Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D18-0092 - RAINIER INDUSTRIES - CONCRETE PIT
RAINIER INDUSTRIES 6700 S GLACIER ST APN: 7888900080 EXPIRED 05/24/2021 D18-0092 Parcel No: Address: Project Name: 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.eov DEVELOPMENT PERMIT 7888900080 Permit Number: D18-0092 6700 S GLACIER ST RAINIER INDUSTRIES Issue Date: 4/23/2018 Permit Expires On: 10/20/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: C/O PROLOGIS - RE TAX 1800 WAZEE ST, DENVER, WA, 80202 IAN MAYTHER 18375 OLYMPIC AVE S , TUKWILA, WA, 98188 RAINIER INDUSTRIES LTD 18375 OLYMPIC AV S , TUKWILA, WA, 98188 RAI N I I L066QP RAINIER INDUSTRIES 18375 OLYMPIC AVE S , TUKWILA, WA, 98188 Phone: (425) 981-1220 Phone: (425) 251-1800 Expiration Date: 1/11/2019 DESCRIPTION OF WORK: INSTALLATION OF NEW CONCRETE PIT WITH SLAB ON GRAD FW EXISTING COMMERCIAL WAREHOUSE. Project Valuation: $62,500.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $2,006.81 Occupancy per IBC: F-1 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Ch annelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Volumes: Cut: 0 Fill: 0 Number: 0 Water Meter: No lePermit Center Authorized Signature: Date: q I hearby certify that I have read and examined this permit and know ttre 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 pernyx-an gree to the conditions attache this permit. Signature: Print Name: Dei -14 Date: -W18- by This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. � 1 \ 10: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 11: 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. 12: 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). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: 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. 15: 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. 16: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0201 FOOTING 0200 FOUNDATION WALL 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD r� CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. D1 D' 0010" Project No. Date Application Accepted: Date Application Expires: 0114> (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 6700 S. Glacier St Tenant Name: Rainier Industries King Co Assessor's Tax No.: 7888900080 Suite Number: New Tenant: PROPERTY OWNER Name: Ian Mayther Name: Prologis Inc City: Tukwila State: WA Zip: 98188 Address: 12720 Gateway Dr, Suite 110 Email: ianm@rainier.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Ian Mayther Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 981-1220 Fax: Email: ianm@rainier.com GENERAL CONTRACTOR INFORMATION Company Name: Rainier Industries Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 981-1220 Fax: Contr Reg No.: RAINIIL066QP Exp Date: 01/11/2019 Tukwila Business License No.: BUS -0100320 H:\Applications\Forms-Applications On Line\201 I ApplicationsU'ermit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: 1 m Yes ❑ ..No ARCHITECT OF RECORD Name: Company Name: Dibble Engineers Inc Company Name: Engineer Name: Robb Dibble Architect Name: City: Redmond State: WA Address: Phone: (425) 828-4200 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Company Name: Dibble Engineers Inc Address: I83? 17 i i PS ^ L f i S. Engineer Name: Robb Dibble Address: 1029 Market St City: Redmond State: WA Zip: 98033 Phone: (425) 828-4200 Fax: Email: Robb@DibbleEngineers.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: evkv4li tAii us,jI2: S Address: I83? 17 i i PS ^ L f i S. City: 17)1L1..1/4.)E..14 G State: k.)lq- Zip:9819b Page 1 of 4 f'\ `/ BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 62) s -co Describe the scope of work (please provide detailed information): T.vUSTA t -L4 D OF NEIN.) COv 1C'�"TE Pt -7 tAZTA vAS-OW - C12r4D� .4:14 EX at c.oinnwl laT141. toleir Ckt )6€ Existing Building Valuation: $ 2/S33 000 Will there be new rack storage? ❑ Yes ❑.. 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 D No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers X Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes 14 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Application 'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor Z21 coo F 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes D No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers X Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes 14 No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Application 'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 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 0 ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate O .. Highline 0... Valley View 0 .. Renton 0...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Subtted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way X 0 ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage El.. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 91 ❑ ...Permanent Water Meter Size... fl WO # ❑ ...Temporary Water Meter Size .. WO # O ...Water Only Meter Size fl WO # ❑ ...Sewer Main Extension Public ❑ Private 0 O ...Water Main Extension Public 0 Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: ❑ ...Sewage Treatment Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H: Applicatio,s\Forrts-Applications On Line \2011 Applicatiots\Pertnit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 3 of 4 f `1 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 OWNER OR AUTHORI ED AG . T: SignatureL — Print Name: Ian Mayther Mailing Address: 18375 Olympic Ave S H:WpplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 7,51$ -03 - Day Telephone: (425) 981-1220 Tukwila WA 98188 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,006.81 D18-0092 Address: 6700 S GLACIER ST Apn: 7888900080 $2,006.81 Credit Card Fee $58.45 Credit Card Fee R000.369.908.00.00 0.00 $58.45 DEVELOPMENT $1,891.19 PERMIT FEE R000.322.100.00.00 0.00 $1,143.45 PLAN CHECK FEE R000.345.830.00.00 0.00 $743.24 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $57.17 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14090 R000.322.900.04.00 0.00 $57.17 $2,006.81 Date Paid: Tuesday, March 27, 2018 Paid By: IAN MAYTHER Pay Method: CREDIT CARD 069221 Printed: Tuesday, March 27, 2018 12:15 PM 1 of 1 CPWSYSTEMS . J \.1 L.J \.1 h DEI DIBBLE ENGINEERS INC �rl r----- L_1 STRUCTURAL CALCULATIONS RAINIER INDUSTRIES PIT 6700 S Glacier St Tukwila, WA 98188 Prepared for Rainier Industries Project # 18-108 March 26, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 2 7 2310 PERMIT CENTER DIBBLE ENGINEERS !NCI 1029 Market Street, Kirkland WA 980331425.828.42001 dibbieengineers.com 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DEI DIBBLE ENGINEERS INC PROJECT NAME SHEET # — 12 AliQi C(4- It000&ratfs 9 -v1- PROJECT _PROJECT # DATE 1$- 1°4 SUBJECT 5-112 4GiTIN2-OvL- GA l.