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Permit D15-0176 - EVERGREEN PHARMACY - CONCRETE SLAB FOR GENERATOR
EVERGREEN PHARMACY 12674 GATEWAY DR EXPIRED 02107116 D15-0176 City of Tukwila Department of Community Development + 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 2716000020 Address: 12674 GATEWAY DR Project Name: EVERGREEN PHARMACY Owner: Name: EPROPERTY TAX INC DEPT #207 Address: PO BOX 4900, SCOTTSDALE, IL, 85261 Contact Person: Name: TIM HAIGH Address: 1407 W BERNARD ST, ADDISON, IL, 60101 Contractor: Name: ROADWAY CONSTRUCTION Address: PO BOX 1472, TACOMA, WA, 98401 License No: ROADWC1055BP Permit Number: D15-0176 Issue Date: 8/4/2015 Permit Expires On: 1/31/2016 Phone: (773) 447-1962 Phone: (253) 593-5007 Expiration Date: Lender: Name: SINE WAVE ENERGY Address: 1407 W BERNARD ST, ADDISON, IL, 60101 DESCRIPTION OF WORK: REMOVE PORTION OF ASPHALT PAVEMENT, INSTALL CONCRETE SLAB (18'-2" X 12'-2" X V-10") FOR NEW DIESEL GENERATOR (BY OTHERS). INSTALL 12 BOLLARDS AROUND PERIMETER PUBLIC WORKS ACTIVITY INCLUDES EROSION CONTROL. Project Valuation: $8,150.00 Fees Collected: $682.26 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-4613: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channel ization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature. 1`/ I Date I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. 1' Signature: % Date: Print Name: COA,/ _s -56 /7Q O -1- � This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 2: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. Applicant shall install storm drainage catch basin protective inserts inside the adjacent catch basins. 3: 'BUILDING PERMIT CONDITIONS' 4: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 5: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 6: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 7: 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. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 12: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 22: 1) The generator and fuel tank to be installed a minimum of 10 ft. from the building and any openings. 2) A separate mechanical permit is required for the installation of the generator. 3) A separate flammable liquids permit from the Tukwila Fire Dept. is required for the fuel tank. 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5200 EROSION MEASURES 1400 FIRE FINAL 1600 PUBLIC WORKS FINAL 4000 SI-CONCRETE CONST 4028 SI-REINF STEEL -WELD 4035 SI-SOILS CITY OF TUKTf.LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqp://www.TukwilaWA.gov Building Permit No. A) I .� _0 I V Project No. Date Application Accepted: Date Application Expires: I ] For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review Applications will not be accepted through the mail or by fax. "Please Print" SITE LOCATION ,�cc� King Co Assessor's Tax No.: � 1 tb©©— 00Z0 Site Address: P-L S• Suite Number: Floor: Tenant Name: WIGLG New Tenant: ❑ ..... Yes E& No PROPERTY OWNER Name: Address: k �t�j.190 M City:5 H. State: Zip: gS�Q1 CONTACT PERSON — person receiving all project communication Name: l NVt S l , p, i W Address:) City: S Stater Zip: �9 (9 ( Phone: J` "�j ._qL�4 , t Fax: Email: v GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: . Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: I ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: C Engineer Name: t Address: 5 c City: c State: Zip: � t6'� Phone:2,(, Fax: Email: WI LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: C `fie Address: \Ltd ®r:v W c City: ` State: Zip:w`a H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx Revised: February 2012 Page 1 of 4 BUILDING PERMIT INFORMATI - 206-431-3670 Valuation of Project (contractor's bid price): $ (5 ©Q Existing Building Valuation: $ 2t1; ow Describe the scope of work (please provide detailed information): i;EVuwEi11`�'v01/� Will there be new rack storage? ❑ ....Yes $d,..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Addition to Type of Type of Existing Construction per Occupancy per Existing Interior Remodel Structure New IBC IBC I" Floor �i�, (\ S 2'd Floor 3 rd Floor i Floors thru Basement i Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck ' Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): -_1 Floor area of principal dwelling: Floor area of accessory dwelling: 1 *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: O V4— �1 ❑ ....... Sprinklers ❑ .......Automatic Fire Alarm [-I ....... None El ....... 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 8-112 " x I " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx Revised: February 2012 Page 2 of 4 d ► I PUBLIC WORKS PERMIT INFO_ iATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .. Tukwila ❑ ... Water District # 125 ❑... Highline ❑. Renton ❑ .. Water Availability Provided Sewer District ❑ .. Tukwila ❑...Valley View ❑... Renton El ... Seattle ❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application mark boxes which a 1 : . Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑... Maintenance Agreement(s) El.. Hold Harmless — (SAO) El.. Hold Harmless — (ROW) Proposed Activities (mark boxes that a ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance .P(r.. Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way J' �.. Total Cut jW cubic yards ❑ .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water El ... Right-of-way Use - Profit for less than 72 hours El ... Right-of-way Use — Potential Disturbance El ... Work in Flood Zone El ... Storm Drainage El ... Abandon Septic Tank El ... Curb Cut 'g... Pavement Cut ❑... Looped Fire Line 11 ❑ .. Permanent Water Meter Size (1) WO # (2) ❑ .. Temporary Water Meter Size (1) WO # (2) ❑ .. Water Only Meter Size........... WO # ❑ .. Sewer Main Extension............ Public ❑ Private ❑ ❑ .. Water Main Extension ............ Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ .. Water ❑ .. Sewer Monthly Service Billing to: Name: Mailing Water Meter Refund/Billine: Name: Mailing ❑... Grease Interceptor ❑ ... Channelization ❑ ... Trench Excavation El ... Utility Undergrounding WO # (3) WO # WO # (3) WO #. ❑ .. Deduct Water Meter Size " Number of Public Fire Hydrant(s) ❑ .. Sewage Treatment Day Telephone: City Day Telephone: State Zip City State Zip H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx b Revised: February 2012 �,. Page 3 of 4 PERMIT APPLICATION NOTES — , Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING AGENT: Signature:�y Print Name: Mailing Address: (9 Date: Day Telephone: 71OLL - �104 A y -( io_ (VIA- State Zip H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx Revised: February 2012 Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $521.64 D15-0176 Address: 12674 GATEWAY DR Apn: 2716000020 $521.64 DEVELOPMENT $251.60 PERMIT FEE R000.322.100.00.00 0.00 $247.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $257.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $3.75 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $3.75 TECHNOLOGY FEE $12.54 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R000.322.900.04.00 0.00 $12.54 Date Paid: Tuesday, August 04, 2015 Paid By: ROADWAY CONSTRUCTION Pay Method: CHECK 27308 Printed: Tuesday, August 04, 2015 12:25 PM 1 of 1 SYSTEMS Date Paid: Friday, July 10, 2015 Paid By: BENJAMIN D WIESE Pay Method: CREDIT CARD 864837 Printed: Friday, July 10, 2015 4:00 PM 1 of 1 l+�f,' �.�' !SYSTEMS pq !1'b INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: 121, 7 a2 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: /1 CAS 0 V-t-5 i Inspector: Date F //16 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WJEI.-\I.r\ll!\!.\1,,\(Ill.:Ii)[� FIL11 TRANSMITTAL Via: To: City of Tukwila Building Division From: Benjamin D. Wiese, P.E. Wiss, Janney, Elstner & Associates Date: July 10, 2015 Project: Evergreen Pharmacy Generator Slab Design WJE No. 2015.3709 Subject: Calculations Package Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.wie.com • Pages 1-2: Dynamic loads and slab depth calculations per ACI-351R-04 • Page 3: Seismic loads per ASCE 7-10 chapter 15 (generator modeled as non -building structure, controls for seismic) • Page 4: Seismic loads per ASCE 7-10 chapter 13 (generator modeled as non-structural component) • Pages 5-6: Period, stiffness estimate for generator assembly . • Pages 7-11: Overturning for max uplift forces and anchor bolt calculations per ACI 318-11 • Page 12: Overturning for max compression forces • Pages 13-14: Soil bearing pressure calculations • Pages 15-17: Moment/shear diagram for 1-ft strip across width of slab (SAP output) • Page 18: Flexural reinforcement and shrinkage reinforcement calculations • Pages 19-20: Slab depth check for beam shear and punching shear • Page 21: Bollard calculations • Appendix A: Excerpts from generator specifications detailing dimensions, component weights, etc. • Appendix B: Seismic design data from U.S. Geological Survey NOIRIPMUO Apo SIAIQ SINI 1a I e Slot ? z nnr 03AIDWO 3ONV►IldW o 3C0o 80-4 03MA AaL RECEIVED CITY OF TUKWILA JUL 10 2015 PERMIT CENTER t"7 W I ENGINEERS ARCHITECTS MATERIALS SCIENTISTS Wiss, Janney, Elstner Associates, Inc. WJE Seattle 206.622.1441 960 South Harney Street 206.622.0701(Fax) Seattle, Washington 98108 wje.com - ' ✓rGe- AvL c CI` vo(t Made By ?::;,i Vv 1e�el Checked By F--ET Project Number -Z-c)��," -1 Sheet Number VZ Date e w, We Z �F 1 Z ►fir � �o �� /►Z- C� . �--�� 1 at�Ac.