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Home My WebLink AboutPermit D08-270 - LA PIANTA LLC - INDUSTRIAL DISTRIBUTION GROUP - STORAGE RACKSINDUSTRIAL DISTRIBUTION 5835 SEGALE PARK DR C D08 -270 Parcel No.: 3523049018 Address: 5835 SEGALE PARK DR C TUKW Suite No: Tenant: Name: INDUSTRIAL DISTRIBUTION GROUP Address: 5835 SEGALE PARK DR C , TUKWILA WA Owner: Name: LA PIANTA LLC Address: PO BOX 88028 , TUKVVILA WA 98138 Phone: doc: IBC -10/06 Cityif Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Contact Person: Name: ROGER ALDRICH Address: 5835 SEGALE PARK DR C , TUKVVILA WA 98188 Phone: 206 - 774 -5107 Contractor: Name: OWNER AFFIDAVIR ON FILE- STEVE BERGER Address: Phone: Contractor License No: DEVELOPMENT PERMIT Permit Number: D08 -270 Issue Date: 07/09/2008 Permit Expires On: 01/05/2009 Value of Construction: $0.00 Fees Collected: $530.50 Type of Fire Protection: International Building Code Edition: 2006 Type of Construction: Occupancy per IBC: 0025 Expiration Date: DESCRIPTION OF WORK: ** *REISSUE OF EXPIRED PERMIT D06- 319 * ** INSTALL 126 SECTIONS OF 42" X 240" PALLET RACK, 18 SECTIONS OF 48" X 240 " PALLET RACKS, 42 SECTIONS OF 42" X 192" PALLET RACKS, 18 SECTIONS OF 48" X 83 ". INSTALL 544 SECTIONS OF 18" X 84" SHELVING AND 119 SECTIONS OF 24" X 84" SHELVING. * *continued on next page ** D08 -270 Printed: 07 -09 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: City oiPTukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us Permit Number: D08 -270 Issue Date: 07/09/2008 Permit Expires On: 01/05/2009 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N L) ' 9-03 I hereby 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 perfo ce of ork. I authorized to sign and obtain this development permit. Signature: Date: y9/07 e This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Print Name: doc: IBC -10/06 D08 -270 Printed: 07 -09 -2008 Parcel No.: 3523049018 Address: Suite No: Tenant: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 5835 SEGALE PARK DR C TUKW INDUSTRIAL DISTRIBUTION GROUP 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS • Permit Number: Status: Applied Date: Issue Date: D08 -270 ISSUED 05/09/2008 07/09/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 10: 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. doc: Cond - 10/06 * *continued on next page ** D08 -270 Printed: 07 -09 -2008 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 provision of any other work construction or the performance of work. Signature: Print Name: doc: Cond -10/06 D08 -270 Date: y,/gry-- ordinances governing or local laws regulating Printed: 07 -09 -2008 SITE LOCATION 4 King Co Assessor's Tax No.: 35.230 'I - 901 ? Site Address: .SS 3 5 Se 4.IC, P4 h k Dr: C Suite Number: Floor: Tenant Name: , l '/krth Q / PlSt"t bich Yi 611440 New Tenant: Yes ❑ ..No Property Owners Name: Se 9& /e PrrJ, eht /c S S Mailing Address: S' II v se q cle Part D r. C T14 k wi !a C/ City Name: Mailing Address: 5 Se9ale P4/'k Dr. C Contact Person: E -Mail Address: Contractor Registration Number: Company Name: Mailing Address: Revised: 9 -2006 bh 'Poe et- ,4ldri c CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwci.tukwila.wa.us Building Permit No. bo g - _17 0 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For eke use only) 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 ** WA- State CONTACT PERSON - who do we contact when your permit is ready to be issued Day Telephone: 40 6"' 777"' 7 kwrYa. W 4 City State Zip E -Mail Address: r'0 (Set � a ►drtc k e i d - -corp. cOk1 Fax Number:0,04 " 770 .7 '".5.3 .7 7 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for and Gas Pipin (pg 5)) Company Name: SGT' ad--Ac A.94/ a Mi dg vr+ d4 fed 9 /!s /O �. Mailing Address: City Day Telephone: Fax Number: Expiration Date: State gel y1 Zip Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record �f , i/Ie ; c. sex S'3G 4464rn WA 7/ Q City State Zip Contact Person: 44 h, Pela 1 Day Telephone: 263 • 2 7776 E -Mail Address: rupar+ehq. LCM Fax Number: 0253 -?39'' 07 /6 Q:Wpplications\Forms- Applications On Lin&3 -2006 - Permit A plication.doc U Page I of 6 • BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 7 UUC) Existing Building Valuation: $ Scope of Work (please provide detailed information): ,Z757 1/ /7 6 sec 1ross a 4 x YO " �u e / reei t� / secf/oKs o>- 4/k• x „no * A./ let Rwc. /C Qil 1.2 setiron.s 1, 11.2 X /91' 3a!(ef Rack, s&7 4•• x 83°. .lasfa /! /6-"x �y ` Shc.�s7 4.41 II? sectiu u FY sale / viz . Pe—et/tau" per&+►i.- it- DoC —3/? Will there be new rack storage? Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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: y c 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 d 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. Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Existing Interior Remodel Addition to Existing . Structure New Type of Construction per IBC Type of Occupancy per IBC e Floor 2" Floor. r Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck • BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 7 UUC) Existing Building Valuation: $ Scope of Work (please provide detailed information): ,Z757 1/ /7 6 sec 1ross a 4 x YO " �u e / reei t� / secf/oKs o>- 4/k• x „no * A./ let Rwc. /C Qil 1.2 setiron.s 1, 11.2 X /91' 3a!(ef Rack, s&7 4•• x 83°. .lasfa /! /6-"x �y ` Shc.�s7 4.41 II? sectiu u FY sale / viz . Pe—et/tau" per&+►i.- it- DoC —3/? Will there be new rack storage? Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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: y c 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 d 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. Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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 OWNER OR AUT 0 ZED NT: Signature: ^^ I r ff Print Name: lV fj r' f�' dlei c n Date: S �� v DayTelephone:46c 77y 5/c 7 Mailing Address: 535 Seq&Ie Pork 77i t wad.. WA- 18YeF� (/ City State Zip Date Application Expires: I /`, 0k Date Application Accepted: Q: Applications\Fortns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Staff Initials: Page 6 of 6 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http : / /www. ci. tukwila. wa. us RECEIPT • Parcel No.: 3523049018 Permit Number: D08 -270 Address: 5835 SEGALE PARK DR C TUKW Status: PENDING Suite No: Applied Date: 05/09/2008 Applicant: INDUSTRIAL DISTRIBUTION GROUP Issue Date: Receipt No.: R08 -01543 Initials: WER Payment Date: 05/09/2008 11:39 AM User ID: 1655 Balance: $0.00 Payee: INDUSTRIAL DISTRIBUTION GROUP TRANSACTION LIST: Type Method Descriptio Amount Payment Check 01181310 530.50 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 526.00 000/386.904 4.50 Total: $530.50 Payment Amount: $530.50 2200 05/09 9711 TOTAL 530.50 doc: Receiot -06 Printed: 05-09 -2008 COMM ENTS: 1 Type of Inspeon d . cti A : 1.1 LI . �, Address: -3 S s" Se 4f -- /3 Di. Called: ,': < ( ( a - Special Instructions: \l G Sr -b/ ( A- (1... JJ . / I Date Wanted: �" I 4 T f p o.4T S" J Al 624 n 1 .... , -, r .A % y A Al ,1j i C'cr Phone No: 2 ./X.- 714- -5 7 0 7 A... ./.--, A c r ~4 1 c � { l ` �(� TT 1,,,,t-- l p 01 . I 1 Project: . A... N, Al n 1 Type of Inspeon d . cti A : 1.1 LI . �, Address: -3 S s" Se 4f -- /3 Di. Called: Special Instructions: \l G Sr -b/ ( A- (1... JJ . / I Date Wanted: �" I • a.m. p m Requester: Phone No: 2 ./X.- 714- -5 7 0 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 pproved per applicable codes. Corrections required prior to approval. Inspect: ()..1 `Date: po6 PERMIT NO. ❑ $60.00 REINSPECTION F`EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: • :r �•s° .: .,. Project: zi i'ia I D.'s ¢f. a c. Type of Inspection: Address: 5 2 Selt,ile- Aete ar. C Suite #: Contact Person: Special Instrucctions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 INSPECTION NUMBER Approved per applicable codes. INSPECTION - RECORD Retain copy with permit CITY OF TUKWILA FIRE DEPARTMENT �a - PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 ri Corrections required prior to approval. COMMENTS: t, %¢e_. a4 /A,t rJ 1 eve . Inspector: 5 SI Date: 7/2 sft I Hrs.: n $89.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Ip®ni NuED@FR Engilm@eing Dn& CONSULTING ENGINEERS /CIVIL AND STRUCTURAL STRUCTURAL SEISMIC DESIGN CALCULATIONS OF RACK STORAGE at SEGALE BUSINESS PARK 5835 SEGALE DRIVE "C" BUILDING 981 TUKWILA, WA 98188 FOR Industrial distribution Group 5601 First Avenue south Seattle, WA 98108 REI Job No. 06067 August 2006 RECEWVEP MAY -9 2008 PERMIT CENTEF to8 270 �J Ra M1nF1'4 FILE COPY 11 .....cgreeffews.eenzem/ersanr-...44MIsai • t�Yrytt"1% to, t3.o% 1519 West Valley Highway North /Suite 101 Post Office Box 836 /Auburn, WA 98071 253 - 833 -7776 Fax 253- 939 -2168 Rack .. Type : Rack Dimensions W.X H X L Number of Levels ; Base Plate t X W X L Anchor Bolt ` Hilti.Kwik, Bolt Ill (w /o: Special Inspeciion) • A - - 49" X 83" 72" . • 3 - • . 3/8" X 5 ".X 8 ". (2) 1/2" X 3.4/3" Embed. B 42"'X 20' X 108" ' 7/16" X 5" X 8" (4):1/7 X 3 142" Embed. C1 48 " X2TX10B ". 3 ; 5' 7/16 "X5 "X8" ' (4)1/2" X 3 142" Embed C2 : 42" X 20`X1 : 4. ' 3/8" X 5" X 8 " (4)1/2" X 3 *IQ Embed. D 42" X 16`X:96" \ ) 3/8" X 5" X 8" (2)1/2" X 3 4!.2 Embed. V L nd o ° [1 a g !(']l ll fg ® ®!f !ul Jp DCf�)l @a CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 Post Office Box 838/Aubum,WA 98071 253. 833 -7776 Fax 253 -939 -2168 Design Loads: Seismic Zone: Seismic Coefficients: Ss = St k Each Rack Level Vertical Load Car ying Capacity = z + : t e SEE Ski -vs schessULT-4., D 1.274 0.435 , , , C 4\ � Lbs ck 4oLup y 4 j - 1 1: 10 ►, JOB Sv..Gattr¢....0s. t. ' SS SHEET NO. OF •• `` CALCULATED BY ` DATE 11/443 ( L CHECKED BY DATE SCALE 3 z 5 Brief. • The base plates and anchor bolts to the base'of five different types of rack columns will be designed for seismic forces in accordance with the design codes . .of IBC 2003 and ASCE7 -02. k k'33 /y ;3 Lem ell DOCK *< —ttv4 cal D PRODUCT 207 a 5 5 3 z 5 e 5 2 5 . III ... I I I I north w. • ± u . 141 a 4. ::„•••••••• • Mari S ar a.. •• ....... �..w. UNE 1 EIEEEErl EEEEEEI 1 . IEE 122433 9E93E13 1 r (-� U E likM11111MMIMMIMINO 1.11111.1. MIME 111=11111111111111•11•111•11 _ _c � � ^AA !SM4z -. P1CAZ IME j To EEprzoviges6 ( pER OWNER) Q ' • • • 1 1 • • • Ii • • • • • • , . ; �i II • 7 ik - - fi x 2p ) x'l08" r v � x 20 'x toe® :2; x 2o � �° ►6 x 46' 0 P Rupert Engineering, Inc. Consulting Enginers Civil and Structural 1519 West Valley Highway North Suite #101 Auburn WA 98001 User. KW-0801423, Ver 8.8.0 1-Dec-2003 (c) 1983- 2003ENERCALC Engineering Software ASCE 7 -02 Earthquake Load Calculations Page 1 , 1 structural design.ecwCalwlations Description Determination of Sesimic Coefficients Occupancy Category ASCE 7-02 Table 1 -1, 2003 IBC Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor Seismic Use Group Ground Motion Latitude = Longitude = Location: Max. Ground Motions, 5% Damping, from USGS 1996 maps : Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight -line interpolation from table values) Maximum Considered Eartquake Acceleration ASCE 7 -02 Equation 9.4.1.2.4 -1 & 2, 2003 IBC Equations 16-38 & 16-39 SMS =Fa *Ss = SM1 =Fv *S1 = Design Spectral Acceleration Seismic Design Category 47.449 deg North 122.280 deg West Seattle, IGng County, WA Sim = S fins* 2/3 SDI = SMl * 2/3 Basic Seismic Force Resisting System Response Modification Coefficient " R " = System Overstrength Factor " Wo " _ Deflection Amplification Factor " Cd " _ Fa = Fv = 1.00 I 98188 1.00 1.56 1.274 0.681 0.849 0.454 Title : Segale Building Park - Building 981 Job # 06067.0 Dsgnr. TCL Date: 2:47PM, 10 AUG 06 Description : rack Seismic Holdown Design Scope : S S 1 ASCE 7 -02 9.1.4 ASCE 7 -02 Table 9.1.3 ASCE 7 -02 9.4.1.1, 2003 IBC 1615.1 = 1.274 g, 0.2 sec response = 0.435 g, 1.0 sec response ASCE 7 -02 Table 9.4.1.2 2003 IBC Table 16.15.1.1 = D ASCE 7 -02 9.4.1.2.4, 2003 IBC 1615.1.2 ASCE 7 -02 9.4.1.2.5, 2 -3 IBC 1615.1.3 = D ASCE 7 -02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe ) ASCE 7 -02 Table 9.5.2.2 2003 IBC Table1617.6.2 NOTE! See ASCE 7 -02 for all applicable footnotes. 