( i LA'ct J N S GI 3/tot, s BY jJMMA(L1 (v€fe,ir FUR 4 ArkL 3'-(" 061P (0 rC' AI- - (NA E -)G,‘ s -c, tAV. 64 Nr - 2.-144 - Q N S t s -c, n1 lr GoYrt A € a -c,1 1%, L. L.) --P. R �cE1aJs� . I N C IA)06-S C%at(7r� C�1� - rt, ( 6,•1/41 'r( 3 L. -A8 -OS 69.34 - e'l../ (S) FxTER taz, `)At,L- 1'/P. fkivo .41wAD 2V) esf (..t oriat.f. t.J �•t 1JJS(L) i, , vAwts (A'55 of tar)) (4I.I.00,m3kk. matt acA(14.ACA ,F2k.c,sJ ) -UQ Pd . PPr6. t /46 --wt_ Pis$ Psi-/,�- ►.A-TUAA pgEssu2ti = 3Sp/ UN1/rv*A 5k45,(Vtte, PRRC = 45H SuRc ,A2�f4 j'A C EALM-, PRF/SS -70 �5� eft v AR, o��rtCtr'�3tto�� DEI DIBBLE ENGINEERS INC PROJECT NAME tr00f5 917 PROJECT; 1 SUBJECT 6111-0GTOC4f}L- CAO, LLJt,A•"T-10 t- £ -otA - G oy OL i - `r ROQa5Gc,) \2" 1[An04-- s — G -1 1 gI.21m-c-bf1bm� As, prow = O -3I ',111- 7 .2W2 - 7n (2,f)1 N\ G u341kLU Q(zbl UI� U a.�s-r l/3-1ain uNAtiL - 3'-6a Mix SOIt, 12.7.4-14-WwcA 3 ,i y^^ V I LA-TV2k, -pm p 6.- { ; kAR'iblt 3`-6N 4- 1-0" aGi (1-k.65o grr- M, l" (3 Sp'M6t,5cp►) { 4- N SHEET # DATE -3/2Dlg BY a(,-�1 (2 b. 7�512',n /J . /\/ (ZX&Is (V - /, S6 /L -4- /4- = .F,/4-= / . O f k.. • PQ -Z- EE O RiskT 3f aNa.ws,s LSA , ItS" Lors3 ,,,)a -tom I c /2." waH , giz,Ft Al-TM-t4e9 SG7(2--fQ,AD,5F Prr 6414Q T,o� - FOOT\ 36- I24 c f 5 - 6 M € t�> 4544.. Q //roc, 0A) (I.' Mcf,L, Z'(," Tai) /yrs 10,4:N 1,,art-t_, Foy- %((.7 ie Sf� A -T4(,664) R�-�,aP�� C 0,0.Jt,a-no&N s c3 Y 17k/ft < r� Member Length (ft) Displayed Loads: LC 1, IBC Combo 16-1: 1.6H -.422k/ft DEI JCW 18-108 Rainier Industries Pit SK -1 Mar 20, 2018 at 11:31 AM Pit Ret Wall model.r3d J •-i ._1 IIRISA Company : DEI Designer : JCW Job Number : 18-108 Model Name : Rainier Industries Pit Mar 20, 2018 11:31 AM Checked By. Joint Coordinates and Temperatures Label X fft 1 N1 0 0 0 0 0 2 N2 0 3.5 0 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/ra d] Z Rot.[k-ft/radj 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction Member Distributed Loads (BLC 1: Earth Pressure) Member Label 1 M1 Direction Start Magnitude[ kj ... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%] X -.158 0 0 0 Member Distributed Loads (BLC 2: Seismic) 1 Member Label Direction Start Magnitude[k/ft(End Magnitude[k/f -.036 V v M1 X -.036 ... Start Location[ft,%1 End Location[ft,%1 0 0 Member Distributed Loads (BLC 3 : Surcharge) Member Label Direction Start Magnitude[k/ft,..!End Magnitude[k/f ... Start Location[ft,%1 End Location[ft,%1 1 M1 X -.07 V -.07 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravit y Joint Point DistributedArea(Me... Surface(... 1 Earth Pressure EPL 1 2 Seismic EPL 1 3 Surcharge EPL 1 Load Combinations Description So..PDeItaSR...BLCFac...BLC Fac..BLCFac..BLCFac..BLCFac_.BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 IBC Combo 16-1:.. Yes Y EPL 1.6 Joint Reactions LC Joint Label X Y 1 1 Ni 036 0 0 0 0 -1.555 2 1 Totals: 1.036 0 0 ` 3 1 COG (ft): - NC NC ) vjAx 144 -X- 1) ->e 0/14OM F,A r • RISA -3D Version 15.0.2 [J:\...\...\Calcs\Pit Ret Wall model.r3d] Page 1 a 1 l.1 r- 1 u r rte. DE1 DIBBLE ENGINEERS INC Project Name: Rainier Pit Sheet # Project #: 18-108 3/20/2018 Subject: Concrete Wali Flexure Check By: JCW DESIGN OF CONCRETE RECTANGULAR SECTION WITH TENSION REINFORCEMENT Per ACI 318-14 Member ID: Section 1 Design Parameters / Mu = 18.72 i[kip-in] (Calculated factored moment per RISA 3D) 4) = 0.9 s [Moment reduction factor per Table 21.2.1] M„ = 20.801 [kip -in] [Nominal flexure strength of section] b = 12 [in] [Width of compression face of member] d = 4 [in] [Distance from extreme fiber to centroid of longitudinal reinforcement (depth -cover- rebar diameter/2)] f,= 3000 [psi] [Compressive strength of conrete] (3, = 0.85 [Factor relating depth of equivalent rectangular compressive stress block to depth of neutral axis] fx = 60,000 [psi] [Specified yield strength for nonprestressed reinforcement] E,= 2.90E+07 [psi] [Modulus of elasticity of reinforcement and structural steel. excluding prestressing reinforcement] Design Parameters at Strain Limit of 0.005 for Tension -Controlled Sections fc (psi) 2,500 3,000 4,000 5,000 6,000 4,500 81 0.85 0.85 0.85 0.80 0.75 0.83 Rnt 569 683 911 1083 1232 1000 r 40 0.01693 0.02032 0.02709 0.03188 0.03586 0.02958 60 0.01129 0.01355 0.01806 0.02125 0.02391 0.01972 75 0.00903 0.01084 0.01445 0.01700 0.01913 0.01578 uu= 0.003 Et= 0.005 Ct= Eu/(€ +Ev)*d at= Ct= Pt= 0.375 81d 0.319 81fc*bd 0.319 Stfc/fy Bending = 108 Ibfinz R„ = M„/(b•d2) = 683 Ibfinz R„ < Rn, *Compression reinf. not required* P= 0.0018 p=0.851„If [i-(1-2•R„/(0.85•f‘))1'2] = 0.09 int A, = p•b'd 4/3*A,= 0.12 in2 wt= 0.319 131 Rpt= wt(1-0.59wt)fc [Please see attached for forumla derivations] Minimum Reinforcement As,„,„ = 0.16 in' AS,„,„ = MAX(3•(fc)nfx*b•d),(200•b•dff,)) (Per ACI 318-14 Section 9.6.1.2] As < As,„,„ *Use 113 greater than that required by analysis* A, = 0.12 int (1) #4 bar(s) Shear / v„ = 1.04 kips • [Calculated factored shear per (RISA 3D)] (1)= 0.75 [Shear reduction factor per Table 21.2.1] = 3.9 kips 04/2 = 2.0 kips (Per ACI 318-14 Section 9.6.3.1] •v,r2 > v„ Min. shear reinf. not required V„ < Add9 shear reinf. not required 0 legs of shear reinforcing A,,,,, = NIA int 0.01 (0) #4 stirrup(s) C �� 1 1 1 Earth Pressure Seismic Load I 1 1 J Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Rainier Industries Pit Job # : 16-333 Dsgnr: JCW Description.... Pit Retaining Wall This Wall in File: J:\2018 Projects\18-108 Rainier Ind - Conc Pit Engineering\Calcs\pit ret wall.RPX C Page : 1 Date: 20 MAR 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW -06057971 License To : DIBBLE ENGINEERS, INC Criteria Retained Height = 3.