{ wee-t"av� � c��,�-Bv' tea✓ w-f- �►� � � vu� � 1 C�"SS WVvtt v� wp /M` tv� 41'4cv' i'73 CewL��t •� a ra..Ea.�'s = C �> % e- vtitvu' wv, o- 41-tU l2D ,ec 6>— L C'V t V1GVVt,C� �d it k/ i S�(( -��,�c,�v.�UtG,s ,� Val X 22 u tit Design of Structures and Foundations for Vibrating Machines Example 1: Foundation Design for Reciprocating Table 6-1 Compressor (Footing Embedment Effect Included) Unbalanced Forces and Couples for Different Crank (ref. 1) Arrangements (ref. 5) A. Introduction Reciprocating compressors are relatively heavy ma- chines and generate vibrating forces of substantial magni- tude at low operating frequencies. The operating fre- quencies usually lie very close to the natural frequencies of the foundation in the various vibrating modes, thus creating resonance conditions in the foundation system. The magnitude of vibration amplitude at resonance condition becomes a controlling criteria becaLse of the closeness of operating and natural frequencies. There- fore, inclusion of the effects of internal and geometrical damping during oscillation becomes an important con- sideration, and this can only be accomplished by using the elastic half -space theory. In this theory, the footing is assumed to rest on the surface of the elastic.. half -space and to have simple geometrical areas of contact, usually circular, but other shapes such as rectangular or long strip can also be handled with some simplification, as decribed in Refer- ence 4. This theory includes the dissipation of energy throughout the half -space by "geometric damping" and allows calculation of a finite amplitude of vibration at the "resonant frequency," (ref. 1) . The method is an analytical procedure which provides a rational means of evaluating the spring and damping constants for incor- poration into lumped -parameter, mass-spring-dashpot vibrating systems, as described in Chapter 4. Recently, this theory has been extended to account for the effect of depth of embedment of the foundation on the values of spring constant and the damping ratio. The informa- tion presented in Chapter 4 is used in the examples that follow. Reciprocating machines. Machinery involving crank mechanisms, such as piston -type compressors and pumps, internal combustion engines, and pumps, produce recip- rocating forces. A single cylinder engine is inherently unbalanced; however, in multicylinder engines and com- pressors, it is possible to select the size of cylinders and to arrange them in such a manner that the resulting unbalanced forces are minimized (ref. 5). Unbalanced forces and couples for different crank arrangements but of equal cylinder bore and stroke are given in Table 6-1. However, note that in addition to the primary frequency either,the vertical or horizontal forces and couples may generate a secondary Frequency which depends upon the orientation of the machine. Vibration modes. A rigid blor_k foundation supporting a vibrating machine can experience up to six modes of vibration as shown in Figure 6-1. Three modes are trans - forces I Couples Crank Arrsa{aments Primary seeoodary Primary, sceoadary single crank F' without P. eeunte[wb. Kona Ncae (a8)P'wlth counterwto. P'D with- t� Two cranks at tso° List` A 0 2P" out counter - uric. None la -line cylinders l 3 D with OpDored cylinders D 0 coun',orwts. Nit Nit Two cranks at 00° (L4t)F' without sountorwta. 0 l.tl)F'D ter cou. eouste[wts. 1'D (0.707)F' l0R07)P'D with without enuntervL- counwwo. Two oylinden on F' without euc crank r, eounterwts. (1.41)F" Nil ?Ill Cylinders at or 0 with counterats. Two oylindara on One crsok 2P' without eoutere,te. 0 None NO Oppand cylinders r' with rcuotarwte. Three cranks at 12V (3.48)P'D Rkhwt � 0 0 coustrnets (a.4e)P"D (1.73)r'➢ or counterotta. Hour cylinders Bunks at i80` ��)j ,n�a] 0 0 0 wt4tecsFtu D Cranks at 00' + 0 0 (040!) D 4.0r'D With eauetorats, 9ircylisdere �I�,t 0 0 o a � ''1�1T!•'tTIILTIn1Tf1`- L : aensect�tod k,(h C-co jD �eayaoll�tppd,awwrt�-a,te�dWua(to,)on � t0.0000i81j�rWa(r�pm� iRiaarq' r Ps L P' + Secondary Figure 6-1. Six vibration modes of a block -type foundation (Translational modes: vertical, longitu- dinal, lateral. Rotational modes: twisting, rocking, pitching.) ENGINEERS J ARCHITECTS MATERIALS SO ENTiSTS Wiss,Janney, Elstner Associates, Inc. WJE Seattle 206.622.1441 Made By 960 South Harney Street 206.622,0701(Fax) Seattle, Washington 98108 wje.com Checked By _ Project Number ZC)4- Sheet Number 7 `� l Date \1 - \j, -�- \1 , 6.'�-::7-q) 44:3) T�- 5•� — l�90� TT pS. Te- _ ! • S vva zq VL 2 `T1 2 u' -T�- -- �. t r" sec, 4- `7�- St> W) I: I ARCHITECTS 960 South Harney Street 206.622.0701(Fax) MATERIALS SCIENTISTS Seattle, Washington 98108 wje.com Checked By Wiss,Janney, ElstnerAssociates, Inc. Project Number Ci r,U % �C < < _ , • - it L.�m� i Sheet Number j�{ l / 21 :::-A Date 1 1"' ,-; k_ i '..� f � �"� aZ"_' `old �• � � .•-� .�''. '\ t '� t' `�'I Ji /�,,. �_ •"t'�-t' 4L� tvi, /�. V. ""� t. �. 6=) . 4-- r "" ` VLt W I ENGINEERS WIESeattle 1 ARCHITECTS 960South Harne Street MATERIALS SCIENTISTS y Wiss, Janney, Elstner Associates, Inc. Seattle, Washington 98108 206.622,1441 Made By 206-622.0701(Fax) wje.com Checked 2 I 17 {hs = +l, �-' 4 x t� /1 Ia IZ-�: I VX /4 = 6 I✓l (OZ,436v ,/L4 Project Number Z Sheet Number Z� Date I T = Z-TI sw" �4/ 11�v LWo +:�z-� R$ �a✓� Cr = � ,ass VVl Le, �, �� VL y 24 1)6Yn Ll; ©,00 IL-f� 3--7 o,©©og'�l i vl f 11 614�v Mxtot Nadu as ca ' ems. �/bi- cam ►>� Made By W E ENGINEERS ARCHITECTS MATERIALS SCIENTISTS Wiss,Janney, Elstner Associates, Inc. W1E Seattle 206.622,1441 960 South Harney Street 206.622.0701 (fax) Seattle, Washington 98108 wje.com Checked By Project Number z'&, Sheet Number �Ol Z'4 Date < 31 P&A p = ©. ! & Sec leack , AAscE ch.1;-] W E I ENGINEERS WJESeattle 206.622.1441 Made By ARCHITECTS MATERIALS SCIENTISTS 960 South Harney Street 206.622.0701(Eax) Wiss,lanney,ElstnerAssociates, Inc. Seattle, Washington 98108 wje.com Checked By ' I r� Project Number 7�C� Sheet Number f 7.t1 Date l �owt�as , + 10,z (Ljy, ['(�4\) Ate• E V- = C9 k)— A lea- CT s l� u t _ff • Anchor DesignerT°^ s Software version 2.3.5365.0 e Company: WJE Date: 7/8/2015 Engineer: B. Wiese Page: 1/4 Project: Evergreen Pharmacy Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Generator anchorage Comment: Baseplate estimated from 6" of end of W6x25 beam, anchored to concrete through one side of bottom flange. 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, hef (inch): 8.000 Anchor category: - Anchor ductility: Yes hmin (inch): 9.63 Cmin (inch): 5.25 Smio (inch): 5.25 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.2 not applicable Oo factor: not set Apply entire shear load at front row: No / Anchors only resisting wind and/or seismic loads: Ng/ <Figure 1> Base Material Concrete: Normal -weight Concrete thickness, h (inch): 22.00 State: Cracked Compressive strength, f� (psi): 4000 4) ,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.00 x 3.00 x 0.50 Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 9MM, O Anchor Designer TM Software Version 2.3.5365.0 <Figure 2> Recommended Anchor Anchor Name: J- or L-Bolt - 7/8" 0 J- or L-Bolt, F1554 Gr. 36 Company: ME Oate: 7/8/2015 Engineer: B. Wiese I Page: 2/4 Project: Evergreen Pharmacy Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' 1 i Software Version 2.3.5365.0 Company: WJE Date: 7/8/2015 Engineer: B. Wiese Page: 3/4 Project: Evergreen Pharmacy Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (Ib) V.aa (lb) Vuay (lb) J(V.X)2+(Vuay)2 (lb) 1 1443.0 2940.0 0.0 2940.0 Sum 1443.0 2940.0 0.0 2940.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1443 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NK (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Y Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 XIP 4. Steel Strength of Anchor in Tension(Sec. 0.5.1) Ns (lb) 0 ^. (Ib) 26795 0.75 20096 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.n Nb = kcAa*chef1.5 (Eq. D-6) kc 2n f � (psi) har (in) Nb (Ib) 24.0 1.00 4000 8.000 34346 0.750Ncb = 0.750 (ANc/ANcu)T.d,NPc,0KpNNb (Sec. D.4.1 & Eq. D-3) ANc (in2) ANca (in' rNd,N Ic,N Tcp,N Nb (lb) 0 0.75ONcb (lb) 576.00 576.00 1.000 1.00 1.000 34346 0.70 18032 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) 0.75^N = 0.750PcpNp = 0.750V1,PO.9fcehd. (Sec. D.4.1, Eq. D-13 & D-15) `f c,P rc (psi) da (in) eh=3da (in) 0 0.75^N (lb) 1.0 4000 0.88 2.63 0.70 4341 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 'v/ Z_1 E.