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HomeMy WebLinkAbout19406 68TH DRIVE NE_BLD2290_2026 -. 1- N 0E-T)w-r 1 TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL O CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: ' 2-- L-7) TLOT#: DATE: JOBADDRESS: 1 1'jo(P Le�012111 TYPE OF INSPECTION: ,l tiJ J ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON i i NOTICE A-o fbv- T f�I TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED _ I PERMIT#: zm(-�> I LOT#: DATE: JOB ADDRESS: ,0, U(,, TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE /PIBUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON 1 i' I NOTICE 'I-fit TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: LOT#: DATE: JOB ADDRESS: 161 I 10,0I{ 11 f TYPE OF INSPECTION: V, -i low.) V, ►__C ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. Cl STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR �O DATE 9 113U1LDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON i i i Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Eugene Office (541)345-0289 Carlson Testing, Inc. Salem Office (503)589-1252 Tigard Office (503)684-3460 Daily Report of Structural Steel Client. WESTERN FOREST PRODUCTS - DAVE GARCIA Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS CTI Job#: S1909439. Address: 19406 68TH DR NE ARLINGTON WASHINGTON Jurisdiction: X CTI representative B. PARRISH OBOA 771/ICC 5303260 was on site this date Jan. 10, 2019 to perform Special Inspection for: Permit 2290 DFS#(s) PO Number: 79135 SCOPE OF INSPECTION Location of steel inspection[to include grid lines,elevations 1. Checked in with superintendent,client or shop rep. (floors)and drawing details]: Name: JASON P CTI REPRESENTATIVE ON SITE FOR A VISUAL Company: WCIS INSPECTION OF FILLETS AND FLARE BEVEL WELDS PER WPS HSS A-500 GR. B COLUMNS WITH SHEAR CLIPS, 2. Inspection was"IBC" x❑ Continuous ❑ Periodic BASE PLATES AND ANGLE WELDED. 3/16" DIAMOND PLATE 3.Work performed: ❑ In the field ❑x At fab shop WITH 211 X 211 X 1/8" HSS WELDED. FILLER METAL WAS CIS FCAW E71T-1 WITH CO2 GAS. CVN 20'LBS AT -20OF CONFORMING AND COMPLETED ITEMS ARE 115D, 115A, 4. If shop inspection do they have fabrication and QC 115E, 115H, 115F, 115A, 115C, 115G, 115M (4) , procedures? 0 Yes No N/A 115AN, 115AO (3), 115AM, 115R (2)M 115Q (2) , 115N (5) , AND (35) FLOOR PANELS. INSPECTION Yes NoN/A THIS WELDING CONFORMS TO AWS D1.1, D1.3 AND AISC 1.Reviewed previous inspection reports? X STANDARDS TO THE BEST OF MY KNOWLEDGE 2.Verified steel materials are in compliance by reviewing random samples of the mill test reports,steel ID X markings or other documentation. 3.Verified weld filler materials conform. X 4. Checked steel members to see they were fabricated and erected in accordance with the workmanship and X tolerances required. 5. Checked welded studs and structural connections were REPORT SUMMARY installed as required. X 6. Verified high strength bolts and fasteners conform. X 1.Work inspected was: ❑X Completed ❑ In progress 7.Verified the quality of welds produced by welders, 2. Completed work inspected was in comp ltance with welding operators,and tackers conform. x p p p 8.Verified steel frame joint details for bracing,stiffening, Approved plans and specifications ❑ Shop drawings member locations,and application of joint details at each X RFI EJ Design change EJ Submittal N/A connection are in compliance by random sampling. Document#(s) S2.5 -S2.9 Dated: 11/19/2018 WELDER INFORMATION Welders Name: SEE NOTES 3.Noncompliance item(s)were noted this date,details on Certification#: following page(s). Yes No 0 N/A 4.Noncompliance item(s)were reinspected this date,details Yes No N/A on following page(s). El Yes No Fxj N/A 1. Verified the contractor's Welding Procedure Specifications are in conformance with x Conform Remain in progress AWS requirements. 2. Verified the essential variables outlined in the Report(s)findings were discussed and left with Welding Procedure Specifications were X JASON P employed during execution of the work. Of wcls 3. Verified the weldability of reinforcing steel Based on the Code,appro�itSPQP`VM Oom the Building Official before the other than ASTM A706. X SPECIAL INSPECTED items noted above can be covered.Carlson Testing has no authority to direC}, Rk jf TnhAgtws or subcontractors. ❑ See additional report page(s). ❑ Distribute attachments. Jf�f�l eG LU ff Page 1 of 2 Daily Report of Structural Steel For: 01/10/2019 CTI Job#: S1909439. Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced,except in fi without prior authorization from this office. Under all circumstances,the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared.No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter,please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING,INC. Kurtis Parkin Reviewed By: Project Manager Project Manager Review Date: 01/17/2019 BP/MK WESTERN FOREST PRODUCTS - DAVE GARCIA DGARCIA@WESTERNFOREST.COM TO: CITY OF ARLINGTON - KEVIN OLANDER PILLAR CONSULTING GROUP - JOE MCCORMICK JOE@PILLAR-INC.COM WEST COAST INDUSTRIAL SYSTEMS - JASON POINTER JASONP@WESTCOASTINDUSTRIAL.COM 4060 HUDSON AVE NE,SALEM OR Page 2 of 2 Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Eugene Office (541)345-0289 Carlson Testing, Inc. Salem Office (503)589-1252 Tigard Office (503)684-3460 Daily Report of Structural Steel Client: WESTERN FOREST PRODUCTS - DAVE GARCIA _ Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS CTI Job#: S1909439. Address: 19406 68TH DR NE ARLINGTON WASHINGTON Jurisdiction: X CTI representative B. PARRISH OBOA 771/ICC 5303260 was on site this date Jan. 08, 2019 to perform Special Inspection for: Permit 2290 DFS#(s) PO Number: 79135 SCOPE OF INSPECTION Location of steel inspection[to include grid lines,elevations 1. Checked in with superintendent,client or shop rep. (floors)and drawing details]: Name: JASON P CTI REPRESENTATIVE ON SITE TO REVIEW WELD Company: WCIS PROCEDURES, FILLER METAL, SPECIAL INSPECTION REQUIRED AND REVIEW PLANS. ALSO VISUALLY VERIFIED 2. Inspection was"IBC" 0 Continuous ❑ Periodic FIT-UP OF STRUCTURAL JOINTS. ON COLUMNS (HSS) AND 3.Work performed: Elln the field E] At fab shop WIDE FLANGE BEAMS. WCIS CONTRACTOR TO PERFORM WELDING OF FILLETS, THEN CALL FOR INSPECTION (CONTINUE) OF FLARE BEVEL 4. If shop inspection do they have fabrication and QC WELDS. procedures? 0 Yes M No M N/A FILLER METAL WAS FCAW E71T-1 WITH CO2 GAS CVN 20'LBS AT -20OF INSPECTION Yes NoN/A 1.Reviewed previous inspection reports'I X -- "---- ------ -- 2.Verified steel materials are in compliance by reviewing random samples of the mill test reports,steel ID X markings or other documentation. 3.Verified weld filler materials conform. X 4. Checked steel members to see they were fabricated and erected in accordance with the workmanship and X tolerances required. 5. Checked welded studs and structural connections were REPORT SUMMARY installed as required. x 6. Verified high strength bolts and fasteners conform. X 1.Work inspected was: 0 Completed In progress 7.Verified the quality of welds produced by welders, 2. Completed work inspected was in compliance with welding operators,and tackers conform. X P P P 8.Verified steel frame joint details for bracing,stiffening, El Approved plans and specifications Shop drawings member locations,and application of joint details at each X EJ RFI EJ Design change Submittal N/A connection are in compliance by random sampling. Document#(s) S1.5, S2.9 Dated: 11/19/2018 WELDER INFORMATION Welders Name: NlcxoLAs Cl RUSSELL L 3.Noncompliance item(s)were noted this date,details on Certification#: #161018 6/ #161018 7 following page(s). Yes El No X❑ N/A 4.Noncompliance item(s)were reinspected this date,details Yes No N/A on following page(s). Yes No N/A 1. Verified the contractor's Welding Procedure Specifications are in conformance with X Conform Remain in progress AWS requirements. 1. 'vc:�V@CI 2. Verified the essential variables outlined in the Report(s)findings were discussed and left with Welding Procedure Specifications were X JASON P employed during execution of the work. Of WCIS AN 3 3. Verified the weldability of reinforcing steel Based on the Code,approval is required from the Building Official before the other than ASTM A706. X SPECIAL INSPECTED items noted above can be covered.Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). Distribute attachments. Page 1 of 2 Daily Report of Structural Steel For: 01/0 B/2 019 CTI Job#: 51909439. Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced,except in fi without prior authorization from this office. Under all circumstances,the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared.No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter,please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Kurtis Parkin Reviewed By: Project Manager Project Manager Review Date: 01/17/2019 BP/MK WESTERN FOREST PRODUCTS - DAVE GARCIA DGARCIA@WESTERNFOREST.COM TO: CITY OF ARLINGTON - KEVIN OLANDER PILLAR CONSULTING GROUP - JOE MCCORMICK ]OE@PILLAR-INC.COM WEST COAST INDUSTRIAL SYSTEMS - JASON POINTER JASONP@WESTCOASTINDUSTRIAL.COM 4060 HUDSON AVE NE,SALEM OR Page 2 of 2 To: Kevin Olander From: David Garcia Date: January 10, 2019 Re: Western Forest Products—Arlington Operations Permit#22.90 Good Day Kevin: Attached is a drawing to supplement information you have on Permit#2290 for the planer and Grinding room building. It has more detail on the build and material requirements for building. Foundations are 785% complete. We are waiting on the detail for the resaw installation so we can form that portion of the foundation appropriately. Once we have that determined, I will supply you with that detail. Best-R6 s, i arcia Operations Manager Western Forest Products Arlington Operations 360-333-0688 Received JAN 10 2019 bM 1 Z°IID } I� I[ Western Forest Products Arlington Operations To: Kevin Olander, City of Arlington From: David Garcia, Western Forest Products—Arlington Date: 01/16/19 Subject: Permit#2290 Weld Inspection Requirement Dear Kevin: Attached is an update to the weld inspection requirement for the above permit. Please include this with your permit information. Brdi, CITY ®F AILING-'ONOManager BUILDING DEPARTMENT Western Forest Products A���®V�® Arlington Operations 360-333-0688 DATE BY _4::a__ NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Received JAN 16 2019 43Lp 229 o i i � t i -a -�� 1 - �' � � �141A�3�1A - - '� -I �W .. °PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management CONSTRUCTION MEMOR .10 TO Ches Piercy CC Jason Pointer FROM Joe McCormick,PE, SE �A01 °401is 50-0 PROJECT WFP Planer EnclosureSIpU �' SUBJECT Floor Plate Stiffener Flare Bevel Welds EXPIRES: 11-06-2020 DATE 1/4/2019 PROJECT# 2018039 MEMO # CM-004 Our office has been contacted by Jason Pointer from West Coast Industrial requesting a clarification of the special inspection requirements for the flare bevel skip welds connecting the HSS2x2xl/8 stiffeners to the 3/16 inch steel floor plate shown in drawings S2.5 through S2.8 (ref. Fig. 1 below for typical condition). Our drawing SO.1 special inspection notes for structural steel indicates that continuous inspection is required for partial-joint penetration groove welds in accordance with Oregon Structural Specialty Code Chapter 17, Table 1705.2. However, this structure will be erected in Arlington, Washington and shall be fabricated in accordance with the Washington Building Code (IBC 2015 with amendments), which does not contain that table. The Washington Building Code requires welding inspections conform with AISC 360, Chapter N. It is the opinion of our office that AISC 360, Chapter N allows for periodic inspection (by the QA inspector) for these flare bevel welds, and that conformance with the current AISC 360 Chapter N QA/QC requirements for structural steel fabrication and erection is appropriate and in accordance with the Washington Building Code requirements for this structure. The building official has final authority on this matter. CITY OF ARLI1oTG S 2x2x1/8 ASTM A500 Gr. C, TYP (5) PLCS BUILDING DEPART NT APPROVE 3/16" RAISED PATTERN FLOOR PL, DATE l7 BY ASTM A786 COMMERCIAL GRADE NO CHANGES AUTHORIZE (��.1)I' 1'/2-12 UNLESS APPROVED BY THE TYP BUILDING INSPECTOR (0.1) 1%-12 Figure 1: Typical Floor Plate Stiffener Flare Bevel Skip melds Page 1 of 1 I 835 NW 23rd Street ■ Corvallis, Oregon 97330 ■ www.pillar-inc corn Telephone (541) 752-9202 ■ Fax: (541) 752-2587 r !�IA 'a0 ITIO ya 31 . 