Loading...
HomeMy WebLinkAboutPermit D14-0055 - VULCAN - STORAGE RACKSVULCAN 3314 S 116 ST D14-OO55 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Aov DEVELOPMENT PERMIT Parcel No: 1023049011 Permit Number: D14-0055 Address: 3314 S 116 ST BLDG 8 Issue Date: 2/28/2014 Permit Expires On: 8/27/2014 Project Name: VULCAN Owner: Name: APOLLO HOLDINGS LLC Address: 505 5TH AVE S #900 , SEATTLE, WA, 98104 Contact Person: Name: CODY CRAWFORD Phone: (206) 342-2220 Address: 505 FIFTH AVE S , SEATTLE, WA, 98104 Contractor: Name: DIVERSIFICATION INC Phone: (206) 763-4030 Address: 9877 40 AVE S , SEATTLE, WA, 98118 License No: DIVERI*999BP Expiration Date: Lender: Name: SELF FUNDED - VULCAN Address: DESCRIPTION OF WORK: INSTALL HIGH DENSITY SHELVING IN THE COLD ROOM AS WELL AS THE INTAKE ROOM Project Valuation: $40,250.00 Type of Fire Protection: Sprinklers: Fire Alarm: Fees Collected: $1,441.34 Type of Construction: IIIB Occupancy per IBC: S-2 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: 7. /o/P/l I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development perm' d agree to the conditions attached to this permit. Signature: 411, Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 8: 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. 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 9: 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 Tess. (IFC 906.3) (NFPA 10, 3-2.1) 10: Maintain fire extinguisher coverage throughout. 22: Install mechanical stops in the tracks or on the uprights so that when the rolling shelving units are pushed together, a minimum 6 inch transverse flue space is maintained every 4 ft. along the length of the rolling shelves. If additional information is needed, contact Al Metzler, Tukwila Fire Dept. at 206-971-8718. 12: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 11: 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). 14: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2328) 13: 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) 16: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 17: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 18: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 19: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue spaces shall be maintained. 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUK►. .A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. I u — 003-s- Project No. Date Application Accepted: ? 4'4 cLf Date Application Expires: ) ^ [ 1-{`- 121 (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 King Co Assessor's Tax No.: �3 5 11 C �.� �� ; �.t� Site Address: II � `l 7 - w J1r 545 j� ij Suite Number: Floor: Tenant Name: \ 1 v` c &' - PROPERTY OWNER Name: CCA (l _ J ` I J ` Address: 5c F.,L r dvl�eS '_T City: ` 1 I State: W A Zip: q 0- f CONTACT PERSON — person receiving all project communication Name: /� �3�4, Address: GIB.. s 4ot, S City:( .1 State:,/�T Zip:Cv 1 jq Phone:CZC.) 3ci.Z 7Fax: Email: G Jv\ C_Ct.kA. * C c7vv� GENERAL CONTRACTOR INFORMATION Company Name: W6 L @,nle, -7 Address: 1 City: <„ „` f te, State: wh Zip:ITI `CJ Phone:/lZ%) rn /;lax: Conti. Reg No.: c.c..70/ ER itp Date: t / 3 15 Tukwila Business License No.: / c ov .c •Cc* 2y5 H: Wpplications\Forms-Applications On Line\2012 Applications\Fermit Applica Revised - 2-7-12.docx Revised: February 2012 bh New Tenant: ❑ Yes ARCHITECT OF RECORD Company Name: �. S GCc.C1a/vo A-55 Architect Name: joux,c _ _ Address: 501), �t sk�v� �Z6 City: <_ 1_► 12. State: W Zip: q� t 1 Phone:.20.6 3�3zs 335b Fax: Email: � , �� a Q 6t C e. G reAnc 0, tnQ1. ENGINEER OF RECORD Company Name: 4 n 1 A. fl�C� Engineer Name: cC� tiAtipA Address: 48.75 sW ] n \D�, `stniG3b City:jcs_State: ©�.Zip:c?005. Phone(5�-5) ‘20 . -3030 Fax(503) g20. 553q Email: G -C-V. a Cc�.; PMG _ c c vv\ LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: V ‘AGew�. Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATI/ • 206-431-3670 Valuation of Project (contractor's bid price): $ qr.), Z 5 0 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): .�vt i1, hC6_„tigtLit +-1qt. L Will there be new rack storage? TYes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lM Floor t2 b Li " 5 rd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) 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 Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 2 of 4 PERMIT APPLICATION NOTES — N Print Name: Mailing Address: (?)-7:7 go _ 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 OWNE ' UTHORIZED AGENT: Signature: 1�—� Date: 2 114 14 i 1 Lex- c�� Day Telephone: �C3‘,,) 2665 - 0 (-74 \,- gistt/c City State Zip H:\Applications\Fonns-Applications On Line\2012 Applcations\Fennit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 4 of 4 PUBLIC WORKS PERMIT INF( ,NATION — 206-433-0179 Scope of Work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila 0 ...Water District #125 ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑ .. Sewer Use Certificate ❑ ...Valley View ❑ ...Sewer Availability Provided ❑... Highline 0... Renton 0... Renton ❑... Seattle 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. Submitted with Application (mark boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond 0... Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 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 0 Non Right-of-way 0 ❑ .. Total Cut cubic yards ❑ .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0...Right-of-way Use - Profit for less than 72 hours 0... 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 O ... Grease Interceptor ❑ ... Channelization ❑ ... Trench Excavation ❑ ... Utility Undergrounding ❑ .. Permanent Water Meter Size (1) If WO # (2) " WO # (3) " WO # ❑ .. Temporary Water Meter Size (I) " WO # (2) " WO # (3) " WO # 0 .. Water Only Meter Size WO # ❑ .. Deduct Water Meter Size " ❑ .. Sewer Main Extension Public 0 Private ❑ ❑ .. Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ .. Water ❑ .. Sewer ❑ .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-12.docx Revised: February 2012 bh Page 3 of 4 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID D14 55 .Ad DEVELOPMENT 9 $849.70 PERMIT FEE R000.322.100.00.00 $845.20 WASHINGTON STATE SURCHARGE B640.237.114 $4.50 TECHNOLOGY FEE $42.26 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R1350 R000.322.900.04.00 $42.26 $891.96 Date Paid: Friday, February 28, 2014 Paid By: WORKPOINTE Pay Method: CREDIT CARD 053291 Printed: Friday, February 28, 2014 12:58 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PertnitTRAK D14-0055 Ad 5 14; 1 49.38. DEVELOPMENT $549.38 PLAN CHECK FEE R000.345.830.00.00 $549.38 TOTAL FEES PAID BY RECEIPT: R1268 $549.38 Date Paid: Friday, February 14, 2014 Paid By: TYLER PAIGE WORKPOINTE Pay Method: CREDIT CARD 042665 Printed: Friday, February 14, 2014 3:41 PM 1 of 1 CANWSYSTEMS INSPECTION RECORD Retain a copy with permit 0 N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. INA.98188 (206) 431-367 Permit inspection Request Line (206)431.2451 614 ()VS 5 project: Address: COMMENTS: Type of Inspection: FIN] A E. 'Date Wanted: t v ilequester: GTION: FEE: RE 9 RED. Prior to next inspection. fee [nest: be 0 Southcenter Blvd.. Suite 100. Salttd schedule reinspection.' INSPECTION RECORD Retain a copy with permit PERMIT NO. EITY OF TUKVUILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Address: ,ors Special- Instructions: ! 1 to ►"T Type; of inspection: Date Wanted: 3-tS- Requester: Phone No: a.m. p.m. Approved;Eper applicable codes. Corrections required prior to approval. 611 M Pc: Z.- i '%�' 1 `'r 1 -1 SPECTION FEE R RED: Prior to xt inspection. fee must be p id at 6300 Southcenter vd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMITNUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: '/ vU� Type of In 'on: ` A-e%- Address: Suite#: 33t44 5. (1co Contact Person: Special Instructions: Phone No.: Approved per applicable codes. COMMENTS: I I Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits Occupancy Type: ,. ,�, /c3 -, Inspector: 4s%' Date: ..?A/ Hrs.: / ci 1-1 $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: Address: City: Word/Inspection Record Form.Doc Company Name: State: 6/11/10 Zip: T.F.D. Form F.P. 113 • D ty—mco MAYES TESTING ENGINEERS, INC. February 27, 2014 seaeaRce 20225Cede-VdeyRoad Slie 110 Lyrnmx4 WA98006 ph425.742E033 fax 42 .745.1737 Tacanaaroe Tyler Paige I Service & Logistics Manager loom S. 2TammaVVa' Sub Workpointe Tacoma,NO, 9877 40th Ave South ph253.584.3>20 fax2Si584.3707 Seattle, WA 98118 RECEIVED CITY OF TUKWILA P7911 NE alkd Die alland011ice Sub 190 Re: Workpointe Anchor Load Testing MAR 2 6 2014 11 ph 503281.7515 Mayes Testing Engineers Project Number S14011 feoc 503.281.7579 PERMIT CENTER Dear Mr. Paige: As requested, on February 25, 2014, Mayes Testing Engineers performed load testing of epoxy grouted 1/4-inch diameter flathead anchor bolts installed at the Workpointe Building at 9877 40th Ave S in Seattle, WA. Background & Scope We understand that Workpointe intends to utilize'/4-inch diameter flathead anchors for floor rail installation and that these epoxy grouted anchors must meet IBC requirements for pre -construction testing. The design loads for these anchors in shear and tension are 331 lb-f (pounds -force) and 474 lb-f, respectively; and per IBC, the test loads are equal to two and one half the design loads. As such, the Engineer of Record, Afghan Associates Inc., designated a target shear load of 828 lb-f and a target tensile Toad of 1,185 lb-f with a minimum of three tests of each type to confirm design values per Section 1710 of the 2012 IBC, Preconstruction Load Tests. A total of five (2 3/8-inch embed) Hilti HIT-HY 200 epoxy anchors to be tested were installed per manufacturer's recommendations as pictured below. The tube steel was included in the installation in order to emulate the "in - use" condition of the anchors as they will be used in floor rails. Also, the tube steel allows for the proper application of the superimposed loads to the anchors. Two anchors were installed near a freight door (image A) and three in a classroom (image B). A) Side view of anchors & tube steel Note the flathead anchor below the threaded rod B) Top view of anchors & tube steel Test Methods The target shear load was applied via a calibrated 10-ton hydraulic ram and digital gauge assembly. The anchors were installed at 16-inches on center (OC) near the freight door and at 20-inches OC in the classroom. This allowed for the simultaneous testing of two anchors by placing the hydraulic ram between two adjacent anchors and then pushing against the tube steel housings. The reaction beam and various steel plates were used to span the space between the two anchors such that the ram may properly shear load the anchors. Each test was maintained the 5-minute duration in accordance with standard ICC test procedures. The two anchors near the freight door and two in the classroom were tested in shear thereby satisfying the three test minimum. The target tensile load was applied via a calibrated 12-ton center -hole hydraulic ram and digital gauge assembly. The tube steel allowed for the superimposition of the tensile load to the flathead anchor. As shown to the right, the reaction beam was placed directly over the tube steel and anchor assembly and a threaded rod was placed through the hydraulic ram, beam, and then the top of the tube steel so the tensile load may be applied to the anchor (see image A for details). Each test was maintained the 5-minute duration in accordance with standard ICC test procedures. The three anchors installed in the classroom (see image B) were tension tested thereby satisfying the three test minimum. & Procedures C) Hydraulic Ram Setup for Shear Test D) Hydraulic Ram and Reaction Beam Setup for Tension Test MAYES TESTING ENGINEERS, INC, Test Results & Summary All four anchors tested in shear and all three anchors tested in tension successfully achieved and maintained their respective target loads (828 lb-f and 1,185 lb-f) for the minimum 5-minute duration without any indication of overstress or failure. We trust this provides you with the information you require at this time. Respectfully Submitted, MAYES TESTING ENGINEERS roy esse M. Salas, E.I.T. Sta Engineer tuart J. Ca r, P.E. Special Projects Manager MAYES TESTING ENGINEERS INC, FELE COPY r a TENANT IMPROVEMENT FOR: REVISIONS 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. Permit No. Plan review approval is subject to errors and om 1 F :,a! of construction documents does not a t� v aion of any adopted code or ordinance. R TUKWILA WA R E H 0 U S'�°���"" 3314 SOUTH 116TH STREET, TUKWILA, WA, 98168 PROJECT INFORMATION PROJECT ADDRESS: PARCEL NUMBER: LEGAL DESCRIPTION: City of Tukwila �I34:1_nlb�!O DIVISIO SYMBOL- LEGEND 4(1),RUMBER a,.Ea CROSS REFERDIX ELEVATION SECTION 11 ROOM NAMES >wc ) DOOR TYPE QOOD-- WALL TYPE GC DUAES RECEPTACLE QUAD REFS,PTACtE ABBREVIATIONS 1H S A.F.F. CONC. EXIST. GA. GWS MAX MIN 0.C. SF SIM TYP 1 HOUR FIRE RATING STORAGE ABOVE FINISHED FLOOR CONCRETE EXISTING GAUGE GYPSUM WALLBOARD MAXIMUM MINIMUM ON CENTER SQUARE FEET SIMILAR TYP VERIFY INSPECTION FOR VERIFICATION OF DRILLED HOLES AND HOLE PREPARATION FOR EPDXY SHALL BE REQUIRED PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR BOLTS IF APPLICABLE). INSPECTION SHALL BE INCLUDED WITH FOUNDATION OR CONCRETE INSPECTION. /\ n ZONING: CONSTRUCTION TYPE BUILDING ELEMENTS: GENERAL NOTES 3314 SOUTH 116TH STREET, TUKWILA, WA, 98168 102304-9011 102304 11 LOT 1 TGW PORTION OF LOT 2 OF CITY OF TUKWILA SHORT PLAT NO 90-1—SS RECORDING NO 9003121481 BEGIN SW CORNER OF SAID LOT 2 TH S 81-20-44 E 74.95 FT TO POB TH N 08-27-39 E 326.50 FT TO N UNE OF LOT 2 & TERM OS SAID LINE --- SAID SHORT PLAT BEING A PORTION OF GOV LOT 3 & OF SE 1/4 OF NE 1/4 OF SECTION 09-23-04 TGW PORTION OF GOV LOT 6 & OF SW 1/4 OF NE 1/4 OF SECTION 10-23-04 -- AKA LOT 1 OF CITY OF TUKWILA BOUNDARY UNE ADJ NO L93-0053 RECORDING N0 9309220E34814 OF NE 1/4 OF SECTION 09-23-04 TGW PORTION OF GOV LOT 6 & OF SW 1/4 OF NE 1/4 OF SECTION 10-23-04 --- AKA LOT 1 OF CITY OF TUKWILA BOUNDARY UNE ADJ NO L93-0053 RECORDING NO 930922084814 OF SECTION 09-23-04 TGW PORTION OF GOV LOT 6 & OF SW 1/4 OF NE 1/4 OF SECTION 10-23-04 --- AKA LOT 1 OF CITY OF TUKWILA BOUNDARY UNE ADJ NO L93-0053 RECORDING NO 930922084814 OF NE 1/4 OF SECTION 10-23-04 --- AKA LOT 1 OF CITY OF TUKWILA BOUNDARY UNE ADJ NO L93-0053 RECORDING NO 930922084814 OF SECTION 10-23-04 --- AKA LOT 1 OF CITY OF TUKWILA BOUNDARY UNE ADJ NO L93-0053 RECORDING NO 9309220848 MIC/L III B (FULLY SPRINKLERED) 2—HR RATING EXTERIOR BEARING WALLS (CONCRETE TILT —UP PANELS.), 0—HR RATING ALL OTHERS 1. DRAWINGS ARE NOT TO BE SCALED. 2. GENERAL CONTRACTOR SHALL FIELD VERIFY CONDITIONS PRIOR TO COMMENCEMENT OF EACH PORTION OF THE WORK. 3. THE GENERAL CONTRACTOR SHALL COORDINATE ALL PORTIONS OF THE WORK AS DESCRIBED IN THE CONTRACT DOCUMENTS AND NOTIFY THE ARCHITECT FOR RESOLUTION OF AU. DISCREPANCIES PRIOR TO CONSTRUCTION. 4. THE GENERAL CONTRACTOR SHALL PROVIDE MECHANICAL, PLUMBING AND ELECTRICAL DOCUMENTS PRIOR TO CONSTRUCTION. THESE DOCUMENTS ARE DESIGN BUILD AND CONTRACTOR SHALL SUBMIT CONTRACT DRAWINGS TO BE APPROVED BY OWNER THAT REFLECT EXISTING CONDITIONS AND THE INTENT OF ARCHITECTURAL DRAWINGS. 5. DIMENSIONS MEASURE TO FACE OF STRUCTURE UNLESS NOTED OTHERWSE 6. ALL OUTLETS TO BE PLACED UNDER SEPARATE PERMIT, PER CODE. ALL GYPSUM WALLBOARD TO BE 5/8" TYPE X WITH A LEVEL 4 FINISH UNLESS OTHERWISE NOTED. PAINT UNLESS OTHERWISE NOTED. COLORS BY OWNER. DOORS AND CASED OPENINGS INDICATED ADJACENT TO WALL INTERSECTIONS SHALL BE LOCATED WITH THE EDGE OF FINISH OPENING FOUR INCHES FROM ADJACENT WALL UNLESS OTHERWISE INDICATED. ALL OTHER DOORS AND OPENINGS SHALL BE CENTERED BETWEEN NEAREST ADJACENT INTER CTIONS, UNLESS OTHERVISE DIMENSIONED. APPLICABLE CODES 2012 INTERNATIONAL BUILDING CODE WITH WA STATE AMENDMENTS 2012 UNIFORM PLUMBING CODE 2012 INTERNATIONAL ARE CODE 2012 INTERNATIONAL MECHANICAL CODE 2008 INTERNATIONAL ELECTRICAL CODE 2012 WA STATE ENERGY CODE 2009 ANSI CURRENT LOCAL CITY OF TUKWILA CODES 2012 WA STATE BUILDING CODE WA STATE REGULATIONS FOR BARRIER FREE FACIUTIES DESIGN TEAM PROJECT DEVELOPER/ OWNER: CODY CRAWFORD W LCAN 505 FIFTH AVE. S. SEATTLE, WA, 98104 206.342.2220 CodyCevulcan .corn ARCHITECT. JAMES CADE TISCARENO ASSOCIATES 500 UNION STREET, SUITE 926 SEATTLE. WA 98101 T 206.325.3358 F 206.701.9769 jmcetiscareno.net Sr i)r13IR0t FNRINFFQ• DCI ENGINEERS 818 STEWART STREET, SUITE 1000 SEATTLE. WA 98101 T 206.3321900 F 206.33216 djocobsedci— (TBD) c►ofs BUILDING DIVISION SHEET INDEX !; VERAL G100 G101 G102 PROJECT GENERAL INFORMATION CODE SUMMARY GENERAL NOTES A611111grT,IRAI A001 EXISTING STE PLAN A101 LEVEL 1 DEMOLITION FLOOR PLAN A102 LEVEL 2 DEMOLITION FLOOR PLAN A201 LEVEL 1 FLOOR PLAN — EAST A202 LEVEL 1 FLOOR PLAN — WEST A203 LEVEL 2 FLOOR PLAN — EAST A204 LEVEL 2 FLOOR PLAN — WEST A401 A410 BUILDING SECTIONS WALL SECTIONS A601 WALL TYPES A602 WALL DETAILS A610 DOOR/WINDOW SCHEDULE AND DETAILS A611 ROOM FINISH SCHEDULE AND DOOR DETAILS A701 LEVEL 1 REFLECTED CEIUNG PLAN — EAST A702 LEVEL 1 REFLECTED CEIUNG PLAN — WEST STRUCTURAL S-101 STRUCTURAL GENERAL NOTES S-102 STRUCTURAL GENERAL NOTES, LEGEND AND ABBREVIATIONS S-201 STRUCTURAL STUD & SHEAR WALL PLAN — EAST S-202 STRUCTURAL STUD & SHEAR WALL PLAN — WEST S-203 STRUCTURAL FLOOR FRAMING PLAN — EAST S-204 STRUCTURAL FLOOR FRAMING PLAN — WEST REVIEWED F€i STRUCTURAL FRAMING DETAILS IHUCTURAL FRAMING DETAILS TRUCTURAL FRAMING DETAILS COMPLIANCE APPROVED FEB 2 5 2014 City of Tukwila BUILDING DIVISION b ILI. 00 SS RECEIVED CITY OF TUKWILA FEB 1 4 2014 PERMIT CENTER DATE PLOTIED: X4/XX/2013 DWG FILE N0. VW —COVER l T ions. Cent TIscarens Associates PS , 500 Union Street, Suite 926 Seattle. WA 98101 T: 206.325.3356 F: 206.701.9769 AMBERS OFDEMBafM 0671UTE OFMacECis PROJECT TUKWILA WAREHOUSE TENANT IMPROVEMENT PROJECT NO 13008 DATE 10/16/13 DRAWN BY HC/CW PRINCIPAL IN CHARGE JC REVISIONS No. DATE 1 7/16/13 - PRICING 2 7/17/13- PERMIT SUBMITTAL 3 8/27/13.OWNER CHANGES 4 10/16/13 - OWNER CHANGES {S56 REGISTERED 1 ARRCHITECT JAMES EQMM ME • STATEOF WASHING ON CONSTRUCTION DOCUMENTS SHEET TITLE GENERAL PROJECT INFORMATION SHEET NO. G100 1 OF )0f COPYRIGHT 2013 TISCARENO ASSOCIATES PS J worKpOinte 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8864 Fax: 206.764.8865 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 13 VIEW: SHOP 36 OPEN 240 PPL !DESCRIPTION: MASTER FLOOR PLAN IMEDIA: FEB 2 5 2014 -6IIIIII RECEIVED CITY OF TUKWILA FEB 1 4 2014 PERMIT CENTER (SCALE i" = 1'-0" IPAGE 1 worKpointe spacesthatwork 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8864 Fax: 206.764.8865 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved. Revision Number: 13 VIEW: PROPERTY PLANIDESCRIPTION: DUNM/SH RNER R VIEWED FOR 0 • E COMPLIANCE APPROVED FEB 2 5 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 1 4 2014 PERMIT CENTER IMEDIA: 'SCALE 4" = 1'-n" IPAC,P9 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8864 Fax: 206.764.8865 REVIEWED FOR CODE COMPLIANCE APPROVED worKpOinte 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8864 Fax: 206.764.8865 •CONTACT: DARYL GARDNER No. Description Project Number: 14133 Approved: Revision Number: VIEW: 121-1/4" 13 AT 8 CLEAR ,i ,. ,, 1' ' ,i ,i ,i ,i ,i ,i ,i L113KAKY 1 121-1/4" U LC —AN Y x0oa OD. 9013 XL5I I'IUHN LOCUY D9QR__ 7 LEVELS AT 14 1/4" CLEAR + = CLEAR TYP. ELEV. "A" ELEV. "B" TECHNOLOGY CORPORATE RECORDS (DESCRIPTION: MOBILE STORAGE 121-1/4" - 42" Typ, REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2014 POSSIBLE FUTURE GROWTH City of Tukwila BUILDING DIVISION 12-3/4" 2 X-RAY SHELVES LOCATION TO BE DETERMINED 121-1/4" TYPICAL ELEV. DOORS NOT SHOWN CORPORATE RECORDS ,,,,,,,,,,,,,,,,,,,,,,,, 7f ^ ff I MEDIA: GLASS & NITROUS SLIDES I SCALE I" = 1 '-0" I PAGE 1 }131N33 IIWH]d Im co rat Tech B ANTI —TIP RAIL RECESSED IN CONCRETE Spacesaver's B Anti -tip rail recessed in concrete offers a permanent, aesthetically pleasing alternative for mobile system installation that allows the top of the system's rails to be evenly aligned with the top of the finished floor without entry ramps. BENEFITS 1. Elimination of entry ramps ensures smooth, easy access for wheelchairs, carts or other equipment. 