0.50 in 13 t i 9.96 m 12.7 mm Liquid Depth ft Load lbs/bolt Sheet t in t mm Fy ksi Fu ksi Row Veil Full Shk Bolt Fu ksi Bolt spcg in Sheet edge in dh in Spacing lbs/bolt Edge lbs/bolt Net Section lbs/bolt Bearing lbs/bolt Bolt Shear lbs/bolt Use Allow lbs/bolt 0.00 0 0.1046 0.1046 0.1046 0.1345 0.1875 2.7 2.7 2.7 3.4 4.8 40 40 40 40 36 58 58 58 58 58 1 1 1 1 2 N N N N N 150 150 150 150 150 2.32 2.32 2.32 2.32 2.32 1.00 1.00 1.00 1.00 1.00 0.531 0.531 0.531 0.531 0.563 5824 5824 5824 7489 9396 2510 2510 2510 3228 8100 3352 3352 3352 4311 6216 2824 2824 2824 3632 9113 5321 2510 1.10 5.93 10.77 15.82 276 1487 2698 3965 5321 5321 5321 10642 2510 2510 3228 6216 --- • ... ....... .,.. 02755-001 Capacities per FM 4020/4021 Tank Diameter = Freeboard at top = Freeboard at bottom = 32.68 ft 5.8 ft 0.5 ft 10.0 m 1.8 m 0.2 m Height ft 2.1 6.9 11.8 16.6 21.7 m 0.6 2.1 3.6 5.1 6.6 Capacity gal -26000 3000 34000 64000 96000 m ^3 -98 11 129 242 363 Height ft m Capacity gal m ^3 Wind Loads per FM 4020/4021 D = 32.68 ft 9.96 m H = 21.65 ft 6.60 m Structure Height = 0.00 ft 0.00 m V = 100 mph 44.7 m/s Exposure C I = 1.15 G = 1.00 Cf = 0.60 Kz = 0.92 ref ASCE 7 P = Pressure = (0.00256 Kz I V ^2) G Cf or 30 Cf Pactual (at top of tank) = 16.20 psf 30 Cf = 18.00 psf use P = 18.00 psf 02755 -001 79.1 kg /m ^2 87.9 kg /m ^2 87.9 kg /m ^2 Seismic Loads per FM 4020/4021 D = 32.68 ft R = 16.34 ft Hs = tank height = 21.65 ft da = freeboard = 5.83 ft H= 15.82 ft H / R = 0.97 Specific gravity = 1.00 p = Specific gravity x 62.428 = 62.43 pcf Seismic zone 50 yr 1= 1.25 teq = equivalent uniform t of shell = 0.1385 in E = 29000000 psi g = 32.2 ft/sec ^2 From Table E -1 mi / ml = me /ml= Ci = Cc = Cv = hi / H = he /H= h'i /H= h'c /H= 0.534 0.466 6:425 0.843 6.495 0.417 0.611 0.752 0.808 LLr = 25% LL = Wr = mr = LLr + Wr = msh = mb = ml= PiD^2Hp /4= mi = mc = hr = hsh =Hs /2= hi = he = h' I = h'c = Ti = Ci p ^0.5 H / ((teq / 6 D) ^0.5 (144 Eg) ^0.5) = Tc = Cc (0.5 D) ^0.5 = Ts = Sd1 / Sds = Tv = Cv p ^0.5 H / ((teq / 6 D) ^0.5 (144 Eg) ^0.5) = 0 Table E -2 Ri = Rc = Table E -3 Sds = Sd1 = 5242 lbs 11283 lbs 16526 lbs 13608 lbs 4201 lbs 828325 lbs 442121 lbs 386203 lbs 21.65 ft 10.83 ft 6.60 ft 9.67 ft 11.89 ft 12.78 ft 0.082 sec 3.406 sec 0.615 sec 0.083 sec 4.00 2.00 1.30 g 0.80 g Seismic Loads per FM 4020/4021 (contl SAi = Sds SAi = Sd1 / Ti SAi = 4 Sd1 / Ti ^2 thus... SAi = SAc = 1.5 Sds SAc = 1.5 Sd 1 / Tc SAc = 6 Sd 1 / Tc ^2 thus... SAc = SAy = 2/3 SAi = when Ti < Ts when Ts <= Ti <= 4 sec when Ti > 4 sec 1.300 when Tc < Ts when Ts <= Tc <= 4 sec when Tc > 4 sec 0.352 0.867 dsl (min) freeboard = D Sac / 2 = 5.76 ft <_ When da < dsl mi -if = mi + (mc (1 - da /dsl)) = 437003 lbs mc-if = ml - mi -if = 391321 lbs use... mi' = use... mc' = mi = mc = 442121 lbs 386203 lbs 5.83 ft Meq = [ {[(mi' hi) +(msh hsh) +(mr hr)] SAi / (Ri / I) } ^2 + {(mc' he SAc) / Rc} ^2]^0.5 = Veq = 1.1 [ {(mi' +msh +mr +mb) SAi / (Ri /1)}^2 + {mc' SAc / Rc} ^2]^0.5 = Vres = tan 20 (msh +mr +mi +mc +mb) (1- (0.4 SAv)) = 1538026 ft-lbs 225686 lbs 205135 lbs => 225686 lbs 20551 lbs shear in anchorage HF = Additional pressure factor for hydrodynamic hoop load = 1 + (SAy / (Ri / I)) = 1.27 Seismic Loads In Bottom rinq wL = 7.9 tb ((Fy H G) ^0.5) <= 1.28 H G L => 0.216 tb ((Fy ./ H G) ^0.5) <= 0.035 D Stress = (wt + (1.273 M / D ^2)) / 12 ts Total uplift = Pi D [(1.273 M / DA2) - wt] = EVL Seisimc DL Uplift factor = M / (D ^2 (wt + wI)) 0.785 < M / (DA2 (wt + wl)) <= 1.54 Stress = [(wt + wl) / (0.6070 - (0.18667 ((M / (DA2 (wt + wl)))) ^2.3)))] - wl) / 12 ts Actual seis stress in bottom ring = Allowable seis stress in btm ring = Total seismic uplift = Total seismic uplift / 1.33 = 02755 -001 3514 psi 2463 psi 163362 lbs 122829 lbs 24.22 mPa 16.98 mPa 727 kN 546 kN Seismic Loads per FM 4020/4021 (cont) Meq(z) = [ {[(mi' hi ui) +(msh hsh ui) +(mr (hr -z))] SAi / (Ri / I) } 1'2 + {(mc' he uc SAc) / Rc }^2] ^0.5 Analyzed Z height from down base From Figure E -3 Meq(z) EVL(z) ft ft Z/H ui uc ft-lbs lbs Top 2.10 19.55 1.24 0.00 0.00 14099 1726 6.93 14.72 0.93 0.00 0.23 155155 18991 11.77 9.89 0.62 0.12 0.30 301834 36944 16.60 5.05 0.32 0.44 0.64 782165 95737 Base 21.65 0.00 0.00 1.00 1.00 1538026 188254 02755 -001 Wind Design FM 4020/4021 D = Tank diameter = 32.680 ft 9.96 m H = Tank height = 21.652 ft • 6.60 m V = Wind velocity = 100 mph 44.7 m/s I = Wind importance factor = 1.15 A= Area =DH M = Moment = V (H / 2) V = Base shear = P A EVL = Equiv. Vertical Load = 4 M / D P = wind pressure = 18.0 psf 87.9 kg /m ^2 Pw = 18.0 psf 87.9 kg /m ^2 Pv = vacuum = 0.0 psf 0.0 kg /m ^2 Pc = Pw + 0.75 Pv = 18.0 psf 87.9 kg /m ^2 use... Pg = max P or Pv or Pw or Pc = 18.0 psf 87.9 kg /m ^2 Intermediate wind girder check, h = 10.625 10 ^6 t / f Pg (D / t) ^1.5 f = 1.00 Total average shell thickness required = 0.1363 in 0.1385 in Total average shell thickness = Ring Ht ft Total Ht (H) ft A sf Total V lbs Total M ft-lbs EVL lbs 2.10 2.10 68.6 1235 1297 159 4.83 6.93 226.6 4078 14139 1731 4.83 11.77 384.5 6922 40722 4984 4.83 16.60 542.5 9765 81047 9920 5.05 21.65 707.6 12737 1 137886 16877 ..w_....www.................... w... .................... ww....... ........................w....ww w ....,......, ,.�...... w .._.......... . www.,.. ............................... w_____ ww........... wwww wwww.......... ww..... .............. www. ww.... ...�.wwww.......,.............. _ ...w_ .. . wwwwwww.... w.. wwww. �ww..... w... ww ..........wy.w..w..w..wwwwww.. vww....wwwww..w. .ww ..w..www ....nw...�r...w.xx.f .. w..n........w.wsw.. ...ww.w..u..........n.. ... ...... .w....._ www..wwwwrwnww....._..w..wd. ..wwwwwww .wwwrww .. nn..................... nnn................ nn.. w.. nn. n.... .....ww.....wwww............ww. w ...... �w.�...........n.w......u.u.m.. w. w. w ................... w. d... ...............wwww ......... ...... x.... x.... x. wwwwx... xnn... nn.. w.... .............. n... w...{............................................................ ............................... ... w.. .............................�. ................n.......w . n.n..n..u.. .. ...............xw.wwxn..x.u .. ....x.w.ww.....n.n.....n....x.. .. nn.. n.... n. n. n... n... n... n.. n .............. ........................nn.n... .. .. � .. n .nrnn........n..w.............. �............. ....... ww..... r.....• u............. � ...... ............w.....•..•.,...•... w.............•., w.. r..............•. www. r.'...... w•+• �. r...... ...............www............. Total wind uplift = EVL - 1.00 x DL = -10475 lbs C =2M /(D DL) 0.29 <= 02755 -001 3.5 mm 3.5 mm nominal t in eff avg t in 0.1046 0.1156 0.1046 0.1101 0.1046 0.1101 0.1345 ............... 0.1416 .................. 0.1875 0.2014 -46.6 kN 0.66 anchor bolts not required Allowable Shell Loads ref: AWWA D103 Allowable vertical shell stress = fs = 15000 (2/3) (100 t / R) (2 (2/3) (100 t / R)) <= 15000 psi Allowable comp. vertical shell load = fs Pi 12 D t Allowable stresses for wind are increased by 1.33 Allowable stresses for seis are increased by 1.33 1: (DL + LL) 2: (DL + Wind EVL) 3: (DL + Seismic EVL) Ring Ht ft Total Ht ft Sheet t in t mm DL lbs Vertical Shell LL lbs Loads Wind EVL lbs Seismic EVL lbs 1 Static lbs Vertical Allowable Static lbs Shell Summary 2 Wind lbs Allowable Wind lbs 3 Seismic lbs Allowable Seismic lbs 2 1 4.8 4.8 4.8 2 1 6.9 11.8 16.6 0 1046 0.1046 0.1046 2 7 2.7 2.7 12316 14775 17233 20395 20970 20970 20970 20970 20970 159 1731 4984 9920 16877 1726.._ 18991 36944 33286 35744 38203 135046 135046 135046 12475 16505 22218 30315 41769 179611 179611 14042 33766 54178 116132 213145 179611 179611 179611 295434 179611 0.1345 3.4 95737 188254 41364 45861 222131 295434 5.1 21.7 0.1875 4.8 24892 427705 568847 568847 n _.. _........................._..._ .........__......... r._ _ _N.N..... .. _. .. ,,. .,, F 02755 -001 Circumferential Bolts ref: A1A/VVA D103 Circ.Seam Bolt Loads Ring Total Sheet Full Bolt Bolt Sheet Load Allow Load Allow Ht Ht t t Row Shank Fu spcg edge Comp Comp* Tension Tension ft ft in mm Circ Bolts? ksi in in lbs/bolt lbs/bolt lbs/bolt lbs/bolt 2.10 2.10 0.1046 2.7 1 I. N 150 2.33 1.00 27 7077 0 3339 4.83 6.93 0.1046 2.7 1 N 150 2.33 1.00 64 7077 8 3339 4.83 11.77 0.1046 2.7 1 N -.- 150 2.33 1.00 103 7077 1 37 3339 4.83 16.60 0.1345 3.4 1 N 150 2.33 1.00 220 7077 143 4293 5.05 21.65 0.1875 4.8 1 I N 150 2.33 1.00 404 7077 309 5387 4- ....L . 1 i- _........._ _....._ t 1. ....._ ...... ...... __ _.. ... ....._...... . 1 .. ........ 4 ---4. _---- ----- 1-------44-- -- ..... - ------- m . - - - _....... • 1 "."-t - -1- -t -- -4- I -4 - ... ------ m---- --- a-aa-a ------ -- . ---a- a *In compression - bolt spacing, bearing and shear apply. Allowable stresses are increased by 1.33 for dynamic loads 02755-001 Anchor Bolt Design FM 4020/4021 Anchor bolt diameter = 0.875 in F1554 Gr36 Fy = 36000 psi Fu = 58000 psi Ab = 0.601 inA2 Allowable = 1.00 x Ab (0.33 Fu) = 11509 lbs/bolt Allowable = 1.00 x Ab (0.6 Fy) = 17275 lbs/bolt use Allowable Tension = 11509 lbs/bolt p = pressure = 0 psf P =pAt= Olbs DL = 29093 lbs pu = pressure uplift = P - DL = 0 lbs su = total seismic uplift = 163362 lbs wu = total wind uplift = -10475 lbs Q = Quantity of anchors = 22 Anchor bolt spacing = 56.7 in <= Pressure tension = pu / Q = Seismic tension = Total seisimc uplift / Q = Wind tension = Total wind uplift / Q = Pressure tension = pu / Q = Seismic tension = Total seisimc uplift / Q = Wind tension = Total wind uplift / Q = (0.75 su) + (0,75 pu) = (0.75 wu) + (0.75 pu) = Total Seismic Shear = Seismic shear per anchor bolt = Allowable shear = 0.25 Fu Ab = T/Ta + VNa = 02755 -001 0 lbs/bolt <= 7426 lbs/bolt <_ - 476 lbs/bolt <= 0.0 kN 33.0 kN - 2.1 kN 5569 lbs/bolt <= -357 lbs/bolt <= 20551 lbs/bolt 934 lbs/bolt 8719 lbs/bolt 0.75 <= 1.00 22 mm 248.21 mPa 399.90 mPa 388 mmA2 51.2 kN 76.8 kN 51.2 kN 726.7 kN -46.6 kN 120 in 11509 lbs 11509 lbs 11509 lbs 11509 lbs 11509 lbs Bolt On Anchor Saddle t = shell thickness = tank diameter = tank radius (at c/I t) = Shell Fy = Fsh = shell allowable stress = R = tank OR = RBC = e = c/I of anchor bolt from shell OR = Actual anchor bolt load = Pal = 1.5 x Actual anchor bolt load = Pa2 = Allowable anchor bolt load = P = (min Pa) = d = diameter of anchor bolt = dh = diameter of hole in top plate = xo = min hole edge dim = dh + 0.250 in = top plate min depth = use... b = top plate depth = xi = inner hole edge dim = xo = outer hole edge dim = f = x(min) - (dh / 2) = top plate side tolerance = a = top plate width = g = width between gussets = Saddle Fy = Fsa = saddle allowable stress = c = top plate t req'd = (P ((0.375 g) - (0.22 d)) / (Fsa f)) ^0.5 = mounting plate top edge dim = 1 row per side of 3 spaces at 2.320 in = mounting plate btm edge dim = base angle height = h = chair height = j = gusset t = (0.04 (h -c))) and must be => 0.500 in = 02755 -001 mounting pad thickness = a' = mounting pad width = h' = mounting pad height = m = bottom plate t = 0.1875 in 32.680 ft 196.079 in 36000 psi 21600 psi 196.173 in 198.704 in 2.531 in 7426 lbs 11138 lbs" 11509 lbs 11138 lbs 0.875 in • 1.000 in (bolt plate) 1.250 in 3.281 in 6.000 in => 2.031 in => 3.969 in => 1.531 in 1.438 in 7.375 in 4.500 in 36000 psi 21600 psi 0.710 in <= 0.875 in 6.960 in 0.875 in 3.500 in 12.210 in 0.448 in <= 0.500 in 11.375 in 12.210 in 0.000 in 3.281 in 1.250 in 1.250 in 1.000 in 0.500 in Z = 1.0 / [(0.177 a' m / ((R t) ^0.5)) ((m / t) ^2) + 1] = 1.00 S = shell stress = (P e / t ^2) ([1.32 Z / {(1.43 a h ^2 / (R t)) + ((4 a h ^2) ^0.333)) }] + [0.031 / ((R t) ^0.5)]) S = 16582 psi <= 21600 psi "ref AWWA D100 -96, ref Steel Plate Eng Data Vol 1 -2 Part VIII Loads at Tank Base Customer: Order #: Engineer: Date: Tank diameter = Tank height = Freeboard = Capacity = Product: Specific Gravity Design specification: Roof live load = Wind loads per Wind velocity = 1= Seismic loads per Seismic Zone = Controlled Environments Const 02755 -001 Shedd 04/11/12 32.68 ft 21.65 ft 5.83 ft 99255 gallons Fire Protection Water 1.00 FM 4020/4021 25 psf FM 4020/4021 100 mph 1.15 FM 4020/4021 50 yr Dead Load Total tank dead load (empty) = 29093 lbs Tank dead load (empty) in shell = 24892 lbs Tank dead load (empty) in shell = Product pressure on base = Bottom dead load on base = Total pressure across base = Total roof live load = Roof live load in shell = Roof live load in shell = Wind lateral force at tank base = Wind moment at tank base = Wind uplift = Wind uplift = Seismic lateral force at tank base = Seismic moment at tank base = Seismic uplift = Seismic uplift = Anchor bolt quantity = 22 02755 -001 242.5 lbs/ft 988 psf 5 psf 993 psf Live Load 20970 lbs 20970 lbs 204.2 lbs/ft Dynamic Loads 12737 lbs 137886 ft-lbs 0 lbs 0.0 lbs/ft 225686 lbs 1538026 ft-lbs 163362 lbs 1591.2 lbs/ft 9.96 m 6.60 m 1.78 m 376 m ^3 122.1 kg /m ^2 Exp C 1-= 1.25 4821.6 kg /m ^2 24.5 kg /m ^2 4846.0 kg /m ^2 93.3 kN 93.3 kN 3.0 kN / m circ 56.7 kN 186.9 kN -m 0.0 kN 0.0 kN / m circ 1003.9 kN 2085.3 kN -m 726.7 kN 23.2 kN / m circ Anchor bolt dia = 0.875 in Flat Bottom ,. Y. . FILE COPY Perm1t ro. Design Calculations For A Tank Foundation CE12123 r0 Chubb Engineering, LLC P.O. Box 605 Parsons, Kansas 67357 Phone: (620) 421 -3351 Fax: (620) 421 3733 www.chubbengineering.com Client: Tank Connection Client Ref: 02755 / Controlled Environments Const. Location: Tukwila, WA Designed By: Joel Wicoff, PE DC 12024 Date: May 11, 2012 Revised: REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION Page 1 MAY 1 7 2012 RECEIVED MAT i an TUKWILA PUBLIC WORKS This document was prepared by Chubb Engineering, LLC for the exclusive use of the above -noted client. This document is the property of Chubb Engineering, LLC, and the information contained herein is confidential. Without the express written consent of Chubb Engineering, LLC, no portion of this document may be reproduced, distributed, or used in any manner inconsistent with the original purpose of this document. bii ••18L1 RECEIVED MAY 3 0 2012 PERMIT CENTER Tank tRinawall:Slab`Foundation,Desian TO* Diarneiter,D.= Minimum Real; F-= 'Water Height, H:=, Specific-draVity,.SG'= Tank Dead Load LoS hell, 01. Deck Live LoatheShell, LL Wind Shear, V = TarikWind OTM, OTIA;1= Wind TanknEYL,01..4:=' Wind Fdtn OTM,.OTK.4 =- Seismic Shear, Vs =- Tank Seismic OTM,,OTMs.: Seismic l-PPK EVL EVLs:.= SeiarniC.FdinOTM, OTMaf 32.90A .16ofkpst 15.62A *t.:0 2425 tha/it,(circ) 12737 Ins, 137886.14bs. 164 lbalft (deo) 25474 ft4bS 225686 lbs 1538026 ft4ibs 1834 Ihs/ft (giro) 451372 ft-The Ftingwall Widthell=r .Ringwall Height Hf.,=' RingwallUndeeTank, Ht of Ring AboveGrade:=1 RirigWall I D = Ringwall 0.13. =. Ringwall Area, Af .Fdtn Section modulus, 8,0= Weight of.Ringwall,'W,..