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads 1 Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Metllf- Active Heel Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 2(....1_1( psf/ft 110.00 pcf = 0.00 pcf = 0.400 = 12.00 in Lateral Load Applied to Stem I Surcharge Over Heel = 50.0 pp$� SLA 'Lateral Load NOT Used To Resist Sliding &vturning ...Height to Top Surcharge Over Toe = 50_0 6LJ ...Height to Bottom NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 200.0 lbs 0.0 in Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil densitr-- Design Summary Wall Stability Ratios Overturning = Slab Resists All Slidin Total Bearing Load ...resultant ecc. Load Type 70.0 #/ft _ = 0.00 ft = Earth H l'Se7v-ice Lev Wind on Exposed Stem = 0.0f (Service Level) Code: IBC 2015,ACI 318-14,ACI 530-13 ',W."' • •--M l Adjacent Footing Load Uniform Seismic Force = 36 0 ": 4031 Total Seismic Force = 162.000 [Stem Construction 1.10 Ratio < 1.5! 1,150 lbs 9.78 in Soil Pressure @ Toe = 998 psf Soil Pressure @ Heel = 0 psf Allowable = 1,500 psf Soil Pressure Less Than Allowable •J ACI Factored @ Toe = 1,398 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.9 psi Footing Shear @ Heel = 0.0 psi Allowable = 88.7 psi Sliding Calcs Lateral Sliding Force = 767.5 lbs 1 OK/. OK OK` OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftc Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level Shear Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data Bottom Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 ft = Stem OK 0.00 Concrete LRFD .114 # 4 12751Y - Center 0.432 lbs = lbs = 950.1 ft-#= ft-#= 1,462.6 = 3,387.6 psi = psi = 19.8 psi = 75.0 in2 = in = 4.00 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psf= 100.0 = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 Footing Dimensions & Strengths M 1 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Rainier Industries Pit Job # : 16-333 Dsgnr: JCW Description.... Pit Retaining Wall This Wall in File: J:\2018 Projects\18-108 Rainier Ind - Conc Pit Engineering\Calcs\pit ret wall.RPX Page : 2 Date: 20 MAR 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW -06057971 License To : DIBBLE ENGINEERS, INC Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0883 in2/ft 0.1177 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Toe Width Heel Width Total Footing Width Horizontal Reinforcing Min Stem T&S Reinf Area 0.672 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of :Two layers of : #4@ 12.50 int/ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results 0.67 . Factored Pressure 3.17 W ' Mu' : Upward S✓� Mu' : Downward 1..EMu: Design aj Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Thickness = 12.00 in Key Width Key Depth Key Distance from Toe 0.00 in = 0.00 in 0.00 ft fc = 3,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 60,000 psi 150.00 pcf = 0.0018 @ Btm.= 3.00 in JU ArcA" flu Toe Heel = 1,398 0 psf 2,789 0 ft-# = 813 0 ft-# 1,976 0 ft-# 8.87 0.00 psi 47.33 47.33 psi = #5@12.00in = #5@12.00in = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.82 in2 0.26 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in ,.. #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments Item Force lbs OVERTURNING Distance ft Moment ft-# Heel Active Pressure = 354.4 1.50 Surcharge over Heel = 54.7 2.25 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Sot = Seismic Earth Load Total 245.0 2.75 113.4 2.25 767.5 O.T.M. Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Force lbs RESISTING Distance ft Moment ft-# 531.6 Soil Over Heel 123.0 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load 673.8 Axial Dead Load on Stem = * Axial Live Load on Stem = 255.2 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ 1,583.5 = Footing Weighs 1.10 = (.1jFA•SM44ly Weight 1,150.0 lbs DK Vert. Component Earth @ Stem Transitions = If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 3.17 2.83 200.0 2.83 350.0 2.83 475.0 1.58 566.7 991.7 752.1 Total = 825.0 lbs R.M.= 1,743.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Rainier Industries Pit Job # : 16-333 Dsgnr: JCW Description.... Pit Retaining Wall This Wall in File: J:\2018 Projects\18-108 Rainier Ind - Conc Pit Engineering\Calcs\pit ret waII.RPX Page : 3 Date: 20 MAR 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW -06057971 License To : DIBBLE ENGINEERS, INC Tilt Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.031 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ti DEI DIBBLE ENGINEERS INC PROJECT NAME tkx(X) \(iS ()It PROJECT # ixts-fps SUBJECT Zr12--OCAVI2kU CALCOUAA1b P S Amba -vas ; SHEET # DATE 8Y C cI L)ot2S7' (Ai(z_ LvAgNiG. (v1 loo 4-)(112") ? Mtn'1 -}n V = Scio >14--1\A .3 214o4- 1/(2-40 (2-40 L-1113 IA/ e;iGMi €- A-c-rAc 1 S) R Paza FtS c Art- cx, Pcs-1) p `.5T rAl c -w (° ( *fr WH S 't t.O3 O G y 1 N 6PE-(17 J • EM6Q-90%c 91-4--rr ; 4 H ( 1/4.1,v 3q1,0,06, £M 0o(z0 04 rti'c! f{ L1 b0 (L R-Fo ) 41 VI 1 FY 'y /.4 1-11 = �5 i-6 �yS. Lt-ts L 32-5-11, E -y,,, T b - ©•� CLoO) 5') 0.c-01- ‘Pb M^ _ (`� �) ( 4, e 0 ;3! - 1 o l 4 - t. > gLibo 4f- 4 %6611 �01)0•0(366aap40 404N aj) = 10%00 #-ti , PD/25 ;n • 1 • J • J l- 1 . 