�l�'il:�•z•��� Anchor DesignerT11 Software Version 2.3.5365.0 e 8. Steel Strength of Anchor in Shear (Sec. D.6.1) V_ (lb) 09rouf 0 OgromoVsa (lb) 16080 1.0 0.66 10452 Company: ME Date: 7/8/2015 Engineer: B. Wiese Page: 4/4 Project: Evergreen Pharmacy Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec, D-6.21 Shear parallel to edge in x-direction: Vby = minJ7(1e/da)024deRa4Pccer'S; 9da4fccail"I (Eq. D-33 & Eq. D-34) /e (in) da (in) ,ta f'c (psi) cal (in) Vey (lb) 7.00 0.88 1.00 4000 24.00 66925 oVcbx =0 (2)(Avc/Avco)Wed,vV'c,vTh,vVey (Sec. D.4.1 & Eq. D-30) Avc (in') Avon (in') Ted,v Yc,V Y'h,v Vey (lb) 0 0Vcbx (lb) 1584.00 2592.00 1.000 1.000 1.279 66925 0.70 73245 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 0Vcp = okepNoe = Okcp(ANo/ANCO) 'Yed,NYc,NWcp,NNb (Eq. D-40) kcp ANc (in') AN. (in') WedN Yc,N Ysp,N Nb (lb) 0 OVcp (lb) 2.0 576.00 576.00 1.000 1.000 1.000 34346 0.70 48084 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, oN� (lb) Ratio Status Steel 1443 20096 0.07 Pass Concrete breakout 1443 18032 0.08 Pass Pullout 1443 4341 0.33 Pass (Governs) Shear Factored Load, Via (lb) Design Strength, oVn (lb) Ratio Status Steel 2940 10452 0.28 Pass (Governs) 11 Concrete breakout y- 2940 73245 0.04 Pass Pryout 2940 48084 0.06 Pass Interaction check N,a,/0N" VM/0W Combined Ratio Permissible Status Sec. 0.7.3 0.33 0.28 61.4 % 1.2 Pass 7/8"0 J- or L-Bolt, F1554 Gr. 36 with hef = 8.000 inch meets the selected design criteria. 12, Warnings - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination, Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com W T^ I CWFERS �Lr �.RCFII"fEC`fS MATERIALS SC:I FNTISTS Wiss, Janney, ElstnerAssociates, Inc. WJE Seattle 206.622.1441 960 South Harney Street 206.622.0701(fax) Seattle, Washington 98108 wje.com Made Checked Project Number 7 jI � - 3 _ Sheet Number 1 Z,/ I Date Cow►,�s� ovq 41wr d C -�OE Cie KA e45 7.02 7.02 — 7.02 W(pxZS��y� I Check Design of Reinforced Concrete Footing By B. Wiese, 7/8/2015 Footing Size b := 18.12 + 2 = 218 inches J�= 12.12 + 2 = 146 inches h := 22 inches Wt := 150• b L h = 60783 Ibs 123 Unfactored soil bearing pressures M :_ (16740 + 3870)• 43 = 7.385 x 104 Ibs-ft 12 P := Wt + 3990 + 3870 = 68643 Ibs M = P = 1.076 ft L. 1 _ 2.028 ft, for e < U6, no lift on footing 6 12 gmax P + M 6 = 475.339 psf < 2000 psf soil bearing pressure, OK F 2 123 Qmin (144) -F12 M =145.784 psf 7— Page 1 oM Factored Loads Pu := 1.2•(Wt) + 1.0•(3990 + 3870) = 80799 Ibs MU — 43 (16740 + 3870) = 73853 Ibs-ft 12 Factored soil bearing pressures mu = P =0.914 ft u L 1 _ 2.028 ft, for e < U6, no lift on footing 6 12 PU Mu•6 530.339 psf b L b•L2 144 123 P M-6 = 145.784 psf b-L b L2 (144 123 ev L� -Z& CO 1� m Page 2 of� SAP2000 5-i 7/9115 14:51:51 141P �� �. 14 CVVLCtLCV CowL ,)Hrzuuu vio.z.i - rne:siao moment - i-rame Span Loads (DEAD) (As Defined) - Kip, ft, F Units (/L/ Y7 r 7 -, Q t l6P/21 SAP2 0 0 0 7/9/15 14:49:23 ahrzuuu v•i o.z..i - rue:Nao moment - moment 3-3 uiagram (DEAD)- Kip, rt, F Units Imo/ �1 SAP 2 0 0 0 7/9/15 14:50:37 o^rcvvv v i 5.2. i - rue:aiao nnomem - snear r-orce z-z uiagram (DEAD) - Kip, ft, F Units `�/ r I ENGINEERS W1ESeattle 206.622.1441 Made By \T V MXI LI ALS S 960 South HarneyStreet 206.622.0701(Fax) MAI LKIALS SCI CN77S-tS Wiss, Janney, Elstner Associates, Inc. Seattle, Washington 98108 wje.com Checked Project Number 2,615 Sheet Number Date C xo: ,�wit 9-q d ) J�u AC t vV01 wl b-)-d cc� I '- e,- * :�- ei) � 1 O C-- 1 �jw -� 4s = CC -A 62L9 ��ZSC�Z�� = o-�o VL + = &&. � . Ctee /,S � - �-e'VL4-iNs 1( e� l,4 ":= - i�� = 7 iD6o��I--1- WJEII RCHIi ERS nnct-uTet�'s AM1ATERIAI.S SCI ENTI STS Wiss,Janney, ElstnerAssociates, Inc. WJE Seattle 960 South Harney Street Seattle, Washington 98108 206.622.1441 206.622.0701 (fax) wje.com Made Checked Project Number ZIP l:i - Sheet Number Date Z SPa� cQe�.l� �� � s�P��✓ WJEJLNG HITS is ME Seattle 206.622.1441 Made By AKCrtITIiUSS 960South Harne Street 206.622.0701(Fax) �1ATEt21rlIS SCIENTISTS y Wiss,Janney, ElstnerAssociates, Inc. Seattle, Washington 98108 wje.com Checked By -- -- —� -- Project Number C�', ►_�(Lj y' Sheet Number Date ��o��/ l.1° { V�/lQ•-�C u`V CN V %�'l. \ V�i �X.DL 1�/ b* l4 :: *7Z "'+ f�, lam" - ` C), iz� t, �kA = ?-S' (to �A�s ems- qO �- D )1qvt'C (.Ze bo o (� 000 C Z - �' '�& 40 (le) &f�- -�w I W I ENGINEERS 1 ARCHITECTS MATERIALS SCIENTISTS Wiss,Janney, Elstner Associates, Inc. WJE Seattle 206.622.1441 960 South Harney Street 206.622.0701(Fax) Seattle, Washington 98108 Wje.com Made By '-p- VV Checked Project Number Sheet Number lrji Date Yz- I qS kZ (I���•3,4) O'qt) I + + 4.-3 m 1,q Z�-] �z 11706)0 C7-4 Nq, m8C k-- ;mot 1117 cue, 4 s5 3> 10, o`�'10'4 cow -) WJE' I R;� I. t •f :e APPENDIX A ZuSGS Design Maps Summary Report User -Specified Input Report Title Evergreen Generator Slab Design Mon July 6, 2015 22:41:35 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.48867"N, 122.29552°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Smi ; So00m i ' mamuest USGS-Provided Output SS = 1.511 g Sl = 0.567 g aS Q001S MapQ@M S" = 1.511 g SMi = 0.850 g ED W O 5 f Newcastle ( 1 O 9fJQ neon =0! NORH. AMERICA ( A Q MapQuest SAS = 1,007 g Sol = 0.567 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.75 1.50 L 44 1.29 1.12 y 0.90 0.64 0.49 0.32 0.16 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.23 2.00 Period, T (sec) Design Response Spectrum 1.10 0.99 0.99 0.77 Cr 0.65 y 0.55 0.44 0.33 0,22 0.11 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) For PGA,, T, CRs, and CRx values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Agin Design Maps Detailed Report ASCE 7-10 Standard (47.488670N, 122.29552°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1(1] Ss = 1.511 g From Figure 22-2 [21 S1 = 0.567 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Class Site Classification VS N or N.,, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE.) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS 5 0.25 SS = 0.50 SS = 035 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.511 g, F. = 1.000 Table 11.4-2: Site Coefficient F Site Class Mapped MCE,, Spectral Response Acceleration Parameter at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, > 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = O.S67 g, F = 1.500 Equation (11.4-1): SMs = F,,Ss = 1.000 x 1.511 = 1.511 g Equation (11.4-2): SM1 = F,S1 = 1.500 x 0.567 = 0.850 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Sos = % SMS = 2/3 x 1.511 = 1.007 g Equation (11.4-4): So, = 2/3 SM1 = 2/3 x 0.850 = 0.567 g Section 11.4.5 — Design Response Spectrum From Figure 22-12 [31 TL = 6 seconds Figure 11.4-1: Design Response Spectrum T<To:S.=Sos(0.4+0.6T/To) ToSTsTe:S.=Soa S,5 = 1.007 - TS<TSTL:S.=So,1T a T>TL:S.-SJLrT2 m d u 4 , S,,=0.567--- '----------- ------ c a to m i 1 i a T,, = 0.113 T; = 0.563 1.000 Period, T (sec) Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S, , = 1.511 m �i m 6. m a 0 T,3 = 0.113 T3 = 0.563 1.000 Period, T (sec) Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [4j PGA = 0.629 Equation (11.8-1): PGAM = FIGAPGA = 1.000 x 0.629 = 0.629 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <- PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = 0 and PGA = 0.629 g, FPGA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 CRS = 0.937 From Figure 22-18Ir] CRl = 0.921 Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Desiqn Cateaory Based on Short Period Resoonse Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV Sos < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g <_ SDs D D D For Risk Category = I and Sos = 1.007 g, Seismic Design Category = D Table 11.6-2 Seismic Design Cateaory Based on 1-S Period Resoonse Acceleration Parameter VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g < SDI D D D For Risk Category = I and Sol = 0.567 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-l.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf S. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf N� �Nl 1�!,' \RC III i(::� Wj E � ��M,Al 1i1',IAI I �i If N I i � I APPENDIX B Ratings definitions Emergency standby power (ESP): Applicable for supplying power to varying electrical load for the duration of power interruption of a reliable utility source. Emergency Standby Power (ESP) is in accordance with ISO 8528. Fuel Stop power in accordance with ISO 3046, AS 2789, DIN 6271 and BS 5514. Limited -time running power (LTP): Applicable for supplying power to a constant electrical load for limited hours. Limited Time Running Power (LTP) is in accordance with ISO 8528. Prime power (PRP): Applicable for supplying power to varying electrical load for unlimited hours. Prime Power (PRP) is in accordance with ISO 8528. Ten percent overload capability is available in accordance with ISO 3046, AS 2789, DIN 6271 and BS 5514. Base load (continuous) power (COP): Applicable for supplying power continuously to a constant electrical load for unlimited hours. Continuous Power (COP) in accordance with ISO 8528, ISO 3046, AS 2789, DIN 6271 and BS 5514. low c• This outline drawing is for reference only. See respective model data sheet for specific model outline drawing number. go not mw for /noliftflem Dimensions and weights with standard cooling system Model Dim "A" mm n. Dim "B" mm in. Dim "C" mm n. Estimated Set Weight* dry kg Pbs)wet Estimated Set Weight* kg abs) DQDAA 3023 119.0 1270 50.0 1617 64.0 2184 4814 2234 4926 DQDAB 3023 119.0 1270 50.0 1617 64.0 2184 4814 2234 4926 DQDAC Dimensions and weights with optional cooling system with