=- Area of Water on Fcitn, Aw:= Slab; ThIcknese= Concretetover 'Concrete Comp. Strength = Steel Yield Strength = Avg., F1IIWL 2.564t 1.00 P;5 ft. 30680 ft. 35.680. ft, 260.6. fr 2021 .5 ft3' 288 psf 99:0 ft' 12 In 3 In: 4000 psi 60000 pi IN) pot WiniEbTM Resist. 1.5 0K, :(OOD'flt'AeW; 'A::N),(D/2)/(0IMa,-F" OTM,f)li-= 1.47 HY.0i*0010110".BaselPreSsik.e,,".PH'= .987 psf OR, Static ,SoitStress, ch:=:P/A q8 ii.TrowipL_,4' Deck Live Load to Shell Water Wt on'FiiinY(Fdtn Area) + Concrete Weight 853 psf = OK: Wind Sail.PfeSSUre,.% +M/S (Tarik.a.,+.Water on'FdPiAF(An Area) +:((Wind OTM-+ WinifFdtri OTM)/$x) Oginc,WL, 853 psf qJq 0.57 <=.1,33" Seismic Soil Prizi004* tia,=1NA't •WSJ = (Tank DL +:Water Wt on FtltnY(Fdtn'Area) + ((Seis OTM4 Sets Fdtn OTM)/Sx) + Conc Wt 1,757 psi' 1.17 <= 1.33 OK 0K Tank Rinowall-Slab'Foundation• Baskin' MinySteel Area *.:0015 >cF1..1(13:= 4.296102 piet,A01 HOof),Ten6iei, Fh-= 1.71 (WaterPress.-+Avg. Fill Wt.) x (Coeff.,Active'4Sbil Press.))c rad Off Fh=• 24604 lbe = 011(6.9F9) 0.466. Use 8, numb* .5' Bars ,Ast---% 2:454 .1h?'>=, 1.296 1n2 OK Lateral Steel hitin,SteelAregi. Amin= OOl2xBxl2= Use ;0:432 102 5 ,StirrnpeSpabed at 12 inches cx Asts=f ci:Pi 4. ir)2' >=' 0.432 in2 OK Slab MininiuntSteel. N101: Steei Area =%01.8-x-12.kTP = 0.2592 in2/ft ACIr:318) USe: 2 ,Layers of Uselt 5 Bars-•paced on 9 inch:arid. c4. ?Ast= ,0.515 0.259 in* Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: PROJECT INFORMATION Name: Number: Client: Location: DESIGN CODE: ACI 318 - 2008 CONCRETE PARAMETERS Controlled Env. Const. WE 12024 02755 -001 Tukwilah, WA INPUT UNITS: English OUTPUT UNITS: English ANCHOR PARAMETERS Compressive Strength (psi) 4000 Yield Strength (ksi) Unit Weight (pcf) 150 REINFORCING STEEL PARAMETERS Yield Strength (psi) 60000 CONCRETE MEMBER PROPERTIES Tensile Strength (ksi) 36.00 58.00 Member Shape Rectangular Member Height (Thickness) (in.) 24.00 Member Width (in.) 30.00 Member Length (in.) 56.00 Concrete Condition Cracked Tension Edge Distance Cal (in.) 18.00 Tension Edge Distance Ca3 (in.) 12.00 Tension Edge Distance Ca2 (in.) 28.00 Tension Edge Distance Ca4 (in.) 28.00 ANCHOR INFORMATION Anchor Type: Headed Bolt ID Steel Coordinates Embedment Resists Resists Description Designation Diameter X Z Depth Tension Shear (in.) (in.) (in.) (in.) 1 7/8 in. Headed Bc F1554 36 0.875 3. 0. 12. Y Y Page 1 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: ANCHOR OPTIONS Ductility in Tension: TRUE Ductility in Shear: TRUE Reinforcement to resist Tension: TRUE Reinforcement to resist Shear: FALSE Built -up Grout Pad used: FALSE Seismic Risk: HIGH Consider 0.4 factor in lieu of ductility: No Interaction Ratio: 1.20 User - provided Tensile Group Area: 0.00 User - provided Shear Group Area: 0.00 Anchors rigidly connected to attachment: FALSE Consider shear break out: FALSE Bolt Bearing Area: 0.89 User - provided Steel Element Load Factor: Page 2 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: APPLIED LOADS Load Case Axial Shear X Moment Z Shear Z Moment X (kip) (kip) ( kip-ft) (kip) (kip-ft) 1 - Dead 2 -Live 3 - Wind 4 - Earthquake FACTORED (ULTIMATE) LOAD COMBINATIONS 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. - 10.396 1.308 0. 0. 0. Load Combination Axial Shear X Moment Z Shear Z Moment X (kip) (kip) (kip -ft) (kip) (kip -ft) 1 - 1.4Dead 2 - 1.2Dead + 1.6Live 3 - 1.2Dead + Live + 1.6Wind 4 - 0.9Dead + 1.6Wind 5 - 1.2Dead + Live + Earthquake 6 - 0.9Dead + Earthquake 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. • 0. - 10.396 1.308 0. 0. 0. - 10.396 1.308 0. 0. 0. Page 3 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: INDIVIDUAL ANCHOR CAPACITIES Anchor ID Steel (kip) Tensile Strength Shear Strength Breakout Pullout Blowout Steel Breakout Pryout (kip) (kip) (kip) (kip) (kip) (kip) Remarks 1 26.796 63.648 28.512 N/A 16.078 26.093 127.296 BASIS - INDIVIDUAL ANCHOR CAPACITIES STRENGTH IN TENSION Steel Strength Ase = Anchor Area = Ns = Aselut = EQUATIONS 0.462 26.796 (D -3) Concrete Breakout Strength hef = Effective embedment depth = 12 Kc = Basic concrete breakout strength in tension coefficient = 24 * ** Nb = (Kc) *sgr(fc.) *(hef "1.5) or 16 *sgr(fc') *(hef "5 /3) = 63.648 (D.5.2.3) (D-7) /(D-8) Concrete Pullout Strength Abrg = Anchor bearing area = 0.891 Np = (Abrg *8 "fc') or (0.9*fc'*eh *do) = 28.512 (D -14) / (0 -15) / (D -16) Concrete Side -face Blowout Strength Nsb = (160 *c *sgr(Abrg) *(sgr(fc')) STRENGTH IN SHEAR Steel Strength Vs = (Ase*fut) or (0.6 *Ase*fut)= Concrete Breakout Strength Cat Governing effective edge distance = Cat Perpendicular edge distance = Vb = 7 *(I/do) "0.2 *sgr(do) *sgr(fc') *( Concrete Pryout Strength Vcp = (Kcp *Nb) Ce1 "1.5) Page 4 of 11 N/A (D -17) 16.078 (0-19) / (0-20) 12 (D.6.2.4) 28 (0.6.2.4) 26.093 (D -21) 127.296 (D -30) Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/1012012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: GROUP ANCHOR CAPACITY IN TENSION - STEEL STRENGTH Load Combination Steel Capacity a Factor Group Capacity (kip) (kip) 1 - 1.4Dead 26.796 0.75 20.097 2 - 1.2Dead + 1.6Live 26.796 0.75 20.097 3 - 1.2Dead + Live + 1.6Wind 26.796 0.75 20.097 4 - 0.9Dead + 1.6Wind 26.796 0.75 20.097 5 - 1.2Dead + Live + Earthque 26.796 0.75 20.097 6 - 0.9Dead + Earthquake 26.796 0.75 20.097 GROUP ANCHOR CAPACITY IN TENSION - CONCRETE BREAKOUT STRENGTH Load Combination Eccentricity Eccentricity `Pee,N Group 0 Group X Dir Z Dir Area Factor Capacity (in.) (in.) (sq. in.) (kip) 1 - 1.4Dead 0. 0. 1. 1080. 0.75 35.802 2 - 1.2Dead + 1.6Live 0. 0. 1. 1080. 0.75 35.802 3 - 1.2Dead + Live + 1.6Wind 0. 0. 1. 1080. 0.75 35.802 4 - 0.9Dead + 1.6Wind 0. 0. 1. 1080. 0.75 35.802 5 - 1.2Dead + Live + Earthque 0. 0. 1. 1080. 0.75 26.852 6- 0.9Dead + Earthquake 0. 0. 1. 1080. 0.75 26.852 GROUP ANCHOR CAPACITY IN TENSION - CONCRETE PULLOUT STRENGTH Load Combination Steel Capacity 4 Factor Group Capacity (kip) (kip) 1 - 1.4Dead 28.512 0.7 19.958 2 - 1.2Dead + 1.6Live 28.512 0.7 19.958 3 - 1.2Dead + Live + 1.6Wind 28.512 0.7 19.958 4 - 0.9Dead + 1.6Wind 28.512 0.7 19.958 5 - 1.2Dead + Live + Earthque 28.512 0.7 14.969 6 - 0.9Dead + Earthquake 28.512 0.7 14.969 Page 5 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: GROUP ANCHOR CAPACITY IN TENSION - CONCRETE SIDEFACE BLOWOUT STRENGTH Load Combination Steel ¢ Group Capacity Factor Capacity (kip) (kip) 1 - 1.4Dead 0. 0.7 0. 2 - 1.2Dead + 1.6Live 0. 0.7 0. 3 - 1.2Dead + Live + 1.6Wind 0. 0.7 0. 4 - 0.9Dead + 1.6Wind 0. 0.7 0. 5 - 1.2Dead + Live + Earthqu. 0. 0.7 0. 6 - 0.9Dead + Earthquake 0. 0.7 0. GROUP ANCHOR CAPACITY IN SHEAR - STEEL STRENGTH Load Combination Steel Capacity Factor Group Capacity (kip) (kip) 1 - 1.4Dead 16.078 0.65 10.45 2 - 1.2Dead + 1.6Live 16.078 0.65 10.45 3 - 1.2Dead + Live + 1.6Wind 16.078 0.65 10.45 4 - 0.9Dead + 1.6Wind 16.078 0.65 10.45 5 - 1.2Dead + Live + EarthquE 16.078 0.65 10.45 6 - 0.9Dead + Earthquake 16.078 0.65 10.45 GROUP ANCHOR CAPACITY IN SHEAR - CONCRETE BREAKOUT STRENGTH - X DIR Critical Combination 6 Total Applied Shear 1.307999969 (kip) Failure Mode Effective Group Single Basic Shear Edge Dist Group Shear Edge Dist Shear Area Anchor Area Strength Factor Capacity Demand C.1 Av Avo Vb `F.e,v Vcbg (in.) (sq. in.) (sq. in.) (kip) (kip) (kip) 1 12. 648. 648. 26.093 1. 16.439 1.308 Page 6 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: Load Combination Effective Edge Dist C., Group Shear Area Av Eccentricity X DIR Eccentricity Factor 4 Factor Group Capacity Vcbg (in.) (sq. in.) (in.) Parallel Capacity Vcbg (kip) (kip) 1 - 1.4Dead 12. 648. 0. 1. 0.7 21.918 42.181 2 - 1.2Dead + 1.6Live 12. 648. 0. 1. 0.7 21.918 42.181 3 - 1.2Dead + Live + 1.6Wind 12. 648. 0. 1. 0.7 21.918 42.181 4- 0.9Dead + 1.6Wind 12. 648. 0. 1. 0.7 21.918 42.181 5 - 1.2Dead + Live + Earthqur 12. 648. 0. 1. 0.7 16.439 31.636 6 - 0.9Dead + Earthquake 12. 648. 0. 1. 0.7 16.439 31.636 GROUP ANCHOR CAPACITY IN SHEAR - CONCRETE BREAKOUT STRENGTH - Z DIR Critical Combination 6 Total Applied Shear 0 (kip) Failure Effective Group Single Basic Shear Edge Dist Group Shear Mode Edge Dist Shear Area Anchor Area Strength Factor Capacity Demand Cm Av Avo Vb Wed,V Vcbg (in.) (sq. in.) (sq. in.) (kip) (kip) (kip) 1 Load Combination 16. 720. 1152. 40.173 0.85 13.445 0. Effective Group Eccentricity Eccentricity 4 Group Parallel Edge Dist Shear Area Z DIR Factor Factor Capacity Capacity C., Av `F.e,v Vcbg Vcbg (in.) (sq. in.) (in.) (kip) (kip) 1 - 1.4Dead 16. 720. 0. 1. 0.7 17.927 43.836 2- 1 2Dead + 1 6Live 16 720 0 1 0 7 17.927 43.836 3 - 1.2Dead + Live + 1.6Wind 16. 720. 0. 1. 0.7 17.927 43.836 4 - 0.9Dead + 1.6Wind 16. 720. 0. 1. 0.7 17.927 43.836 5 - 1.2Dead + Live + Earthqur 16. 720. 0. 1. 0.7 13.445 32.877 6 - 0.9Dead + Earthquake 16. 720. 0. 1. 0.7 13.445 32.877 Page 7 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: GROUP ANCHOR CAPACITY IN SHEAR - PRYOUT STRENGTH Load Combination Steel Capacity a Factor Group Capacity (kip) (kip) 1 - 1.4Dead 95.472 2 - 1.2Dead + 1.6Live 95.472 3 - 1.2Dead + Live + 1.6 Wind 95.472 4 - 0.9Dead + 1.6Wind 95.472 5 - 1.2Dead + Live + Earthqua 95.472 6 - 0.9Dead + Earthquake 95.472 0.7 0.7 0.7 0.7 0.7 0.7 66.831 66.831 66.831 66.831 50.123 50.123 Page 8 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: BASIS - GROUP ANCHOR CAPACITIES STRENGTH IN TENSION Governing Load Combination Steel Strength Ns = n'Ase'fut = EQUATIONS 6 26.796 (D -3) Concrete Breakout Strength An = Projected group tension concrete failure area = 1080 (D.5.2.1) Ano = 9'(hef"2) = 1296 (D-6) 't'ec,N 1 /(1 +2'eN'/3hef) 1 (D -9) '1'ed,N 0.7 + 0.3'(Ca,min/1.5hef) 0.9 (D -10) / (D -11) 't'c,N 1 "" (D.5.2.6) 't'cp,N 1 "* (D -12) / (D -13) Ncbg = 4(An /Ano) -Nb Y' ec,N`1'ed,N'1'e,N `t'cp,N 26.852 (D -5) Concrete Pullout Strength Pc ,P 1 •"" (D.5.3.6) Npn = 't'c,p Npn = 14.969 (D -14) Concrete Side -face Blowout Strength Nsbg = (1 + So /6c)'(Nsb) = N/A (0-18) STRENGTH IN SHEAR Governing Load Combination 6 Steel Strength Vs = (n•Ase'fut) or (n'0.6'Ase'fut)= 16.078 (D-19) / (D-20) Concrete Breakout Strength Governing Direction X Y'ec,V 1 (D -26) 5'ed,V 0.7 +0.3'(Ca2/1.5Ca1) 1 (D -27) / (D -28) Y'c,V 1.2 "' (D.6.2.7) Wh.V 1 (D-29) Av = Projected group shear concrete failure area 648 (D.6.2.1) Avo = 4.5 '( Cal "2) 648 (D -23) Vcbg = f (Av /Avo)'Vb'1'ec,V''ed,V'1'c,VY `- h,V 16.439 (D -22) Vcbg (Parallel capacity) = 31.636 Concrete Pryout Strength - Vcp = (Kcp'Ncbg) 95.472 (D -31) Page 9 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: GROUP ANCHOR STRENGTH - ULTIMATE LOAD COMBINATIONS TENSILE STRENGTH Seismic Risk Factor 0.75 for governing load combination 6 Load Combination Axial Group Tensile Remarks Controlling Strength Load Tensile Ratio Capacity (kip) (kip) 1 - 1.4Dead 0. 19.958 0. PULLOUT 2 - 1.2Dead + 1.6Live 0. 19.958 0. PULLOUT 3 - 1.2Dead + Live + 1.6Wind 0. 19.958 0. PULLOUT 4 - 0.9Dead + 1.6Wind 0. 19.958 0. PULLOUT 5 - 1.2Dead + Live + Earthqui - 10.396 14.969 0.695 PULLOUT 6 - 0.9Dead + Earthquake - 10.396 14.969 0.695 PULLOUT SHEAR STRENGTH Seismic Risk Factor SHEAR STRENGTH - X DIRECTION 0.75 for governing load combination 6 Load Combination Shear Group Shear Remarks Controlling Strength Load Shear Ratio Capacity (kip) (kip) 1 - 1.4Dead 0. 10.45 0. SHEARSTEEL 2 - 1.2Dead + 1.6Live 0. 10.45 0. SHEARSTEEL 3 - 1.2Dead + Live + 1.6Wind 0. 10.45 0. SHEARSTEEL 4- 0.9Dead + 1.6Wind 0. 10.45 0. SHEARSTEEL 5 - 1.2Dead + Live + Earthqur 1.308 10.45 0.125 SHEARSTEEL 6 - 0.9Dead + Earthquake 1.308 10.45 0.125 SHEARSTEEL Page 10 of 11 Dimensional Solutions DSAnchor Report Version: 4.5.0 Date: 5/10/2012 Time 2:59:31 PM Project Name Controlled Env. Const. Project No. WE 12024 Project Description 32.68 x 21.65 Engineer: JW Checker: SHEAR STRENGTH - Z DIRECTION Load Combination Shear Group Shear Remarks Load Shear Ratio Capacity Controlling Strength (kip) (kip) 1 - 1.4Dead 0. 10.45 0. 2 - 1.2Dead + 1.6Live 0. 10.45 0. 3 - 1.2Dead + Live + 1.6Wind 0. 10.45 0. 4- 0.9Dead + 1.6Wind 0. 10.45 0. 5 - 1.2Dead + Live + Earthqui 0. 10.45 0. 6 - 0.9Dead + Earthquake 0. 10.45 0. COMBINED TENSION AND SHEAR STRENGTH Load Combination Interaction Allowable Ratio Interaction Ratio Remarks SHEARSTEEL SHEARSTEEL SHEARSTEEL SHEARSTEEL SHEARSTEEL SHEARSTEEL 1 - 1.4Dead 0. 1.2 2 - 1.2Dead + 1.6Live 0. 1.2 3 - 1.2Dead + Live + 1.6Wind 0. 1.2 4 - 0.9Dead + 1.6Wind 0. 1.2 5 - 1.2Dead + Live + Earthqut 0.82 1.2 6 - 0.9Dead + Earthquake 0.82 1.2 Note: Group capacities include seismic risk factor where required. Reinforcement is assumed to resist tension and therefore it must be designed appropriately to resist tensile forces resulting from the goveming mode of failure. indicates user specified value or a value based on user selection of uncracked /cracked concrete section. Page 11 of 11 Structural Calculations Baker-Tukwila Fire Pump Room Tukwila, WA ire-Pump Enclosure COT rdc)hl I. • ..• .• t: 4 0 . 8 3389 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION For: Controlled Environements Construction, Inc. Tustin, CA 1)12-P I 821 Prepared By: Steve Bjordahl, SE May 7, 2012 RECEIVED MAY 31 2012 TUKWILA PUBUC WORKS RECEIVED MAY 30 2012 PERMIT CENTER t • • • . • • ; • . ; :0e:e39.93e.9 GOVERNING CODES IBC2009 ASCE7 -05 Project: Baker - Tukwila Fire Pump Room; Tukwila, WA Subject: Design Criteria Engineer: Steve Bjordahl Date: 4/16/2012 PROJECT LOCATION Latidute:1 47.4823 ;degrees Longintude: - 122.2587 degrees Elevation: 20 feet GRAVITY LOADS Roof Dead Loads Snow Load structural insulated panel: i mist:; r < „ -- framing: Total DL= Ground snow load, pg: Exposure, Ce: Thermal coefficient, Ct: Importance factor, Isn: Flat roof snow load = Required minimum snow load = Live Load Roof live load= LATERAL LOADS Wind Velocity, V: Exposure category:i B Importance factor, lw: Seismic SOIL 5.0 .psf 3.0 psf 8.0 psf 2.0 psf 10.0 psf 15 psf 0.9 1.0 1:10= 10 psf 25 psf 20 psf 85 m 1.15 Mapped short period response, Ss: C 1.46 Mapped 1 second period response, Si: 0.50,E Site Class: Short period site coefficient: 1 second period site coefficient: Short period design response, Sos = 1 second period design response, Sol = Importance factor, Is: Seismic Design Category: 0.91 2.4 0.88 g 0.80 g 1.25 D g g h Seismic Force Resisting System: Nonbuilding Structure OSCBF with unlimited height Allowable bearing pressure: Subgrade modulus:; Frost depth: Minimum footing embedment: 1500 psf 300 18 in 18 in (on structural fill) 1 V. BSC Steve Bjordahl, SE Baker - Tukwila Fire Pump House Controlled Environments -... Model SK -3 May 7, 2012 at 10:39 PM frame.r3d 2 Company : BSC Designer : Steve Bjordahl, SE Job Number : Controlled Environments - Tukwila Baker - Tukwila Fire Pump House May 7, 2012 10:45 PM Checked By: Rack- I nad racac 1 2 4 5 6 7 8 9 10 I BLC Description D &d Load Superimposed DL Snow Wind X Wind -X Wind Z Wind -Z Wind Uplift Seismic Seismic Z Cateqory pL None X Gravity Y Gravity Z Gravity Joint Point i istributedArea(Me...Surface(... 