2. Allows for a natural and efficient screed for exact topping slab application and levelness. 3. Rails can be installed in new construction and the mobile system can be added at a later date. 4. Pre -planned recessed installations provide a cost-effective alternative to top mounted installations. 5. Recessing rails means more vertical space is available for storage because less is used for the rail and floor systems. 6. Optional B anti -tip rail form cover provides a flush, durable cap for protecting B anti -tip rail assemblies from damage and debris, and for covering inactive rails for a clean finished appearance. INSTALLATION Recessing B anti -tip rails into the floor provides a finished, built-in appearance at the floor level and maximizes the amount of vertical space that can be used for storage. Three types of recessed installation are available: Second pour depth determined by architect and/or structural engineer. inimum c:::1-1/16" (27 mm) "" Required For -40 . y.,,er l Floor Anchor' Continuous Hydraulic Grout (1/4" min. (6.4mm)) 1. The system's rails are installed in a depression in the floor and concrete is poured around them to fill the depression and level the system's floor with the existing floor. The depression is created equal to or larger than a footprint of the mobile system and deep enough to accommodate the height of the rails and grout and provide accurate clearance for the finished floor covering. 2. The system's rails are installed after the first rough concrete pour is made. The second pour of concrete is then made around the rails to bring the finished floor to the top of the rails. 3. Each of the system's rails is installed in a separate trough that is cut out of the existing floor or blocked when the floor is poured initially, and a secondary pour of concrete is then made around the rails to fill the troughs and level the system's floor with the existing floor. (continued on page 2) REV. 3.0/SC-96165 SSC/PRI 1/03 Page 1 of 2 bi31N331IINH d Tech Optional Trough Installation -1/2" (241 mm) Minimum 10111/11/011111, ii inmum -1/16" (27 mm)' Required For aDfli slat 4- 9 , Dat aB ANTI -TIP RAIL RECESSED IN CONCRETE Finish Floor Covering By Others (Thickness As Required) • 'Second Pour ••, of Concrete • • n� , ,' "]`GAY .�.r•Str ., 1 ' a f'h it c int ('ou M a` CO ti ,t „to( Concrete Continuous Floor Anchor Hydraulic Grout (1/4" min. (6.4mm)) Iluli(1!I Iui ('.1',R(1 It gill I"1i� t(� . (',11)1L' ICH It',1111('(In(1 lilt' . Ii'i• '(1 ,'111[I, H111 li'.I('tll Iill` !lit 1i�l (I1H tO Ply ( YI`,f111(1 1', It it, 1,1 ,ill11 II It' NOTE: For trough installation, existing concrete surface must be level to 1/4" (6.4 mm) non - accumulative over a 20' (6.1 m) span or relative ramping will occur at the low point. * Trough depth determined by architect and/or structural engineer. 04. Spacesavera Storage Solve Website: www.spacesaver.com E-mail: sssc@spacesaver.com a division of Copyright 2003, Spacesaver Corporation. All rights reserved. INSTALLATION CONTINUED Troughs are created a minimum of 9-1/2" (241 mm) wide and deep enough to accommodate the height of the rails and grout and provide accurate clearance for the finished floor covering. With all three installation methods, the rails are positioned per the installation drawings, anchored and leveled at a height that allows the top of the finished floor material to be installed flush with the top of the rails. They are then set with grout, and the second concrete pour is made. The positioned rails simplify the second pour by providing accurately leveled screeds to gauge the thickness of the concrete. APPLICATION Recessed in concrete installation of B anti -tip rail is compatible with all Spacesaver powered, mechanical assist and manual carriage systems utilizing dual flanged guidance systems. SPI C Recessed Concrete Rail Installation: After B anti -tip rail specification, add: Rails shall be recessed in concrete with top of rail flush with finished floor. (Architect and/or structural engineer to provide secondary pour and/or trough details.) USA 1450 Janesville Avenue Fort Atkinson, Wisconsin 53538-2798 USA Telephone 920/563-6362 Toll Free 800/492-3434 Fax 920/563-2702 w z o O-46 C7 c r Specifications subject to change. Canada 266 King Street East Toronto, Ontario M5A 4L5 Telephone 416/360-1022 Toll Free 800/544-3679 Fax 416/360-7290 United Kingdom Commonwealth House 148-153 High Holborn London, England WC1V 6PJ Telephone 020/7404-7441 Fax 020/7404-7442 REV. 3.0/SC-96165 SSC/PRI 1/03 Page 2 of 2 a31N30 lMWH]d CO ry Spacesaver 0 om mn m c< xm o Te _Data B ANTI -TIP RAIL Spacesaver's B anti -tip rail assembly of low profile bar stock rail welded into a C-channel base provides leveling screw adjustability, permanent floor anchors and a narrow wheel guidance gap. BENEFITS 1. Harder steel means that rails will wear Tess and last longer than traditional 1018 bar stock rails. 2. Powder coat finish for anti -tip C-channel provides durability that stands up to the wear and tear of heavy usage. 3. Anti -tip flanges combined with the carriage's in -rail anti -tip brackets provide built-in system stability for anti -tip applications. 4. Lower profile increases the amount of vertical space that can be used for storage. 5. Flush -with -floor rail installation capabilities with narrow wheel guidance gaps allows carts to roll smoothly in the system's aisles. 6. Interlocking braces and splice joints provide carriage operation that is consistently smooth and reliable. 7. Recess floor mount capabilities permit flush - with -floor rail installation without ramps and maximize the amount of vertical space that is usable for storage. 8. Extending rail assemblies under stationary platforms means carriage, storage housings and face panels will be on an even plane and provide a homogenous, level appearance. 9. Welded construction, leveling screw adjustability, continuous grouting, and permanent floor anchors ensure long term system dependability. co c v Qc z92 Et RAIL SYSTEMS 5/8" x 5/8" (16 mm x 16 mm) 1045 Steel Bar Stock Anti -tip Channel Interlocking Brace on Both Sides of Rail Permanent Floor Anchor Welded Leveling/ Anchor Plate �4/t Il^b_ .600Ct �.GINJ• - ? "Existin Floor eling yaw:' • •.aA•, > moo. 4 'ap 64..Qa aalJ° oc c;?'o° o -.d• v ' :i ;:e •w _'' Continuous 7 . ° 4; : 'Hydraulic Grout 0 Re , e x7c,t o ((1/4"[6 mm) min.) cm INSTALLATION 1045 bar stock steel welded into the center of a C-channel steel base ensures that the rail won't separate from the base, and results in an overall rail assembly profile of just 7/8" (22 mm), plus grout, and wheel guidance channels of just 5/8" (16 mm) on either side of the rail. The C-channel features a durable powder coat paint finish and provides anti -tip flanges for seismic applications and installations with a high carriage height -to -width ratio. Rail assembly lengths are connected by interlocking braces and bolted plates that splice the sections together and provide permanent horizontal and vertical alignment. B anti -tip rails are aligned on the floor and can be top mounted and finished with plywood ramp and decking or recessed in concrete. In systems with stationary platforms, the rail assemblies are positioned to extend fully under the platforms and provide a level plane for platform installation. (continued on page 2) REV 5.0/SC-95109 SSC/PRI 12/06 Page 1 of 2 H31N30 !ME d Interloc ing Splice Joint Splice Connection with Splice Plate on Both Sides of Rail Anti -Tip Channel Bar Stock Rail Anti -Tip Channel Splice Boi Leveling/Anchor/ Splice Plate Interlocking Brace on Both Sides of Rail Splice Joint Spacesaver Storage Solved" Website: www.spacesaver.com E-mail: ssc@spacesaver.com a Division of s' Copyright 2006, Spacesaver Corporation. All rights reserved. (V1 Data B ANTI -TIP RAIL INSTALLATION CONTINUED Once positioned, rails are leveled using leveling screws for precise installation and infinite adjustability. Leveled rails are secured with permanent floor anchors for firm, solid attachment. To minimize rail deflection and help disburse wheel point loads to maximum floor areas, rail installation is completed with non -shrink, continuous grout under the entire rail. This step ensures that all gaps and voids are filled for total rail support. Carriages with in -rail anti -tip brackets designed to work with B anti -tip rail are installed on the rail assemblies. APPLICATION B anti -tip rail is compatible with all Spacesaver powered, mechanical assist and manual carriages utilizing dual flanged guidance systems and dual flange in -rail anti - tip brackets. NOTE: All Spacesaver mobile storage installations requiring seismic certification need calculations from a structural engineer licensed in the jurisdiction where the installation will be located. TECH SPEC Rail: Rail system shall be 5/8" x 5/8" (16 mm x 16 mm) 1045 steel bar interlocked and welded into a powder coat finished base channel minimum 11 ga. 3-7/16" (37 mm) wide with 3/4' (19 mm) return anti -tip flanges. Rail assembly shall have welded leveling/anchor plates maximum 20" (508 mm) o.c. with leveling screw adjustability and be permanently anchored to the floor. Overall rail assembly profile shall be 7/8" (22 mm) high, plus grout. All rail splice joints shall have interlocking braces and splice plates which provide permanent horizontal and vertical rail alignment. Rail guidance gaps shall be maximum 5/8" (16 mm). All rail assemblies shall be fully grouted with a non -shrink hydraulic cement type grout with an 8,000 lbs. p.s.i. (562 kg/cm2) strength after curing. USA 1450 Janesville Avenue Fort Atkinson, Wisconsin 53538-2798 USA Telephone 920/563-6362 Toll Free 800/492-3434 Fax 920/563-2702 F C) zo Oc r Canada 266 King Street East Toronto, Ontario M5A 4L5 Telephone 416/360-1022 Toll Free 800/544-3679 Fax 416/360-7290 Specifications subject to change. Europe Commonwealth House 148-153 High Holborn London WC1V6PJ, UK Telephone +44 (0)20 7404-7441 Fax +44 (0)20 7404-7442 Email sales@kiuk.co.uk REV 5.0/SC-95109 SSC/PRI 12/06 Page 2 of 2 El31N33 IIW83d Spacesaver UNIVERSAL SHELF SYSTEM (4-POST) Spacesaver's Universal (4-post) shelf system provides the most versatile shelving and storage system on the market today. SHELF FILING Offices in banks, data processing centers, healthcare institutions, business and govern- ment all face the same paradox: squeezing ever- increasing hard -copy files, records and supplies into ever -decreasing storage space. The solu- tion is the Spacesaver Universal shelf system. Intelligently planned, ergonomically designed Spacesaver Universal shelving attractively orga- nizes files for improved visibility, accessibility and organization. BENEFITS 1. Easy Assembly: No nuts or bolts are need- ed. Can be quickly installed, expanded or relocated. 2. Strength and Durability: Systems feature the strength of cold -rolled steel with gauge thick- ness that meets or exceeds U.S. Standards. 3. Attractiveness: All shelving features a quality, powder coat paint finish that resists abrasion. Spacesaver makes available a variety of color and paint finishes to match any neec. 4. Storage Capacity and Accessibility: Offers clear, straight -through shelves for accom- modation of larger media. Allows easy accessibility and visibility of media. 5. Flexibility/Adjustability: Shelves are eas- ily adjusted. As you reconfigure your office and your storage or filing needs change, Spacesaver flexibility means economy. 03 °. oc gl z m co STORAGE Throughout business and industry — in sup- ply rooms, warehouses, tool cribs, utility plants, factories, military bases, healthcare facilities, correctional institutions, wholesalers and retailers, vaults, wherever "stuff" is stored — Spacesaver Universal shelf systems are success- fully meeting the most rigorous demands...com- bining superior strength with a furniture grade design appearance. Page 1 of 4 DESIGN AND CAPABILITIES ❑ Cold -rolled steel shelves fit over shelf supports for a clean, smooth, solid shelf area. ❑ "Tee" uprights are used to add extra, adjacent sections. Use the "Angle" upright to finish a row. ❑ Unit -welded "Angle" and "Tee" uprights can be open style or single -wall, fully closed style for added strength and appearance. Open Angle Upright Page 2 of 4 131N33IIW83d Closed Tee Uprigh Full -Height Bin Dividers (Optional) 0 0 pa m� x)• 0m rn • ZO n� m UNIVERSAL SHELF SYSTEM (4-POST) ❑ Boltless, wedge -lock design: Designed to assem- ble without fasteners or clips, shelf support rivets lock into the keyholes on the inner side of the upright. Strength is unmatched, with no cross - bracing required. ❑ The unique, patented, multi -function slot pattern accom-modates file dividers, bin dividers and divider rods. A full range of shelving options and acces-sories allows customization to your storage needs and filing requirements. APPLICATION ❑ Ideal for storage and general filing requirements of warehouses, accounting and financial firms, health centers and government facilities. ❑ All Spacesaver shelving is easily adaptable to both stationary and mobile system applications. Closed Angle Upright Open Tee Upright Shelf Supports Plain Shelf Adjustable File Dividers (Optional) Universal Shelf Divider Rods (Optional) (Purchase Locally) d31N33 IIWH3d Shelving Options and Accessories Label Holder Center Stop - Slotted or Plain Tape Seal Bar and Hanger Back and Back Holder Lockable Hinged Doors co C F. rn noo z23m vz OM � 0C� Gg" o I�Ti-v r0 CO O� Cz0 z m m Sliding Reference Shelf File Divider Bin Divider Shelf Reinforcement File & Storage Drawers Back Stop - Slotted Card Holder Acrylic Bin Front Suspended Pockets Receding Doors Page 3 of 4 831N33 IIW*I3d UNIVERSAL SHELF SYSTEM (4-POST) TECH SPEC Universal Shelf System: SHELVES Standard shelves shall be 9/16" (14 mm) in height and be formed of 22 ga. (.75 mm) cold rolled steel with flanges on all four sides. Front and rear flanges shall also be turned "down" and "in". Shelves to be adjustable on 1-1/2" (38 mm) centers vertically. Shelves to be supported front and back by two shelf supports of 14 ga. (1.9 mm) min. hot rolled steel. Full depth (or through) shelves shall have mounting holes for attachment of an optional center stop. Patented multi -function slots (for optional file dividers, bin dividers and divider rods) shall be placed on 2" (50 mm) centers across entire shelf length (starting 1" (25 mm) from each end). Height of shelf (including supports) shall be 3/4" (19 mm). Heavy-duty shelves shall be 9/16" (14 mm) in height and be formed of 18 ga. (1.2 mm) cold rolled steel with flanges on all four sides. Front and rear flanges shall also be turned "down" and "in". Shelves to be adjustable on 1-1/2" (38 mm) centers vertically. Shelves to be supported front and rear by two shelf supports of 14 ga. (1.9 mm) hot rolled steel. Full depth (or through) shelves shall have mount- ing holes for attachment of optional center stop. Patented multi -function slots* (for optional file dividers, bin dividers and divider rods) shall be placed on 2" (50 mm) centers across entire shelf length starting 1" (25 mm) from each end. Height of shelf (with heavy-duty shelf support) shall be 1-1/4" (31 mm). U.S. Customary Units (inches): U.S. Customary Units (inches): Standard Height 9/16 Heavy Duty 9/16 Shelf Width 30 36 42 48 Shelf Depths Shelf Depths Clear Width 28 34 40 46 10 12 13 15 16 18 20 24 26 30 32 36 Metric Dimensions (mm): 12 13 15 16 18 24 26 30 32 36 Standard Height 14 mm Shelf Depths Heavy Duty 14 mm Shelf Depths 254, 304, 330, 381, 406, 457 508, 609, 660, 762, 812, 914 304, 330, 381, 406, 457 609, 660, 762, 812, 914 Metric Dimensions (mm): Shelf Width 762 Clear Width 711 914 1066 1219 863 1016 1168 UPRIGHTS Uprights shall consist of 18 ga. (1.2 mm) cold rolled steel formed into either a 2" (50 mm) wide "Tee" shape common post, or a 1" (25 mm) wide "Angle" shape end post. Keyhole -shaped slots are placed on 1-1/2" (38 mm) centers vertically on the inner face of the posts. "Closed" uprights shall have a 24 ga. (.60 mm) closure panel between the posts. "Open" type uprights shall have at least three 3" (76 mm) wide x 18 ga. (1.2 mm) spacers between the posts. U.S. Customary Units`(inches): Metric Dimensions (mm): Upright Height 76 '/' 85 '/4 88 1/4 97 1/4 Upright Height 1936 2165 2241 2470 Useable Height 731/, 82V= 85 V= 94 V2 Useable Height 1866 2095 2171 2400 Spacesaver Storage S o l v e d• Website: www.spacesaver.com E-mail: ssc@spacesaver.com s�M a division of �` Copyright 2010, Spacesaver Corporation. All rights reserved. 