1■■11`TI www.hilti.us Profis Anchor 2.7.5 Rainier Industries Pit Company: DEI Specifier: JCW Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 3/20/2018 Specifier's comments: Pit Guardrail Stanchion-Anchorase - Tension 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1/2 Effective embedment depth: het = 6.000 in. -„cam• Material: ASTM F 1554 Proof: Design method ACI 318-14 / CIP Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile / Base material: cracked concrete, 3000, fe' = 3000 psi; h = 24.000 in. Reinforcement: tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading [Ib, in.lb] Z Ommimmomas Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan . J 6_, , www.hilti.us Pimmiari Profis Anchor 2.7.5 Company: DEI Specifier: JCW Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 Rainier Industries Pit 3/20/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2800 0 0 0 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity 4> Na, [Ib] Utilization ON = N a/(1) Nn Status / Steel Strength* 2800 6177 46 4 OK Pullout Strength* 2800 7846 36 OK Concrete Breakout Strength** 2800 7213 39 OK Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N futa Nsa Nua Variables Ase.N [in.2] ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 futa [psi] 0.14 Calculations Nsa [lb] 8236 Results Nsa [lb] 8236 58000 3.2 Pullout Strength NPN = 1l1 cP NP Np = 8 Abrg f� NPN > Nua Variables c,p 1.000 Calculations Np [Ib] 11208 Results N. [Ib] 11208 steel 4, Nsa [lb] Nua [lb] 0.750 6177 2800 ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17.3.1.1 Abrg [in.2] 0.47 4 concrete 0.700 1.000 fc [psi] 3000 NPn [lb] Nua [lb] 7846 2800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us ( 1■IIIETI Profis Anchor 2.7.5 Company: DEI Page: Specifier: JCW Project: Address: Sub -Project I Pos. No.: —1 Phone I Fax: I Date: E -Mail: .-J J J J . _J 3 Rainier Industries Pit 3/20/2018 3.3 Concrete Breakout Strength Ncb _ (ANco) W ed,N W c,N W cp,N Nb Ncb'— Nua AN. see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 hef 1 ec,N =1+2eN) 51.0 3 her yf ed,N= 0.7 + 0.3 (Ca,min) 1.5hef W cp,N = MAXtCa—min 1.5hef1 51.0 �Cac ,ac J Nb=kc%a4fchies ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1,N [in.] ec2,N [in.] Ca,min [in.] 6.000 0.000 0.000 3.000 Cac [in.] kc A. a fc [psi] 24 1.000 3000 W c,N Calculations AN. [in.2] ANc0 [in•2l lf eci,N W ec2,N 216.00 324.00 1.000 1.000 Results Nth [Ib] A, concrete 4) Ncb [lb] Nua [Ib] 10304 0.700 7213 2800 1.000 ed,N 0.800 W cp,14 1.000 Nb [Ib] 19320 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • J J www.hilti.us Profis Anchor 2.7.5 Company: DEI Specifier: JCW Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 4 Rainier Industries Pit 3/20/2018 4 Shear Toad Load Vua [Ib] Capacity 4, V„ [Ib] Utilization Rv = Vua/4i Vn Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The c factor is increased for non -steel Design Strengths except Pullout Strength • J and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. ' • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • V.. J J _J 1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us C (L_ 1■■III�TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: DEI JCW Page: Project: Sub -Project I Pos. No.: Date: 5 Rainier Industries Pit 3/20/2018 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x 1 0.000 0.000 3.000 c+x c -y c+y Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 6.844 in. 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: DEI JCW Page: Project: Sub -Project I Pos. No.: Date: 1 Rainier Industries Pit 3/20/2018 Specifiers comments: Pit Guardrail Stanchion Anchorage - Shear 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Profile: Base material: Reinforcement: Geometry [in.] & Loading [Ib, in.lb] Heavy Hex Head ASTM F 1554 GR. 36 1/2 hef = 6.000 in. - AVK F 1554 Design method ACI 318-14 / CIP - (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3000 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar z 0 0 Immisminss Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • www.hilti.us a • J •. J ▪ J •_J •J • J e G!� Profis Anchor 2.7.5 Company: DEI Page: Specifier: JCW Project: Address: Sub -Project I Pos. No.: Phone I Fax: I Date: E -Mail: 2 Rainier Industries Pit 3/20/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2800 -2800 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity 4, N„ [Ib] Utilization ON = Nua/4 N„ Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan •_J •� •_J •� www.hilti.us Profis Anchor 2.7.5 Company: DEI Page: Specifier: JCW Project: Address: Sub -Project I Pos. No.: Phone I Fax: i Date: E -Mail: 3 Rainier Industries Pit 3/20/2018 4 Shear Toad Load Vua [Ib] Capacity 4, Vn [Ib] Utilization Rv = y„a/41) Vn Status/ Steel Strength* 2800 3212 88 V OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 2800 18232 16 OK Concrete edge failure in direction x-** 2800 3216 88 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = 0.6 Ase,v feta Vsteel > Vua Variables Ase,v [in.2 ] ACI 318-14 Eq. (17.5.1.2b) ACI 318-14 Table 17.3.1.1 futa [psi] 0.14 Calculations Vsa [Ib] 4942 Results Vsa [Ib] 4942 58000 4) steel (I) Vsa [Ib] Vua [Ib] 0.650 3212 2800 4.2 Pryout Strength 11 v.()- kcp L \ANco) W ed,N W c,N W cp,N NI] Vcp > Vua ANO see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 her 1 Wec,N= 1+2eN)<_1.0 3 he W ed,N = 0.7 + 0.3 \ Ca,min , 5 1.0 1.5hf W cp,N = MAXt/Ca,min 1.5hef < 1.0 �Cac ' Cac Nb = kc %. a 4Tc hef5 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp her [in.] ecl,N [in.] ecz,N [in.] Ca,min [in.] 2 6.000 0.000 0.000 5.000 W c,N Cac [in.] kc a a fc [psi] 1.000 24 1.000 3000 Calculations AN. [In 2] 252.00 Results Vee [Ib] 26046 ANco [in.2] W ecl,N W ec2,N W ed,N W cp,N Nb [Ib] 324.00 1.000 1.000 0.867 1.000 19320 41 concrete 0.700 Vcp [Ib] Vua [Ib] 18232 2800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan I -III -TI www.hilti.us Profis Anchor 2.7.5 4 Rainier Industries Pit Company: DEI Specifier: JCW Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 3/20/2018 4.3 Concrete edge failure in direction x- AVc Vcb = (AVco/ w ed,V kV c,V W h,V W parallel,V Vb Vcb > Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 di 41 ec,V 2ey 1.0 3cat wed,v=0.7+0.3(15cat)51.0 _ /1' n,v hahaal > 1.0 \0.2 iv fa) = (7 (� ) 'i � ) x a Vic cal a Variables cai [in.] 5.000 cat [in.] ecv [in.] ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) w c,V ha [In.] 0.000 1.000 le [in.] X a da [in.] fc [psi] 4.000 1.000 0.500 3000 24.000 parallel,V 1.000 Calculations Avc [in.2] Avco [in•2] w ec,v w ed,V w h,V Vb [Ib] 112.50 112.50 1.000 1.000 1.000 4594 Results Vcb [lb] 4) concrete 4) Vcb [lb] Vua [Ib] 4594 0.700 3216 2800 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • , J . ♦ A • r l_J J 1 www.hilti.us G r�1 1•1116T1 Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: DEI JCW Page: Project: Sub -Project I Pos. No.: Date: 5 Rainier Industries Pit 3/20/2018 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: - Cleaning: No cleaning of the drilled hole is required Coordinates Anchor in. Anchor x 1 0.000 0.000 5.000 C+x c -y CAI Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1/2 Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 6.844 in. 