1-1 r II rj�4�. _7 114'1 Permit Information Date 11/26/2018 Permit Number 2290 Project Name WFP-Planer/Grinding Room Applicant Name David Garcia Applicant Address 19406 68th Dr NE City,State,Zip Arlington,WA 98223 Contact David Garcia Phone 360-333-0688 Email dgarcia@westernforest.com Permit Type Commercial Addition Site Address 19406 68th Dr NE Valuation 200000.00 Status Issued Permit Issued 12/18/2018 Permit Expires Square Feet 2114 Type of Construction/Occupancy Load Planer/Grading room Number of Stories 0 Proposed Use Planer/Grading room Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400300200 119406 68TH DRIVE NE I IWESTERN FOREST PRODUCTS US LLC 1242 Sawmills&Planing Mills Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# Dennis Lovan Construction 360-985-2015 ennislovan mail.com 1CONTRACTOR IL&I DENNILC902BJ Review Date Type Description Target Completed Assigned To Status Date Date 11/26/2018 Commercial '12/3/2018 3uilding In Review T.I. 11/26/2018 Commercial No comments,LT '12/3/2018 11/27/2018 'W Admin f.l. rev complete 11/26/2018 Commercial s the proposed fire system an extension of an existing 12/3/2018 11/27/2018 'W-Wat-Rev ending f.1. stem?GS nformation 11/26/2018 Commercial o issues,no sewer alterations shown JL 12/3/2018 11/29/2018 W-Sew-Rev omplete Fees Fee Description Notes Amount Building Permit Feel 322.10.00.00 $2 247.43 Building Plan Review Fee 345.83.00.0 $1 460.83 Process in /Technology Fee 341.43.00.021 $25.00 State Surcharge-Co merciall 386.00.01.001 $25.00 Total $3 758.26 Payments Date Paid By Amount Description Payment Type Accepted B 12/18/2018 jDavid Garcia $3,758.26 73097366 Icc raelynn Jones Totall $3,758.261 Amount Outstandin 0.00 Notes Date Note 1/2/2019 Phase 2 Structural Calc3 submitted. Uploaded Files Upload File Date File Uploaded B 1/10/2019 9:06:07 AM 2290 Planer Grinder Phase 2.p lans.pdf Jones.Raelynn 12/18/2018 11:22:32 AM 2290 Si ned Permit. df Jones,Raelynn 11/26/2018 3:27:37 PM 2290 Applicatian.pdf Jones,Raelynn 11/26/2018 3:25:50 PM 2290 Site Plan.pdf Jones, Raelynn CITY OFARLINGTON 1\\ e 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:19406 68th Dr NE Permit#:2290 Parcel#:31051400300200 Valuation:200000.00 OWNER APPLICANT CONTRACTOR Name:WESTERN FOREST PRODUCTS US LLC Name:David Garcia Name:Dennis Levan Construction Address:800-1055 W GEORGIA STREET Address:19406 68th Dr NE Address:287 Coleman Rd City,State Zip:VANCOUVER,BC V6E3P3 City,State Zip:Arlington,WA 98223 City,State Zip:Mossyrock,WA 98564 Phone: Phone:360-333-0688 Phone:360-985-2015 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Addition CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL X USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI�ATI— OCCUPANCY HAS BEEN GRANTED. IBC1 l0/IRC110. E:Sales tax relat' o construction and construction materials in the City of Arlington must be reported on your sales tax return form an coded f Arlington#3101. i cgnature Print ame Date Released By /Datir,"i CONDITIONS Adhere to approved plans. Please call for inspections. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2018 Building Permit Fee $2,247.43 12/17/2018 Building Plan Review Fee $1,460.83 12/17/2018 Process ing/Technology Fee $25.00 12/17/2018 State Surcharge-Commercial $25.00 Total Due: $3,758.26 Total Payment: $0.00 Balance Due: $3,758.26 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit Information Date 11/26/2018 Permit Number 2290 Project Name WFP-Planer/Grinding Room Applicant Name David Garcia Applicant Address 19406 68th Dr NE City,State,Zip Arlington,WA 98223 Contact David Garcia Phone 360-333-0688 Email dgarcia@westernforest.com Permit Type Commercial Addition Site Address 19406 68th Dr NE Valuation 200000.00 Status Applied Permit Issued Permit Expires Square Feet 2114 Type of Construction/Occupancy Load Planer/Grading room Number of Stories 0 Proposed Use Planer/Grading room Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400300200 11940668TH DRIVE NE I IWESTERN FOREST PRODUCTS US LLC 1,242 Sawmills&Planing Mills Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# Dennis Lovan Construction 360-985-2015 kiennislovan@gmaii.com CONTRACTOR &I ENNILC902BJ Review Date Type Description Tar et Date Completed Date Assigned To Status 11/26/2018 -ommercial T.I. 12/3/2018 Building n Review 11/26/2018 ;ommercial T.I. 12/3/2018 IPW Admin Rev n Review 11/26/2018 ommercial T.I. 12/3/2018 IPW-Wat-Rev n Review 11/26/2018 ommercial T.I. 12/3/2018 IPW-Sew-Rev n Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $2,247.43 Building Plan Review Fee 345.83.00.00 $1.460.83 Processing/Technology Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Total $3 758.26 Uploaded Files Upload File Date File Uploaded B 11/26/2018 3:27:37 PM 2290 Applic ion.pdf Jones, Raelynn 11/26/2018 3:25:50 PM 2.290 Site Plan,pdf Jones, Raelynn x LtT Y O� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: `l A'// I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accords 'e with the laws, rules and regulation of the State of Washington. Ap nts Si tote Print Applicants Name Date FOR STAFF USE ONLY 2)_q D NOV Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 I CYO Y COMMERCIAL APPLICATION PERMIT SUBMITTAL �lIN Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: I V f L Valuation � 100, VC/0 Project Address: X[.Y4 WA 9 11 Z;?-. Parcel ID#: Legal Description Owner: w � tuiCs/ U Phone Number: Address: 111YU& la'sAg It &A- City: A&I(/c'""Zir I State:JVIJ Zip Code: �y Engineer: �(`• Phone Number: Cell Phone: _ E-mail: Address: City: CAi41AtZ State: ALL- Zip Code: General Contractor: " �i'��u`���''1 Phone Number:�� — ZCa►Sr Cell Phone. id• ' sw E-mail: ,UN�S`p� L7 �i.�.( ,crawl• Address:297" il�fLl4-n1 City:AX44 11li4& State: Zip Code: g5"5 Contractor's Licens Number: jUOUI 9Q2-,9 Cy Expiration: Contact Person: / Phone Number: 360 --33_3--&LES Cell Phone: -- , E-mail: Address: 11 W6 6d'VU4(le Nf_ City: &6&5rN i State: A✓4 Zip Code: 9�22 3 Proposed Scope of Work: S--XLti,,L/) REV 2015 Page 6 of 9 y any. COMMERCIAL APPLICATION PERMIT SUBMITTAL �l1'V Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 LtT Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department f o Community& Economic Development City of Arlington - 18204 59th Ave NEE •Arlington, WA 98223 • Phone(360)403-3551 Project Name/Tenant/%STweiJ fLi 66A7- icA -/z.> 71t 41-,i.L Site Address Hityt, d Y"-�1�4 vc Ali. A44,y4TZ22 " Bldg/Unit/Suite IBC Construction Type_. ( ,,IBC Occupancy Type 17 i Description of Use &irtJl.�e ewal5r/6 4 Building Square Footage C9 //u Number of Stories Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) Automatic fire extinguishing systems ❑ Compressed gas systems i ( � Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc ) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: /14ZE S & _66 a -1 Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 Y COMMERCIAL APPLICATION • s PERMIT SUBMITTAL fN � Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)4033-3551 Name of Project: `�' !ytjC-1 Project Address: �� � u/C /V F_ . /.� / UTA • Special Inspection Firm: Address: / Contact Person: f!/' r ��� Phone: �� `— Efnail: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). f ) Reinforced Concrete {', ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete Structural Masonry ( ) Structural Steel and Welding High-Strength Bolting ( 1 Spray-Applied Fireproofing ( } Smoke-Control Systems ( ) Other Specify All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the W11BO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site, for review. REV 2015 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL I G,O De artment of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3 ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803 9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1 Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 -- COMMERCIAL APPLICATION PERMIT SUBMITTAL IN G�O Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN-REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1 Drawing shall be prepared at scale not to exceed 1"=20 feet. 2 Show building outline and all exterior improvements. 3 Provide property legal description and show property lines. 4 Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5 Show building setbacks, easements and street access locations. 6 Indicate North direction. 7 Indicate finish floor elevation for the first level. 8 Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer,gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. n ARCHITECTURAL DRAWINGS 1 [i]`r Cover Sheet a) Building Information 1 Specify model code information. 2 Construction Type. 3 Number of stories and total height in feet. 4 Building square footage(per floor and total) 5 IBC Occupancy Type(show all types by floor and total) 6 Mixed-use ratio(if applicable) 7 Occupant load calculation(show by occupancy type and total) 8 List work to be performed under this permit b) Design Team Information 1 Design Professional in Responsible Charge 2 Architects 3 Structural Engineers 4 Owner 5 Developer 6 Any other Design Team Members 2 F . Floor Plan a) Plan view 1/8"minimum scale. Details a minimum '/4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new, existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL ,IN c, Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washinqton State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 Ay COMMERCIAL APPLICATION PERMIT SUBMITTAL -IN Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One(1) City of Arlington Commercial/Multi-Family Permit Application (One(1) permit application per building or structure is required) ❑ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2)Architectural Drawings 0' Two (2) Structural Drawings El Two(2) Structural Calculations ❑ One(1) Project Specification Manuals (if applicable) ❑ One(1) NREC Code Compliance Forms ❑ One(1) Special Inspection Requirements Forms ❑ One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appoirtment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. ReceivedREV 2015 Page 1 of 9 Home EspaTiol Contact N-Z Index Help My J.&t bo i Industries o Workplace Rightso Trades&Licensing c Washington State Department of Labor & Industries DENNIS LOVAN CONSTRUCTION Owner or tradesperson 287 Coleman Rd. MOSSYROCK,WA 98564 Principals 360-985-2015 LOVAN,DENNIS RAY,OWNER LEWIS County Doing business as DENNIS LOVAN CONSTRUCTION WA UBI No. Business type 601 884 688 Individual Governing persons DENNIS RAY LOVAN DENNIS RAY LOVAN; JODY RENAE LOVAN; 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. DENNILC902BJ Effective—expiration 01/11/2010—02/08/2019 Bond Western Surety Co $12,000.00 Bond account no. 63018655 Received by L&I Effective date 02/08/2017 02/04/2017 Expiration date Until Canceled Bond history Insurance Arch Insurance Co $1,000,000.00 Policy no. AGL000870904 Received by L&I Effective date 02/02/2018 02/04/2018 Expiration date 0 210 4/2 0 1 9 Insurance history Savings ....... .... ... No savings accounts during the previous 6 year period. Help us improve Lawsuits against the bond or savings No lawsuits against the bond or savings ac nts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. This company has multiple workers'comp accounts. Active accounts L&I Account ID Call L&I account representative for account 007,627-02 status. Doing business as DENNIS LOVAN CONSTRUCTION Estimated workers reported Incomplete premium report received. L&I account contact TO/CANDACE KATON-BROWN(360)575-6957-Email:KATC235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes This contractor received a valid strike(s)for violation or infraction for the following L&I law(s).Learn more about contractor strikes. RCW Violation Effective Date 51.48.103 5/31/2013 Description Failure to obtain a certificate of coverage for industrial insurance Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 01/27/2015 Violations Inspection no. 317617504 Location 398 Ferncliff Ave.NE Bainbridge Island,WA 98110 Inspection results date 02/27/2013 Violations Inspection no. 316582576 Location 100 N.E.Katchemak Ln Belfair,WA 98528 °I° PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management Structural Calculations Planer Enclosure & Grinding Room — Foundation Design Western Forest Products LLC 19406 681h Drive NE,Arlington, WA 98233 Engineer-of-Record: Joe McCormick, PE, SE November 19, 2018 4 �' /...f' - 20 ad'-"A, 0 oa Project 2018039 40173 Table of Contents Section Description EXPIRES 11-06-2020 Page 1 Loads and Basis of Design 2 2 Foundation Slab Analysis& Design Report(Risa Foundation Output& Figures) 29 3 Special Reinforced Concrete Shear Walls& Foundation Reinforcement on Wall Lines 174 4 Anchorage Design for Embed Plates and SSCCS Base Plates 180 5 <reserved> OFFICE COPY CITY OF ARLINGTON BUILDING DEPARTMENT AP RAVED DA Ho CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Received NOV 2 6 2018 "bu"� It-CV) SECTION 1 ' Loads and Basis of Design KOTOVT MA 90 `1TIO TNUMTAAg3a 0"t(c3jwwQ 03VOMcA k Q�iAtC'+FP�VA? AN3� I