1 seismic Cs applied to , 4 self - weight of frame 4 SL None None None None 1 4. 4 None 1 None None 73 73 5 5 I narl Cnmhinatinnc Description 1 Dead Load 2 3 4- _. Wind_X - Windj 6 Wind -Z Snow Load Wind X olve PDelta SRSS BLC Factor C DL 1 BLC Factor BLC 2 I 1 F actor B LC Factor BLC Factor BLC Factor BLC (Factor BLC Factor 7 8 10 Seismic X Seismic Z 1.4D 1.2D +16S +.8WX 11 12 13 14 1.20 +1.6S -.8WX 1.2E1+1 6S+ 8WZ 1.20 +1.6S -.BWZ 1.2D +.5S +1.6WX Yes Yes Yes Yes Yes Yes C SL 4 1 2 I 1.4 2 1.2 SL C C C C 15 1.2D+_5S_ 1 _6WX Yes C 16 1.2D+.5S+1 6WZ Yes 1.2D +.5S -1.6WZ Yes 0.9D +1.6WX +1.6WU Yes 0.9D- 1.6WX +1.6WU Yes 09D +1.6WZ +1.6WU Yes Yes Yes 17 18 19 20 21 0.9D- 1.6WZ +1.6WU 22 0:9D +1.2(WX +WZ+,,. 23 0,9D +1.20NZ_WX +... 24 0 9D+1.2(- WX -WZ+ . 25 0.9D +1.2(- WZ +WX +... 26 1 38D +EX 27 1.38D -EX 28 1 38D +EZ 29 1.38D -EZ 30 0.72D +EX 31 32 33 0.72D -EX 0 72D +EZ 0.72D -EZ Yes Yes Yes Yes C C C C C. C C C C C Yes C Yes C Yes C Yes C DL 12 2 1,2 SL .5 5 16 DL 1 2 2 1 2 SL 5 6 1 6 DL 1.2 2 1.2 SL 5 7 16 DL 12 2 12 SL 5 4" 16 DL 1.2 2 I 1.2 SL .5 5__1 1.6 rat_ 12 2 ` 12 SL 5 6 16 DL 1.2 2 I 1.2 SL .5 7 I 1.6 DL 12 4 16 8 16 DL 1.2 5 1.6 8 1 6 DL 1.2 6 1.6 8 1.6 DL 12 7 16 8 1.6 DL 9 4 1.2 6 12 _j DL DL DL DL DL DL DL DL 8 12 .9 1 38 1.38 1 38 1.38_ 72 Yes C DL .72 Yes C 1 DL .72 Yes C I DL 72 1.2 5 12 7 1.2 4 2 1 38 9 2 1.38 9 2 1 38 10 2 1.38 10 9 1 9 ] -1 10 1 1 10 t -1 RISA -3D Version 9.1.1 [C: \Projects \Controlled Environments\ Tukwila \calculations \frame.r3dj Page 1 3 a N N 0 .c W 1'r c N H R U ,r J ,r m 0 .m u UJ J O 03 ^- 71 F6 3 to 0 co to 0 T N 1 O (NI _ v co as E a) U) O Z "0 a 0 E O � d c N a) LL � C d "5 I— 0 CC co CO 0 m oiled Environments .. O U co a n 0 T N O N c1 2 Baker - Tukwila Fire Pump House Collateral Roof Dead Load a) m onments -..! W W O C O U LO 2 d co ("5 May 7, 2012 at a) E Baker - Tukwila Fire Pump House Steve Bjordahl, SE 25 psf Snow Load N C a) E C 0 L .; C W D a) 0 C 0 0 n CO 2 a 0 0 T 4- N 0 N m E Baker - Tukwila Fire Pump House +X Direction Wind U 00 ve Bjordahl, SE oiled Environments 0 U C) C/) CL 0 0 0 e2 >, 6 t E 2 Baker - Tukwila Fire Pump House (t) m w 0 a) a) -X Deirection Wind Controlled Environments -..I. rn O U) 0 VMJ Baker - Tukwila Fire Pump House (J) Ct m N rani V/ +Z Direction Wind C E C 0 Controlled En 0 May 7, 2012 at 11:02 PM C2 cj Baker - Tukwila Fire Pump House -Z Direction Wind Steve Bjordahl, SE Controlled Environments -.. T T M U) a t 0 t� N 0 N ti 2 V C2 ai Baker - Tukwila Fire Pump House X Direction Seismic Loads from Panels `W V/ cts 0 a) U) Controlled Environments -..I. T Ci C cn May 7, 2012 at 11:06 PM Baker - Tukwila Fire Pump House Z Direction Seismic Load from Panels 0 co M W Steve Bjordahl, SE Controlled Environments - x• °N Tr Y m May 7, 2012 at 10:43 PM Baker - Tukwila Fire Pump House Member Sizes 0 m Steve Bjordahl, SE Controlled Environments -..i Code Check No Calc > 1.0 .90 -1.0 .75 -.90 50 -.75 0 -50 Member Code Checks Displayed Results for LC 10, 1.2D +1.6S +.BWX BSC Steve Bjordahl, SE Baker - Tukwila Fire Pump House Controlled Environments -... Member Capacity Check: Worst Case Gravity Loading SK -2 May 7, 2012 at 8:11 AM frame.r3d 15 _U U � o g o m U .0 O A 0 1n 0� -o Baker - Tukwila Fire Pump House oiled Environments - ..Member Capacity Check: Worst Case X- direction Late C O U Company : BSC Designer : Steve Bjordahl, SE Job Number : Controlled Environments - Tukwila Baker - Tukwila Fire Pump House May 7, 2012 7:57 AM Checked By: Fnva/nra Mamhpr Cprtinn Fnrrac Member Sec Axialflbl ; AX Maximum horizontal brace force (L4x4x1/4) 1 M35 1 ma min 112 30.808 9 16054 31 16 064 _0 27 092 10 0 9____0.._______9__ I 0 9 2 , 24 15.844 0 19 0 9 4 2 max min - 1624.421 12 24 -15 844 -30 808 31 9 16.064 - 16.064 27 30 ;002 10 19 0 9 0 9 0 =0 9 0 9 5 M36 1 max 1250.782 13 69.58 21 19 031 26 0 30 .067 12 .054 10 6 min - 1393.666 22 -87 576 12 -13 612 31 0 27 - 04 21 -.034 21 7 2 max 1250.782 13 16.774 21 20.586 27 0 30 .162 21 .615 12 8 min' 1393.666 22 - 140.382 12 - 15.161 ,. 30 0 27 -:446 12 -:238 21 9 M31 1 max 858.021 23 49.613 9 20.28 33 001 12 0 9 0 9 10 min 1352567 25 25.515 32 -20.28 32 0 21 0 9 0 9 11 12 2 max min 858 -021 -1352.567 23 25 _ - 25.515 .... -49 613 33_ 9 _ _20.28 -20 28 - -- 28 33 .001 12 21 0 0 9 9 0 9 0 . 0 9 13 M30 1 max 991.223 22 49 613 9 20.28 33 0 21 0 9 0 9 14 min - 1315.732 24 25:515 3 -2028 28 -.001 12 0 9 0 9 15 2 max 991.223 22 -25 515 32 20 28 32 0 21 0 9 0 9 1. u•' -1 1 .7 .1 • - • . •• • 17 I M32 1 max min 651.639 - 919256 33 23 69 :577 _9_ . -6.78 35 814 _ _ _ 31 - 39.645 33 28 001 19 0 9 9 0 9 18 - 002 10 - -- 0 0 9 19 2 max 931.828 25 - 35.907 31 39.645 28 0 21 0 9 0 9 20 min -1135 478 20 -69 878 9 6 78 33 0 12 0 9 0 9 21 M29 1 max 699.84 29 49.616 9 20.28 29 .001 11 0 9 0 9 22 23 MIn - -806.318 667.712 22 2 _22 25,517 - 5.517 - 49.616 33._20.28 .......- 32 20_28 9 -20:28 28 ^___._6_ 32 33 1:8_ 11 18 ' 0 9 9 : :9 0 _9_. 9 9 2 .001 0 0 0 I 0 0 24 min - 806.318 _ u II • • 0 032 30 .901 19 0 r � 0 9 : 0 9 9 26 min -400 712 24 7 928 31 -8.032 27 - 003 10 0 27 28 2_ _max_ min 33. 7.257 _ -400 712 12 24 = 7.928__30__ -_ 8,032. -15 415 9 -8 032 31._ 26 00t_._ 10 0 9 0 9 ._19_ - 003 .. 0 9 0 :. 9 29 M34 1 max 368 496 24 24 806 9 10 139 33 0 20 0 9 0 9 30 31 mini -221143 368.496 20 24 12.757 33 -10.139 - 12.757 31 10 139 28 0 13_ 20 13 0 9 0 _9_" 9 2 max 32 29 0 0 0 0 _ 9 0 32 min - 221.143`- 20 - 24:806 - I 9 •10.139 RISA -3D Version 9.1.1 [C: \Projects \Controlled Environments \Tukwila \calculations \frame.r3d] Page 2 18 Company : BSC Designer : Steve Bjordahl, SE Job Number : Controlled Environments - Tukwila Baker - Tukwila Fire Pump House May 7, 2012 7:54 AM Checked By: Maximum vertical brace force (C4x5.4) Frtvainpp Mamhar Sprtin nr c - Member Sec Axialllbl L v Shearilbl LC z Sheartlbl LC Toraueik- 1 I M16 1 max mi 845674 m . 9.505 30 f'.' 1:288 11 21.328 25 21 395 29 28 0 0 33 28 0 0 9 9 - 0 0 9 9 2 3_ 2_ max 2667427 27. -.982 21. 405_ 28 31 0 9 0 9 4- min -2352 48 _ 30 -9 065 _25 11 -21 341 29 0 _ 18 ._ 0 9 0 9 5 M17 1 max 2621.286 26 1 8.545 18 21.252 28 0 28 0 9 0 9 6 min - 2523.65 31 1 125 30 -21 11 29 0 33 0 9 0 9 7 2 max 2477.522 30 -.916 11 21.089 29 0 20 0 9 0 9 8 min - 2471:013 31 0 - 8.568 18 - 21.233 28 0 25 0 9 0 9 9 M24 1 max 2528.367 28 I 14.057 29 23J9 27 0 27 0 9 0 9 10 min - 2095.761 33 -1 -.115 32 I :231785 -- 26 0 -30 0 9 0 9 11 2 max 28 I _234 32J 23.767 26 0 11 0 9 0 9 1 2 min" _2368.411 `- 2076.644 33 -13 519 29 ( - 23.772 27 0 - -' 18 0 i 9 0 9 13 M22 1 max 2507.725 29 15.186 28 23.947 26 0 26 0 I 9 0 9 14 min - 1992.615 32 073 33 - 24.545 27 0 31 0 9 %0 9 15 2 max 2345.373 29 I .216 33 24.556 27 0 28 0 9 0 9 16 min 1974.959 32 14.863 28 - 23.963 26 0 29 0 9 "0 9 17 M23 max 2428.745 J 14.83 24.114 26 0 30 0 9 0 9 18 _1 min - 2118.956 _29 32 132 _28 33 - 24.045 27 0 27 0 19 2 max 2266.476 29 I .136 33 I 24.047 27 0 31 0 19 I 0 9 20 1 min -- - 2100485 32' I -14441 28 -24 119 - -' -26 0' 26 0 9 0 9 21 I M15 1 max 2409.282 26 I 34.148 1 27 37.133 28 0 20 .094 29 .076 27 22 mm `' _205.8:783_ ( .7.824_ -36 649_ _13_ _,095 _28_. .039__30_ 23 2 max _2.23.9.411 -31' 26 I .34 _30,___ 30 33.933 _29__ 29 _,_0 Q 32 .077 2_9__,919 _ 24 .. min _ - 2052.626 31 -21 252 27 -34 135 . _ 28 0 29 -.076 32 I -.01 _1_9_. 22 25 3v114 1 max__-233,3,913-_ 27 J 16 812 26 15.326 33 0 29 26 min - 2184 475 30 I 1 434 31 -15 639 28 0 _ _ _ _ 32 0 9 0 9 27 2 max I .723 1_31_ 0 9 0 9 28 min _21/0,1_45 -2216 367 ..31 . _ _15.658. 26 I -17 603 26 -15 352 ..28_ 33 __0 0 _21 12 0 9 0 9 29 M21 1 max 2262 585 28 I 14 034 29 24.224 27 0 31 0 9 0 9 30 min - 2070.153 33 - I -.432 32 1 -23 557 26 0 26 0 9 0 9a 31 2 max 2103.759 28 502 32 23.528 26 0 19 0 9 0 32 I min - 2051.248 33` - 13.492 29 -24 203 _.27 0 10 0 I 9 0 9 RISA -3D Version 9.1.1 [C:\Projects\Controlled Environments\Tukwila\calculations\frame.r3d] Page 1 19 Project: Baker - Tukwila Fire Pump Room; Tukwila, WA Subject: Brace gusset connections Engineer: Steve Bjordahl, SE Date: 5/7/2012 SPREADSHEET FUNCTION Computes width of gusset plate required to develop gross area tension yield strength of a bolted single or double angle brace. Also computes brace tension rupture strength at bolt hole, bolt bearing capacity, bolt shear capacity and angle block shear and checks Whitmore section. Equation J3 -6a is used for bolt bearing. Bolt threads are included in the shear plane (Type N). Bolts must be in a single row with standard round holes. GOVERNING CODES AISC 360 RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts • L3X3X3/16 C4x5.4 single single 36 36 0.2500 6.00 0.625 A325 2 2.50 1.75 1.75 1.50 0.6752 35 28 24 22 2 23 36 36 0.3750 3.50 0.625 A325 2 3.00 1.50 1.50 2.00 0.64 63 49 31 22 36 42 23 44 N O Angle $Ru Bolt 4Ru ` PL 4 Ri. Angle Size Single or Double? Angle Fy (ksi) Plate Fy (ksi) tPi (in) bPt (in) dB (in) Bolt Type N Bolts Spacing (in) PL End (in) Angle End (in) Angle Edge (in) Shear Lag, U AgFy (kips) Ayh. (kips) Bo Br (ki ) Bolt Shear (kips) A le Blgck Shear AgFy (kips) AeFu (kips) • L3X3X3/16 C4x5.4 single single 36 36 0.2500 6.00 0.625 A325 2 2.50 1.75 1.75 1.50 0.6752 35 28 24 22 2 23 36 36 0.3750 3.50 0.625 A325 2 3.00 1.50 1.50 2.00 0.64 63 49 31 22 36 42 23 44 N O Plate Moment y k -ft per ft 1 .326 -.474 -1.274 -2.074 -2 874 -3.674 -4.474 -5.274 -6.074 -6.874 -7.674 534.02 - 512.9; 54.72 176.86 Results for LC 31, 0.72D -EX 2- direction Reaction units are lb and k -ft See "Hilti Anchor" output for anchor design. BSC Steve Bjordahl, SE Baker - Tukwila Fire Pump House Controlled Environments -4 Worst Case Column Anchor Loads SK - 19 May 7, 2012 at 11:35 PM frame reaction model.r3d 21 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Profis Anchor 2.3.0 Bjordahl Structural Consulting, PC Steven Bjordahl, SE 406 - 839 -3389 steve @bjordahlsc.com Page: Project: Sub - Project I Pos. No.: Date: 1 Tukwila Fire Pump 5/8/2012 Specifier's 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 [lb, in.lb] HIT -HY 150 MAX -SD + HAS 3/4 het,act = 10.000 in. (hef,limit = - in.) 5.8 ESR 3013 4/1/2010 1 4/1/2012 design method ACI 318 /AC308 eb = 0.000 in. (no stand -off); t = 1.000 in. Ix x ly x t = 4.000 in. x 15.000 in. x 1.000 in.; (Recommended plate thickness: not calculated) no profile uncracked concrete, 4000, fb' = 4000 psi; h = 24.000 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 yes (D.3.3.6) 2 Proof I Utilization (Governing Cases) Loading Tension Shear Proof Bond Strength Steel Strength Loading Combined tension and shear loads Design values [lb] Utilization Load Capacity IIN / ilv [ %] 4419 4431 100/- 504 2444 -/21 Status OK OK flv r; Utilization [+N,V [%] Status 0.997 0.206 1.0 101 trot- reccramen+dect /1 3 Warnings • Please consider all details and hints /warnings given in the detailed report! 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 22 Company Designer Job Number BSC Steve Bjordahl, SE Controlled Environments - Tukwila Maximum soil spring force applied to -6 "x6" element = 595 psf < 1500 :. OK Note! LRFD load combinations used. Baker - Tukwila Fire Pump House May 7, 2012 8:01 AM Checked By: Fnva/npo .Inint Raartinnc Joint Z fibl MX fk -ftl MY fk -ftl LC 1 1 N9 max 1624.3 27 148.813 30 1 0 7 25 28-___ 33 1294.195 33 0 19 .049 -.05 0 32 29 11 0 0 0 9 9 9_ 9' 2 min [ - 1554.713 •1401 365 1285.88 . -1529 035 28 _33_ 28 0 ____0 0 9 9 9 2 4 N11 max 1.._127072___27____..1 min -122.9 8__ 30 j 0 0 25 _ 0 5 N6 max I 1131.605 31 134.296 26 122.53 33 0 9 0 22 0 9 6 min - 1161.602 26 0 31 -125 597 28 0 i 9 0 31 7 N1226 max 48.595 27 124 316 27 48.595 29 0 1 9 0 9 0 9 8 min E - 48.595 26 1 0 25 48:595 28 ' 0 j= 9 9 N1227 max I 45.603 27 1 121.186 27 45.603 33 0 1 9 0 9 0 9 10 I min" :.. - 45.603 26 1 0 25 - 45.603 28 1 0 1 9 0 9 0 9 11 1 N1225 max_ I min i 49.252, - 49.252 27 _1120,535 26 ' 0 _27_ 25 49,252__ -49 252 - 29 0 1 9 0 9 0 9 12 -28- 0 19 -- 0 9 0 9 13 N1172 max 48.314 27 l 119 807 27 48 314 29 0 1 9 0 9 0 9 14 min , -48 314 26 0 25 -48 314 28 0 i 9 0 9 15 N249 max 1 48 391 27 ] 119.653 28 48.391 29 0 1 9 1 0 9 0 9 16'1 min I - 48.391 26 0 33 -48.391 28 17 N1201 max ! 44.906 _ -44 906 _ 27 1 117.576 27 25 . 44906 33 0 1 9 0 9 0 9 18 min , 26 i _ _ 0 -44 906; 28 . 0 ; . g . 0 _„ g 19 N278 max 1 49.225 27 I 117.014 28 49.225 29 0 1 9 1 0 9 0 9 20 min "1 -49.225 26 i 0 33 - 49.225 28 0 1 9 0 9 0 9 21 1 N1224 max 1 49.395 27 1 115.361 27 49.395 29 0 1 9 0 9 0 9 __22___ -_23 __ : N220 ___min -i max min __49.395`_26 44.943 - 44.943 I 0--___30_ 27 1 114.909 26 0 -49 395.... 28 44.943 33 - 44.943 -28 33 28 0_ -- 0 i 9_:.. 0__ I 9 Q 9 0 9 9 9 _ 0 0 0 �9.... -: 9 9= 24 - H. '9.131 27 1 114 468mm __27__ 25 49.131 29 28 0 0 1 9 0 ! 9 0 9 0 9 26 min i -49 131 26 0 - 49.131 _ _27 28 1 N190 max 48 60.9_ -48 609 _27 I 114.043_ 26 E .. 0 _28_ _ 48.609.._ . 33 __ - 48609. .. 0 � 9 _ ! 9 . 0 9 9 ... 9 9 9 min .! _29 28 0 1 0 0 29 N191 max 1 45.609 27 1 113 701 28 45.609 33 0 1 9 0 9 0 9 30 mini - 45;609 31.541 - -__0 33__, - 45.609' 27 31.541 28 29 0 ` ! 9 1 9 _ 0 0 9" 9 0 0 9_: 9 31 N1.199 max 1 _26__. 27 113.579 0 RISA -3D Version 9.1.1 [C: \Projects \Controlled Environments\Tukwila\calculations\frame.r3d] Page 3 23 x N N N N N N ncq mN W"w0 V CO Q� C .• E • d 0 LO m w 0 Results for LC 2 Baker - Tukwila Fire Pump House X Direction Worst Case Top Bending oiled Environments - _I c 0 0 Results for LC 27, 1.38D -EX Plate Moment x k -ft per It 7.38 5.98 I 4.58 3.18 1.78 .38 -1.02 -2.42 -3.82 -5.22 -6.62 BSC Steve Bjordahl, SE Baker - Tukwila Fire Pump House Controlled Environments -... X Direction Worst Case Bottom Bending SK - 16 May 7, 2012 at 11:17 PM frame.r3d 25 n 0 0 0 m 0 m 0 z 3 (D • Ds luepaofs ants W n Z Direction Worst Case Top Bending esnoH dwnd eald eI!M>1nl -ae1es Z3 *086' L '9Z 01 JOI sllnsay 3 9 W Wci t7Z: Z lOZ `L IeL x� O 0 )A W NN-) - — m CO O N A m Co O N- l p ,p,4 A A A A A A A A A A co 0n N n �� A m N N� t D� N C ZT, IAN V C)N O. a 0 A O 0 -J O T ^G 0 N N T N Q N ti Baker - Tukwila Fire Pump House U m CO W t 0 0 a) Z Direction Worst Case Bottom Bending Controlled Environments -..! GOVERNING CODES ACI 318-08 Project: Baker-Tukwila Fire Pump Enclosure; Tukwila, WA Subject: Flexural Reinforcing Engineer: Steve Bjordahl Date: 5/7/2012 Width, Depth, Mu As Min As Actual a cl) M n Location f'c (psi) fy (psi) b (in) d (in) (in-k) 131 (in2) As Max (in2) (in2) (in) (in-k) Mu/c$Mn ThickenedlEdgre';' , . '' 400O ° 60 000 - 1SrOz"°' 18 00 106 :c 0.85 0.72 4.46 0.62 0.91 587 0.18 % hN III ► .2`iil. !