0.00 Building height Limits : 0.00 Category "A & B" Limit: Limit = 0.00 Category "C" Limit: Limit = Category "D" Limit: Limit = Category "E" Limit Limit = Category "F" Limit Limit = Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 PROJECT NAME: TYPE "A" RACKS (49" X 83" X 72 ") @ Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK Job #06067 8/10/2006 Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7 -02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: D ASCE 7 -02 TABLE 9.4.1.2 Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: S = 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: S = 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) Site Coefficient: F = 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a Site Coefficient: F„ = 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b Five - percent Damped Design Spectral Response Acceleration at Short Periods: Sos = 0.85 ASCE 7 -02 9.4.1.2.5 Five - percent Damped Design Spectral Response Acceleration at 1- Second Period: SD1= 0.45 ASCE 7 -02 9.4.1.2.5 Seismic Design Category: D ASCE 7 -02 TABLE 9.4.2.1b Response Modification Factor. R = 4 ASCE 7 -02 TABLE 9.14.5.1.1 Rack Width: W = 4.08 FEET Number of Levels: 3 Rated Level Load Number Capacity Height, h, 1 5.00 k 6.92 FT 2 5.00 k 5.46 FT 3 5.00 k 4.00 FT Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w„ Height, h F M (Sos)(h,j/W (kips) (feet) (kips) (k - ft) 1 3.35 6.92 0.85 5.90 1.44 2 3.35 5.46 0.85 4.66 1.14 3 3.35 4.00 0.85 3.41 0.83 TOTALS: 10.05 2.56 13.98 Overturning Moment M = 13.98 k -ft X(w )*W /2 = M, = 20.52 k -ft M - M = Medd = -6.54 k -ft Download: 8.45 k Uplift -1.60 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w, Height, h F M (kips) (feet) (kips) (k - ft) 1 5.00 6.92 1.27 8.81 2 0.00 5.46 0.00 0.00 3 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 8.81 Overturning Moment M,, = 8.81 k -ft £(w /2 = M re9 = 10.21 k -ft Mot - Mres = Medd = -1.40 k -ft Download: Uplift 4.66 k -0.34 k Job #06067 8/10/2006 S Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 3 - Maximum Upload: The maximum upload occurs when (S > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S oS *h x ) /(W*R) > 5/12) Level Number Weight, w Height, h F M (kips) (feet) (kips) (k-ft) 1 3.35 6.92 0.85 5.90 2 0.00 5.46 0.00 0.00 3 0.00 4.00 0.00 0.00 TOTALS: 3.35 0.85 5.90 Overturning Moment: M = 5.90 k -ft £(w *W /2 = M, = 6.84 k -ft M - M, = M = -0.94 k -ft Download: 3.12 k Uplift: -0.23 k Rack Type: Pallet Maximum Download: 8.45 k Maximum Uplift: -0.23 k Seismic Base Shear: 3.82 k ASCE 7 - 02 EQ. 9.5.4.1 Job #06067 8/10/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive f,= 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: Fy 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 5.00 IN A2max = 4xy 160.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 0.19 in AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 40 in SLAB OK SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2actud = 0.00 IN Pc = 1.6 Job #06067 8/10/2006 (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11 (Input necessary only if different from A 2max) b = 50 in V, = 55.5 kips ACI 11.12.2.1, Equation 11 -33 a = 40 V,= 83.8 kips ACI 11.12.2.1, Equation 11 -34 V,= 49.3 kips ACI 11.12.2.1, Equation 11 -35 V, = 49.3 kips > 8.45 kips SLAB OK Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: BOLT ANALYSIS: Number of Bays Sharing Baseplate: P Factored Constrained Compressive Strength of Concrete: Required Thickness: 1998 AISC LRFD, Volume 2, pgs 11 -57ff P = m= n= n' = Xplate = = Type of Bolt: Bolt Diameter: Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity: Tension Capacity per Bolt Total Bolt Tension Capacity: 2 Pu. 2 8.45 kips / baseplate 204 kips 1.8625 = (0.5)(N- 0.95d) 1.4 = (0.5)(B- 0.8b 0.879 0.033 0.182 0.160 1.863 = max(m, n, ?.n') Hilti Kwik Bolt III w/o special inspection 112 inch 3 - 1/2" inches 2 2186 LBS 8.74 k > 1024 LBS 4.10k > 3.82 k OK - 0.23 k OK Job #06067 8/10/2006 t req = 1 0.9.F x• y 1 treq = 0.213 in S� 'Si I -rsciA4 . e ke Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/1112006 PROJECT NAME: TYPE "B" RACKS (42" X 20' X 108 ") @ Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7 -02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: D ASCE 7 -02 TABLE 9.4.1.2 Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: S = 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: S1 = 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) Site Coefficient F = 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a Site Coefficient: F„ = 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b Five - percent Damped Design Spectral Response Acceleration at Short Periods: SDS = 0.85 ASCE 7 -02 9.4.1.2.5 Five - percent Damped Design Spectral Response Acceleration at 1- Second Period: S = 0.45 ASCE 7 -02 9.4.1.2.5 Seismic Design Category: D ASCE 7 -02 TABLE 9.4.2.1b Response Modification Factor. R = 4 ASCE 7 -02 TABLE 9.14.5.1.1 Rack Width: W = 3.50 FEET Number of Levels: 5 Rated Level Load Number Capacity Height, h, 1 5.00 k 20.00 FT 2 5.00 k 16.00 FT 3 5.00 k 12.00 FT 4 5.00 k 8.00 FT 5 5.00 k 4.00 FT Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w, Height, h, F, M (Sos)(hX) /W (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 4.85 2 3.35 16.00 0.85 13.66 3.88 3 3.35 12.00 0.85 10.24 2.91 4 3.35 8.00 0.85 6.83 1.94 5 3.35 4.00 0.85 3.41 0.97 TOTALS: 16.75 4.27 51.21 Overturning Moment: Ma = 51.21 k -ft I(W,) *W /2 = Mres = 29.31 k -ft M - M, = Madd = 21.90 k -ft Download: 23.01 k Uplift: 6.26 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w, Height, h, F, M (kips) (feet) (kips) (k -ft) 1 5.00 20.00 1.27 25.48 2 0.00 16.00 0.00 0.00 3 0.00 12.00 0.00 0.00 4 0.00 8.00 0.00 0.00 5 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 25.48 Overturning Moment M = 25.48 k -ft I(w /2 = M res = 8.75 k -ft Mot - Mres = Madd = 16.73 k -ft Download: 9.78 k Uplift 4.78 k Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 3 - Maximum Upload: The maximum upload occurs when (S > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S as, ,)/(W *R) > 5/12) t\ Level Number Weight, w Height, h F M (kips) (feet) (kips) (k ft) 1 3.35 20.00 0.85 17.07 2 3.35 16.00 0.85 13.66 3 3.35 12.00 0.85 10.24 4 3.35 8.00 0.85 6.83 5 0.00 4.00 0.00 0.00 TOTALS: 13.40 3.41 47.80 Overturning Moment: Mot = 47.80 k -ft I(w /2 = M = 23.45 k -ft M - M,es = Madd = 24.35 k -ft Download: 20.36 k Uplift 6.96 k Rack Type: Pallet Maximum Download: 23.01 k Maximum Uplift: 6.96 k Seismic Base Shear: 6.37 k ASCE 7 -02 EQ. 9.5.4.1 Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA Concrete Slab Thickness: 6 IN Concrete Compressive f,= 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: F = 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 8.00 IN A2, = 4xy 5.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 45.23 in AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 64 in SLAB OK SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2actual = 13c= 1 0.00 IN (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11-60 Job #06067 8/11/2006 (Input necessary only if different from A 2„,a,,) b = 56 in V, = 82.8 kips ACI 11.12.2.1, Equation 11 -33 a 40 V, = 86.8 kips ACI 11.12.2.1, Equation 11 -34 V, = 55.2 kips ACI 11.12.2.1, Equation 11 -35 V, = 55.2 kips > 23.01 kips SLAB OK Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: 1998 AISC LRFD, Volume 2, pgs 11 -57ff BOLT ANALYSIS: Number of Bays Sharing Baseplate: 2 Pu= 23.01 kips /baseplate Factored Constrained Compressive Strength of Concrete: Required Thickness: P = m= n= n' = Xpiate = Xn' = 2 P treq = I 0.9.F .x • y t feq = 0.432 in 326.4 kips 1.8625 = (0.5)(N- 0.95d) 2.9 = (0.5)(B- 0.8bf) 0.879 0.059 0.246 0.216 2.900 = max(m, n, A.n') kl.s 716 - torkk Type of Bolt Hilti Kwik Bolt III w/o special Inspection Bolt. Diameter: 112 inch Bolt Embedment Depth: 3 - 112 inches Number of Bolts per Baseplate: 4 Shear Capacity per Bolt 2186 LBS Total Bolt Shear Capacity: 17.49 k > 6.37 k Tension Capacity per Bolt 1024 LBS OK Total Bolt Tension Capacity: 8.19 k > 6.96 k OK Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 PROJECT NAME: TYPE "C1" RACKS (48" X 20' X 108" - W /5- LEVELS) @ Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK: Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7 -02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: Site Coefficient: Site Coefficient: Five - percent Damped Design Spectral Response Acceleration at Short Periods: Five - percent Damped Design Spectral Response Acceleration at 1- Second Period: Seismic Design Category: Response Modification Factor: Rack Width: Number of Levels: Level Number 1 2 3 4 5 Rated Load Capacity 5.00 k 5.00 k 5.00 k 5.00 k 5.00 k S = S, = F = F„ = SOS Sol _ R= W= D ASCE 7 -02 TABLE 9.4.1.2 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b Height, h, 20.00 FT 16.00 FT 12.00 FT 8.00 FT 4.00 FT 0.85 ASCE 7 -02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7 -02 TABLE 9.4.2.1b 4 ASCE 7 -02 TABLE 9.14.5.1.1 4.00 FEET 5 Job #06067 8/11/2006 \ �— Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded iS" to 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w, Height, h F„ M (SDs)(hX)IW (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 4.25 2 3.35 16.00 0.85 13.66 3.40 3 3.35 12.00 0.85 10.24 2.55 4 3.35 8.00 0.85 6.83 1.70 5 3.35 4.00 0.85 3.41 0.85 TOTALS: 16.75 4.27 Overturning Moment: Mot = 51.21 k -ft E(w,) *W /2 = Mtes = 33.50 k -ft M - Mres = Madd = 17.71 k -ft Download: 21.18 k Uplift: 4.43 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w, Height, h F, M (kips) (feet) (kips) (k -ft) 1 5.00 20.00 1.27 25.48 2 0.00 16.00 0.00 0.00 3 0.00 12.00 0.00 0.00 4 0.00 8.00 0.00 0.00 5 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 Overturning Moment: M = 25.48 k -ft E(w,) *W /2 = M, = 10.00 k -ft Mot - Kos = Madd = 15.48 k -ft Download: 8.87 k Uplift: 3.87 k 51.21 25.48 Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 3 - Maximum Upload: The maximum upload occurs when (S > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S os'h,) /(W'R) > 5/12) Level Number Weight, w„ Height, h F M (kips) (feet) (kips) (k ft) 1 3.35 20.00 0.85 17.07 2 3.35 16.00 0.85 13.66 3 3.35 12.00 0.85 10.24 4 3.35 8.00 0.85 6.83 5 0.00 4.00 0.00 0.00 TOTALS: 13.40 3.41 Overturning Moment: M = 47.80 k -ft I(w,)•W /2 = M res = 26.80 k -ft M - M res = Medd = 21.00 k -ft Download: 18.65 k Uplift: 5.25 k Rack Type: Pallet Maximum Download: 21.18 k Maximum Uplift: 5.25 k Seismic Base Shear: 6:37 k 47.80 ASCE 7 -02 EQ. 9.5.4.1 Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive = 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: F 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 5.00 IN A = 4xy 160.