seismic feature codes L228-2 and/or L225-2 Model Dim "A" mm nj Dim "B" mm rn. Dim "C" mm 1n. Estimated Set Weight* dry kg Obs Estimated Set Weight" wet kg Obs) DQDAA 3023 119.0 1270 50.0 1676 66.0 2184 4814 2234 4926 DQDAB 3023 119.0 1270 50.0 1676 66.0 2184 4814 2234 4926 DQDAC 3023 119.0 1270 50.0 1676 66.0 2319 5113 2370 5225 Weights represent a set with standard features. See outline drawings for weights of other configurations. Codes and standards Codes or standards compliance may not be available with all model configurations — consult factory for availability. This generator set is designed in facilities certified The generator set is available Listed to UL2200, to ISO 9001 and manufactured in facilities ui Stationary Engine Generator Assemblies for all certified to ISO 9001 or ISO 9002. " L• 60 Hz low voltage models. The Prototype Test Support (PTS) program Engine certified to Stationary Emergency U.S. verifies the performance integrity of the generator EPA New Source Performance Standards,40 CFR set design. Cummins Power Generation products U.S. EPA 60 subpart fill Tier 3 exhaust emission levels. U.S. bearing the PTS symbol meet the prototype test applications must be applied per this EPA requirements of NFPA 110 for Level 1 systems. regulation. International The generator set package is available certified C40 ® All low voltage models are CSA certified to gild•In for seismic application in accordance with the u product class 4215-01. g following International Building Code: IBC2000, Code ISC2003, IBC2006, IBC2009 and IBC2012. Warning: Back feed to a utility system can cause electrocution and/or property damage. Do not connect to any building's electrical system except through an approved device or after building main switch is open. North America 1400 73rd Avenue N.E. Minneapolis, MN 58432 USA Phone 763 574 5000 AM Power Fax 763 574 5298 Generation Our energy rueddhS for you: 02014 Cummins Power Generation Inc. All rights reserved. Cummins Power Generation and Cummins are registered trademarks of Cummins Inc. PowerCommand, AmpSentry, InPower and "Our energy working for you." are trademarks of Cummins Power Generation. Other company, product, or service names may be trademarks or service marks of others. Specifications are subject to change without notice. cumminspower.com S-15851' (5/14) - CPower Generation Y ALTERNATOR DATA SHEET Frame Size HC1434F CHARACTERISTICS 1-brg w/coupling adaptor WEIGHTS: Stator Assembly: 1102 lb 500 kg Rotor Assembly: 1043 lb 473 kg Complete Assembly: 2582 lb 1171 kg MAXIMUM SPEED: 2250 rpm EXCITATION CURRENT: Full Load 2.00 Amps No Load 0.50 Amps INSULATION SYSTEM: Class H Throughout 3101RATING; (0.8 power 60 Hz (winding no) 50 Hz (winding no) factor) 110/190 120/208 139/240 347/600 110/190 115/200 120/208 127/220 Based on s 0C ( specific temperature rise at 40 220/380 2 0/416 -�-- � (17) 220/380 230/400 240/415 254/440 ambient temperature) (311) (311) (311) (311) (311) (311) (311) 1500C Rise Ratings kW 355.2 388.8 428 428 332 344 344 344 kVA 444 486 535 535 415 430 430 430 1250C Rise Ratings kW 332 364 400 400 320 320 320 320 kVA 415 455 500 500 400 400 400 400 1050C Rise Ratings kW 308 336 372 372 296 296 296 296 kVA 385 420 465 465 370 370 370 370 8ft Rim RoUngs kW- 270.4 292 3W 320 256 256 256 248 kVA 338 365 400 400 320 320 320 310 REACTANCES (per unit ± 110/190 120/208 139/240 347/600 110/190 115/200 120/208 127/220 10%) 220/380 240/416 277/480 220/380 230/400 240/415 254/440 (07) (Based on full load at 125C Rise Rating) (311) (311) (311) (311) (311) (311) (311) Synchronous 3.59 3.28 2.71 2.73 2.72 2.46 2.28 2.03 Transient 0.20 0.18 0.15 0.17 0.18 0.16 0.15 0.13 Subtransient 0.15 0.13 0.11 0.12 0.13 0.12 0.11 0.10 Negative Sequence 0.32 0.29 0.24 0.24 0.23 0.21 0.19 0.17 Zero Sequence 0.11 0.10 0.08 0.08 0.08 0.08 0.07 0.06 MOTOR STARTING Broad Range 600 Broad Range Maximum kVA (90% Sustained 1372 1372 1062 Voltage) TIME CONSTANTS Broad Range 600 Broad Range (Sec) Transient 0.080 0.080 0.080 Subtransient 0.019 0.019 0.019 Open Circuit 1.700 1.700 1.700 DC 0.018 0.018 0.018 WINDINGS Broad Range 600 Broad Range (@200C) Stator Resistance (Ohms per phase) 0.0194 0.0208 0.0194 Rotor Resistance (Ohms) 1.3500 1.3500 1.3500 Number of Leads 12 6 12 Single phase power can be taken up to 50% of 3 phase- ratings Cummins Power Generation Specification May Change Without Notice ads-342a ION YCU41I113 OR SECURING t0 YOUXTINC SURFACE. C44 JL CONNECTED TO GENERATOR SEt INTERFACE PUI111. NAi INAICI tLRYINAilOtl3. NPf <YAl [T :EAYINA F1095. 111H RO all .AS :LECTRICAL STUB -UP AREA FOR SPECIFIC BREAKERS IR ELECTRICAL SLUR-UF AREA AFAILAOLE VON IDEL TANKS, I IvEL TANK, Iln FLESIBL[ CORRECTIONS, NOT RIGID ENDUI I. MAKE BOY CUTIi NE DRAWING ITED 04 THE RIGHT SIDE AS RIEWEO FRDY TIE CONTACT [D ON THE LEFT SIDE AS FIERED FRO THE COR1ROt AL [. JA TA S Y, A DIY, i CRiIYA14 Mal Rob SSa ue3E1 1�u3. At Axut on nN rAlr F}r.n ma oAn ma Darn sun n r ubE W err L».A mM r4un rrx rn7Ji nr_ Pt♦I D I NE MAISE T Drawing Name: AG41FS92 ROM&on:A Pad Name: AD411`591 Ravi ion:A Shalt 1 or Enclosure package sound pressure levels @ 7 meters dB(A) Qenset model Weather protective enclosure OF200 F203 QuietSite Level 1 sound attenuated enclosure�jwig; 201 F204 -Ilie--- -- 202 F205 250 DQDAA 90 88 72 275 DQDAB 90 88 73 SWDQDW 90 88 7$ 300 DQHAB 89 88 76 450 DPBJ 88 85 74 500 DFEK 89 87 73 600 DQCA 86/86' 82/78' 74/73" 600 DQPAA 89 81 77 650 DQPAB 90 81 80 7SO DQCB 88/87` 83/79" 75/74" 750 DQFAA 89 79 75 800 DQCC 88/87' 83/79" 75/74" 800 DQFAB 1 89 79 75 900 DQFAC 89 80 76 1000 DQFAD 90 80 78 - All data is 60Hz, full load standby rating, steel enclosures only. - Data is a measured average of 8 positions. - Sound levels for aluminum enclosures are approximately 2 dB(A) higher than listed sound levels for ste-eLerac�Os itures. Sound data with seismic feature codes L228-2 (IBC) and/or L225-2 (OSHPD) /,�- Package dimensions of enclosure, exhaust system, a UL tank 250-500 kW 7 Tank size (gal) Weather protective package length (in) QuietSite level 1 packagefl length in 611406W }� a - Weather protective package weight (tbs) QuietSite Revel 1 package weight (Ibs) Q 270 188 188 222 82 106 4991 5471 6711 300 188 188 222 82 104 5648 6073 6991 400 188 188 222 82 106 5833 6258 7176 500 188 188 222 82 108 5956 6381 7299 600 188 188 222 82 ill 6116 6541 7459 660 188 188 222 82 113 6235 6660 188 188 0 6174 6599 8S0 188 188 222 82 118 6529 6954 7872 1420 200 200 222 82 128 6863 7343 583 1470 192 192 222 82 128 7253 7733 8973 1700 234 234 234 82 128 7982 8407 9325 2050 284 284 284 82 128 8383 8863 10103 2525 1 346 346 346 82 128 9391 9871 11111 Lifting base 1 188 1 188 222 82 100 4335 4760 5678 VOAUJ_000 kW Tank size (gal) Protective package length n QuietSite packag lengthn QuietSite level 2 ckage le Width n Height Weather protective eight (Ibs) QuietSite package weight ba .!Site level 2 weight Ibs 200 260 303 315 137 10194 13074 14954 660 260 303 13 98 98 141 86 10ftft 12466 12997 14346 14877 1000 260 30 315 1500 2000 260 338 3 315 98 146 10677 14839 15841 15437 17721 327 327 98 143 11959 338 338 98 143 12961 - This weight does not include the generator set. Consult your local Cummins Power Generation distributor or the appropriate generator specification sheet. - Width is 86" lifting eye to lifting eye (250-500 kW), 102" lifting eye to lifting eye (600-1000 kW). - Height - Florida, Michigan, and Suffolk add 4" (250-500 kW) or 2" (600-1000 kW) for bottom space. - Maximum length emergency vent removed. Our energy working for you.T"" www.cumminspower.com 02014 Cummins Power Generation Inc. All rights reserved. Cummins Power Generation and Cummins are registered trademarks of Cummins Power Inc. PowerCommand and "Our energy working for you." are trademarks of Cummins Power Generation. Specifications are subject to change Generation without notice, S-1443z (9/14) EMBER lt#7Ji uTnFMM[BMKMM tfM®® ISIIl+31 1$ffim�i 1E�3LID �41IInU,1� A�ItE71� ®UM1ttI13MI E�rrnl�rnrrErr..mmrr:�nrmrsxnsmrtmrnrmm�rnrnnlwmrnmanlr��rm�srmrsrnnrmnnrn IItIFISS:�ti��Lt iil7}:til1i111{11Yit!]illk}ilili�S��7.i1f4 rota�a�IR::)�tµr3uut�sow3ut}n�tr�n�9.3efas�u�y(y�lrr�.Ewn ���1��■ ���E�371��IIiISII:ED®® OPTIONAL FEATURE F2O2,F205 Please refer to I•Seam Drawing #2119.22536 for additional dimension Is 9 I tIN1{ItA ",II It <L; BIY (c,s lv C4,OIY ERCI 01 1E 1E.I.Of (Kl0)Y41 YI ILRI CG 'LOST ac IIOS, NII Ill lIT. 1t1.11 al) II -NI -{) 1,nN1 dr9 11A, 11 %r1 ,- 11311N.11 µr,1A,, SON MM, $3331111111 9W1 YA ,r/1 167. ) -111,-it 111 --fill »11 I15111 Co. Rif- ,» 71f Iwa Is.0 !NI I-•!1 ill ».f -» I,uNI H- -t1-1 adl tf1.11 lM .W.4', NI! MUST (t aN Ills -1.91 Y/ 4/1A1 -tt 11-„1 r1- nt-!) IY )» nuin.31 aN nl.n Nn of-u uo n1Sµ1 NCI rM Ifµ It.r ill (111 µ, I11.01 Ills -µ41 -11 IT ItNI nN PER f» IM uf1 ln.