//11117- X11.._ ]ld! /1111 1•11111 11111 ' IllIltlDwII \\ \111•1 ilk 411111 " %/ W1►\ A\\=b11AW REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City of Tukwila BUILDING DIVISION PILE Copy permf stn ri- GEOTECHNICAL ENGINEERING INVESTIGATION TUKWILA FIRE SPRINKLERS WATER TANK AND FIRE PUMP HOUSE 5795 SOUTH 130TH PLACE TUKWILA, WASHINGTON PROJECT NO. 062-12005 MARCH 16, 2012 Prepared for: CONTROLLED ENVIRONMENTS CONSTRUCTION, INC. ATTN: MR. MAC MCNAMARA 1562 PARKWAY LOOP, SUITE E TUSTIN, CALIFORNIA 92780 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 11715 N. CREEK PARKWAY S., C -106 BOTHELL, WASHINGTON 98011 (425) 485 -5519 RECEIVED MAY :f1Mit TUKWILA PUOM WORKS RECEIVED MAY 302012 PERMIT CENTER �v 1Kr21z21lT1 an & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS 1 MIL .I�razan & ASSOCIATES,INC. 1 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION MATERIALS TESTING & INSPECTION March 16, 2012 KA Project No 062 -12005 ' Controlled Environments Construction, Inc. 1562 Parkway Loop, Suite E ' Tustin, CA 92780 Attention: Mr. Mac McNamara Reference: GEOTECHNICAL ENGINEERING INVESTIGATION Tukwila Fire Sprinklers — Water Tank and Fire Pump House t 5795 South 130th Place Tukwila, Washington Dear Mr. McNamara, UIn accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office. 1 Respectfully submitted, KRAZAN & ASSOCIATES, INC. oak 1 1 1 Michael D. Rundquist, P.E. Senior Project Manager MDR/j 1 Offices Serving The Western United States 11715 N. Creek Parkway S., C -106 • Bothell, Washington 98011 • (425) 485 -5519 • Fax: (425) 485 -6837 aZall &AS SOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION 1 PURPOSE AND SCOPE 2 PROPOSED CONSTRUCTION 2 SITE LOCATION AND DESCRIPTION 2 GEOLOGIC SETTING 3 FIELD INVESTIGATION 3 SOIL PROFILE AND SUBSURFACE CONDITIONS 4 GROUNDWATER 4 GEOLOGIC HAZARDS 4 Erosion Concern/Hazard 4 Seismic Hazard and Liquefaction Analysis 5 CONCLUSIONS AND RECOMMENDATIONS 6 General 6 Site Preparation 8 Foundations 9 Temporary Excavations 12 Structural Fill 12 Erosion and Sediment Control 13 Groundwater Influence on Construction 14 Drainage 14 Subsurface Utility Installations 14 Floor Slabs and Exterior Flatwork 15 Testing and Inspection 15 LIMITATIONS 15 VICINITY MAP Figure 1 SITE PLAN Figure 2 FIELD INVESTIGATION AND LABORATORY TESTING Appendix A EARTHWORK SPECIFICATIONS Appendix B Eleven Offices Serving The Western United States 11715 N. Creek Parkway S., C -106 • Bothell, Washington 98011 • (425) 485 -5519 • Fax: (425) 485 -6837 Iazan &AS SOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION March 16, 2012 KA Project No. 062 -12005 GEOTECHNICAL ENGINEERING INVESTIGATION TUKWILA FIRE SPRINKLERS WATER TANK AND FIRE PUMP HOUSE 5795 SOUTH 130TH PLACE TUKWILA, WASHINGTON INTRODUCTION This report presents the results of our Geotechnical Engineering Investigation for the planned Water Tank and Fire Pump House project located at 5795 South 130th Place in Tukwila, Washington. Discussions regarding site conditions are presented in this report, together with conclusions and recommendations pertaining to site preparation, excavations, foundations, structural fill, utility trench backfill, concrete floor slabs and exterior flatwork, drainage, and erosion control. The project site is located in a commercial and residential area of the Duwamish River valley south of Seattle. Existing structures include two small offices, a rendering plant, water treatment plant, a warehouse, and a garage. For our use in preparing this report, we have been provided with two drawings for this project. One of the drawings is a site plan titled, "Seattle Rendering Plant — Baker Commodities, 5795 South 130th Place, Tukwila, Washington 98178 — Reference Underground/Site Plan," by Mr. Sprinkler Fire Protection, dated September 21, 2011. The other drawing shows details of the planned pump room and is titled, "Baker Tukwila — Fire Pump Room," by Controlled Environments Construction, Inc., dated December 20, 2011. Based on the available drawings and conversations with the project representative, it is our understanding that the project consists of constructing a new fire sprinkler system, including a new 125,000 gallon water tank and fire pump room for the rendering plant and the water treatment facility. A site plan showing the approximate exploratory soil boring location is presented following the text of this report in Figure 2. A description of the field investigation as well as the exploratory soil boring log is presented in Appendix A. Appendix B contains a guide to aid in the development of earthwork specifications. If there are conflicts between the text of the report and the general specifications in the appendices, the recommendations in the text of the report have precedence. Offices Serving The Western United States 11715 N. Creek Parkway S., C -106 • Bothell, Washington 98011 • (425) 485 -5519 • Fax: (425) 485 -6837 KA No. 062 -12005 March 16, 2012 Page No. 2 PURPOSE AND SCOPE This investigation was conducted to evaluate the subsurface soil and groundwater conditions at the site, and to develop geotechnical engineering recommendations for use in the design of the proposed site improvements. Our scope of services was performed in general accordance with our proposal for this project, dated February 24, 2012 (Proposal Number G12- 060WAP) and included the following: • Geotechnical boring layout plan, comprehensive soil boring log, including soil stratification and classification, and groundwater levels where applicable; • Recommended foundation type for structures; • Allowable foundation bearing pressure, anticipated settlements (both total and differential), and frost penetration depth; • Liquefaction analysis if loose /soft liquefiable soils are encountered at the site; • Recommendations for seismic design considerations including site coefficient, ground acceleration and seismic surcharge loads; • Parameters for the slab -on -grade design including modulus of subgrade reaction; • Recommendations for the use, placement, and compaction of on -site soils and imported fill materials; • Construction and excavation considerations, identification of any problematic soils or groundwater conditions, and depth of over - excavation if required; • Design criteria for temporary excavations. PROPOSED CONSTRUCTION It is our understanding that the project generally consists . of constructing a new fire sprinkler system to provide service to the existing rendering plant and water treatment plant. The project includes a new 125,000 gallon water tank and a fire pump room to be located in the southern portion of the site. SITE LOCATION AND DESCRIPTION The site is located at 5795 South 130th Place in Tukwila, Washington, and is shown on the Vicinity Map in Figure 1. The project site is located in a valley and is situated on generally flat land near the east shore of the Duwamish River, which flows slowly to the north toward Elliott Bay in Seattle. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 3 Existing structures include two small offices, a rendering plant, water treatment plant, a warehouse, and a garage. Trees, underbrush, and grass cover much of the site perimeter near the shores of the river, which borders the site to the north, south and west. A railroad is located along the eastern side of the property. The site is accessed by South 130th Place at the northeastern corner of the property. GEOLOGIC SETTING The site lies within the central Puget Lowland. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four cycles of glacial advances and retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland includes deposits of glacial and non - glacial sediments. The "Geology of the Des Moines Quadrangle, Washington" by Howard H. Waldron (U.S.G.S., 1962) indicates that the property is underlain by Quaternary alluvium (Qa). Alluvium generally includes materials deposited by flowing water, and is typically characterized by poorly to moderately sorted silt, sand, and gravel. In general, the near - surface soils encountered in our geotechnical boring were interpreted to be alluvium and lacustrine deposits. Very loose silty sand (alluvium) was encountered near the surface, and soft silts /clays (lacustrine deposits) were encountered from about 4 to 7 feet in depth. Very loose to medium dense sand (alluvium) was encountered to a depth of about 38 feet in the geotechnical boring. The soils encountered between 38 and 46 feet generally consisted of medium dense silty sand with clay, gravel, and small amounts of shell pieces. This material is interpreted to be marine sediment from an extension of the Puget Sound prior to the modern river environment. Dense sand, silt and gravel was encountered below the marine sediment, which we interpreted to be glacial drift from the last ice age. FIELD INVESTIGATION A field investigation consisting of one exploratory soil boring was completed to evaluate the subsurface soil and groundwater conditions at the project location. The exploration was drilled to a depth of 54.0 feet below the existing ground surface. The exploratory work was completed on March 1, 2012 by Environmental Drilling, Inc. (a Krazan subcontractor) utilizing a truck - mounted drill rig. Representative samples of the subsurface soils encountered in the borings were collected and sealed in plastic bags. These samples were transported to a Krazan laboratory for further examination and verification of the field classifications. The soils encountered in the exploratory boring were continuously examined and visually classified in accordance with the Unified Soil Classification System (USCS). A more detailed description of the field investigation is presented in Appendix A. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 4 SOIL PROFILE AND SUBSURFACE CONDITIONS The geotechnical subsurface exploration for this project consisted of one soil boring advanced to a depth of 54.0 feet below the ground surface. The location of the soil boring is shown on the Site Plan in Figure 2. The materials encountered in Boring B -1 generally consisted of a surface layer of topsoil to a depth of about 0.3 feet. Underlying the topsoil, the soil boring encountered a thin layer of loose sand with gravel and silt to a depth of about 1.0 foot, which we interpreted to be undocumented fill. The fill material was underlain by very loose silty sand to a depth of about 3.5 feet below the ground surface. We interpreted this material to be native alluvium. Underlying the very loose silty sand, the soil boring encountered soft to very soft silt with clay (lacustrine deposits) to a depth of about 7.0 feet below grade. Below this material, the soil boring encountered loose fine sand interbedded with silty sand (alluvium) to a depth of about 16.0 feet below the existing ground surface. Underlying the interbedded materials, the soil boring primarily encountered loose to medium dense sand (alluvium) to a depth of about 38 feet below existing grade. Below this material, medium dense silty sand with clay and trace shell pieces (marine sediment) was encountered to a depth of approximately 46 feet below the ground surface. Underlying the marine sediment, the soil boring encountered dense silty sand with trace gravel (glacial drift) to the depth explored at 54.0 feet below grade. For additional information about the soils encountered, please refer to the log of the exploratory boring in Appendix A. GROUNDWATER The exploratory soil boring was checked for the presence of groundwater during and immediately following the drilling operations. Groundwater was encountered at approximately 16.5 feet below grade in the exploratory boring during our subsurface investigation. The depth to groundwater roughly correlates to the nearby river elevation at the time of our site exploration. It should be recognized that water table elevations may fluctuate with time. The groundwater level will be dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. GEOLOGIC HAZARDS Erosion Concern/Hazard The site is not rated with respect to erosion potential in the Natural Resources Conservation Service (NRCS) map. Due to the relatively flat -lying land area, we interpret the soil erosion hazard to be low where the soil is covered with vegetation. If vegetation or other ground cover is removed and the Krazan & Associates, Inc. Eleven Offices Serving The Western United States 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 KA No. 062 -12005 March 16, 2012 Page No. 5 underlying soils are exposed to surfacewater runoff or wind, we interpret the soil erosion hazard to be moderate. It has been our experience that soil erosion can be minimized through landscaping and surface water runoff control. Typically, erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather. Seismic Hazard Based on exploration data, the upper soils at the site are considered to be susceptible to liquefaction; however, if the structures are relatively small with natural period less than 0.5 sec, the overall soil profile may be classified as site class E as defined by Table 1613.5.2 of the 2006 International Building Code (2006 IBC) (Table 20.3 -1 ASCE 7 -05) without considering potential liquefaction. Therefore, we recommend using site class classification E. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website, ASCE 7 -05 and 2012 IBC to obtain values for SS, Si, Fa, and Fv. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters are as follows: Seismic Item Value IBC Reference Site Class E Table 1613.5.2 Site Coefficient Fa 0.90 Table 1613.5.3 (1) Ss 1.48 Figure 1613.5 (3) SMS 1.33 Table 1613.5.3 SDS 0.89 Table 1613.5.4 Site Coefficient Fv 2.40 Table 1613.5.3 (2) S, 0.55 Figure 1613.5 (4) SM, 1.33 Section 1613.5.3 SDI 0.89 Section 1613.5.4 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. Soil liquefaction is a state where soil particles lose contact with each other and become suspended in a viscous fluid. This suspension of the soil grains results in a complete loss of strength as the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in Krazan & Associates, Inc. Eleven Offices Serving The Westem United States KA No. 062 -12005 March 16, 2012 Page No. 6 which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, we analyzed the following factors: 1) Soil type 2) Groundwater depth 3) Relative soil density 4) Initial confining pressure 5) Maximum anticipated intensity and duration of ground shaking Liquefaction Analysis: We performed a site specific liquefaction analysis based on methods originally developed by Seed and Idriss. For our analysis, SPT N- values were normalized to (N1)60 to correct for factors such as overburden pressure, hammer energy, borehole diameter, rod length and fines content. The normalized blow count was then used to determine the cyclic resistance ratio (CRR) of the soils at the sample location. The factor of safety against liquefaction was calculated by comparing the CRR to the average cyclic resistance ratio (CSR) of the soil at the sample location. In general, if the calculated factor of safety is less than unity it is estimated that the soils are potentially liquefiable. The analysis was performed at the Boring B -1 location. The zone of liquefaction was calculated for an earthquake with magnitude of 7.5. The peak horizontal acceleration of 0.25 was used as mapped by the U.S. Geological Survey. Based on our analysis, the on -site soils at the Boring B -1 location indicate that there is a high liquefaction potential within the upper 38 feet of the underlying soils (dependent on existing groundwater elevations at the time of the earthquake). The soils encountered below the upper 38 feet of the site are not considered liquefiable under this seismic event due to the relatively dense nature of the soils. The maximum liquefaction induced settlement is estimated to be in the order of 8 to 10 inches. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned improvements at this site are feasible, provided that the geotechnical recommendations presented in this report are included in the project design. Loose sand and soft silt /clay soils were encountered in our exploratory boring to a depth of about 22 feet below the existing ground surface in the planned construction area. The soils from 22 to about 38 feet have a slightly improved density, but are still considered to have low strength. Groundwater was encountered at about 16.5 feet in depth, roughly corresponding to the nearby river elevation. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 7 Based on our exploration, we interpret the soils to have a low capacity for bearing structural loads and to have a high susceptibility for liquefaction during earthquakes. Our geotechnical recommendations regarding foundation support are intended to reduce the potential for structural settlement; however the loose /soft materials can be prone to settlement under building and pavement loads. Some flexibility would need to be incorporated into utility, pavement, and landscape designs to allow for the potential settlement. The subsurface conditions are not considered suitable for conventional shallow foundation support for the proposed structures under static loading conditions. The subsurface conditions are considered even less favorable for support of the structures with typical spread footings from the standpoint of potential liquefaction induced settlements, which could result from a large seismic event. The most effective option for reducing potential structural damage resulting from liquefaction induced movements would be to completely penetrate the liquefiable zones with a deep foundation system designed with a combination of friction and end bearing piles. This type of system may consist of auger -cast piles, driven piles or drilled shafts. However, the vibrations from driven piles may present some risk to existing structures on the site. Auger cast piles or drilled shafts could be installed with little vibration. Deep foundations would probably extend at least 45 to 55 feet into the ground. Alternatively, if some risk of settlement is acceptable, a mat /raft foundation system could be designed in conjunction with ground improvement techniques for the near surface soils. These measures would not directly improve the liquefiable soil zones; however, the increased stiffness of the section of material beneath the mat foundation would provide a measure of soil improvement. It should be noted that while these measures will have no effect on mitigating the potential liquefaction induced settlement, they may help to reduce the effects of differential settlement that could occur during /following a seismic event. More detailed geotechnical recommendations for structural support are presented in the Foundations section of this report. The soils that will be encountered during site development are considered extremely moisture - sensitive and may disturb easily in wet conditions. During our explorations there appeared to be a surficial crust of material on the site that seemed to be capable of supporting construction traffic. The cost of development could be dramatically increased if this supportive layer is removed and the soft underlying materials are exposed. All earthwork should be accomplished with techniques to maintain and improve this support layer. These techniques could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and immediately covering the exposed subgrade with a layer of rock spalls for protection. The prepared subgrade should be protected from construction traffic and surface water should be diverted around prepared subgrade. We recommend that the site be developed only during extended periods of dry weather. We recommend that all fill materials used on this site consist of clean rock materials that will not require vibratory compaction. Vibratory compaction is not considered suitable for this site. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 8 Site Preparation General site clearing should include removal of vegetation, topsoil, existing abandoned utilities, rubble, and rubbish. Site stripping should be conducted until all organics in excess of 3 percent by volume and any debris are removed. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and re -used in landscape or non - structural areas. Any remaining loose areas that may affect construction traffic should be over - excavated and replaced with structural fill. Site and condition specific recommendations should be provided by the geotechnical engineer during construction. During wet weather conditions, typically October through April, subgrade stability problems and grading difficulties may develop due to excess moisture, disturbance of sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to over - excavate exposed soils if they become disturbed and cannot be re- compacted due to elevated moisture contents. Certain areas of the on -site soils have silt contents that may result in moisture sensitivity for these materials. Areas of over - excavation should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and re- compaction or replacement by imported material. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry, warm weather (typically during the summer). If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of the placement of aggregate base and the protection of exposed soils during the construction phase. Any buried structures encountered during construction should be properly removed and backfilled. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures should be completely removed. Abandoned concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the geotechnical engineer. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations, contained in this report, are predicated upon the assumption that earthwork construction will conform to the recommendations set forth in this report. Krazan & Associates, Inc. Eleven Offices Serving The Westem United States KA No. 062 -12005 March 16, 2012 Page No. 9 Foundations Ground Modification: In our opinion, the most practical form of ground modification for this project site consists of staged excavations backfilled with quarry rock. This form of subgrade improvement would likely reduce, but not eliminate, the potential for structural settlement. Staged excavations would consist of test pit sized holes, approximately 3 feet wide by about 8 feet long, excavated to a depth of about 7 to 8 feet, which would then be immediately backfilled with 2 -to 4 -inch quarry rock to avoid caving. The actual width and length of excavations can be determined by the project designer with input by the contractor as the subsurface conditions are exposed during the initial construction. Once the hole is backfilled with rock, another excavation can be made approximately 2 to 3 feet away and backfilled with rock. This procedure should be continued until the planned foundation subgrade area is completed. Ground modification should extend at least 8 feet outside of the planned perimeter of the structures for adequate support. Excavations should extend through the silt /clay layer and into the underlying sand, approximately 7 to 8 feet below the ground surface. This would allow for the foundation loads to be transferred to native granular material. Although the sandy soils at a depth of about 7 to 8 feet are in a loose condition, they should provide better support than the soft silt/clay soils, and should be less prone to long -term consolidation. Some structural settlement should be anticipated using this from of ground modification. These measures would not directly improve the liquefiable soil zones; however, the increased stiffness of the section of material beneath the mat foundation would provide a measure of soil improvement. It should be noted that while these measures will have no effect on mitigating the potential liquefaction induced settlement, they may help to reduce the effects of differential settlement that could occur during /following a seismic event. We recommend that 2 -to 4 -inch quarry rock be utilized for excavation backfill. Angular rocks tend to interlock, allowing structural loads to transfer, outward and downward to granular materials, thereby providing an increase in bearing capacity and improving subgrade performance during seismic activity. We recommend that a geotechnical representative be present at the site during the ground modification procedures to monitor excavation depth and backfill methods and materials. Test pits should be excavated prior to the beginning of construction to evaluate the subsurface soil and groundwater conditions and evaluate the need for a geotextile separator or geogrid reinforcement for the ground improvement. We also recommend that the foundations be designed as a reinforced raft or mat. A raft or mat foundation is a combined footing slab that usually covers the entire area beneath a structure and supports all walls and columns. For this project the raft would be used to reduce potential for differential settlement over the compressible soils and due to liquefaction during a seismic event. We recommend that underground utilities be installed with flexible connections. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 10 Building foundations should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Footings should conform to current International Building Code (IBC) guidelines. Water should not be allowed to accumulate in footing excavations. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For the reinforced foundation design, we recommend a Modulus of Subgrade Reaction of no more than 300 pounds per cubic inch be used for the recommended layer of 2- to 4 -inch rock spalls overlying the loose native soils. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 1500 pounds per square foot (psf) be used for the structural mat design if placed on at least three feet of rock spalls. A representative of Krazan and Associates should evaluate the foundation excavation and rock fill placement. Depending on the moisture content of the soil exposed in the bottom of the foundation excavation, it may be useful to place a layer of geofabric or geogrid over the bottom of the excavation prior to placing the rock fill. This determination will be made at the time of construction. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. The estimated potential foundation settlement using the recommended 1500 psf allowable bearing pressure could be three to four inches under static conditions and up to 10 inches if liquefaction of the underlying soil occurs during a seismic event. The rock fill and structurally reinforced mat foundation should significantly reduce the potential for problems associated with differential settlement. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, rock fill should be used as backfill against the footing. We recommend that the upper one -foot of soil be neglected when calculating the passive resistance. Deep Foundations: The most effective option for reducing potential structural damage resulting from liquefaction induced movements would be to completely penetrate the liquefiable zones with a deep foundation system designed with a combination of friction and end bearing piles. This type of system may consist of auger -cast piles, driven piles or drilled shafts. However, the vibrations from driven piles may present some risk to existing structures on the site. Auger cast piles or drilled shafts could be installed with little vibration. Deep foundations would probably extend at least 45 to 55 feet into the ground. If a deep foundations system is considered, we can work with your structural engineer to Krazan & Associates, Inc. Eleven Offices Serving The Western United States 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 KA No. 062 -12005 March 16, 2012 Page No. 11 provide appropriate recommendations for piles to support the anticipated loads. General recommendations for pin piles are included. Driven Steel Pipe (Pin) Piles: Foundation systems bearing on driven corrosion- protected pipe piles may be suitable for the project. Deep foundations should be considered if settlement cannot be tolerated for the planned structure. In the following table, we have presented typical pipe pile size, hammer types, and pile capacities. If other pile sizes and/or types are considered, we can provide additional information. Preliminarily, it is our opinion that 4- and 6 -inch diameter, galvanized, steel pipe piles will be the most suitable sizes. We anticipate the bearing layer to be at variable depths from about 45 to 55 feet below the existing ground surface for the planned structures. However, this depth is subject to verification in the field during construction. The estimated compression pile capacities of piles driven to refusal are presented in the following table. The capacities are based on achieving required refusal criteria. Consideration was given to reduce the load capacities because of long piles and liquefaction effects. The structural engineer should evaluate the slenderness ratio and potential buckling load during liquefaction as it will limit the compression capacities of the piles. It should be noted that vertical pipe piles do not provide lateral capacity. If lateral capacity is needed, battered pin piles may be employed. Allowable Pile Compression Capacity of Driven Steel Pipe (Pin) Piles Pipe Piles Diameter (inches) Hammer Sizes (pounds) Total Allowable Axial Compression Capacity (kip) 4 850 or 1,100 16 6 2,000 or 3,000 26 The pipe piles should be driven to refusal and to completely penetrate the loose /soft soils and should adequately be embedded (minimum 10 feet) in suitable bearing materials (dense sands and gravels). Refusal criteria will be provided based on the driving equipment during construction. We recommend that the piles be designed to have additional sacrificial steel to account for corrosion during the design life or will be provided with adequate corrosion protection. A structural engineer shall perform the structural design of the pile foundation system including spacing and reinforcing steel. It is recommended that the structural engineer design a structural slab that is suspended across piles in order to minimize slab settlement problems. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 12 Temporary Excavations Based on our understanding of the project, we anticipate that the surface grading will be limited to small excavations that will be immediately backfilled. However, if there are temporary cuts that will extend deeper than 4 feet, the temporary excavations should be sloped no steeper than 2H:1V (Horizontal:Vertical) in the soft/loose on -site soils. If the excavation is subject to heavy vibration or surcharge loads, we recommend gentle slopes where room permits. All temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slope cuts should be visually inspected daily by a qualified person during construction work activities and the inspections should be documented in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and minimizing slope erosion during construction. The temporary cut slopes should be covered with plastic sheeting to help minimize erosion during wet weather, and the slopes should be closely monitored until earthwork is completed. Materials should not be stored or equipment operated within 10 feet of the top of any temporary cut slope. It should be noted that all soil conditions may not be fully delineated during the geotechnical investigation. In the case of temporary slope cuts, the existing soil conditions may not be fully revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of the temporary slopes will need to be re- evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed smoothly and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, Krazan & Associates should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Krazan & Associates, Inc. and the project structural engineer review temporary shoring designs, prior to installation, to verify the suitability of the proposed systems. Structural Fill Best Management Practices (BMP's) should be followed when considering the suitability of material for use as structural fill. The on -site soils are not considered to be suitable for re -use as structural fill. Soil stockpiles should be covered to protect the soil from wet weather conditions. An allowance for importing structural fill should be incorporated into the construction cost of the project. General: Fill placed beneath foundations, pavement, or other settlement- sensitive structures should be placed as structural fill. By definition, structural fill is placed in accordance with prescribed methods Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 13 and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection of this report, prior to beginning fill placement. - Materials: We recommend that all fill materials used on this site consist of clean rock materials that will not require vibratory compaction. Due to the presence of soft moisture sensitive soils there is the potential for adverse impacts to this property and neighboring properties if large compaction equipment is used. Control Density Fill (CDF), also called "flowable fill," is a lean concrete mixture and typically achieves strengths in the range of 100 to 200 pounds per square inch (psi) which might also be appropriate for some uses on this project. We should be retained to evaluate proposed structural fill materials prior to construction to provide recommendations regarding how to place and evaluate fill performance. Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be taken and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: 1) Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be undertaken during the wet season (generally October through April). It should be noted that this typically increases the overall project cost. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Krazan & Associates, Inc. Eleven Offices Serving The Westem United States KA No. 062 -12005 March 16, 2012 Page No. 14 Groundwater Influence on Construction Groundwater was encountered in the exploratory borings at the date and time of our investigation. If groundwater is encountered during construction, we should observe the conditions to determine if dewatering will be needed. Design of temporary dewatering systems to remove groundwater should be the responsibility of the contractor. If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated. These soils may "pump," and the materials may not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry, warm weather; mixing the soil with drier materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Drainage The ground surface should slope away from building pads and pavement areas and toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations and slope surfaces. Roof drains should not be connected to the footing drains, but may use the same outfall piping if connected well away from the structure such that roof water will not backup into the footing drains. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients should be main tained to carry all surface water to collection facilities and off site. These grades should be maintained for the life of the project. Subsurface Utility Installations We recommend that utility trench backfill be placed in general accordance with typical recommendations for structural fill placement. A firm and unyielding subgrade should allow for the proper placement of subsurface utilities. This could include the placement of quarry rock in the bottom of utility trenches prior to placement of pipe bedding, utilities and trench backfill. Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 15 All utility trench backfill for this project should consist of imported structural fill. We recommend that all fill materials used on this site consist of clean rock materials that will not require vibratory compaction. Due to the presence of soft moisture sensitive soils there is potential for adverse impacts to this property and neighboring properties if large compaction equipment is used. Control Density Fill (CDF), also called "flowable fill," is a lean concrete mixture and typically achieves strengths in the range of 100 to 200 pounds per square inch (psi) which might also be appropriate for some uses on this project. We should be retained to evaluate proposed structural fill materials prior to construction to provide recommendations regarding how to place and evaluate fill performance. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. Floor Slabs and Exterior Flatwork The mat slab subgrade should be prepared as recommended earlier in this report. In structure areas where it is desired to reduce floor dampness, such as areas covered with moisture sensitive floor coverings, we recommend that concrete slab -on -grade floors be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E164 -94 and Standard Specifications E1745 -97. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4- inches of compacted clean (less than 5 percent passing the U.S. Standard No. 200 Sieve), open - graded coarse rock of % -inch maximum size. The vapor retarder sheeting should be protected from puncture damage. It is recommended that the utility trenches within the structures be compacted, as specified in our report, to minimize the transmission of moisture through the utility trench backfill. In addition, ventilation of the structures (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. Furthermore, Krazan & Associates is not responsible for the contractor's procedures, methods, scheduling or management of the work site. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 16 improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. Our report, design conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. The findings and conclusions of this report can be affected by the passage of time, such as seasonal weather conditions, manmade influences, such as construction on or adjacent to the site, natural events such as earthquakes, slope instability, flooding, or groundwater fluctuations. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and reevaluated. Misinterpretations of this report by other design team members can result in project delays and cost overruns. These risks can be reduced by having Krazan & Associates, Inc. involved with the design teams meetings and discussions after submitting the report. Krazan & Associates, Inc. should also be retained for reviewing pertinent elements of the design team's plans and specifications. Contractors can also misinterpret this report. To reduce this, risk Krazan & Associates. Inc. should participate in pre -bid and preconstruction meetings, and provide construction observations during the site work. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 062 -12005 March 16, 2012 Page No. 17 The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. Respectfully submitted, KRAZAN & ASSOCIATES, INC. 3/16/12 1 EXPIRES G 2 ^ 13 1 Michael D. Rundquist, P.E. Senior Project Manager MDR/jl Jeffrey G. League, L.G. Project Geologist Krazan & Associates, Inc. Eleven Offices Serving The Western United States Vicinity Map (Not to Scale) SW Sunset Blvd Tukwila, WA Fire Sprinklers Project - Baker Commodities - 5795 S 130th Place, Tukwila, WA a arl. & ASSOCIATES,INC. Tukwila Fire Sprinklers Project - Baker Commodities - 5795 S 130th PI, Tukwila, WA Date: March 2012 Drawn By: JGL IReferences: Based on Google Maps and King Co. iMAP IFigure 1 I Project Number: 062 -12005 Site Plan (Not to Scale) Duwamish River z ■' r' Existing Office Approximate Existing Driveway Existing Parking Area i to Existing Rendering Plant 0 0 • • flog 0* • • • • •` •` • • • • • • •` • • • • •` • • • • •` •` • • •` • • Existing • Water 0 • Existing Office Existing Industrial Tanks Treatment Plant Planned Pump House O0 °Planned Water Tank • • B -1 _(Soil Boring Location) BNSF Railroad Existing \ Warehouse \ Existing \ Garage `\ LEGEND B -1 Number and Approximate Location of Soil Boring Reference: Site Plan is based on a drawing titled, "Seattle Rendering Plant - Baker Commodities - 5795 South 130th Place, Tukwila, Washington 98178 - Reference Underground /Site Plan," by Mr. Sprinkler Fire Protection, dated September 21, 2011. Site Plan also based on King County 'MAP. azari. & ASSOCIATES, INC. Tukwila Fire Sprinklers Project - Baker Commodities - 5795 S 130th PI, Tukwila, WA _ _ Approximate Date: March 2012 ' Project Number: 062 -12005 Property Boundary Drawn By: I Figure 2 I Not to scale N 0 tN Appendix A Page A.1 APPENDIX A FIELD INVESTIGATION Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploration program. One exploratory boring was drilled and sampled for subsurface exploration at this site. The soil exploration reached a depth of approximately 54.0 feet below the existing ground surface. The approximate exploratory boring location is shown on the Site Plan (Figure 2). The depth shown on the attached boring log is from the existing ground surface at the time of our exploration. The drilled boring was advanced using a truck mounted drilling rig. Disturbed soil samples were obtained by using the Standard Penetration Test (SPT) as described in ASTM:D -1586. The Standard Penetration Test and sampling method consists of driving a standard 2 -inch outside - diameter, split barrel sampler into the subsoil with a 140 -pound hammer free falling a vertical distance of 30 inches. The summation of hammer -blows required to drive the sampler the final 12- inches of an 18 -inch sample interval is defined as the Standard Penetration Resistance, or N- value. The blow count is presented graphically on the boring logs in this appendix. The resistance, or "N" value, provides a measure of the relative density of granular soils or of the relative consistency of cohesive soils. The soils encountered were logged in the field during the exploration are described in accordance with the Unified Soil Classification System (USCS). All samples were returned to a Krazan laboratory for evaluation. The log of the soil exploration is presented in this appendix. Laboratory Testing The laboratory testing program was developed primarily to determine the gradation and moisture content of the soils. Test results were used for soil classification and as criteria for determining the engineering suitability of the subsurface materials encountered. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 KRAZAN AND ASSOCIATES 11715 North Creek Parkway South Suite C -106 Bothell, Washington 98011 LOG OF EXPLORATORY BORING B -1 PROJECT: Tukwila Fire Sprinklers DATE: 3 -1 -12 PROJECT NO.: 062 -12005 PAGE: 1 of 2 LOGGED BY: JGL SURFACE ELEVATION: Approx. 22 ft. CONTRACTOR: EDI BORING TYPE: Hollow Stem Auger SAMPLE METHOD: SPT, Split Spoon LOCATION: Tukwila, WA DEPTH (ft) USC WATER LEVEL MATERIAL DESCRIPTION BLOW COUNTS (per 6 ") N -VALUE (Last 12" of SPT) SAMPLES N -VALUE (GRAPH) 10 20 30 40 Natural Moisture Content (Percent) 10 20 30 40 - _ - - _.`7,7. '*T+ -u'� 15—::-.F.7; -;•:.• 20--,.:::f,: -, 25-•. �• - 30..:_'..:1 Ti : '.,Topsoil, Sod -- J • Undocumented Fill '\`oose sand with gravel and silt, brown to gray, moist. J Silty Sand (SM) Very loose, silty sand, rust - mottled brown, moist. (Alluvium) • 29'5 • 28 • 41.3 37.5 • 4 • 2 I I �— �_ Silt with Clay (ML) \Soft silt with clay, tr. org., brown, moist. (Lacustrine Dep.) �,' Silt (ML) Very soft silt with very fine sand, brown, moist. ( Lacustrine _ Deposits) Sand with Silt Interbedded with Silty Sand (SP- SM /SM) Loose, fine sand with silt interbedded with silty fine sand, dark gray to brown, wet. (Alluvium) _ Sand Interbedded with Silty Sand (SP /SM) Loose, fine to medium sand interbedded with silty fine sand, rust - mottled dark gray to brown, wet. (Alluvium) Sand (SP) Loose, fine to medium sand, dark gray, trace rust- mottling, saturated. (Alluvium) Sand with Trace Wood Pieces (SP) Medium dense, fine to coarse sand with trace wood pieces, mostly dark gray to black with few white minerals, saturated. (Alluvium) Sand with Trace Gravel (SP) Dense, fine to coarse sand with trace gravel, dark gray to black, saturated. (Alluvium) `High N -Value may be due to sand heave. `� •7. i.. �r_ e'` ; :•,: :' -; i ` .