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2 = = 1.6 (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11 (Input necessary only if different from 0.00 IN A 2R181 SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 1.20 in AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 40 in SLAB OK 13 = 50 in V, = 55.5 kips ACI 11.12.2.1, Equation 11 -33 o, = 40 V,= 83.8 kips ACI 11.12.2.1, Equation 11 -34 V, = 49.3 kips ACI 11.12.2.1, Equation 11 -35 V, = 49.3 kips > 21.18 kips SLAB OK Job #06067 8/11/2006 '7 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: 1998 AISC LRFD, Volume 2, pgs 11 -57ff BOLT ANALYSIS: Number of Bays Sharing Baseplate: Pu= Factored Constrained Compressive Strength of Concrete: Required Thickness: Type of Bolt: Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt: Total Bolt Shear Capacity: Tension Capacity per Bolt: Total Bolt Tension Capacity: P = m n= n' = ;;ate kn' = 6 = t =Ij 2 Pu. 0.9F y tear' = 0.337 in 2 21.18 kips / baseplate 204 kips 1.8625 = (0.5)(N- 0.95d) 1.4 = (0.5)(B- 0.8bf) 0.879 0.082 0.292 0.257 1.863 = max(m, n, ? n') Hilti Kwik Bolt III w/o special inspection 1/2 inch 3 -1/2 inches 4 2186 LBS 17.49 k > 1024 LBS 8.19 k > Job #06067 8/11/2006 w 71� tk ok 6.37 k OK 5.25 k OK Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 PROJECT NAME: TYPE "C2" RACKS (42" X 20' X 108" - W /4- LEVELS) @ Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7 -02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: Site Coefficient Site Coefficient Five - percent Damped Design Spectral Response Acceleration at Short Periods: Five- percent Damped Design Spectral Response Acceleration at 1- Second Period: Seismic Design Category: Response Modification Factor: Rack Width: Number of Levels: Level Number 1 2 3 4 Rated Load Capacity 5.00 k 5.00 k 5.00 k 5.00 k S = S = F = F„ = SOS = S = R= W= 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1 1.00 ASCE 7-02 TABLE 9.4.1.2.4a 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b Height, h 20.00 FT 14.67 FT 9.33 FT 4.00 FT D ASCE 7 -02 TABLE 9.4.1.2 0.85 ASCE 7 -02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7-02 TABLE 9.4.2.1b 4 ASCE 7 -02 TABLE 9.14.5.1.1 3.50 FEET 4 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w Height, h F M (Sos)(hYL (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 4.85 2 3.35 14.67 0.85 12.52 3.56 3 3.35 9.33 0.85 7.97 2.26 4 3.35 4.00 0.85 3.41 0.97 TOTALS: 13.40 Overturning Moment: I(w *W /2 = Mot - Mres = Download: Uplift: M = Mres = Medd = 3.41 40.97 k -ft 23.45 k -ft 17.52 k -ft 18.41 k 5.01 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w, Height, h F M (kips) (feet) (kips) (k -ft) 1 5.00 20.00 1.27 25.48 2 0.00 14.67 0.00 0.00 3 0.00 9.33 0.00 0.00 4 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 Overturning Moment: M = 25.48 k -ft I(w *W 12 = Mres = 8.75 k -ft M - Kw = M = 16.73 k -ft Download: 9.78 k Uplift: 4.78 k 40.97 25.48 Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 3 - Maximum Upload: The maximum upload occurs when (S > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S Ds *17 x ) /(W*R) > 5/12) Level Number Weight, w Height, h F M (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 2 3.35 14.67 0.85 12.52 3 3.35 9.33 0.85 7.97 4 0.00 4.00 0.00 0.00 TOTALS: 10.05 2.56 Overturning Moment: M = 37.56 k -ft I(w /2 = M res = 17.59 k -ft M - M res = M = 19.97 k -ft Download: 15.76 k Uplift: 5.71 k Rack Type: Pallet Maximum Download: 18.41 k Maximum Uplift: 5.71 k Seismic Base Shear: 5.10 k 37.56 ASCE 7 -02 EQ. 9.5.4.1 Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive P = 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: Fy = 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 5.00 IN A 2max = 4xy 160.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2acma 0. I N 2 Pc = 1.6 (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11 (input necessary only if different from A 2 .) SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 0.90 in AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 40 in SLAB OK b = 50 in V = 55.5 kips ACI 11.12.2.1, Equation 11 -33 a = 40 V = 83.8 kips ACI 11.12.2.1, Equation 11 -34 V = 49.3 kips ACI 11.12.2.1, Equation 11 -35 V = 49.3 kips > 18.41 kips SLAB OK Job #06067 8/11/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: 1998 AISC LRFD, Volume 2, pgs 11 -57ff BOLT ANALYSIS: Number of Bays Sharing Baseplate: 2 Pu= 18.41 kips/baseplate Factored Constrained Compressive Strength of Concrete: P = m = n= n' = Xplate = Jan' = Required Thickness: 2 p treq = 0.9F y t fey = 0.314 in 204 kips 1.8625 = (0.5)(N- 0.95d) 1.4 = (0.5)(B- 0.8b,) 0.879 0.071 0.272 0.239 1.863 = max(m, n, ?,n') w`s5.. ;f$ rt - c. Type of Bolt Hilts Kwik Bolt III w/o special inspection Bolt Diameter: 1/2 inch Bolt Embedment Depth: 3 -1/2 inches Number of Bolts per Baseplate: 4 Shear Capacity per Bolt 2186 LBS Total Bolt Shear Capacity: 17.49 k > 5.10 k Tension Capacity per Bolt: 1024 LBS OK Total Bolt Tension Capacity: 8.19 k > 5.71 k OK Job #06067 8/11/2006 L3 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 PROJECT NAME: TYPE "D" RACKS (42" X 16' X 96 ") @ Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK: Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7 -02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: Site Coefficient Site Coefficient Five - percent Damped Design Spectral Response Acceleration at Short Periods: Five - percent Damped Design Spectral Response Acceleration at 1- Second Period: Seismic Design Category: Response Modification Factor: Rack Width: Number of Levels: Level Number 1 2 3 4 Rated Load Capacity 5.00 k 5.00 k 5.00 k 5.00 k S S = F = F„ = SOS = SOS = R= W= Height, h 16.00 FT 12.00 FT 8.00 FT 4.00 FT D ASCE 7 - 02 TABLE 9.4.1.2 Job #06067 8/10/2006 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b 0.85 ASCE 7 -02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7 -02 TABLE 9.4.2.1b 4 ASCE 7 -02 TABLE 9.14.5.1.1 3.50 FEET 4 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to ZS 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w,, Height, h F M (Sos)(h (kips) (feet) (kips) (k -ft) 1 3.35 16.00 0.85 13.66 3.88 2 3.35 12.00 0.85 10.24 2.91 3 3.35 8.00 0.85 6.83 1.94 4 3.35 4.00 0.85 3.41 0.97 TOTALS: 13.40 Overturning Moment: F,(w /2 = Mot - M, = Download: Uplift: 3.41 34.14 Mot = 34.14 k -ft M, = 23.45 k -ft Madd = 10.69 k -ft 16.46 k 3.06 k Job #06067 8/10/2006 Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w,, Height, h F M (kips) (feet) (kips) (k ft) 1 5.00 16.00 1.27 20.38 2 0.00 12.00 0.00 0.00 3 0.00 8.00 0.00 0.00 4 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 20.38 Overturning Moment M = 20.38 k -ft F,(w /2 = M = 8.75 k -ft Mot - M, = Madd = 11.63 k -ft Download: 8.32 k Uplift: 3.32 k Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 3 - Maximum Upload: The maximum upload occurs when (S > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S oS * h X ) /(W*R) > 5/12) Level Number Weight, w, Height, h F M (kips) (feet) (kips) (k -ft) 1 3.35 16.00 0.85 13.66 2 3.35 12.00 0.85 10.24 3 3.35 8.00 0.85 6.83 4 0.00 4.00 0.00 0.00 TOTALS: 10.05 2.56 30.73 Overturning Moment M = 30.73 k -ft Z(w,r`W /2 = M, = 17.59 k -ft M - M, = Medd = 13.14 k -ft Download: 13.80 k Uplift 3.75 k Rack Type: Pallet Maximum Download: 16.46 k Maximum Uplift: 3.75 k Seismic Base Shear: 5.10 k ASCE 7 -02 EQ. 9.5.4.1 Job #06067 8/10/2006 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive f 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: Fy = 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 5.00 IN A2max = 4xy 160.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 0.72 in AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 40 in SLAB OK SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2actual = 0.0 IN Rc = 1.6 (longer of baseplate dimensions) AISC LRFD, pg 11 - 60 Job #06067 8/10/2006 (side of column parallel with longest baseplate dimension) (Input necessary only if different from A 2max) b = 50 in V = 55.5 kips ACI 11.12.2.1, Equation 11 -33 a = 40 V 83.8 kips ACI 11.12.2.1, Equation 11 -34 V = 49.3 kips ACI 11.12.2.1, Equation 11-35 V = 49.3 kips > 16.46 kips SLAB OK ZI Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: BOLT ANALYSIS: Number of Bays Sharing Baseplate: Pu= Factored Constrained Compressive Strength of Concrete: Required Thickness: Type of Bolt: Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity: Tension Capacity per Bolt Total Bolt Tension Capacity: 1998 AISC LRFD, Volume 2, pgs 11 -57ff P = m= n= n' = Xplate = Xn' = 2 P u 0.9-F y tfeq =I x y t req = 0.297 in 2 16.46 kips/baseplate 204 kips 1.8625 = (0.5)(N- 0.95d) 1.4 = (0.5)(B- 0.8b 0.879 0.064 0.256 0.226 1.863 = max(m, n, Xn') -mAck Hilti Kwik Bolt III w/o special inspection 1/2 inch 3 -1/2 inches 2 2186 LBS 8.74 k 1024 LBS 4.10 k > 5.10 k OK 3.75 k OK Job #06067 8/10/2006 PIS REPORTTM ICC Evaluation Service, Inc. www.icc-es.org DIVISION: 03— CONCRETE Section: 03151 — Concrete Anchoring REPORT HOLDER: HILT!, INC. 5400 SOUTH 122 EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879 -8000 www.us.hlltl.com H i ItiTechEnnfo.us.hI Iti.com EVALUATION SUBJECT: KWIK BOLT 3 CONCRETE AND MASONRY ANCHORS 1.0 EVALUATION SCOPE Compliance with the following codes: ® 2000 International Building Code (IBC) ® 2000 International Residential Code (IRC) ® 2002 Accumulative Supplement to the International Codes.' a 1997 Uniform Building Code"' (UBC) Properties evaluated: Structural 2.0 USES The Kwik Bolt 3 (KB3) Concrete and Masonry Anchor is used to resist static and transient seismic and wind tension and shear loads in uncracked, normal - weight concrete, structural lightweight concrete, structural lightweight concrete over metal deck, and grout-filled concrete masonry. The anchor system is an alternative to cast -in -place anchors described in Sections 1912 and 2107 of the IBC and Sections 1923.1 and 2107.1.5 of the UBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R301.1.2 of the IRC. 3.0 DESCRIPTION The Kwik Bolt 3 expansion anchors consist of a stud, wedge, nut, and washer. The stud is manufactured from carbon or stainless steel material. The carbon steel Kwik Bolt 3 anchors have a 5 pm (0.0002 inch) zinc plating. The anchor is illustrated in Figure 1 of this report. The wedges for the carbon steel anchors are made from carbon steel, except for all' / -Inch (6.4 mm) lengths and the 3/4-inch-by-12-inch, 1-inch-by-6-inch, 1-inch-by-9-inch and 1- inch -by -12 -inch (19.1 mm by 305 mm, 25 mm by 152 mm, 25 mm by 229 mm, and 25 mm by 305 mm) sizes, which have AISI 316 stainless steel wedges. All carbon steel components Copyright 0 2004 BusinessiReglonal Office • 5360 Worlaren MO Road, Whittier, California a 90601 • (562) 6940543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 5949800 Regional office • 4051 West Fbssn ocr Road, Cormby Club Hills, Illinois 60478 • (708)799 -2305 where: P = P = • _ tit= "Revised August 1, 2005 ESR -1385* Issued September 1, 2004 -s This report is subject to re- examination in one year. " 1 are zinc-plated.The' / -, ,and inch- diameter(12.7,15.9, and 19.1 mm) carbon steel Kwik Bolt 3 anchors are available with a hot - dipped galvanized plating complying with ASTM A 153. The studs, nuts and washers of the 304 and 316 stainless steel Kwik Bolt 3 anchors are also made from stainless steel. All 304 stainless steel. 