0 o0 m c< m *v USA 1450 Janesville Avenue Fort Atkinson, Wisconsin 53538-2798 USA Telephone 920/563-6362 Toll Free 800/492-3434 Fax 920/563-2702 CO F v �o Dc < r 03 iN 0 823 Dm< -gyOCM m�v oZa n� m Canada 266 King Street East Toronto, Ontario M5A 4L5 Telephone 416/360-1022 Toll Free 800/544-3679 Fax 416/360-7290 Specifications subject to change. Europe Commonwealth House 148-153 High Holborn London WC1V 6PJ, UK Telephone +44 (0)20 7404- 7441 Fax +44 (0)20 7404-7442 REV. 7.0/SC-01101 ITG/MRK 08/10 Page 4 of 4 4875 SW Griffith Drivel Suite 300 Beaverton, OR 197005 Ilk AAI al* mates.im ENGINEERING February 13, 2014 Mr. Daryl Gardner Workpointe 9877 40th Ave S Seattle, WA 98118 FILE COPY Permit No. RE: Workpointe — Vulcan Apollo Art Storage Project No. A14016 Dear Daryl: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 25 2014 City of Tukwila BUILDING DIVISION As requested, we have designed the seismic anchorage for the existing Spacesaver mobile shelving located at the Vulcan Apollo Art storage facility in Seattle, Washington. The seismic forces were calculated in accordance with Section 13.3 of the ASCE 7-10 as referenced by the 2012 Seattle Building Code. The design parameters included the following items: Sus = 0.92, Ip =1.0, Site Class D and Seismic Design Category D. Additional information provided by Workpointe included the shelving system loads, elevations, and layout. Please note that a review of the supporting structure and the shelving components above the connection at the base was not within our scope of work but is available through our office as an additional service if requested. The seismic anchorage for the installation outlined in the attached documents, D1 — D26, is structurally adequate provided the following requirements are satisfied: • The weight of the shelving and its contents shall not exceed the Media Weight Reports as shown on D18 — D23, and D24, D26, attached. The empty weight of the shelving in the main vault was taken from the Spacesaver Bill of Materials included in the calculation appendix, Al — Al2, attached. • The floor rails shall be spaced as shown on D2 and D25, attached. The floor rails shall be fastened directly to the concrete slab -on -grade with 0.25" diameter A307 or Grade 2 (2.375" embed) Hilti HIT-HY 200 epoxy anchors at 12" oc maximum. EXCEPT at the °Cold Storage Room', provide anchors at 8' oc. Stagger the anchor installation on opposite sides of the central rail bar. • The stationary platforms shall be fastened to the floor rails with the standard Spacesaver Platform bracket. Provide (1) bracket at each rail to carriage interface. Anchor the floor rails directly below the platform brackets with 0.25" diameter (2.375" embed) Hilti HIT-HY 200 epoxy anchors. • All mobile camages shall be equipped with the standard Spacesaver in -rail anti -tip mechanism at the BAT rails. Provide a heavy-duty anti -tip mechanism at the Art Rack L rails. Provide (1) anti -tip device at each carriage to floor rail interface. • The shelving/cabinets shall be fastened to the 12ga camages vertically with #10 TEKS self -drilling, self - tapping screws. The connections shall occur through the lowermost shelf support or the bottoms of the cabinets to the carriages at 12" oc. • Art racks shall be fastened to the 12ga carriages vertically with (2) #12 TEKS self -drilling, self -tapping screws at each end of every upright base. • The lowermost 14ga shelf supports shall be fastened to the 18ga uprights with a minimum of (1) 0.25" 4 AISI 1011 rivet. RECEIVED • Minimum required thickness of the concrete slab is 4" and the fc=3,000 psi. CITY OF T U K W I L A FEB 1 4 2014 503.820.30301 tel 503.t320.553 fax w w w. a a PERMIT CENTER AA' nsicisbs, ENGINEERING • Stationary shelving in the Intake Room shall be directly anchored to the concrete through the lowermost shelf support with (1) 0.25' diameter (1.625" embed) Hilti KH-EZ anchor at every upright post. Stagger the anchor locations on opposite sides of the upright posts at the interior uprights. • Design capacities of 0.25" epoxy anchor bolts with Hilti HIT-HY 200 epoxy shall be field -verified. Testing to be performed by a qualified special inspection company certified for the inspection of epoxy anchor bolts. Testing plan shall be submitted to MI engineering and the building department for approval. • Testing plan shall be based on Section 1710 of the 2012 IBC, Preconstruction Load Tests. The test assembly shall be subjected to an increasing superimposed load equal to two and one half the design load. The anchors shall be tested in both shear and tension. • Periodic special inspection of the concrete anchors throughout the project is required after the initial installation procedure is approved. Substantiating calculations are attached. If there are any questions, please do not hesitate to call us. Sincerely, Chemelle Stark, PE Associate 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005 503.620.3030 I tel 503.620.5539 I fax w w w a a f e n g c o m woricpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.6885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved. Revision Number. 13 W E 70' Wall Mounted Art Rock an ms4 0/3' Wolf Mounted Artalmwmonfti �� { Rock rw. "" c?-/- vt nI c PLAN -7 VIEW: SHOP 'DESCRIPTION: MAIN ART LAYOUT MEDIA: ISCALE i' = 1'-O'IPAGE 2 Pl worKpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number. 13 sir x ._..7r s • belt b$" 68" /161 l'O C4-7 7 DN s VIEW: LAYOUT 'DESCRIPTION: MAINARTLAYOUT 'IDSDIA: 'SCALE }" = 1'-0"'PAGE2 worxpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8864 Fax: 208.784.8865 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 12 CLOSED MIMIC rr► 5 AT 45' MOBILE SHELVING TOP VIEW I I I I 2444 107-3/4 3 4 4 AT 5-1/4 . •&—. F 1 [ � ELEVATION J.EFT SIDE 1 ! i 21-1/4' 144' 3 ELEVATION RIGHT SIDE VIEW: SHOP 'DESCRIPTION: CARRIAGE 1 'MEDIA: SMALL 2D ART & PLAT FILE STORAGE 'SCALE #" = 1'-0"'PAGE3 P3 • won Pointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.764.8884 Fax 208.764.8885 CONTACT: DARYL GARDNER APOLLO ART STORAGE No. Description Date Project Number: 13480 ELEVATION LEFT SIDE uaaw GLOM UPRIGHT DIVIDER TYG, 3 AT 4' 2AT 3V 311.,. r - MOBILE SHELVING TOP VIEW PrOICKLCIR ELEVATION RIGHT SIDC LEGEND NEW cAmEr Approved. VIER: SHOP (DESCRIPTION: CARRIAGE 2 Revision Number: 12 IMXDIA: SMALL & MEDIUM 2D ART do PLAT FILE STORAGE (SCALE r = r-0" I PAGE4 • Woncpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER APOLLO ART STORAGE No. Deecrintion Date Project Number: 13480 Approved* Revision Number: 12 i ELEVATION LEFT SIDE SERIN) .. EMPANEL iocovRR UPIEDRY 6 Al 30. CUMED DIVIDER MOBILE SHELVING TOP VIEW ELEVATION LEFT SIDE VIEW: SHOP 'DESCRIPTION: CARRIAGES MEDIA: MEDIUM 2D ART (SCALE I" = 1.-0" PAGES P5 won pointe 9877 40TH Avenue S. Seattle, WA 96118 Phone: 206.764.8884 Fax: 208.784.6885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 12 VIEW: SHOP 1O IZtirlt VIR rigiAa"4 T ELEVATION LEFT SIDE 'DESCRIPTION: CARRIAGES 4 do 5 'MEDIA: MEDIUM 2D ART =RD UPRIGHT MOBILE SHELVING TOP VIEW ELEVATION LEFT SIDE Pk worcpointe 9877 40TH Avenue S. Seattle. WA 98118 Phone: 206.764.8864 Fax: 206.764.8866 CONTACT: DARYL GARDNER APOLLO ART STORAGE No. Descrivtion Date I Project Number: 13480 Approved: Revision Number: 12 MITAL BMX MTtAL VACK _L-fr-t-Lr N110"181W 8 144' 17-34- AT 14- /4" 13-3/4' fi S A7 40' s4' 00006 8 MOBILE SHELVING TOP VIEW PVR.LOfA' WORK9N11 ELEVATION VIEW: SHOP 'DESCRIPTION: CARRIAGE 6 SIDE "A" I1EDIA: PRoPs "SCALE }" - 1'-0"IPAGE 7 • worKpointe 9877 40TH'Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER wCid V H o� 54 O�444 A O 0-1 No. Descriution Date Project Number: 13480 Approved: Revision Number. 12 • !4' 6 AT 4P x 4 MOBILE SHELVING TOP VIEW 51 1/2• J 52•. it 11 t7,„ - 17-3/4•.. AT 14- /4. //V";-/A .../i1 if; ..._ i //,// ���„/� .///� L% G.e%%/i71 WOW PULL OUT WOR%9101.1 1 ELEVATION VIET: SHOP 'DESCRIPTION: CARRIAGE6 SIDE'S" IMEDIA: PROPS (SCALE r='V-0"IPAGE8 V worKpainte 9877 40TH Avenue S. Seattle. WA 98118 Phone: 206.764.8864 Fax: 206.784.8885 CONTACT: DARYL GARDNER Description Date Project Number: 13480 Approved: Revision Number. 12 3 AT 82' sr MOBILE SHELVING TOP VIEW 144-1/4' 21-3/4' . LEVELS AT 14 I/4. CLEAR M. t ).,Ann MYRaft/ NI WW1 .aRneHn.r 2 RA SS" 'sY."••'X'_ — ll.• •Il3i�Y]ar'yY ELEVATION 3s- 4 NOTE: BOTTOM TWO LEVELS TO BE HEAVY Dun SHELVES VIEW: SHOP 'DESCRIPTION: CARRIAGE 7 'MEDIA: GROWTH (SCALE }" = 1'-0"IPAGE9 • 09 woncpointe 9677 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8884 Fax: 208.764.8886 CONTACT: DARYL GARDNER No. DescriDtfon Date Project Number: 13480 Approved: Revision Number: 12 3r PROVIDE METAL BACKS BEHIND GARMENT CABINETS MOBILE SHELVING TOP VIEW 12 "1 11-1/4' 3 ELEVATION ao- 24' NOTE: BOTTOM TWO LEVELS TO BE HEAVY DUTY SHELVES VIEW: SHOP !DESCRIPTION: CARRIAGE 8 SIDE •A• 'MEDIA: BOXED TEXTILES 'SCALE }" = 1.-0"PAGE10 Oi� r worKpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 206.784.8885 CONTACT: DARYL GARDNER <, u APOLLO ART STORAGE a ce z� 0 No. Description Date Project Number: 13480 Approved: Revision Number: 12 13 LEVELS AT 9-7/4' x• PROVIDE METAL BACKS BEHIND GARMENT CABINETS MOBILE SHELVING TOP VIEW 1hEf11 144' HINCSO --). 1 mrrAL DCOZ ....f.1 ,tanatt z r 1 f t ELEVATION UM: SHOP 'DESCRIPTION: CARRIAGE 8 SIDE "8" 'MEDIA: HANGING & BOXED GARMENTS (SCALE }" = 1.-0"IPAGE 11 2») woncpointe .. , t!41 N.•� 9877 40TE Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER a z o, Description Date Project Number: 13480 Approved. 1 Revision Number: 13 ( DRAWERS 4- 1 DRAWERS DRAWEES 1 x' 24-1/4' DVAR TYPr ii _. L DRAWEE DRAWERS MOBILE SHELVING TOP VIEW ELEVATION 1 2 AT42 VIER: SHOP 'DESCRIPTION: CARRIAGES 9 & 10 'MEDIA: OVERSIZE FLAT TEXTILES 'SCALE }" = 1'-0" IPAGE I3 D1z wo ricpo i me 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8884 Fax: 208.764.8865 CONTACT: DARYL GARDNER z APOLLO ART S No. Description Date I Project Number: 13480 Approved - Revision Number: 12 144-1/4' x' MOBILE SHELVING TOP VIEW 3 1 ELEVATION 0' SCE e NOTE: BOTTOM TWO LEVELS TO BE HEAVY DUTY SHELVES VIEW: SHOP 'DESCRIPTION: CARRIAGE 11 SIDE 'A" "MEDIA: SCULPTURE/MODELS/TECHNOLOGICAL Fe SCIENTIFIC (SCALE #" = 1.-0` IPAGE14 p13 wo kpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8864 Fax: 206.764.8865 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 !Approved. Revision Number: 12 Uhl/4• r 11-1/4• SOX 3-3/4' DIWYERS x' MOBILE SHELVING TOP VIEW �1 —r %SP* CABIN CS OHS a. � . . ''yy� d.r. I . ,� t a ,+� yy....... f ..- .. ;:, .,.I — ... _ � r � � r.yy I 4 •9iiL� ELEVATION tt iat). tFl r. 911!:t rf0 VIEW: SHOPS (DESCRIPTION: CARRIAGE11 SIDES• 'MEDIA: SCULPTURE/MODELS/TECHNOLOGICAL&SCIENTIFIC ISCALE }" = 1.-0" IPAGEI5 Di4 word<po i me 9877 40TH Avenue S. Seattle, WA 98118' Phone: 208.764.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 I Approved: Revision Number: 12 54' 3 5 AT 54' rt MOBILE SHELVING TOP VIEW 21-J/ $lsvi AT 14 CLEAR ELEVATION 4' NOTE: BOTTOM TWO LEVELS TO BE HEAVY DUTY SHELVES VIEW: SHOP IDESCRIPTION: CARRIAGE 12 'MEDIA: GROWTH 'SCALE }" = 1'-0"IPAGE16 015 worjcpointe 9877 40TH Avenue 6. Seattle, WA 98118 Phone: 208.764.8884 Fax: 208.764.8885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 12 ar DRAWERS DRAWERS DRAWERS ROLLED 311' TEXTILE CABINETS 4 AT' 11-1/4' 1- 144' ROLLED 1 ROLLED TEXTILE 1 TEXTILE CABINETS CABINETS * 108-w WIDE WITH DOUBLE DOORS. IL W/O • DOOR S AT 4!' ROLLED TEXTILE CABINETS MOBILE SHELVING TOP VIEW STRUCTURAL COLUMN ELEVATION 1 es' FLAT jTEXTILE CABINETS_ �--4#-91WIDE WITH DOUBLE DOORS 12' HINGED METAL DOORS 3 AT 42'�—�* VIER: SHOP 'DESCRIPTION: CARRIAGE 13 SIDE"8" (MEDIA: AFRICAN COLLECTIONS (SCALE }" = I'-0" IPAGE18 D(6 fl wor cpointe 9877 40TH'Avenue S. Seattle. WA 98118 Phone: 208.784.8884 Fax: 208.784,8885, CONTACT: DARYL GARDNER 505 Fifth Ave. S No. Description Date Project Number: 13480 Approved: Revision Number: 12 1 0' 20' VIEW: SHOP 'DESCRIPTION: MOBILE ART RACKS ) MEDIA: HANGING ART STORAGE 'SCALE #" =1'-O',IPAGE21 pig lorJ$pointe 9877 40TH Avenue S. Seattle. WA 98118 Phone: 208.784.13884 Fax: 208.784.8885 CONTACT: DARYL GARDNER APOLLO ART STORAGE No. Description Data Project Number: 13480 Approved: Revision Number: 12 tf .5 6 PSI, P.Sk 5.6 PS.F 5.6 5.6 1';?....F 4,9 l'S.F 4 9 I'S:17 4.91'517 44 PS1' 4 .9 1'.5.F 4.9 P.S.f 4.9 4 9 P5 E 1411 1 144 1115 11* I 141 1 1 I 1 I 1.411 ! 114 11* I 141 I 141 CARRIAGE 1 259 I'S I' 33 PSI, 3.3 PS, 3.4 l'SF 32 PS.F 2.8 5,1, 275 275 225 25 725 CARRIAGE 2 1'S rs 151 1* 5 I 15 , 15 I 1 15 I I 1 1?5 4 4 sr . 1 4 sfs . ifs sis 1, 1i 1 46 i + 25 1 2!6 .. 28 4s24, 1 r. I f 4 I 2f6 2t5 20 2,5 105 215 23545 i1 1 4 i CARRIAGE 3 4 ,§1'.517 .9 I'SF l'S.F 4 9 l';.4 F91'!:;1- 4.9 P.S.F 1115 105 485 1111 US 110 US 115 10$ 105 205 115 204718 205 N15 205 205 205 205 205 X5 105 110 CARRIAGE 4-5 ' VIEW: 'DESCRIPTION: CARRIAGES 1-5 !MEDIA: SMALL 2D ART & PLAT FILE STORAGE 'SCALE " = 1'-0" IPAGE34 wpr pointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 12 3540 40 50 50 55 55 55 55 55 55 55 55 50 50 \ 50 50 50 35 50 50 40 50 50 50 35 50 50 40 50 J0 50 50 50 35 40 50 50 50 t 11 (1 I 1 __ .,,.r 1! 1 , , .. 50 50 35 - 50 50 50 50 50 50 50 50 165 --.... 50 50 50 50 Nj.s psi. 9':3 50 \...--1?..:3,--- 50 °:: lid 50 50 50 50 50 50 50 50 50 50 r 1 CARRIAGE 6 50 50 50 50 50 35 50 50 50 50 50 35 50 50 50 50 50 35 50 50 50 50 50 35 50 50 50 50 50 35 50 50 50 50 50 35 50 50 50 50 50 35 125 125 125 125 125 125 125 125 125 125 125 125 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 65 CARRIAGE 7 VIER: 'DESCRIPTION: CARRIAGES 6 - 7 I MEDIA: SMALL 2D ART A FLAT FILE STORAGE ISCALE r = 1'-0" IPAGE35 woncpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.784.8884 Fax: 208.784.8885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 12 3 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60 60 60 45 45 45 45 45 45 60< 60 60 95 95 95 95 95 95 95 95 95 95 ._ 95 95 135 135 135 135 135 135 +30m. kr Side. +30lb. for Side. + 30 b,. fa. Sde. • +306. fs Side. +30me kr Ode II CARRIAGE 8 CARRIAGE 9-10 +30.. for ade. 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 !DESCRIPTION: CARRIAGES 8-9,10 IMEDIA: !SCALE }" = 1'-0"IPAGE 36 wpni pointe yo,n,, ntf .r.. t 9877 40TH Avenue S. Seattle, WA 98118 Phone: 206.764.8884 Fax: 208.764.8885 CONTACT: DARYL GARDNER No. Description Date Project_ Number: 13480 Approved. Revision Number: 12 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 . 50 <,t_': - -- , --- - — "".y* p n .1 a, 100 100 100 100 100 100 r .tr-/mire's 'Oaw,ArYM^NYYH)"AF1Y.O'JYN. iJ!.anil,xi. irtarz'N'JB.'°JNTrira9'IT/liY%!'l/B.tl' CARRIAGE 11 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 i__,i ---- Os Z _ — K_ H -j -�- .. i _-9 _ . fi— Ij t� —--I l -pair �.w._ ,y �� CARRIAGE 11 Side B VIER: !DESCRIPTION: CARRIAGES 119ide A & B !MEDIA: 'SCALE }" = 1'-0"PAGE 37 pzi worKpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.764.8884 Fax: 206.764.8885 CONTACT: DARYL GARDNER 0 6 No. Description Date Project Number: 13480 Approved: Revision Number: 12 85 85 85 85 85 85 85 85 85 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 135 135 135 135 135 135 135 135 135 _ 135 135 135 135 135 CARRIAGE 1 Z 'DESCRIPTION: CARRIAGE 12 'MEDIA: ISCALE # 1'-0"IPAGE38 PaY worKpointe 9877 40TH Avenue S. Seattle, WA 98118 Phone: 208.764.8884 Fax: 208.764.8885 CONTACT: DARYL GARDNER No. Description Date Project Number: 13480 Approved: Revision Number: 12 35 35 55 55 55 S5 55 55 55 35 35 55 55 55 55 55 55 55 35 35 55 55 55 55 55 55 55 35 35 55 55 55 55 55 55 35 35 55 55 55 55 55 55 5 - �: --�-- -- -- - 55 55 55 _- --- -- -- -- �'-� 55, 35 -- "�". W _ -- -- -- 100 100 100 100 -- ----- -- --` 150 150 150 150 150 150 CARRIAGE 13 Side A CARRIAGE 13 Side B' N A,.M MNi,.v.vN` 41[40ed.N- VIEW: 'DESCRIPTION: CARRIAGE 13 I wow (SCALE }" = 1'-0"IPAGE39 D� 3 w ncpoime 9877 40TH Avenue S. Seattle. WA 98118 Phone: 208.764.8884I Fax: 208.764.8885,' CONTACT: DARYL GARDNER No. Description Date Project Number: 14133 Approved: Revision Number: 8 flc { - --®- rziF age] -141-G" [34,o coma ciow) u_u too LOCKING WAND le• 0• G' 1 Bit 4 AT Ie• 2 X-RAY LOCAION SHELVES r e[ oeIemeau TYPICAL DOORS NOT SHOWN 121-1/4• 12/4•` /l?ENA- tom, p SEra7 DfY Civet/Me 3 DOOR .-0• k. #— 42' --t MOUT ELEV. "C" ART KAREN VIER: 'DESCRIPTION: I MEDIA. 'SCALE }" = 1'-0"IPAGE40 ()DLO ST?, E Poriv ' I s workpointe vv ^s 4n�1 ..rite 9877 40TH Avenue 8. Seattle, WA 98118 Phone: 208.784.8884' Fax: 208.784.8885' CONTACT: DARYL GARDNER No. Description Date Project Number: 14133 Approved: Revision Number: 8 W 12.-4 1/r S-1/4#--a'— —4 1 w1. DOOR I opi,D STv E-- 1 D 477 DnNS 'DESCRIPTION: MOBILE STORAGE 'MEDIA: GLASS & NITROUS SLmFS ISCALE }" = 1'-0"IPAGE1 woricpointe 9877 4OTH Avenue S. Seattle. WA 98118 Phone: 208.784.8884 Far. 206.764.8866 CONTACT: DARYL GARDNER A No. Descriation Date Project Number: Approved: Revision Number: Pt- so 383 43 7- 4-¢D ono 53 b6 206 A USE ALL HD SHELVES 9'—O" 11'-10" 1O4 ART CIRCE 335 •SF +--r--+ A-1 104 a It-v.