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11/1/2019 City of Tukwila Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0092 RAINIER INDUSTRIES 6700 S GLACIER ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/29/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/29/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0092 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 25, 2019 Ian Mayther 18375 Olympic Ave S Tukwila, WA 98188 RE: Request for Extension #2 Permit Number D18-0092 Dear Mr. Mayther, This letter is in response to your written request for an extension to Permit D 18-0092. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through December 29, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, r f Bill Rambo Permit Technician File: Permit No. D18-0092 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov I Kandace Nichols From: Ian Mayther <ianm@rainier.com> Sent: Tuesday, June 25, 2019 10:17 AM To: Kandace Nichols Subject: D18-0092 - Development Permit Kandace, I believe that I have completed all of the portions of this permit that are in my scope. However, I am not confident that I can get both the special inspector and the building inspector into to review everything before this permit expires. Would it be possible to get an extension, I am trying to get the special inspector in next week to review everything and sign off on his portion. Thanks, Ian Mayther Engineering Department Rainier Industries P: 425.981.1220 CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Request for Extension # Current Expiration Date: (p ` z I --)61 Extension Request: Approved for Denied (provide explanation) 1 days Signature.. nitials ,c6 5/2/2019 f -N City of Tukwila Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0092 RAINIER INDUSTRIES 6700 S GLACIER ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/29/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/29/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, GZw .,.rj LQk ) ndace Nichols Permit Technician File No: D18-0092 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director November 19, 2018 Ian Mayther Rainier Industries 183756 Olympic Ave S Tukwila, WA 98188 RE: Request for Extension #1 Permit Number D18-0092 Dear Mr. Mayther, This letter is in response to your written request for an extension to Permit D 18-0092. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 29, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D18-0092 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Ian Mayther <ianm@rainier.com> Sent: Friday, November 9, 2018 7:48 AM To: Bill Rambo Subject: Permit - D18-0092 Good Morning Bill, I received notice that a permit I have is going to expire. We are final product traveling, once that is complete we will install the handrails and along with final inspections for welding and building. I would like to request the 180 day extension. Thank you, Ian Mayther Engineering Department Rainier Industries P: 425.981.1220 RECEIVED CITY OF TU K `ILA NOV 0 9 2010 PERMIT CENTER CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Request for Extension # Current E:'piration Date: 1 • Extension • request: Appro,> .1 for i_iL(i days IDenieo'.)rovide cxplanaLion) Signature/Initials 1 11/1/2018 r 1 City of Tukwila Department of Community Development ES IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0092 RAINIER INDUSTRIES 6700 S GLACIER ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/29/2018. 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 12/29/2018, 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: D18-0092 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 April 04, 2018 ! \ City of Tukwila Department of Community Development IAN MAYTHER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0092 RAINIER INDUSTRIES - 6700 S GLACIER ST Dear IAN MAYTHER, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of24x36; all sheets shall be the same size. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please provide the necessary special inspections for the project. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. 6?ff .Snvthcontnr Rnulovnrd .Cnito #11)11 • Tn rwiln Wnchincrtn» OR IRR • Phnno 211A1,411_ 2!7/1 • Fnv 71M4 21_ 1AX c Sincerely, Permit Technician lit Ilicri44() Rachelle Ripley File No. D18-0092 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r� P8RMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0092 DATE: 04/10/18 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 6700 GLACIER ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: kTtcL\vt8 Building Division le Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/12/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/10/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) [)c Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0092 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 6700 S GLACIER ST X Original Plan Submittal Response to Correction Letter # DATE: 03/27/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: o19i0041 Building Divisio 1 Public Works *Iir PQM Na Fire Prevention Structural tanning Division glY 11106 Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/27/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/24/18 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 144. 