316 stainless steel, and hot - dipped galvanized Kwik Bolt 3 anchors use 316 stainless steel wedges. The stud consists of a high - strength rod threaded at one end. The standard Kwik Bolt 3 has a thread length equal to or less than three bolt diameters, while the Long Thread Kwlk Bolt 3 has a thread length greater than three bolt diameters. The tapered mandrel has an increasing diameter toward the anchor base, and is enclosed by a three - section wedge that freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. When the anchor nut is tightened, the wedge is forced against the wall of the predrilled hole to provide anchorage. 4.0 DESIGN AND INSTALLATION 4.1 Design: Minimum embedment depth, edge distance, and spacing requirements are set forth in Tables 1 and 2. Allowable stress design tension and shear loads are as noted in Tables 3 through 14. Tables 4, 7, 8, 9, and 10 also apply to Kwik Bolt 3 anchors installed In holes drilled with Hilti Matched - Tolerance Diamond Core Bits as noted in the footnotes to each table. Allowable loads for Kwik Bolt 3 anchors subjected to combined shear and tension forces are determined by the following equation: (PjP + (V s 1 Applied service tension load (lbf or N). Allowable service tension load (lbf or N). Applied service shear load (Ibf or N). Allowable service shear load (lbf or N). 4.2 Installation Requirements: Kwik Boit 3 shall be Installed in holes drilled into the base material using carbide -tipped masonry drill bits complying with ANSI B212.15 -1994 or where permitted by the tables, Hilti Matched - Tolerance Diamond Core Bits. The nominal drill bit diameter shall be equal to that of the anchor. The drilled hole shall exceed the depth of anchor embedment by at feast one anchor diameter to permit over - driving of anchors and to provide a dust collection area. The anchor shall be hammered into the predriltect hole until at least six threads are below the fixture surface. The nut shall be tightened against the washer until the torque values specified in Table 1 are attained. i S REPORTS are not to be construed as representing aesthetics or any other attributes notspeciflcally addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use There is no warranty by ICC Evaluation Service, Ina, espre s or implied, as to any fording or other matter in this report or as to any product covered by the report. Page 1 of 9 SETTING DETAILS ANCHOR SIZE 3 / 4 inch 1 Inch '/ Inch °/ inch 3 /4 Inch 1 inch Drill bit size = anchor diameter (inches) '4 3 /6 1 /2 6 /8 3 /4 1 Wedge clearance hole (inches) 6 /18 / /76 9/16 11 16 1348 11/2 Anchor length (minimax.) (inches) 1'1 '/ ` 41/2 2' / I 7 2 7 31/2 10 6 12 6 12 Thread length sidilong thread length (inches) 3 '/ 1 5 1 4 1 I 7 1'l I 8 2 I 6 Installation: Torque guide values' (lt -lbf) in concrete Stainless steel Carbon steel: MIn. embedment Carbon steel: Std. embedment 6 4 4 20 20 20 40 40 40 85 85 85 150 150 150 200 200 325 Installation: Torque guide values (ft-Ib) in concrete masonry Carbon steel: Min. Embedment Carbon steel: Std. Embedment 4 4 15 15 25 25 65 65 120 120 - - Min. base material thickness (Inches) 3 Inches or 1.5 x embedment depth, whichever is greater 4.3 Special Inspection: Special inspection shall be provided in accordance with Section 1704 of the IBC or Section 1701 of the UBC when design loads are based on special inspections being provided during anchor installation, as set forth in Tables 3 through 14. Special inspection in accordance with Section 1704 of the IBC shall be provided under the IRC when special inspection is specified in Tables 3 through 14. The code official shall receive a report, from an approved special inspector, that includes the following details: 1. Anchor description, including the anchor product name, nominal anchor and bolt diameters, and anchor length. 2. Hole description, including verification of drill bit compliance with ANSI B212.15-1994 or the Hilti specification for matched tolerance diamond core bits, hole depth, and cleanliness. 3. Installation description, including verification of concrete compressive strength by ASTM C 42 methods, and verification of anchor installation and location (spacing and edge distance) in accordance with Hilti's published installation instructions and this report. 5.0 CONDITIONS OF USE The Kwik Bolt 3 Concrete and Masonry Anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, and installation shall comply with this report and Hilti's published installation instructions. 5.2 Allowable tension and shear loads shall be as noted in Tables 3 through 14 of this report. 5.3 Calculations and details demonstrating compliance with this report shall be submitted to the code official for approval. 5.4 The use of anchors shall be limited to installation in uncracked, normal- weight concrete, structural lightweight concrete, structural lightweight concrete over steel deck, and uncracked grout filled masonry concrete. Cracking occurs when f, > f due to service loads or deformations. 5.5 When using the basic load combinations in accordance with IBC Section 1605.3.1 or UBC Section 1612.3.1, allowable loads are not permitted to be increased for wind or earthquake loading. When using the alternative basic load combinations in IBC Section 1605.3.2 or Page 2 of 9 ESR -1385 UBC Section 1612.3.2 that include wind or seismic loads, the allowable shear and tension loads for anchors are permitted to be increased by 33 percent. Alternatively, the basic load combinations may be reduced by a factor of 0.75 when using IBC Section 1605.3.2. 5.6 Anchors are not permitted for use in conjunction with fire - resistance -rated construction. Exceptions would be: • Anchors resist wind or seismic loading only. • For other than wind or seismic loading, special consideration is given to fire exposure conditions. 5.7 Use of carbon steel Kwik Boit 3 anchors shall be limited to dry, interior locations. Hot - dipped galvanized and stainless steel Kwik Bolt 3 anchors are permitted in exterior exposure or damp environments. 5.8 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of this report. 5.9 Special inspection shall be provided in accordance with Section 4.3 of this report when required by Tables 3 through 14. 5.10 Anchors shall be manufactured by Hilti, Inc., Feldkircherstrasse 100, Schwan, Liechtenstein, under a quality control program with inspections conducted by Underwriters Laboratories Inc. (AA -668). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated April 2002, including seismic tests, reduced spacing tests and reduced edge distance tests. 6.2 Quality control manuals. T.0 IDENTIFICATION The anchors shall be identified In the field by dimensional characteristics and packaging. The packaging label indicates the manufacturer's name ( Hilti, Inc.) and address, the size and type of anchor, the name of the inspection agency (Underwriters Laboratories Inc.), and the ICC-ES report number (ESR - 1385). A length identification code letter is stamped on the threaded end of the bolt. The length identification system is described in Table 15. TABLE 1 INSTALLATION SPECIFICATIONS' For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N-m. 'Installation torques are applicable for all anchors installations unless noted otherwise in this report. DESCRIPTION ANCHOR DIAMETER (In.) I 318 12 518 314 1 Embedment : minimum/nominal/deep (In.) 1 1/8 12114 13 1 1518121/2131/2121/4131/2143/4123/414 1 61121 31141 4 3/41 8121 4112' 8 19 NORMAL WElONT CONCRETE " Spacing required to obtain maximum load S o (In.) Tension 212 412 6 36/8 6 518 53/4 51/8 77/8 77/8 8114 9 9118 73/8 103/4 103/4 101/8 1312 16 Minimum allowable spacing between anchors S „r„ (In.) Tenalan° Shear 1 118 2 3 15/8 21/2 312 21/4 31/2 43/4 23/4 4 612 31/4 43/4 612 412 8 9 Edge distance required to obtain maximum load C n(lo) Tension 2 912 37/8 27/8 4318 412 4 61/8 81 /8 47/8 7 7 53/4 83/8 81/4 77/8 1012 111/2 Shear 33/8 33/8 33/8 47/8 47/8 47/8 8 314 83/4 83/4 9 1/4 81/4 81/4 93/4 93/4 93/4 131/2 1312 1312 Minimum allowable edge distance C ,i (in.) Tension' 11/8 2 3 15/8 212 312 21/4 312 43/4 23/4 4 512 31/4 43/4 812 412 8 9 Sheer 13/4 1314 13/4 21/2 2 21 21/2 33/8 33/8 3 3/8 41/8 41/8 41/8 4 7 1 8 4 7 1 8 4 7 / 8 6 3/4 83/4 8 3/4 STRUCTURAL SAND - LIGHTWEIGHT CONCRETE Spacing required to obtain maximum load S ,, (In.) Tension 3 61 /4 57/8 41/4 86/8 67/8 6 91/4 91/4 71/4 106/8 10314 B 6/8 126/8 123/4 117/8 157/8 175/8 lath= allowable spacing between anchors 8 „y, (In.) ' 13/8 23/8 31/2 17/8 3 41/8 25/8 41/8 66/8 31/4 43/4 61/2 37/8 65/8 7518 51/4 7 105/8 Edge distance required to obtain maximum load v (In.) C Tension 23/8 41/8 41/2 3 318 51/8 6 114 4 6/8 71/4 71/4 55/8 81/4 81/4 83/4 93/4 93/4 9114 123/8 131/2 Sheer 4 4 4 63/4 63/4 53/4 8 8 8 93/4 93/4 93/4 111/2 1112 111/2 157/8 157/8 167/8 Minimum allowable edge distance C + (In.) Tension' 13/8 23/8_ 312 17/8 3 41 /8 26/8 41/8 65/8 3114 43/4 012 37/8 6 618 75/8 51/4 7 106/8 Sheen _ 2 _ 2 _ 2 2 7 /8 _ 27/8 27/8 4 _ 4 4 47/8, 47/8 47/8, 63/4 63/4_ 53/4 8 _ 8 0 STRUCTURAL-AU. UGHTWEIGHT CONCRETE'.' Spacing required to obtain maximum load 8 .(in.) Tension 33/8 6 65/8 4 718 712 73/4 8314 1012 1012 81/4 12 121/8 93/4 141/4 1412 131/2 18 197/8 n.) Minimum allowable spacing between anchors 8 , (In.) Tension' r Shear 12 26/8 4 2118 33/8 46/8 3 4 618 B 3/8 36/8 63/8 73/8 43/8 63/8 85/8 8 8 12 Edge distance required to obtain maximum load C m (in.) Tension 25/8 45/8 51/8 33/4 57/8 0 61/4 81/8 8118 8318 99/8 99/8 75/8 111/8 111/8 1012 14 163/8 Shear 41/2 41/2 41/2 812 6 12 812 0 9 9 11 11 11 13 13 13 18 18 18 Minimum allowable edge distance C „„ (In.) Tension' 11/2 25/8 4 21/8 33/8 46/8 3 45/8 83/8 3 618 63/8 73/8 43/8 03/8 86/8 6 8 12 Sheay5 21/4 21/4 21/4 9 1/4 31/4 31/4 412 412 41/2 512 512 512 812 61/2 81/2 9 9 9 TABLE 2-ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS For St 1 Doh =25.4 mm, 1 I1p4.45 N. Data In this table and the footnotes apply to Tables 3, 4, 6, 8, and 9 for normal weight concrete. ° Data In this table and the footnotes apply to Tables 6, 7, 10, and 13 for structural sand or all lightweight concrete. ° When using S ,, for a load In tension, reduce allowable load by 40% ' When using S „m fora load In shear, reduce allowable toad by 10% ° When using C b for a bad In tension, reduce allowable bed by 20%. ° When using C „+, fora load In shear, reduce allowable load by 50%. 'For edge and anchor spacing between minimum and critical values, allowable loads may between Uneasy Interpolated between the allowable loads at minimum and critical spacings. Critical and minimum edge distance and spacing values may also be Interpolated for embedment° between those listed In Table 2. ° Load reductions shall be multiplied when considering simultaneous reductions due to C „„, and S „„ spa Anchor diameter (Inch) Anchor depth (inches) ft=2,000cal Pe =3,000 psi ft =4,000 psi ft =8,000 psi Tension Shear Tension Shear Tension Shear Tension Shear With Sp. trap.' Without Sp. Insp. With Sp. insp.' Without SP. limp. bath 8R Insp.' Without Sp. Insp. With Sp. Inep. Without 8p. Insp. 1/4 1 1/8 235 118 560 289 144 627 343 171 693 422 211 763 2 493 247 599 587 283 646 840 320 693 785 392 763 3 588 294 599 632 316 648 677 339 693 785 392 763 3/8 1 5/8 546 273 825 801 301 1043 857 328 1261 855 427 1582 2 12 1170 585 1451 1301 650 1549 1432 718 1647 1716 858 1647 3 12 1385 692 1451 1488 744 1549 1591 795 1647 1729 865 1647 1/2 2 1/4 922 481 1757 1120 560 1995 1318 659 2233 1474 737 2571 3 12 1313 657 2702 1800 900 2702 2288 1144 2702 2413 1207 2702 4 314 1809 905 2702 2045 1023 2702 2281 1140 2702 2716 1358 2702 5/8 2 314 1470 735 2697 1584 782 3269 1657 829 3840 2082 1041 4283 4 2110 1105 4283 2609 - 1304 4283 3008 1504 4283 3959 1979 4283 5 1/2 3163 1581 4283 3531 1766 4293 3900 1950 4283 5337 2568 4283 3/4 3 1/4 1450 725 2700 1825 913 2700 2200 1100 2700 2450 1225. 