SHT Y8 L�3V�Y• i �h 7.yt�1 140TOA M1 ouU. ua Page 2 of 212 STRUCTURAL FOUNDATION DESIGN CRITERIA GENERAL NOTES & STANDARD DETAILS APPLY U.N O. CODES & STANDARDS 2015 INTERNATIONAL BUILDING CODE WITH STATE OF WASHINGTON AMMENDMENTS ASCE 7-2010 WAS REFERENCED FOR BUILDING DESIGN LOADS & DESIGN CRITERIA DESIGN LOADS & INFORMATION (FOUNDATION ONLY) A) DEAD LOADS AND TOTAL SUPERIMPOSED DEAD LOAD ALLOWANCE: A.1) PROCESS DECK FLOOR DEAD LOAD: 20 PSF A 2) TOTAL SUPERIMPOSED DEAD LOAD ALLOWANCE ON MAT FDN SLAB: 275 kip B)COLLATERAL DEAD AND EQUIPMENT LOADS. B.1) COLLATERAL CEILING DEAD LOAD ALLOWANCE: 10 PSF (15.4 kip total) B.2) COLLATERAL EQUIPMENT DEAD LOAD IN GRINDER ROOM: 50 PSF(36.4 kip total) B.3) PLANER WEIGHT ALLOWANCE: 1 KLF ON PIER WALLS(30.5 kip total) B 4) BANDSAW WEIGHT ALLOWANCE: 1 KLF ON PIER WALLS (12 8 kip total) C) ROOF SNOW LOAD: C.1) NONE-STRUCTURE IS INSIDE BUILDING D)WIND LOAD: D.1) NONE-STRUCTURE IS INSIDE BUILDING(WALLS DESIGNED FOR 5 PSF MIN. PRESSURE) E) SEISMIC LOAD INFORMATION: EA METHOD: ASCE 7-10 EQUIVALENT LATERAL FORCE METHOD, TWO-STAGE ANALYSIS E 1.1) TOTAL SEISMIC WEIGHT ALLOWANCE: 275 kip E 1.1.1) UPPER STRUCTURE SEISMIC WEIGHT& BASE SHEAR: W=40 kip; V=12.19 kip E 1.1.2) LOWER STRUCTURE SEISMIC WEIGHT& BASE SHEAR:W=235 kip, V=28.85 kip EA 2) TOTAL SEISMIC BASE SHEAR ALLOWANCE: V=41.04 kip E.1.2 1) REDUNDANCY FACTOR &TOTAL HORIZ. SEISMIC LOAD: rho=1.3; Eh=53 35 kip E.2 DESIGN SPECTRAL ACCELERATIONS: E.2.1) MAXIMUM CONSIDERED EARTHQUAKE (RISK-TARGED)GROUND MOTIONS: E.2.1.1) MAPPED MCEr 5% DAMPED, Ss= 1 064 E.2.1.2) MAPPED MCEr 5%DAMPED, S1 =0.414 E.2.1.3) ADJUSTED MCEr 5%DAMPED, SMs= 1.143 E.2 1.4) ADJUSTED MCEr 5%DAMPED, SMi =0.657 E.2.1.5) DESIGN 5% DAMPED SPECTRAL REPONSE ACCELERATION, SDs=0.762 E.2.1.6) DESIGN 5% DAMPED SPECTRAL RESPONSE ACCLERATION, SD1 =0.438 E.3 SITE CLASS: D (ASSUMED) E 4 RISK CATEGORY: II (ASCE 7-10, Ta. 1.5-1) EA SEISMIC DESIGN CATEGORY: D E.5 STRUCTURAL SYSTEMS (ASCE 7-10, Ta. 12.2-1) E.5.1) UPPER STRUCTURE: STEEL SPECIAL CANTILEVER COLUMN SYSTEM (G.1) E.5.1.1) RESPONSE MODIFICATION FACTOR: R=2'/s E.5.1 2) OVERSTRENGTH FACTOR = 1 V. E.5.2) LOWER STRUCTURE: SPECIAL REINF. CONC. SHEAR WALLS SYSTEM (B 4) E.5.1.1) RESPONSE MODIFICATION FACTOR: R =6 E 5.1.2) OVERSTRENGTH FACTOR =2'% F)SOIL BEARING CAPACITY: F.1 ALLOWABLE BEARING CAPACITY: F.1.1) LONG-TERM LOADS: 1500 PSF (ASSUMED) F.1.2) SHORT-TERM, WIND AND SEISMIC LOAD COMBINATIONS: 2000 PSF F.2 GEOTECHNICAL INVESTIGATION F.2.1)NONE Page 3 of 212 ti 0 a M a (� C cu N OD N r 7 N o } » C � r ' " o m y� o i , � L E o vi o L w � ` \ (D ca ui c m I V Q O 0 CD C 7 N C O x V O co d � N N -- N N O g �n a v io � N OC) y T 3 N N o � U LLfU v >o C fn Z a rr I r r N J T j— I � 7 � � O C: Q W 3�1 L 12 C a � a 0 t: ci � Q 0 0 S o cy) W - Z a C K N O } m O g CO N d 04 CY to a ;CL L �6 2 � N 00 N � 3 M N o U C r W > C Y o (A Z a ' cn ex p cm w O J cu N N 0 O N W � L c6 c � _C cu CL i s U C O � o O o � a C_ o � z N m C x ' ° U o D L CO C N N_ N O LL ro a co (2 CL cu O co (� C N �[ O w N 0 c w > c Y o m U) Z a U C is N Q N O r J N r' C C n N Q O Ccr W W •- c C a E s N C V i. d W a V d — ...� w w O i a L O C� 0 W C w o i2 cn C9 C x 0 o� U M i ro O 00 o � �N a N i� V� acm a OD � ` C N � v� N 0 N Lo O O i. 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Q 0 O (� N � Q C w cl m N r O x U o P m L C 00 N Q- � 04 1 N N O N � � d (� C 00 N N N N o U C W N > N Y o m CO Z a � N � ' v � � C J � C � N EL Y O Yl C r � � V ci 0 � L W = m U) X_ N O 0) U ch 00 J n. N C o C N a M ro (p c fu N 0 _ r 3 N N o 1 U cy) r lL N > N Y o m (n Z a idw r / e U �A � � N H r O � m to W o \ V J C N m F G L' 0 0 N � W co _ 0 N X to CC) o °O r 04 N N O to d N O m m OCT f� c cc N 0 N N N o � U W i > C fn Z a Q F! Q i O J ' � W � Q rJ tq U O V N W W > Z ui U m r M N r N � Q C C W o m C K N O O M m U 000 0 N a a m o � c c N O N Cl) O N N o 1 U W T N > W Yo `m (A Z a l" Q O � W T J v � Q 3 U o c W > L W C l N C m ci N J Q o U 'n V W Ol W ,C m Cl) o m x U MO } m L 00 T t0 0 a N ,N Pillar Consulting Group, ' DESCRIPTION:Lower Structure(Sr` ':#V) JOB#: 2018039 www.pillar-inc.com DESIGNER: JWM Equivalent Lateral Force Procedure (ASCE 7-10 Sec 12.8) li «Lser select dskmtegory [ASCE 7-10 Ta 1.5-1] All other stnrtural systems «wier select str�type [ASCE 7-10 Ta 12.8-2] SDS:=0.762 spectral response acceleration parameter at short periods [USGS] SD,:=0.438 spectral response acceleration parameter at a period of 1 second [USGS] TL:=6 long-period transition period of [USGS] R:=6 response modification coefficient [ASCE 7-10 Ta 12.2-1] «_= Steel Reinforced Concrete Shear Wall System (lower S2:=2.5 overstrength factor[ASCE 7-10 Ta 12.2-1] structure for two-stage analysis W:=235 kip effective seismic weight [ASCE 7-10 Sec 12.7.2] method) h.:=5.375 ft structural height [ASCE 7-10 Sec 11.2] p:=1.3 redundancy factor [ASCE 7-10 Sec 12.3.4] Ie=1 seismic importance factor [ASCE 7-10 Ta 1.5-2] Ct=0.02 approximate period perameter [ASCE 7-10 Ta 12.8-2] x=0.75 approximate period perameter [ASCE 7-10 Ta 12.8-2] h �' T:=Ct• ft =0.07 [ASCE 7-10 Eqn 12.8-7] C„ni,,:=0.044•SDS•1,=0.03 [ASCE 7-10 Eqn 12.8-5] C,,,,,,,:= if T<TL =1.03 [ASCE 7-10 Eqn 12.8-3] SDI.I, T•R if T>TL SDI-TL•1, [ASCE 7-10 Eqn 12.8-4] T2•R C,:= if S�R!`� <CS_M n =0.127 Cs min stxi•I,; if C,Mjz < R <c, �, [ASCE 7-10 Eqn 12.8-2] II SDS-Ie R if SDs•1Q >C,nwx R - II Cs_nwx V:=Cs•W=29.845 kip [ASCE 7-10 Eqn 12.8-1] Eh:=p•V=38.799 kip [ASCE 7-10 Eqn 12.4-3] Page 27 of 212 Seismic - Equivalent Lateral Force (ASCE 7-10 Sec 12.8) - Lower Structure.mcdid/19/2018 Page 1 of 1 Pillar Consulting Group, I DESCRIPTION:Upper Structure(SC. JOB#: 2018039 www.pillar-inc.com DESIGNER: JWM Eauivalent Lateral Force Procedure (ASCE 7-10 Sec 12.8) 11 <<=Lsff select dskcategory [ASCE 7-10 Ta 1.5-1] Steel rnorTlent-!ejsliT>*&Tes «usffselectstrLrWmtype [ASCE 7-10 Ta 12.8-21 SDs:=0.762 spectral response acceleration parameter at short periods [USGS] SDI:=0.438 spectral response acceleration parameter at a period of 1 second [USGS] TL:=6 long-period transition period of [USGS] R:=2.5 response modification coefficient [ASCE 7-10 Ta 12.2-1] <<== Steel Special Cantilever Column System (upper structure 0 =1.25 overstrength factor[ASCE 7-10 Ta 12.2-1] for two-stage analysis method) W:=40 kip effective seismic weight [ASCE 7-10 Sec 12.7.2] Iz„:=16. ft structural height [ASCE 7-10 Sec 11.2] p:=1.3 redundancy factor [ASCE 7-10 Sec 12.3.41 I,=1 seismic importance factor [ASCE 7-10 Ta 1.5-2] Ct=0.03 approximate period perameter [ASCE 7-10 Ta 12.8-2] X=0.8 approximate period perameter [ASCE 7-10 Ta 12.8-2] T:=Ct•(f)x =0.26 [ASCE 7-10 Eqn 12.8-7] C_,,,,2,�:=0.044•SDs•Ie=0.03 [ASCE 7-10 Eqn 12.8-5] if T<TL =0.68 [ASCE 7-10 Eqn 12.8-3] SD1•ie T•R if T>TL SDl'TL'le [ASCE 7-10 Eqn 12.8-4] T"•R SDS•Ie R II Cs a,t if cs n<S R Ie <C_'M= [ASCE 7-10 Eqn 12.8-2] II Sus.Is R snS•Is if R >Cs_ma:c IIC,nWX V:=Cs•W=12.192 kip [ASCE 7-10 Eqn 12.8-1] Eh:=p•V=15.85 kip [ASCE 7-10 Eqn 12.4-3] Page 28 of 212 Seismic - Equivalent Lateral Force (ASCE 7-10 Sec 12.8) - Upper Structure.mcdkl/19/2018 Page 1 of 1 SECTION 2 Foundation Slab Analysis & Design Report ( Rica Foundation Output & Figures) i i 1 r i I Page 29 of 212 � •` � \ � \ a \ � . kca \ ! — k / G = cl ] m cr 2 \ ( , » ° / . $ k IL Qt 2 »z } l % LU af . u ji } � 0 I (Yz 2 / \ Q z > 2 \ G j \ \ IL �, c � § I 3 / \ i\ / /\ \ 2 /)( /\2 �Z\ dp! /\ a R \ > I J§ . �r � o , \ y } J& 2 » . } \ / \ M / \ 2 } $ @ $ . \ � k 0 r� d ns C M N R � C c v 0 N N r --M O N N o N w m O m y (n Z a N � M N yl R N Y_ N M fL1 N - W N N R V C1� y r kjQO YYI r; N v M ya � C, RO p U) N � Q Y C V O 06, $� J /�` y� Y M W — co M 2 6i O MC �Xp Y RNM V y "1 M CWO Y- u y N �N -g--�. 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O x t O N �• 0 cu N y • • N O ^n LL -sr N X O W •�.ci '�V�� Y b uyf N� x QD CU r A rr Q� �p o ��f� pw�p} Y M 10 V O I• N i U � C y � U w C x Alt c Q N 2 p „ o W r^ R Ill v J x U C Q� W R tll W - �x xJ O M U o LLI r n p ca g ao R � - x ((Xyy I W r +} aCD cli N (� C C6 N O C $ Y N o y U _ CV) cr W Y r r d Y� '.,` o .o (n Z a N � N r � O r n o 0 leg s *3 0 o � c W s 0 O N C O LL N i ox x m y N + v O SA W CJ r-. ICy�� '•PIOC ��QQCC � u� l a � 1' 1..•' r� O �N y Ad a v, . � Zo 8o f. o g 7 o � N N 'r O m Y � W N Q. x= O �W o W J Y mV C a� W : W� N N U O CO +J x � s U ClW, ao V N � N Q N N AL �\ q f / \ @ ^ k § / > § / k ƒ - love �—■ ƒ Of ♦f( ' � § � . t 'a - § 3 LL � 0 2 : _ \ AP , L 4-P/ % f \ )� < � s & k ' f t � � k w 0 I !q a ) x / / % | / LLI 0 k / • � �! a m 04 n�nggv�.�iy-o4o TY a m (� C /e♦°+eee°e�0 O °�14�' °♦°°°`i N ►�i°iiee♦°iee°Oie♦°i Z n. �, a°♦e a , kv, a ►o+�+i�i'e + e cc + !°°°1Y'♦°e�/e 1�e CA MAP a v� e+1�e'♦' e + °+ N W ee+ieee� ►G e� " o tIT,e°♦IT, ` a i ee P9MM0 ee9 ee'lOeeeeeli - - eeeeeoiie�e♦eye` •i tU eei / N Q w O � L N 0 N O r C o i�+ 7 o f/ 0 O co x U CO O 0 N N - ,1;111;11 - 111111111111 , ►�1111♦1111111 .. �111111111 /111111111111111111 111111111� ' ►111111101 N11111111 ♦ '. �1111111111111111111/111 1111111111111 ►�11111111111111111111011111 ♦��♦�1�♦��1♦1111111111111111 �1111111111♦11�1 ♦�11��j�t ';, t X ' ; : . �1j1 j11111�i11111�11♦ �, i111111♦111 11♦♦1111111♦111�' �C � �.- �11111111/11111�1/j�i♦ 1♦11111111♦/ 1111111 1, ! ♦ 111111 ., ', 11111111 �� 111111111111�1, !�11111�111♦11111i' > ♦111,♦ � 0♦1��1♦♦�11�� 1�1♦1♦�11111�� , 1♦♦111f �111111 , 111♦11♦' ♦♦�111t 01�� , 11�1�1;` 1111� - ♦♦11♦11♦11�� Al' • A111Aw " NO 1111 ...t1�1�111111♦♦0� 11111111/1/111111�♦�� 111111111111111�� 11111111111�I 11;1;♦:�1 y ro- `V m M (� 3. (O � cu N 0 N T O m N o � � C T T W > N Y o m fA Z a � W a O 4• J W ' 4 Z m W J W O ^- W fn WW O a' W Q m W U o N Q X � w O N � �n o I I O CF) r � o o N � M X o V O 00 m O a N N Company Pillar Consulting Group, Inc. Nov 19,2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation (Global) Model Settings Display Sections for Member_Calcs 5 Max Internal Sections for Member Calcs 100 Mesh Size (in) 12 (Max Iterations 10 'Merge Tolerance in .12 Solver Sparse Accelerated (Coefficient of Friction .3 No. of Shear Regions 4 Shear Region Spacing Increment in 4 Min 1 Bar Dia Spacing for Beams? No Optimize footings for OTM/Sliding? Yes Parme Beta Factor .65 Pile Safety Factor 3 Concrete Stress Block Rectangular Concrete Rebar Set ASTM A615 Concrete Code ACI 318-11 HR Steel Pile Code AISC 14th(360-10):ASD Wood Pile Code AWC NDS-18: ASD Project Grid Lines Label Start Z jft] End Z[ft] Start X(ft) End X Lftj Start Bubble End Bubble No Data to Print ... Concrete Properties Label E [ksij G rksil Nu Therm U.Densi Ak... fc[ksi] Lambda Flex Stee .Shear St.. 1 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60 2 Conc3500NW 3409 1482 .15 .6 .145 3.5 i 1 60 60 3 _� Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 4 Conc3000LW _ 2085 907 .15 .6 .11 3 .75 60 60 5 Conc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60 6 Conc4000LW 2408 1047 1 .15 1 .6 .11 4 .75 60 60 `7 REV Cast-in-Place 4287 1786 .2 .55 .15 5 1 60 60 8 REV PreCastNW 4287 1786 .2 .55 .15 5 1 60 60 9 REV Cast-in-PlaceLW 2408 1003 .2 .55 .11 4 .75 60 60 10 REV 5000NW 4287 1786 .2 .55 .15 5 1 60 60 11 REV 4000NW 3834 1598 .2 .55 .15 4 1 60 60 12 REV 3000NW 3321 1384 .2 .55 .15 3 1 60 60 13 Concrete-Precast Concrete -No 4287 1786 .2 .55 .15 5 1 60 60 14 Concrete 29000 11154 .3 .6 .00049 4 .75 60 60 ff 15 Concrete, Cast-in-Place Gray29000 11154 .3 .6 .00049 4 .75 60 60 I General Design Parameters Label Max Bending Chk Max Shear Chk Top Cover in Bottom Coke fn] 1 T i ca l 1 1 1.5 1.5 2 8"B EAMS .95 .95 1.5 1.5 3 1 8"x 5.25"B EAMS .95 .95 1.5 1.5 4 12" BEAMS .95 .95 1.5 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 1 Page 47 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Slab Rebar Parameters _ Label i ap Bar bottom Bar Max Top_Bar_...Min Tog Bar S..Max Bot Bar... Min Sot Bar S...S _ir�C In,.. Reber Options 1 1 Typical #5 1 #5_ 18 3 18 3 2 I Force Top and Bottom 2 8"BEAMS #5 #8 18 3 1 18 3 1 2 Optimize 3 8" x5.25"BEA.. #5 #8 _ 18 3 18 3 2 Optimize j 4 12"BEAMS #5 #8 _;_ 18 3 18 3 2 Optimize Footing/Pile Cap Rebar Parameters Label _ Top Bar Bottom Bar t Typical #3 #4 2 8"BEAMS #6 #6 3 8"x 5.25"BEAMS _ #6 _ #8 4 12" BEAMS #6 #6 Pedestal/Pile Rebar Parameters Label Longitudinal Bar Shear Tie BarCove_rEtr11_ 1 Typical #3 #3 1.5 2 8"BEAMS #6 #4 1.5 3 8"x 5.25"B EAMS L #6 #4 1.5 4 12" BEAMS 1 #6 #4 1.5 General Properties Label _ Min Steel...Max Steel... Material Design Ru Equal Bar Spacing Group Design Concrete Beanng Force Top Bar 1_ Footing1 .002_ .007 REV Cast.. Tmical Yes � Footing Geometry 9 Max_Thickn_..Min Thickne_Thick Incre... Force Sq.. 1 Footing 1 Max Length[ Min Le2g_th Max WO th[ftj_Min 2idth[ft] LIW 15rem..