11,5 Departments issued corrections: BldgLEI Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 r City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: y/RD/ Z...0 isa Plan Check/Permit Number: D18-0092 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: RAINIER INDUSTRIES Project Address: 6700 S GLACIER ST Contact Person: L44r Q 14414-Y114a1 . Phone Number: r -,8 ) — 740 Summary of Revision: Alyn- mike oF 6t T-744, -r LlA16FC CrOi(z, N%S (n14 1. RECEIVFD CITY OF TUKWILA APR 10 2018 PERMIT CENTER Sheet Number(s): F "Cloud" or highlight all areas of revision including e of revisin Received at the City of Tukwila Permit Center by: ▪ Entered in TRAKiT on } • (6-1 8 H:\Saved Docs\Revision Submittal Form.doc Revised: August 2015 RAINIER INDUSTRIES LTD r home Espanol Contact. Safety & Health Claims & Insurance 0 Washington State Department of Labor & industries Page 1 of 3 Search L&I A -Z index help My L&1 .�.� J Workplace Rights Trades & Licensing RAINIER INDUSTRIES LTD Owner or tradesperson Principals CAMPBELL, SCOTT CURTICE, PRESIDENT CAMPBELL, KAREN LYNN, VICE PRESIDENT SCHOONMAKER, GEORGE W (End: 01/01/1980) SCHOONMAKER, GEORGE W, AGENT (End: 01/01/1980) Doing business as RAINIER INDUSTRIES LTD WA UBI No. 600 523 816 18375 OLYMPIC AVE S TUKWILA, WA 98188 425-251-1800 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties Awnings, Canopies, Patio Covers, Exterior Screens License no. RAINIIL066QP Effective — expiration 11/17/1994— 01/11/2019 Bond CBIC Bond account no. LB6600 $6,000.00 Received by L&I Effective date 09/16/2002 10/01/2002 Expiration date Until Canceled Insurance Phoenix Insurance Company, The $1,000,000.00 Policy no. 6300532991 Received by L&I Effective date 12/22/2017 12/31/2016 Expiration date 12/31/2018 Insurance history Savings Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600523 816&LIC=RAINIIL066QP&SAW= 4/23/2018 5 6 7 8 9 10 11 12 13 14 15 16 17 REVISION HISTORY BY DATE APPR PROPERTY LINE • PROPERTY LINE 101 ONIN JVd Existing Driveway Olympic Avenue S L PARKING LOT • P:\R ytD\Tukwila\Glacier Building\Ol - Automation (BB)1Svstem Drawings\Rainier - SprayProcessinq - Rev116.dwg PROPERTY LINE Olympic Ave S PARKING LOT Driveway Loading Dock Aosten C1 Existing Sidewalk 6700 S. GLACIER ST TUKWILA, WA 98188 PARCEL #7888900060 IBC OCCUPANCY CLASS: F FACTORY SQ FT: 22.000 OFFICE SPACES Existing Fenced Area Plan View® Scale: 32" = • PRODUCTION FLOOR PROPERTY LINE • • HANDRAIL SAW CUT LINE CONCRETE WALL OUTLINE OF PIT CATCH BASIN WITH SUMP 17 TRENCH DRAIN DOOR TO BE PERMENTLY CLOSED 3'4' STAIRS EACH END a OPTION 01: POURED STAIRS a OPTION12: METAL STNRS(BOLT IN) Pit Detail Scale: 76" =1-0" FUNCTION: TO PERMIT NEW CONCRETE SLAB IN FLOOR ORIGINAL DESIGN CONCEPTS ARE PROTECTED UNDER FEDERAL COPYRIGHT LAWS AND ARE TEH PROPERTY OF RAINIER INDUSTRIES, LTD. ANY REPRODUCTION OF THIS DESING CONCEPTS WITHOUT WRITTEN CONSENT IS EXPRESSLY FORBIDDEN. SCOPE OF WORK: CONSTRUCTION AND INSTALLATION OF NEW CONCRETE SLAB IN MANUFACTURING FLOOR PAGES P1.00 & P2.00 / PLAN VIEW AND PIT SECTION AND DETAILS a THE PIT ON THESE PAGES ARE PROPOSED FOR THIS PERMIT REV DESCRIPTION A PIT DWG IRM 2/262018 8 ENG. REDLINES IRM 312112018 PERMIT CORRECTIONS (D18-0092) IRM 4/612018 STRUCTURAL NOTES GENERAL REQUIREMENTS BUILDING CODE & REFERENCE STANDARDS. The "International Building Code" (IBC). 2015 Edition, as adopted and modified by the City of Tukwila, gowns the design and eonstnxdon of this project. Reference to a specific section In the Code does not relieve the contractor from compliance with the entire materials reference standards noted below. The latest editianaf tre nattier* rebronCe standards shall be used. SCOPE OF STRUCTURAL WORK: Structural design for a new comets pit wflh slebymyrade in en existing commercial warehouse. STRUCTURAL DETAILS: The sWqural drawings are intended to snow the general therapy and extent ol the project and are not intended to show all details of the work. CONTRAr1OR RESPONSIBILITIES: The contractor 19 responsible for the means end methods of construction and all lob -related safety standards such as OSHA and WISHA. Thaconvacar a responsible lathe strength and stability of the structure during consmetiOn and shall provide temporary shoring, bracing and other aNments required to maintain stability until the structure is completed. It is me contractor's responsibility to be familiar with the work required in the construction documents end the Nyuiremens for executing N properly. DISCREPANCIES: In case of discrepancies between trine general metes, me contract drawings and spectcahans. and/or reference standards the FOR shall determine which chat govern. Discrepancies shall be brought to the attention of the FOR before proceeding with the work. Accordingly. any conflict in or between the Contract Documents shell not bee basis tor adjustment In the Contract Price. SITE VERIFICATION: The todmetol shall verily all dimensions end conditions at the ate ptrr to fabricationa�lar conRlNCaon. Casks between the drawings and actual sue conditions shall be bmdghl tothen attentionoftin EOR before pomading wet the watt Al underground utilities shell be determined by the Contractor NW to excavation or drilling. ADJACENT UTILITIES: The contractor shall determine to bcadms of ell adjacent underground uiaes prior to excavation. Any utility information shown on the drawings and details is eprodmde end not rnewsanly complete. DESIGN CRITERIA CONSTRUCTOR LOADS: Loads on the structure during commission snail not exceed the design loads or the capacity of the pertelly completed construction. cave LOADS: Storage Warehouse Balcony Relhg & Guardrab (Commercial) DESIGN SOIL VALUES: (Assumed in Design) Allowable Solt Bearing Pressure Retaining Walls Passive Lateral Pressure Active Lateral Pressure (unrestrained) Umbra Seismic 250 PSF 50 PLF OR 200" (TOP RAIL) 1500 PSF + LL 200 P6F/FT 35 PSFIFT BR r REvisnris ____.... _ ..... No chances sh-in )a.