2700 43/4 2350 1175 4225 2990 1495 4225 3625 1813 4225 4375 2188 4225 8 2750 1376 4500 3500 1750 4500 4250 2125 4500 4800 2400 4500 1 4 1/2 2300 1150 5700 2850 1425 6350 3400 1700 7000 4500 2250 7000 6 3740 1870 7000 4930 2465 7000 8120 3060 7000 6875 3438 7000 9 5250 2625 7000 7025 3513 7000 8800 4400 7000 8800 4400 7000 i i i Anchor depth (inches) re "2400 eel ft = 3,090 psi fin= 4,000 psi Pc .3 8,000 pal Tension Shear Tension Shea Tension Shear Tension Shear With Sp. tnsp-' Without - SD. insp. With Sp. bap.' Without Sp. Insp. With Sp. trap.' Without Sp. !hap. With Sp. Msp.' Without Bp. hnap- 1/4 1 1/8 276 138 449 338 169 449 399 200 449 510 255 449 2 594 297 449 669 335 449 745 372 449 769 383 449 3 661 331 449 714 357 449 786 383 449 766 383 449 318 1 5/8 678 339 1061 848 423 1184 1013 508 1268 1013 508 1423 2 12 1179 690 1255 1424 712 1339 1669 835 1423 1848 923 1423 3 12 1450 725 1255 " 1560 780 1339 1669 835 1423 1848 923 1423 �� 2 1/4 1049 524 1745 1284 1125 4442 1519 759 2541 1853 927 2717 1/2 s 312 1810 008 1832 2048 1o24 21 2288 1143 2541 3035 1518 2717 4 3/4 2000 1000 1832 2207 4876 5851 2414 1207 2541 3083 1541 2717 5/8 2 3/4 1768 883 2578 1898 949 3198 2029 1015 3817 2601 1300 3988 4 2469 1235 3324 2305 1402 3571 3141 1570 3817 3825 1912 3988 5 1/2 3079 1539 3324 3462 1731 3571 3848 1923 3817 4992 2498 3988 3/4 31/4 1949 974 3834 2230 1115 4593 2510 1255 5353 3475 1738 5353 4 3/4 3007 1503 4701 3958 1978 6579 4905 2452 6458 5714 2851 6456 6 12 4173 2087 4701 5369 2685 5579 6565 3283 6456 6565 3283 8456 1 4 12 2930 1465 6825 3650 1825 7125 4375 2188 7825 4360 2180 8625 8 3990 1995 8825 5310 2655 8625 6625 3313 8825 7875 3938 8825 9 6040 3020 8825 7050 3525 8825 8055 4028 8825 10000 5000 8825 Anchor diameter (inch) .11 G ft =2, 000. ftw3AO0psi fir= 4,000QsI ft = MOO psi Tension Shear Tension Shear Tendon Shear Tension Shear WM SF top. Without Sp. Insp. With Sp. hue Without Se. Insp. With Sp. Ins? Without 8R maa With Sp. Insp.' Without Sp. trap. 1/2 2 1/4 1055 528 1673 1185 592 2107 1314 657 2541 1553 778 2717 312 1775 887 1745 1983 991 2143 2191 1095 2541 2912 1458 2717 4 3/4 2078 1039 1745 2373 1187 2143 2669 1334 2541 3375 1687 2717 5/8 23/4 1839 820 2690 1803 902 3253 1987 984 3817 2522 1261 3988 4 2383 1182 3324 2929 1464 3571 3495 1747 3817 4900 2450 3988 5 12 3163 1581 3324 3778 1889 3571 4394 2197 3817 5327 2683 3988 314 e 3 1/4 2090 1045 3834 2253 1125 4442 2415 1208 5050 2496. 1248 5050 4 3/4 3328 1684 4701 3880 1940 4878 4432 2218 5050 5177 2589 5050 8 1/2 4807 2304 4701 5229 2615 4876 5851 2928 5050 6685 3342 5050 Page 4 of 9 ESR -1385 TABLE S - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL WEIGHT CONCRETE (In pounds) For St:1 Inch = 25A mnt 1 psi n 6.91d'a,1 Ib = 4.45 N. 'The tabulated tension and shear values are for Kwtc Boll 3 Installed In stone aggregate concrete having the compressive strength at the time of anchor tnstallafimt Concrete aggregate met comply with ASTM C 33. These loads may be Interpolated for concrete strengths and erbedmen s between the tabulated values. ' Allowable bads or applied toads may be modified In accudanoa with Section 5.5 of this report due to short-term wind or seismic bads. 'These tension values are only apps when anchors are Installed with spade) wper5on as set forth In Section 4.3 of Ns Rayon TABLE 4 - HOT DIPPED GALVANIZED KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL - WEIGHT CONCRETE (In pounds)' For 81:1 Inch v. 25.4 non 1 psi 6.9 kPa, 1 lb = 4.45 L 'The tabulated tension and shear values shall apply to Kook Bolt 3 Installed In atone aggregde namhatwelght excrete having the compressive strength C ire time of anchor Installation Concrete aggregate chat comply with ASTM C 33. These loads maybe intepolated for concrete strengths and a mbedrtlants between the tabulated values. 'Allowable beds or applied loads may be modelled In accordance with Section 5.5 of this report due to shorttom wind or seismic bads. 'These tension values are only applicable when anchors are instated wth special Inspection as set faith In Section 4.3 of this Report ' The anchors are permitted to be installed in a NM nmttlmdiete once diamond coed hole. 'Afde2ble tension loads may be increased by4 %for the 3/4 Inch diameter anchor if Installed hi a drilled hole using rerbide tipped masonry drill bits. TABLE 5 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES VALUES IN NORMAL - WEIGHT CONCRETE (in pounds) Far St1 inch =254non, 1 psi =6.9 We, 1b=4.45N. 'See Table 3 for footnotes. Anchor diameter (inch) Anchor depth (Inches) P c = 2,000 psi Tension f c = 3,000 psi Tension f c = 4,000 psi Tension Shear' With Sp. Insp' Without Sp. Insp. insp. Sp. Insp. Insp.' Sp. Insp. 1/4 1 1/8 275 138 337 169 399 200 397 2 594 297 665 333 737 368 397 3/8 15/8 586 293 686 343 787 393 889 2112 1119 560 1339 670 1560 780 1255 12 2 1/4 1049 524 1284 642 1519 759 1745 3 1/2 1810 905 2048 1024 2288 1143 1867 518 2 3/4 1560 780 1815 908 2071 1035 2578 4 2483 1242 2828 1414 3172 1588 3151 3/4 3 1/4 1922 981 2242 1121 2562 1281 3834 43/4 3037 1519 3996 1998 4955 2477 4701 Anchor diameter (inch) ' Anchor depth (inches) Pc = 2,000 psi Tension Pc = 3,000 psi Tension Pc = 4 000 psi Tension Shear` With Sp. Insp . Sp. Insp. Insp. Sp. Insp. Insp.' Sp. Insp. 1/4 11/8 245 122 301 150 357 179 547 2 509 254 584 292 660 330 599 3/8 15/8 562 281 623 311 884 342 825 2 1/2 920 460 1198 599 1476 738 1258 125 21/4 951 475 1155 578 1359 680 1757 3 1/2 1354 677 1853 928 2351 1176 2702 518 6 23/4 1471 736 1607 804 1744 872 2697 4 2301 1151 2717 1358 3132 1566 4219 Page 5 of 9 ESR -1385 TABLE 6 - CARBON STEEL KW1K BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES (in pounds), STRUCTURAL LIGHTWEIGHT CONCRETE For SI: 1 inch = 25A mm.1 psi = 8.9 Idea, 1 lb = 4.45 N. 'The tabulated tension values are for anchors installed in structural sand - lightweight concrete having the minimum indicated compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between the tabulated values. 2 Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 'The tabulated shear values are for anchors installed in structural sand - lightweight concrete having minimum 2000 psi compressive strength at the time of anchor Installation The concrete aggregate shall comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between tabulated values. TABLE 7 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES (in pounds), STRUCTURAL LIGHTWEIGHT CONCRETE For SI:1 inch = 25.4 mm, 1 psi = 6 9 kPa, 1 lb = 4.45 N. 'The tabulated tension values are for anchors installed in structural sand-lightweight concrete having the minimum indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between the tabulated values. 2 Allowabie loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 3 ihese tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. `The tabulated shear values are for anchors installed in structural sand - lightweight concrete having minimum 2.000 psi compressive strength at the time of anchor installation. The concrete aggregate shall comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between tabulated values. 'The 1/2 and 5/8 inch diameter anchors are permitted to be installed in a Hull matched - tolerance diamond cored hole. Anchor diameter (inch) Anchor depth (inches) ft = 2,000 psi Pc = 3,000 psi Pc o 4.000 pal Pc = 6,000 psi Tension Shear Tension Shear Tension Shear Tension Shear With Sp. limp.' Without Sp. Insp. With Sp. Insp.' Without Sp. Insp. With Sp. Insp." Without Sp. Insp. With Sp. Insp.' Without Sp. Insp. 172 2 114 922 481 1757 1120 560 1995 1318 659 2233 1474 737 2571 3 1/2 1313 657 2702 1800 900 2702 2288 1144 2702 2413 1207 2702 4 3/4 1809 905 2702 2045 1023 2702 2281 1140 2702 2716 1358 2702 518 2 3/4 1470 735 2697 1564 782 3269 1657 829 3840 2082 1041 4283 4 2210 1105 4283 2609 1304 4283 3008 1504 4283 3959 1979 4283 5 172 3163 1581 3324 - 3531 - 1766 -' 4283 3000 1950 4283 5337 2668 4283 3/4 3 1/4 1393 697 2700 1754 877 2700 2114 1057 2700 2354 1177 2700 4 3/4 2258 1129 4225 2873 1437 4225 3484 1742 4225 4204 2102 4225 8 2643 1321 4500 3364 1882 4500 4084 2042 4500 4813 2306 4500 1 4 1/2 2210 1105 5700 2739 1369 6350 3267 1834 7000 4325 2162 7000 6 3594 1797 7000 4738 2369 7000 5881 2841 7000 6607 3303 7000 9 5045 2523 7000 6751 3376 7000 8457 4228 7000 8457 4228 7000 Anchor diameter (inch) F it! Pc = 2,000 psi ft = 3,000 psi Pc = 4000 Rai Pc = 6,000 psi Tension Shear Tension Shear Tension Shear Tension Shear With Sp. Insp.' Without Sp. leap. With Sp. 111911. Without SP. leap. With Sp. Insp.' Without Sp. leap. Wdh Sp. Insp.' Without Sp. Insp. 1/2 2 1/4 1049 524 1746 1284 642 2143 1519 769 2541 1853 927 2717 3 1/2 1810 905 1832 2048 1024 2188 2286 1143 2541 3035 1618 2717 4 3/4 2000 1000 1832 2207 1103 2188 2414 1207 2541 3083 1541 2717 5/8 2 3/4 1766 883 2578 1898 949 3198 2029 1015 3817 2601. 1300. 3988 4 2469 1235. 3324 2805 1402 3571 3141 1570 3817 3825 1912 3988 5 1/2 3079 1539 3324 3462 1731 3571 3848 1923 3817 4992 2496 3988 3/4 3 1/4 1873 936 3834 2143 1071 4593 2412 1206 5353 3340 1670 5353 4 3/4 2889 1445 4701 3802 1901 5579 4714 2357 8456 5491 2746 6458 8 1/2 4011 2009 4701 5160 2580 5579 8309 3155 6456 6309 3155 6456 1 4 1/2 2818 1408 6625 3508 1754 7125 4204 2102 7625 4190 2095 8625 8 3834 1917 8625 5103 2551 8625 6367 3183 8625 7568 3784 8825 9 5804 2902 8625 6775 3388 8625 7741 3870 8825 9610 4805 8625 Anchor diameter (inch) Anchor depth (Inches) Pc =2,000 psi Tension Pc =3,000 psi Tension re = 4,000 psi Tension Shear' With Sp. Insp' Without Sp. Insp. With Sp. Insp.' Without Sp. Insp. With Sp. Insp.' Without Sp. Insp. 112 2 1/4 1049 524 1204 842 1519 759 1745 3 1/2 1810 905 2048 1024 2286 1143 1867 23/4 1560 780 1815 908 2071 1035 2578 4 2483 1242 2828 1414 3172 1588 3151 314 3 114 1847 924 2154 1077 2462 1231 3934 4 314 2919 1459 3840 1920 4781 2381 4701 Page 6 of 9 F or SI: 1 InGI = 75.4 mm. 1 psi = e 9 liFe, 1 Ib = 4.45 N. 'The tabulated tension and shear values are for Kelk 8o5 3 Installed in atone aggregate concrete having the minimum tabulated compressive strength at the time of Installation. Concrete aggregate shall comply with ASTM C 33. These loads may be linearly Interpolated for concrete strengths and embedments between tabulated values. 'Alowebie bads or applied bads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 'These tension values are only applicable when anchors are installed with special Inspection as set forth in Section 4.3 of this Report. For Si: 1 Inch = 25.4 mm, 1 psi = 8.9 kPa, 11b = 4.45 N. 'See Table 8 for footnotes. TABLE 8 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES FOR ANCHORS INSTALLED IN HILTI MATCHED- TOLERANCE DIAMOND CORED HOLES IN NORMAL - WEIGHT CONCRETE (In pounds)' TABLE 9 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES VALUES FOR ANCHORS INSTALLED IN HILTI MATCHED - TOLERANCE DIAMOND CORED HOLES IN NORMAL - WEIGHT CONCRETE (in pounds) TABLE 10 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES FOR ANCHORS INSTALLED IN HILTI MATCHED TOLERANCE DIAMOND CORED HOLES (In pounds), IN STRUCTURAL LIGHTWEIGHT CONCRETE'a For SI:1 Inch o 25.4 mm, 1 psi = 6 9 IcPa, 1 lb = 4.45 N. 'The tabulated tension values are for anchors installed in structural sand - lightweight concrete having the minimum tabulated compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 330. These loads may be finearly interpolated for concrete strengths and embedments between tabulated values. 