- 11 { Ilr,tl S, (Eta) - 1 u9Yn, 11111-»I IM M"21 I-1 IItlN1 st,J uu » w lr Y II,tR lots MOOR 111 Its �: { 11 tl{1 mt nlml 1t f"Mi "itrnuu u aM Iltl UL11 ti3 i fJ S{SI IUf B11 )Irr III19{. t01AC fM 111) - 11 / / l,.fl N1r Nt {I1, IlNlrl fI11 11l)MI IOY4 M Itt) Ct7.11 trl <Il.11 Il! Il-r{I 71 I--) •��KILIt t CGS 411 SAOOR aI IN "IEREST E1[C0s IL 11, S'AR)11D it, GERS(t,. GAIIN (G 1'IRS. ID01 T1 , Of. Cr•(a 1(A:OtES YAI CIIAOE THE 1[IS R OP!ICI 1101n011 EA) �11f tl2 n 1 aI:�KIEA Q II{S 111I Inc r,rcA [n / Yi, r'C1l DIx•+act O a i 1 oIY, H ,1 AH.t SO e+n,, E1'r110 i.r iiil u inl I :• np-l1 lN,1), r), u W,Iss, N-n Howl II,1 -n jHl --f I -NI -rl ,1a -1 i,rol lnris ��iau.cOlL �,,-v;na.aal.enu N([s: 1, SAWiSKot IRCIa n 1 1 AK IIGII t. I INNOA7109 REIER[ALE 3014t I+1 S(( TOW DAIIOH DRAAt RS I01 DEIAIIS 3. (OB TOW M I Il{ Ir MIDA rNE3) A- IOI.$ 11,.VI (0 OINS 0.1 1. SCE WC.. , IS 1459 Y[tl' twInO- I. EMIS1p: IIfOI AIaIO'J-I+YrIOq�Etl{T 9EStlLIR !IR SIRYCINASI IA IIORi a IK TART. ,O IHSRK ONEIRSIIII "S DOES ROI "C"S1YE19 THE ttlEA (At%, [HE 10lLOVIS i,MftgC IYIT AC OBSERVED: S I It ER 10 ORAR ArrEICAIION WROAS (010 IS GENERA GERS(IIIARC 4MIM GOIO111KS. 5.2 IgOTE REMO' S.) 19DI( RE"N I., I.I( KYOKD, S S IMIIEY I/RA HOED OOSA YOUSIM (ASI(R(AS MIMMINIM111 r 0TS,),n-am,:AW"59CT aeRsslml:o V,rl nw,,: A103,J 9 Altriaron:0 StHRM 1 d5 Punting i-mains as snoxm on urawing 19-22536 are located at each eX' as shown law, Please refer to that drawing for further nensional information. oiiiA I If a," DODAA, DODAB, DODAC (C201-C207, C242, F214) I. DIMENSIONS IN 1 1 ARE IN INCNEA. TRIO HALT 10111%, AN © TN1041SS OF A.It. 1.19LntR[UEL SIN HAVE A FLANGE Ityp10t VI all, FEATURE CDR[ LIIAI A'F— i. ri IgRit _ atM ETTAA It"M ON AI*Wibf IN O TS1111S TV Oa[fTI% avTAEt. &TILTING BASE ON FUEL LAIN PERIMETER IS SNOtN. TUNA UATIeI SNDRTD BE ENT1NOEO RE1aIRIS P[RIYCTER. SCE ITOl01 APN ICAI 1.42 NUu. &LEAfUNE OPTION fPIA-P DOl3 An USE THIS HILL,. PLEASE NOTE: This Is NOT a pad drawing. Please add- at least t foot to ovemll length $ width of generator when determining pad layout Its OAUNtOaI Oneerp Name: A035FaRB ReNSIon: C PaR Name:A035FBA7 R.WoR: C Shesl3 aT A I I i I 1.30 -1 I Part # Title I Beam, W6x25 x 74.0 Long 71.39 Top View 74.00 1 ra m o nt2k8\Company\E N G\Drawings\2119-\22XXX\2119.22536\2119.22536. dlt Side View Material I Shear I Plasma I Turret I Brake Steel N/A N/A N/A N/A -Beams will be mounted at each anchor point of the fuel tank. Please account for the additional height. (4) 0 1.25 Holes -�{ .08 Ref. Ref. IL6.38 Ref. End View cai osi2a„ Beam, W6x25 x 74.0 Long �- FRACTION$: N- S . H- .125 "'1' zso .xxx. 4/- °62 NTs 1 of 1 2119-22536 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 1/4/2016 TIM HAIGH 1407 W BERNARD ST ADDISON, IL 60101 RE: Permit No. D15-0176 EVERGREEN PHARMACY 12674 GATEWAY DR Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 2/7/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 2/7/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D15-0176 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 * Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0176 DATE: 07/10/15 PROJECT NAME: EVERGREEN PHARMACY SITE ADDRESS: 12674 GATEWAY DR S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: .F)- ,* (- -�t H 5- Building Division Public Works i, PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) REVIEWER'S INITIALS: Fire Prevention Structural ❑ eft_ _ 4f- Planning Division Permit Coordinator DATE: 07/14/15 Structural Review Required ❑ DATE: DUE DATE: 08/11/15 Approved with Conditions Nl' Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ROADWAY CONSTRUCTION IN" Page 1 of 2 Home lnicio en Espanol Contact Safety Washington State Department of Labor & Industries ROADWAY CONSTRUCTION INC Search L&I rirS�F A-G ludex Help My Secure l,&i Claims & Insurance Workplace Rights Trades & Licensing Owner or tradesperson PO BOX 1472 TACOMA, WA98401-1472 Principals 253-593-5007 SCHOBER, CHRISTOPHER E, PRESIDENT PIERCE County ANDERSEN,JON (End: 12/20/2010) BROWN, EDWARD H, JR (End: 12/20/2010) Doing business as ROADWAY CONSTRUCTION INC WA UBI No. Business type 601 593 258 Corporation Governing persons EDWARD H BROWN JR EDWARD BROWN SR; JON W ANDERSEN; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. ROADWCI055BP Effective — expiration 01/1711995— 03/03/2017 Bond ................. CBIC $12,000.00 Bond account no. SE5392 Received by L&I Effective date 01/08/2003 01/01/2003 Expiration date Until Canceled .In........suran.....ce.............. Ohio Cas Ins Co $1,000,000.00 Policy no. BKO52974960 Received by L&I Effective date 07/16/2015 07/29/2013 Expiration date 07/29/2016 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601593258&LIC=ROADWCI055BP&SAW= 8/4/2015 1 1 2 3 fr,, N"MAR 3 d f3 k: { t k S l S. y v 3�? a � t 4 r t itz 1 � t 3 L �q 3 # ' lr t t t Z3, 1 2 i t a t S 4 4 i9 t K t r r #, YJ d t r?r 4'ri' >E ( x,� t ss S il'r L. by S h: rry 9 t r..:a � r ` t k s, { 3 t b Y k, t P � 3 >" rk s: r. t fi u: G•s J {'f s' b. ffq No. 201'5.0"109 Wilss, Janney, Elstner Associates, Inc. Engineers, Architects, Materials Scientists 960 South Harney Street Seattle, Washington 98108 206.622.1441 R 7 8 A Triumph Expo BECU G E:Aircraft Engines & Events Inc Video Equipment Rentals Becu Investment Services DENNIS School Uniforms Seattle 13 Uniform Stare Ic In Nan Ei 1,00 G� �r Sch er Medicates ri'y iU Sales topane &Marketing 00 op Opp 1S1 A 1 tul 5004 Mobile Equipment a� Sytems L pt o �rGrb S S ffarborstone Credit Union fJ Washington State Denartment of 1 ahnr.. N PROJECT LOCATION NTS =.1 7 ABBREVIATIONS A/E ARCHITECT/ENGINEER S001 COVER SHEET ADD'L ADDITIONAL S002 GENERAL NOTES AND SPECIFICATIONS ALT ALTERNATE S003 GENERAL NOTES AND SPECIFICATIONS CJ CONTROL JOINT S004 SITE PLAN CONC CONCRETE S101 GENERATOR SLAB PLAN CONT CONTINUOUS S501 GENERATOR SLAB DETAILS DET DETAIL (E) EXISTING MAX MAXIMUM MIN MINIMUM (N) NEW N.T.S. NOT TO SCALE O.C. ON CENTER REINF REINFORCED REQ REQUIRED TYP TYPICAL VERT VERTICAL V.I.F. VERIFY IN FIELD O DIAMETER REQUIRED FOR: ebnanical ctrical Plumbing [was Piping o"v. y of Tukwila DIVISION REVISIONS No changes all be made to the scope of %vorlc %gAthout prior approval of Lskivi1la Building Division. t-rC 7 E---: Rn,v;sions will require a new plan subm• end may in�iude additional [)Ian review fees. REAVIED FOR CODE C MPLIANCE ::� A P OVED IJUL 2 2 2015 City of -Tukwila -atilLOING DIVISION E 41 ENGINEERS ARCHITECTS MATERIALS SCIENTISTS Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.%ge.com Headquarters & Laboratories: Northbrook, Illinois Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit Honolulu I Houston I Los Angeles I Minneapolis I New Haven I New York Princeton I San Francisco I Seattle I Washington, D.C. Consultants A �b �OOV ET F Rt� w4 6NAL oI Project Generator Slab Design 12674 Gateway Drive South Tukwila, WA 98168 C ( Client B RECEIVED CITY OF TUKWILA JUL 10 2015 PERMIT CENTER A Sine Wave Energy, Inc. 1407 West Bernard Street, Suite D Addison, IL 60101 Mark I Date I Description 0 1/2" 1" 2" THIS SHEET PLOTS FULL SIZE AT 24xM (INCHES) Project No. 2015.3709 Date July 10, 2015 Drawn DRB Checked BDW/PMR Scale As Noted Cover Sheet Sheet Title Sheet No. S00-1 1 1 2 1 3 1 4 1 5 2 7 1 8 0 a GENERAL NOTES 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE AND OTHER NATIONAL CONSENSUS CODES AND STANDARDS AS SET FORTH IN THESE NOTES. ALL APPLICABLE AMENDMENTS AS ADOPTED BY THE CITY OF TUKWILA BUILDING CODE SHALL APPLY. F 1 2. PERFORM WORK IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS OF THE LATEST EDITION OF THE WILLIAMS STEIGER OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA). 3. CONTRACTOR IS RESPONSIBLE FOR WAYS AND MEANS OF ALL WORK AS SPECIFIED IN DRAWINGS AND NOTES. 4. WISS, JANNEY, ELSTNER ASSOCIATES, INC. (WJE) SHALL NOT HAVE CONTROL OVER OR BE IN CHARGE OF CONTRACTOR'S CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, SAFETY PRECAUTIONS AND SAFETY PROGRAMS IN CONNECTION WITH THE PROJECT. WJE SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S SCHEDULES OR ABILITY TO CARRY OUT THE PROJECT IN ACCORDANCE WITH CONTRACT DOCUMENTS. WJE SHALL NOT HAVE CONTROL OVER OR CHARGE OF ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTORS, OR THEIR AGENTS OR EMPLOYEES, OR OF ANY OTHER NON-WJE PERSONS PERFORMING PORTIONS OF THE E PROJECT. 5. LEAVE INTACT AND UNDISTURBED ELEMENTS THAT ARE TO REMAIN. EXISTING BUILDINGS AND ALL SERVICES SHALL REMAIN IN USE DURING REPAIR WORK. 6. DO NOT UNREASONABLY ENCUMBER THE SITE WITH MATERIALS OR EQUIPMENT. THE MATERIALS AND EQUIPMENT SHALL BE CONFINED TO THE AREAS INDICATED IN THE CONTRACT DOCUMENTS OR BY THE DIRECTION OF THE OWNER OR OWNER'S REPRESENTATIVE. DO NOT LOAD STRUCTURE WITH WEIGHT THAT MAY ENDANGER STRUCTURE. ASSUME FULL RESPONSIBILITY FOR PROTECTION AND SAFEKEEPING OF PRODUCTS STORED ON PREMISES. MOVE ANY STORED PRODUCTS WHICH INTERFERE WITH OPERATIONS OF OWNER. STORE MATERIALS ONLY IN AREAS PROVIDED BY OWNER. D 7. THESE DRAWINGS AND NOTES APPLY TO THE EVERGREEN PHARMACY GENERATOR SLAB DESIGN PROJECT, TUKWILA, WASHINGTON ONLY AND SHALL NOT BE USED FOR ANY OTHER PURPOSE WITHOUT THE EXPRESSED WRITTEN CONSENT OF WJE. BI All 8. WJE IS NOT RESPONSIBLE FOR CONSTRUCTION THAT VARIES FROM THESE NOTES AND DRAWINGS. 9. THE CONTRACTOR IS RESPONSIBLE FOR ELEMENTS OF CONSTRUCTION NOT SPECIFICALLY DETAILED THAT ARE NECESSARY TO COMPLETE THE WORK SHOWN. 