• _2_4 12 1 �.,— Pedestal Properties Label Type Shape Hei htjin] e1BL ex in ez in]_ BLx ft BLz{ftl 1 I Footing 1 I Pedestal 1GRECT12XI121 24 j Use ex.ez 0 1 0 0 0 Soil Properties Label _Overburde Passive k Friction Coefficient GrosslNet_ 1 Footing 1 _ _.1 —�_ 0 3 Gross Soil Definitions Label _ S_ubrade Modulus[ktft_^3] Allowable Beadng[ksf1—. th Pr ernes _ _Default? 1 Default i 100 _ 1.5 _ 1_ None �_ Yes j Default Soil Depth Properties Label Layer Start Depth[ft1 _ Unit Weight(Wft^31_ Unit Skin FrictionLksfL Unit Tip-Bearing[ksfl i No Data to Print ... All Support Types Point Label Supportj_Win] Footing!(Piles/Pile Cans Support An (deg) No Data to Print ... RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 2 Page 48 of 212 Company Polar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Beams Label Stan Po..End Point Shape Material Design Rul...Start Relea...End Release Flexural Layout ShearLay.Analysi... No Data to Print ... Point Loads and Moments (Cat I :DL) Label Direction Ma nitude[k,k-ft] 1 R3D REV J1 Y 5.777 2 R3D REV J3 _ Y 6.683 3 R3D REV J5 Y 6.026 4 R3D REV J7 Y 6.93 5 R3D REV J13 Y 4.196 6 R3D REV J15 Y 4.404 7 R3D REV_J17 Y 4.223 8 R3D REV J19 Y 4.356 _ 9 R3D_REV_JP116 Y 1.783 _ 10 R3D REV JP116 Z .235 11 R3D REV JP117 Y 1.803 12 R3D REV JP117 __ Z -.241 13 R3D REV JP120 Y 2.26 14 R3D REV JP120 Z .281 15 R3D_REV_JP121 Y 2.388 _ 16 R3D REV JP121 Z -.334 17 R3D REV JP124 Y 1.619 18 R3D REV JP124 Z .212 19 R3D REV JP125 Y 1.683 20 R3D REV JP125 Z -.225 21 R3D REV JP128 Y 2.229 22 R3D REV JP128 Z .273 23 R31D REV JP129 Y 2.204 24 R3D REV JP129 Z -.312 25 R3D REV JP132 X .266 26 R31D REV JP132 Y 1.114 27 R3D REV JP133 X -.306 28 R3D REV JP133 Y 1.305 29 R3D REV JP136 X .264 _ 30 R312 REV JP136 Y 1.119 31 R3D REV JP137 X -.344 32 R3D REV JP137 Y 1.439 33 R3D N161 Y 3.253 34 R3D N162 Y 3.535 35 R3D N163 Y 4.282 36 R3D N164 Y 7.411 37 R3D_JI13-2 1 Y .09 38 _ R3D JIB-1 1 Y .09 39 R3D JI13-3 1 Y .09 40 R3D N182 X 123 41 R3D N182 Y 2.13 42 R3D N183 X .053 43 R3D N183 Y 2.263 44 R3D_N186 X .108 45 R3D N186 Y 2.208 46 R3D_N187 X .031 47 R3D N187 Y 2.392 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 3 Page 49 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 1 :DL) (Continued) Label4 Direction _ Magnitq* k,k_ft1 48 _ R31D N207_ Y 3.954 49 R3D_N2_07 Z_ _ _ -.064 50 _R3D N210 Y _ 4.317 51 R3D N210 Z -.135 _ 52. R3D N289 X _ -.009 53 _ R31D N289 Y 3.558 { 54 ` _ R3D N289 Z - - - .029 55 R3D N290 Y 5.136 56 R3D N290 Z .902 57 R3D N319 X .008 58 R3D N319 Y .803 59 R3D N319 Z .001 60 R3D N320 X .012 _ 61 R3D N320 Y _ .744 _ 62 _ R31D N320 Z _ _ -.033 _ 63 R3D N323 X .01 64 R3D N323 Y .754 65 I R3D N323 Z -.034 66 _ R3D N324 X .013 67 _ _R3D N324 _ Y 744 68 R3D N324 Z _ .035 69 R31D N362 X -.007 70 _ R31D N362 Y 3.128 71 _R31D N362 Z -.198 72 R31D N363 X -.009 73 R3D_N363 Y 1.898 74 R3D_N363 Z .012 75 _R3_D_N406_ _ Y 3.948 76 R3D_N406 Z -.027 _ 77 R3D N409 Y - -- - - 3.918 78 _ R3D N409 Z .01 79 R31D N410 Y 4.004 80 R31D N410 Z .082 81 _ R3_1D_N413 Y _ 5.05 82 _ R31D_N413 Z _ .594 83 R31D_N464 Y_ _ 3.41 84 R31D N464 Z -.004 t 85 R31D N466 Y 4.424 186 R31D N466 Z -.038 187 R31D N468 Y 3.139 88 R31D N468 Z -.005 89 R3D N470 Y 4.219 90 R3D N470 Z -.046 91 R31D N478 X .01 92 R31D N478 Y 1.175 93 R3D N478 Z .001 94 R31D N480 X .011 95 R31D N480 Y 1.097 96 R31D N482 X .002 97 R31D N482 Y 6.483 98 R3D N482 Z 1 .644 _ 99 R31D N483 Y 5.539 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 4 Page 50 of 212 l Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JW M Checks Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 1 :DL) (Continued) Label Direction Magnitudelk.kAl 100 R3D N483 Z -.142 101 R3D N485 X -.002 102 ! R3D N485 Y 6.118 _ 103 R3D N485 _ Z -.943 104 R31D N486 Y 5.615 105 R3D N486 Z -.165 _ 106 R3D N487 X -.041 _ 107 R3D N487 Y 2.347 108 R3D N489 X -.065 109 R31D N489 Y 2.524 110 R3D N500 X -.032 111 R3D N500 Y 1.596 _ 112 R3D N500 Z 054 113 R3D N501 X -.033 114 R3D N501 Y 1.774 115 R3D N501 Z .158 i 116 R3D N502 X -.02 117 R3D N502 Y 2.348 118 R3D N502 Z .112 119 R3D N509 X .007 1201 R31D N509 Y .732 121 R3D N509 Z .023 122 R3D N514 X -.017 123 R3D N514 Y 1.469 124 R3D N514 Z -.052 125 R3D N515 X -.022 126 R3D N515 Y 1.227 127 R3D N515 Z -086 _ 128 R3D N516 X -.011 _ 129 R3D N516 Y 1.223 _ 130 R3D N516 Z .049 i 131 R3D N517 Y 4.721 '132 R3D N517 Z -.357 111331 R3D N535 X -.002 134 1 R3D N535 Y 6.139 135 R31D N535 Z -.91 136 R31D N539 X .002 137 R3D N539 Y 6.216 138 R3D-N539 Z .751 Point Loads and Moments (Cat 2 :LL) Label _ Direction Ma itude k kit 1 R31D REV J1 X -1.502 2 R3D REV J1 Y 15.982 3 R31D REV J1 Z -.738 4 R3D REV J1 MY -.004 5 R3D REV J3 X -1.675 6 R31D REV J3 Y 20.55 7 R3D REV J3 Z -.782 8 R31D REV J3 MY -.004 9 R3D-REVV J5 X -1.484 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 5 Page 51 of 212 Company Pillar Consulting Group, Inc. Nov 19,2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 2 :LL) (Continued) _ Label Direction,_ _ Magni�tdefk.kftl 10 R3D REV J5 Y 11.239 11 _ R3D REV J5 Z _ ^_ -.741 _ 1, 12 R3D REV J5 MY -.004 13 R31D REV J7 X -1.606 14 R31D REV J7 Y _ 15.14 _ 15 _ MD REV J7 Z -.741 16 R3D REV J7 MY _ -.004_ 17 1 _ RID REV A 3 X -1.453 _ 18 _ R31D REV J13 _ Y 12.36_4 19 R3D_REV J13 _ Z _ -1.917 20 R3D-REV J13 MY -.004 _ 21 R31D REV J15 X -1.549 22 R31D REV J15 _ Y _ 12.392 23 R31D REV J15 Z _ _ _ _ -1.917 24. I R31D REV J15 MY I -.004 _ _25_ _ _ R3D REV J17 X -1.394 26 I R3D REV J17 Y 18.917___ 27 R3D REV J17 Z -1.91 28 RIP REV 417 _ MY -.004 29 Rib-REV J19 _ X -1.548 30 R3D REV J19 _ Y _ 18.836 31 R31D REV J19 Z -1.91 32 R31D REV J19 MY -.004 33 R31D REV JP116 X -.004 34 R31D REV JP116 Y 12.46 35 R31D REV JP116 Z 2.068 36 R31D REV JP117 X .003 37 R3D REV_JP117 _ Y 7.921 38 R3D_REV_JP117 Z _ -.689 39 R3D REV JP120 X _ -.004 40 R3D REV JP120 Y 4.701 41 _ R3D REV JP120 Z .562 42 R31D REV JP121 X .003 _ 43 AM 3D_REV JP121 _ Y 6.113 _44 JP121 Z _ -.904 45 R3D_REV JP124 X -.004 46 R3D-REV JP124 Y _ 9.623 47 R3D_REV_JP124 Z _ 1.509 48 ! R3D_REV_JP125 X .003 49 R3D REV JP125 Y _ 7.604 50 R3D7_REV JP125 Z -.82 51 R3D REV JP128 X _ -.004 52 R31D REV JP128 Y 8A01 53 R3D_REV JP128 Z 1.746 54 _ R3D REV JP129 X .003 55 R31D REV JP129 Y _ 1.157 56 R3D REV JP129 Z _ .453 57 R31D REV JP132 X 2.303 58 R31D REV JP132 Y 6.979 59 R31D REV JP133 X 1.215 60 R31D REV JP133 Y _ -3.227 -� 61 R31D REV JP133 Z -.004 RISAFoundation Version 11.0.1 [PAProjects (thorin)12018120180391SD1Planer Enclosure 2 (fdn).r3d] Page 6 Page 52 of 212 Company r guar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 2 :LL) (Continued) Label Direction Magnitude[k,k-ft] 62 R3D REV JP136 X 1.246 63 R3D REV JP136 Y 3.761 64 R3D REV JP137 X .107 65 R3D REV JP137 Y .006 66 R3D REV JP137 Z -.004 67 R3D N161 Y 12.359 68 R3D N162 Y 12.359 69 R3D N163 Y 37.036 _ 70 R3D N164 Y _ 34.645 71 R3D JIB-2 1 Y _ _ 2.875 72 R3D JIB-1 1 Y 2.875 73 R3D JIB-3 1 Y 2.875 _ 74 R3D N182 X 2.668 75 R3D N182 Y 6.645 76 R3D N182 Z -.002 77 R3D N183 X 3.027 _78 R3D N183 _ _ Y _ 3.398_ 79 R3D_N183 Z _ _ .001 80 R3D N186 X 1.299 81 R3D N186 Y 4.489 82 R3D N186 Z -.002 83 R3D N187 X 1.362 84 R3D N187 Y 3.446 _ 85 R3D_N187 Z .001 86 R3D N207 X .002 87 R3D N207 Y 3.149 88 R3D N207 Z .731 _ 89 R3D N210 X -.009 90 R3D N210 Y 4.481 u 91 _ R3D N210 Z 1.11 92 R3D N289 X -.025 _ 93 R3D N289 Y 2.976 94 R3D N289 Z 1.497 95 _ R3D N290 X .022 _ 96 R3D N290 Y 4.831 97 R3D N290 Z 2.783 98 R3D N319 X .005 99 R3D N319 Y .915 100 R3D N319 Z .194 101 R3D N320 X .004 102 R3D N320 Y .871 103 R3D N320 Z .149 104 _ R3D N323 X .013 1051 R3D N323 Y 1.186 106 R3D N323 Z -.06 107 R3D N324 X .01 108 . R3D N324 Y .908 109 R3D N324 Z .194 110 R3D N362 X -.026 111 R3D N362 Y _ _ 1.926 _ 112 R3D N362 Z .139 113 R3D N363 X -.007 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 7 Page 53 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 ',R'SA Designer JwM2018 Checked PM ke Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 2 :LL) (Continued) Label Direction Ma ns_kC lk,k- 1 114 _ _R31D N363 Y _ .885 115 R3D N363 Z _ _ .261 116 _ R311) N406 Y _ _ 2,615 _ 117 _ R3D_N406 Z .507 ! 118 R3D N409 _ X -.003 IL 119 !`- _ _R3D_ N409 _ Y _ 2.368 120 ' R3D_N409 Z .324 _ 121 R31D N410 X _ _ _ .012_ _ ___ 192 R3D N410 Y 2.265 _ 123 R31D N410 Z .447 124 ! R315 N413 X .018 _ 125 R3D_N413 Y 6.16 j 126 R3D N413 Z - - - - - 2.219 127 R31D_N464_ Y 19.431 _ 128 R3D N464 _ Z .785 129 ' _ R31D N466 Y _ 10 307 130 _ _ R31D N466 Z -.152 131 _ _ R3D N468 Y 16.428 _ 132 R31D N468 Z .43 133 _ R3D_N470 Y 9.113 134 R3D N470 Z _ 1.253 135 R31D N478 _ X .375 _ i 136 R3D N478 i_^ Y _ 1.005 1137 R31D N478 Z .05 _ 138 R31D N480 X _ .131 139 , i R3D N480 Y .83 140 R31D N480 Z _ .011 141 R31D N482 X .126 142 R3D N482 Y 4.313 143 R3D N482 Z -.316 144 R31D N483 _ X -.003 145 _R311) N483 Y _ 4.437 146 1_ R3D N483 Z -.899 147 R31D N485 X _ -.123 148 R3D N485 Y 6.592 149 j R31D N485 Z -1.57 1 150 R31D N486 X 1 .002 151 R31D N486 Y _ _ _ _ 3,994 152 R31D N486 Z -.384 153 R3D N487 X 2.299 154 R31D N487 Y .117 155 R3D N487 _ Z -.001 156 R3D N489 X _ .942 _ 157 R31D N489 Y _ 2.306 _ 158 R3D N489 Z -.001 159 R3D N500 X -.048 160 R31D N500 Y _ _ .665 _ 161 R31D N500 Z _ _ .525 162 R30 N501 X -.06 163 R3D N501 Y .872 164 R3D N501 Z .669 165 R3D N502 X RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 8 Page 54 of 212 Company r muar Consulting Croup, Inc Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:_Y Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 2 :LL) (Continued) _ Label Direction Magnitude k k-ft] 166 R31D N502 Y 1.441 167 R31D N502 Z _ .949 168 R31D N509 X .018 169 R31D N509 Y 1.009 170 R31D N509 Z .312 171 R31D N514 X -.026 172 R31D N514 Y .521 173 R31D N514 Z .185 174 R31D N515 X -.032 175 R31D N515 Y .274 176 R31D N515 Z .108 j 177 R3D N516 X -.02 178 R31D N516 Y -.037 1791 R31D N516 Z -.059 180 R31D N517 X -.02 181 R3D N517 Y 2.528 182 R31D N517 _ Z .207 183 R31D N535 X -.123 184 R31D N535 Y 5.774 185 R3D N535 Z -1.767 186 R31D N539 X .122 1871 R3D N539 Y 2.287 1881 R3D-N539 Z -.144 Point Loads and Moments (Cat 16 : OL1) Label Direction Magnit! k,k-ft] 1 R31D REV J1 Y _ 3.196 2 R3D-REV J3 Y 3.35 3 R3D_REV_J5 Y 2.17 _4 R31D REV J7 _ Y 2.324 5 R3D_REV_J13 Y 3.786 6 R3D_REV_J15 Y 3.786 7 R31D REV J17 Y 5.708 8 R3D REV J19 Y 5.708 9 R3D_REV JP116 Y 2.038 10 R31D REV JP116 Z .276 11 R31D REV JP117 Y 2.04 12 R3D REV JP117 Z -.276 13 R31D REV JP120 Y .001 14 R31D REV JP124 Y .001 15 R31D REV JP125 Y .001 16 R3D REV JP128 Y .956 17 R31D REV JP128 Z .129 18 R31D REV JP129 Y .957 19 R31D REV JP129 Z -.129 20 R31D REV JP132 X .069 i 21 R31D REV JP132 Y .307 22 R31D REV JP133 X -.051 23 R31D REV JP133 Y _ .134 24 I R31D REV JP136 X .069 25 R31D REV JP136 _ Y .307 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 9 Page 55 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Jab Number : 2018039 Checked By Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 16 : 00) (Continued) La bel Direction MagLAudefk&:ft_L l 26 R31D REV JP137 X -.051 _ 27 R3D REV JP137 Y .134 28 R3D N161 Y _ 2.49 29 _ R31D N162 Y 2.49 30 R3D N163 _ Y 7.407 31 _ R3D N164 Y 3.82 32 R3D-JIB-2-1 Y 2-3 33 R3D_JI13-1 1 _Y _ 2.3 _ 34 R3D_JI13-3 1 _ Y 2.3 _ 35 R31D_N182 Y .514 36 R3D_N183 _ _ X _ -.014 _ 37 R3D_N183 _ _ _ Y _ .418 _ 38 R3D N186 Y .514 39 _ R3D_N187 X -.014 40 R3D_N187 _ _ _ _Y .418 41 R3D N289 Y -.004 42 R3D_N289 2 _ .001 43 R3D N290 Y __ -.003 44 _ R3D N319 Y .008 45 R3D N320 Y .008 46 R3D N323 Y __ .013 47 _ R3D N323 Z -.003 48 R3D N324 Y _ _ .008 49 R3D N362 Y _ _ _ -.005 �50 _ R3D N363 Y -.004 51 _ R3D N464 Y 3.888 52 _ R3D N466 Y .002 53 R3D N468 Y .003 _ 54 R31D_N470 Y _ _ _ 1.824 55 R3D N478 X .005 56 R3101 N478 Y .004 57 R31D N480 1 X .005 1 58 R3D N480 Y .004 59 1 R3D N487 X _-.007 160 R3D N487 Y .315 61 R3D N489 X 1 -.007 _ 62_j R3D N489 Y .315 63 R3D N500 _ Y -.011_ 64 -- --_ _RID N500 Z .005 - 65 R3D N501 Y -.007 66 R31D N502 Y -.005 67 R3D N509 Y .013 68 R3D N509 Z 69 R3D N514 Y -.005 70 R3D N515_ Y -.006 71 R3D N516 Y -.01 72 R31D N516 Z -.004 Point Loads and Moments (Cat 17 : OL2) Label _ D_irection MagnitudejkLk ft_ l 1 R3D J16-2_1 L MZ T -6.4 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 10 Page 56 of 212 Company r-war ConsultingGroup, Inc. Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 17 : OL2) (Continued) Label Direction _ Magnihrda_[k k-t 2 R3D—JIB-1-1 MZ -6.4 3 R3D—JIB-3-1 MZ -6.4 Point Loads and Moments (Cat 18 : 00) Label Direction Magnitude k kith _ 1 R31D JI13-2 1 MX 6.4 _ 2 R3D JI13-1 1 MX 6.4 3 R3D JI13-3 1 1 MX 6.4 PointLoads and Moments (Cat 19 : OL4) Label Direction Ma hide k,k-t r1 _ R3D JIB-2 1 MZ -50.6 2 R3D_JIB1- 1 ; MZ -50.6 3 R3D—JIB-3-1 MZ -50.6 Point Loads and Moments (Cat 20 : OL5) La bel Direction Ma Mde k k ft 1 R3D JI13-2 1 _ MX 50.6 2 R3D_JI13-1 1 MX 50.6 3 R3D JI13-3 1 MX 50.6 Point Loads and Moments (Cat 26 : ELO Label D►rwbon Magnkh. k.,k-ftj 1 R3D REV J1 X -4.094 _ 2 R3D REV J1 Y -.571 3 R3D REV J1 MY .0001146 4 R3D REV J3 X -4.306 5 R31D REV J3 Y -.575 6 R3D REV J3 MY .0001199 7 R3D REV J5 X -4.235 8 R31D REV J5 MY .0001145 9 R3D REV J7 X -4.222 10 R3D REV J7 MY .0001146 ff R3D REV J13 X -4.097 R3DREV J13 Y -.001 R3D REV J13 MY .0001133 14 R3D REV J15 X -4.085 15 R3D REV J15 Y -.002 16 R31D REV J15 MY .0001155 17 R31D REV J17 X -4.08 18 R3D REV J17 Y .533 19 R3D REV J17 MY .0001148 20 R3D REV J19 X -4.085 21 R3D REV J19 Y .536 22 R3D REV J19 MY .0001145 _ _23 R3D REV JP116 X -.002 24 R31D REV JP116 Y -.074 _ 25 R31D REV JP116 Z -.023 26 ,_ R3D REV JP117 X -.002 27 ' R3D REV JP117 Y .075 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 11 Page 57 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 26 :ELF (Continued) La bel Direction Ma gn ihi de[k,k-ftj 28 R31D REV_JP117 Z _ -.023 29 R3D_REV_JP120 X -.002 _ 30 R3D REV JP120 Y .017 31 R3D REV JP120 Z 005 32 __ _R3D REV JP121 _ X -.002 _ 33 R3D REV JP121 Y -.017 34 R31D REV JP121 Z _ .005 35 R3D REV JP124 _ _ X _ _ -.002 36 j R3D_REV JP124 Y _ -.036 37 R3D REV JP124 Z _ - - -.Oil 38 R3D_REV JP125 X _ -_00 _ 39 R31D REV_JP125 Y _ 035 40 R3D REV JP125 - Z -.011 41 f R31DREV JP128 X -.002 _ _T 42 I R3D_REY JP128 Y -.116 43 R3D REV JP128 _ _Z -.035 44 R31D REV JP129 X _ _ _ -.002 45 R31D REV JP129 Y_ _ .116 46_ R31D REV JP129 Z -.035 47_ R3D REV JP132 X 5.737 48 R31D REV JP132 Y 17.438 49 R3D REV JP133 X 6.003 i 50 R3D REV JP133 Y -17.439 51 R3D REV JP136 X 5.766 52 R3D REV JP136 Y 17.527 53 R3D REV JP137 X 6.032 54 R31D REV JP137 Y -17.526 55 R31D_N161 Y .003 56 R3D N162 _Y _ _ _ _ _ _ .003 _ 57 _ _ _R3D_N164 Y -.002 58 R_3D N182 X 7.533 _59 R3D Ni 82 Y 11.697 _ 60 R3D_N_183 X _ 9.203 _61 R31D N183 Y -.116 62 R31D N186 X 7.573 _ 63 _ R31D N186 Y 11.758 64 R3D N187 X 65 R3D N187 Y __ _ _ -.118 66 R31D N207 Y .003 67 R31D N207 Z -.01 68 R31D N210 Y .007 69 R3D N210 Z -.008 70 R3D N289 X` -.014 71 R31D N289 Y -.838 _ 72 R31D N289 Z .259 73 _R3D N290 X .007 74 _R3D N290 Y -.619 75 R3D N290 Z .174 _ 76 R3D N319 X _ -.009 _ 77 R3D N319 Y 1.915 78 R31D N319 Z -.01 79 R31D N320 X -.01 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 12 Page 58 of 212 11 '-) Company r,iiar Consulting Group, Inc. Nov 19, 2018 IIRISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 26 :EL)Q (Continued) Label Direction W itude k k-ft 80 R31D N320 Y 1.979 81 R3D N320 Z -.016 82 R3D N323 X .044 83 _ R3D N323 Y 2.977 84 R3D N323 Z -.821 85 R3D N324 X -.013 86 R3D N324 Y 1.979 87 R3D N324 Z -.004 88 R3D N362 X .011 89 R3D N362 Y -1.161 90 R3D N362 Z -.17 _ 91 R3D N363 X -.041 92 R31D N363 Y -.926 93 R31D N363 Z -.218 94 R3D N406 Y .003 95 R3D N406 Z -.012 96 R31D N409 Y _ -.002 97 R3D N409 Z -.003 98 R3D N410 Y -.009 99 R3D N410 Z -.014 100 R3D N413 Y .019 101 R3D N413 Z -.003 102 R3D N464 X -.001 103 R3D N464 Z -.026 104 R31D N466 X -.001 105 R3D_N466 Z .006 - -� 106 R3D_N468 X _ -.001 107 R31D N468 _ Z _ -.012 108 R3D N470 X -.001 109 R3D N470 Z _ -.04 110 ; R3D_N478 _ _ X _ 1.087 111 R3D_N478 Y _ .927 112 R3D N478 a Z .068 P113 j R3D N480 X 1.13 114 R3D N480 Y 1.057 1151 R3D N480 Z -.042 1161 R3D N482 X -.003 1171 R3D_N482 I Y .011 118 R3D_N482_ Z -.001 119 R3D_N483 Z -.005 120 R3D N485 X .004 121 R3D N485 Y -.054 122 R3D N485 Z -.004 _ 123 _ R31D N486 Z -.021 124 R3D N487 X 7.619 125 R3D N487 Y -11.542 126 R3D N489 X 7.66 127 R3D N489 Y -11.602 128 R3D N500 X _ -.067 129 R3D N500 Y -2.654 130 R3D N500 Z 1.078 131 R311) N501 X -.079 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 13 Page 59 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 26 :ELF (Continued) Label Direction Magnitude k k-ft1�__� _ 132 R3D_N501 Y -1.558 1331 MAW Z .165 ' 134 _ R3D N502 X -.039 135 R3D N502 Y -1.116 �j 36 R3D N502 _ _ Z .209 F 137 _ R3DN509 X .05 138 i R31D N509 Y _ 2.979 139 R3D_N509_ __ Z __ .813 3D _ 140 R N514 X .054 141 R3D_N514 _ Y -1.102 142 f R3D N514 _ Z -.132 143 R36_N515 _ _ _ _X _ _ _-.079 1 144 R3D N515 Y J -1.417 _ 145 R3D N515 Z -.134 �146 R31D N516 X -.035 _ 147 R3D N516 Y -2.422 - _ _ 148 _ R31D N516 Z -.926 149 R31D_N517 Y -.02 _ 150 _ _ R31D N517 Z -.004 _ 151 R31D N535 X .003 152 R31D N535 Y -.011 153 R3D N539 X -.004 154 R3D N539 Y .053 _ 155 , R3D N539 Z -.006 Point Loads and Moments (Cat 28 : ELZ) Label Direction Magnitude[ ft] 1 R31D REV J1 Y -.174 2 R3D REV J1 Z -4.198 3 R31D REV J1 MY -.011 4 R3D REV J3 Y .177 5 R3D REV J3 Z -4.447 6 R3D REV J3 MY -.012 7 R3D REV J5 Z -3.817 1 8 R3D REV J5 MY -.011 9 R3D REV R Z -3.817 10 R3D REV J7 w -.011 11 R3D REV_J13 Y -.051 12 R3D REV J13 Z -4.233 13 R3D_REV J 13 MY -.011 _ 14 R3D REV J15 Y .051 15 R3D REV J15 Z -4.233 16 R3D REV J15 MY -.011 17 R3D REV J17 Y .11 18 R3D REV J17 Z _ -4.224 19 R31D REV J17 MY -.011 20 R31D REV J19 Y -.112 21 R3D REV J19 Z -4.224 _ 22 R3D_REV J19 MY -.011 23 _ R31D REV JP116 X -.01 24 R3D REV JP116 Y 9.005 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 14 Page 60 of 212 � I Company I-marConsulting Group, Inc. Nov 19,2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 28 :ELZ) (Continued) Label Direction Magnitude k.kftl 25 R3D REV JP116 Z 2.733 26 R3D REV JP117 X .01 27 R3D REV JP117 Y -9.004 _ 28 R3D REV JP117 Z _ 2.734 29 R3D REV JP120 X -.01 _ 30 R3D REV JP120 Y .166 31 R3D REV JP120 Z .051 _ 32 R3D-REV JP121 X .01 _ 33 R3D REV JP121 Y -.166 34 R3D REV JP121 Z .051 35 R3D REV JP124 X -.01 36 R3D REV JP124 _ Y 5.25 37 R3D REV JP124 Z 1.593 38 R3D REV JP125 X .01 39 R3D REV JP125 Y -5.25 40 R3D REV JP125 Z 1.593 41 R3D REV JP128 X -.01 42 R3D REV JP128 Y 13.004 43 R3D_REV JP128 Z 3.947 44 R3D REV JP129 X .01 45 R3D REV JP129 Y -13.002 46 R3D REV JP129 Z 3.947 47 R3D REV JP132 X 1.548 48 R3D REV JP132 Y 4.718 49 R3D REV JP132 Z .004 50 R3D REV JP133 X 1.626 _ 51 R3D REV JP133 Y -4.715 52 R3D REV JP133 Z -.015 53 R3D REV JP136 X -1.585 _ _54_ R3D REV JP136 Y -4.811 55 R3D REV JP136 Z .004 56 R3D REV JP137 X -1.66 _R3D REV JP137 Y 4.814 _ 58 R_3D REV JP137 Z -.015 59 _ _ R3D N182 X 2.041 60 R3D N182 Y 3.162 61 R3D N182 Z -.006 62 R3D N183 X 2.485 63 R3D N183 Y ___ _ -.033 64 R31D N183 Z .005 65 R3D N186 X _ -2.076 66 R3D N186 Y _ -3.225 67 R3D N186 Z -.006 68 R3D N187 X -2.541 69 R3D N187 Y .031 70 R3D N187 Z .005 71 R3D N207 X _ .007 72 R3D N207 Y -.82 73 R3D N207 Z _ _ _ 3.051 74 R3D N210 X _ _ _ -.027 75 R3D N210 Y -2.347 1 76 R3D N210 Z - - -- - 2.792 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\20180397SD\Planer Enclosure 2 (fdn).r3d] Page 15 Page 61 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 28 : ELZ) (Continued) Label Direction Wgiftude k,kftj_ 77 t R31D_N289 _ X -.025 78 _ R3D_N289 Y -2.512 79 _R31D_N289 Z 2.974 80 _ _R31D_N290 X .056 81 R31D N290 Y -8.006 82 R31D N290 Z 1.019 83 R31D_N319 X .001 84 R31D N319 _ Y .1.89 85 _ R31D N319 Z 1.053 86 ( R31D N320 X -.005 87 R31D N320 Y _ _ _ .136 88 R_3D_N320 Z .938 R3 _ 89 D_N323 X -.046 90 j R31D N323_ Y .435 91 R31D N323 2 .806 92 R31D N324 X .008 93 R31D N324 Y _248 94 R31D N324 Z .937 95 _ R3D N362 X -.061 96 _R31D_N362 Y 6.957 - 97 R3D N362 Z _ .161 _ 98 R31D N363 X .015 99 R31D N363 _ Y _ _ _1.5.54 _ 100 R31D N363 Z 1.712 101 R31D N406 _ _Y -.028 102 _ _R_31D_N406 Z _ 3.015_ 103 R3D_N409 X _ _ -.009 104 R3D_N409 Y .727 105 _ R3D_N409 _ Z _ 2.996 106 RID N410 X .034 107 R31D_N410 Y 2.141 108 R31D_N410 Z 2.699 - 109 R31D_N413 X .055 110 R31D_N413 Y -5.907 111 R3D N4_13 Z 1.006 3D^112 _ __0 _N464 Y -.001 113 R31D N464_ Z 3.115 114 R31D_N466 Z .058 115 R36 N468 Z 1.816 116 R3D N470 Y -.002 117 R31D N470 Z 4.498 118 R31D N478 X 1.179 119 R31D N478 Y _ _ .613 120 R3D N478 Z .141 121 R31D N480 X -.943 122 R31D N480 Y _ -.162 123 R31D N480 Z .095 124 R31D N482 X .374 125 R31D N482 Y -8.052 126 R31D_N482 Z _ .876 127 _ R3D_N483 X -.01 128 R3D N483 Y .222 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 16 Page 62 of 212 Company .aar Consulting Group, Inc Nov 19, 2018 ''RIBA Designer JWM Checks Job Number 2018039 Checked By:___ Model Name . Planer Enclosure Foundation Point Loads and Moments (Cat 28 :ELZ) (Continued) Label Direction_ Magnitude k k-ft 129 R3D N483 Z 2.993 130 R31D N485 X -.369 131 R3D N485 Y 11.908 132 R3D N485 Z 1.219 133 R3D N486 X .005 134 R3D N486 Y -.101 135 R31D N486 Z 4.698 136 R3D N487 X 2.062 _ 137 R3D N487 Y -3.123 138 R3D N487 Z -.006 139 R3D N489 X -2.097 140 R3D N489 Y 3.182 141 R3D N489 Z -.006 142 R3D N500 X .074 143 R3D N500 Y .968 144 R3D N500 Z 1.322 145 R3D N501 X .006 146 R3D N501 Y .406 _1_47 R3D N501 Z 1.751 1148 R3D N502 X .01 149 R3D_N502 Y -.306 150 R31D N502 Z 2.329 151 R_31D_N509 X .059 152 R31D N509 Y .1 153 R3D N509 Z .935 _ 154 R3D N514 X -.017 155 R3D N514 Y .362 1561 R3D N514 Z 1.44 157 R3D N515 X -.023 158 R3D N515 Y -.189 159 R3D N515 Z 1.099 160 R3D N516 X -.093 161 R31D N516 Y -.794 _ 162 ' R3D N516 Z .813 1631 R3D N517 X -.06 164 R3D N517 Y 6.235 1651 R3D N517 Z 1.227 166 R3D N535 X -.363 167 R3D N535 Y 7.831 168 R3D N535 _ Z .874 169 R3D N539 X .364 170 R31D N539 Y -11.807 171 R3D N539 Z 1.166 Point Loads and Moments (Cat 42 :ELX+Z) Label Direction Ma nude k k-ft 1 R3D REV J1 _ X -4.094 i 2 R3D REV J1 Y -.562 3 R3D REV_A MY .0006995 4 R3D REV J3 X -4.306 5 R3D REV J3 Y -.584 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 17 Page 63 of 212 Company Pillar Consulting Croup, Inc Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 42 :ELX+Z) (Continued) label Direction WgnitucleLk kftl _ 6 R3D REV J3 MY .0007321 _ 7 R31D REV J5 X _ _ -4.235 _ 8 R31D REV J5 MY .0006995 _ 9_ _R3D REV J7 X -4.222 10 R3D_REV_J7 MY _ .0006996 11 R3D REV J13 X _ -4.097 12 R3D REV J13 MY _ .0006982 13 R3D REV J15 X_ _ -4.0-85 14 R3D REV J15 Y I -.004 '15 R31D REV J15 MY .0007005 16 - R3D REV J17 X -4.08 17 R3D REV J17 Y .527 18 - R31D REV J17 MY _.0006998 - 19 R3D REV J19 X -4.085 20 I RID REV J19 Y _ .542 21 R3D REV J19 MY .0006995 22 R3D RE_V JP11S X R3 -.001 23 D_R_EV JP116 Y -.358 24 R3D REV JP116 Z -.109 25 _R3D REV_JP117 X -.002 26 _R31D REV J_P117 _Y .358 27 R3D REV JP117 Z -.109 28 R3D REV JP120 X _ -.001 29 RID REV JP120_ Y _ _ 199 30 R3D REV JP120 Z .061 31 R3D REV JP121 X -.002 32 R3D REV JP121 Y -.199 33 R31D REV JP121 Z .061 _ 34 R3D REV JP124 Y -.121 35 _ __ R3D REV JP124 Z -.037 36 R3D REV JP125 X -.002 37 _R3D REV JP125 Y .121 38 R3D_REV_JP125 Z -.037 39 R3D REV JP128 X -.001 40 R3D_REV_JP128 Y -.61 _ 41 R3D_REV JP128 Z -.185 42 R3D REV JP129 X -.002 43 R3D_REV_JP129 Y .61 44 R3D REV JP129 Z -.185 45 R3D REV JP132 X 5.655 46 i R3D REV JP132 Y 17.19 47 R3D REV JP133 X 5.918 48 R3D REV JP133 Y -17.191 49 R3D REV JP136 X 5.849 50 R3D REV JP136 Y 17.778 51 R3D REV JP137 X 6.119 52 R3D REV JP137 Y -17.777 53 R3D_N161 Y .003 54 R3D N162 _ _Y _.003 55 R3D N164 Y -.002 56 R3D N182 X _ 7.425 57 R3D N182 Y 11.53 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 18 Page 64 of 212 Company l-war Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 42 :ELX+Z) (Continued) Label _ Direction _ Magnitude Lk k-ftl • 58 R3D N183 X 9.071 _ 59 R3D N183 Y -.114 60 R31D N186 X 7.681 61 R3D N186 Y 11.927 _ 62 R31D N187 X 9.384 63 R31D N187 Y -.12 64 R3_1D N207 _ _ Y -.02 65 R31D N207 _ Z .072 66 R31D N210 X .002 67 R31D N210 Y -.056 68 R31D N210 Z .066 69 R31D N289 X -.013 70 R3D N289 _ Y -.841 71 R31DN289 Z .267 72 ! R3D7 N290 X .004 73 R31D_N290 Y -.643 74 R31D N290 _ Z .176 75 R31D_N319 X -.009 76 R31D_N319 Y 1.909 77 R31D N319 Z -.009 78 R31D N320 X -.01 79 R3D N320 Y 1.973 80 R31D N320 Z -.015 81 R31D N323 X _ .044 82 R31D N323 Y 2.969 83 R3D_N323 Z -.819 84 R31D N324 X -.013 85 R31D N324 Y 1.973 86 R3D N324 Z -.003 87 R3D N362 X .014 88 R31D N362 Y -1.134 89 R31D N362 Z -.171 90 R3D N363 X -.042 91 _ R31D N363 Y -.921 92 R3D N363 2 -.212 93 R31D N406 Y .002 94 R31D N406 Z .069 95 ---R3D N409 _ Y .017 96 R3D N409 Z .077 97 R3D N410 _ X -.002 98 R3D N410 Y .048 99 R31D N410 Z .06 100 R3D N413 _ X -.003 101 R3D N413 Y -.139 102 R31D N413 Z .024 103 R3D N464 X -.001 104 R3D N464 Z -.124 105 _ R31D N466 X -.001 106 R3D N466 Z .069 1071 R31D N468 X -.001 108 R3D N468 Z -.042 109 R31D_N470 I X -.001 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 19 Page 65 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 111RISA Job Nn Prum JWM Checked ke Job Number 2018039 Checked By_� Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 42 :ELX+Z) (Continued) Label _ _ Direction _ M3gnitudefk,kft1. 