'Allowable bads or applied loads may be modified in accordance with Section 5.5 of this repod due to short.tenn wind or seismic bads. 'These tension values em only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 'The tabulated shear values are for anchors Installed in structural sai.tghtwetgta concrete having a minimum 2,000 psi compressive strength at the time of installation The concrete aggregate shall comply with ASTM C 330. Linear interpolation may be used far concrete strenghts and embedment depths between those fisted. ESR -1385 ANCHOR DIAMETER (Inches) EMBEDMENT DEPTH (Inches) MIN. DISTANCE FROM EDGE OF WALL (inches) TENSION SHEAR UBC With Sp. Insp.' UBC Without Sp. Insp. IBCARC UBC IBC/1RC 1/4 1118 4 152 76 121 360 304 12 152 78 121 380 304 2 4 540 270 432 427 342 12 540 270 432 427 342 3/8 1518 4 321 161 257 736 589 12 342 171 273 938 751 2 12 - 4 782 391 626 955 784 12 782 391 628 1317 1054 12 21/4 4 828 314 502 830 684 12 687 333 533 1484 1171 3 12 4 905 452 ... 724 1051 840 12 905 452 724 2317 1853 5/8 z 314 4 814 407 651 888 710 12 866 433 692 2165 1732 4 4 1242 621 994 929 743 12 1294 847 1035 2654 2123 3/4 31)4 4 1038 518 829 784 627 12 1038 518 829 3135 2508 4 3/8 4 1645 823 1318 821 651 12 1711 855 1368 3293 2627 Page 7 of 9 ESR -1385 TABLE 11- ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF GROUT - FILLED CONCRETE MASONRY WALLS (In pounds) For St 1 Inch 25.4 non, 1 Ib=4 45 N 'Values valid for anchors Installed In face shells of Type 1, Grade N. lightweight medium - weight, or normal -weight concrete masonry units conf nning to ASTM C 90 or UBC Standard 21-4. The masonry units shall be fully grouted with coarse grout canfomeng to IBC 2103.10 and ASTM C 476 or UBC Section 2103A and UBC Standard 21 -19. Molar shad comply with BC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and UBC Standard 21 -15, Type S, N, or M. Masonry prism strength shall be at least 1,500 psi at the doe of anchor installation when tested In accordance with IBC Section 2105.2.2.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17. 'Anchors shall be installed a mWmt= of 1-3/B inch from any vertical mortar joint In accordance with Figure 2. ° Anc or locations are ilmited to one per masonry cell with a minimum spacing of 8 inches on center. 4 Allowrabte loads or applied loads may be modified In accordance with Section 5.5 of this report due to short-term wind or seismic bads. ° Embedment depth shall be measured from the outside face of the concrete masonry unit. ° For intermediate edge distances, allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. 'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report ° Special inspection shall comply with Section 1704.5 of the IBC for anchorages in masonry. ANCHOR DIA!BIER ANCHOR EMBED. P t 2,000Psi Tension Shear Perpendicular to Edge Shear Parallel to Edge With Sp. InsP 3 Without SR Insp. 3/8 3 956 478 409 916 12 3 932 466 376 1001 .. ....__ ' 1 � ._..... .. __ ._. . 643 . .. . 447 .. _ .. . 1415 STAMP ON ANCHOR A TENSION C 2% 3 o ©H I Po- I UBC With Sp. Insp. G H I 1+1m K L M 3 0 P O R S T U V W X Y Z 8% 9 9'%10 11 12 13 14 16 16 17 18 614 7 7 E 714 8 4% 5 5% Iwovw (1 From 1% 9 914 10 11 12 13 14 15 16 17 18 18 5 514 8 Up trnducridn g g 2 ANCHOR DIAMETER (inches) EMBEDMENT DEPTHS (inches) TENSION SHEAR Pemendlalar to wall Parallel to wall UBC With Sp. Insp. UBC Without SP, Insp. IBCIIRC' UBC BCIIRC UBC IBCIIRC' 12 3 648 323 517 311 249 614 491 5/8 312 852 428 682 311 249 614 491 ANCHOR DIAMETER (Inches) f Matertal MINIMUM EMBEDMENT DEPTH (inches) is L 3,000 psi Tension fb) Shear With Sp. tnsp. Without SP. Insp. 2 619 310 574 21/4 790 395 1000 212 1033 517 813 2114 880 440 1000 3 12 1600 863 1284 4 2221 1111 2118 2 617 308 574 212 1016 508 994 312 1478 738 1602 4 2202 1101 2118 TABLE 12 - ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN TOP OF GROUT-FILLED CONCRETE MASONRY WALLS'' (In pounds) For SI: 1 inch = 25.4 mm, 1 Ib = 4.45 N. 'Values valid for anchors instated Into top cells of Type 1. Grade N, lIghbveight, mediumweight or nom el-weight concrete masonry units conforming to ASTM C 90 or UBC Standard 21 -4. The masonry wits must be fully grouted with coarse grout conforming to IBC 2103.10 and ASTM C 478 or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shag comply with IBC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and UBC Standard 21 -15, Type S, N. or M. Masonry prism strength shall be at leasst 1,500 psi at the time of ANCHOR Installation when tested In accordance with IBC Section 2105.2.22 and ASTM C 1314 or UBC Section 2105.3.2 end UBC Standard 21 -17. ° Anchors must be installed a minimum of 1-3/4 m. from edge of the block 'Anchor locations shall be limited to one per masonry cell with a attire= sparing of 8 Inches on center. 'Allowable loads or applied loads maybe modified in ecoo dance with Section 5.5 of this report due to short-term wind or seismic toads. ° Embedment depth Is measured from the top edge of the concrete masonry unit. ° These tension values are only appfaable when anchors are Installed with speatal Inspection in accordance with Section 4.3 of this report. 'Special Inspection shall comply with Section 1704.5 of the IBC for anchorages in masonry. TABLE 13 - KWIK BOLT 3 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (In pounds), STRUCTURAL UGHiWEIGHT CONCRETE OVER STEEL PROFILE DECK I.W.O.5 For St 1 Inch = 25.4 mn,1 ib = 4.45 N, 1 psi = 6.9 kPe. 'The tabulated tension or shear values are for anchors instated in structural sand lightweight concrete having the minimum tabulated compressive strength at the time of installation. Refer to Figure 3 for minimum dimensions of the composite deck. Concrete aggregate shall comply with ASTM C 330. Steel deck shall have a minimum base steel thickness of 0.0358 Inch (0.9 con) (No. 20 gage) and steel sheet shall comply with ASTM A 611. A553 or A1006. These loads may be Weedy Interpolated for embedment depths between the tabulated values. 'The ndnbnum distance from the Bender of the boll to the edge of the lower lute is 1 1/4 inches. 'Allowable loads or applied loads maybe modified In accordance with Section 5.5 of this report due to short-term wind or seismic loads. 4 Andmns shall be permitted to be Installed In the lower or upper flute of the composite steel decidconcrets fill assenmty. provided that the Insfalffilan procedures we maintained. ° For anchor spacing. refer to Table 2, footnotes 2, 3, 4, 7, and & ° These tension values are only aptDIable when anchors are instated with special Inspection in accordance with Section 4.3 of this report. 'The 5/8 i chdamater 145 KM( Bolt 3 ercpanslco anchors may be rousted at 5-inch embedment in the lower flute, In order to comply with Section 15322 of the UBC requiring 8 diameters of embedment for anchorages. In this case, the base material tMdwess requirement of 1.5 limes anchor embedment stated in Table 1 need not apply. Refer to Figure 3. °Table 13 represents allowable toads for anchors installed into structural tghtwelgh t concrete over steal deck from the underside of the steel deck into the upper or lower flute. To instal/ the Kwk Boll 3 Anchor into concrete through the top of the deck Tables 6.7, and 10 shall be used for structural lightweight concrete, and Tables 3, 4, 5, 8, and 9 shat be used for round weight cones. TABLE 14 - KWIK BOLT 3 CARBON STEEL AND HOT DIPPED GALVANIZED ALLOWABLE TENSION AND SHEAR VALUES (In pounds), NORMAL - WEIGHT CONCRETE, 1-314 INCH EDGE DISTANCE•' For 51: 1 Inch =25.4 inn 1 psi =6.9kPa,1lb =4. 45N. 'The tabulated tension and shear values are for Kwk Bolt 3 Installed In stone aggregate concrete having the compressive strength at the time of Installation. Concrete aggregate shall comply with ASTM C 33. 'Allowable loads or applied Wads may be meddled in accordance vdh Scotian 5.5 of this report due to short-term Med or setsmtc loads 'These tension values are only applicable when anchors are installed with special Inspection in accordance with Section 4.3 of this repot. TABLE 15 - LENGTH IDENTIFICATION SYSTEM Far 5t.• 1 hod, = 25.4 mm Page 9 of 9 Mandrel Area Nut -- Washer FIGURE 1 —KWIK BOLT 3 Triple Segmented Wedge Anchor Installation is Restricted to Non-Shaded Areas ESR -1385 FIGURE 3 — INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES E = DEPTH OF EMBEDMENT FIGURE 3— PROFILE OF STRUCTURAL LIGHTWEIGHT CONCRETE OVER METAL DECK Concrete Masonry Unit (Grouted) FIGURE 2— ACCEPTANCE LOCATIONS (NON-SHADED AREAS) FOR HILTI KWIK BOLT 3 ANCHORS IN GROUT - FILLED CONCRETE MASONRY WALLS STRUCTURAL NOTES 00700 GENERAL CONDITIONS All materials and construction shall conform to the drawings, these notes, and any specifications for this project. During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation procedures. The Contractor shall provide adequate lagging, shoring, bracing, guys and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. DO NOT SCALE DRAWINGS. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be made. Construction modifications shall not be made without written approval of the Engineer. Install permanent plaques of not less than 50 square inches in area in one or more conspicuous locations showing the maximum permissible loading. DIVISION 1 - GENERAL REQUIREMENTS 01312 PROJECT COORDINATION The Contractor is responsible for coordinating the work of all trades and shall check all dimensions. The Contractor shall ensure that subcontractors and fabricators receive all applicable design information including geotechnical reports, drawings, notes, and specifications. Any discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. Architectural, mechanical, plumbing, and electrical drawings shall be used to define detail configurations including, but not limited to: relative location at members, elevations, size and location of floor and wall openings, floor recesses, accessible facilities, ducts, pipes and pipe sleeves, electrical conduit, and other items to be embedded in concrete or otherwise incorporated in the structural work. 01412 BUILDING CODES Uniform Building Code (IBC) 2003 Edition Washington State Building Code (Washington Administrative Code (WAC) Chapter 51 -30) 01415 DESIGN LOADS AND CRITERIA Rack Loading: 5,000 lb /level SEISMIC: Soil Profile Type: Response Modification Factor (R): 01455 TESTING AND INSPECTION Special inspections are required for the following work: Installation of wedge anchors, where noted on plans Field Welding: Structural and miscellaneous steel DIVISION 3 - CONCRETE D 4.0 All special inspection and testing shall comply with IBC Sections 1701, 1703, 1704, other applicable building code sections and are in addition to the inspections made by the Building Official per IBC Section 109. Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The Contractor shall coordinate special inspections as well as standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special inspectors and testing laboratories shall be certified by the Washington Association of Building Officials (WABO) and approved by the Building Official. The special inspector shall observe the work for conformance with the design drawings and specifications and furnish inspection reports to the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor, Engineer, and the Building Official. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the design drawings and specifications and the applicable provisions of the building code. Special inspections per IBC Section 1704 are required unless fabricator is approved per Section 1702.1. 