- I Ti: fc•. !;" F. Fe:' a:c=,a will r..:.. and may include eddluonal plan rer,cty fr; SUBMITTALS PEFERRED SUBMITTALS: Per IBC Section 107.3.4.1. drawings. calculations. and product data for the design and fabricates of ilerns that are designed -by -others shall bear the soap and signature of the Washington Stator Registered Professional Engineer (SSE) Who N responsible for the deepen end shall be submitted to the Anih tecVEOR and the building department for review prior to fabrication. Mow one week for EOR review lime. The SSE shad submit stamped and sired calculations and shop drawings to the EOR kr review. Review of the SSEs shoo drawings Is for general compliance Moth design Criteria end compaedlity with the design of the primary stncblre and does not relieve the SSE of reapanelbiey for that design. All necessary brackg, ties. anchorage. and proprietary products that be %meshed and inslSled per manufacturer's Instructions or the $SEs design drawings and cacSatona. Submitted drawings shag Indicate all macaw forces Imparted to the primary structure. The design of the connection to the primary structure is the responsibility of the suppler and 55E. Submitted caloulabms are for cursory review only and will generally not be returned. Deferred submittals include but are not limited to the following: Handrails& Guardrails NONSTRUCTURAL COMPONENTS'. Design, detailing and anchorage of all rmewuduml mmpnenta shah to in accordance with ASCE 7-10. Chapter 13 and the project specifications. Nonstructural eomppmente desgned by others shell not elduce torsional lowing Intro supposing steel structural members without edd4anal bracing of Uoso members to eliminate torsional forces. Toregnol bracing anal bo designed by the nonstructural component designer and approved by the EOR. Anchorage to the primary structure Is per the bidderdosign contactor or %MON . CAST -IN -PLACE CONCRETE & REINFORCEMENT REFERENCE STANDARDS. Conforms to the atest editions of the following: (1) ACI 318Tuareg Code Requirements for Sbuctural Concrete and Commentary. (2) IBC Chapter 19. FIELD REFERENCE: The contractor shall keep a copy of ACI Flats Reference manual, SP-1S. 'Standard Specifications for Stredure! Concrete (ACI 301) with Selected ACI and ASTM References.' CONCRETE MIXTURES: Conform to ACI 318 Chapter IS 'Concrete: Design and Duraduly Requirements' MATERWS: Conlon to AC1318 ampere 19 S 20. SVBMITTALS: Provide at submittals required by ACI 301 Sec4.1.2. Submit mix designs for each mix in the table below. TABLE OF MIX DESIGN REQUIREMENTS Member strength Teal Age Maximum ExpoaureMax TVParLacalion Iwi) (days) Aggregate CassWcaton W/C Ratio Fotadatina 3500 28 1' Ft, CO 0A5 Interior Slapygn-Gade 3000 28 1' FQ CO 0.45 p�aE:.:"ic::j I L.1entrf::::n3 (Dot 2S Piping eft] of Tui:;c.;:a(� le' 1 r: i'1(f:E o; 1 H I MIX DESIGN NOTES: (1) W/C Retio: Water-cemenihalis martial ratio shall be based on the total weight of ce entitbw mafenab. Ratios not shown in the fable above are controlled by strength requiremenb. (2) Cenwielins Content e. The use ol fly an. other pozzdns. Shea Currie. or slag shell conform to ACI 301 Set 4.2.2 gb. Maximum amount of fly ash shall be 211% of total cementidous content unless revered and approved olendse by EOR. (1) Air Conant: Conform to ACI 301 Sec 4,2.24. Horizontal exterior surfaces in contact with the soil require entrainedak. Use Exposure Category FO, SO, WO, and CO unless noted otherwise. Tderana ls•/-l.5%. Alr talent shall be measured al point of placement. (2) Exposure Classification: The mix design provided Nall meet the requirements ofACI 318 Chapter 19, based on to exposure classification Indicated In the table above. (3) Skimp: Unless otherwise specified or penitled concrete shau here et the point of delivery, a skimp old' ria1'. For eddbonal oNeda. reference ACI 301 See 4.2.22. FORMWORK Conform to ACI 301 Sec 2'Formwork and Form AP:estates." Removal of Form shall contain to Sec 2.3.2 except smngth indicated In Sec 2.3.2.5 ahel be 0.75 It. MEASURING, MIXING_ANDDELIVERY: Contain b ACI 301 Sec 4.3. HANDLING PLACING CONSTRUCTING AND CURING: ecotone to ACI 301 Sec 5 CONCRETE SEALER: Concrete Nana seder containing 40% solids alai be spoked b all Supported slab sudaces and extended up vertical sudaces 24 Inches. CONSTRUCTION JOINTS: Carlene b ACI 301 Sec 2.2.2.6 5.1.2.3a, 5.2.2.1, and 5.3.2.6. Constmcdm piny shall be located and detailed as on me commotion drawings. Use or an acceptable adhesive, Surface retarder, Portend cement grout, or roughening the surface Is not required unless specifically noted an the drawings. Where shear hood is required. roughen surfaces to 1/4' amp1tde. EMBEDDED ITEMS' Posdn and secure in pace expansion pint natant, anchors and ornerstuctural end non-6hpwtaal embedded tern before placing cravat. Contractor shall roper to mechanicalelewical, plumbing. and architectural drawings and coordinate ell other embedded Nees REFERENCE STANDARDS: Conform to: (1) ACI 301'Standard 5pecifolios for Structural Cmoe1e.'5ec 3- Reinforcement. and Reinforcement Supports." (2) IBC Chapter lg. Concrete. (3) ACI 318 and ACI 318R. (4) ACI SP-66 'ACI Deaeing Manual• including ACI 315 'Details end Detailing of Concrete Reinforcement' (6) CAS( MSP-2 "Mental of standard Predict' FILE COPY Permit No. t18_ 6092 mowingplacement of reinforcement and reinlomment eufporre VleW 9^�rra�'ii is subject to errorsand Dw::4.ei!6n$. SlIBM1TTAL�: Conform ro ACI 301 Sec 3.1.1 'submittals, dace, end drawings Submit Placket drmrirye a fabrication dimensions and kcaOws b MATERIALS: Rehfadng Bars Bar Suppdrts Tie %re ASTM A515. Grade 60, defamed bar. CRSI MSP-2, Chapter 3ter Supports' 16.5 page or heavier, black annealed. FABRICATION: Conform to ACI 301, Sec 3.2.2 -Febdcatn' and ACI SP46 'ACI Debiting Manuel' WELDING: Bare shell not be welded unless authorized. PLACINQ: Conform to AG 301. Sec 3.3.2 'Pavement' Piecing tolerances shin confonrn to Sec 3.3.2.1 'Tolerances' CONCRETE COVER: Conlerm to the tollowkg corer requirements Son ACI 301. Tribe 33.2.3. Concrete oast against earth 3' Concrelo exposed 10 earth or weather (t5 & smeller) 1-1R' Concrete exposed 10 earth Or weather (96 & larger) 2" Approval of cris;r,)ctlion documents does not E_1_l:D:ize t o violation L:.::y cu33tad coda or ordinance. ttsocir t of approved hold d con ilions acknowledged: Date: 2o18 - Oy " Z3 City of Tukwila SPLICES & DEVELOPMENT LENGTH: Canon to ACI 301, Sec 3.3.2.7. Refer b lap Seto bevalopmentSdhedle On plans for typical spices. Lap all continuous reinforcement and comer bars per Schedule. The spaces B or�nDl WI sheets control oven the schedule. Use Gus B splices unless otherwise noted. Mechnicaa' coonedione nay be used wtren approved byte EOR. FIELD BENDING: (4!Mnn to ACI 301 Sec 3.3.2.8. 