• ::, • ,, : . -�i 0 o o o 6 —5— 2 I I —5- —�— 1 s 2 a ii 7 36 1T 21 Water Level Initial: Y Final: i Water Observations: Groundwater seepage encountered at approximately 16.5 feet below existing ground surface. Notes: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 KRAZAN AND ASSOCIATES 11715 North Creek Parkway South Suite C -106 Bothell, Washington 98011 LOG OF EXPLORATORY BORING B -1 PROJECT: Tukwila Fire Sprinklers DATE: 3 -1 -12 PROJECT NO.: 062 -12005 PAGE: 2 of 2 LOGGED BY: JGL SURFACE ELEVATION: Approx. 22 ft. CONTRACTOR: EDI BORING TYPE: Hollow Stem Auger SAMPLE METHOD: SPT, Split Spoon LOCATION: Tukwila, WA DEPTH (ft) U WATER LEVEL MATERIAL DESCRIPTION BLOW COUNTS (per 6 ") N -VALUE (Last 12" of SPT) SAMPLES N -VALUE (GRAPH) 10 20 30 40 Natural Moisture Content (Percent) 10 20 30 40 �• 351.:' - 40— _ 50— 55— - _ - _ 60— % -. ::. Sand (SP) Medium dense, fine to coarse sand, mostly dark gray to black with few red and white minerals, saturated. (Alluvium) • 3 12 48 21 11 :,:•:':'.i: Silty Sand with Clay and Trace Shell Pieces (SM) Medium dense, silty sand with clay and trace shell pieces, dark gray, wet. Silty Sand with Gravel and Trace Shell Pieces MSM)m dense, silty sand with gravel and trace shell pieces, dark gray, wet. Silty Sand with Trace Gravel (SM) Dense, silty sand with trace gravel, gray, moist. (Glacial Drift) 12 9 • :%:�'• :::;.;::;: '' 7 27 I I 15 41 49 I I 28 14 46 27 End of Exploratory Boring Water Level Initial: y Final: I Water Observations: Groundwater seepage encountered at approximately 16.5 feet below existing ground surface. Notes: an &ASSOCIATES, INC. G.EOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING' &:INSPECTION March 14, 2012 Mr. Mac McNamara Controlled Enviroiunents Construction, Inc. 1542 Edinger Ave, Ste. E Tustin, Ca.. 92780 RE: Laboratory Testing. Tukwila Fire: Sprinklers Tukwila, Wa. 98168 KA No. 062 -12005 Dear Mr. McNamara; In accordance with your request and authorization, we have performed laboratory tests on the Soil Material sampled from the above referenced project site The laboratory tests performed on the material were m accordance with AS 1'M!test method D- 2216.. The results of the laboratory tests are presented below. LaPiTatory San p10 Results 37.5% 29.5% 41.3% 28.4% If you have any questions, or. if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted;. 1CKA7_.AN & ASSOCIATES, DEC David Hollingshead Laboratory Manager Pacific Northwest Division Office: 253.939.2500 Cell: 253377.4085 Email: davehollingshead @krazan.com Offices Serving The Western United States 922 Valley Avenue NW Suite 101 •. Puyallup, :Washington 98371 • (253) 939-2500 • Fax: (253) 939 -2556 .. _ Iwo Rodin corer Shea 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 100 90 80 70 z 60 ii Z 50 U.1 U w 40 30 20 10 0 Particle Size Distribution Report O C C C jf. .5 - <O O 0 O. v 00 O v (0�y to el N ,- ,- n1. `f of N 7M! a v 71: v PERCENT FINER SPEC.* PERCENT PASS? (X =NO) I 1. 1 1 I ! j• I 1 I I' 1 I I 1 1 #20 99.7 • i #40 1 rJ I I � 1 I 1 1 ! I • 1 I I 1 I I 1 I 1 1 97.2 #80 96.7 #100 96.5 #200 91.7 ! I I 1 I ! I ! i I I i I I I I I 1 { i 1 I I f I I I ! I i I I { I ), 1_ 1 I i I 1 l 1 -• 11 11 I I I -I- i 1 1 1 1 I L I I 1 ! I L I I I f- I I 1 I I I I I I 1 11 1 T 1 I 1 I I ! f I I I I l { 1 1 I -I I I I I 1 I { I I I I I I{ I I ! I 1 I I I GRAIN SIZE — mm. 7. +r 0.0 % Gravel Coarse Fine 0.0 0.0 % Sand %Fines Coarse 0.0 Medium Fine 1.7 6.6 Silt Cla 91.7 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X =NO) #10 100.0 #16 99.9 #20 99.7 #40 98.3 1160 97.2 #80 96.7 #100 96.5 #200 91.7 (no specification provided) Sample Number: 121.148 Material Description Test /IB-1 @ 5'- 6:5'. Atterberq Limits PL= NP LL= NV PI= Coefficients D90= D85= D60= D30= 010= Cu= Classification uses= Mrs AASHTO= A -4(0) Remarks D60= D15= Cc= Sample ID: 12L148. Sample Date: 3/6/2012. Moisture Content (ASTM D- 2216): 37.5 %. Date: 3/6/2012 Tested By: S.Townsend Client: Controlled Environments Construction, Inc. Project: Tukwila Fire Sprinklers Project No: 062- 12005. Checked By: D.Hollingsh Figure `N APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical Engineer and Civil Engineer are the Owner's representatives. If the contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Geotechnical Engineer and Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Geotechnical Engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical Engineer. The Contractor shall notify the Geotechnical Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner of the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 95 percent of maximum dry density as determined by ASTM Test Method D1557 as specified in the technical portion of the Geotechnical Engineering Report. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Geotechnical Engineer. SOIL AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grabbing and preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project, earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking areas may be limited to the upper 11/2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical Engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Structural fill shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture - conditioned as necessary, and compacted to 95 percent compaction. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas which are to receive fill materials, shall be approved by the Geotechnical Engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Geotechnical Engineer. All materials utilized for constructing site fills shall be free from vegetable or other deleterious matter as determined by the Geotechnical Engineer. Krazan & Associates, Inc. Eleven Offices Serving The Westem United States PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical Engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical Engineer prior to final acceptance. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical Engineer indicates that the moisture content and density of previously placed fill are as specified. Krazan & Associates, Inc. Eleven Offices Serving The Western United States Pee-AAA-Nrtak- MEMORANDUM TO: DEVELOPMENT FILE FROM: Public Works Department — Joanna Spencer, Development Engineer DATE: July 9, 2012 SUBJECT: BAKER COMMODITIES Fire Pump Tank Foundation and Pump House 5795 South 130th Place Permit No. D12 -184 Flood Review Note: The site plan dated 6/29/2012 prepared by Controlled Environments Construction, Inc. shows 100 year flood plain elevation to be 17.5 feet. The proposed pump house is outside of the 100 year flood plain. Based on the above information Flood Zone Control Permit is not required. (W:PW Eng/Other /Joanna Spencer /Flood Review Note D12 -184) r N r n °4:1 4541 I O rn C 0 N A ON TROLLED I0037 RM 1®A.. - s.A• 0 N VIRONM EN TS TO Ih� 1CA 4) 03580 N P . (7 56R -1010 ONSTRUCTION, INC. fa0 (714) 55110/1 DRAWING TITLE BAKER TUKWILA STORAGE TANK & FIRE PUMP ROOM PLANS FOR BAKER DESCRIPRON 3 5 June 29, 2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Mitch Ebright 4020 Bandini BI Vernon, CA 90023 RE: Correction Letter #1 Development Permit Application Number D12 -184 Baker Commodities Fire Pump House — 5795 S 130 PI Dear Mr. Ebright, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire and Public Works Departments. At this time the Building, and Planning Departments have no comments. Fire Department: Al Metzler at 206 - 971 -8718 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D12 -184 W: \Pennit Center\Correction Letters\2012'D12 -184 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: June 11, 2012 Project Name: Baker Commodities -Fire Pump House Address: 5795 S 130 P1 Permit #: D12 -184 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. The fire pump house must comply with all applicable provisions of NFPA 20. Please provide notes, drawings, specs. etc. confirming compliance with NFPA requirements. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971 -8718. No further comments at this time. DATE: PROJECT: PERMIT NO: PLAN REVIEWER: PUBLIC WORKS DEPARTMENT COMMENTS June 29, 2010 Baker Commodities 5795 South 130th Place D12 -184 Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) On your plans please show the 100 -year flood elevation so Public Works can determine if a Flood Zone Control Permit is required. Flood Insurance Rate Map (FIRM) is attached for reference. (W:PW Eng/Other /Joanna Spencer /comments 1 D12 -184 .doc) PERMIT COORD COPj! PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -184 DATE: 07/03/12 PROJECT NAME: BAKER COMMODITIES SITE ADDRESS: 5795 S 130 PL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Buildin Division Pu is Work AIV t Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 07/05/12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/02/12 Approved Approved with Conditions 15<r Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PLAN R • MING SLIP ACTIVITY NUMBER: 012 -184 DATE: 05 -30 -12 PROJECT NAME: BAKER COMMODITIES — FIRE PUMP HOUSE SITE ADDRESS: 5795 S 130 PL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENT* r ✓Cip` .t Bu ilding Divisl n (�,tvi ak It 6k. Public Works A ( `tecf trIt-Ick ire Prevention Structural Planning Division Permit Coordinator IIII DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 05 -31 -12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 06 -28-12 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire Ping ❑ PW Staff Initials: 4117e..._ Documents /routing slip.doc 2 -28 -02 CityIf Tukwila su�sM� i Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: -Avl Plan Check/Permit Number: ii" 12 / '9 ❑ Response to Incomplete Letter # OY—Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested .by,a City Building Inspector or Plans Examiner (-7-) Project Name: �Q �-�° 4 l,FJ4� m o r �I Project Address: S 7 S 5 / Q P1. Wi l vi l� 9 / '/ 7g7 Contact Person: Phone Number: 1(* y ?D ?7G 5 i l41--c-6 -90 NO c�� nee Feu JUL 0 3 2012 PERMIT CENTER Summary of Revision: iaL fliajet , a is-4 Ar &rrc-t7`Or ✓lrGe Fevin Pere IY I v4 [ r�- w©rK 5 Sheet Number(s): / Skee Week) 5 (Lti° 1° qn "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: j OAP- r\ Entered in Permits Plus on 01 1 (1 Z H:Wpplications\Forms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople Pier Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L81 to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name CONTROLLED ENVIRMNTS CONST INC UBI No. 601429771 Phone 7145669090 Status Active Address 1562 Parkway Loop License No. CONTREC088RD Suite /Apt. Suite E License Type Construction Contractor City Tustin Effective Date 12/4/1992 State CA Expiration Date 7/12/2014 Zip 92780 Suspend Date County Out Of State Specialty 1 General Specialty 2 Unused Business Type Corporation Parent Company Business Owner Information Name Rote Effective Date Expiration Date GUESMAN, GARY Cancel Date 01/01/1980 Amount GUESMAN, ROSMARY 20 01/01/1980 CRA8MWM11 HENKIKSEN, W R 08/04/2012 01/01/1980 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 7 AMERICAN CONTRACTORS INDEM CO 100015102 12/13/2006 Until Cancelled $12,000.00 01/10/2008 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 20 Aspen Specialty Insurance Comp CRA8MWM11 08/04/2011 08/04/2012 $1,000,000.00 07/12/2012 19 LANDMARK AMERICAN INS CO LHA134247 08/04/2009 08/04/2010 $1,000,000.0008 /31/2009 18 LANDMARK AMERICAN INS CO LHA133363 08/04/2008 08/04/2009 $1,000,000.0008 /12/2008 17 LANDMARK AMERICAN INS CO LHA131973 08/04/2007 08/04/2008 $1,000,000.0008 /27/2007 16 LANDMARK AMERICAN INS CO LHA130285 08/04/2006 08/04/2007 $1,000,000.0008 /21/2006 15 LIBERTY SURPLUS INS CORP DGLSF184550015 08/04/2005 08/04/2006 09/20/2005 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni /bbip /Print.aspx 07/16/2012 t; v.6-4 • )- 7 • \A\ 0-4- • ikc) '>) 1 1 "•49,„4„.1FRorrc„.„Fitwww,g.f.5.7.1n„.„4. PUMP HOUSE GENERAL NOTES- PER NFPA 20 ,rc'rrlr2'Pgt,T1=„ Controlled Environments 1. AN APPROVED OR LISTED HEATER SHALL BE INSTALLED FOR MAINTAINING THE • THE PUMP HOUSE ABOVE 40 DEGREES 2. ARTIFICIAL LIGHTING SHALL BE PROVIDED IN THE PUMP HOUSE. EMERGENCY LI PROVIDED IN ACCORDANCE WITH NFPA 101 3. PROVISIONS SHALL BE MADE FOR VENTILATION OF THE PUMP HOUSE 4. PUMP HOUSE FLOOR TO BE PITCHED TOWARD THE DOOR AND AWAY FROM CRI1 THE PUMP HOUSE SHALL BE PROVIDED WITH A FLOOR DRAIN THAT WILL DISCHA FREE LOCATION 5. PUMP HOUSE SHALL BE PROTECTED WITH A AUTOMATIC SPRINKLER SYSTEM IN ACCORDANCE WITH NFPA-13 MPERATURE IN HTING SHALL BE AL EQUIPMENT. GE TO A FROST ALLED IN 766.0 vo• v\o`\, • 7\ki<NO / / / / / / / / 200' SETBACK FROM _ _ ORDINARY HIGH WATER LINE APPROX. LOCATION OF 100 YEAR FLOOD PLAIN EL= 17.5' FROM EXISTING A.L.T.A SURVEY 0 00' Sh-ph. I XIRY F7?0114 • V11,17t,On -.... .ORD,,:'0' ----.... cki. 14/4 U /14 ---- House, (Ivor iN use) /A PLANNING APPROVED • No changes can be made. to these plans without approval from the Planning Division of DCD Approved By: in I/ SEPARATE PERMIT REQUIRED FOR LBeumbing Mchan Iord ectrIcal a Gas Plpkg City of Tukwila BUILDING DIVISION Date: REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. „.q.FIRSI„:7-711,„ REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 1 2012 City �TuIwiIa BUILDING !SION FILE coPY Porn* Nos. P ill 021 Plan review approval le subject b ewers and andeelone. Approval of construction documents • • . not auticrize , -A, the violation of any adopted code or 4 I f . : • Receipt of : • , . • - .. . , , t f.. .4, lip* ,..4.4 D* )-/4- /2 OtyO?Thkwlle BUILDING DIVISION RECEIVED JUL U 5 Z012 nig cr4SrallA JUL 0 3 2012 PERMIT CENTER CORRECTION LTR#» 1 . The information disclosed herein was originated by and is the property of Controlled Environ- ments Construction,Inc. and ex- cept for rights expressly gran- ted to the customer, Contro- lled Environments Construction, Inc. reserves all patent, proprie- tary, design, use, sale, manu- facturing and reproduction rights thereto. DESCRIPTION DRAWN BY: Mac 1 DATE: 6/29/2012 SCALE: 1' = 401-011 DATE JOB NUMBER: ,1/4 DRAWING NUMBER: Site Plan 1 CC ..-- I (NI to ..4- to co N. i PLANS FOR: r Science and Industry RONM EN TS (.) 1 DRAWN BY: Mac 1 DATE: 6/29/2012 SCALE: 1' = 401-011 JOB NUMBER: ,1/4 DRAWING NUMBER: Site Plan 1 STRUCTURAL GENERAL NOTES B jorda hi 3727 Farnam Street Structural Billings, MT 59102 PC (406) 839 -3389 Consulting steve @bjordahlsc.com GRID GRID GRID 4Y" GRID GRID A. GOVERNING CODES 1) INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION. 2) BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318 -11. 3) SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, AISC 360 -05. B. DESIGN LOADS AND CRITERIA 1) SNOW CRITERIA: GROUND SNOW LOAD = 15 psf Ce = 0.9, Ct = 1.0, Is = 1.10 SNOW LOAD USED IN DESIGN = 25 PSF 2) WIND CRITERIA: 3 SEC GUST WIND SPEED = 85 MPH Iw = 1.15 / EXPOSURE B/ Kzt = 1.0 BUILDING CATEGORY: ENCLOSED INTERNAL PRESSURE COEFFICIENT: 0.18 ± 3) SEISMIC CRITERIA: SS = 1.46G / S1= 0.50G MAPPED VALUES FOR SITE CLASS B SITE CLASS E, IE = 1.25 Sos = 0.88/ Spy = 0.80 DESIGN RESPONSE --„. SEISMIC DESIGN CATEGORY D REV /Et�A,� ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE COD -``cD F E CR f—je77SN ADHESIVE ANCHOR TYPE PLATE SIZE DIAMETER EMBEDMENT Y4V b� 0 1 2„ 1' -o" 2" VARIES 4" 2„ „ 4„ 1�„ 2 2' 0 PL% 3/4„ 10" 4„ 3" WIDE X 4" HIGH ACCESS OPENING , N �P Y4 O PL %4 3 /a" 10" Ys �� I� 0 PLC 3/4" 10" �� �� —o- GRID GRID i L�� GRID a L��� GRID O © PL% PLy 3/4" YZ 10" 4' 1' -0" N _N N ` - N N - / _N 3" W IDE X 4" HIGH N ACCESS OPENING /� \ ji 1 %z 2 „ ya I / / 3" W IDE X 4" HIGH ACCESS OPENING O O O @ O #3 @ 12" EACH LATERAL FORCE RESISTING SYSTEM: CQMp�� NONBUILDING STRUCTURE SIMILAR TO BUILDINGS APpROV�D NCE 4" #4X -1 ADHESIVE DOWELS @ 12" AT PERIMETER REINFORCING BAR TENSION LAP SCHEDULE ORDINARY STEEL CONCENTRIC BRACED FRAME WITH UNLIMITED H: GHT R =1.5, Cd =1.5 4UL 1 1 2012 4) SOILS: ALLOWABLE BEARING PRESSURE = 1500 PSF SUBGRADE MODULUS = 300 PCI 8 City Of TU MINIMUM COVER TO BOTTOM OF FOUNDATION = 18 INCHES U/L p,NG Dili Wija C. MATERIALS /S /ON 1) CONCRETE PORTLAND CEMENT ASTM C150 TYPE I /11 WATER/CEMENT + FLY ASH = 0.50 MAXIMUM 28 DAY f'c = 4000 PSI AIR CONTENT 3.0% MIN, 6% MAX 2) REINFORCING BARS: ASTM A615, GRADE 60 3) BEARING GROUT: ASTM C1107, NON - METALLIC NON - SHRINK, 3 DAY Pc = 4000 psi 4) STRUCTURAL STEEL: W & WT SHAPES ASTM A992, Fy = 50 KSI OTHER ROLLED SHAPES ASTM A36, Fy = 36 KSI PLATES ASTM A36, Fy = 36 KSI HSS - SQUARE OR RECT ASTM A500 GRADE B, F = 46 KSI y REBAR SIZE CONCRETE fc = 3,000 psi fc = 4,000 psi fc = 5,000 psi #3 TOP 17" 16" 16" WAY z z Q BOTTOM 16" 16" 16" TOP 23" 20" 18" �r a a BOTTOM 17" 16" 16" ° a ° a a a w – #5 TOP 28" 24" 22" - a f _ 0= • BOTTOM 22" 19" 17" #6 TOP 34" 29" 26" BOTTOM 26" 23" 20" 5) HIGH STRENGTH BOLTS: ASTM A325 TYPE 1 UNCOATED; STEEL TO STEEL CONNECTIONS REINFORCING NOTES: 6) WELD METAL: F7X -EXX( OR E70XX OR AS APPROVED EQUIPMENT PAD DETAIL 1 7) ADHESIVE ANCHORS: THREADED ROD W/ CHISEL POINT & INJECTABLE ADHESIVE S0.1 SCALE = 3/4 " =V -0" 1) CONCRETE LAP LENGTHS ARE CLASS B SPLICE LENGTHS FOR Fy = 60,000 psi DEFORMED BAR. SUCH AS HILTI HAS -E ROD WITH HIT HY -150 FOR CONCRETE & SOLID MASONRY 2) ANY HORIZONTAL BAR WITH MORE THAN 12" OF CONCRETE PLACED BELOW IS A "TOP BAR". D. FOUNDATIONS 1) FOUNDATIONS HAVE BEEN DESIGNED BASED ON INFORMATION PRESENTED IN THE GEOTECHNICAL INVESTIGATION REPORT #062 -12005 AND SUPPLEMENTAL LETTER DATED MAY 4, 2012 BY KRAZAN & ASSOCIATES, INC., BOTHELL, WA. 2) FOUNDATIONS SHALL BE SUPPORTED ON ENGINEERED FILL CONSISTING OF 2" TO 4" CRUSHED QUARRY ROCK EXTENDING DOWN TO THE EXISTING SAND STRATUM APPROXIMATELY 7 FT TO 8 FT BELOW EXISTING GRADE. INSTALL ROCK FILL IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS RECOMMENDATIONS. E. CONCRETE 1) PERFORM CONCRETE WORK IN ACCORDANCE WITH ACI 301-02 "STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE" UNLESS MORE STRINGENT REQUIREMENTS ARE INDICATED. 2) MINIMUM REINFORCING BAR COVER FOR CAST -IN -PLACE CONCRETE: 3" AT UNFORMED SURFACES EXPOSED TO EARTH 2" AT FORMED SURFACES EXPOSED TO EARTH OR WEATHER FOR #6 AND LARGER 1 Y2" AT FORMED SURFACES EXPOSED TO EARTH OR WEATHER FOR #3-#5 1" AT SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER 3) SPLICE REINFORCING BARS BY LAPPING ACCORDING TO THE SCHEDULE INDICATED. 4) SECURE ALL REINFORCING IN POSITION WITH CHAIRS BEFORE CONCRETE PLACEMENT. CONCRETE DOBIES MAY BE USED TO POSITION SLAB ON GRADE REINFORCEMENT. 5) MECHANICALLY VIBRATE ALL CONCRETE PLACEMENTS. 6) FREE WATER ON THE SLAB SURFACE DURING FINISHING OPERATIONS IS PROHIBITED. 7) PROTECT AND CURE ALL CONCRETE SURFACES. BEGIN CURING IMMEDIATELY AFTER FINISHING. 8) CONCRETE SURFACES TO RECEIVE GROUT UNDER COLUMN BASE PLATES MUST BE PREPARED BY LIGHTLY BUSH HAMMERING THE GROUTED AREA AND PRE - SOAKING. F. STRUCTURAL STEEL 1) DETAIL, FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC 303 -05 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." 2) ALL STEEL TO STEEL BOLTED CONNECTIONS SHALL CONFORM TO THE RCSC "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 BOLTS" DATED 2004 AS ENDORSED BY AISC. 3) GENERALLY, CONNECTIONS HAVE BEEN DESIGNED AS BEARING TYPE AND BOLTS MAY BE INSTALLED TO A SNUG -TIGHT CONDITION UNLESS INDICATED TO BE SLIP CRITICAL OR FULLY - TENSIONED. 4) PERFORM SHOP AND FIELD WELDING IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE, AWS D1.1. SHOP OR FIELD WELDS AT NON - BOLTED CONNECTIONS THAT ARE NOT SPECIFICALLY DETAILED SHALL BE /fig" CONTINUOUS FILLETS AT EACH CONTACT EDGE OR SURFACE. 5) ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATION TEST FOR THE TYPE OF WORK BEING PERFORMED. 7) NON - DESTRUCTIVE WELD TESTS MAY BE PERFORMED. DEFICIENT WELDS WILL BE CORRECTED BY THE CONTRACTOR AND RE -TESTM AT THE CONTRACTORS EXPENSE. 8) THE ERECTOR SHALL NOT EMPLOY FIT -UP MEANS BEYOND THE USE OF DRIFT PINS OR MINOR HOLE REAMING. CORRECTION OF FIT -UP ERRORS OR MODIFICATIONS, INCLUDING ANCHOR RODS, OF ANY DEGREE SHALL BE DISCUSSED WITH THE FABRICATOR AND ENGINEER AND METHODS APPROVED BY THEM BEFORE ACTIONS ARE TAKEN. G. SPECIAL INSPECTIONS 1) SPECIAL INSPECTIONS DESCRIBED BELOW WILL BE PERFORMED UNDER SEPARATE CONTRACT BY AGENCIES RETAINED BY THE PROJECT OWNER. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING RECEIVED THE ENGINEER APPRISED OF WORK PROGRESS AS IT PERTAINS TO SPECIAL INSPECTIONS AND ENSURING THAT NO WORK REQUIRING SPECIAL INSPECTIONS IS CONCEALED BEFORE SPECIAL INSPECTIONS OCCUR. SEE PROJECT SPECIFICATIONS FOR OTHER INSPECTIONS AND MATERIALS MAY 312012 TESTING REQUIREMENTS. TUKWI _ REINFORCING STEEL: PERIODIC INSPECTION. INSPECT BEFORE CONCRETE PLACEMENT. PUBLIC WMKS REINFORCED CONCRETE: PERIODIC INSPECTION. INCLUDES VERIFICATION OF PROPER MIX DESIGN AND CURING METHODS. ADHESIVE ANCHORS: PERIODIC INSPECTION. INSPECT ALL HOLES PRIOR TO AND AFTER INSTALLATION. STRUCTURAL STEEL: PERIODIC INSPECTION. VISUALLY INSPECT ALL BOLTED AND WELDED CONNECTIONS. H. MISCELLANEOUS 1) REFERENCE CIVIL DRAWINGS FOR BUILDING LOCATION AND ORIENTATION ON THE SITE. REFERENCE MAIN FLOOR ELEVATION = 100 " -0" j -UI P 1 lac - T < ..0 O (n LC) 0) Nil" L Revisions 2) COORDINATE OPENINGS AND EMBEDDED ITEMS IN CONCRETE WORK WITH ALL TRADES. 3) SIZE AND LOCATION PENETRATIONS THROUGH STRUCTURAL ELEMENTS SHOWN ON THE STRUC +URAL DRAWINGS , SHALL BE VERIFIED WITH EQUIPMENT MANUFACTURERS AND OTHER TRADES. NOTIFY ENGINEER OF ANY DISCREPANCIES. 4) CONSTRUCTION LOADS SHALL NOT BE GREATER THAN THE DESIGN LOADS INDICATED IN SECTION B.1 f UNLESS REVIEWED AND APPROVED BY THE ENGINEER. 5) TEMPORARILY BRACE THE STRUCTURE TO RESIST ALL LOADS OR COMBINATIONS OF LOADS UNTIL ALL PERMANENT ELEMENTS ARE IN PLACE AND ALL CONNECTIONS ARE COMPLETE AS SHOWN. lsA. QJo / oownsy,.�i RECEIVED 9 .,fir x p 2012 %. ='� MAY tx 3732 W E iiC °06 tt'G s -80 , ONALti Copyright ©2012 BY STEVEN BJORDAHL DRAWN SMB CHECK SMB DATE 5/7/12 General Notes " & Details S 0 • 1 1 of 2 _ EXPIRES 1. – 7 I – % 3 b12--1 8q 7 e O 0 O 0 O 14'-8" 0 ao 6' -8" 6' -8" • 6" INSULATED METAL PANEL ,"- .ter. 1ij0 Qi �r •f QT S1.1 ,►♦. .p 4i 46 C4X5.4 VERTICAL 1 so.1 8" CONC TE SLAB REINFOR E WITH #4 @12" E CH WAY CENTERED. ELEVATION = 100' -0" • ►1 T �I 1 rz:: ■ 44y::'i s. —� — g,. FOUNDATION PLAN HSS 4X4X3 /s COLUMN 7 PLACES 4" CONCRETE PAD C4X5.4 VERTICAL X- BRACING - TYPICAL MIEr SCALE: 1/4"=V-0" 6" INSULATED' METAL PANELI -I —ems — _��� tL 1 I � I 1 1 -t A I 7--.I'- ROOF FRAMING PLAN L4X4) HORIZONTAL BRACING - TYPICAL T.O. L = BOT OF PANEL HSS4X4 1 W8 ROTATE TO MATCH ROOF SLOPE PLY X3y "X6Y" (2) %"� A325 BOLTS S1.1 SCALE = 3/4 " =1-0" SCALE: 1 /4 " =1' -0" (2) O ADHESIVE ANCHORS AT CL COLUMN SEE PLAN FOR LOCATION C4 1%" 1y2" GROUT 8 S1.1 SCALE = 3/4" =1' -0" (MIRROR) ( 6" INSULATED METAL WALL PANEL CONNECTION PER PANEL MANUFACTURER HSS 4X4 X v HSS 4X4 FRAME LINE 1 &4 alk 8" SCALE: 1/4"=1'-0" 2' -6" #4X1 @12" TYPICAL AT EDGE SEE PLAN FOR TYPICAL REINFORCING SCALE = 3/4 " =1'-0" (1)5/8-o A325 BOLT W /PLY SPACER HSS4X4 COLUMN PL% X3YX0' -8" TRIM AS NEEDED (2)5/8"0 A325 BOLTS PLAN VIEW SCALE = 3/4 " =1' -0" SCALE = 3/4 " =1' -0" 5 (MIRROR) HSS 4X4 0 1 U U O HSS 4X4 ( vr- FRAME LINE A (2) / "0 ADHESIVE ANCHORS AT CL COLUMN HSS4X4 SCALE: 1/4"=1'-0" C4 (2) % "0 A325 BOLTS PL1/4 1y2" GROUT Y1s HSS4X4 SCALE = 3/4 " =l' -0" REVIEWED FOR CODE AppROVE i� COMPLIANCE JUL 11 2012 City of Tukwila BUILDING DIVISION (4) % "0 A325 BOLTS S1.1 L4 SCALE = 3/4 " =1' -0" SEE 9/S1.1 FOR CONNECTION PLAN VIEW SCALE = 3/4 " =1' -0" HSS 4X4 1 -r Mir HSS 4X4 O FRAME LINE C SCALE: 1/4"=1'-0" (2) % "0 A325 BOLTS (2)3/413 0 ADHESIVE ANCHORS AT CL COLUMN INSULATED METAL PANEL 3 "W X 4 "H ACCESS OPENING IN COLUMN WALL SCALE = 3/4 " =1' -0" (2) 5/ "0 A325 BOLTS SCALE = 314 " =1' -0" 11 IEXPIRES jv- 21- j3 S1.1 SCALE = 3/4 " =1-0" 3121 Farnam Street Billings, MT 59102 0 v ti 0 co 03 M o -1 co V J� 0 I cl- f2 Y = U W� � W Q CO (i) Lc) LL � d7 ti Revisions Copyright © 2012 BY STEVEN BJORDAHL DRAWN SMB CHECK SMB DATE 5/7/12 Foundation & Framing Plans S1.1 2of 2 ELEVATION REFERENCE MARKS REFERENCE ELEVATION MARK (FEET N(3VD) DESCRIPTION OF LOCATION RM143 18.76 A chiseled cros -s on southeast end of concrete sidewalk to footbridge at top of left bank. RM144 17 -.35 A chiseled square at Ieft downstream end of concrete bridge pier,.Riverton Highway bridge. RM324 24.46 A 60 penny spike on 40 inch maple on right bank 100 feet downstream. from Old: Highway. overpass - .over railroad, 25 fest east of Power 1ine river - crossing. RM325 23.39 A chisel foundetio to Foste northwest left bank ed cross on concrete of n of :.archway at entrance r Golf Course Iocated on 'corner of foundation and of Green River; RM326 23.41 Chiseled square on southeast corner of west onchor base at north end of footbridge across Green River at Foster Golf Course. Established by U.S. Army Corps of Engineers. NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 957 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY KING COUNTY. UNINCORPORATED AREAS RENTON, CITY OF SEATTLE, CITY OF TUKWILA, CITY OF NUMBER PANEL SUFFIX 530071 530088 530089 530091 0957 0957 0957 0957 F F F 92 if� MAP NUMBER �`^ 53033C0951 F MAP REVISED: I MAY 16,1995 Federal Emergency Management Agency D12- lg4 122 °16'52" 47°30'00" JOINS PANEL 0645 122 °15'00" 47 °30'00" 116TH STREET S 118TH STREET ZONE AE 40TH PL SOUTH S WALLACE STREET SOUTH 118TH STREET 119TH SOUTH 118TH PLACE STREET CITY OF TUKWILA 530091 S 119TH STREET SOUTH 119TH STREET CITY OF SEATTLE KING COUNTY ZONE X SOUTH 120TH STREET x SOUTH 121ST STREET SOUTH STREET SOUTH 124TH STREET SOUTH 124TH STREET SOUTH 125TH STREET SOUTH 125TH STREET SOUTH 126TH PLACE RM324 RM144 729TH STREET 133RD KING COUNTY UNINCORPORATED AREAS 530071 SOUTH 136TH STREET SOUTH ZONE AH (EL 18) SOUTH 139TH STREET SOUTH 139T}( RM32 Footbridge w 2 w SOUTH' 140TH STREET SOUTH 139TH STREET CITY OF RENTON 530088 ZONE X CITY OF TUKWILA 530091 SOUTH 142ND S 141ST PLACE STREET NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 23 NORTH, RANGE 4 EAST. SOUTH 1B SOUTH 143RD PLACE S 144TH STREET BLACK RIVER 0 SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100 -YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE All Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100 -year flood by Federal flood protection system' under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE OTHER FLOOD AREAS ZONE X Areas of 500-year flood; areas of 100 -year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas . protected by levees from 100 -year flood. OTHER AREAS ZONE X Areas determined to be outside 500 -year floodplain. ZONE D Areas in which flood hazards are undetermined. UNDEVELOPED COASTAL BARRIERS f2` Identfied Identified Otherwise. 1983 1990 Protected Areas Coastal barrier areas are normally located within or adjacent to Special Flood Hazard Areas. 513 (EL 987) RM7 X • M2 97 °07'30 ". 32 °22'30" Flood Boundary Floodway Boundary Zone D Boundary . . Boundary Dividing Special Flood Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. Base Flood Elevation Line; Elevation in Feet. See Map Index for Elevation Datum. Cross Section Line Base Flood Elevation in Feet Where Uniform Within Zone. See Map Index for Elevation Datum. Elevation Reference Mark River Mile Horizontal Coordinates Based on North American Datum of 1927 (NAD 27) Projection. NOTES: This map is for use In administering the National Flood Insurance Program; it does not necessarily identify all areas subject to flooding; particularly from local drainage sources of small size, or at planimetric features outside Special Flood Hazard Areas. Coastal base flood elevations apply only landward of 0.0 NGVD, and include the effects of wave action; these elevations may also differ significantly frorn hose developed by the National Weather Service for hurricane evacuation planning. Areas of Special Flood Hazard (100 -year flood) include Zones A. AE, AH, AO, A99, V, and VE. Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic, considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths In some areas may be too narrow to . show to scale. Floodway widths are provided in the Flood Insurance Study Report. This . mrp may incorporate approximate boundaries of Coastal Barrier Resource System Units and /or Otherwise Protected Areas established under ne Coastal Barrier Improvement Act of 1990 (PL 101 -591). Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed subsequent to the issuance of this map. For community map revision history prior to countywide mapping. see Section 6.0 of the Flood Insurance Study Report. For adjoining map panels and base map source see separately printed Map Inoex. MAP REPOSITORY Refer to Repository Listing on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP: SEPTEMBER 29,1989 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL: Revised May 16. 1995 to update map format. To determine if flood insurance is available, contact an insurance agent or call the National Flood Insurance Program at (800) 638 -6620. APPROXIMATE SCALE IN FEET 500 0 500 H NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS PANEL 957 OF 1725 (SEE MAP INDEX FOR PANELS NOT PRINTED)