110 ___ R3D N470 Z _ -' -.211 111 R31D N478 X 1.084 L112 __ R31D N478 Y .93 113 R31D N478 2 - .068 114 R31D N480 X 1.126 115 R3D N480 Y 1.049 116 _ _ R31D N480 I Z -.042 117 R3D N482 X _-.022 118 R3D N482 Y -.237 119 R31D N482 - - Z _ .026 _ 120I R31D N483 _ Y .007 121 R31D N483 Z I .087 122 , R3D N485 X .023 123 _ R31D N485 Y _ -.031 124 _ _ R3D_N485_ _ Z -.002 125 R3DN486 _ Z -.012 126 I--R3-D-N487 X 7.51 127 R31D N487 _ Y -11.377 128 R31D N489 _ X 7.769 129 R31D N489 Y -11.769 130 83D 'N500 X _ - - -.066 - 131 R3D N500 __ Y -2.634 132 R31D N500 Z 1.076 133 R31D N501 _ _ X -•079 134 R31D N501 Y _ _ -1.546 _ 135 R31D N501 Z .169 , 136 R31D N502 X -.039 137 R31D N502 Y -1_.109 _ - 138 R3D N502 Z _215 139 _ R312 N509 X .05 _ 140 _ R31D N509 _ ^ Y j 2.968 141 R31D N509 Z _81 142 R3D_N514 _ X -054 143 R3D N514 Y -1.101 144 I R3D N514 Z _ -.127 145 R313 N515 X -.079 1461 R313 N515 Y _ -1.419 147 R31D N515 Z -.13 148 R31D N516 X -.035 _ 149 R31D N516 Y -2.424 150 � R3D N516 Z -•922 151 R31D N517 X .004 152 R3D N517 Y .148 153 _ _ R31D N517 Z .028 154 R31D N535 _ X .022 155 R31D N535 Y .23 156 R3D N535 Z .026 _ 157 R31D N539 X -.022 158 R31D N539 Y .031 159 R31D N539 Z _ -.004 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 20 Page 66 of 212 <° Company I-mar Consulting Group, Inc. Nov 19, 2018 IRISADesigner JWM h PM Job Num Checked be 2018039 Checked By. Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 43 :ELX-Z) Label J1 Direction _ Magnilude[k.k l 1 R3D REV X -4.094 2 I R31D REV J1 Y _ _ -.58 3 R3D REV J1 MY -.0004704 _ 4 R3D REV J3 X -4.306 5 R3D REV J3 Y -.567 _ 6 R3D REV J3 MY -.0004922 7 R3D REV J5 X -4.235 8 R3D REV J5 MY -.0004704 9 R3D REV J7 X -4.222 10 R36 REV J7 MY -.0004703 11 R3D REV J13 X -4.097 12 R3D REV J13 Y -.003 13 R3D REV J13 MY -.0004717 E14 R3D REV J15 X -4.085 15 R31D REV J15 MY -.0004694 16 R31D REV J17 _ X -4.08 17 R3D REV J17 Y .54 18 R3D REV J17 MY -.0004701 19 R3D REV J19 X -4.085 20 R3D REV A 9 Y .529 21 R31D REV J19 MY -.0004704 22 R3D REV JP116 X 1 -.002 23 R3D REV JP116 _ Y .209 24 R31D REV JP116 Z .063 25 R31D REV JP117 X -.001 _ 26 R31D REV JP117 Y -.209 27 R3D REV JP117 Z .063 28 R31D REV JP120 X -.002 _ 29 R3D REV JP120 Y -.166 _ 30 R31D REV JP120 Z -.05 31 R31D REV JP121 X -.001 32 R3D REV JP121 Y .166 33 R31D REV JP121 Z _ -.05 _ 34 R31D REV JP124 X -.002 35 _ R3D RE JP124 Y .049 36 R3D REV JP124 Z .015 37 R3D REV JP125 X -.001 38 R3D REV JP125 Y -.05 39 R31D REV JP125 Z .015 40 R3D REV JP128 X -.002 41 R3D REV JP128 Y .377 42 R3D REV JP128 Z .115 43 R3D REV JP129 X -.001 44 _ R3D REV JP129 Y -.377 45 _ R31D REV JP129 Z .115 46 R31D REV JP132 X_ 5.819 i 47 R3D REV JP132 Y - 17.687 48 R3D REV JP133 X _ 6.088 49 R3D REV JP133 Y _ -17.688 50 R3D REV JP136 X _ 5.683 51 R31D REV JP136 Y 17.276 52 R3D REV JP137 X 5.945 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 21 Page 67 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JW M Checks Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 43 :ELX-Z) (Continued) Label Direction Magnifudefk.k-h1 __ 53 R31D REV JP137 Y _-17.275 54 R3D N161 Y .003 f 55 R3D N162 Y .003 56 R31D N164 Y _ _ -.002 57 _ R3D N182 X _ 7.641 58_I_ _ R3D N1.82 Y _ 11.864 59 _ R3D_N183i _ X_ 9.334 _ 60 R3D_N183 Y _ -.118 61 RM N186 X _ 7.465 62 _R31D_N186 Y _ _ 11.589 63 R3D_N187 X 9.117 64 R3D_N187_ _ Y -.116 65 R3D_N207 Y_ _ _ _ .025 66 _ R3D N207 2 _ -.091 67__ R3D N210 X _ _ -.001 _ 68 R31D N210 Y •07 - - - 69 _ R3D N210 Z _ _ -.083 70 R36 N289 I X _ _ -.016 71 R3D N289_ Y -.835 72 R3D N289 - - Z .251 73 R3D N290 X .01 74 R3D N290 Y -.595 75 R3D N290 Z .172 76 R31D N319 I X -.009 77 R3D N319 Y _ 1.92 78 ._ R3D N319 Z -.01 79 R3D N320 X_ _ -.01 80 R3D N320 Y _ 1.985 81 R31D N320 _ _ Z -.016 82 R3D N323 X .044 83 R3D N323 Y 2.985 84 R31D N323 Z _ -•823 _ 85 R3D N324 X -.013 86 R3D N324 Y f 1.984 87 R3D N324 Z -.004 88 R3_D_N362 X .008 89 R3D_N362 Y -1.187 90 R31D_N362 Z -.17 91 _ R31D_N363 X -.039 92 R3D_N363 Y -.931 93 R3D W63 Z -•224 _94 R3D N406 Y _ .004 95 R3D N406 2 -.093 96 R31D N409 Y -.021 97 R3D N409 Z -.084 98 R31D N410 X .001 99 R3D N410 Y -.066 1001 R3D N410 Z _ -.087 1011 R31D N413 X .002 1021 R31D N413 Y •177 1031 R3D N413 Z F _ -.03 1041 R3D N464 X -.001 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 22 Page 68 of 212 11RISCompany ..Jr Consulting Group, Inc. Nov 19, 2018 A Designer JWM Checks Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 43 :ELX-Z) (Continued) Label Direotion Magnitude k ft 105 R3D N464 Z .072 106 R3D N466 X -.001 107 R31D N466 Z _ -.057 108 R3D N468 X -.001 r1fl R3D N468 Z .017 R3D N470 X -.001 R3DN470 Z .131 R31D N478 X 1.089 1131 R3D N478 Y 925 114 R3D N478 Z 068 115 R3D N480 X _ 1.134 116 R3D N480 Y 1.065 117 R31D N480 Z -.042 118 R3D N482 X .017 1191 R3D N482 Y .259 120 R3D N482 Z -.028 121 R3D N483 Y -.007 122 R3D N483 Z -.097 123 R3D N485 X -.016 124 R31D N485 Y -.077 125 R31D N485 Z -.007 126 R3D N486 Y .001 127 R3D_N486 Z -.03 128 R3D N487 X 7.727 129 R3D N487 Y -11.706 130 R31D N489 X 7.551 131 R31D N489 Y -11.436 132 R3D N500 X 068 _ 133 R3D N500 Y -2.674 134 _ R3D N500 Z 1.08 135 R3D N501 X -.08 136 R3D N501 Y -1.57 137 R3D N501 _ Z .16 138 R31D N502 X -.039 139 R3D N502 Y -1.123 11401 R3D N502 Z .203 141 R3D N509 X .05 _ 142 R3D N509 Y 2.989 143 R3D N509 Z _ .816 144 R3D N514 X -.054 145 R3D N514 Y -1.102 146 R3D N514 Z -.137 1471 R3D N515 X -.079 148 R3D N515 Y -1.416 149 R3D N515 Z -.138 150 R3D N516 X -.034 151 R3D N516 Y -2.419 152 R3D N516 Z -.93 153 R3D N517 X -.003 154 R3D N517 Y -.187 1551 R3D N517 Z -.036 156 R3D N535 X -- -� -.016 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 23 Page 69 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 43 : ELX Z) (Continued) Label Direadon _ MagW de k,k_fti- -- 157 R3D_N535 _ Y _ . -.253 158 R3D N535 Z _ -.027 -- 159 R3D N539 X .015 160 R31D N539 Y .076 -- 161 R3D N539 Z - 8 Point Loads and Moments (Cat 44 :ELZ+X) Label Direction Ma_gnNd-Wk=ft]_ 1 R3D REV J1 Y I 1 -.188 2 { RID REV J1 Z 3 _R31D REV J1_ MY -.012 C4 _ R3D`REV_A Y .191 5 I R3D REV J3 Z -4.447 { 6- ) R31D REV J3 MY -.013 _7 R3D REV J5 Z -3.817 8 R3D REV J5 MY -.012 9 R3D REV J7 Z_ -3.817 _ 10 R3D_REV J7 MY -.012 11__ R3D REV J13 Y -.055 12 R31D REV J13 Z -4.233 _ _- 13- R31D REV J13 MY _ -.012 14 R3D REV J15 Y_ I _ .055 15 R31D REV J15 2 -4.233 ----- - 16 _ _ R31D REV J15 MY -.012 17 RD REV J17 Y 12 j 18 _ R3D REV J17 Z i -4.224 1 19 R31D REV J17 MY -.012 _ 20 R3D REV J19 Y -.123 21 R31D REV J19 Z -4.224 22 R31D REV J19 W -.012 23 R31D REV JP116 X -.011 24 R3D REV JP116 Y - 9.469 25 R31D REV JP116 Z 2.871 - 26 1 -_R3D REV JP117 X .011 27 _R3D_REV_JP117 Y -9.458 128 R31D REV_JP1.1.7 Z - 2.871 29 R3D REV JP120 X 30 R3D REV JP120 Y - -.126 31 R36 REV JP120 Z _ _ -.038 32 R31D REV JP121 X _ .011 33 R31DREV JP121__ _ Y .126 34 R3D_REV JP_121 Z -.038 35 R3D REV JP124 X _ -.011 36 R3D REV JP124 Y 5.387 37 R3D REV JP124 Z 1.635 38 R3D REV JP125 X .011 39 R3D REV JP125 Y -5.386 40 R31D REV JP125 _ Z 1.635 -_ 41 J R31D REV JP128 X -.011 R3D REV JP128 Y 13.795 i R31D REV JP128 _ - Z _ 4.187 _- RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 24 Page 70 of 212 Company rdlar Consulting Group, Inc. Nov 19,2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 44 :ELZ+X) (Continued) La bel Direction Magnitude[k,k-ft] 44 R3D REV JP129 X .011 45 R3D REV JP129 Y -13.793 _ 46 R3D REV JP129 Z 4.187 47 R3D REV JP132 X 1.679 48 R3D REV JP132 Y 5.116 1Vj 49 R3D REV JP132 Z .005 950 1 R3D REV JP133 X 1.763 51 1 R3D REV JP133 Y -5.113 52 R3D REV JP133 Z -.016 53 R3D REV JP136 X -1.717 54 R3D REV JP136 Y -5.213 55 R31D REV JP136 Z .005 56 R3D REV JP137 X -1.798 57 R3D REV JP137 Y 5.216 58 _RID REV JP137 1 Z -.016 59 R3D N182 X 2.212 i 60 R3D N182 Y 3.429 _ 61 R3D N182 Z _ -.006 62 R3D N183 X _ 2.696 63 R3D N183 Y _ -.036 64 R31D N183 Z _ .005 65 R3D N186 X -2.249 66 R3D N186 Y -3.495 67 R3D N186 Z _ -.006 68 R3D N187 X _2.755 69 R3D N187 Y _ _ _ _.034 70 R31D N187 Z _ .005 71 R31D N207 X _ .007 72 R31D N207 Y -.784 73 R3D N207 Z 2.92 74 R31D N210 X _.029 75 R31D N210 Y -2.246 76 R31D N210 Z 2.673 �_ 77_ _ _ R3D N289 X -.027 78 R31D N289 Y -2.508 79 R3D N289 Z 2.961 80 R3D N290 X .061 81 R3D N290 Y -7.968 82 R31D N290 Z 1.015 83 R31D N319 X .001 84 R31D N319 Y .198 85 R31D N319 Z 1.053 86 R3D N320 X _ _.005 87 R3D N320 Y .146 88 R3D N320 Z .938 89 R31D N323 _ X -.046 90 R3D_N323 Y .448 91 R3D_N323 Z 803 92 R31D N324 X .008 93 R3D N324 Y .257 94 R31D N324 - -- -Z .936 95 R3D_N362 X -.066 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 25 Page 71 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 44 :ELZ+X) (Continued) Label _ _ Drection AAagC►ifiade[k I�fN 96 _ R3D N362_ _ Y 6.915 97 1 R3D N362 _ Z _ _.162 98 R3D_N363 X .017 99 R3D N363 _ Y _ _ 1__546 100 R3D N353 I Z _ _ _ _1.702 101 _ _R3D_N406 Y -•027 102 R3D N406 Z ___2.885 103 R315 N409 X _ -.01 104 - R3D N409 Y _ .696_ 105 R3D N409 _ Z 2.867 I 106 _ R3D_N410 _ X _ _ _ _.037 107 R3D N410 Y 2.05 108 j _ R3D N410 Z 2,581__ _ 1091 R3D_N413 X _ .06 110 R3D N413 - Y _5.654 - 111 R3D_N413 Z .963 112 j R3D N464 _ Y -.001 113 _ R3D_N464 Z 3272 114 R3D N466 Z -.044 �115 R3D N468 Z _ 1.863 116 _ R31D N470 Y _ _ -•002 117 R3D N470 Z _ 4.771 _ 118 R3D N478 X 1.183 119 R3D N478 Y _ .609 120 R3D N478 Z .142 121 R3D N480 X -.937 122 R3D N480 i Y _ -.149 123 _R3D N480 Z _ .095 124 R3D N482 X 405 _ 125 R3D N482 Y -7.655 126 R3D N482 Z .833 _ 127 R3D_N483 X -.011 1128 R3D_N483 Y .211 129 _R3D N483 Z 2.845 130 _R3D N485 X -4 131 _R3D N485 Y 11.871 1321 RID_N485 Z 1.215 133 R3D N486 X .006 134 R3D N486. Y _ -.101 135 R3D N486 Z 4.684 136 R3D N487 X 2.236__ , I 137 R3D N487 _ Y _ _-3.387 138 03D N487 Z -•006 139 R3D N489 X -2.272 140 R3D N489 Y 3.449 _ 141 R3D N489 Z -.006 142 R3D N500 X .073 143 R3D_N500 Y _ .9935 144 R3D N500_ Z 1.325 145 R3D N501 X .005 146 R3D N501 Y _ .386 Z 1.743 147 R3D N501 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 26 Page 72 of 212 �l Company iar Consulting Group, Inc. Nov 19, 2018 RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 44 :ELZ+X) (Continued) Label Direction _ Magnitude[k k--ft 148 R3D N502 X _ _ _ .01 149 R3D N502 Y -.317 150 R3D N502 Z 2.319 151 R3D_N509 X .06 _ 152 R3D N509 Y .116 153 R3D N509 Z .94 54 R3D N514 X -.017 q55 R31D N514 Y _.362 156 R31D N514 Z 1.432 157 R3D N515 X -.023 158 R31D N515 Y -.187 159 R3D N515 Z 1.092 1160 R3D N516 X -.092 161 R3D N516 Y -.789 1162 R3D N516 Z .806 163 R3D N517 X -.065 164 R31D N517 Y 5.966 165 R3D N517 _ Z 1.176 166 R3D N535 X -.394 167 R3D N535 Y 7.444 168 R3D N535 Z .831 169 R3D N539 X .394 170 R3D N539 Y -11.771 171 R3D N539 Z 1.162 Point Loads and Moments (Cat 45 :ELZ-)Q Label Drection Magnitude[k,k-ft] 1 R3D REV J1 Y -.16 2 R3D REV J1 Z -4.198 3 R3D REV J1 MY -.01 4 R3D_REV_J3 Y .164 5 R3D REV J3 Z -4.447 6 R3D REV J3 MY -.011 7 R3D REV J5 Y -.002 8 R3D REV J5 Z -3.817 9 R3D REV J5 MY -.01 10 R3D REV J7 Y .002 11 R3D REV J7 Z -3.817 12 R3D REV J7 MY -.01 13 R31D REV J13 Y -.048 i 14 R3D REV J13 Z -4.233 15 R3D REV J13 MY -.01 16 R3D REV J15 Y _ .048 17 R3D REV J15 Z -4.233 18 R3D REV J15 MY -.01 19 R3D REV J17 Y .099 20 R3D REV J17 Z -4.224 21 R31D REV J17 MY _ -.01 22 R3D REV J19 Y -.102 23 R3D REV J19 Z -4.224 24 R3D REV J19 MY -.01 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 27 Page 73 of 212 Company rillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By:_ Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 45 : ELZ-)O (Continued) Label Directial Magn tude[k kftj -- 25 R3D_REV JP116 -j X -.009 26 R3D REV JP116 I -Y 8.551 f 27 R3D REV JP116 Z 2.596 28�_ ^R3D REV JP117 X .009 29 R31D REV JP117 -Y -8.55 -- 30 R3D REV JP117 _Z 2.596 31 R31D REV JP120 X -.009 32 R3DREV JP120 Y_ _ •459 33 R3D_REV JP120 _ Z .139 34 R3D REV JP121 X .009 35 R3_6 REV_JP121 Y _ _ -.459 36 R31D REV JP121 ! Z 139 37 R3D REV JP124 _ X -2 -.009 38 R36 REV JP124 Y 5.114 39 R3D REV JP124 Z 1.552 40 R3D REV JP125 X U09 - t t R3D REV JP125 Y �42 _ - _R3D REV JP125 - Z 1.5552 - 43 R3D REV-JP128 X -.009 44 R31D REV JP128 Y 12.213 45 R3D REV JP128 _ Z _ 3.707 _ 46 R3D REV JP129 X .009 47 _ R3D REV JP129 Y -12.211 48 R3D REV JP129 Z 3.707 49 R3D REV JP132 X 1.417 50 R3D_REV JP132 _ Y _ 4_32 51 R31D REV JP132 Z .003 52 R31D REV JP133 X 1.489 53 R31D REV JP133 Y -4.317 _ 54 R3D REV JP133 Z -.014 55 R3D REV JP136 X -1.452 56 R31D REV JP136 Y -4.409 - - 57 R31D REV JP136 Z .003 58 _R31D REV JP137 X -1.521 59 R3D_REV JP137 Y 4.412 60 R_3D REV JP137 Z -.014 61 R3D N182 _ _X 1.869 62 R31D N182 _ Y 2.894 63 R31D N182 ? _ -•006 - 64 R3D N183 X 2 275 65 R3D N183 Y -.031 66 R31D N_183 Z .005 67 R31D N186 X _ -1.903 68 R31D N186 Y -2.955 - 69 R31D N186 Z _ _ -.006 70 R3D N187 X -2.327 71 _ R31D N187 Y .028 72 R3D N187 Z .005 73 _R3_1D N207 X .006 74 _ R31D N207 Y -.855 75 R3D_N207 F _ Z 3.182 _ 76 R31D N210 X _.025 _ RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3dj Page 28 Page 74 of 212 Company rdlarConsulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Loads and Moments (Cat 45 :ELZ-)O (Continued) Label Direction MagniWde k k-!t 77 R3D N210 Y -2.448 _ 78 R3D N210 Z 2.912 79 R3D N289 X -.022 80 R3D N289 Y -2.517 81 R3D N289 Z 2.987 - - 82 R3D N290 X .051 �3 R3D N290 Y -8.044 84 R3D N290 Z 1.022 85 R3D N319 X .001 86 R3D N319 Y .18 87 R31D N319 Z 1.054 88 R3D N320 X -.005 89 R3D N320 _ Y .126 90 R3D N320 _ _ Z .939 91 R3D