• F A t: ut_/r if 103A I 1 JIM 13' x 81 Mg C VIEW: (DESCRIPTION: SCALE s 1'-0"IPAGE �N ?" E go 0®"1 P147V 6,12470 AA I atihm assieiIes,CIJ ENGINEERING 4875 sW Grimm Drive 1 S4i a 30018eaverlon. OR 197005 503,620.30301>e e03.620.5539 I fax www.aafeng.com • ENGINEERING 4875 SW Grimm Drive I Suite 3001 Beaverton. OR 197005 503.620.3030 I bI 503.620.5539 I fax www.aalan9.com By: `„"' Date. //9// Project No • Sheet of: 76 ENGINEERING 4875 SW Griffith Drive I Suds 300 I Beaverton, OR 197005 503.820.3030 I tel 503.820.5539 I fax www.salong .00m PFSIG, ems By: Date' _____ _ Project No • i97 4-0 / b Sheet - of: [ ENGINEERING 4875 SW GrMAlh Drive I Suite 3001 Bsaverbn, OR 197005 503.820.3030 I tel 503.620,5539 I fax www.aaleng.com By: ` Date. Project No • 47 4u/4 Sheet 4 of __ ENGINEERING 4875 SW GrMalh Drive I Sidle 3001 Bsaverlon, OR 197005 503.620.3030 I tel 503.620.5539 I fax www.saleng.com Project No Sheet S of: ?" ENGINEERING 4875 SW GrIM h Drive I Suits 300I Beaverton, OR ( 97005 503.820.3030I>b 503.Rm kcsa I fax www.aateng.com By: Date //5/ )) q- Project No 4-0 % 1 E SIGN ! / / !/ S Sheet: _ , b Dp 7-8 offloso associates, lc. ENGINEERING 4875 SW GtilUih Drive j Suite 300 i Bewerbn. OR i 97005 503.820.30301 tel 503.820.5539 I hx www.arleng.com Project No 41a16 Sheet 7 of: 76 Design Maps Summary Report Page 1 of 1 mum Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.598°N, 122.3282°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Bainbridge Island o; sachest*, mepquest USGS-Provided Output Ss = 1.379 g S, = 0.534 g Alkl Soler* f 3;. W.)1114)10111 IE = 1.379 g SM, = 0.801 g Sim = 0.919g SDI = 0.534 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 3 MCEa Response Spectrum 1.40 1:25 1.12 0.94 0.94 020 0.55 0.42 D.22 0.14 0.00 1 i ! l 1 1 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 Period T Isar.) 1.60 1.10 1.09- 0. ,0 090• 0.70 a0.so 1M 0 50 0.40 0.30 0.20 0.10 1 1 0.00 1.90 2.00 000 1320 0.40 0.50 0 90 1.00 1 20 1.40 1.60 1.90 2.00 Period T (sec) Design Response Spectrum Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.5... 1/24/2014 ENGINEERING 4875 SW Griffith h Drive I Suite 3001 Beaverton, OR 197005 503.820.30301M 603.820.5539Ifax www.aaleng.com By: Date /%291/' Project No • 474- 01 b Sheet of: www.hilti.us Company: Specifier. Address: Phone 1 Fax E-Mail: Page: Protect Sub -Project 1 Pos. No.: Date: 111=1111.T1 Profis Anchor 2A.5 1 2/12/2014 Specifier's comments: Mobl%E /1774-' l/_- 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report Issued 1 Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement Seismic loads (cat C, D, E, or F) Geometry [in.] & Loading [Ib, In.lb] HIT-HY 200 + HAS hompb = 2375 in. 5.8 = 2.750 in.) IIM:1151=11111111 ESR-3187 d pE (Nc ON 4/1/2013 1 3/1/2014 /' /` design method ACI 318 / AC308 u Sr 1/4-" y — / ' 1/Fl1f eb = 0.000 in. (no stand-of0; t = 0.125 In. I x Ir x t = 3,000 in. x 3.000 in. x 0.125 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 4.000 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) • • Y: Input dohs end results must be checked tor agreement with 9a erosinp conditions end br plausibility! PROFIS Anchor ( c)2003.2009 HIS AG, FL-9494 Schoen Hlld Is a replalmed Trademark of HIM AG, Schen 1 a www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: ] Page: Project: Sub -Project 1 Pos. No.: Data 1■■11`.T1 Profits Anchor 2A.5 2 2/12/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions VW Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 332 231 -231 0 max. concrete compressive strain: [96e) max. concrete compressive stress: - [pat] resulting tension force in (x/y)=(0.000/0.000): 332 poi resulting compression force in (x!y)=(0.000/0.000): 0 pb) 3 Tension Toad Load N. LIb] Capacity on Lug Utilization pN = N../AN. Status Steel Strength` 332 2813 12 OK Bond Strength" 332 877 38 OK Concrete Breakout Strength** 332 1279 26 OK • anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR-3187 4 NA..,2 N. ACI 318-08 Eq. (D-1) Variables n Num pn• l fur [psi] 1 0.08 72500 Calculations N.. pb] 5620 Results N„ [Ib) 5620 () O50 40 noMrctlr .770 • N. (lb] 2813 Nu. Pb) 332 Input dots and results mill w daidced for agreement with tlre editing ccn liens and for pausr d PROPS Anchor ( c) 20012009 HMI AG, FL-9494 Schoen Hal Is a registered Trademark of HMi AG. Schoen ma-Ti www.hlli.us Company: Specifier: Address: Phone I Fax E-Mail: [ Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.4.6 3 2/12/2014 3.2 BondStrength N' (( _ (AH.o) W.aHa Wr.N. Np N. 2 Nu, AN, = see ICC-ES AC308, Part D.5.3.7 s«.w Salo. = 20d FZ s 3 h., 4.,H. = 2 tir.dll. = 0.7 + 0.3r(( ) s 1.0 WaN• = Wa.H.o + [(s .)os (1 - Wj.H.o)] 21.0 sal+. WOOD = `n-[(.n 1) ( ) J21.0 tk,m..,c ke tkdean,c = III fc tya:,w : 1 2eN s 1.0 Sall. Wvw = MAX( Csc , Cac) s 1.0 Nero = tk.c • aH,.d. xeom • a • d hsl Variables 1:14c,uner[I ] ddaaha (in•1 he [in.] 1880 0.375 2.375 4 [psi] ecui Dn.] 17 3000 0.000 Calculations s=,u, [in.] ca M•] hr. rin•2] 7.125 3.563 50.77 o 0 7.000 Results N, 2338 6.6500 750 ICC-ES AC308 Eq. (D-16a) ACI 318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-16c) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (D-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-161) ICC-ES AC308 Eq. (D-16j) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-16f) c.,.x [P•1 eat, in•] 0.000 ANdl Gfl•2] 50.77 n 1 k:bood 1.00 1.000 tk mu [Psi] 1218 a0P' •� 0 ♦ NaPb1 877 No lib] 2338 N. Pb] 332 k1044e [Pst7 MOM 0.800 Input data and results mat be checked for agreement with Ihs existing condition and for plauseslyl PROFI$ Anchor ( c ) 2009-2009 HIM AG, FL-9494 Schaan HIM in a registered Trademrk of Hit AG, Schoen 1■■1114T1 r9wdd.hitti.us Company: Spec Cher. Address: Phone I Fax: E-Mail: ] Page: Project Sub -Project 1 Pos. No.: Date: Profis Anchor 2.4.6 4 2/12/2014 3.3 Concrete Breakout StrengthAtic (Nob _ Atko) Wed.N WcN WwN Nb �N..,aN., AN, see ACI 318-08, Part D.5.2.1. Fig. RD.5.2.1(b) ANcC =9h'N 1 = \1+2eN)s1.0 yrad.N=0.7+0.3( ) s 1.0 4," = MAX(,1:4)s1.0 Nb=I4xNis Variables he M•) 2.375 c.o [in.) 5.341 Calculations AN. [in.2j 50.77 Results Nth [Ib] 3408 eam 0.000 ko 17 Arm Cn•2] 50.77 50 1. as easfn•] 0.000 x 1 W«+N t1 000N0 ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D•13) ACI 318-08 Eq. (D-7) cam., [in•] [psi] 3000 44.414 1.000 0.770 WaN 1.000 1.0 00 0 Nib pb] 1279 1. 0 N. [Ib) 332 Nb [Ib] 3408 Input data and results must be checked for ep.sm.nt with the existing conditions and tor pleusIbilltyl PROFIS Anchor (c) 20032009 HIM AG. FL-9494 Sduat HMI Is a registered Trademark ci Heti AG, Bohm l� I■I■111..T1 www hilti.us Company: Specifier Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 5 2/12/2014 4 Shear Toad Steel Load V. Dig Capaclty n [lb] Utilimtlon&= V J,VQ Status 23gp6 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength (Bond Strength 231 945 25 OK controls)** Concrete edge failure in direction "" N/A N/A N/A N/A • anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V..I, = ESR value refer to ICC-ES ESR-3187 Vidad x V. ACI 318-08 Eq. (D-2) Variables Gn•2I frm, [Pail 1 0.08 72500 Calculations Vr(b] 1966 Results V. mg � +v.. [ib) v.. Lb] trait) .770 ` 908 231 Input dela and results must be checked for agreement with the existing conditions and for plausibility!. PROF1S Anchor ( a) 2003-2009 Hid AO. FL-9494 Sdrn Filli is a registered Trademark of Hid AG. Schein 114111.I.T1 www.hllti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 6 2/12/2014 4.2 Pryout Strength (Bond Strength controls) Vca=kcp[\rt) wove WoJ4. N.0 $V,. tV.. Al. see ICC-ES AC308, Part D.5.3.7 Nee = ewe s«N. =20d s3he c=sSc CrN. ( 1 weds.=0.7+0.3(c /51.0 ( os wo.N. = Wow+ [ ) • [1 way)] 21.0 wo.N.o =' [(fin -1) • ( tk.t 5]a 1.o tkaor,c tkmaac = nk`d 1 wsRNe = \1 4. 2.N � 51.0 wo.N• = MAX( , �..) 51.0 N.o ='Mc ' aN.+a. • xbund ' >t ' d • hal Variables tkgaea [P57 1. 1880 s. .] 1 1 c.,de n.J scam [1n-] 0.000 Calculations SQ,N. [in.] 7.125 tk10,o [Pe1441 ke 17 cod fin-1 5.341 care [in.] AN. fm•21 3.563 50.77 1.000 1.000 Results V1.obi 2338 1.000 5 Combined tension and shear Toads 0.78 f3fN =+<= 1 0.354 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-16c) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (D-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-161) ICC-ES AC308 Eq. (D-16j) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-16t) d.ndla fu.l 0.375 4 [Psil 3000 Kama 1.00 AN.o [1n.21 50.77 VefN 1.000 $a duce. .770 55 h.f [in.] 2.375 e.1)N [in.] 0.000 0.800 1.oi 0 111 + V [lb] 915 tt [Psi] 1218 Nip [lb] 2338 V. [lb] 231 UtilizationlN,v [%1 3. Status OK Input data and results must be checked for agreement with the exiling condemn and for pl.usibityl PROFIS Antler ( c) 20032009 Mil AG, FL-9494 Schoen Fill is a registered Trademark of HiltI AG, Stamen / 5 !■■III�TI www.hllti.us Profs Anchor 2.4.5 7 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Protect Sub -Project 1 Pos. No.: Date: 2/1212014 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate ere not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Stienytih. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-08 Appendix D, PartD.3.3.4 that requires the goveming design strength of an anchor or gawp of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and 0.3.3.5. the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of 0.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving 'wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors (,),,,a,,, .) different than those noted In ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of e,,..d.,st. = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part 0.3.3.3. Fastening meets the design criteria! Input data and ruutb must be checked for agreement with tie existing conditions and for plausibagl PROFIS Andtor ( c) 2003.2009 HIM AG, FL-9494 Sdsn litti is a registered Trademark, of HAY AG, Scan han amides. Inc ENGINEERING 4875 SW Griffith Dive I Suite 3001 Beaverton, OR 187006 503.820,3030 I t l 503.620.5539 I fax www.aaleng,com Date• //3 o114i' Project No • f f / ¢ 0/ b Sheet: l- of: associates,1nc. ENGINEERING 4875 SW Grnllar Drive I Suite Sao 1 seavaroon, OR 197005 503.820.3030 I fel 503.820.55391fax www.aaleng.eom wog IcpetAITE By: ; ProjectNo.: 4i4-o/6 Sheet: 1 of ENGINEERING 4875 SW ormth dive I suite 300 I Beaverton, OR 197006 503.620.3030 I tel 503.620.5539 I fax www.aaleng.com By: Date I /) ))4- Project No • /9/ 4 01 b Sheet: / of: ENGINEERING 4875 SW orl8hh Drive 1 Suite 300 I Beaverton, OR 197005 503.620.3030 I tel 503.620.5539 I fax www.seleng.com Project No • A" l 4 0 / Sheet: of: AAAO assecides, ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverbn, OR 197005 503.620.3030Itat 503.820.5539Ifax www.aalang.com By: Date' 1/ /1 `T Project No • / i / 4-0 / 6 Sheet AAI .fibm "unites, inc. ENGINEERING 4875 SW Griffith Drive J Suee 3001 Beaverton, OR 197005 503.820.30301te1 603.820.5539Ifax www.aaleng.com Date. 1/3 ph 4- Mew associates, ix ENGINEERING 4875 SW Griffith Drive I Suite 300 I Beaverton. OR 197005 503.820.3030 I tel 503.820.5539 'fax www.aaien0.com Project No• 474'b /b Sheet: 2 3 of; ENGINEERING 4875 SW Odmth Ddve I Suite 3001 Beaverton. OR 197005 603.820.3030 I tel 603.820.5539 I fax www.eelenp.com Project No • / 401 Sheet: 2 /"... of: www.hilti.us Company: Specifier. Address: Phone I Floc E-Mail: Page: Project Sub -Project I Pos. No.: Data I■■IHair I Profis Anchor 2.4.5 1 2/12/2014 Specifer's comments: OA7 1e-M t 1- 5 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evacuation 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 [Ib, In.Ib] HIT-HY 200 + HAS hw,ya = 2.375 in. (hN y = 2.750 in.) 5.8 ESR-3187 4/1/2013 13/1/2014 design method ACI 318 / AC308 IM.seniss ant") -- Sr- 14 r( ea = 0.000 In. (no stand -oft); t = 0.125 In. I, x Ir x t = 12.000 in. x 3.000 in. x 0.125 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 4.000 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) Input dela and results nut be checked for agreement with the existing conditions and for plaudbRtyl PROFIS Anchor (c) 2003-2009 Hill AG, FL-9494 Scheen HIM Is a registered Trademark of Hlltl AG, Schein 2S 1■■III T1 www.hilti.us Company: Specifier: Address: Phone 1 Fax: E-Mail: Page: Project Sub -Project 1 Pos. No.: Date: Profis Anchor 2.4.5 2 A212/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions pm Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 461 322 -322 0 max. concrete compressive strain: - [%oj max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 461 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 pb] 3 Tension load Load N.. [ibl Capacity pb] _utilization p„i a NJ$N„ Status Steel Strength' 461 2813 17— OK Bond Strength" 461 877 53 OK Concrete Breakout Strength' 461 1279 37 OK a anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N.. =ESR value aN.a.ttN„. Variables n 1 Calculations N,.lib] 5620 Results N. [Ibi 5620 refer to ICC-ES ESR-3187 ACI 318-08 Eq. (D-1) A..,N fm•2] 0.08 fin. [Psi] 72500 ihicedurelle 0.770 O N. rib] N. Vb] 2813 461 Input data end results must be checked for agreement with the existing candidate and for plwstdity! PROFIS Anchor ( ) 2003.2009 Hid AG, FL-9494 Schein Iald Is a registered Trademark or H9U AG. Schein www.hilti.us Company: Specifier Address: Phone IFax E-Mail: Page: Project Sub -Project I Pos. No.: Profis Anchor 2.4.5 2/12/2014 3.2 BondStrength WON = MAX( Cae , Cae) s 1.0 Nao = tkc ' atN,..l. nand w ' d ' h.r Variables Calculations ICC-ES AC308 Eq. (D-16a) ACI 318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-16c) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (D-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-16I) ICC-ES AC308 Eq. (D-16j) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-16f) Input cads and results must be drdced for agreement with the existing conditions and for piausibatyl PROFS Anchor (c ) 2003-2009 HMI AG. FL-9494 Schoen HIO Is a registered Trademark of HISAO, Schoen www.hlltLus Company. Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2/12/2014 3.3 Concrete Breakout Strength Variables Calculations AN= WI 50.77 Results Neb (Ibj ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) Input data end results must be checked for agreement with the edsting conditions end for plausibiNtyl PROFIS Anchor (c) 2009-2009 Hai AG, FL-9494 Schwan Hill a a registered Trademark of HII AG, Schwan 1mlI www hllth.us Company: Specifier Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 5 2/1212014 4 Shear load Steel Sbergtn• Steel failure (with lever arm)' Pryout Strength (Bond Strength controls)" Concrete edge lure in erection " N/A *anchor having the highest loafing "anchor group (relevant anchors) 4.1 Steel Strength = ESR value $ v1tsut 2 vu. Load V. (lbj 322 N/A 322 refer to ICC-ES ESR-3187 ACI 318-08 Eq. (D-2) Variables n Aso fn•1 fut.]peil 1 0.08 72500 Calculations V.a lb] 1966 Results V.. [Ib] inaduew + Vw (Ib] 1966 0 600 0.770 908 Capacity }Va Lib] 90 N/A 945 N/A Ub] 322 Utilization& ■ V../4V0 N/A 35 N/A Status OK N/A OK N/A Input data and halts mist be checked for agreement with the adsing conditions and torplausibatyl PROFS Anchor (e) 2003-2009 HiId AG, FL-9494 Schoen HAti is a registered Trademark of Hill AG, Schrum 21 www.hilti.us Company: Specifier. Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profits Anchor 4.2 Pryout Strength (Bond Strength controls) Variables Calculations WsPlas Results Combined tension and shear loads ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-18c) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (D-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-16i) ICC-ES AC308 Eq. (D-16j) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-160 Utilization Status OK Input data and results must be checked for agreement with the witting condillons and for plausibility! PROFIS Anchor ( e ) 2003-2009 Iil9 AG, FL-9404 Schoen HSU is a registered'rradsmsrk of HUI AG, Schoen www.hlltLus Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 7 2/12/2014 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The Or factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the deaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for detais. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a Toad Level corresponding to anchor forces no greater than the controlling design strength, In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors ( .) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming building code. Selection of = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding ata force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement wih the mailing conditions and for plauaibityl PROFIS Anchor ( c ) 200&2W9 HSI AG, FL-9494 Selman Hid Is a registered Trademark of Milli AG, Selman ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton. OR l 97005 503.620.3030 l tel 503.620.5539 I fax www.aaleng.com y: Date. dal/A' Project No Sheet: % of. (1 g1 /t-'r P/17 t-. G&'s % O,FjgR i Z t me d 6 — 6 t+- /441D4 P PZ P3 P4 PP5 a 4ps PA SZ 62 ¢8 Y 46 4B.4.48 " B4 i18 7-1 Th. R; t,; till. 4'1 aZ 79- I6 T-1- b i 1.21 Vm,A l- S88 Vieeur14Te o./ ,(/o,4 fia)- 07o.P / i4 vfe4-IL/easr= o, a2 (2020 . 455et V fginL /Pr _ 4 55/ 41 114 07, P. pZ P3 P4 Pf Pi Pr. Pe P1 42 801 /042- // 7-4 // 1f /1-74 13u't 658 AA i hiiiue ,inc. • ENGINEERING 4675 SW Griffith DON I Suite 3001 Beavatton, OR 197005 503.620.3030 I tel 503.620.5539 I tax www.aaleng.com Gcf D / Po IAI T E vr4 L c (14 12J4ZE 91 /17 S By: Date' ;%//¢ Project No,• #D/ d Sheet: 3 2 of: m Sr/4131 1,1ni /1.E1.✓ : ef172/Q1,,T c No, 9- emz/214 e /v0- 9. (c ' 9-4-i . ¢ ) Wp/b = lO/Li- - o./g3(/014). /95-:?11 Mgr = /fa . (7-2A) = /¢, o q! '( Mj7m s D-99 l# OS"41 1oJpB/. ¢ /q 3 (%BI. #1 = /50. 5 Mi r , 1 S1 (? 2) /o, B Se , ? 1"lfm =G. ' ( dl)(/B) /a,B2¢-9- id/le = 14-45 Fp = a d /motor >: a o, o do ) fr1 ni= o ou'/ P, s '/2 Wpn, -7 481. D2 d 4 Pz , (441 i x q 6 3, 6 4. if P 3 f P = q G 3. 6 0-4 pq. = Pz ' q 191 b 11, pt = Pz s q r, 3. 4 Ili PL = l/Z ulplb fi /f 2 '40- P� _ //2 aprA f- 112 kips Peg Gt11, e Pi' i/2 tdp i o 3 Jr = 6.56, 6 T/ 1 -;- D.5°'1- T.= /.D14-1 Teo /-o/ Tf. /DI Ts = /.D) T6= 11. 54- ,39 0.9 T3» ,71 -.9'Z = All Td -' / 4t9- T4= .-72 AA' adlikan assails; oc. • ENGINEERING 4875 SW Griffith Drive 1 Suite 3001 Beaverton. OR 197005 503.820.30301 tel 503.820.55391 fax www.aaleng.com Gvo/2KPo/NTE 1%!i1 L C /17'V STA-01 L) rti 121,7E7A-./ By: Date. a/3//4 Project No • / f J4-o / b Sheet: 3 q of: 16 P J' Ft C'4'2lei%IzE it gmL to Apr — E-7' P Py Po Pf Pt Pb I , SZ SZ Sz /b Ft FL r F; OP a7- /. 