10. INFORMATION SHOWN REGARDING THE EXISTING STRUCTURE USED IN THE DEVELOPMENT OF THESE DRAWINGS AND NOTES HAS BEEN BASED UPON A LIMITED VISUAL EXAMINATION OF EXPOSED CONDITIONS AND A REVIEW OF GENERATOR SPECIFICATIONS PROVIDED BY SINE WAVE ENERGY, INC. 11. MEASURE AND FIELD VERIFY NECESSARY AND REQUIRED DIMENSIONS AND INFORMATION, AND DETERMINE EXISTING CONDITIONS PRIOR TO PROCEEDING WITH THE WORK OR FABRICATION OF COMPONENTS. 12. REPORT SIGNIFICANT VARIATIONS FROM THE DIMENSIONS AND CONDITIONS SHOWN ON THESE DRAWINGS TO THE ENGINEER. ERRORS DUE TO FAILURE TO VERIFY SUCH INFORMATION SHALL BE PROMPTLY RECTIFIED WITHOUT ADDITIONAL COST TO THE OWNER. 13. PROCEEDING WITH WORK SHALL INDICATE THAT THE REQUIRED INFORMATION HAS BEEN MEASURED AND VERIFIED. 14. CONCEALED CONDITIONS AFFECTING THE SPECIFIED WORK SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. SCOPE OF WORK THE WORK COVERS INSTALLATION OF REINFORCED CONCRETE SALB-ON-GROUND AS INDICATED IN THE DRAWINGS AND NOTES FOR EVERGREEN PHARMACY, LOCATED IN TUKWILA, WASHINGTON. WORK FOR THIS PROJECT CONSISTS OF FURNISHING ALL ITEMS, MATERIALS, OPERATIONS, OR METHODS LISTED, MENTIONED, INDICATED OR SCHEDULED IN THESE NOTES, DRAWINGS, AND SPECIFICATIONS INCLUDING ALL LABOR, MATERIALS, EQUIPMENT TRANSPORTATION AND INCIDENTALS NECESSARY AND REQUIRED TO PERFORM THE WORK AND TO BRING THE PROJECT TO COMPLETION. ANY LABOR, EQUIPMENT, AND MATERIALS REQUIRED FOR THE INSTALLATION OF THE GENERATOR AND ITS ACCESSORIES, INCLUDING SECURING OF THE GENERATOR ASSEMBLY TO THE CONCRETE SLAB, IS BEYOND THE SCOPE OF THIS PROJECT. PROTECTION: PRIOR TO INITIATION OF SELECTIVE DEMOLITION WORK, THE CONTRACTOR SHALL INSTALL TEMPORARY PROTECTION SYSTEMS AS REQUIRED TO PREVENT DAMAGE TO EXTERIOR OR INTERIOR SURFACES, FINISHES OR BUILDING COMPONENTS BELOW OR ADJACENT TO THE WORK AREAS THAT MAY BE AFFECTED BY THE WORK IN PROGRESS. 1 1 7 I T ICI SPECIFICATIONS CAST -IN -PLACE CONCRETE 1.1 SUMMARY A. SECTION INCLUDES: PROVIDING THE NECESSARY LABOR, MATERIALS, EQUIPMENT AND SUPERVISION TO PLACE, FINISH, AND CURE CAST -IN -PLACE CONCRETE WHICH IS CAST OVER PROPERLY PREPARED SURFACES FOR THE FOLLOWING: 1. EXTERIOR SLABS -ON -GROUND. B. RELATED SECTIONS INCLUDE THE FOLLOWING: 1. CONCRETE REINFORCEMENT AND ANCHORS C. REFERENCE STANDARDS: ALL STANDARDS LATEST EDITION AS OF THE DATE OF THE SPECIFICATION. 1. ASTM INTERNATIONAL (ASTM) a. ASTM C 31/C31M - PRACTICE FOR MAKING AND CURING CONCRETE TEST SPECIMENS IN THE FIELD b. ASTM C 33 - SPECIFICATION FOR CONCRETE AGGREGATES c. ASTM C 39 - TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS d. ASTM C 94/C94M - SPECIFICATION FOR READY -MIXED CONCRETE e. ASTM C 143/C143M - TEST METHOD FOR SLUMP OF HYDRAULIC CEMENT CONCRETE f. ASTM C 150 - SPECIFICATION FOR PORTLAND CEMENT g. ASTM C 171 - SPECIFICATION FOR SHEET MATERIALS FOR CURING CONCRETE h. ASTM C 172 - PRACTICE FOR SAMPLING FRESHLY MIXED CONCRETE L ASTM C 494 - SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE j. ASTM C 618 - STANDARD SPECIFICATION FOR COAL FLY ASH AND RAW OR CALCINED NATURAL POZZOLAN FOR USE IN CONCRETE k. ASTM C 1064 - TEST METHOD FOR TEMPERATURE OF FRESHLY MIXED PORTLAND CEMENT CONCRETE I. ASTM C 1077 - PRACTICE FOR LABORATORIES TESTING CONCRETE AND CONCRETE AGGREGATES FOR USE IN CONSTRUCTION AND CRITERIA FOR LABORATORY EVALUATION m. ASTM D 1557 - STANDARD TEST METHODS FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING MODIFIED EFFORT n. ASTM D 6938 - STANDARD TEST METHOD FOR IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL -AGGREGATE BY NUCLEAR METHODS o. ASTM E 329 - SPECIFICATION FOR AGENCIES ENGAGED IN THE TESTING AND/OR INSPECTION OF MATERIALS USED IN CONSTRUCTION p. ASTM E 548 - GUIDE FOR GENERAL CRITERIA USED FOR EVALUATING LABORATORY COMPETENCE 2. AMERICAN CONCRETE INSTITUTE a. ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE b. ACI 302.1 GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION c. ACI 306.1 - STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING d. ACI 308.1 - STANDARD SPECIFICATION FOR CURING CONCRETE e. ACI 351 R - FOUNDATIONS FOR DYNAMIC EQUIPMENT 1.2 DEFINITIONS A. CEMENTITIOUS MATERIALS: PORTLAND CEMENT ALONE OR IN COMBINATION WITH ONE OR MORE OF THE FOLLOWING: BLENDED HYDRAULIC CEMENT, FLY ASH AND OTHER POZZOLANS, GROUND GRANULATED BLAST -FURNACE SLAG, AND SILICA FUME; SUBJECT TO COMPLIANCE WITH REQUIREMENTS. 1.3 SUBMITTALS A. PRODUCT DATA: FOR EACH TYPE OF PRODUCT INDICATED. B. DESIGN MIXTURES: FOR EACH CONCRETE MIXTURE. SUBMIT ALTERNATE DESIGN MIXTURES WHEN CHARACTERISTICS OF MATERIALS, PROJECT CONDITIONS, WEATHER, TEST RESULTS, OR OTHER CIRCUMSTANCES WARRANT ADJUSTMENTS. 1. SUBMIT CONCRETE MIXTURE DESIGNS A MINIMUM OF 14 DAYS BEFORE THEIR INTENDED USES. C. FIELD QUALITY -CONTROL TEST REPORTS. D. MINUTES OF PREINSTALLATION CONFERENCE. 1.4 QUALITY ASSURANCE A. INSTALLER QUALIFICATIONS: A QUALIFIED INSTALLER WHO EMPLOYS ON PROJECT PERSONNEL QUALIFIED AS ACI-CERTIFIED FLATWORK TECHNICIAN AND FINISHER AND A SUPERVISOR WHO IS AN ACI-CERTIFIED CONCRETE FLATWORK TECHNICIAN. B. MANUFACTURER QUALIFICATIONS: A FIRM EXPERIENCED IN MANUFACTURING READY -MIXED CONCRETE PRODUCTS AND THAT COMPLIES WITH ASTM C 94/C 94M REQUIREMENTS FOR PRODUCTION FACILITIES AND EQUIPMENT. C. TESTING AGENCY QUALIFICATIONS: AN INDEPENDENT AGENCY, QUALIFIED ACCORDING TO ASTM C 1077 AND ASTM E 329 FOR TESTING INDICATED, AS DOCUMENTED ACCORDING TO ASTM E 548. D. SOURCE LIMITATIONS: OBTAIN EACH TYPE OR CLASS OF CEMENTITIOUS MATERIAL OF THE SAME BRAND FROM THE SAME MANUFACTURER'S PLANT, OBTAIN AGGREGATE FROM ONE SOURCE, AND OBTAIN ADMIXTURES THROUGH ONE SOURCE FROM A SINGLE MANUFACTURER. E. CONCRETE TESTING SERVICE: ENGAGE A QUALIFIED INDEPENDENT TESTING AGENCY TO PERFORM MATERIAL EVALUATION TESTS. I� PART 2 PRODUCTS 2.1 CONCRETE MATERIALS A. READY -MIX CONCRETE: ASTM C94/C94M 1. CEMENTITIOUS MATERIAL: USE THE FOLLOWING CEMENTITIOUS MATERIALS, OF THE SAME TYPE, BRAND, AND SOURCE, THROUGHOUT PROJECT: a. PORTLAND CEMENT: ASTM C 150, TYPE II b. FLY ASH: ASTM C 618, CLASS C OR F 2. USE MAXIMUM FLY ASH CONTENT OF 20 PERCENT B. AGGREGATES: ASTM C 33. PROVIDE AGGREGATES FROM A SINGLE SOURCE. 1. MAXIMUM COARSE -AGGREGATE SIZE: a. SLAB -ON -GROUND AND BOLLARD FOOTING: 1-1/2 INCH b. BOLLARD FILL: 8 INCH C. WATER: ASTM C 94/C 94M 1. WATER SHALL BE POTABLE, CLEAN, AND FREE OF INJURIOUS QUANTITIES OF SUBSTANCES KNOWN TO BE HARMFUL TO PORTLAND CEMENT. E. CALCIUM CHLORIDE SHALL NOT BE PERMITTED IN THE CONCRETE. 2.2 IMPORTED STRUCTURAL FILL A. 5/8 INCH MINUS CRUSHED ROCK CONFORMING TO SECTION 9-03.9(3) CRUSHED SURFACING TOP COURSE OF THE 2006 WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS. 2.3 ADMIXTURES A. CHEMICAL ADMIXTURES: PROVIDE ADMIXTURES CERTIFIED BY MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES AND THAT WILL NOT CONTRIBUTE WATER-SOLUBLE CHLORIDE IONS EXCEEDING THOSE PERMITTED IN HARDENED CONCRETE. DO NOT USE CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE. 1. WATER -REDUCING ADMIXTURE: ASTM C 494/C 494M, TYPE A. 2. RETARDING ADMIXTURE: ASTM C 494/C 494M, TYPE B. 3. WATER -REDUCING AND RETARDING ADMIXTURE: ASTM C 494/C 494M, TYPE D. 4. HIGH -RANGE, WATER -REDUCING ADMIXTURE: ASTM C 494/C 494M, TYPE F. 5. HIGH -RANGE, WATER -REDUCING AND RETARDING ADMIXTURE: ASTM C 494/C 494M, TYPE G. 6. PLASTICIZING AND RETARDING ADMIXTURE: ASTM C 1017/C 1017M, TYPE II. 2.4 CURING MATERIALS A. MOISTURE -RETAINING COVER: ASTM C 171, POLYETHYLENE FILM OR WHITE BURLAP -POLYETHYLENE SHEET. 2.6 CONCRETE MIXTURES, GENERAL A. PREPARE DESIGN MIXTURES FOR EACH TYPE AND STRENGTH OF CONCRETE, PROPORTIONED ON THE BASIS OF LABORATORY TRIAL MIXTURE OR FIELD TEST DATA, OR BOTH, ACCORDING TO ACI 301. 1. USE A QUALIFIED INDEPENDENT TESTING AGENCY FOR PREPARING AND REPORTING PROPOSED MIXTURE DESIGNS BASED ON LABORATORY TRIAL MIXTURES. B. ADMIXTURES: USE ADMIXTURES ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS. 2.6 TESTING OF CONCRETE MIX DESIGN A. MIX DESIGNS OF EACH SEPARATE MIX SHALL BE PREPARED AND THE FOLLOWING DATA SHALL BE SUBMITTED TO THE OWNER FOR EACH MIX DESIGN. 1. SIEVE ANALYSIS FOR FINE AND COARSE AGGREGATE 2. TEST FOR AGGREGATE ORGANIC IMPURITIES 3. PROPORTIONS OF ALL MATERIALS 4. MILL TEST CERTIFICATES FOR CEMENT 5. SLUMP, DURING LABORATORY TESTS 6. AIR CONTENT, DURING LABORATORY TESTS 7. THREE, SEVEN AND 28-DAY LABORATORY COMPRESSION TEST RESULTS (MINIMUM THREE CYLINDERS FOR EACH TEST AGE PLUS ONE EXTRA FOR A TOTAL OF TEN CYLINDERS) B. A MIX DESIGN PREVIOUSLY USED THAT COMPLIES WITH THE SPECIFICATIONS MAY BE SUBMITTED FOR APPROVAL. ALL INFORMATION NOTED ABOVE SHALL BE INCLUDED. DURING THE CONSTRUCTION, TESTS WILL BE MADE BY AN APPROVED TESTING LABORATORY TO DETERMINE IF THE CONCRETE COMPLIES WITH THE QUALITY SPECIFIED. THE CONTRACTOR SHALL COOPERATE IN THE MAKING OF SUCH TESTS TO THE EXTENT OF ALLOWING FREE ACCESS TO THE WORK FOR THE SELECTION OF SAMPLES AND THE STORAGE OF SPECIMENS, AND IN AFFORDING PROTECTION TO SPECIMENS AGAINST INJURY OR LOSS THROUGH HIS OPERATIONS. THE CONTRACTOR SHALL FURNISH ALL CONCRETE FOR TESTING. 