N323 X -.046 92 R3D N323 _ Y .423 93 R3D N323 Z .809 94 R3D N324 X .008 95 R31D N324 Y .239 96 R3D N324 Z .938 97 R3D N362 X -.056 98 R3D N362 Y 6.999 99 R3D N362 Z .159 100 R3D N363 X .013 101 R3D N363 Y 1.562 102 R3D N363 Z 1.722 103 R3D N406 Y -.03 104 -R3D N406 Z 3.145 105 R3D N409 X -.008 106 R3D N409 Y .758 107 R3D N409 Z 3.124 108 R3D N410 X .031 109 R3D_N410 Y 2.233 110 R3D N410 Z 2.816 111 R3D N413 X .05 112 R3D N413 Y -6.161 113 R3D N413 Z 1.05 114 R3D N464 Y -.001 _ 115 R3D N464 Z 2.958 116 R3D N466 Z .159 117 R3D N468 Z 1.768 118 R3D N470 Y -.002 119 R3D N470 Z 4.224 120 R31D N478 X 1.176 _ 121 R3D N478 Y .617 122 R31D N478 Z .141 123 R31D N480. X -.95 124 R3D N480 Y -.174 125 R3D N480 Z .095 _ 126 R3D N482 _ X .342 _ 127 �_ R3D N482 Y -8.45 128 R3D N482 Z .919 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 29 Page 75 of 212 Company Pillar Consulting Group, Inc. Nov 19,2018 111RISA Job bumner JWM Checks Job Number 2018t739 Checked By. Model Name Planer Enclosure Foundation Point Loads and Moments Cat 45 :ELZ- Continued _ Label Direction Magnitudejk,k ft] 129 R3D N483 X -.01 130� R3D N483 Y .233 131_ R3D N483 Z 3.141 132 R3D N485 X -.338 133 R3D_N485 Y 11.944 _ 134 - -- - -- R3D_N_485 _ Z --- 1.222 - 135 R3D_N486 X .005 136 R30 N486 __ Y __ ---.101 131 R3D N486 Z 4.712 - 138 R3D_N487 X -- 139 R3D N487 Y _ 2.859 140 R3D_N487 _ _ Z _ _ _ _ _ -.006 141 R3D_N489 _ X -1_922 _ - 142 R3D_N489 _ Y _ _ 2.915 _- 143 R313_N489 _ _ Z _ _-.006 144 _ R3D N500 X .076 _ f 145 _R3D_N500 Y 1.001 46 R3D_N500 Z _1.319 147 R3D_N501 _ -_ X -- .007 148 _ R3D N501 Y -- _ .425 149 R3D N501 Z 1.758 150 R3D N502 _ X .01 151 R3D N502 - Y _ _. -.295 152 R3D N502 Z 2.339 153 R3D N509 X _ .059 154 R3D N509 Y .084 155 R3D N509 Z - - •93 -- 156 R3D N514 __ X _ _ -.017 157 R3D N514 Y _ ,363 _ 158 R3D N514 Z 1.448 159 R3D N515 X -.023 160 _ _ R3D N51.5- Y -.191 161 R3D N515 Z 1.105 1162 I R3D N516 X -.094 163 R3D N516 Y - -.798 _ 164_l R3D N516 Z .819 165 R3D N517 _ -.055 166 1 R3D N517 _ Y 6.503 167 ! R3D N517 Z _ 1.278 168 R3D N535 X -•333 _. 169 R3D N535 Y 8.217 170 R3D N535 _ Z •917 _ 171_ R3D N539 X .333 _ 172 R3D N539 Y -11.843 - 173 R3D N539 Z -- _1.17 Line Loads and Moments Start Point_ End Point Direction Start Magnihadejkl_ft k ft/J _E_nd_Magnitude kl[ R,k-fUft]. No Data to Print ... _ _ RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 30 Page 76 of 212 - I Company r roar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM h PM Checked Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Area Loads Label - Base MagM Peak Madksf] No Data to Print ... Slabs Label Thickness-LmL Mabrial Local Abs Angle Analysis Offset[in) Passive Presses-_..Soil Over- 1 J S1 18 II Conc4WONW i 0 0 0 0 Load Combinations Label S...S...A...SF Cat..Fa...Ca...Fa..Ca...Fa...Cate...Fa...Ca...Fa...Ca...Fa...Ca...Fa...Ca .Fa- Ca. Fa. Ca. Fa. 1 SEISMIC WEIGHT Y.-•Y•-• DL 1 OL1 1 2 3 1 .2D+1.6L Y- I I JIDI-11.2101-1 1.2 LL 1.6 OL2 1.2 L411.6 4 1.2D+1.6L(JIB +X OTM) Y.. DL 1.2 L1 1.2 LL 1.6 OL2 -1.2 L4�-1.6 5 1.2D+1.6L(JIB -X OTM) 'Y... DL 1.2'OL1 1.2 LL 1.6 01-3 1.2 L5'1.6 6 1.2D+1.6L(J18 +Z OTM) Y. D_L 1.2 01-1Ll�.2 LL 1.6 OL3 -1.2 L5-1.6 7 1.2D+1.6L(JIB -Z OTM) Y.. DL 1.20L1 LL 1.6 OL2 .85 L3.85 L4 .1 L5 .1 $ 1.2D+1.6L(JIB +X,+Z OTM)Y.. DL 1.2�L1 1.2 LL 1.6 01-2 .85 L3.85 DL41.1 L51.1 g 1.21D+1.61-(JIB +X,-Z OTM)Y... DL).2'OL1 1.2 LL 1 .6 OL2 .85 L3-.85 L41.13 L5-1... _ 10 1.2D+1.6L(JIB-X,+Z OTM)Y. DL 1.2 L1 1.2 LL 1.6 OL2 .85 DL3.85 DL4-1... L5 1.1 11 1.2D+1.6L(JIB -X,-Z OTM) Y. I DL•1.2 nL1 1.2 LL 1 .6 OL2 -.85 L3-.85 DL4-1... L5-1- 12 1.352D+1.OELX+0.5L Y DL 11....bL1 1.... LL .5 1 ELX 1.3 1...., La .5 13 1.352D+1.OELX+Z+0.5L Y- pL 1.... L1!1.... LL .5 'ELX•••1.3 I-21.... L4 .5 14 1.352D+1.0ELX-Z+0.5 Y••- pL 1.... L1 1 LL .5 ELX- 1.3 , 12 1.... - L4 5 15 1.352D+1.OELZ+0.5L Y••• DL 1....,OL1 1_.. LL .5 ELZ 1.3 L31....OL5 .5 16 1.352D+1.OELZ+X+0.5L Y- DL 1 bL111 LL .5 ELZ... 1.3 L31.... L5 .5 17 1.352D+1.OELZ-X+0.5 Y... DL 1....'OL1 1.. LL .5 ELZ- 1.3 L31....'OL5 .5 18 1.352D+1.OELX+0.3ELZ+0.. Y..., pL 1....6L1'1 .. LL .5 ELX 1.3 E�.39 19 1.352D+1.OELX+Z+0.3ELZ..Y... pL 1....TP L11I 1.... LLT.5ELZ ELX.-. 1.3 ELZ.39 20 1.352D+1.OELX Z+0.3ELZ...Y... DL 1.- L1 1.... LLX-Z 1.3 ELZ.39 21 1.352D+1.OELZ+0.3ELX+O.. Y... pL 1.... L1 1.... LL .1.3 FLX1.39 22 1,352D+1.OELZ+X+0.3ELX..Y- pL 1.... L1 1..-.ILL .5 ELZ••-.1.31ELX.39 23 1.352D+1.OELZ-X+0.3ELX...'Y... pL 1.... L1 1.... LL .5 ELZ- 1.3 ELX.39 24 1.352D+1.OELX 0.3ELZ+O...Y.. pL 1.... DU 1 LL .5 ELX 1.3 ELZ-39 25 1.352D+1.OELX+Z-0.3ELZ...Y.- I IDL 1.... DL111... LL .5 ELX-1 .3 ELZ-•39� 26 1.352D+1.OELX-Z-0.3ELZ+..Y.. pL 1...- L1.1 �LL .5 ELX- 1.3 E -.39 27 1.352D+1.OELZ-0.3ELX+O... I IDL 1.... 0,1- LL .5 ELZ 1.3 ELX-.39 28 1.352D+1.OELZ+X-0.3ELX...Y.. pL j2OL1 1... LL .5 ELZ••• 1.3 LX-•39 2g 1.352D+1.OELZ-X-0.3ELX+..Y.., DL -1 1.... LL .5 ELZ- 1 .3 ELX-.39 30 1.352D-1.OELX+0.5L Y••. DL 1.... L1 1.... LL .5 ELX -1.3 L2-1... L4 _,5 31 1.352D-1.0ELX+Z+0.5 Y-•• DL i.... L1 1-. LL .5 ELX...-1.3 L2-1... L4 -,5 32 1.352D-1.OELX-Z+0.5L Y... DL 1....;OL1 1.... LL .5 1ELX-Z-1.3 L2-1... X4 -,5 33 1.352D-1.OELZ+0.5L Y.•. DL 1....OL1 1.... LL 1 .5 1 ELZ -1.3 L3-1... L5-,5 34 1.352D-1.0ELZ+X+0.5 Y••- DL 1.... L1 1.... LL 1 .5 ELZ... 1.3 L3-1... X5 -.5 I 35 1.352D-1.OELZ-X+0.5L Y••• DL 1....bL1 1.... LL .5 ELZ- -1.3 L3-1... L5 -,5 36 1.352D-1-OELX+0.3ELZ+O...Y. pL 1.... L1 1.... LL .5 ELX 1.3E 39 37 1.352D-1.OELX+Z+0.3ELZ..•Y... DL 1.... L1 1.... LL .5 ELX...-1.3 E 39 38 1.352D-1.OELX-Z+0.3ELZ+..Y... pL 1.... L1 1.... LL .5 ELX- -1.3 E .39 39 1.352D-1.OELZ+0.3ELX+O... Y... DL 1.... L1 1.... LL .5 ELZ -1.3 .39 40 '1.352D-1.OELZ+X+0.3ELX...Y.. DL 1....IOL1 1.... LL .5 ELZ...-1.3 .39 41 1.352D-1.OELZ-X+0.3ELX+..Y... DL 1.... L1 1.... LL .5 ELZ- -1.3ELX.39 42 1-352D-1.0ELX-0.3ELZ+0,5LY... DL 1.... L1 1 LL. .5 ELX -1.3E .39 43 '1 352D-1.0ELX+7-0.3ELZ+ Y... pL 1....,OL1 1 LLI,_5 ELX...-1.3iELZ-.39 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 31 Page 77 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 X 11RISA Designer JWM h X Ce Job Number 2018039 Checkeke d By � Model Name Planer Enclosure Foundation v m m z v Load Combinations (Continued) ' LL .5 ELX-Z Fa..E Fa..Ca...Fa...0 ...Fa..-Ca..,F ..Ca... a,.;Pa..-FA. 44 '1.352D-1.OEbX-�Z-0.3ELZ+..,Y.�,S._.,A...SFCDaL Fa:.pL1 Fa_.iCa„_Fa...Cate...Fa...Ca...FB...Ir f45 352D-1.0ELZ-0.3EIX+0.5 Y... DL 1 _OL1 1.... LL .5 ELZ -1.3 LX-.39 46 i1.352D-1.OELZ+X-0.3ELX+. Y.:: DL ' oL1 1.... ILL .5 ELZ... 1.3 LX-.39 47 11-352D-1.OELZ-X-0.3ELX+-Y..' DL 1 oL1 1.... LL .5 ELZ- -1.3 LX-.39 48 0.748D+1.OELX+0.5L Y pL 748'ELX'1.3 49 0.748D+1.OELX+Z+0.5L Y... DL 748 EL .1.3 50 '0.748D+1.OELX-Z+0.5 Y... DL 748Ei- 1.3 51 0.748D+1 QELZ+0.5L Y- DL 748:ELZ'1.3 52 0.748D+1.OELZ+X+0.5L Y .. DL J4 EL..1.3 k 53 j 0.748D+1 .OELZ-X+0.5 Y• DL 748EL..1.3 _ 54 0.748D+1 OELX+0.3ELZ+0-.Y... DL 748 LX 1.3E .39 55 0 748D+1.OELX+Z+0.3ELZ..Y... DL 748 EL. 1.3 ELZ.39 J6 0 748D+1 OELX Z+0.3ELZ...Y... DL 748'EL..1.3 ELZ.39 57 0748D+1.OELZ+0.3ELX+0.. Y..._ DL'74 E 1.3 LX.39 _ 58 0 748D+1.OELZ+X+0.3ELX.. ... DL l74 EL.. 1.3 LX.39I 59 0 748D+1.OELZ-X+0.3ELX..Y.. DL 748 EL..1.3 LX.39 60 0 748D+1.OELX-0.3ELZ+0... Y... 1 DL 748ELX 1.3 ELZ-.39 I. 61 0748D+1.OELX+Z-0.3ELZ... .. DL 74 EL.. 1.3 ELZ-.39 ` 62 O 748D+1.OELX Z-0.3ELZ+..Y., pL.74 EL.1.3 ELZ-.39 - 63 0 748D+1.OELZ-0.3ELX+0... .. DL 1,748 ELZ 1.3 LX-.39 _ 64_10_748D+1.0ELZ+X-0.3ELX...Y... DL 748EL..1.3 LX-:39 65 0.748D+1.OELZ-X-0.3ELX+..Y. DL 74 EL.1.3 LX-.39 66 6.748D-1.OELX+0.5L DL L74 LX 1.31 67 0.748D-1.OELX+Z+0.5 Y••• DL .748EL.-1.3 68 i0.748D-1.OELX-Z+0.5L Y••• DL 74 EL-. 1.3 69 0.748D-1.OELZ+0.5L Y••• DL .748 ELZ-1.3 70 0.748D-1.OELZ+X+0.5 Y••• DL 74 EL..-1.3 71 0.748D-1.OELZ-X+0.5L Y.- DL 74 EL..-1.3 _ -- .. 72 748D 1.OELX+0.3ELZ+O... Y. pL 74 LX 1.3ELZ,39 73 748D-1.OELX+Z+0.3ELZ...Y. DL .74E EL..-1.3ELZ.39 _ 74 .748D-1.OELX-Z+0.3ELZ+..i ... DL 74 EL.. 1.3 ELZ.39 _ 75 748D-1.OELZ+0.3ELX+0...Y... I DL 74E ELZ-1.3 1-X.39 - - 76 r0.748D-1.OELZ+X+0.3ELX...Y... I DL.74 EL..-1.3 LX.39 77 0.748D-1.OELZ-X+0.3ELX+..Y... DL •74 EL.-1.3 LX•39 78 0.748D-1.OELX-0.3ELZ+0. Y... DL 74 LX 1,3E 39 L 3979 0 748D-1.OELX+Z-0.3ELZ+..Y... pL EL.. 1.3 4D- OELX-Z-0.3ELZ+., Y.- EL..-1.3LLZ-.39 Eu$Q 0.7 81 DL 1.3 LX .390 L.1-1 3 .3982 '0,748D-1.OELZ+X-0.3ELX+.,Y. OL 748 83 0.748D-1.OELZ-X-0.3ELC+.. Y._. DL 748 EL -1. L)C .39 84 85 86 87 88 89 90 91 92 93 94 95 - - - RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (Ildn).r3d] Page 32 Page 78 of 212 1 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Load Combinations (Continued) _ Label S ..S. A_.SF Cat..Fa...Cs...Fa...Ca...Fa...Cate...Fa...Ca..Fa...C Fa_.Ca...Fa...Ca...Fa.. Ca...Fa...Ca...Fa. 96 97 98 99 D+L Y...Y.. 1.51 DL 1 1-1 1 LL 1 OL2 1 L4 1 100 D+L JIB+X OTM Y.••Y•• 1.51 DL 1 L1 1 LL 1 OL2 -1 1-4 -1 101 D+L JIB-X OTM Y.. Y..j 1.5 DL 1 PL11 1 LL 1 01-3 1 31-5 1 102 D+L JIB+Z OTM Y.-Y-1 11.5 DL 1 PL11 1 LL 1 OL3 -1 .OL5 -1 _ 103 D+L JIB-Z OTM Y•••Y.. 11.5 DL 1DL11 1 LL 1 OL2 .70 r L3 70 La 707 L5,70 104 D+L JIB+X,+Z OTM Y., Y... 1.5 DL 1 DL11 1 LL 1 OL2 7o L3 70 L4 70 L5 70 105 D+L(JIB+X -Z OTM Y•.•Y... 11.5 DL 1 DI-11 1 LL 1 OL2 707 L3,-.7.. L4.70 L5-.T. 106 D+L JIB-X+Z OTM Y.-Y.. 11.5 DL 1 DL11 1 LL 1 OL2 -•7•• L3.70VL4 .. L5 70 107 D+L JIB-X-Z OTM Y.- Y... 1.5 DL 1 L1 1 LL 1 OL2 •7•• L3-.7. .. L5-.7.;108 1.107D+0.525ELX+0.75L Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELX .68 L21.•.. 5 109 1.107D+0.525ELX+Z+0.75L Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELX... 682tDI-2 1....OL4.75 110 1.107D+0.525ELX Z+0.75L Y...Y.. 1.5 DL 1....DO 1.... LL .75 ELX-Z.68 I-21.... L4,75 111 1.107D+0.525ELZ+0.75L Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELZ .68 L3 1.... L5 75 112 1.107D+0.525ELZ+X+0.75L Y.. Y..:, 1.51 DL,1.... L1 1.... LL .75 ELZ... 68 L3 1.... L5.75 113 1.107D+0.525ELZ-X+0.75L Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELZ- .68 L31....OL5.75 114 1.107D+0.525ELX+0.158E.. Y,» ... 11.5 DL 1.... L1 1� LL .75 ELX 68 E •� 115 1.107D+0.525ELX+Z+o.15...Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELX... 68 E .273 116 1.107 D+0.5 25 ELX-Z+0.158..'Y.. Y.. 1.5 DL 1.... L11.... LL .75 ELX-Z.684ELZI273 117 1.107D+0.525ELZ+0.158E...Y.., 1.5 DL 1.... L1 11.... LL .75 ELZ 68 LX 273 118 1.107D+0.525ELZ+X+0.15...Y... 1.5 DL 1.... L1 1.... LL .75 ELZ... 68 ELX 27 _ 119 1.107D+0.525ELZ-X+0.158..Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELZ- 68 ELX.27 120 1.107D+0.525ELX-0,158EL. Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELX 68 E -.2.. 121 1.107D+0.525ELX+Z-a158. Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELX....68 E -.2.. 122 1.107D+0.525ELX-Z-0.158.. Y. Y..j 11.5 DL 1.... X11 1.... LL .75 ELX-Z 68 E -.2.. 123 1.107D+0.525ELZ-0.158E LAY...Y.. 1.5 DL 1.... L1 1I.... LL .75 ELZ •68 ELX-.2.. 124 1.107D+0.525ELZ+X-0.158 Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELZ....68 ELX-.2.. 125 1.107D+0.525ELZ-X-0.158.. Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELZ- .682ELX .2.. 126 1.107D-0.525ELX+0.75L Y...Y.. 1.51 DL 1.... L1 1.... LL .75 ELX .6•• _L2-1... L4 .75 127 1.1 07D-0.525ELX+Z+0.75L Y.-Y... 1.5 DL '1.... L1 1.... LL .75 ELX...-.6.. L2-1...OL4-.75 L1128 1.107D-0.525ELX-Z+0.75L Y..Y.. 1.5 DO.... L1 1.... LL•.75 ELX- .6., L2-1... L4 .75 28 1.107D-0.525ELZ+0.75L Y...Y.. 1.5 DL 1.... DU 1....ILL .75 ELZ-•6.. L3-1... L5-.75 130 ,1.107D-0.525ELZ+X+0.75L Y...Y... 15 DL 1.... L1 1.... LL .75 ELZ...-,6.. 0-1... L5-.75 131 1,1 07D-0.525ELZ-X+0.75L Y.- .. 1.51DL 1.... L1 1.... LL .75 ELZ- -:8.. L3-1... L5-.75 132 1.107D-0.525ELX+0.158EL. Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELX -.6.. E 27 133 1.107D-0.525ELX+Z+0.158.,Y... .. 1.5 DL 1..., L1 1.... LL .75 ELX...-.6.. EE .27 134 1.107D-0.525ELX-Z+0.158..,Y...Y... 1.5 DI- 1.... L1 1.... LL .75 ELX- -.6.. E 27 135 1.107D-0.525ELZ+0.158EL.Y... ... 1.5 DL 1....ILI L1 1.... LL .75 ELZ -•6•• LX 27 136 1.107D-0.525ELZ+X+0.158. Y..Y.. 1.5 DL 1.... L1 1.... LL .75 ELZ... -.6., 27 137 1.107D-0.525ELZ-X+0.158.. Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELZ- -.6.. 27 138 1.107D-0.525ELX-0.158EL...Y... `.. 1.5 DL 1.... 1.... LL .75 ELX .6..E -.2.. 139 1.107D-0.525ELX+Z-0.158...Y. Y... 11.5 DL 1.... DO 1.... LL .75 ELX...-.6..E -.2.. 140 1.107D-0.525ELX-Z-0.158... Y...Y.. 1.5 DL 1.... X1 1.... LL .75 ELX-Z--6..ELZ-.2.. 141 1.107D-0.525ELZ-0.158EL.. Y...Y... 1.5 DL 1.... L1 1.... LL .75 ELZ -•6.. LX-.2.. 142 1.107 D-0.52 5E L Z+X-0.1 W.Y...Y... 1.5 DL 1.... L1 1.... LL .75 EEL. .6.. LX--2.. 143 1.107D-0.525ELZ-X-0.158...Y...Y.. 1.5 DL 1.... L1 1.... LL .75 ELZ- -.6.. LX-.2.. 144 0.493D+0.7ELX Y••Y•-• DL 49 LX.91 145 0.493D+0.7ELX+Z Y.. Y.. DIL 49 EL...91 146 0.493D+0.7ELX-Z Y..Y •, DL 49 EL•.91 147 0.493D+0.7ELZ Y- Y..11 DL 49 ELZ•91 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 33 Page 79 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Load Combinations (Continued) Label S.,.S .,A...SF Cat.Fa...Ca...Fa...Ca...Fa...Cate...Fa...Ca...Fa. .Ca...Fa.