0 ' I-- �M - I•Ot1'k- ,�D� V1vl, x - 1. 414 - I/l e rr14.1-e - 0. l °l3 (9 ?-4 0) 1 b 6 7- if/eo VI rail lC'ar'- D.2(/6t 7-) = 337'/Ygit/Carr. vh4.0ix //'rtilFr- 69 J 69 18 p y Tf - 48z qb4 fib¢ 416 4- f�s3 /058 0?3 AAI aal like associates. be. ENGINEERING 4875 SW Griffith Drive I Suite 300I BeaveAon. OR 197005 503.820.3030 I tal 503.820.5539 I fax www.aaleng.00m 4ti o € P o / lv VIA 0lel/9-G E /- Ri1-7 L to/1Z By: ^"� Date. 60//it Project No • 47+0/ Sheet: 35 of: 4111 srf-p u c 121 e > e e /21 %1T e Alp, 8 (uJr = /3 619 i) Aim* &p 22 - b 4: 4- t 84 2.6 = / 4 7-7- (8fr k. ra mr je ) Fp - 8./93(l44`?)-,- 0.25sd Mar= -285 (72) - /o, 524- T'"fir /'1 o, = 40.79 (14 7-9)( 2 '7.) 30 7 �- i''/p zo -f' �J zr ¢ 56. 4 t 82.9. 3 = / s-B b Fp= 301.3 /'1 r- a/,692.11. rfo J`'flta-r- 3Pit 7.3 (U/p/ q t (Jp 1.0 Pi Wp /*1 4, zL p3 P4 If Ps Pk p dab.e /213.601- (Br0) Pq• r li2 (IAlpiq #- (/►%1t 1-) ` /2 (' 24 t-L/14) s 6 ¢401• 1'1• 6 ob . B ' /'• P8 - [,✓fz4>;-Wps, P1 . 11 / ? of b- Ph- /IZ(Lio +wjt,) = 61-8, 4- AAI ditu ttssmc+tes, iu. W 0 i Ie- Po 1 iv T E By: Date* /1 /l ¢. ENGINEERING V LG�t11i /77¢D/ 4875 SW Griffith DAve I Sulte 3001 Beaverton. OR f 97005 Project No 503.620.3030 I tel 603.620.5539 I fax S7I t - / 1 / Pew www.eatenp.com Sheet �� of: (14-fpitalvieddriL GtopS : (' ' - B 69-; - 8 (&p = /3, 6/ 9 A'') ?z r3 P4 Ps 1; Pe P9 P4D I I pc 1 Pt, 114 ifs- tr,‘,i ID 9 e 2.• 77- , / Q 1. I /lc K /. %6 71 K- ✓ate Pf 6 D ?- Pz /21q- p3 /2I4 P4 121¢ Ps 1214- Pc 12-It Pi /ZSS Pe 12g8 Pi ! 29 8 P, o b 4 8 0 V1tearrs D./g3(/3,61°11- 26 2gii V/ rat i /lair - D •19 5 (?�6 2 `0 s 57 3 0/124n, i 'a rr' via/II/Pr- ' S/ 3/4: r 11 ¢ / AAI,►gou associates.inc. ENGINEERING 4875 SW Gareth Drive I Sidle 300I Beaverton. OR 197005 603.820.3030 I tel 503.820.5539 I fax www.aaleng.com lit p/a g PO IN l 144 LC 4'T/ Q 2eo-z5 ./ ,e4it-- s By: `r`^' Date 2/3/I _- Project No • 4740 6 Sheet: __/ of: 6Tri -Bi1►rtl g&V/ ✓. (, /2/4dt q'1/D °Arie/ft'Ge i H /b (WP = /o, 5•Iiti- b t 4) rs = /¢6e Fr aB 27 /tor s 02o 37-6 1` agar . 3 of 5•/ ? • *- IA)? f Fr /`for nor'? orr1 b2q 914 1" a2, b 3 9- 93,f69- P *kip; PZ = Ltlpz3 P3 = n 11 h P6 5. '/Z LArs; •+ '/Z 142,, Pe ` qsztAhmti T- 603#- 1335.5°- 669. 3 V No Her /r/1►F7 5 cAiegi AAI at ha. associate% in. ENGINEERING 4875 SW Griffith Drive Suite 3001 Beaverton, OR 197005 503.820.30301rod 503.820.5539 I fax www.aaieng.com 1 JO f-K Po1NJE vu c STft-Bi L I n' By: Date• T/l 4_ Project No • .47 4-0 ! Sheet: 38 of: q b� /D,b a . A PI- P3 Pf Ps PA MP 114E i ‘ 42- �L IN; 114— t„ 71 fief P 1t- 0 W Vrn'*% r I.415Y- ��T71- v� O t rri it ij t = D-1 3 </ D. S9 7) - 0).04-C /earrm14 v/ruilIearr= i.216(Zo¢5)- 4 41./A;%C o`1<- v rovil /Fr = ¥Q2'-I4-5 - Tezolf AAI iglin assepatu, ■c. • ENGINEERING 4875 SW GiiRkh Drive I Suite 3001 Beaverton, OR 197005 503.820.3030Itel 503.620.55391fax www.aalen9.eom G}o 1e1 Po //NI TE vc.t c, C �Y en-44E&ID5 By: & Date* / I 'f.' Project No.: - 14-o lb ps P6 Pei Pq rt. PIt JET/ 'Bl lit I?i , w i EW : e,mzzl ice, - / / PAXPM4‘ 11 : 7'E 'A" z Z1583 !Alppo ° II as 9/4.5 /1,r . /5, 51i Wp21 s f40 Fp r /B/. ¢ /t?or rnlp2s - el 15. 9 /`?or - /1413 rdpu 3 13 I5 F' P 5 g b Mer s /0, 90 3 Wpzr- /o/o 5,0 141¢9 Firs g/B9 G✓/$GE !'2JQI/l ) Mfm 3 /2 is? Ts BZ -- M 1p- 73 5 Mom = 5"94 o T. / 68 6 //bs9- Ts fa'S nor, _ /; 4'9 6 T r 1 %)e "A" pew oy)` A - q 6.4'. Tr- /80'4 P2. - 3 262 tl 1'3 = 413 11, r;= 66.5,E P4 = 1442 . T = 26 2-- 413 II, T 6b-s Y 1442 1, T= 2b?-- 413 j, T - 66-5 l 144-Z J, To aba J = 413 J T = 6b.5 1/ 1442 1/ T= 2621 1923,41. T6 - I442- -r = 2bZ Set9.9 �, -fi- = 8617 ! 4q- = 219 2 ' ar [o44.611/ 1 1°11 AI,» r,o 8 79. 6 7;_- 3¢3 r-- 456 ,l r- 34-3 4 5b 4, T� 313 l T9 = 4456 d. Te= Tt = 45,6 Tio- �.1-3 Tl:= 343 T,3s 6o6.5 Z Ti4 .. 343 4 ¢ 0-3 AAI Alban associates, illc. f ENGINEERING 4875 SW GrW Ith Drive I Suite 300 I Beaverton, OR 197005 603.620.30301 tel 603.620.6639I fax www.aaieng.com Gt% 01 -17D / N JE 1/1it L-C A-7./ ST ,t-4n1 By: Project No • Sheet: Date of 3 / i 4- 474Dlb 46 of: PI if �e clrgg,� (d ICI L iomns : e - / e - /I (t 4 = 2/, 583 ¢84 ,p,l 38" go 26 31 18 qp 8 +6 46 /11 t -Hi' .1- P {� r7 re A t. P p3 4 aY 1Y A .1, " ?1' fib ro fi S A 8z V, 11 8Z try ("A") I8 IN/ (n 3)I) a-33 a• 7l! 3.04' 3-0) 51 3.2 6 3-5/ (18-ern) 3.4;' 3-25 No tfr pi,, Fr 7 (1/77ep4A-argi 144/4/ /24klefii2x- 0.//4 5,9-0( /go') -- 30k Pf7z Rn7t._/t4 ,o/Pr- 797. 3 d"/5 /61' -= 152.441( • AAI.. associates,,K. ENGINEERING 4875 SW OrnAth Drive I Sane 30018eaveran, 012197005 503.620.30301te1 503.820.5539Ifax www.aaleng.com IAA L C 9-�y elfiggl E4 LIIMV5' By: Date 'Milt Project No •, 4'0 / � Sheet of: 'rig-31 1,9 pi pe-vI:ii✓ (c, g,e/ t 12 ) e --1 z 8 8 ) P1 Py P4 Ps 6 Sz cy 44sz4,;z. I S �� ez Pf.' PI/ I a3 Pt P5 Wri, o 155.1 MirsP4s'3 Alums Z/41b frJpo s 1043 P4'r 3 14414' w 144151, Mor = /3 4 3 P10r17 /3 5Z q- 04/1, pi. /D/b li'i`r 1411 e 14 o e2 P3 f- 4 -eve re l.lo b' 4 P1 211 V/eM1-u a a.193(875'81= /beta. ? ik V/mil %C,frrr, zo (/690.3) - 338. 14- vl�lja=r 3e-1/3' _ // 3 $/, AAI d,rn associ.tu inc. ENGINEERING 4875 SW 0241101h Drive I Site 300I Beaverton. OR 197005 603.820.3030I!el 503.820.5639Ifax www.aaieng.com bf1 D/eKpo/7Vl-F i/v4Lc4-n/ By: _1_ Date' Project No • #D /46 //i SJ /1-/3 / 1'7 Sheet .A—L of• ST r/.rry flee✓ :, Onpa,itnE !3 G✓p34, = /083si u/p35 = 6?i 4/p36 > 14564 W1'37 3q4- u/p3s 3 35 6t/P39" 3yb�. 1"1p4 _ /33111 WM-2- s let 7-1 A' 17W14 X P►rin rmory. 7 11P) 556.4 54.8 - 42, 3 45'1.3 5t94 3' -2oI. 5 -262, 4- 5Z3. B 85/.5 83,9 -448 g03,2- p•Z5,4- -4, / -4-1.4- 1 q3.1 //4. 2 - 5t /-35,,z. /b44. -/L4: 5-2. / / 2 8. } 401. e35.1 401.8 '051 6312. qbt . yb T•5 /37-..6 ¢08.8 8'-. 3 327.9 /b9.- `. 5'21_ 7- ODE "Kp� PZ P3 P4 Ps P� Po Pi P1 Pu rtz ply 131?,P. ,041.1 6-76.95 11.35. 14-24.3 00.7 13 q 9- Ig72 1I1-1. 370 5/6. ¢ 1-0.8 5/84 6 3.b ¢8/0- 3 7-5 30o.4- 6 G. k 360.7- 31,Z.3 /D•Z. -11 I ?be ke Pam. "Ovp " l'pri4 tlr ri 325.5 32-6 3 2- b 84• 53.0 519.2 Co. 2, to 7-6 -►53.1 AA I afghan usotaata, inc. ENGINEERING 4875 SW Grath Drive 1 Suite 3001 Beaverton, OR 197005 503.820.3030 I tel 503.820.5539 I tax www.ealeng.com tJ0 /2. K P o //Y1 04 LC /17V sr /I,/n. By w" Date• O // P / 4 Project No • A / `- 11 Sheet: -` of: C'i97217-44"G, r-/ 3 we r.,'a, a 3 4 .J I.s 2.5 3 IN q- at 2•s I•c �. h 4. 1 Pz- 1f 1. 4 es _ 111, t=1_ Pb 1 L4.1 Pi, 1 Pis. 1 P►d 1. IA' 1.127. �3.. 1AI te JH- A IP 714 71v B2' 77+f" _7°1" is - pi ot tt p "I3' 12, ?4-3!Z 4,34 123 2. ? ? ► a.17 �s a. eta 1zt 1.o 0 ,LNp►' t1pL,Fr- /1-02 15. a43 4.11 07.61 a- 9 4- 1 a,13 I a.e - r- r - 74- v - 068 ✓/eMr. 0.193 (2.', 230) = 4, 2 7? v.2 —7 (42/ 21 - lobo- v/Rn T/ PM L- Ly- 6.SP3 fro JP6d/s 75- AA a►gha.uauiata.km. ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 197005 503.820,30301taI 503.820.55391 fax www.aaieny.com &v o g-K Po /Ivre � V vt L c /rn I .y� (, ei4 L 1 �I%t/ By Date: 2/i 2'114- Project No• /' 4 p Sheet • 4 vcrrz ft' 4 E Pt Bury l'44.n( 6 -/3 e 5772 4 Ave 6: Tiny=95 ✓rhax = ll¢#1. P C'.97gi ifref C rmay:=1.5# 1/m�x 1131#Z Ofilp-m-e8: TEA y Viiiay = ! 14k( Vr►m R x 98. z1 O, 1) : ✓yna y - 153411, e47 1 E1a %max- 1, 8*I 1/w1a x = l / 3 1, l'ft72,-/f-ne-/: TYhAy = 0 V ni "Y = l 8 s °'/ t4PL1fr V717A.1E5 0f a tbs /E/VEGLt418 C, 1flC4 ..lam ff7Y1ty 4 F V/4- l4-(/5C)= 075`/ 3/BXa.31-5 a1/. of St /l4'` A - . AA16yhill asf.eiates, let. R ENGINEERING 4875 SW OrNMh Drive I Salle 3001 Beaverton, OR i 97005 503.620.3030 I tel 603.620.5539 I fax www.salen9.eom lWofK P'a //'T C,1 g14--61 6 -- 13 By: Li Y Date ia/5// 1- Project No: 4140/4 Sheet: of: www.hdd.us 101111 11r Profis Anchor 2A.5 Company: Address: Phone I Fax E-Mail: Page: P Sub -Project 1 Pos. No.: Date: 2/1212014 Speciflo?a comments: nie-IP/ E b--/3 1 Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Repot Issued I Valid: Proof Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement Seismic loads (cat C, D, E, or F) Geometry [In.] 8 Loading [lb, 'nib] HIT-HY 200 + HAS ht,a = 2.375 in. (h, = 2.750 in.) 5.8 ESR-3187 4/1/2013 13/12014 design method ACI 318 / AC308 et, = 0.000 in. (no stand-off); t = 0.125 in. I, x Iy x t= 12.000 in. x 3.000 in. x 0.125 In.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f: = 3000 psi; h - 4.000 in., Temp. shortAong: 32132 °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 yea (D.3.3.6) IMEENs- f -Cf E7Yc6 WI . %I S� /%4 "!o vAe4l Input data and racers mead be decked for agreement with tie redeem conditions and for plausibility] PROFS Anchor( c) 2003.2009 HMI AG. FL-9494 SeMsn Had is a registered Trademark or Had AG. Sdean www.hikLus .-III-TI Profs Anchor 2.4.5 Company: Specifier. Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.: Date: 2 412/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force 1 0 259 Shear force x Shear force y -259 0 max. concrete compressive strain: - [16] max. concrete compressive stress: - [Pail resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000A.000): 0 [lb] 3 Tension Toad Steel Strength' e Bond Strength** Breakout Strength" e • anchor having the highest loading Load N„ a (ib] N/A N/A N/A "anchor group (anchors in tension) Capacity Pe (Its] WA WA Utilization gN = NJ4Nu N/A N/A N/A Status WA N/A N/A Input data and results mist be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2000 Hilli AG, FL-9494 SMeen HIM Is a registered Trademark !OHM AG, Schoen maizri www.hiltl.us Profis Anchor 2A.5 3 Company. Specifier. Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.; Date: 2/12/2014 4 Shear load Load V. [Ib] Capacity +V. [lb] Utilization gv = Vu./+Va Status Steel Strength 259 908 29 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 259 945 28 OK controls)'• Concrete edge failure in direction •• N/A N/A N/A N/A • anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength ESR value refer to ICC-ES ESR-3187 V. ACI 318-08 Eq. (D-2) Variables n Away Del f4.19s0 1 6.oe 72500 Calculations Va hits] 1966 Results V. [Ib] }.w1 }no dmfll. � V.. (lb] V.. Lib] 1966 0.600 0.770 908 259 Input data and omits neat be checked for agreement wIh the edsing eondMors and for plausibaryl PROMS Anchor ( e ) 2003-2009 HIM AG, FL-9494 Scheer' HMI is a registered Trademark of MS AG. Sehaan 48 www.hlki.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 4 2/12/2014 4.2 Piyout Strength (Bond Strength controls) V`P —'L \ ti ) W.a.H. Web Nam' +Vq, 2V.. AN. see ICC-ES AC308, Part D.5.3.7 Arm = want* = 20 d s 3Cams hat _ W.glta= 0.7 + 0.3 ()s1.0 cum Q5 tvaN. = Wo.H.o + [( ) • (1- WgN.o)] 21.0 wows ='NE -[(f-1)•( ) l21.0 Tkmeke ke Ticeas.c ws +._(1+ 1 Is1.0 ScrAle Wpw = MAX (c., )s1.0 Ned=Tk,.•attars •xmnd•a•d•he Variables kcp Tkc.ha [p4 1.000 1880 s.,q Pn.l 0. 1 emN [in.] 0.000 Calculations sax. Pm] 7.125 Vq, b1 2338 c.rd', Pm] ccw. fin.] 3.563 1.000 Ike [Psi1 1044 kc 17 c. [in.] 5.341 AN. On2] 50.77 1.00N 1 000 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-16c) ICC-ESAC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (0-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-164) ICC-ES AC308 Eq. (D-16j) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-16t) 0.375 4 [psi] 3000 xe.ro 1.00 AH.o Pn 2] 50.77 1.000 OnenO he Pat-] 2.375 ect,N 0.000 0.800 11.11131340 r.804436 V,a [lb] 945 Timm fps 1218 N.o [b] 2338 V. Pb] 259 Input data and reacts must be decked for agreement with the westing conditions and for plaus iiityi PROM Anchor ( c) 20032009 HSS AG, FL-9494 Shcaan Hitl is a reyhhnd Trademark or Hilt AG, Schwan 4-1 www.hiltLus Company: Specifier. Address: Phone 1 Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Data 1■■111.i.T1 Profis Anchor 2.4.5 5 2/12/2014 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated In PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed b be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement Is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details. • Checking the transfer of loads Into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-06 Appendix D, Part D.3.3.4 that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor Is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined In ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10. It is the responsibility of the user when inputting values for brittle reduction factors (4„ a„dadgs) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming budding code, Selection of $,,,,,a,d,, = 1 . 0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be creaked for agreement wih the existing condSons and for plausibility) PROFIS Andtor ( c ) 2009 2009 ► SU AO, FL-9494 Sloan HIP is a registered Trademark of tin AG. Sdraan �6 C'oNNfc/!vf PFr�, 1, s 9 4 po6r Fly Er cDriNFcr1DN 7tnq,e: 2b 4238. V 13 I T = s� (n o a (4p14 fr -= 5'hrao ft) n'- ��n s 456 Fes. S.hee,r s tSion to rikt //21 vFA. V 0 9 e /1 tiic,laii a P ciht l ea btyu f3- tD i'a,-ri01e5-• Mew 2 b 2 h-' 2 ltyyjax v f31 T = 32,d •�. Tn 1/ /C 423 r- 4 g2�, /o oi/te a54 d7EA-. fl%g + �l3_ I/4_ a. / 2- ✓ h' ,054 326 19 Mvr'- rip tatow' ern -rn tax e7 BAY s' 3 2 ?(c 1) Tn�,1L 610 (Mgr Agog ) (---* - TIVA wolzsT ORSE eM2g /9-4E if y1Za L 2 3 I (5'r4 vPm) 5 *L (/ijAcie N(xr o r e 1l 71,7- —/1 (,x = ece-me Apr,,, `y ea,,ouc.. a In AA an amidst ix. ENGINEERING 4875 SW Grath Drive I Sune 3001 Beawrton, OR 197005 503.620.3030 I tel 503.620.5539 I fax www.aa)eng.com By: Date' 4V12/l q t •1/1 L C /Pr< Project No • AM. Orb 4}7vcIla/ iF Pe P4JV Sheet: 57 of: CFS Version 5.0.2 Section: carriage section.sct Chemelle Stark carriage AAI Engineering, Inc. dhss Rev. Date: 6/25/2013 9:11:19 AM By: Chemelle Stark Page 1 vr/D,�-sue l'd4... �.l'Jtl Member Check - 2004 North American Specification - US (ASD) n g1,' Design Parameters: Lx 5.6670 ft Kx 1.0000 Cbx 1.0000 Cmx 1.0000 Braced Flange: None Loads: Entered Applied Strength (k) 0.0000 0.0000 9.5181 Ly 1.0000 ft Lt Ky 1.0000 Kt Cby 1.0000 ex Cmy 1.0000 ey Moment Reduction, R: 0.0000 P Mx (k-in) -24.000 -24.000 23.817 Effective section properties at Ae 0.82128 in^2 Ixe Sxe(t) Sxe (b) Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) Vy My (k) (k-in) 2.2000 0.000 2.2000 0.000 7.6533 0.904 applied loads: 3.0574 in^4 1.1033 inA3 1.0264 in^3 Iye Sye (1) Sye (r) 0.000 + 1.008 + 0.000 = 0.000 + 1.008 + 0.000 Sqrt(1.015 + 0.083) Sqrt(0.000 + 0.000) 1.0000 ft 1.0000 0.0000 in 0.0000 in Vx (k) 0.0000 0.0000 1.6936 0.0366 in^4 0.2390 in^3 0.0458 in^3 .0 > 1.0 1.0 8 > 1.0 1.048 > 1.0 0.000 <= 1.0 Calculation Details - 2004 North American Specification - US (ASD) Axial Compression Strength (KUr)x=35.246, (KUr)y=56.829 ax=234.37 ksi ay=90.154 ksi vt=128 ksi Fe=79.68 ksi Fy=33 ksi kc=0.64355 NAS C4-4 Fn=27.748 ksi NAS C4-2 Effective width calculations for part 1: Part 1 Element 1: Unstiffened, w=0.555 in f1=27.748 ksi, f2=27.748 ksi yr=1 k=0.43 a,=0.26007 ?.<0.673 (fully effective) Element 2: Check for lip stiffener reduction S=41.735 w/t < 0.328S (no lip reduction) Element 2: Stiffened, w=0.45 in f1=27.748 ksi, f2=27.748 ksi ii=1 k=4 X=0.069137 p=1 be=0.45 in b1=0.225 in b2=0.225 in NAS C3.1.2.1-6 NAS C3.1.2.1-7 NAS C3.1.2.1-8 NAS Eq. B3.2-1 NAS Eq. B3.2-3 NAS Eq. B2.1-4 NAS Eq. B2.1-1 NAS Eq. B4-1 NAS Eq. B2.3-1 NAS Eq. B2.3-8 NAS Eq. B2.1.4 NAS Eq. B2.1-3 NAS Eq. B2.1-2 NAS Eq. B2.3-9 NAS Eq. B2.3-10 sL CFS Version 5.0.2 Section: carriage section.sct carriage dhss Rev. Date: 6/25/2013 9:11:19 AM By: Chemelle Stark Chemelle Stark AAI Engineering, Inc. b1+b2 > compression width (fully effective) Element 3: Stiffened, w=2.1607e-7 in f1=27.748 ksi, f2=27.748 ksi w=1 NAS Eq. B2.3-1 k=4 NAS Eq. B2.3-8 X=3.3196e-8 NAS Eq. B2.1-4 p=1 NAS Eq. B2.1-3 be=2.1607e-7 in NAS Eq. B2.1-2 b1=1.0803e-7 in NAS Eq. B2.3-9 b2=1.0803e-7 in NAS Eq. B2.3-10 b1+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.7484 in f1=27.748 ksi, f2=27.748 ksi ii=1 NAS Eq. B3.2-1 k=0.43 NAS Eq, B3.2-3 X=0.3507 NAS Eq. B2.1-4 ?<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=41.735 NAS Eq. B4-1 Ia=0.01796 in"4 NAS Eq. B4.2-10 Is=0.0036678 inA4 ds=0.15284 in (lip ineffective width=0.59556 in) NAS Eq. B4.2-7 k=2.5323 NAS Table B4.2 Element 4: Partially stiffened, w=5.44 in f=27.748 ksi, k=2.5323 X=1.0504 NAS Eq. B2.1-4 p=0.75261 NAS Eq. B2.1-3 b=4.0942 in (ineffective width=1.3458 in) NAS Eq. B2.1-2 b1=0.41806 in, b2=3.6761 in Ae=0.61743 in^2 Pn=17.133 k NAS C4-1 flc=1.8, 4 c=0.85 Flexural Strength about X-axis ay=90.154 ksi NAS C3.1.2.1-7 at=128 ksi NAS C3.1.2.1-8 Ctf=1 NAS C3.1.2.1-10 Fy=38.752 ksi Fe=207.01 ksi NAS C3.1.2.1-5 Fc=38.752 ksi Not subject to lateral -torsional buckling - same as fully braced strength Flexural Strength about Y-axis ax=234.37 ksi NAS C3.1.2.1-6 at=128 ksi NAS C3.1.2.1-8 Ctf=1 NAS C3.1.2.1-10 Fy=33 ksi Fe=1215 ksi NAS C3.1.2.1-5 Fc=33 ksi Not subject to lateral -torsional buckling - same as fully braced strength Compression and Bending Interaction ax=1 NAS C5.2.1-4 ay=1 NAS C5.2.1-5 Page 2 S�, CFS Version 5.0.2 Section: carriage section.sct carriage dhss Rev. Date: 6/25/2013 9:11:19 AM By: Chemelle Stark Chemelle Stark MI Engineering, Inc. Effective section at applied Toads Effective width calculations for part 1: Part 1 Element 1: No compressive stress (fully effective) Element 2: No compressive stress (fully effective) Element 3: No compressive stress (fully effective) Element 5: Unstiffened, w=0.7484 in f1=22.971 ksi, f2=22.971 ksi yr=1 NAS Eq. B3.2-1 k=0.43 NAS Eq. B3.2-3 X=0.31909 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Stiffened, w=5.44 in f1=21.774 ksi, f2=-20.929 ksi w=0.9612 NAS Eq. B2.3-1 k=23.009 NAS Eq. B2.3-2 ?.=0.3087 NAS Eq. B2.1-4 p=1 NAS Eq. B2.1-3 be=5.44 in NAS Eq. B2.1-2 ho=5.75 in, bo=0.9534 in, ho/bo=6.031 b1=1.3733 in NAS Eq. B2.3-6 b2=1.4005 in NAS Eq. B2.3-7 Compression width=2.7738 in b1+b2 > compression width (fully effective) Page 3 S� TVPI 5-1-1-Cli 71, i . 6 - /1 Epp. Al - Z AAI dpia euet:iutu. ie ENGINEERING 4875 SW Griffith Drive I Suite 300 I Beaverrton, OR 197005 503.820.3030 I tel 503.820.5539 I fax www.aateng.com Pfr ,G s, , v By: Date* f/l 211 fiPPL / v 0% Project No • / / / 4 Q / I Sheet 5-5 of Nagle- PO /N!E - VGr Gc4iv &Po l " 212r- SYZI2 4 r 5-o5FFMAve S. SEA7Tl-f, AM- 5-EA-Inc 80r/t ouv4 CODE (20 /z) 201 Z 1 B C. - l o 19'S6tE Mc" 3/8-/ 51=1 rpiiL 47v CNp A E op Site7.trivq Corn SIZE To DE: s 4-7. 