2.8 CONCRETE PROPERTIES A. MINIMUM COMPRESSIVE STRENGTH: 4000 PSI AT 28 DAYS. B. MAXIMUM WATER/CEMENTITIOUS RATIO: 0.45 C. SLUMP LIMIT: 4 INCHES PLUS OR MINUS 1-1/2 INCHES PRIOR TO APPLICATION OF WATER REDUCING ADMIXTURE AND NOT MORE THAN 8 INCHES AFTER THE ADDITION OF WATER REDUCING ADMIXTURE. I V 2.9 CONCRETE MIXING A. READY -MIXED CONCRETE: MEASURE, BATCH, MIX, AND DELIVER CONCRETE ACCORDING TO ASTM C 94/C 94M, AND FURNISH BATCH TICKET INFORMATION. B. PROJECT -SITE MIXING: MEASURE, BATCH, AND MIX CONCRETE MATERIALS AND CONCRETE ACCORDING TO ASTM C 94/C 94M. MIX CONCRETE MATERIALS IN APPROPRIATE DRUM -TYPE BATCH MACHINE MIXER. 1. FOR MIXER CAPACITY OF 1 CU. YD. OR SMALLER, CONTINUE MIXING AT LEAST 1-1/2 MINUTES, BUT NOT MORE THAN 5 MINUTES AFTER INGREDIENTS ARE IN MIXER, BEFORE ANY PART OF BATCH IS RELEASED. 2. FOR MIXER CAPACITY LARGER THAN 1 CUBIC YARD, INCREASE MIXING TIME BY 15 SECONDS FOR EACH ADDITIONAL 1 CUBIC YARD. 3. PROVIDE BATCH TICKET FOR EACH BATCH DISCHARGED AND USED IN THE WORK, INDICATING PROJECT IDENTIFICATION NAME AND NUMBER, DATE, MIXTURE TYPE, MIXTURE TIME, QUANTITY, AND AMOUNT OF WATER ADDED. RECORD APPROXIMATE LOCATION OF FINAL DEPOSIT IN STRUCTURE. PART 3 EXECUTION 3.1 SOIL PREPARATION A. IMPORT STRUCTURAL FILL AS REQUIRED TO PROVIDE APPROPRIATE SUBGRADE FOR NEW SLAB. B. PLACE STRUCTURAL FILL IN LOOSE, HORIZONTAL LIFTS USING A MAXIMUM LIFT THICKNESS OF 4 INCHES. C. MOISTURE CONTENT OF STRUCTURAL FILL SHALL BE WITHIN 3 PERCENT OF OPTIMUM AT THE TIME OF PLACEMENT. . D. COMPACT EXISTING SUBGRADE AND STRUCTURAL FILL LIFTS TO 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED USING ASTM D1557. E. FINAL COMPACTED GRADE SHALL BE LEVEL WITHIN t 1/2 INCH FOR SLAB. 3.2 CONCRETE PLACEMENT A. BEFORE PLACING CONCRETE, VERIFY SOIL PREPARATION AND THAT INSTALLATION OF REINFORCEMENT AND EMBEDDED ITEMS IS COMPLETE AND THAT REQUIRED INSPECTIONS HAVE BEEN PERFORMED. B. DEPOSIT CONCRETE CONTINUOUSLY IN ONE LAYER OR IN HORIZONTAL LAYERS OF SUCH THICKNESS THAT NO NEW CONCRETE WILL BE PLACED ON CONCRETE THAT HAS HARDENED ENOUGH TO CAUSE SEAMS OR PLANES OF WEAKNESS. DEPOSIT CONCRETE TO AVOID SEGREGATION. 1. CONSOLIDATE PLACED CONCRETE WITH MECHANICAL VIBRATING EQUIPMENT ACCORDING TO ACI 301. 2. DEPOSIT AND CONSOLIDATE CONCRETE SLABS IN A CONTINUOUS OPERATION UNTIL PLACEMENT OF A SECTION IS COMPLETE. 3. CONSOLIDATE CONCRETE DURING PLACEMENT OPERATIONS SO CONCRETE IS THOROUGHLY WORKED AROUND REINFORCEMENT AND OTHER EMBEDDED ITEMS AND INTO CORNERS. 4. MAINTAIN REINFORCEMENT IN POSITION ON CHAIRS DURING CONCRETE PLACEMENT. 5. SCREED SLAB SURFACES WITH A STRAIGHTEDGE AND STRIKE OFF TO CORRECT ELEVATIONS. 6. BEGIN INITIAL FLOATING USING BULL FLOATS OR DARBIES TO FORM A UNIFORM AND OPEN -TEXTURED SURFACE PLANE, BEFORE EXCESS BLEEDWATER APPEARS ON THE SURFACE. DO NOT FURTHER DISTURB SLAB SURFACES BEFORE STARTING FINISHING OPERATIONS. D. 3.3 FINISHING SLABS A. GENERAL: COMPLY WITH ACI 302.1 R RECOMMENDATIONS FOR SCREEDING, RESTRAIGHTENING, AND FINISHING OPERATIONS FOR CONCRETE SURFACES. DO NOT WET CONCRETE SURFACES. B. FLOAT FINISH: CONSOLIDATE SURFACE WITH POWER -DRIVEN FLOATS OR BY HAND FLOATING IF AREA IS SMALL OR. INACCESSIBLE TO POWER DRIVEN FLOATS. RESTRAIGHTEN, CUT DOWN HIGH SPOTS, AND FILL LOW SPOTS. REPEAT FLOAT PASSES AND RESTRAIGHTENING UNTIL SURFACE IS LEFT WITH A UNIFORM, SMOOTH, GRANULAR TEXTURE. C. TROWEL FINISH: AFTER APPLYING FLOAT FINISH, APPLY FIRST TROWELING AND CONSOLIDATE CONCRETE BY HAND OR POWER -DRIVEN TROWEL. CONTINUE TROWELING PASSES AND RESTRAIGHTEN UNTIL SURFACE IS FREE OF TROWEL MARKS AND UNIFORM IN TEXTURE AND APPEARANCE. 1. APPLY A TROWEL FINISH TO ALL NEW SLAB LOCATIONS 2. FINISH AND MEASURE SURFACE SO GAP AT ANY POI BETWEEN CONCRETE SURFACE AND AN UNLEVEL FREESTANDING, 10 FOOT LONG STRAIGHTEDGE RESTING z TWO HIGH SPOTS AND PLACED ANYWHERE ON THE SURFA DOES NOT EXCEED 1/4 INCH ' (CONTINUED ON NEXT SHEET) REVIEWED FOR 0DE C MPLIANCE P OVER 1JUL 2 2 2015 City ©f'Tul Y& ILDING DIVISION RECEIVED CITY OF TUKWILA JUL 10 2015 PERMIT CENTER FI Al Al CI 01 All ENGINEERS Vt ARCHITECTS WJ MATERIALS SCIENTISTS Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.v4e.com Headquarters & Laboratories: Northbrook, Illinois Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit Honolulu I Houston I Los Angeles I Minneapolis I New Haven I New York Princeton I San Francisco I Seattle I Washington, D.C. Consultants la3A}u1t1Y d y �O S26 STERVP- w4 �sf NALE�G��� Pmject Generator Slab Design 12674 Gateway Drive South Tukwila, WA 98168 Client Sine Wave Energy, Inc. 1407 West Bernard Street, Suite D Addison, IL 60101 bi Coll Mark Date Description 0 10 1" 2" THIS SHEET PLOTS FULL SIZE AT 24x36 (INCHES) Project No. 2015.3709 Date July 10, 2015 Drawn BDW Checked PMR Scale As Noted General Notes and Specifications Sheet Title Soo Sheet No. A 7 1 , 2 3 1 4 R 7 P. z w a W C B. 3.5 CONCRETE PROTECTING AND CURING A. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES. B. BEGIN CURING IMMEDIATELY AFTER FINISHING CONCRETE. TEMPORARILY REMOVE CURING COVER AS REQUIRED FOR SAW CUTTING OPERATION AND IMMEDIATELY REINSTALL AT COMMENCEMENT OF SAW CUTTING. C. CURE CONCRETE ACCORDING TO ACI 308.1 USING THE FOLLOWING METHOD: 1. KEEP SURFACES CONTINUOUSLY MOIST FOR NOT LESS THAN SEVEN DAYS 2. COVER CONCRETE SURFACES WITH MOISTURE -RETAINING COVER FOR CURING CONCRETE, PLACED IN WIDEST PRACTICABLE WIDTH, WITH SIDES AND ENDS LAPPED AT LEAST 12 INCHES AND SEALED BY WATERPROOF TAPE OR ADHESIVE. CURE FOR NOT LESS THAN SEVEN DAYS. IMMEDIATELY REPAIR ANY HOLES OR TEARS DURING CURING PERIOD USING COVER MATERIAL AND WATERPROOF TAPE. 3.6 FIELD QUALITY CONTROL A. TESTING AND INSPECTING: ENGAGE A QUALIFIED TESTING AND INSPECTING AGENCY TO PERFORM TESTS AND INSPECTIONS AND TO SUBMIT REPORTS. B. CONCRETE TESTS: TESTING OF COMPOSITE SAMPLES OF FRESH CONCRETE OBTAINED ACCORDING TO ASTM C 172 SHALL BE PERFORMED ACCORDING TO THE FOLLOWING REQUIREMENTS: 1. TESTING FREQUENCY: OBTAIN ONE COMPOSITE SAMPLE FOR EACH DAY'S POUR OF EACH CONCRETE MIXTURE. 2. SLUMP: ASTM C 143/C 143M; ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR.PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE. 3. CONCRETE TEMPERATURE: ASTM C 1064/C 1064M; ONE TEST FOR EACH COMPOSITE SAMPLE. 4. COMPRESSION TEST SPECIMENS: ASTM C 31/C 31M. a. CAST AND LABORATORY CURE TWO SETS OF TWO STANDARD CYLINDER SPECIMENS FOR EACH COMPOSITE SAMPLE. 5. COMPRESSIVE -STRENGTH TESTS: ASTM C 39/C 39M; TEST ONE SET OF TWO LABORATORY -CURED SPECIMENS AT 7 DAYS AND ONE SET OF TWO SPECIMENS AT 28 DAYS. a. A COMPRESSIVE -STRENGTH TEST SHALL BE THE AVERAGE COMPRESSIVE STRENGTH FROM A SET OF TWO SPECIMENS OBTAINED FROM SAME COMPOSITE SAMPLE AND TESTED AT AGE INDICATED. 6. STRENGTH OF CONCRETE MIXTURE WILL BE SATISFACTORY IF EVERY AVERAGE OF ANY THREE CONSECUTIVE COMPRESSIVE -STRENGTH TESTS EQUALS OR EXCEEDS SPECIFIED COMPRESSIVE STRENGTH AND NO COMPRESSIVE -STRENGTH TEST VALUE FALLS BELOW SPECIFIED COMPRESSIVE STRENGTH BY MORE THAN 500 PSI. 7. TEST RESULTS SHALL BE REPORTED IN WRITING TO ENGINEER, CONCRETE MANUFACTURER, AND CONTRACTOR WITHIN 48 HOURS OF TESTING. EACH TEST REPORT SHALL CONTAIN THE FOLLOWING FOR EACH SET OF CYLINDERS: a. INDIVIDUAL TEST SPECIMEN STRENGTH, TYPE OF FAILURE b. SLUMP c. AIR CONTENT d. CONCRETE AND AIR TEMPERATURE e. SPECIMEN NUMBER f. PORTION OF STRUCTURE REPRESENTED BY THE CONCRETE TESTED g. DATE CAST h. DATE TESTED i. CONCRETE PROPERTIES SPECIFIED j. COMPRESSIVE STRENGTH AT 28 DAYS k. COMPRESSIVE BREAKING STRENGTH AND TYPE OF BREAK FOR SEVEN AND 28-DAY TESTS. I. NOTE IF TESTS INDICATE CONCRETE IS OR IS NOT IN CONFORMANCE WITH SPECIFICATIONS. 8. ADDITIONAL TESTING AND INSPECTING, AT CONTRACTOR'S EXPENSE, WILL BE PERFORMED TO DETERMINE COMPLIANCE OF REPLACED OR ADDITIONAL WORK WITH SPECIFIED REQUIREMENTS. 9. CORRECT DEFICIENCIES IN THE WORK THAT TEST REPORTS AND INSPECTIONS INDICATE DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS. C. SOIL COMPACTION TESTING: PERFORM AT LEAST ONE DENSITY TEST. VERIFY COMPACTION WITH NUCLEAR DENSOMETER PER ASTM D 6938. COST OF ADDITIONAL TESTING DUE TO COMPACTION THAT DOES NOT COMPLY WITH SPECIFICATIONS SHALL BE BORNE BY THE CONTRACTOR. CONCRETE REINFORCEMENT AND ANCHORS PART 1 GENERAL 1.1 SUMMARY A. THIS SECTION SPECIFIES THE SUPPLY, FABRICATION, AND INSTALLATION OF NEW REINFORCEMENT AND ANCHORS FOR NEW CAST -IN -PLACE CONCRETE. B. RELATED SECTIONS INCLUDE THE FOLLOWING: 1. CAST -IN -PLACE CONCRETE 1.2 REFERENCES A. REFERENCE STANDARDS: ALL STANDARDS LATEST EDITION AS OF THE DATE OF THE SPECIFICATION. 1. ASTM INTERNATIONAL (ASTM) a. ASTM A 36/A 36M - STANDARD SPECIFICATION FOR CARBON STRUCTURAL STEEL b. ASTM A 615 - STANDARD SPECIFICATION FOR DEFORMED AND PLAIN BILLET -STEEL BARS FOR CONCRETE REINFORCEMENT c. ASTM F 1554 - STANDARD SPECIFICATION FOR ANCHOR BOLTS, STEEL, 36, 55, AND 105-KSI YIELD STRENGTH 2. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) a. MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION 1.3 QUALITY ASSURANCE A. PERFORM CONCRETE REINFORCEMENT WORK IN ACCORDANCE WITH CRSI MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION. 1.4 DELIVERY, STORAGE, AND HANDLING A. DELIVER, STORE, AND HANDLE STEEL REINFORCEMENT TO PREVENT BENDING AND DAMAGE. B. STORE REINFORCEMENT AND ACCESSORIES OFF OF THE GROUND AND FLOORS ON PLATFORMS, SKIDS, CRIBBING, OR OTHER SUPPORTS. PART 2 PRODUCTS 2.1 MATERIALS A. REINFORCING BARS: 1. DEFORMED BAR: DEFORMED BARS WITH A 60,000 PSI MINIMUM YIELD STRENGTH CORRESPONDING TO GRADE 60 AS DEFINED IN ASTM A 615. SIZES AS SHOWN ON THE DRAWINGS. B. ANCHOR BOLTS: C. J-BOLT: BENT, THREADED ANCHOR BOLT WITH A 36,000 PSI MINIMUM YIELD STRENGHT CORRESPONDING TO GRADE 36 AS DEFINED IN ASTM F 1554. SIZE AS SHOWN ON THE DRAWINGS. D. REINFORCEMENT ACCESSORIES: 1. BAR SUPPORTS: BAR SUPPORTS SHALL BE MANUFACTURED FROM STEEL WIRE, PLASTIC, OR PRECAST CONCRETE IN ACCORDANCE WITH "BAR SUPPORT SPECIFICATIONS AND STANDARD NOMENCLATURE" AS CONTAINED IN THE CRSI "MANUAL OF STANDARD PRACTICE". PART 3 EXECUTION 3.1 PLACING REINFORCEMENT A. GENERAL: COMPLY WITH THE CRSI "MANUAL OF STANDARD PRACTICE" AND THE DRAWINGS FOR THE PLACEMENT OF REINFORCEMENT. B. BEFORE PLACING CONCRETE, CLEAN REINFORCEMENT AND ANCHOR BOLTS OF LOOSE RUST AND MILL SCALE, EARTH, ICE, DUST, AND OTHER FOREIGN MATERIALS THAT WOULD REDUCE BOND TO CONCRETE. C. REINFORCEMENT AND ANCHOR BOLTS IN SLABS SHALL BE PLACED TO A TOLERANCE OF t1/4 INCH. D. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT AND ANCHOR BOLTS TO PREVENT DISPLACEMENT DURING THE CONCRETE PLACEMENT. LOCATE AND SUPPORT REINFORCEMENT WITH BAR SUPPORTS TO MAINTAIN SPECIFIED MINIMUM CONCRETE COVER. E. TIE WIRES SHALL BE BENT AND TURNED WITH THEIR ENDS DIRECTED TOWARDS THE INSIDE OF THE CONCRETE SECTION, NOT TOWARD EXPOSED CONCRETE SURFACES. F. CUT REINFORCEMENT 3 INCHES SHORT OF STUB OUT FORMWORK. 11 5 CONCRETE REINFORCED BOLLARDS PART1 GENERAL 1.1 SUMMARY A. THIS SECTION SPECIFIES THE SUPPLY AND INSTALLATION OF NEW CONCRETE -REINFORCED BOLLARDS. B. RELATED SECTIONS INCLUDE THE FOLLOWING: 1. CAST -IN -PLACE CONCRETE 2. CONCRETE REINFORCEMENT AND ANCHORS 1.2 REFERENCES A. REFERENCE STANDARDS: ALL STANDARDS LATEST EDITION AS OF THE DATE OF THE SPECIFICATION. 1. ASTM INTERNATIONAL (ASTM) a. ASTM A 500 - STANDARD SPECIFICATION FOR COLD -FORMED WELDED AND SEAMLESS CARBON STEEL STRUCTURAL TUBING IN ROUNDS AND SHAPES 1.3 QUALITY ASSURANCE A. PERFORM CONCRETE REINFORCEMENT WORK IN ACCORDANCE WITH CRSI MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION. 1.4 DELIVERY, STORAGE, AND HANDLING A. DELIVER, STORE, AND HANDLE BOLLARDS AND REINFORCEMENT TO PREVENT BENDING AND DAMAGE. B. STORE REINFORCEMENT AND ACCESSORIES OFF OF THE GROUND AND FLOORS ON PLATFORMS, SKIDS, CRIBBING, OR OTHER SUPPORTS. PART 2 PRODUCTS 2.1 MATERIALS A. BOLLARDS: 1. HSS: ASTM A500 GR. B, SIZE AND THICKNESS AS SHOWN ON THE DRAWINGS. B. COATING 1. SHERWIN-WILLIAMS DTM ACRYLIC INTERIOR/EXTERIOR COATING. COLOR B66Y37 SAFETY YELLOW. 2. ENGINEER APPROVED EQUIVALENT. PART 3 EXECUTION 3.1 CONCRETE PLACEMENT A. DEPOSIT CONCRETE CONTINUOUSLY IN ONE LAYER OR IN HORIZONTAL LAYERS OF SUCH THICKNESS THAT NO NEW CONCRETE WILL BE PLACED ON CONCRETE THAT HAS HARDENED ENOUGH TO CAUSE SEAMS OR PLANES OF WEAKNESS. DEPOSIT CONCRETE TO AVOID SEGREGATION. 1. CONSOLIDATE PLACED CONCRETE WITH MECHANICAL VIBRATING EQUIPMENT ACCORDING TO ACI 301. 2. DEPOSIT AND CONSOLIDATE CONCRETE FOOTING AND INTERIOR OF STEEL BOLLARD IN A CONTINUOUS OPERATION UNTIL PLACEMENT OF A SECTION IS COMPLETE. 3. CONSOLIDATE CONCRETE DURING PLACEMENT OPERATIONS SO CONCRETE IS THOROUGHLY WORKED AROUND REINFORCEMENT AND OTHER EMBEDDED ITEMS AND INTO CORNERS. 3.2 COATING A. APPLY COATING ACCORDING TO MANUFACTURER'S SPECIFICATIONS. City of TuWla JfLOING DIVISION RECEIVED CITY OF TUKWILA JUL 10 2015 PERMIT CENTER ENGINEERS ARCHITECTS MATERIALS SCIENTISTS F Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.v4e.com Headquarters & Laboratories: Northbrook, Illinois Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit Honolulu I Houston I Los Angeles I Minneapolis I New Haven I New York Princeton I San Francisco I Seattle I Washington, D.C. E C B Consultants Project Generator Slab Design 12674 Gateway Drive South Tukwila, WA 98168 Client Sine Wave Energy, Inc. 1407 West Bernard Street, Suite D Addison, IL 60101 Mark Date Description 0 1/2" 1- 2- THIS SHEET PLOTS FULL SIZE AT 24x36 (INCHES) Project No. 2015.3709 Date JuIV 10, 2015 Drawn BDW Checked PMR Scale As Noted AI I General Notes and Specifications Sheet Title Sheet No. 1 1 2 3 1 4 5 1 6 7 8 3 b Pq A c 0 on F b O N V }N}� OVA N O 01 O M N ».f O M "' E kn 0 a; Q FT-4 �a a 0 O N O D a C 1 2 I 3 I 4 5 1 6 I 7 I 8 AREA OF WORK stogy VERIFY LOCATION OF DRAIN LINES AND UTILITIES PRIOR TO - - ---- -- - - UtNV I t ttt4VMU UIMGI IOWNa7 rr-n MA I ur WELL WORK. p0 NOT DISTURB. GATEWAY CORPORATE CENTER AND LOT LINE HYDRANT ADJUSTMENT NO. 89-2-8LA, ` b /ACEF D..OF . FENCE 0 6' SE`RLY ANdLE-FOINT:OF' CURB ' OF PROPERTY LINE BUILDING ON T PROPER Y LINE n ;, >< Y�.�• • � �,,-, r��. . 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WALL ROOF HT.• 2E IW t • 34 , SW%Y' IFY�O�b`'S' Ley OF , PROPEI~tTYr_E.II m HE ENGINEERS ARCHITECTS MATERIALS SCIENTISTS F Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.vje.com Headquarters & Laboratories: Northbrook, Illinois Atlanta Austin Boston Chicago Cleveland Dallas Denver Detroit I I 9 I I I I I Honolulu I Houston I Los Angeles I Minneapolis I New Haven I New York Princeton San Fra ncisco Seattle Washington, D C to D.C. I f I I g E Consultants L(9 D Project Generator Slab Design 12674 Gateway Drive South Tukwila, WA 98168 - ,. w, - .» � r c ! ♦ . of • , 41, .r,. _... ., .. .. . ,.... . r f.... .1 r ra. A— _.a.—,r .w .. .r ...r _ rr ..i . ..•r• —.. ... . ... ....•. r r• \±... ,.�" 'v �,, #b� r�k�y �.MM .. .• w _ _ ...r .. _ _ w r . . r _ +.. [ •..a .I ter, ,�' ::LY •I-aS•n i \v ' I & ROADWAY 8 UTILITY EASEMENT PER B AFN 8808311579 AND PLAT , . • ; f LOT 1 ' � � 10' POWER EASEMENT PER AFN 861008059I KAISER GATEWAY ASSOC. I 1 . . ®�2ff®�*DW ( I , \ 11 . ., Mark Date Description f0 I O*Ji \ \ P.O- MUTUAL INGRESS / EGRESS LOT 6 =*� --EASEMENT PER PLAT LOT 4 � I ' KAISERGATEWAYASSOC. S. KAISER GATEWAY 8506270730 � S.W.D. NO. 8509270730 � RE WED FOR 900E CQMPLIANCE APPROVED r' 'JUL 2 2 2015 0 1/2" 1" 2" THIS SHEET PLOTS FULL SIZE AT 24x36 (INCHES) Project No. 2015.3709 cs aL'ity OfTu6cWIa Date July 10, 2015 DING DIVISION Drawn DRB NOTE: SITE PLAN PER BARGHAUSEN Checked EIDWIPMR CONSULTING ENGINEERS, INC., JUL;Y 21,1999 Scale As Noted N � Site Plan A NTS.•• REcEIVEO CITY OF TUKWILA Site Plan JUL 10 2015 PERMIT CENTER Sheet Title Sheet No. 1 2 3 4 5 6 7 g 0 a Ell CI 13 � AI I 2 3 4 5 6 7 8 2'-1 3/4" (N) 7/8" 0 THREADED J-HOOK, 8" MIN. EMBED, TYP. M N 0 m STUB -OUTS FOR M ELECTRIC AND GAS M m SUPPLY (N) CONC. SLAB FORM (N) CRICKET WITH (N) ASPHALT PAVEMENT SURFACE. (N) CONC. SLAB NOTE: GENERATOR AND W6x25 SUPPORT /I BEAMS NOT SHOWN FOR CLARITY. VERIFY / LOCATION OF ANCHOR BOLTS AND STUB -OUT LOCATIONS WITH EQUIPMENT SUPPLIER. 1 % Genertor Slab Stub -out Detail SCALE: 3/8'=1'-0- FOOTPRINT OF (N) GENERATOR (BY C WIP-RSI L-V I4"L (N) BOLLARD, TYP. PER DETAIL 3, SHEET S501 (12 LOCATIONS) �y('r (E) ASPHALT PAVEMENT ir Generator Slab Layout FI EI CI BI A RECEIVED CITY OF TUKWILA JUL 10 2015 PERMIT CENTER ENGINEERS ARCHITECTS WwEMATERIALS SCIENTISTS Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.v4e.com Headquarters & Laboratories: Northbrook, Illinois Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit Honolulu I Houston I Los Angeles I Minneapolis I New Haven I New York Princeton I San Francisco I Seattle I Washington, D.C. Consultants paN D. o� �96 ; I � `Qs40)Vpti.L'�a �r Project Generator Slab Design 12674 Gateway Drive South Tukwila, WA 98168 Client Sine Wave Energy, Inc. 1407 West Bernard Street, Suite D Addison, IL 60101 7, " b,;'�o Mark Date Description 0 1/2" 1" 2" wood THIS SHEET PLOTS FULL SIZE AT 24XM (INCHES) Project No. 2015.3709 Date July 10, 2015 Drawn JLB Checked BDW/PMR Scale As Noted Generator Slab Plan Sheet Title S 10 Sheet No. d 5 R 7 a 1 1 2 I 3 1 4 1 5 1 6 17 1 8 w a FI El 7 -1� COMPACT (E) SOIL AS SPECIFIED AS SPECIFIED Generator Slab Detail Asphalt Pavement Detail nll VAY #7 @ 10" O.C., EACH WAY 0 co Bollard Detail 1 12 1 3 14 5 a 7 FI El CROWN TOP OF CONC. (N) 6" 0 x 8" ROUND HSS. / FILL SOLID W/ CONC. PAINT (N) BOLLARD SAFETY YELLOW REMOVE (E) ASPHALT PAVEMENT AS REQUIRED TO INSTALL (N) BOLLARD. REPLACE TO MATCH. CI BI (N) 2'-0" 0 CONC. FOOTING ICE V 'FWD F CODE COMPLIANCE . APPROVED JUL 2 2 2015 City of Tukwila BUILDING DIVISION A RECEIVED CITY OF TUKWILA JUL 10 2015 PERMIT CENTER r-" ENGINEERS ARCHITECTS W MATERIALS SCIENTISTS Wiss, Janney, Elstner Associates, Inc. 960 South Harney Street Seattle, Washington 98108 206.622.1441 tel 1 206.622.0701 fax www.wje.com Headquarters & Laboratories: Northbrook, Illinois Atlanta I Austin I Boston I Chicago I Cleveland I Dallas I Denver I Detroit Honolulu I Houston I Los Angeles I Minneapolis I New Haven I New York Princeton I San Francisco I Seattle I Washington, D.C. Consultants ON D V Lt3t� p Project Generator Slab Design 12674 Gateway Drive South Tukwila, WA 98168 Client Sine Wave Energy, Inc. 1407 West Bernard Street, Suite D Addison, IL 60101 Mark Date Description 0 1n" 1" 2" Mold THIS SHEET PLOTS FULL SIZE AT 24x36 (INCHES) Project No. 2015.3709 Date July 10, 2015 Drawn JLB Checked BDW Scale As Noted Generator Slab Details Sheet Title Sheet No. S 5) 0 a