03153 WEDGE ANCHORS Wedge anchors in concrete shall be one of the following: ICBO Report Hilti Kwik -Bolt III Wedge Anchors ER -1385 3� Substitution of another product requires approval of the Engineer. Install anchors per the ICC Report and the manufacturer's instructions. Special inspection is required during installation WHERE NOTED ON THE DETAILS. Do not cut or damage existing reinforcing to install anchors. 05120 STRUCTURAL STEEL Structural steel materials, fabrication and erection shall conform to IBC Section 2203 and the AISC 1989 Specification for Structural Steel Buildings. Material specifications, unless Structural shapes: Bars and plates: Pipe: Structural tubing /HSS: Bolts: Nuts: Flat/beveled washers: Filler metal: DIVISION 5 - METALS noted otherwise: ASTM A 36 ASTM A 36 ASTM A 53, Grade B, Standard Weight ASTM A 500, Grade B ASTM A 307, Grade A ASTM A 563 ASTM F 436 E70XX Substitution of other materials requires approval of the Engineer. Welding shall be performed by WABO certified welders and shall conform to AWS D1.1 and AISC specifications. Minimum fillet weld size shall be 3/16" unless noted otherwise. Field welds shall have special inspection per IBC section 1704.3.1. ACTIVITY NUMBER: D08 -270 DATE: 05 -09 -08 PROJECT NAME: INDUSTRIAL DISTRIBUTION GROUP SITE ADDRESS: 5835 SEGALE PARK DR C X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Bui + g Division Public Works Complete Please Route Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROXJTING: REVIEWER'S INITIALS: Fire WevAtrY Structural Review Required APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: -vet 1 - Planning Division Structural n Permit Coordinator Incomplete DUE DATE: 05-13-08 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire El Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: E4 n No further Review Required DATE: DATE: r' L/ DUE DATE: 06-1 0 -08 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 0 z GENERAL NOTES: LEGAL DESCRIPTION: PARCEL E - TAX LOT 18 VICINITY MAP NTS k 05 LIST OF DRAWINGS c1.o COVER SHEET & .PARCEL PLAN C2.0 . SITE PLAN C3,0 TEMPORARY EROSION CONTROL PLAN C4.0 GRADING & PAVING PLAN --- . WEST C4.1 GRADING & . PAVING PLAN -- EAST C4.2 GRADING & PAVING NOTES & DETAILS C5.0 DRAINAGE PLAN - . WEST C5.1 DRAINAGE PLAN -- EAST C5.2 DRAINAGE NOTES & DETAILS C6.0 SEWER PLAN & PROFILE -- WEST C6.1 SEWER PLAN & PROFILE - EAST & SEWER NOTES C7.0 WATER PLAN . �- WEST C7.1 WATER PLAN - EAST C7.2 WATER STANDARD PLANS & NOTES OWNER & APPLICANT: SEGALE BUSINESS PARK P.O. BOX 88028 TUKWILA, WA 98138-2028 ATTN STEVE NELSON 206-575-2000 . ENGINEER: LAYTON & SELL, INC. P.S. ATTN: JOHN D, SELL, P.E. 15600 REDMOND WAY, . STE 302 REDMOND, WA • 98052 425- 881- -8151 PROJECT ADDRESS: SEGALE DRIVE "C" TUKWILA, WA 98138-2028 TAX LOT NO: 3523049018 THAT PORTION OF THE ABANDONED BED OF THE GREEN RIVER WHICH ADJOINS AND LIES BETWEEN THE. SOUTHERLY EXTENSION- OF THE EASTERLY LINE AND THE EASTERLY EXTENSION OF THE SOUTH LINE OF LOT 4 OF CITY OF TUKWILA SHORT PLAT NO. 85- 19 -55, RECORDED UNDER KING COUNTY RECORDING NO. 8565090619, AND LIES NORTHERLY OF SAID RIVER; • TOGETHER WITH THAT PORTION OF THE ABANDONED BED OF THE GREEN RIVER IN GOVERNMENT LOT 2 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., WHICH ADJOINS, LYING SOUTHERLY OF SOUTH 180TH STREET, WESTERLY OF THE GREEN RIVER AND EASTERLY OF LOT 4 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. 93 -0085, RECORDED UNDER KING COUNTY RECORDING NO. 9311301961; . AND TOGETHER WITH THAT PORTION OF THE ABANDONED BED OF THE GREEN RIVER IN GOVERNMENT LOT. 5 LYING WESTERLY OF THE GREEN RIVER AND LYING EASTERLY OF A LINE ESTABLISHED IN KING COUNTY RESOLUTION NO.. 31833, AND A.F. NO. 6014672, & 6027015. . AND TOGETHER WITH THAT PORTION OF GOVERNMENT LOT 5 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF SAID GOVERNMENT LOT 5; THENCE SOUTH 02' 24' 12" WEST ALONG THE WEST LINE OF SAID GOVERNMENT LOT 5, 561.41 FEET To THE TRUE POINT OF BEGINNING; THENCE NORTH 66' 3V 28" WEST 533.21 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 50 FEET THROUGH A CENTRAL ANGLE OF 9 i' 32' 50" AND ARC DISTANCE OF 79.89 FEET TO A POINT ON ANNA MESS COUNTY ROAD (57TH AVENUE SOUTH); THENCE SOUTH 25' 01' 18" WEST ALONG. SAID MARGIN OF THE ROAD 113.36 • FEET; THENCE SOUTH 65 4T 42" EAST 269.84 FEET; THENCE SOUTH 62' 54' 45" EAST 52.09 FEET; THENCE SOUTH 66' 29' 11" EAST 152.93 FEET;• THENCE SOUTH 23' 28' 33" WEST 529.54 FEET TO A POINT ON THE NORTH LINE OF A FLOOD CONTROL EASEMENT AND RIGHT-OF -WAY AS DEFINED IN KING COUNTY RESOLUTION No. 31833 AS RECORDED UNDER AUDITOR'S FILE NOS. 6014672 AND 6027015; THENCE EASTERLY ALONG SAID EASEMENT AND RIGHT -OF -WAY LINE THE FOLLOWING COURSES AND DISTANCES, ALONG A CURVE TO THE RIGHT THE CENTER OF WHICH BEARS SOUTH 10' 47' 54" EAST HAVING A RADIUS OF 420.00 FEET THROUGH A CENTRAL ANGLE OF 15' 15' 11" AN ARC DISTANCE OF 111.81 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING 'A RADIUS OF 1600.00 FEET THROUGH A CENTRAL ANGLE OF 10' . 03' 54" AN ARC DISTANCE OF 281.07 • FEET; THENCE SOUTH 69' 04' 40" EAST 113.72 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 215.00 FEET THROUGH A CENTRAL ANGLE OF 29' 1V 58" AN ARC DISTANCE OF 109.57 FEET; THENCE SOUTH 42' 25' 42" EAST 387.00 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 242.00 FEET THROUGH A CENTRAL ANGLE OF 37 06' 44" AND ARC DISTANCE OF 156.75 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 227.00 FEET THROUGH A CENTRAL ANGLE OF 33' 45' 42" AN ARC DISTANCE OF 133.76 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 360.00 FEET THROUGH A CENTRAL ANGLE OF 07' 51' 39" AN ARC DISTANCE OF 49.39 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 607.50 FEET THROUGH A CENTRAL ANGLE OF 34' 11' 03" AN ARC DISTANCE OF 362.45 FEET; THENCE NORTH 14' 01' . 12" EAST 108.87 FEET; THENCE LEAVING SAID EASEMENT AND RIGHT -OF -WAY LINE NORTH 56' 31' 39" WEST 262.75 FEET; THENCE NORTH 29' 14' 18" EAST 75.38 FEET; THENCE NORTH 66' 31' 28" WEST 887.50 FEET TO THE TRUE POINT OF BEGINNING; 1. STANDARD PLANS AND SPECIFICATIONS - ALL MATERIALS. AND WORKMANSHIP SHALL CONFORM TO THE STANDARD PLANS AND STANDARD SPECIFICATIONS FOR • ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, LATEST EDITION, PREPARED JOINTLY BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER EXCEPT AS MODIFIED OR SUPERSEDED BY THE CITY. OF TUKWILA INFRASTRUCTURE DESIGN & CONSTRUCTION STANDARDS. 2. DRAWINGS - THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHOULD REVIEW THE DRAWINGS PRIOR TO STARTING CONSTRUCTION AND BRING ALL PROBLEMS IMMEDIATELY TO THE ATTENTION OF THE ENGINEER IN ORDER TO AVOID DELAYS. 3. EXISTING UTILITIES - EXISTING UTILITY LOCATIONS SHOWN ARE BASED ON VARIOUS SURVEYS, PLANS, MAPS AND FILE INFORMATION PROVIDED BY SEGALE BUSINESS PARK. ALL UTILITY LOCATIONS ARE APPROXIMATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ADDITIONAL UTILITIES INFORMATION FROM THE APPROPRIATE AGENCIES AND SHALL FIELD VERIFY ALL LOCATIONS PRIOR TO CONSTRUCTION, THE ONE -CALL NUMBER FOR UTILITY LOCATION IS 1--800-424 -5555, 4. TOPOGRAPHY & SURVEY CONTROL - TOPOGRAPHY SHOWN ON THESE DRAWINGS IS BASED ON VARIOUS. SURVEYS, PLANS, MAPS AND FILE INFORMATION PROVIDED BY SEGALE BUSINESS PARK. THE CONTOURS SHOWN REFLECT THE PRIOR USE OF THE SITE AND DO NOT NECESSARILY REFLECT CURRENT CONDITIONS. 5, WORKMANSHIP & JOB SITE SAFETY -- THE CONTRACTOR SHALL CONDUCT ALL WORK IN A SAFE MANNER AS REQUIRED BY ALL APPLICABLE CITY, COUNTY, STATE AND FEDERAL REGULATIONS. THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR OR THE CONTRACTOR'S EMPLOYEES OR EMPLOYEES OF SUPPLIERS OR SUBCONTRACTORS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. 6. PERMITS - IT SHALL BE THE RESPONSIBILITY OF THE OWNER TO OBTAIN ANY REQUIRED PERMITS PRIOR TO ANY CONSTRUCTION. THE CONTRACTOR SHALL OBTAIN ALL LOCAL, STATE AND FEDERAL PERMITS REQUIRED FOR THE WORK, IN ADDITION TO THOSE OBTAINED BY THE OWNER. THE OWNER ' AND ANY CONTRACTORS SHALL CONDUCT ALL WORK IN CONFORMANCE WITH THE VARIOUS LOCAL, STATE AND . FEDERAL PERMITS AND APPROVALS REQUIRED FOR THE PROJECT. rEXPIRES :. 11/18/00 1 S.w COR. 50 .54 cn G.L. 6 N 8T. 57' 03" W ABBREVIATIONS KEY: A/C - ASPHALTIC CONCRETE BLDG - BUILDING BM - BENCH MARK BTM - BOTTOM CB -- CATCH BASIN CI - CAST IRON CL - CENTER LINE CMP -- CORRUGATED METAL PIPE CO - CLEAN OUT CONC -- CONCRETE CP -- CONCRETE PIPE CPP - CORRUGATED POLYETHYLENE PIPE CSBC CRUSHED SURFACING BASE COURSE CW . - CONCRETE WALK D - DRAIN DDCV - DOUBLE DETECTOR CHECK VALVE DEMO - DEMOLISH DI - DUCTILE IRON . DIP - DUCTILE IRON PIPE DOM - DOMESTIC DS - DOWNSPOUT DWY . - DRIVEWAY ELEC - ELECTRICAL ELEV -- ELEVATION 35 - P.S.E. ESMT. #9105060703 N 25' 01' 18" E 113.36 32, • o 1 1 EOP ESMT - EDGE EASEMENT OF PAVEMENT - EX - EXISTING FA ' -- FIELD ADJUST FD - FLOOR DRAIN FF - FINISH FH -- FIRE H YDRAN FLOOR T FM - FORCEMAIN FT - FEET G - GS - GALVAN IZT HOPE HGAS IGH DENSITY ED S INVERT ELEVATION POLYETHYLENE IE -- INV - INVERT LF - LINEAL FEET IT - LEFT TANGENT MH -- MANHOLE MHHW- MEAN HIGH HIGH WATER MON - MONUMENT MSL - MEAN SEA LEVEL . NIC -- NOT IN CONTRACT PERF - PERFORATED PI - POINT OF INTERSECTION PP - POWER POLE PVC - POLYVINYLCHLORIDE • PVMT - PAVEMENT Sja N62' 54' .45" W 52.09 N66'29'11 "W 152.93 so 0 RIVER PROTECTION EASEMENTS! 5222051, 6027013, 6027015, 9110310987, 6014672, & K.C. RES. # 31833 / 7\ 112 GTR. N 8T 56' £3" W 134.49 / / ' w / ,© 35 PARCEL E 720,624 S.F. 16.54 A. T.L. 18 BUILDING 981 PROJECT SITE N 69' 04' 40" W 113,72 4, PARCEL PLAN RCP -- REINFORCED CONCRETE PIPE REPL -- REPLACE RPBP- REDUCED PRESSURE BACK FLOW PREVENTER RT - RIGHT TANGENT S - SEWER S - SLOPE SAN - SANITARY SD - STORM DRAIN SHT - SHEET SQ - SQUARE FEET SS - SANITARY SEWER SSS - SANITARY SIDE SEWER ST - STREET STA -- STATION TD - THRUST BLOCK TEL - TELEPHONE TESC - TEMPORARY EROSION/ SEDIMENTATION CONTROL TYP - TYPICAL UTIL - UTILITY VC - VERTICAL CURVE W - WATER WM - WATER METER WS . -- WATER SERVICE WV -- WATER VALVE N 8T 56' 03" W 1141.94 6' 15' WATER ESM /S. 117412200369, 780 00870, 7904171207 7- GOVERNMENT LOT 5 0 j N29'14'18 75.38 66. �s2 / 3>>�S '9 \-- RIVER PROTECTION EASEMENTS NO'S. 5222051, 6027013, 6027015, 9110310987, 6014672 & K.C. RES. #31833 N14'01'12 "E 108.87 • FILE COPY BY D 7/ 7/exT Permit No Mar review approval Is subject to err=s and ornk;sions. Approval of construction documents does not authodze the violation of any adopted code or ordnance. Receipt ai approved Field Is d ed: City of Tukwila BUILDING DIVISION RE.\j ISIO tS . Q Snnt,Q made to th No changes s hall be rior app . al of of w uk hod Building Division'. i a ► • Tukwila B tan s ubm . Revisions will require a lam plan's fee i NOS include additional p and may 1 --VD1, c,k�r Ir5 . MAINT. & REPAIR EASEMENT #9404060591 50' 150' 300' 100' 200' 400' SCALE: 1" = 200' DO8 270 SEPARATE PERMIT REQUIRED FOR: ('Mechanical Electri WPlumbing t1Gas Piping City of Tukwila BUILDING DIVISION RECEIVED MAY -92008 PERMIT CENTEF PERMIT PLAN SET - SUBJECT TO CITY REVIEW 0 z gM= CM,;*c 43 U 0 w z OF I U PROJECT No. 321.03 REVISION NO. SHEET NO, c 0 rn CT) rn r r • i s CL CURVE DATA 0 R = 420.00 ' A = 04' . 