5980 tolvain^DF: -/?;, 3)ga S/ 1r C&i-sr D - A-S1-r A'TETs.1- / 0 Vh —l- 0 Ste= /.3-79 Spey- = /.'7-9 Sbs= D•VI Fpd6.12,7-vE=Fir O-iInr) = a-3Cos lA44 ,. 3(492)64.(/.a) o. 284 / 13 b✓p ( asp) pem9 tort. or (•rtEl v`/Nq D /6 # _p p = 38ps f „A " �k,a x /2." x l am. Z 5 '0', 48" x / 2" x /21. 2S �r03b" X J5.E w /Z✓. 25 "Dn ,E 3D" x /5" ,r ¢2A is" F." 484 x i5• x r1G" 48" u3a4Y-" „/4." 484 X !C" «Sy 3b" X 3011 x 4Z" x oII x. Er N 11 1/ JJ (7"4- r/zl/Z/. Zs)) Wp z #- 45-0 / SoZ 4- 5-ay / 4 3 4- l50 f f'G 1- / 0 So l lm` 7 $- / 0 50 /To f 3So 380 f , / q o g- 50 38 *- 450 333 f SSD 56 4' 8931 21.E 54-o a 0 5.1 4.4 68kL g B 6;-. 6ZS''-„(4,0. t7. 71y/camz AA' iglu amiatas, iaa ENGINEERING 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 197005 503.820.3030 I tel 603,820.5539 I fax www.aaleng.aom VIA LCf1-N C'D [.p 5T?/2.4-ag Date. 2�! O h Project No •A-14-D/b Sheet: By: 5'TA-BILITt� /Q�V1�?.✓: (dtp S'T�PE 1 D q ° Mor „Ir,,3-- P7 932.F" uWp2 . 65A Ft- /U T 416 P' it-6 893 Fprl?z Ts 432 Pa 1271 I/49 Fr' ‘926 7-- 56c1 P- 16 -'7 UiPs„ /2i �35 fir' 15592 17, 11-4'b kip - 540 Fr- 1 a4 cgs •033 • Arm To Z61 f 73-¢ utl._ cos j q8 Po 5—oh ape- 6¢0 " y- tt r' 313 P` qgo 6Be A-133 Wp, 8 U 3 Fe ar / h Frs /2 d' f a 2606"#- fr1,r B 5 2i "g- J''l 3530 frlsr , 1 / 63 2- 1'l r' 15283 Irir ' 66)1 111,r-0 8386 J 1,rr Mrs- 515� III 8q R 4- heoin. TJ 35 114'9% fix 10119 7.= ¢3 RI AA I *him amides, in. ENGINEERING 4875 SW With Drive I Suite 300 I Beavveddon. OR 197005 503,620.3030 I tal 503.620,5539 I fax www.aaleng.com SPA-cE.0 vE7Z 1714tx_erri tLp Sra F By: Date• '//o //4 Project No • ill / Sheet: or C47elei,4- R/ 4 / c. G4iC: eirgizmzE7 "1 Sipe " " sine P4,Tt Pz 173 P4 Ps rk Pz P8 861.n . —82.I 1846 r88.3 159. 325 iof g1-8 q 32-I 56 2131 -I56.3 1b -210 6-8'2 6' O 28 — Sr. erne/Zi AriE/ : !/✓p= 4(-PF)+ 65-.1-4893t11b14- 3g4zI Py Ps Ps. Pi- Ps 4 3� 31? .?iv Si, 14. t/ti 4- 1 8 ,k— Igt IPz- ,i --pi , --3. oe3sk.. IP fie" G" ion Vn-Ax - 2. 73 P- ///1AM-> /8/04 h 4/Pr /`ru "SW 8" vl T-1- Pi j,k v/ A — = f6at6L- 2io air() 4-e -1-7o (4 0-. 3 /> S3o TlrL 3 S I Gvofl sr- 0 e FoX- ['�/ � S)Ai ' Lx= 6.5' Ly g. 13 AAI aJJYn anuiatn, aee ■ ENGINEERING 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005 503,020.30301tei 503.620.5539 I fax www,aafeng.com P C C S A- K By: Dater %/' d I /T vj L C 4-N Project No• 4/1-/b CQ �� S'ra Sheet 2- eiepizorm6 2: !Air a(5¢404- a (5-o5) f-a(6¢o).% 33701 121 p, Pz 1330 I4-So Sao 1141 Id" vielewr = 6 51 44 85i" r/ •b/' Ii o '/4 --1.o, 9 / i/Iz► air a f 688) * ?(BB3)=- 314-2i1- 1, Pz ek77,-a ¢ 152 1150 -- s�•i fif V/e, r s 6 D ?' 4 /24 t,s �6 - PI o eZsee- P ; r3 fy rr 34-4- --1 •-. 5 688 -3S 785 -31 8152- —¢3 4-4-1 -21.5 AAI igloo assici b1. hm. ENGINEERING 4875 SW GOM M Drive I SuRe 300 I Beaverton. OR 197005 603.620.30301 tel 503,620.55391 fax www.aaleng.com p /-l- c C S,4- v E/. Vtr LGfr7J Cohn STo/ZA-a•C By: a Date: Ph' 119� Project No • ` " 4-O / Sheet: 91 of: `7vCI-fole,t4 E DrS/GN., Cioe.40 F" (Al PR Sr C re/ i E 1 Myra e = 620'� Verufx- 1604 vKs /-#(860)- q2> /202 l'�' //IZE {2fl4 of 1-14= ? 28/a. a5 = 324-40/Fr 144 = /Zo¢/a, ,S - 5-35- 4/pr: Veit 0 x a. 5,6 « (MACb (Hy 20o) /8D / (w/ Ti a LZ1) Nee T 5T B t w 6 7 / fi"s /9"N /AI i n - Pf,114 cn c- T.i4 Fr f°le- %¢►i /9.7vcrfvles. '"? rtiW,P 7" f 774 9 e 4- 141/ - 3S7-A4-6 a 45'/, '/B ''/o So Lrk� 'l ax w/ /450 c),ipf-?Fnrs op 114 w«c, r'i�n — sr • f1'Nr/- rrp ei/f-v-rani blo, ¢ (f-.') i 5� 4� • t; 0 re5: Vrnf� 3at t) 4- Th/- 94- rt. win ! f 1/nLa_ , / 30 4 I t ` � Sl A c foe 1pp-/ G rfr) µ /n - 2- : fin = 5-peek (f) 7 7Yr/ o"t pt £ 1/ P-i4 1-max' WP 5' >, 5-71 s (-/ b /) - 1rt SF /2 (, f4- 7riv 1r 1) iinutX wP f y aab ° ✓o f2c VDTs ✓j AA I afihaa amides, in. • ENGINEERING 4875 SW Grath Drive 1 Suite 3001 Beaverton. OR 197005 503.820.303011e1 503.820.5539 I fax www.aateng.com V I l— G Pr7V CoLQ 5r 4--z By: 0 Date• 7/Ie-/f Project No • 4- 0) 6 Sheet G 0 of: www.hliti.us 1114 I lar" I Profs Anchor 2.4.5 Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: 2/17J2014 Specifier% comments: Ooiosr prA E - 6472-1 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Repot Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement Seismic loads (cat. C, D, E, or F) Geometry pn.] & Loading [Ith in.lb] HIT-HY 200 + HAS 3/8 11.100 = 2.375 in. (Nowt= 2.750 in.) 5.8 ESR-3187 4/1/2013 I 3/1/2014 design method ACI 318 / AC308 = 0.000 In. (no stand-off); t = 0.125 in. I„ x 1, x t = 12.000 in. x 3.000 In. x 0.125 In.; (Recommended plate thldcness: not calculated) no profile cracked concrete, 3000. f = 3000 psi; h = 4.000 in., Temp. short/long: 37J32 •F hammer drilled hole, installation conclfion: dry tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar yes (D.3.3.6) -2111111111111 Input data and results must be chedted for agreement with the dsling conditions and for *alty' PROFS Anchor ( e ) 2003-2009 HIM AO, FL-9494 Schoen 195 la a registered Tradereadt al 1119 AO, &hem www.hiltLus Company: Specifier. Address: Phone IFax E-Mail: Page: Project: Sub -Project I Pos. No.: Date: I■■III.TI Profis Anchor 2.4.5 2 i 12/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension. -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 364 357 -357 0 max. concrete compressive strain: - (%e max. concrete compressive stress: - [Pail resulting tension force in (x/y)=(0.000/0.000): 364 [lb] resulting compression force in (x/y)=(0.00010.000): 0 [Ib) 3 Tension load Load N,,, [lb] Capacity ein [lb] Utilization iN = N.AAN„ Status Steel Strength* 364 281 13--- OK Bond Strength** 364 877 42 OK Concrete Breakout Strength** 364 1279 29 OK • anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR-3187 4 N,,,,12 N. ACI 318-08 Eq. (D-1) Varlables n A..N [in•2] f.,. [pall 1 0.08 72500 Calculations N. [lb] 5620 Results N. [lb] 5620 $nenduc . ¢ N. [lb] N. (bl 0.770 2813 364 Input dale and results must be checked far agreement with the stdsing oondbons and for plausbityl PROMS Anchor (c) 20032009 HMI AG. FL-9494 Schoen Hilt Is a registered Trademark of Fnt AO, Schoen www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: [ Page: Project Sub -Project I Pos. No.: Date: Profls Anchor 2.4.5 3 2/122014 3.2 BondStrength \AHao) Woos Wpm. Na0 + N■ Z Na. AN. = see ICC-ES AC308, Part D.5.3.7 Arlo = seta = 20d s 3 het cam. _ W.d.Na = 0.7 + 0.3 \Gem/ s 1.0 0s Wu.Na = Vp,Na0 + [\ ) (1 ' w9N•0)] 2 1.0 WNW= �- L(�n 1) ( )��] 21.0 alc.mae.c = hd' fefe 1 WaaNa = \1 s 1.0 WS' = MAX( co' Gre)S1.0 NW = T140 ' wt...r ' 1cbc,.d 1r d ' h.r Variables sk...imer [Pa] 1880 kc 17 Calculations scab [In•1 7.125 Results N. [Ib] 2338 ICC-ES AC308 Eq. (D-16a) AC1318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-16c) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (D-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-16i) ICC-ES AC308 Eq. (D-16J) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-161) danchor [in.] her Del ca.mkr [in.] s w [n.1 n u..c IPta7 0.375 2.375 0.000 1 1044 f0 [Pal e5,.H lin.l ed,H [in.] cae Del xe.od wow' 3000 0.000 0.000 5.341 1,00 0.800 Goa. [in.] AN, fn•21 Arw - fn•21 Wyr.dN. e= [ps7 3.563 50.77 50.77 1.000 1218 Mob rectNe No [lb] i�00 i.000 2338 0 750 dleand cab 0.770 • N. [b] N,,. [lb] 877 364 Input data and results must be cracked for agreement with the misting oondt0orn end for plawbeityl PROFIS Anchor ( c ) 2003-2009 Had AG. FL-9494 Schoen Hid is a registered Trademark W Hill AG. Schoen Iy111.IT1 www.hilti.us Company: Specifier. Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 4 2/12/2014 3.3 Concrete Breakout Strength Nm = ( ) WaN WaN Wa.N Nb ACI 318-08 Eq. (D-4) y N,s 2 N,a ACI 318-08 Eq. (D-1) Ark see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) Atko = 9 hif ACI 318-08 Eq. (D-6) 1 W°c N = (1 2 eN / s 1.0 ACI 318-08 Eq. (D-9) �r.aNTrier =0.7+0.3(15j )s1.0 ACI 318-08 Eq. (D-11) Wcp,N = MAX(!!, 1) s 1.0 ACI 318-08 Eq. (D-13) Nb = kc a, ' h;is ACI 318-08 Eq. (D-7) Variables het [in.] ee,r (in•] ear [in.) Oa,dn (n•] 2.375 0.000 0.000 • 1.000 Gag Pm] ko x f' [Psi] 5.341 17 1 3000 Calculations Aft lin?) Arno [in.21 yrsc+ N Isc2 yy�r..eq,N Nb �b1 50.77 50.77 1.000 1.000 1.000 7. 3408 Results Nib pee] • Nth flee] N. psi 3408 D.6500 750 0.770 1279 364 Input data and results must be marked for agreement with the existing conditions and for pteusb1ty! PROFIS Anchor (c ) 2003-2009 Fati AG. FL-9494 Schein teen Is a registered Trad.mah of HIM AG. Schoen www.hilti.us Company. Specifier Address: Phone I Fax: E-Mail: Page: Project Sub -Project 1 Pos. No.: Date: Mil LT I Profis Anchor 2.4.5 5 2/12/2014 4 Shear load Steel • Load; obi Capacity 4Va Dig Utilization pv = Va.l+Va Status OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 357 945 38 OK controls)** Concrete edge failure in direction •• N/A N/A N/A N/A • anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V..�. = ESR value refer to ICC-ES ESR-3187 s V. x V. ACI 318-08 Eq. (D-2) Variables [in.21 f.r. [Peal 1 0.08 72500 Calculations V. Obi 1966 Results V. lib] 4w.i600 �n.naueir * Va. (Ibl Vu. VIA t 0.770 908 357 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 HIM AG, FL-9494 Schoen Hat is u registered Trademark of MI AG, Schwan i-11UT' I www hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 6 2/12/2014 4.2 Pryout SStt(rengt11h (Bond Strength controls) V,� kcv[(to) W.dN. wpm. N.o] O V, 2 V,,. AN, see ICC-ES AC308, Part D.5.3.7 • NIQ = scr,N. =20d 14js3h.1 ( aJ4a = 2 1y.dma = 0.7 + 0.3 (t-') s 1.0 as Won = W9m•e+ [\( s /1• (1 - Wore)] 21.0 WOW ='n - [(,E 1) (--as--) ia to 1 w=44. = (1 1.0 Saab =MAX(2n, E)s1.0 WP.N. N.o = 110 ' aN,..ts ' tctrond • x • d • he tI fl LC Variables kcp 1.000 $.., [in•1 sax (in.] 0.000 Calculations so, [in.] 7.125 Results VW [lb) 2338 tkc,wia lw7 Tko [PSI] 1880 1044 n 1 I 17 c.„ [in.] 5.341 AND Pe/ 50.77 W.c1.N 1.000 5 Combined tension and shear Toads — .415 <= 1 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-1) ICC-ES AC308 Eq. (D-16c) ICC-ES AC308 Eq. (D-16d) ICC-ES AC308 Eq. (D-16e) ICC-ES AC308 Eq. (D-16m) ICC-ES AC308 Eq. (D-16g) ICC-ES AC308 Eq. (D-16h) ICC-ES AC308 Eq. (D-16i) ICC-ES AC308 Eq. (D-16j) ICC-ES AC308 Eq. (D-16p) ICC-ES AC308 Eq. (D-16M) 0.375 le (psi] 3000 xbond 1.00 ANso [in.2] 50.77 W.e7.N 1.000 ItinaM,NN 0.770 5/3 hw [in.] 2.375 estN fn•] 0.000 aN..sa 0.800 Vocti 1000 � Vc [lb] 945 tkmer [psil 1218 N,o 1113] 2338 v.. pi Utilization pN,v P'1 45 357 Status OK Input date and results must be c adted to agreement with the misting conditions and for plausdAtyl PROFIS Anchor ( c) 2003.2009 Hitt AG, FL•9494 ScholiaHila Is a reglatr,d Trademadc of Hill AG, Sdaan dd www.hilti.us Company: Specifier. Address: Phone I Fax: E-Mail: Page: Project Sub -Project I Pos. No.: Date: Profls Anchor 2.4.5 7 2/12/2014 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the deaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report (e,g. section 4.1.1 of the ICC-ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the stricture shall be designed so that the attachment will undergo ductile yielding at a Toad level corresponding to anchor forces no greater than the controlling design strength. In hell of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined In ASCE 7, Equation 12.11-1 or Equation 12.14-10. It is the responsibility of the user when inputting values for brittle reduction factors (+none,,,,..) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming building code. Selection of itnonduclo. = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement with the exisOng condition and for pladWAtyi PROFIS Antler ( c) 2003-2009 HIM AG, FL-9494 Schaal HIM Is e registered Trederoaik of P010 AG, Schaan llv r4i E f2 P 1 5'T' 77 DN4 2-1 H 1 = �a"x 3b„x .Z5" „4,/ I! 6 q"x ¢8"x /'ZQ " 'f - ¢8" x ?6 "` X 12i. 25" 1I /1 f( y 4151, x ovd ff / it 2 S f Pi 383 S'3 350 R-oo 44 7- b o 440 2,4D ¥ SEITING C'. o, M 'I ZI-1 l S" 4-Ccu A - E v Slrp vM7 vF l3M-rr)' a/Y GEvrt- r,p N ✓OK. get •6 0.13 6011 4-1 1046 641"6 /044 qb. # �Pab bf88 C /24 ?SIB 8870 T So S6 6zS,' e,A44 "E NGINEERING AA I afghan essecuhs, is s ENGINEERING 4875 SW GAInIh Drive I Suite 3001 Beaverton, OR 197005 503.620.3030 I tel 503.620.55391fax www.aaleng.com f ft' CE S',chJE. V14 LC47'/ l/vT/►77F /eo0/‘1 By: Date. %'//� Project No • 47 ¢0 / 6 be Sheet: of. DATE: 4/7/ "pOroItt s . �Q P. Fil�7 ^ � $slw Q 0 :ael is x at alo" rr I pay •D A x i 7 i 0 a % g ak— — 0 r a 1a- d'� www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project Sub -Project 1 Pos. No.: Date: I-u11arl1 Profls Anchor 2.4.5 2/13/2014 Specifier's comments: 1 NTir1y- om - cla17 P14 1 Input data Anchor type and diameter. KWIK HUS-EZ (KH-EZ) 1/4 (1 5/8) Effective embedment depth: hr =1,180 in., him = 1.625 in. Material: Carbon Steel Evaluation Service Report ESR-3027 Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement Seismic loads (cat, C, D, E, or F) Geometry [in.] & Loading [lb, (nib] 8/1/20121 12/1/2013 design method ACI 318 / AC193 et, = 0.000 in. (no stand-off); t = 0.125 in. I, x ly x t = 3.000 in, x 4.000 in. x 0.125 In.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, f' = 3000 psi; h = 4.000 in. tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar yes (D.3.3,6) a .X Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor (e) 2003-2009 Hni AG, FL-9494 Sdaan Hid Is s registered Trademark of Hid AG, Schoen 3v www.hlltius Company: Specifier. Address: Phone I Fax E-Mail: Page: Project Sub -Project I Pos. No.: Date: 1■■11L.T1 Profis Anchor 2.4.5 2 2/13/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension. -Compression) Anchor Tension force Shear force 1 0 174 Shear force x Shear force y 174 0 max. concrete compressive strain: - [%01 max. concrete compressive stress: - [psi) resulting tension force in (xy)=(0.000/0.000): 0 [Ib] resulting compression force in (xy)=(0.000/0.000): 0 [lb] 3 Tension Toad Steel Strength* Pullout Strength* Concrete Breakout Strength" • anchor having the highest loading Load N. pb] N/A N/A N/A "anchor group (anchors in tension) Capacity .N. pig Utlllzatlon pN= NJpN. N/A NIA N/A WA N/A N/A Status N/A N/A N/A Input date and iamb must be dadced or agreement nah the adding 4:orations rid for pa se:My! PROFS Anchor (c ) 20032009 Hai AG, FL-9494 So art Hai is a registered Trademark of tab AG. Schaal www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.4.5 3 2/13/2014 4 Shear load Load Ve, [lb] Capacity +V„ [lb] Utlltzation D = V„J,V„ Status Steel 51rength' 174 644 28 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength 174 482 37 OK Concrete edge failure in direction •• N/A N/A N/A N/A • anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength ESR value +V.t..i2V„ Variables n A..,v [in.2] 1 Calculations V. [lb] 1393 Results V,. [lb] 1393 0.05 refer to ICC-ES ESR-3027 ACI 318-08 Eq. (D-2) fur [Pail 112540 $nnndudb 4.770 4.2 Pryout Strength Vcp — Kp [(() Via/ Wait WwN Nb] • Vcp V Ask see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hw 1 W.c.N=(4+2eN�s1.0 3 h. 4/.1,N=0.7+0.3 ( )s1.0 -MAX(.1)51.0 WcpN - cac Nb = kc A. Vie hel5 $v..pbl 644 ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) V,. pbl 174 Variables f h [in.] 1.160 ec+ N [in.] 0.000 ear UN 0.000 Ca min [in.] 1 tyc.N c.c [in.] kc X. I. [Ps11 — 1.000 2.000 17 1 3000 Calculations ANc Pe] ANAA Val 1y0r71,N Tr, yyrrad.N �y N Nb (Ib) 12.53 12.53 1.000 1.000 1.000 1. 1194 Results VVp [lb] elpnle $„onna,da • Vqp [lb] V. [lb] 1194 tot 0.750 0.770 482 174 Input debt and results must be checked for agreement rnhh the existing conditions and for plausbityl PROFS Anchor (c ) 2003-2009 tag AG. FL-9494 Schrum HMI le a registered Trademark of 1YM AO. Schoen www.hlW.us Company: Specifier. Address: Phone I Fax: E-Mail: Profls Anchor 2A.5 Page: 4 Project Sub -Project I Pos. No.: Date: 2/13/2014 5 Warnings • To avoid failure of the anchor plate the required thidcness can be calculated in PROFIS Anchor. Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Condition A applies when supplementary reinforcement is used. The I factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturers product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-08 Appendix D, Part D.3.3.4 that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this Is NOT the case, Part D.3.3.5 requires that the attachment that the anchor Is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a Toad level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9, This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined In ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined In ASCE 7, Equation 1211-1 or Equation 12.14-10. It is the responsibility of the user when inputting values for brittle reduction factors different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of jnawadir =1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreementwfh walks) conditions and for plausibility! PROFIS Anchor ( c ) 20032009 HIM AG, FL-9494 Sloan Hill Is a registered Trademwk of Hilti AG, Sdfssn 73 N VI O O O Ut 4 0 tit 0 . Q O 4 tit 0 . Ut O 0 i V1 O 0 8 w Cr\ 74i 4875 SW Griffith Drive I Suits 3001 Beaverton, 011197005 503.620.3030I bl 503.620.5539 I fax www.aaleng.com /25vr sE o cow, Sragitu E ! G P-►,zi F 1 °orrery. Pot cv Mit r.i M I'V r(fu u%� 5`Q, l"lir' lP 5q'7 P ' I4 -231..E "b " Wis, G52- Mrs.- 7-626 P /06¢ —267.4- C N loft Mr = 8614 P 580 — l6 0. 3 rc w 7 wr" /41er, 7243 p—13 .5 r.�" Wr • gl7. Mn- y 10,73D P # /239 -/1q•.e P, - 'I2 (5-e 0) -I- O. 44 (141(580) t. 44 (11z) B6 8 = 6 0 B 6 P2- '12(58o)f 1/2(832) t''.44(/2)(58a) t.4gl'/z)P37,) t .44(866) = /376 d "'" P3 = 1/2(832) r'/z(12W 4- .44(/121(832)7.44)(90/2#3 /48.8° P¢ r D- 44 (86 ') = 3P�/4z PS= 1233 .f .4¢ ( 86 5) 74-.44 02,34 2/5-3- 4 r D. ¢4 HL)(86 e) 4- d. 44 / I/vl (IOD 4) 4/2 P 1233t 9•44(1233)' /9- 55 Pes '/2(1733)f'/2(1233)(0-44J+'/z(/ou49t4-4ql= /l096 Too oiNsex✓/tr7yr l tise Pmirx Div ma, ( /NCwi PE /3 u-►) Pr `/Z(580) + '12 (-Ibo,3)(.4-4) t '1i(.44)(B66) _ 4-45 3- 1oz3 17z- 1/2(580)rI/?(832-)t.44(h1z)(-lbv.3)4-144(►lz)(-133.5) P, 44(86e) P3 'l2 ( 83 2) ''1z(1233) f 44 ('(zl (-133.5) 4-, 44•(, /h)( 9'5-74 Ptf> 0.44(96Pr)c 3e 1•1' > 12337' 44(-1q.e) 4-.44(846) = 1527-•9 86 6) (44) )- . 44 ('lz)(/00 4) _ 4/ 1, e Pi- vs 1233* .44(--I614-.e) - 1145.