'Feld Bending or Straightening.' Sr sees#3 through l4 may be add bent cod the fist lime. Other bars require preheating. Do not twist ben. CORNERS BARS: Provide mebNngNzed 1' comer bars for et horizontal wall and MMdvg bets with the appopMle ap('ce length, UNO. ANCHORS POST -INSTALLED ANCHORS: Pro'nde poM4nsalled anchors es specified in these drawings. Use of dentate produce. or of post -installed anchors at locations not blown in these drawings. is subject to the approval of the NdhitecVEOR. Submit proposed anchors to the ArdltectEOR with an ICC-ESRIWPMOER repot valid for the 20151BC or muNcipally where the bulling is to be constructed. Submitted ICCMPMO repoh shall demonstrate mat the anchors are suitable for use in decked concrete. Use enylic anchors of equivalent strength when haw rumens' Ida below 40F,install anchors in sfddeccardence to ICGESR/IAPIAO-ER report end mmenufadurera instructions Where anchors rebel seismic ioa0a, submr,kled ICC.ESRNAPMO.ER reports shall demonstrate that the anchors are suitable la me resistance of seismic loads. WELDED HEADED STUDS (WHS): AM headed concrete anchors used with embed pates end shell be 1Q' dammeM x 6' lag unless noted otherwise on drawings. Nominal stud lengths shall be ea shown on drewkg. Headed stes etude !inch be welded h accordance welt AWS DI .1 Chapter 7'Stud Welding.' TESTS & INSPECTIONS INSPECTIONS: AJI construction Is subject lo inspection by the Building Official In accordance with IBC Sec 110. The contractor shall coordvate ell required inspections s with the Building O81daL Submit cosies of al Inspection reports 10 the AlchiactlEOR for review. The Building Official may accept inspection of and reports by approved inspection agencies in lieu of mlldng Officers inspections. The contractor shell obtain approval ol Building Official to usa the tiirdyaM inspection agency and Contractor shell alert the Archltac/EOR as such. SPECIAL INSPECTIONS: In addition tome inspections required by IBC Sec 110. a Special Irwpedor shall be hired by the Owner as an independent third -party inspector to perform the special inspections par NC Ch. 17. Special bepaceons shall be perlormed by an approved testing agency ea oWhed in the Special Inspection Schedule, the contact documents. ardbr the project specification. Special Inspedons shall meet the relevant requirements as outlined In the pedlb materials sections of 18C Sec 1706. The contractor is responsible for scheduling the inspections per the dty/Building 011kial requiramena. CONCRETE: Periodic inspection of reinforcing steel and east-h-pipe endues Periodic vorifcalbn of the use of the required design mu. Continuous Inspection during the plating of reinforced cones. SPECIAL INSPECTOR: Otto Rosenau & Associates, Inc 6747 Madn Luther King Jr. Way Seattle, WA 96118 26.725.4603 PREFABRICATED CONSTRUCTION: M pefebncated construction shall conform to inipedon regarenventa o/ the same material or conssictn type used for this project. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 S p City of Tukwila I BUILDU9DMSYOt RECEIVED CITY OF TUKWILA far L: PERMIT CENTER t fie o o x=:1r4• .zc=t tnlr ANaES=31° vik8 SHEET INDEX PAGE SHEET DESCRIPTION DEPARTMENT P1 PLAN VIEW P2 SECTION VIEWS PIT LAYOUT RAINIER INDUSTRIES PLAN VIEW tunH RAINIER INDUSTRIES LTD 111232 P1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 OUTLINE OF WASH BOOTH ASSEMBLY ISY OTHERS) REVISION HISTORY REV DESCRIPTION BY DATE APPR A PIT DWG IRM 2/262018 ENG. REDLINES IRM 32112018 EXISTING EXTERIOR WALL FACTORY FLOOR 4" EMBED HAMMER SET DOWEL 84 REBAR INTO EXISTING WALL 1? 0.C. EXISTING GRADE rrr : • r� t."-•.1 EXISTING FOOTING 48" TRENCH DRAIN P:\RfD\Tukwila\Glacier Building \01 - Automation (BB)\SYstem Drawings\Rainier - Spray Processing - Rev11.4.dwq 6 4' 1 18' 4 El-1 1=�L �-~1 1 1I 1= III—� I II —III_� • II-1 I• __I ,.. :. III1 11 I III1 1-111IIIII-1-ITII-III�I -III1II-IIIIl�IIl-IIIIIIIIIIIL�IIIII—I— II—T—III— II—Il II —II -II Ls CATHC BASIN — 181 X18"X18. (SEE PLAN VIEW) NEW 12' CONCRETE SLAB ON -GRADE IS@12'O.C. EACH WAY, MID -DEPTH 12' Section View O Scale: 'i"=1'-0" SUB GRADE, VAPOR BARRIER GUARD (BY OTHERS) 4' EMBED SAW CUT EXISTING SLAB HAMMERSET DOWEL 84 REBAR TO EXISTING SLAB 12' 0.C. P CONCRETE WALL WIF4ir O.C. EACH WAY CENTERED U((S('r MAx, err-) 43 1 r,. 60.0.10v tom i 1,'1 MJ . Okla" (T r' 14P1A C.UAKI) 51AtwAA,ohS ('st 1,llt t.Y., '(-)�6Au•1N( (i AA1 Handrail Base Detail Scale: NTS LAP SPLICE & DEVELOPMENT SCHEDULE BAR SIB DEVELOPMENT LENGTH, Ld CLASS B SPLICE, Ls Ldh STANDARD TOP (S1 STANDARD TOP 1ST ft a 3000 psi 7 3500 pat 11 1 / 22 23 29 9 /4 15 22 28 29 36 29 37 3R 4/ It 14 16 17 33 48 13 63 13 63 56 82 17 20 Pi 55 72 72 91 22 19 110 62 70 81 91 RI 91 106 119 25 28 111 78 101 102 132 31 TYP. LAP SPLICE & DEVELOPMENT LENGTH® SCHEDULE Scale: NTS t CONTROL JOINT 113110111111 01j• F119"JED AMR, (SEE ICIE?A 44O0IIACITh GRAVEL mi 31113I 1EE FFEPM0113M E11.1N'ORO ER 0311P0B1TINTM1W St ORC{HMCIED MIUCTUR41.ELL ICES 1. IEFBEICE PLAN FOR SAS TMICBE6Q NatIESjAMMEMOICNG. 1. COMM J011131DBE SPICED BETWEEN 21 N011 FEET ONCODER. EACH MY. MESS M11wOn19iW®E RATIO Or Lan30E TDMORTMD( OF NANLFMTJOM1Y91MLL 1113050310 1:123. 1 USE SOFIMSAIFASSOON AS POSHE 11I1FDIWTCAUSING RMELBIGOF COMCFETE FDDES. SMBgRAIOMO SHOW DIRECTION OF PQRRBt3E. Slab -On -Grade Detail© Scale: NTS SINGLE MAT DOUBLE MAT MEI 1 1E1MERSZE aREB F011010PHl0.AN TYP. CONCRETE MEMBER INTERSECTION Scale: NTS ALL RENF EWT COI. TES & BM STIRRUPS D=M FDROTIWO D•YFCR O. Ma 11 STRRUP e CROSS TIE • / NNE db WpWi1aR D=liEIDOWETIR STIRRUP OR TE 81 D 18:, I D11 (MOSS TIE BEAM STRWJPS a COLUMN TIES D=4mPOUQ4&S D•S, f/la TYP Rebar Bend Schedule© Scale: NTS REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2018 City of Tukwila BUILDING DIVISION X. t114' XX=i ANGLES = t 1 ° PIT LAYOUT MOD 1r— REC=1vE::) CITY. OF TUKWiL/'•. PERMIT CENTER 3/26/Zol'2 RAINIER INDUSTRIES PIT SECTION VIEW RAINIER INDUSTRIES LTD'.,__.-- 111232 P2