28' 23" L = 32.79 ® = 420.00 A =.15' 15' 11" L = 111.81 0 R = 1600.00 • A = 10' 03' 54" L = 281.06 ® R = 215.00 A = 29' 11' 58" L = 109.57 0 R = 242.00 A = 37' 06' 44" L = 156.75 0 R = 227.00 A = 33' 45' 42" L = 133.76 . ® R = 360.00 A = Or 51' 39" . L = 49.39 ® R = 607.50 A = 34' 11' 03" L = 362.45 Q R = 50.00 A = 91' 32' 50" L = 79.89 0 z GENERAL NOTES: LEGAL DESCRIPTION: PARCEL E - TAX LOT 18 VICINITY MAP NTS k 05 LIST OF DRAWINGS c1.o COVER SHEET & .PARCEL PLAN C2.0 . SITE PLAN C3,0 TEMPORARY EROSION CONTROL PLAN C4.0 GRADING & PAVING PLAN --- . WEST C4.1 GRADING & . PAVING PLAN -- EAST C4.2 GRADING & PAVING NOTES & DETAILS C5.0 DRAINAGE PLAN - . WEST C5.1 DRAINAGE PLAN -- EAST C5.2 DRAINAGE NOTES & DETAILS C6.0 SEWER PLAN & PROFILE -- WEST C6.1 SEWER PLAN & PROFILE - EAST & SEWER NOTES C7.0 WATER PLAN . �- WEST C7.1 WATER PLAN - EAST C7.2 WATER STANDARD PLANS & NOTES OWNER & APPLICANT: SEGALE BUSINESS PARK P.O. BOX 88028 TUKWILA, WA 98138-2028 ATTN STEVE NELSON 206-575-2000 . ENGINEER: LAYTON & SELL, INC. P.S. ATTN: JOHN D, SELL, P.E. 15600 REDMOND WAY, . STE 302 REDMOND, WA • 98052 425- 881- -8151 PROJECT ADDRESS: SEGALE DRIVE "C" TUKWILA, WA 98138-2028 TAX LOT NO: 3523049018 THAT PORTION OF THE ABANDONED BED OF THE GREEN RIVER WHICH ADJOINS AND LIES BETWEEN THE. SOUTHERLY EXTENSION- OF THE EASTERLY LINE AND THE EASTERLY EXTENSION OF THE SOUTH LINE OF LOT 4 OF CITY OF TUKWILA SHORT PLAT NO. 85- 19 -55, RECORDED UNDER KING COUNTY RECORDING NO. 8565090619, AND LIES NORTHERLY OF SAID RIVER; • TOGETHER WITH THAT PORTION OF THE ABANDONED BED OF THE GREEN RIVER IN GOVERNMENT LOT 2 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., WHICH ADJOINS, LYING SOUTHERLY OF SOUTH 180TH STREET, WESTERLY OF THE GREEN RIVER AND EASTERLY OF LOT 4 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. 93 -0085, RECORDED UNDER KING COUNTY RECORDING NO. 9311301961; . AND TOGETHER WITH THAT PORTION OF THE ABANDONED BED OF THE GREEN RIVER IN GOVERNMENT LOT. 5 LYING WESTERLY OF THE GREEN RIVER AND LYING EASTERLY OF A LINE ESTABLISHED IN KING COUNTY RESOLUTION NO.. 31833, AND A.F. NO. 6014672, & 6027015. . AND TOGETHER WITH THAT PORTION OF GOVERNMENT LOT 5 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF SAID GOVERNMENT LOT 5; THENCE SOUTH 02' 24' 12" WEST ALONG THE WEST LINE OF SAID GOVERNMENT LOT 5, 561.41 FEET To THE TRUE POINT OF BEGINNING; THENCE NORTH 66' 3V 28" WEST 533.21 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 50 FEET THROUGH A CENTRAL ANGLE OF 9 i' 32' 50" AND ARC DISTANCE OF 79.89 FEET TO A POINT ON ANNA MESS COUNTY ROAD (57TH AVENUE SOUTH); THENCE SOUTH 25' 01' 18" WEST ALONG. SAID MARGIN OF THE ROAD 113.36 • FEET; THENCE SOUTH 65 4T 42" EAST 269.84 FEET; THENCE SOUTH 62' 54' 45" EAST 52.09 FEET; THENCE SOUTH 66' 29' 11" EAST 152.93 FEET;• THENCE SOUTH 23' 28' 33" WEST 529.54 FEET TO A POINT ON THE NORTH LINE OF A FLOOD CONTROL EASEMENT AND RIGHT-OF -WAY AS DEFINED IN KING COUNTY RESOLUTION No. 31833 AS RECORDED UNDER AUDITOR'S FILE NOS. 6014672 AND 6027015; THENCE EASTERLY ALONG SAID EASEMENT AND RIGHT -OF -WAY LINE THE FOLLOWING COURSES AND DISTANCES, ALONG A CURVE TO THE RIGHT THE CENTER OF WHICH BEARS SOUTH 10' 47' 54" EAST HAVING A RADIUS OF 420.00 FEET THROUGH A CENTRAL ANGLE OF 15' 15' 11" AN ARC DISTANCE OF 111.81 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING 'A RADIUS OF 1600.00 FEET THROUGH A CENTRAL ANGLE OF 10' . 03' 54" AN ARC DISTANCE OF 281.07 • FEET; THENCE SOUTH 69' 04' 40" EAST 113.72 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 215.00 FEET THROUGH A CENTRAL ANGLE OF 29' 1V 58" AN ARC DISTANCE OF 109.57 FEET; THENCE SOUTH 42' 25' 42" EAST 387.00 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 242.00 FEET THROUGH A CENTRAL ANGLE OF 37 06' 44" AND ARC DISTANCE OF 156.75 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 227.00 FEET THROUGH A CENTRAL ANGLE OF 33' 45' 42" AN ARC DISTANCE OF 133.76 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 360.00 FEET THROUGH A CENTRAL ANGLE OF 07' 51' 39" AN ARC DISTANCE OF 49.39 FEET; THENCE ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 607.50 FEET THROUGH A CENTRAL ANGLE OF 34' 11' 03" AN ARC DISTANCE OF 362.45 FEET; THENCE NORTH 14' 01' . 12" EAST 108.87 FEET; THENCE LEAVING SAID EASEMENT AND RIGHT -OF -WAY LINE NORTH 56' 31' 39" WEST 262.75 FEET; THENCE NORTH 29' 14' 18" EAST 75.38 FEET; THENCE NORTH 66' 31' 28" WEST 887.50 FEET TO THE TRUE POINT OF BEGINNING; 1. STANDARD PLANS AND SPECIFICATIONS - ALL MATERIALS. AND WORKMANSHIP SHALL CONFORM TO THE STANDARD PLANS AND STANDARD SPECIFICATIONS FOR • ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, LATEST EDITION, PREPARED JOINTLY BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER EXCEPT AS MODIFIED OR SUPERSEDED BY THE CITY. OF TUKWILA INFRASTRUCTURE DESIGN & CONSTRUCTION STANDARDS. 2. DRAWINGS - THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHOULD REVIEW THE DRAWINGS PRIOR TO STARTING CONSTRUCTION AND BRING ALL PROBLEMS IMMEDIATELY TO THE ATTENTION OF THE ENGINEER IN ORDER TO AVOID DELAYS. 3. EXISTING UTILITIES - EXISTING UTILITY LOCATIONS SHOWN ARE BASED ON VARIOUS SURVEYS, PLANS, MAPS AND FILE INFORMATION PROVIDED BY SEGALE BUSINESS PARK. ALL UTILITY LOCATIONS ARE APPROXIMATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ADDITIONAL UTILITIES INFORMATION FROM THE APPROPRIATE AGENCIES AND SHALL FIELD VERIFY ALL LOCATIONS PRIOR TO CONSTRUCTION, THE ONE -CALL NUMBER FOR UTILITY LOCATION IS 1--800-424 -5555, 4. TOPOGRAPHY & SURVEY CONTROL - TOPOGRAPHY SHOWN ON THESE DRAWINGS IS BASED ON VARIOUS. SURVEYS, PLANS, MAPS AND FILE INFORMATION PROVIDED BY SEGALE BUSINESS PARK. THE CONTOURS SHOWN REFLECT THE PRIOR USE OF THE SITE AND DO NOT NECESSARILY REFLECT CURRENT CONDITIONS. 5, WORKMANSHIP & JOB SITE SAFETY -- THE CONTRACTOR SHALL CONDUCT ALL WORK IN A SAFE MANNER AS REQUIRED BY ALL APPLICABLE CITY, COUNTY, STATE AND FEDERAL REGULATIONS. THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR OR THE CONTRACTOR'S EMPLOYEES OR EMPLOYEES OF SUPPLIERS OR SUBCONTRACTORS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. 6. PERMITS - IT SHALL BE THE RESPONSIBILITY OF THE OWNER TO OBTAIN ANY REQUIRED PERMITS PRIOR TO ANY CONSTRUCTION. THE CONTRACTOR SHALL OBTAIN ALL LOCAL, STATE AND FEDERAL PERMITS REQUIRED FOR THE WORK, IN ADDITION TO THOSE OBTAINED BY THE OWNER. THE OWNER ' AND ANY CONTRACTORS SHALL CONDUCT ALL WORK IN CONFORMANCE WITH THE VARIOUS LOCAL, STATE AND . FEDERAL PERMITS AND APPROVALS REQUIRED FOR THE PROJECT. rEXPIRES :. 11/18/00 1 S.w COR. 50 .54 cn G.L. 6 N 8T. 57' 03" W ABBREVIATIONS KEY: A/C - ASPHALTIC CONCRETE BLDG - BUILDING BM - BENCH MARK BTM - BOTTOM CB -- CATCH BASIN CI - CAST IRON CL - CENTER LINE CMP -- CORRUGATED METAL PIPE CO - CLEAN OUT CONC -- CONCRETE CP -- CONCRETE PIPE CPP - CORRUGATED POLYETHYLENE PIPE CSBC CRUSHED SURFACING BASE COURSE CW . - CONCRETE WALK D - DRAIN DDCV - DOUBLE DETECTOR CHECK VALVE DEMO - DEMOLISH DI - DUCTILE IRON . DIP - DUCTILE IRON PIPE DOM - DOMESTIC DS - DOWNSPOUT DWY . - DRIVEWAY ELEC - ELECTRICAL ELEV -- ELEVATION 35 - P.S.E. ESMT. #9105060703 N 25' 01' 18" E 113.36 32, • o 1 1 EOP ESMT - EDGE EASEMENT OF PAVEMENT - EX - EXISTING FA ' -- FIELD ADJUST FD - FLOOR DRAIN FF - FINISH FH -- FIRE H YDRAN FLOOR T FM - FORCEMAIN FT - FEET G - GS - GALVAN IZT HOPE HGAS IGH DENSITY ED S INVERT ELEVATION POLYETHYLENE IE -- INV - INVERT LF - LINEAL FEET IT - LEFT TANGENT MH -- MANHOLE MHHW- MEAN HIGH HIGH WATER MON - MONUMENT MSL - MEAN SEA LEVEL . NIC -- NOT IN CONTRACT PERF - PERFORATED PI - POINT OF INTERSECTION PP - POWER POLE PVC - POLYVINYLCHLORIDE • PVMT - PAVEMENT Sja N62' 54' .45" W 52.09 N66'29'11 "W 152.93 so 0 RIVER PROTECTION EASEMENTS! 5222051, 6027013, 6027015, 9110310987, 6014672, & K.C. RES. # 31833 / 7\ 112 GTR. N 8T 56' £3" W 134.49 / / ' w / ,© 35 PARCEL E 720,624 S.F. 16.54 A. T.L. 18 BUILDING 981 PROJECT SITE N 69' 04' 40" W 113,72 4, PARCEL PLAN RCP -- REINFORCED CONCRETE PIPE REPL -- REPLACE RPBP- REDUCED PRESSURE BACK FLOW PREVENTER RT - RIGHT TANGENT S - SEWER S - SLOPE SAN - SANITARY SD - STORM DRAIN SHT - SHEET SQ - SQUARE FEET SS - SANITARY SEWER SSS - SANITARY SIDE SEWER ST - STREET STA -- STATION TD - THRUST BLOCK TEL - TELEPHONE TESC - TEMPORARY EROSION/ SEDIMENTATION CONTROL TYP - TYPICAL UTIL - UTILITY VC - VERTICAL CURVE W - WATER WM - WATER METER WS . -- WATER SERVICE WV -- WATER VALVE N 8T 56' 03" W 1141.94 6' 15' WATER ESM /S. 117412200369, 780 00870, 7904171207 7- GOVERNMENT LOT 5 0 j N29'14'18 75.38 66. �s2 / 3>>�S '9 \-- RIVER PROTECTION EASEMENTS NO'S. 5222051, 6027013, 6027015, 9110310987, 6014672 & K.C. RES. #31833 N14'01'12 "E 108.87 • FILE COPY BY D 7/ 7/exT Permit No Mar review approval Is subject to err=s and ornk;sions. Approval of construction documents does not authodze the violation of any adopted code or ordnance. Receipt ai approved Field Is d ed: City of Tukwila BUILDING DIVISION RE.\j ISIO tS . Q Snnt,Q made to th No changes s hall be rior app . al of of w uk hod Building Division'. i a ► • Tukwila B tan s ubm . Revisions will require a lam plan's fee i NOS include additional p and may 1 --VD1, c,k�r Ir5 . MAINT. & REPAIR EASEMENT #9404060591 50' 150' 300' 100' 200' 400' SCALE: 1" = 200' DO8 270 SEPARATE PERMIT REQUIRED FOR: ('Mechanical Electri WPlumbing t1Gas Piping City of Tukwila BUILDING DIVISION RECEIVED MAY -92008 PERMIT CENTEF PERMIT PLAN SET - SUBJECT TO CITY REVIEW 0 z gM= CM,;*c 43 U 0 w z OF I U PROJECT No. 321.03 REVISION NO. SHEET NO, c 0 rn CT) rn r r • i s CL it I; • a —v . 15 is 3b x As 1 .J 244 X - 37; x 7'. 5 1k 1 11_6 a Sia.�}4 A,s. AI G, to p u + m c' St1� • north: A. e- 1-c• 5 r-o siP - cog " x s � x `i 2 Se. r3 e 0 6 R.7JY > S B. O X'S c — ts. - 0 p,c - 1 - 4" . 1 G c) ttL 2p D' 3 ❑ 4 s S IaE A R.. R- P 4o..‘ FL, A-(Lr Ia 2' x 4 1- X °) ' R s 5 n' P- 1- A--.s-7L s . N a- w i✓ t s tare 4 u 51 5 ac-:1 I s 5s: P A) I' PA.l - T 0- 1 4 2 x 2 a X. 10 $ E. 1 ,g .12, 6 ST- c.--v—ND aos T 46 % �ro e' = S flo. ` - 5 •� lo$" $iLJt GE Ai, 3 11-1 ; I 'i2 P&.' -- -T. 2D K I p8 1•" 1f 56x - t - I EoruDs.E to 1 = 15 G ? t ,.l^6•- 5 Cott_ tt..v KS 7 s • PE.t &%5I W r-> -L 47 s. 4i L t2 " , - 24 ueQ.141. t u) a _r .1 to s $t~ LL}�g n ❑ 11 -9 A15 IG1zL5'1 I waGtl R+O G>a A-tzt -1* $Ta RrLC r•. ?VI AASt2JC 1- t i^4rR� VGA. 1 F 0 - a 1415 L E • ex_ t_ e5 a ,.a'O LINE OF 3 Ats L.E 36' ]L1SL 36" A1sLE 3G " A 1sLE. 3L" AtSLE 3L • A1sLE Sb� �15LE. 36 " AtS t_3 34" AtsLE 36 ` htsLE L 3&" AISLE 34" AISLE 63!- 3 AtsLE. 3 6 • A1sLE. 36" AtSLL 5c" A1sLE 36" A,sL>~ 36 AtS, E 1T aA'Fi+.7G, t3 dt -1 .S . P L_t - e a FAQ °? f IPS` ssaa.+7 4zxtr. 1 • t k' ; I uP7zt4A - r-S 1 4 - c a L : A1 -'E (13 6 l o ❑ 2 2 00 L U K ' n 14- 1 • fZ-1G G I U I ht L s - r & I x16 UPp -ICR�S t rtc>a 7oiL� • of '1 sags •, I I 2. a.t 6Tf_ 4.1E :2 .3 J J 0 t 0 d 4A r J N a d 0 a N Q 4 r l 6 : 2 4 F E'PQ c_E 1.41,1 " ac yj P.L.i 19 s 4 4 •F 3 l D Ft CL) P 1 i geS f �,( ' `may RECEIVE MAY -9 2008 PERMIT CENT[- CONTINENTAL. MILLS SEGALE DRIVE • "C" illllflflllfllll GRAPHIC SCALE 0 50 75 100 150 FN FELT ) i inch = 50 ft. 1 I I 11 I I 1 I I I I I 1. I I I I 1 I I I I I LI I I ZONE — TUC CODES — 2003 IBC, TUKWILA ZONING CONSTRUCTION TYPE -- IIIN OCCYPANCY GROUP — S SEPERATE PERMIT REQUIRED' FOR: 1. MECHANICAL — BY WASH. STATE LICENSED ENGINEER 2. ELECTRICAL — BY WASH. STATE LICENSED ENGINEER. 3. FIRE SPRINKLER — BY WASH.. STATE - LICENSED ENGINEER PROJECT STATISTICS: TOTAL BUILDING AREA = 312,205 S.F. . THIS TENANT'S AREA EXISTING = 62214 S.F. WAREHOUSE -- 2010 S.F. = 60204 S.F. = —1 PARKING 5,516 S.F. OFFICE + 2010 S.F. = 7,526 S.F. = +6 PARKING TOTAL = 67,730 S.F. _ 5 ADDITIONAL REQUIRED NTS SITE VICINITY MAP M q eft 41 41t# 0 SOUTHCENTER m . 0 - 3 =. ' a STRANDER• a . a 0 TUKW UPLAND MIDLAND TRII.AND 180TH ST BLVD LA M NKLER BLVD RECEIVEry MAY -9 2008 PERMIT CENTEF 7