`l9- r8 (12(1233) + .44 (!lz)(-/97. G) 1- .44 (0/z)(16041 s q 3. 1 AAI ailhan associates, inc. £416 g KPP /n(E ENGINEERING VIA C By: &`-'-r— Date. a// 4// Project No •/17 4 0 / Sheet 4 J of: &Ay -ram CH-Fog. udoj- sr 04-s e- eat n Srn)-E L'—jg/>*Zct'r- $ii' !? 1- -= 1. I ' 4 -t r - 2,053 `k 1/0.20-r� / q3 9- lc . 56 v j2 'sue I� 7 v 54 -71, o 6-tt /vf-r, roc AAI athun associates, inc. ENGINEERING 4875 SW Griffith Drive 1 Suite 3001 B.ave ton, OR 197005 503.620.30301 tel 503.620.55391 fex www.aelenp.com �P A-& 5MJE) . CFS Version 5.0.2 Section: carriage section.sct carriage dhss Rev. Date: 2/14/2014 9:05:09 AM By: Chemelle Stark Chemelle Stark AAI Engineering, Inc. Page 1 Member Check - 2004 North American Specification - US (ASD) Design Parameters: Lx 6.5000 ft Kx Cbx Cmx 1.0000 1.0000 1.0000 Braced Flange: None Loads: Entered Applied Strength P (k) 0.0000 0.0000 9.5909 Ly Ky Cby Cmy Moment Mx (k-in) - 24.636 - 24.636 24.068 Effective section properties at Ae 0.82629 in^2 Ixe Sxe (t) Sxe(b) Interaction Equations NAS Eq. C5.2.1-1 NAS Eq. C5.2.1-2 NAS Eq. C3.3.1-1 NAS Eq. C3.3.1-1 (P, Mx, My) (P, Mx, My) (Mx, Vy) (My, Vx) 1.0000 ft 1.0000 1.0000 1.0000 Reduction, Vy (k) 1.9370 1.9370 7.6932 Lt Kt ex ey R: 0.0000 applied loads: 3.0740 in^4 1.1097 in^3 1.0316 in^3 1.0000 ft 1.0000 0.0000 in 0.0000 in My Vx (k-in) (k) 0.000 0.0000 0.000 0.0000 0.911 1.6956 Iye Sye(1) Sye (r) 0.000 + 1.024 + 0.000 0.000 + 1.024 + 0.00 Sqrt(1.048 + 0.06 Sqrt(0.000 + 0.00 0.0369 in^4 0.2398 in^3 0.0461 in^3 1.024 > 1.0 1.024 > 1.0 )= 1.054 > 1.0 )= 0.000 <= 1.0 Calculation Details - 2004 North American Specification - USAsti) Axial Compression Strength (KUr)x=40.44, (KUr)y=56.815 ax=178.03 ksi ay=90.199 ksi at=128.36 ksi Fe=79.783 ksi Fy=33 ksi kc=0.64313 NAS C4-4 Fn=27.754 ksi NAS C4-2 Effective width calculations for part 1: Part 1 Element 1: Unstiffened, w=0.5543 in f1=27.754 ksi, f2=27.754 ksi w=1 NAS Eq. B3.2-1 k=0.43 NAS Eq. B3.2-3 X=0.25805 NAS Eq. B2.1-4 ?<0.673 (fully effective) NAS Eq. 62.1-1 Element 2: Check for lip stiffener reduction S=41.731 NAS Eq. B4-1 w/t < 0.328S (no lip reduction) Element 2: Stiffened, w=0.4486 in f1=27.754 ksi, f2=27.754 ksi 41=1 k=4 X.=0.068474 p=1 be=0.4486 in b1=0.2243 in b2=0.2243 in NAS C3.1.2.1-6 NAS C3.1.2.1-7 NAS C3.1.2.1-8 NAS Eq. B2.3-1 NAS Eq. B2.3-8 NAS Eq. B2.1-4 NAS Eq. B2.1-3 NAS Eq. B2.1-2 NAS Eq. B2.3-9 NAS Eq. B2.3-10 CFS Version 5.0.2 Section: carriage section.sct carriage dhss Rev. Date: 2/14/2014 9:05:09 AM By: Chemelle Stark Chemelle Stark AAI Engineering, Inc. b1+b2 > compression width (fully effective) Element 3: Stiffened, w=2.1607e-7 in f1=27.754 ksi, f2=27.754 ksi v 1 NAS Eq. B2.3-1 NAS Eq. B2.3-8 X=3.298e-8 NAS Eq. B2.1-4 p=1 NAS Eq. B2.1-3 be=2.1607e-7 in NAS Eq. B2.1-2 b1=1.0803e-7 in NAS Eq. B2.3-9 b2=1.0803e-7 in NAS Eq. B2.3-10 b1+b2 > compression width (fully effective) Element 5: Unstiffened, w=0.742 in f1=27.754 ksi, f2=27.754 ksi W=1 NAS Eq. B3.2-1 k=0.43 NAS Eq. B3.2-3 X=0.34543 NAS Eq. B2.1-4 X<0.673 (fully effective) NAS Eq. B2.1-1 Element 4: Check for lip stiffener reduction S=41.731 NAS Eq. B4-1 Ia=0.018305 in"4 NAS Eq. B4.2-10 Is=0.0035984 in^4 ds=0.14586 in (lip ineffective width=0.59614 in) NAS Eq. B4.2-7 k=2.5058 NAS Table B4.2 Element 4: Partially stiffened, w=5.4329 in f=27.754 ksi, k=2.5058 =1.0477 NAS Eq. B2.1-4 p=0.75403 NAS Eq. B2.1-3 b=4.0966 in (ineffective width=1.3363 in) NAS Eq. B2.1-2 b1=0.40265 in, b2=3.6939 in Ae=0.62202 in^2 Pn=17.264 k NAS C4-1 Oc=1.8, 0=0.85 Flexural Strength about X-axis ay=90.199 ksi NAS C3.1.2.1-7 at=128.36 ksi NAS C3.1.2.1-8 Ctf=1 NAS C3.1.2.1-10 Fy=38.962 ksi Fe=207.01 ksi NAS C3.1.2.1-5 Fc=38.962 ksi Not subject to lateral -torsional buckling - same as fully braced strength Flexural Strength about Y-axis ax=178.03 ksl NAS C3.1.2.1-6 at=128.36 ksi NAS C3.1.2.1-8 Ctf=1 NAS C3.1.2.1-10 Fy=33 ksi Fe=1200.6 ksi NAS C3.1.2.1-5 Fc=33 ksi Not subject to lateral -torsional buckling - same as fully braced strength Compression and Bending Interaction ax=1 NAS C5.2.1-4 ay=1 NAS C5.2.1-5 Page 2 74- CFS Version 5.0.2 Section: carriage section.sct carriage dhss Rev. Date: 2/14/2014 9:05:09 AM By: Chemelle Stark Effective section at applied Toads Effective width calculations for part 1: Part 1 Element 1: No compressive stress (fully effective) Element 2: No compressive stress (fully effective) Element 3: No compressive stress (fully effective) Element 5: Unstiffened, w=0.742 in f1=23.458 ksi, f2=23.458 ksi W=1 k=0.43 X=0.31757 ?<0.673 (fully effective) Element 4: Stiffened, w=5.4329 in f1=22.187 ksi, f2=-21.354 ksi iy=0.96248 k=23.041 X=0.30893 p=1 be=5.4329 in ho=5.75 in, bo=0.9534 in, ho/bo=6.031 b1=1.3711 in b2=1.3973 in Compression width=2.7684 in b1+b2 > compression width (fully effective) Chemelle Stark MI Engineering, Inc. NAS Eq. B3.2-1 NAS Eq. B3.2-3 NAS Eq. B2.1-4 NAS Eq. B2.1-1 NAS Eq. B2.3-1 NAS Eq. B2.3-2 NAS Eq. B2.1-4 NAS Eq. B2.1-3 NAS Eq. B2.1-2 NAS Eq. B2.3-6 NAS Eq. B2.3-7 Page 3 SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Salesperson: Distributor PO#: Project #: Contract Pridng: Quickship Pricing: Contract Name: Contract Number: List Price: Spacesaver Corporation No No Standard Pridng - 2012 Date Printed: 07/30/2013 Filename: 86F93100's\13480\vulcan Final - Shelving.om Versa. Carriage 1 Qty UM Part Number 4 Post and Case 4 EA UC-36107.75-CTD 4 EA UC-3647.75-CAD 2 EA UC-3695.75-CAD 41 EA SC-4636-S 32 EA SS-4811-F 74 EA SS-4811-F 8 EA SS-4814-HC 90 EA SR-36-F 12 EA SR-36-H 14 EA CS-0802-H 2 EA ASPLICE 20 EA BD-1824 32 EA BD-1825.5 4 EA BD-1830 Tota14 Post and Case We Buyout 24 Color TBD TBD TBD TBD None TBD TBD TBD TBD TBD TBD TBD TBD TBD Description Spacesaver Storage S o I v e d' Unit Total Unit List Total List Weight Weight Price Price Case Type Upright, Tee 82.60 Case Type Upright, Angle 41.00 Case Type Upright, Angle 62.00 CASE TYPE SHELF, SLOTTED 15.80 SHELF SUPPORT 3.75 SHELF SUPPORT 3.75 SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT CENTER STOP SPLICE KIT - ANGLE, 4-POST Bin Divider Bin Divider Bin Divider Shelving Anchors 330.40 $343.00 $1,372.00 164.00 $178.00 $712.00 124.00 $238.00 $476.00 647.80 $63.00 $2,583.00 120.00 $11.25 $360.00 277.50 $11.25 $832.50 2.50 20.00 $11.25 $90.00 1.75 157.50 $6.30 $567.00 2.25 27.00 $7.20 $86.40 2.00 28.00 $12.75 $178.50 1.00 2.00 $18.00 $36.00 5.25 105.00 $24.50 S490.00 7.11 227.52 $27.75 $888.00 7.11 28.44 $27.75 $111.00 Sub Tota14 Post and Case List Price $8,782.40 Total 4 Post and Case List Price Discount of 58.0 % Total 4 Post and Case Net $8,782.40 $5,093.79 $3,688.61 0.00 0.00 $0.60 $14.40 Sub Total Buyout List Price $14.40 Total Buyout Weight 0.00 Total Buyout List Price Discount of 37.0 % Total Buyout Net $14.40 $5.33 $9.07 Total Weight 2,259.16 • Total List Price ( without Surcharges ) Total List Price Total Discount of 58.0 % Total Net Dollars $8,796.80 $8,796.80 $5,099.12 $3,697.68 Its rnntainnri in this rn itni rt is rtrirrArl trt thn heat of ni it knnwlnrinn If vn r riiurnvar an eerrnr It ran nnlv hn fixari if vn i hrinn it to (sir attontinn Finail• f`nnflnurn.ArlmIntASnamsaveir nt $SC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pridng: No Quiidcship Pridng: No Contract Name: Contract Number: List Price: Standard Pridng - 2012 Date Printed: 07/30/2013 Filename: B I iliMSi19.ii311's\13480\vulean Final - Shelving.om Yersto rriage 2 Qty UM Part Number 4 Post and Case 4 4 EA C4 EA 4 EA C9 EA EA 44 EA 1 EA 56 EA 38 EA EA 8 hA 8 EA 104 EA 8 EA 68 EA 8 EA 140 EA 16 EA 8 EA 8 EA 12 EA 4 EA 4 EA 7 EA 4 EA 16 8 14 UC-24116.75-CAD UC-2426.75-CAD UC-2426.75-CTD UC-24107.75-CTD UC-24116.75-CTD SC4624-a SC-2824-S SC-3424-S SC-3424-S SC-4624-S SS-3014-F SP3014-HC SS-36111-FC SS-3614-F SS-3614-HC SS-4811-F SS-4814-HC SR-24-F SR-24-H BS-30-F BS-36-F BS-48-F ASPLICE BD-2421 CP TSPLICE BD2437.5 BD2438.75 BD2439 Color TBD TBD TBD TBD TBD None TBD None TBD TBD TBD TBD None TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Description Spacesaver. Storage Solved'. Unit Total Unit List Total List Weight Weight Price Price Case Type Upright, Angle Case Type Upright, Angle Case Type Upright, Tee Case Type Upright, Tee Case Type tJ ►�rl�ht Te¢ CAST; 1 YPE SHELF, SLOTTED CASE TYPE SHELF, SLATTED CASE TYPE SHELF, SLOTTED CASE TYPE SHELF, SLOTTED CASE TYPE SH LF. St OTTER SHLF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF SUPPORT W/ EARS CUT OFF SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT BACK STOP BACK STOP BACK STOP SPLICE KIT -ANGLE, 4-POST Bin Divider CLOTHESPIN SPLICE KIT - ANGLE, 4-POST bin divider bin divider bin divider 55.60 18.75 21.50 62.40 62.40 6.80 6.80 8.00 8.00 10.80 1.50 1.50 2.58 1.75 1.75 3.75 2.50 1.25 1.50 1.50 1.75 2.25 1.00 5.25 0.02 2.00 13.00 13.50 14.00 222.40 $239.00 $956.00 75.00 $125.00 $500.00 86.00 $142.00 $568.00 374.40'/ $268.00 $1,608.00 249.60 $268.00 $1,072.00 6.80 $26.50 $26.50 299.20 $26.50 $1,166.00 8.00 $32.00 $32.00 448.00 $32.00 $1,792.00 410.40 $42.00 $1,596.00 120.00 $4.90 S392.00 12.00 $8.70 $69.60 20.64 $11.25 $90.00 182.00 $5.50 S572.00 14.00 $8.90 $71.20 255.00 $11.25 S765.00 20.00 $11.25 $90.00 175.00 $4.05 $567.00 24.00 $4.75 $76.00 12.00 $8.40 $67.20 14.00 $8.40 $67.20 27.00 $9.50 $114.00 4.00 $18.00 S72.00 21.00 $27.75 $111.00 0.14 $2.55 $17.85 8.00 $35.25 S141.00 208.00 $114.00 $1,824.00 108.00 $189.00 $1,512.00 196.00 $88.50 $1,239.00 Total Post and Case We Buyout 48 18 34 4b 374•4'b 111.%' Shelving Anchors Sub Total 4 Post and Case List Price $17,174.55 Total 4 Post and Case List Price $17,174.55 Discount of 58.0 % $9,961.24 Tota14 Post and Case Net $7,213.31 0.00 0.00 $0.60 $28.80 + 7 ( ) Sub Total Buyout List Price $28.80 .ta rnntainMA In this ni drnit Is rnrrsel tn thw heat of run. knnwiarinw If vnn rllsrnvar an nrmr It ran nnly ha flYad If vnii hrinn It tn row attpntinn Finail• nnnf niira-Ariminva)Rnar es ver CS SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pricing: No Quickship Pricing: No Contract Name: Contract Number: List Price: Standard Pricing - 2012 Date Printed: 07/30/2013 Filename: 8 iiii'itHl6Fft3110g's\13480\vulcan Final - Shelving.om Version. UM Part Number 4 Post and Case C4 EA UC-24116.75-CAD 4 EA UC-2426.75-CAD C14 EA UC-2426.75-CTD 14 EA UC-24116.75-CTD 64 EA SC-2824-S 96 EA SS-3014-F 32 EA SS-3014-HC 32 EA SR-24-F 16 48 4 9 14 16 32 EA SR-24-H EA EA EA EA BS-30-F ASPLICE CP TSPLICE BD2440.25 BD2451 Total 4 Post and Case Wei Buyout 64 Color TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Description Spacesaver Ste r a t s S o l e s d• Unit Total Unit List Total List Weight Weight Price Price Case Type Upright, Angle Case Type Upright, Angle Case Type Upright, Tee Case Type Upright, Tee CASE TYPE SHELF, SLOTTED SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT BACK STOP SPLICE KIT - ANGLE, 4-POST CLOTHESPIN SPLICE KIT - ANGLE, 4-POST bin divider bin divider Shelving Anchors 55.60 222.40 S239.00 $956.00 18.75 75.00 $125.00 $500.00 21.50 301.00 $142.00 $1,988.00 62.40 873.60 $268.00 $3,752.00 6.80 435.20 $26.50 $1,696.00 1.50 144.00 $4.90 $470.40 1.50 48.00 $8.70 $278.40 1.25 40.00 $4.05 $129.60 1.50 24.00 $4.75 $76.00 1.50 72.00 $8.40 $403.20 1.00 4.00 $18.00 $72.00 0.02 0.18 $2.55 $22.95 2.00 28.00 $35.25 $493.50 15.00 240.00 S303.00 $4,848.00 18.00 576.00 $317.00 $10,144.00 Sub Tota14 Post and Case List Price $25,830.05 Tota14 Post and Case List Price Discount of 58.0 % Total 4 Post and Case Net $25,830.05 $14,981.43 S10,848.62 0.00 0.00 $0.60 $38.40 Sub Total Buyout List Price $38.40 Total Buyout Weight 0.00 Total Buyout List Price Discount of 37.0 % Total Buyout Net $38.40 $14.21 $24.19 Total Weight 3,083.38 Total List Price ( without Surcharges) $25,868.45 Total List Price $25,868.45 Total Discount of 58.0 % $14,995.64 Total Net Dollars $10,872.81 A3 8 da nnntainart in thin ni dnnt it; rnrrert to tha halt of nrir knnwlarinA If mil diarnvar an army It ran only ha Mead if vnu i hrinn It to rnrr attintkn Finali' ['nnflrn ira-AAminnAnarnravarrr SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pricing: No Quickshlp Pricing: No Contract Name: Contract Number: List Price: Standard Pridng - 2012 Date Printed: 07/30/2013 Filename: 8p1 1d76ir''A_i:Q)'s113480WI:lean Final - Shelving.om Version: Qty UM Part Number 4 Post and Case 8 EA UC-24115.25-CAD 8 EA UC-2428.25-CAD 28 EA UC-2428.25-CTD 28 EA UC-24115.25-CTD 128 EA SC-2824-S 192 EA SS-3014-F 64 EA SS-3014-HC 64 EA SR-24-F 32 EA SR-24-H 8 EA ASPLICE 18 EA CP 28 EA TSPLICE Color TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Spacesaver Storage Solved' Unit Total Unit List Total List Description Weight Weight Price Price Case Type Upright, Angle Case Type Upright, Angle Case Type Upright, Tee Case Type Upright, Tee CASE TYPE SHELF, SLOTTED SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT SPLICE KIT - ANGLE, 4-POST CLOTHESPIN SPLICE KIT - ANGLE, 4-POST 55.60 18.75 21.50 62.40 6.80 1.50 1.50 1.25 1.50 1.00 0.02 2.00 444.80 150.00 602.00 1,747.20 870.40 288.00 96.00 80.00 48.00 8.00 0.36 56.00 $239.00 $125.00 $142.00 $268.00 $26.50 S4.90 $8.70 $4.05 $4.75 $18.00 $2.55 $35.25 $1,912.00 $1,000.00 $3,976.00 $7,504.00 $3,392.00 $940.80 S556.80 $259.20 $152.00 $144.00 S45.90 $987.00 Tota14 Post and Case Weiht 4,390.76 Buyout 128 Shelving Anchors Sub Total 4 Post and Case List Price $20,869.70 Tota14 Post and Case List Price $20,869.70 Discount of 58.0 % $12,104.43 Tota14 Post and Case Net $8,765.27 0.00 0.00 $0.60 S76.80 Sub Total Buyout List Price $76.80 Total Buyout Weight 0.00 Total Weight 4,390.76 Total Buyout List Price Discount of 37.0 % Total Buyout Net $76.80 $28.42 $48.38 Total List Price ( without Surcharges) $20,946.50 Total List Price $20,946.50 Total Discount of 57.9 % $12,132.84 Total Net Dollars $8,813.66 AZI'' 15 Aa rnntainn ri In thin nwitrnrt in r.nrrnr* to tha hart of rw it knnwianna if vrni dinnwnr An army It can nnlv hn thed If von hrinn It to new Attantinn FinaN' f.nnfinura-A riminkthSnarmsavar rr SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pricing: No Quickship Pricing: No Contract Name: Contract Number: List Price: Standard Pricing - 2012 Date Printed: 07/30/2013 Filename: P$ NW F .300D's\13480\vulcan Final - Shelving.om Version• ternative 1 Qty UM Part Number 4 Post and Case 8 EA US-24116.75-CA 8 EA US-2426.75-CA C8 EA US-24116.75-CT S EA US-2426.75-CT 118 EA SF-4824-P 216 EA SS-4811-F 20 EA SS-4814-HC 216 EA SR-24-F 24 EA SR-24-H 8 EA ASPLICE 8 EA CP 4 EA RS-3324-S 8 EA TSPLICE 14 SF5224P 24 SS-5211-F 4 SS-5214-HC Color TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Description Spacesaver Storage S o l v e d' Unit Total Unit List Total List Weight Weight Price Price 4Post Upright, Closed Angle 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee LOW PROFILE SHELF, PLAIN SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT SPLICE KIT - ANGLE, 4-POST CLOTHESPIN REFERENCE SHELF ASSY 53181.13 SPLICE KIT - ANGLE, 4-POST shelf shelf support shelf support 34.00 272.00 $144.00 $1,152.00 12.00 96.00 $71.00 $568.00 42.50 340.00 $158.00 $1,264.00 13.75 110.00 $78.50 $628.00 11.00 1,298.00 $44.00 $5,192.00 3.75 810.00 811.25 $2,430.00 2.50 50.00 $11.25 $225.00 1.25 270.00 $4.05 $874.80 1.50 36.00 $4.75 $114.00 1.00 8.00 $18.00 $144.00 0.02 0.16 $2.55 $20.40 16.00 64.00 $128.00 $512.00 2.00 16.00 $35.25 $282.00 11.75 164.50 $99.00 $1,386.00 3.85 92.40 824.25 $582.00 2.75 MOO $12.25 S49.00 Tota14 Post and Case Jp(ght 3,638.06 Buyout 48 + d,vet., •i a SG ems. Total Buyout Weight 0.00 Shelving Anchors Sub Tota14 Post and Case List Price $15,423.20 Total 4 Post and Case List Price $15,423.20 Discount of 58.0 % $8,945.46 Total 4 Post and Case Net $6,477.74 0.00 0.00 $0.60 $28.80 Sub Total Buyout List Price $28.80 Total Buyout List Price $28.80 Discount of 37.0 % $10.66 Total Buyout Net $18.14 Total Weight 3,638.06 Total List Price ( without Surcharges) $15,452.00 Total List Price $15,452.00 Total Discount of 58.0 % $8,956.11 Total Net Dollars $6,495.89 As 9 Eta rnntalnerl In this; ol Omit is rnrrarl to the hart Moor knnwlarine If volt rtiarnvar an armr It ran nnlv ha fired Wynn hrinn it to ol tr attention Finall C:nnflntira-AriminhilSnanaaavar rr ,SSC BOM End User Project Name: Contact Name: Contact Phone: Date Printed: 07/30/2013 Filename: Version* ase A US-36116.75-CA EA US-3626.75-CA EA US-3628.25-CA EA US-36116.75-CT EA EA SF-3636-P 2 EA SH-3636-P 2 EA SS-3611-H 2 EA SS-3611-HC Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pricing: No Quickship Pricing: No Contract Name: Contract Number: List Price: Standard Pricing - 2012 8jNIMESFYLt310S's\13480\vulcan Final - Shelving.om (A)w(' J111.1/5" 4 123 15 1 2 5 50 90 10 EA EA EA EA EA EA SS-3614-F SR-36-F SR-36-H ASPLICE RS-3336-S TSPLICE SF5236P SS-5211-F SS-5214-HC Tota14 Post and Case Weight 2,024.14 Buyout 24 Color TBD TBD TBD TBD TBD None None None TBD TBD TBD TBD TBD TBD TBD TBD TBD Description Spacesavere S t a t a g e S o I r e d' Unit Total Unit List Total List Wei ht Weight Price Price 4Post Upright, Closed Angle 44.50 4Post Upright, Closed Angle 16.00 4Post Upright, Closed Angle 16.00 4Post Upright, Closed Tee 42.50 4Post Upright, Closed Tee 17.50 L , ' AIN 11.99 HEAVY-DUTY SHELF, PLAIN 18.50 SHELF SUPPORT 2.75 SHELF SUPPORT W/ EARS CUT OFF, 2.58 HEAVY SHELF SUPPORT 1.75 SHELF REINFORCEMENT 1.75 SHELF REINFORCEMENT 2.25 SPLICE KIT - ANGLE, 4-POST 1.00 REFERENCE SHELF ASSEMBLY 17.50 SPLICE KIT - ANGLE, 4-POST 2.00 shelf 18.00 shelf support 3.85 steel_ f sou port 2.75 Shelving Anchors 44.50 $193.00 $193.00 16.00 $101.00 $101.00 16.00 $101.00 $101.00 212.50 $202.00 $1,010.00 87.50 $110.00 $550.00 23.98 $44.75 $89.50 37.00 $68.50 $137.00 5.50 $8.90 $17.80 5.16 $12.50 $25.00 7.00 $5.50 $22.00 215.25 $6.30 $774.90 33.75 $7.20 $108.00 1.00 $18.00 $18.00 35.00 $128.00 $256.00 10.00 $35.25 $176.25 900.00 $115.00 $5,750.00 346.50 $24.25 $2,182.50 27.50 $12.25 $122.50 Sub Total 4 Post and Case List Price $11,634.45 Total 4 Post and Case List Price Discount of 58.0 % Tota14 Post and Case Net $11,634.45 $6,747.98 $4,886.47 0.00 0.00 $0.60 $14.40 Sub Total Buyout List Price $14.40 Total Buyout Weight 0.00 Total Weight 2,024.14 Total Buyout List Price Discount of 37.0 % Total Buyout Net $14.40 $5.33 $9.07 Total List Price ( without Surcharges) $11,648.85 Total List Price $11,648.85 Total Discount of 58.0 % $6,753.31 Total Net Dollars $4,895.54 4-6 16 :to c.nntfiinnft In thin mania Is nnrrp, t to tho host of n11r knnwtodon If vo11 riisnnvsr on Rrmr It ran only hn fiwnrt if vo11 hrinn it to o11r ottantlnn FTAII' rdN1fn11rs-AdminiTSnarsins or nr SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Salesperson: Distributor PO#: Project #: Contract Pricing: Quickship Pricing: Contract Name: Contract Number: List Price: Spacesaver Corporation No No Standard Pricing - 2012 Date Printed: 07/302013 Filename: SiiiedJ %F6F 3IO 's\13480\vulcan Final - Shelving.om Version: Qty UM Part Number 4 Post and Case • 2 EA US-24112.25-CA • 2 EA US-2431.25-CA 2 EA US-3031.25-CA 8 EA US-24112.25-CT 8 EA US-2431.25-CT • 2 EA US-30112.25-CA 8 EA US-30112.25-CT 8 EA US-3031.25-CT Color TBD TBD TBD TBD TBD TBD TBD TBD Description 4Post Upright, Closed Angle 4Post Upright, Closed Angle 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee 66 EA 6 EA 18 EA 336 EA 18 EA 24 EA 12 198 153 18 12 4 12 10 16 Buyout 72 EA EA EA EA EA EA EA EA EA SF-4824-P SF-4830-P SH-4830-P SH-4824-S SS-4811-F SS-4811-H SS-4811-HC SS-4814-HC SR-24-F SR-30-F SR-30-H BP-4852.25 ASPLICE BH-48 CP TSPLICE fi pa aPs Total Buyout Weight 0.00 Doors & Drawers 12 EA SHDK4852D 12 EA SHDULB48 TBD TBD None None TBD None None TBD TBD TBD TBD TBD TBD TBD TBD LUW'PKOFIGES1tEL PLAIN 11.00 LOW PROFILE SHELF, PLAIN 13.75 HEAVY-DUTY SHELF, PLAIN 20.75 HEAVY-DUTY SHELF, SLOTTED 16.75 SHELF SUPPORT 3.75 SHELF SUPPORT 3.75 SHELF SUPPORT W/ EARS CUT OFF, 3.45 HEAVY SHELF SUPPORT W/ EARS CUT OFF 2.50 SHELF REINFORCEMENT SHELF REINFORCEMENT SHELF REINFORCEMENT Back Panel, 4Post / Case Shelving SPLICE KIT - ANGLE, 4-POST BACK HOLDERS CLOTHESPIN SPLICE KIT - ANGLE, 4-POST 1.25 1.50 2.00 22.00 1.00 1.00 0.02 2.00 Sub Total 4 Spacesaver Storage S o I r e d' Unit Total Unit List Total List Weight Weight Price Price 34.00 68.00 $144.00 $288.00 12.00 24.00 $71.00 $142.00 13.75 27.50 $80.50 $161.00 42.50 340.00 $158.00 $1,264.00 13.75 110.00 $78.50 $628.00 39.50 79.00 $167.00 $334.00 42.50 340.00 $180.00 $1,440.00 15.75 126.00 $87.50 $700.00 1,188.00 $44.00 $4,752.00 907.50 $54.50 $3,597.00 124.50 $75.50 $453.00 301.50 $62.00 $1,116.00 1,260.00 $11.25 $3,780.00 67.50 $11.25 $202.50 82.80 $14.75 $354.00 30.00 $11.25 $135.00 247.50 $4.05 $801.90 229.50 $5.00 $765.00 36.00 $5.95 $107.10 264.00 $171.00 $2,052.00 4.00 $18.00 $72.00 12.00 $8.90 $106.80 0.20 $2.55 $25.50 32.00 $35.25 3564.00 Post and Case List Price $23,840.80 Shelving Anchors Total4 Post and Case List Price $23,840.80 Discount of 58.0 % $13,827.66 Total Post and Case Net $10,013.14 0.00 0.00 $0.60 $43.20 Sub Total Buyout List Price S4320 TBD TBD SWINGING DOOR KIT,(KEY DIFF) 43.9 BRACKET UPPER/LOWER,SWINGING 9.00 HINGED DOOR,4-POST Total Buyout List Price $43.20 Discount of 37.0 % $15.98 Total Buyout Net $27.22 $634.00 $7,608.00 $224.00 $2,688.00 io da enntnined In thin ne Itnu et in rnrrRrt tn thn hang of M er knnvARrinn If vnl l rtlrr.nwer nn Rain it ran nnlv hR flCRrt If vn'r hrinn it tn no or attnntinn Finail• C.nnflne ern-ArlminTRnanas ,veir r% •SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Salesperson: Distributor PO#: Project#: Contract Pricing: Quickship Pricing: Contract Name: Contract Number: List Price: Spacesaver Corporation No No Standard Pricing - 2012 Date Printed: 07/30/2013 Filename: 8}ifibli 'iEff 310i's\13480\valcan Final - Shelving.om Versio Qty UM Part Number 4 Post and Case 4 EA US-24116.75-CA 4 EA US-2428.25-CA 4 EA US-3028.25-CA 2 EA US-24116.75-CT 2 EA US-2428.25-CT 4 EA US-30116.75-CA 2 EA US-30116.75-CT 2 EA US-3028.25-CT 52 EA SF-3624-P 52 EA SF-3630-P 192 EA SS-3614-F 16 EA SS-3614-HC 44 EA SR-24-F 4 EA SR-24-H 88 EA SR-30-F 8 EA SR-30-H 8 EA ASPLICE 6 EA CP 4 EA TSPLICE Tota14 Post and Case Wei Buyout 32 Color TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD Description Spacesaver S t o r a g e Solver Unit Total Unit List Total List Weight Weight Price Price 4Post Upright, Closed Angle 4Post Upright, Closed Angle 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee LOW PROFILE SHELF, PLAIN LOW PROFILE SHELF, PLAIN SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT SHELF REINFORCEMENT SHELF REINFORCEMENT SPLICE KIT - ANGLE, 4-POST CLOTHESPIN SPLICE KIT - ANGLE, 4-POST Shelving Anchors 34.00 136.00 $144.00 12.00 48.00 $71.00 13.75 55.00 $80.50 42.50 85.00 $158.00 13.75 27.50 $78.50 39.50 158.00 $167.00 42.50 85.00 $180.00 15.75 31.50 $87.50 8.25 429.00 $30.25 10.25 533.00 $37.25 1.75 336.00 $5.50 1.75 28.00 $8.90 1.25 55.00 $4.05 1.50 6.00 $4.75 1.50 132.00 $5.00 2.00 16.00 $5.95 1.00 8.00 $18.00 0.02 0.12 $2.55 2.00 8.00 $35.25 $576.00 $284.00 $322.00 $316.00 $157.00 $668.00 $360.00 $175.00 $1,573.00 $1,937.00 S1,056.00 $142.40 $178.20 S19.00 $440.00 S47.60 $144.00 $15.30 $141.00 Sub Tota14 Post and Case List Price $8,551.50 Tota14 Post and Case List Price Discount of 58.0 % Tota14 Post and Case Net $8,551.50 $4,959.87 $3,591.63 0.00 0.00 $0.60 $19.20 Sub Total Buyout List Price $19.20 Total Buyout Weight 0.00 Total Weight 2,177.12 Total Buyout List Price Discount of 37.0 % Total Buyout Net Total List Price ( without Surcharges ) Total List Price Total Discount of 58.0 % Total Net Dollars A-6 $19.20 $7.10 $12.10 S8,570.70 $8,570.70 $4,966.97 $3,603.73 17 .ta rnntainnrl In thin rxdmd it rnrrwr:f to thn hest of no w knnwlwdnn If von dis;rxwnr An Amor It rAn nnly hn flxnd If von hdnn It to our AttAntinn Finail• r`.nnflmira-AriminGASnarAaavwr rx SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pricing: No Quickship Pricing: No Contract Name: Contract Number: List Price: Standard Pricing - 2012 Date Printed: 07/30/2013 Filename: P iESF93001's\13480\vulcan Final - Shelving.om Version: Qty UM Part Number 4 pdst and Case 2, EA US-3026.75-CA ,✓!/ EA US-3059.75-CA EA US-30115.25-CT -4 139 18 260 18 18 18 336 27 2 8 Buyout 72 EA EA EA EA FA EA EA EA EA EA EA EA EA EA EA US-30116.75-CA US-30116.75-CT US-3026.75-CT US-3028.25-CT us-1n59 75-CT SF-4830-P SH-4830-P SS-4811-F SS-4811-H SS-4811-HC SS-4814-HC SR-30-F SR-30-H ASPLICE TSPLICE Color TBD TBD TBD TBD TBD TBD TBD TBD TBD None TBD None None TBD TBD TBD TBD TBD Description 4Post Upright, Closed Angle 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee 4kpacesaver. S t o r• t• Solis Unit Total Unit List Total List Weight Weight Price Price 13.75 22.00 42.50 39.50 42.50 15.75 27.50 44.00 170.00 79.00 170.00 63.00 4Post Upright, Closed Tee 15.75 63.00 4Post Upright, Closed Tee 25.00 200.00 LOW PROFILE SHELF, PLAIN 13.75 1,911.25 HEAVY-DUTY SHELF, PLAIN 20.75 373.50 SHELF SUPPORT 3.75 975.00 SHELF SUPPORT 3.75 67.50 SHELF SUPPORT W/ EARS CUT OFF, 3.45 62.10 HEAVY SHELF SUPPORT W/ EARS CUT OFF 2.50 45.00 $11.25 SHELF REINFORCEMENT 1.50 504.00 $5.00 SHELF REINFORCEMENT 2.00 54.00 $5.95 SPLICE KIT - ANGLE, 4-POST 1.00 2.00 $18.00 SPLICE KIT - ANGLE, 4-POST 2.00 16.00 $35.25 Shelving Anchors $80.50 $90.00 $180.00 $167.00 $180.00 $87.50 $87.50 $98.50 $54.50 $75.50 $11.25 $11.25 $14.75 Sub Total 4 Post and Case List Price $161.00 $180.00 $720.00 $334.00 S720.00 $350.00 $350.00 $788.00 $7,575.50 $1,359.00 $2,925.00 S202.50 $265.50 $202.50 $1,680.00 $160.65 $36.00 $282.00 $18,291.65 Tota14 Post and Case List Price $18,291.65 Discount of 58.0 % $10,609.16 Total 4 Post and Case Net $7,682.49 0.00 0.00 $0.60 $43.20 Sub Total Buyout List Price $43.20 Total Buyout Weight 0.00 Total Weight 4,826.85 Total Buyout List Price Discount of 37.0 % Total Buyout Net $43.20 $15.98 $27.22 Total List Price ( without Surcharges) $18,334.85 Total List Price $18,334.85 Total Discount of 58.0 % $10,625.14 Total Net Dollars $7,709.71 A-9 12 da r.nntainnr1 in this mend is rrirme tn thn host of rfl it knnwlarina If vnit rilsrnvRr nn Rrrnr it rAn nnly hi fiver} if vnt 1 hrinn it tn nhir RttRn}Inn Finail- Cnnfinll►a-Arimin aiSnnr.wanvnr r.r SSC BOM • End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Salesperson: Distributor PO#: Project #: Contract Pricing: Quickship Pricing: Contract Name: Contract Number: List Price: Spacesaver Corporation No No Standard Pricing - 2012 Date Printed: 07/30/2013 Filename: BplSd E7SF19_34011's\13480\vu1can Final - Shelving.om Version: Spacesaver S t a r a g• S o l r e d' Bit of Material, floor loading, seismic and specification compliance are the responsibility of the AC/Distributor. Please be sure to review this BOM carefully before quoting your customer or submitting your order to ensure that it accurately represents the product needed for your project. All specially designed product will require additional lead time once ordered from Spacesaver to allow for custom design and part setup. M Part Number 4 Post and Case 2 EA US-36116.75-CA 2 EA US-3626.75-CA 6 EA US-36116.75-CT 6 EA US-3626.75-CT 8 EA SF- 236-P 8 EA SF-4836-P 2 EA SH-4236-P 2 EA SH-4836-P 16 EA SS-4211-F 2 EA SS-4211-H 2 EA SS-4211-HC 16 2 2 162 15 2 6 10 40 90 10 EA EA EA EA EA EA EA SS-4811-F SS-4811-H SS-4811-HC SR-36-F SR-36-H ASPLICE TSPLICE SH-5236-P SF5236P SS-5211-F SS-5214-HC Total 4 Post and Case Wei ir24- Buyout 28 Total Buyout Weight 0.00 4Z 46 Color TBD TBD TBD TBD TBD TBD None None TBD None None TBD None None TBD TBD TBD TBD TBD TBD TBD Description Unit Total Unit List Total List Weight Weight Price Price 4Post Upright, Closed Angle 44.50 4Post Upright, Closed Angle 16.00 4Post Upright, Closed Tee 42.50 4Post Upright, Closed Tee 17.50 LOW PROFILE SHELF, PLAIN 13.94 LOW PROFILE SHELF, PLAIN 15.89 HEAVY-DUTY SHELF, PLAIN 21.50 HEAVY-DUTY SHELF, PLAIN 24.50 SHELF SUPPORT 3.25 SHELF SUPPORT 3.25 SHELF SUPPORT W/ EARS CUT OFF, 3.02 HEAVY SHELF SUPPORT 3.75 SHELF SUPPORT 3.75 SHELF SUPPORT W/ EARS CUT OFF, 3.45 HEAVY SHELF REINFORCEMENT 1.75 SHELF REINFORCEMENT 2.25 SPLICE KIT - ANGLE, 4-POST 1.00 SPLICE KIT - ANGLE, 4-POST 2.00 shelf 0.00 shelf 18.00 shelf support shelf support Shelving Anchors 89.00 32.00 255.00 105.00 111.52 127.12 43.00 49.00 52.00 6.50 6.04 60.00 7.50 6.90 $193.00 $101.00 $202.00 $110.00 357.50 $67.00 $80.50 $90.00 $9.60 $9.60 $13.50 $11.25 $11.25 $14.75 $6.30 $7.20 $18.00 $35.25 $115.00 3.85 346.50 $24.25 2.75 27.50 $12.25 Sub Total 4 Post and Case List Price 283.50 33.75 2.00 12.00 0.00 720.00 Total4 Post and Case List Price Discount of 58.0 % Total 4 Post and Case Net $386.00 $202.00 $1,212.00 S660.00 $460.00 $536.00 $161.00 $180.00 $153.60 $19.20 $27.00 $180.00 $22.50 $29.50 $1,020.60 $108.00 $36.00 $211.50 $4,600.00 $2,182.50 $122.50 $12,509.90 $12,509.90 $7,255.74 $5,254.16 0.00 0.00 $0.60 $16.80 Sub Total Buyout List Price $16.80 Total Buyout List Price Discount of 37.0 % Total Buyout Net /17 0 S16.80 $6.22 $10.58 1 Its Mntalnart In this mltniit in rnrro& to ills hart of m lr knnwlsrona If vnlo rdIsrnvi r an armr It ran nnlv he Overt if vnl l hrinn It to now attnnflnn Finall• rnnflni va-Arlmink'dSnnearavar rY SSC BOM 4 End User Project Name: Contact Name: Contact Phone: Date Printed: Filename: Version: Distributor Info Name: Spacesaver Corporation Salesperson: Distributor PO#: Project #: Contract Pricing: No Qnidtship Pricing: No Contract Name: Contract Number: List Prlce: Standard Pridng - 2012 07/30/2013 ihiSSI 3t101's1134801vukan Final - Shelving.om arriagel3, SID Part Number 4 Post and Case / 1 EA US-12 1 EA US-12NS`25'A 1 EA US-I228.2 A 1-' 1 EA US-1232.75-CA r,A US 1022.25-CA EA US-3(48.25-CA EA 1 EA EA EA EA 115.25-CT US-1228.25-CI' S-30115.25-CA US-30115.25-CT US-30121-CA US-30121-CT US-3022.25-CT US-302825-CT 444 Ito Color TBD TBD TBD TBD TBD TBD-.L_' TBD TBD TBD TBD TBD TBD TBD Description 22 82 4 6 200 10 10 8 213 12 4 1 7 EA EA EA EA EA EA EA EA EA EA EA EA EA SF-4$1Z=P- SF-4830-P SH-4812-P SH-4830-P SS-4811-F SS-4811-H SS-4811-HC SS-4814-HC SR-30-F SR-30-H ASPLICE RS-3312-S TSPLICE TBD None None TBD None None TBD TBD TBD TBD TBD TBD Tota14 Post and Case Wei Buyout 36 4Post png t, osedAngle 4Post Upright, Closed Angle 4Post1.Tpright, Closed Angle 4Post Upright, Closed Angle 4rost upngnt, ClosedAngle ' 4Post Upright, Closed Ankle 4Post Upright, Closed Tee 4Post Upright, Closed Tee 4PostUpngbt, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Angle 4Post Upright, Closed Tee 4Post Upright, Closed Tee 4Post Upright, Closed Tee LOW PROFILE SHELF, PLAIN HEAVY-DUTY SHELF, PLAIN HEAVY-DUTY SHELF, PLAIN SHELF SUPPORT SHELF SUPPORT 3.75 SHELF SUPPORT W/ EARS CUT OFF, 3.45 HEAVY Spacesaver Storage S o l r e d` Unit Total Unit List Total List Weight Weight Price Price 24.25 24.25 $97.50 $97.50 24.25 24.25 $97.50 $97.50 8.00 8.00 $54.50 $54.50 8.00 8.00 $54.50 $54.50 13.75 13.75 $80.50 $80.50 13.75 13.75 $80.50 S80.50 29.75 29.75 $115.00 $115.00 10.00 10.00 $60.00 $60.00 39.50 39.50 $167.00 $167.00 42.50 127.50 $180.00 $540.00 39.50 39.50 $167.00 $167.00 42.50 127.50 $180.00 $540.00 15.75 4725 $87.50 $262.50 15.75 4725 $87.50 $262.50 5.69 125.18 82425 $533.50 13.75 1,127.50 $54.50 $4,469.00 9.10 36.40 $32.25 $129.00 20.75 124.50 $75.50 $453.00 3.75 750.00 $11.25 $2,250.00 37.50 $11.25 $112.50 34.50 $14.75 $147.50 SHELF SUPPORT W/ EARS CUTOFF 2.50 20.00 $11.25 $90.00 SHELF REINFORCEMENT 1.50 319.50 $5.00 $1,065.00 SHELF REINFORCEMENT 2.00 24.00 $5.95 $71.40 SPLICE KIT -ANGLE, 4-POST 1.00 4.00 $18.00 $72.00 REFERENCE SHELF ASSY 53181.08 14.50 14.50 $128.00 $128.00 SPLICE KIT - ANGLE, 4-POST 2.00 14.00 $35.25 $246.75 Shelving Anchors Sub Total 4 Post and Case List Price $12,346.65 Total 4 Post and Case List Price Discount of 58.0 % Total 4 Post and Case Net $12,346.65 $7,161.06 $5,185.59 0.00 0.00 $0.60 $21.60 Sub Total Buyout List Price $21.60 Total Buyout Weight 0.00 , Total Buyout List Price Discount of 37.0 % Total Buyout Net $21.60 S7.99 $13.61 1,3 On rnntalnert In this eaant rt Lc r.nr ar:t tn the haat of row knnwlertne If vni r rtlsrnvpr an army it ran nnlv he firarl If veal hrinn It tn now attantinn Finall• Cnnfirowa-ArlmineaSnanwraver rr ,SSC BOM End User Project Name: Contact Name: Contact Phone: Distributor Info Name: Salesperson: Distributor PO#: Project #: Contract Pricing: Quickship Pricing: Contract Name: Contract Number: List Price: Spacesaver Corporation No No Standard Pricing - 2012 Date Printed: 07/30/2013 Filename: B 11011111E€F19 3$0rs113480\vulcan Final - Shelving.om Version: -� 4 Post and Case - "- . EA US-368 7 EA US-3 6- EA SF-363 18 EA SF-4236-P 30 EA SF-4836-P 12 EA SS-3614-F 36 EA SS-4211-F 50 EA SS-4811-F 10 EA SS-4814-HC 120 EA SR-36-F 15 EA SR-36-H 1 EA BP-3665.75 3 EA BP-4265.75 5 EA BP-4865.75 1 EA BH-36 3 EA BH-42 5 EA BH-48 Total 4 Post and Case Wei Buyout 36 Total Buyout Weight 0.00 Doors & Drawers 1 EA SHDK3665A 3 EA SHDK4265A 5 EA SHDK4865A 1 EA SHDULB36 3 EA SHDULB42 5 EA SHDULB48 TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD TBD 41* Spacesaver Storage S o l v e d' Unit Total Unit List Total List tion Weight Weight Price Price 4Post Upright, Closed Angle 4Post Upright, Closed Tee LOW -PROFILE -SHELF, PLAIN LOW PROFILE SHELF, PLAIN LOW PROFILE SHELF, PLAIN SHELF SUPPORT SHELF SUPPORT SHELF SUPPORT SHELF SUPPORT W/ EARS CUT OFF SHELF REINFORCEMENT SHELF REINFORCEMENT Back Panel, 4Post / Case Shelving Back Panel, 4Post / Case Shelving Back Panel, 4Post / Case Shelving BACK HOLDERS BACK HOLDERS BACK HOLDERS Shelving Anchors 29.75 119.00 $118.00 $472.00 33.25 232.75 $130.00 $910.00 11.99 71.94 $44.75 $268.50 13.94 250.92 $57.50 $1,035.00 15.89 476.70 $67.00 $2,010.00 1.75 21.00 $5.50 $66.00 3.25 117.00 $9.60 $345.60 3.75 187.50 $11.25 $562.50 2.50 25.00 $11.25 $112.50 1.75 210.00 $6.30 $756.00 2.25 33.75 $7.20 $108.00 19.25 19.25 $122.00 $122.00 22.50 67.50 $144.00 $432.00 25.75 128.75 $178.00 $890.00 0.75 0.75 $7.20 $7.20 0.75 2.25 $7.75 $23.25 1.00 5.00 $8.90 $44.50 Sub Total 4 Post and Case List Price $8,165.05 Total 4 Post and Case List Price $8,165.05 Discount of 58.0 % $4,735.73 Total 4 Post and Case Net $3,429.32 0.00 0.00 $0.60 $21.60 TBD TBD TBD TBD TBD TBD Sub Total Buyout List Price $21.60 Total Buyout List Price Discount of 37.0 % Total Buyout Net SWINGING DOOR KIT,(KEY ALIKE) 42.96 SWINGING DOOR KIT,(KEY ALIKE) 47.67 SWINGING DOOR KIT,(KEYALIKE) 52.37 BRACKET-UPPER/LOWER,SWINGING 8.25 HINGED DOOR,4-POST BRACKET UPPER/LOWER,SWINGING 9.25 HINGED DOOR,4-POST BRACKET-UPPER/LOWER,SWINGING 9.00.QO $224.00 HINGED DOOR,4-POST 42.96 143.01 261.85 8.25 27.75 $567.00 $591.00 $641.00 $224.00 $21.60 $7.99 $13.61 $567.00 $1,773.00 $3,205.00 $224.00 $224.00 $672.00 $1,120.00 da nnntainarl In this re dnnt is nnrrant tn the halt of nut knnwlarina If volt rlisnnvar an arrnr if r•.an nnly ha fiaarl if vry i hrinn it tn row aftantinn Finail• ('.nnfirn ira-ArlminnSnanaaavar cr PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0055 PROJECT NAME: VULCAN DATE: 02/14/14 SITE ADDRESS: 3314 S 116 ST X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PANJ L Building Division Public Works Awk MAK, Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 02/18/14 Structural Review Required REVIEWER'S INITIALS: DATE: a APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 03/18/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 DIVERSIFICATION INC Page 1 of 2 0 Washington State Department of Labor & Industries Owner or tradesperson ARNOLD, MATTHEW LAIRD Principals ARNOLD, MATTHEW LAIRD ARNOLD, MICHELLE LESLIE ARNOLD, MICHAEL LESLIE Doing business as DIVERSIFICATION INC WA UBI No. 601 133 014 9877 40TH AVE S SEATTLE, WA98118-5602 206-763-4030 KING County Business type Corporation Governing persons MATTHEW (MATLAIRDARNOLD License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties INST EQUIP/STAT FURN/LAB T/LO License no. DIVERI*999BP Effective — expiration 01/17/2001 — 01/03/2015 Bond North American Spec Ins Co Bond account no. SUR2178100 Received by L&I 01/31/2014 Insurance UNIGARD INS CO Policy no. CM014221 Received by L&I 11/26/2013 Savings No savings accounts during the previous 6 year period. $6,000.00 Effective date 01 /07/2014 $1,000,000.00 Effective date 12/01/2010 Expiration date 12/01/2014 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601133014&LIC=DIVERI*999BP&SAW= 02/27/2014