-_C�Fa...Ca..,Fa...Ca...Fa... a...Fa... 1148 0.493D+0.7ELZ+X Y...:Y DL 4931EL. ,91 I149 0.493D+0.7ELZ-X Y..•Y-- DL .493EL...91 L150--� 0.493D+0.7ELX+0-21 ELZ 1Y _.Y..., DL 4938LX .91 ELZ 27 15�493D+0.7ELX+Z+0.21ELZ Y Y .. DL 493EL...91 iELZ 27 152 '0493D+0.7ELX-Z+0.21ELZ Y Y DL 493EL.•91 ELZ 273 �153-0.493D+0.7ELZ+0.21ELX Y- Y .j DL 493E1Z.91 LXi27 _ �-- - 154 P 493D+0.7ELZ+X+021 ELX"Y Y pL 493 EL...91 LX 27 155 ,0.493D+0.7ELZ-X+0.21ELX 'i.. Y DL 493 EL..91 LX 27 156 0.493D+0.7ELX-0.21ELZ IY...,Y DL 493 1-X.91 ELZ .2.. 157 I0.493D+0.7ELX+Z-0.21ELZ Y...Y... DL 493EL...91 ELZ _2.. 158 0.493D+0.7ELX-Z-0.21 ELZ 1-DL 493 EL.. .91 EL .2.. _ 159 ' 0.493D+0.7ELZ-0.21 ELX Y.. ... DL ELZ.91 LX •2•_�_ 160 0.4936+0.7ELZ+X-0.21ELX ..., ... _ DL 49 EL••.91 -LX •2. 161 �'O 493D+0.7ELZ-X-0.21 ELX —T.. -DL 49 EL.. .91 LX •2•• _ 162]_ 0.493D-0.7ELX- Y ••• DL 493ELX 163 1 0.493D-0.7ELX+Z Y,..Y... DL •493 EL.-.91 _ 164 0.4936-0.7ELX-Z Y •3r• DL-493 EL..-.91 165 0.493D-0.7ELZ Y_.•Y... DL 4931ELZ-.911 1 _ 166 0.493D-0.7E +X 'Y DL.493EL--.91 L2 167 0.493D-0.7EU-X _ 'Y .Y ..i DL 493 EL..-.91 168 0493D-0-7E' .21ELZ 'Y Y DL .493'ELX-.91 ELZ 27 ' _ 169 0.493D-0.7ELX+Z+0.21ELZ Y...Y... _ `DL .493EL..-.91 ELZ 27 170 0.493D-0.7ELX-Z+0.21 ELZ• DL 49 EL.'-.91 ELZ 27 171 0.493D-0.7ELZ+0.21 ELX Y._ ... __ DL •493 E -.91 LX 27 172 0.493D-0.7ELZ+X+0.21ELX Y... _ _pL 493EL.-.91 LX 27 173 0.493D-0-7ELZ-X+0.21 ELX Y.-Y... DL 493 EL.-.91 LX.27 174 0.493 D-0.7E LX-0.21 E LZ Y...Y... p L 4931E lX-.91 ELZ' .2.. 175 0.493D-0.7ELX+Z-0.21 ELZ Y... ... DL 493EL.-.91FLX -.2.. 176 0-493D-0.7ELX Z-0.21 ELZ .-Y... DL 49 EL.. .91 -.2.. 177 0.493D-0.7ELZ-0.21ELX Y...Y. pL 493ELZ .91 .2.. 178 0.493D-0.7ELZ+X-0.21 ELX ,Y...Y. DL 493EL.-:91 -2.. 179 0.493D-0.7ELZ-X-0.21ELX ...Y... DL 493EL.-.91- ;-.2.. —, Design Cuts La bel_ _ _ Design Rule No Data to Print Design Strips Label Rebar Angle from PL.. No of Desi n Cuts Design Rule 1 DS1 � - _ 90 56 _ T cal 2 DS2 0 50 Typical 3 DS3 _ 90 50 Ty�cal D9S4 ' 0 50 apical 4 Load Categories Category _ Point Loads Line Loads Area Loads 1 D L 138 2 LL 188 _ 3 O L1 _ 72 _ 4 1 O L2 _ 3 -- - -- r9n RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3dj Page 34 Page 80 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Load Categories(Continued) Category Pant Loads Line Loads _Area Loads O L3 - 3 --- _ 6 O L4 3 7 O L5 3 A _ 8 ELX 155 9 ELZ 171 - - 10 ELX+Z 159 11 ELX-Z 161 12 ELZ+X 171 _ 13 ELZ-X 173 -` Design Cut Results Label_ UC Top LC UC Bot LC Shear UC LC Phi"Mnz...Phi*Mnz...PN*Vny k Top Flex—Bot/Mid IF... No Data to Print ... Strip Reinforcing Label UC Top LC Top Bars Governin... UC Bot LC Bot Bars/...Goverrtin.. UC Shear LC Gmarrinq D... L1DS1 306 13 #5@18i�n DS1-X4 .253 3 #5@18in DS1-X21 .115 3 DS1--X23 DS2 522 6 #5@18in DS2-X13 .621 10 #5@16in DS2-X26 .184 6 DS2-X25 3 DS3 23 4 #5@1 8inj DS3-X14 .161 13 #5@18in DS3-X24 .089 4 DS3-X23 nDS4 .212 5 #5@18in'DS4-X43 .42 6 #5@14in DS4-X43 .099 6 DS4-X39 Footing Geometry Joint Footing LeratKM Width[ft] Thickness[in-]No Data to Print ..ex[m_]_. in]. Pedestal Ht(in] Ped Xdimjil Ped Zdirn n Footing Steel Joint Footing Bot x Steel in^21 Bot z Stee{in'21 Top x Steel[in...Top z Steel[in Ped Long Ped_Shear No Data to Print ... Footing Code Check Joint Footin Bearing_Ra...6earirg Pr.,_Gov LC UC Max Muxx[k- Gov LC UC Max Muzz k-ft] Gov LC No Data to Print... Footing Shear Check Joint Footing UC Shear Vuxjk] Gov LC UC Shear Vuz k Gov LC No Data to Print ... Footing Pedestal Joint Footing UC Bend UC Bend LC UC Shear UC Shear LC UC Punch UC Punch LC No Data to Print ... Footing Safety Factors Joint Footing OSF-xx LC OSF zz LC SR xx LC SR-zz LC No Data to Print ... RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 35 Page 81 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Pedestals/Posts Design Values Label UC Gov LC Shear UC Gov LC Dir Phi Used Vertical Reirif Shear Reinf No Data to Print ... Pedestals/Posts Punching Shear Values Label UC_ Gov LC Location Vuy[k] Muz[WQ Total Stress[... Phi'Vnyjksi], No Data to Print ... Pedestals/Posts Punching Shear Geometries Label Shape _ Location Effective De... L1[in] 1-2[in] Polar Mome... Polar Mome... Gamma-x Gamma z No Data to Print ... Pile Punching Shear Geometries Labe_I Pile_ Shape Location Effective Depth in L1 jin] No Data to Print ... Pile Punching Shear Values Label Pile UC Gov LC _Location^ Vuylk], i PhiNnylk] No Data to Print ... -_ Pile Design Checks Label Pile Shear UC SheerLk]_Shear LC Soil Co... PileCo.. Comp[k] Comp LC Soil Ten.. Pile Ten_ Tens[k] Tens LC No Data to Print . J Concrete Pile Rebar Label Phi Used Vertical Reinf _ Shear Reinf No Data to Print ... Pile Cap Geometry Label Pile Cap Length[ft] W_ idthjft]_ Thickness[in] Pedestal Htjm] Ped Xdim[in] .P ed Zd ikmdf In No Data to Print Pile Cap Steel Label Pile Cap Bot z Dir S_leel[in^2]Bot x Dir. Steel[n^2]Top z Dir Sieel[in"21T�x Dir. Steel[n^21_ Ped Long Ped Shear No Data to Print ... Pile Cap Maximum Forces Label Pile Cap Muxx[k-ft]_ Muxx LC Muzz[k--ftlMuzz LC Vu-pjk] Vu-A LC Vu-x[k] Vu-x LC Vu-z[k] Vu-z LC No Data to Print ... -� Pile Cap Pedestal Label Pile Cap UC Bend UC Bend LC UC Shear UC Shear LC UC Punch UC Punch LC �._�. No Data to Print ... - Pile Cap Code Check Label UC Punch Gov Pile(Punch) Gov LC(Punch)— No Data to Print RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 36 `acio a2 of 212 11RISCompany Pillar Consulting Group, Inc. Nov 19, 2018 A Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures Label Max UC Max LC _ Soil Pressure ksf] Allowable Bearinarkefl 1 SLAB-1 .413 102 _ .619 1.5 2 SLAB-2 .424 107 .635 1.5 3 SLAB-3 .387 99 _ .581 _ 1.5 4 SLAB-4 .383 103 _ _ .575 1.5 5 SLAB-5 .311 106 .467 1.5 6 SLAB-6 .336 137 .504 1.5 7 SLAB-7 .441 140 .661 1.5 8 R3D REV J1 .427 140 .641 1.5 9 R3D REV J3 .386 133 .58 1.5 10 R3D REV J5 .347 143 .52 1.5 11 R31D REV J7 .35 100 .525 1.5 12 R3D REV J13 .388 105 .582 1.5 13 R3D REV J15 .396 100 .595 1.5 14 R3D REV J17 .459 110 .689 1.5 15 R3D REV J19 .447 109 .671 1.5 16 R3D R EV nr J P116 .405 103 .608 1.5 17 R3D R EV J P117 .407 103 .611 1.5 18 R3D_R EV J P120 .404 107 .606 1.5 19 R3D REV JP121 .395 102 .592 1.5 20 R3D REV_JP124 .437 102 655 1.5 21 R3D_R EV J P125 .44 106 .66 1.5 22 R3D_REV_JP128 .354 106 .531 1.5 23 R3D_REV JP129 .347 142 .52 1.5 24 R3D REV_JP132 .453 102 .679 1.5 25 R3D_R EV J P133 ,428 140 .642 1.5 26 R3D R EV J P136 .443 109 .665 1.5 27 R3D REV J P137 .399 99 .599 1.5 28 R31D N161 .408 110 .611 1.5 29 R3D_N162 .404 109 .606 1.5 30 R3D N163 .389 103 .584 1.5 31 R3D_N164 .436 101 .654 1.5 32 R3D N182 .447 102 .671 1.5 33 R3D�N183 .436 102 .654 1.5 34 R3D N186 .428 109 .642 1.5 35 R3D N187 .417 99 .625 1.5 36 R3D N207 .438 143 .657 1.5 37 R3D N210 .431 143 .646 1.5 38 R31D N289 .44 143 .66 1.5 39 R31D N290 .43 143 .644 1.5 40 R31D N319 .454 107 .681 1.5 41 R3D N320 .451 100 .676 1.5 42 R3D N323 .458 107 .687 1.5 43 R3D N324 .457 107 .685 1.5 44 R3D N362 .461 125 .692 1.5 45 R31D N363 .462 102 .693 1.5 46 R3D N406 .441 131 .661 1.5 47 R3D N409 .449 102 .673 1.5 48 R3D N410 .454 102 .681 1.5 49 R3D N413 .418 143 .627 1.5 50 RV N464 .414 103 .622 1.5 51 R3D N466 .406 102 .609 1.5 52 R31D N468 1 .446 100 .669 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 37 Page 83 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 111RISA Jo bum JWM Checked PM ke Job Number 2018039 Checked By.___ Model Name : Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC sol-1 ressure�l _ Allowabte pe nng[k_ 53 R3D N470 .356 106 .534 1.5 54 R3D N478 _ .448 100 .672 _ 1.5 55 R3D _ N480 .46 _ 107 .69 _ 1.5 ,56 RM N482 _ .442 125 .663 1.5 57 R3D N483 .431_ 125 _ 646 1.5 58 R31D N485 .426 _ 125 _ _ .638 1.5 59 R 3D_N486 .442 _ --125- .663 1.5 60 R3D_N487 .423 _102 _ .634 1.5 61 R3D N489 409 99 .613 1.5 62 R3D N5.00 .447 143 I .671 1.5 63 R3D N501 .446 _ 143 .67 1.5 _ 64 I R3D N502 .444 143 .667 1.5 65 R3D N509 .449 100 .673 __ __ 1.5 1 66 R3D N514 .462 102 _ .693 1.5 67 R3D N515 .462 102 _ .692 _ - 1.5 _ 68 ' R31D N516 .46_ 107 .691 1.5 69 _R3D N_517 .455 125 _ 682 _ 1.5 70 R3D N535 .415 1 125 _ .622 1.5 71 R3D_ N539 .452 125 .678 1.5 72 R31D JIS-2 1 .313 106 .47 1.5 73 R3D JIB-1 1 .333 103 _.5 _ 1.5 i74 R36 JIB-3 1 .395 102 i 592 1.5 75 N75 .383 102 .575 1.5 1_76 N76 .39 107 .585 1.5 77 N77 .395 102 .593 1.5 78 N78 .389 102 .583 _ 1:5 79 N79 .393 103 .589 , _ 1.5 80 N80 .394 103 .591 _ 1.5 81 N81 .389 99 .583 1.5 82 N82 .387 103 .581 1.5 83 _ N83 .391 125 .586 1.5 84 N84 .405 125 _ ' .607 1.5 85 N85_ .403 125 _ .605 1.5 86 _N86 .389 125 .583 1.5 87 N87 .441 100 .662 1.5 88 _N88 .439 100 .658 1.5 89 N89 .432 � 100 .649 1.5 90. 1490 .435 100 .653 1.5 f 91 N91 _ .347 137 _ .52 1.5 92 1 .35 137 .524 _ 1.5 93 N93 .356 137 .534 _ 1.5 94 N94 .353 137 .529 1.5 95 _ N95 .437 102 _ _ .655 1.5 96 N96 .443 102 .665 1.5 97 _ N97 .446 102 .668 1.5 98 N98 .439 102 _ .658 1.5 99 N99 .431 102 .646 1.5 100 N100 .439 102 .658 __.. _ 1.5 101 N101 .434 102 .651 1.5 102 N102 .426 I 102 .639 1.5 103 N103 _ .355 102 .532 _ _ _ 1.5 104 N104 .361 _1.02 _ i .542 1.5 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d) Page 38 Page 84 of 212 11RISCompany Pillar Consulting Croup, Inc Nov 19,2018 A Designer JWM Checks Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC_ Soil Pressurerks Allowable Beadng[ksq 105 N105 .366 102 .55 1.5 106 N106 .36 102 .539 1.5 107 N107 .403 102 .605 1.5 108 N108 .409 102 .614 1.5 109 N109 .403 102 .605 1.5 110 N110 .397 102 .596 1.5 111 N111 .379 102 .568 1.5 112 N112 _ .372 102 .557 1.5 113 N 113 .374 102 .56 1.5 114 _N114 .381 131 .572 1.5 115 N115 .377 131 .565 1.5 116 N116 .369 131 .554 1.5 117 N117 .373 131 .56 1.5 118 N118 .398 131 .597 1.5 119 N119 .402 131 .603 1.5 120 N120 .411 131 .616 1.5 121 N121 .407 131 .611 1.5 122 N122 .445 102 .668 1.5 123 N123 .45 102 .676 1.5 124 N 124 .446 107 .669 1.5 125 N125 .441 102 .661 1.5 126 N126 .405 131 .608 1.5 127 N127 .397 131 .596 1.5 128 N128 .41 102 .616 1.5 129 N129 .434 143 .652 1.5 130 N130 .431 143 .646 1.5 131 N131 .422 143 .634 1.5 132 N132 .426 143 .639 1.5 133 N133 .398 107 .597 1.5 134 N134 .395 107 .593 1.5 135 N135 .398 107 .597 1.5 136 N 136 .402 107 .602 1.5 137 N137 .45 125 .675 1.5 138 N138 .455 125 .683 1.5 139 N139 .457 125 .686 1.5 140 N 140 .452 125 .678 1.5 141 N141 .438 102 .656 1.5 142 N142 .435 102 .652 1.5 143 N143 .427 102 .641 1.5 144 N144 .43 102 .646 1.5 145 N145 .426 102 .639 1.5 146 N146 .42 102 .631 1.5 147 N147 .42 102 .629 1.5 148 N148 .425 102 .638 1.5 149 N149 .452 102 .677 1.5 150 N150 .445 102 .667 1.5 151 N 151 .446 102 .67 1.5 152 N152 .453 102 .679 1.5 153 N153 .395 107 .593 1.5 154 N154 .399 107 .598 1.5 155 N155 .404 107 .605 1.5 156 N156 .4 102 .6 1.5 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 39 Page 85 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name : Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC _ Soil Pressure[ksf1 Allowable Beafing[ksffl 157 N157 .412 102 .619 1.5 158 . N158 .417 _ 102 _ .626 _ 1.5 159 N159 .415 102 .622 1.5 160 r__ N 16 0 .40_8 102 .612 1.5 _ 161 N161 .408 102 .612 1.5 _ 162 N162 .404 107 .607 1.5 163 N163 .413 102 _ _ _ _ .619 1.5 _ 164 N164 .409 _ 102 .613 1.5 165 N165 .404 102 .606 1.5 166 j N166 _.408__ _ _ 102 .612 _ 1.5 167 N167 .408 143 .612 1.5 168 _N168 .417 143 .626 1.5 169 N169� .411 143 .617 1.5 170 N170 .402 143 .603 _ 1.5 _ 171 N171 .349 143 .524 _ 1.5 172 ` N 172 .351 143 _ .526 _ _ 1.5 173 N173 .348 143 .522 _ 174 N174 _ .347 143 .521 1.5 176 N 17 5 .34$ 137 _ .515 1.5 176 N176 .343 137 .515 1.5 _ _177_ N177 .347 _ 137 .521 1.5 178 N178 _ .347 137 _ .52 1.5 179 -- N179 .373 131 .559 1.5 l.180. N180 .38 _ . 131 .571 1.5 181 N181 .376 143 .564 1:5 182 i N182 .369 _ 143 .553 1.5 183 N183 .354 137 _ .53 _ 1.5 184 N 184 .352 137 .527 1.5 185 N185 .349 137 .523 186 N186 .359 _ 143 .539 1.5 187 N187 .356 143 .534 1.5 _ 188 N188 .353 _ 143 .529 _ 1.5 189 N189 .355 143 .532 1.5 190 _ _ N190 .353- 143 -4 - _ .529 1.5 191 r N191 .355 143 .533 1.5 192 N192 _ .351 143 .526 1.5 193 N193 .349 143 .524 1.5 194 N194 .34 143 .51 1.5 195 N195 .338 ---137 _ _ .507 1.5 196 N196 .339 137 •509 1.5 197 N197 .342 137 .513 1.5 198 N198 .366 143 .549 1.5 199 N199 _37 143 .555 1.5 200 N200 .362 143 .544 1.5 201 N201 .359 143 .538 1.5 202 N202 .426 143 .639 1.5 203 N203 .432 143 .648 1.5 204 N204 .425 143 .638 1.5 205 N205 .42 143 .629 1.5 206 N206 .381 _ 143 .571 1.5 207 N207 .373 143 .56 _ _ 1.5 208 N208 .368 143 .552 _ 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 40 Page 86 of 212 11RISCompany Pillar Consulting Group, Inc. Nov 19, 2018 A Designer JWM Checks Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil_Pressure Allowable Bearing[ksq 209 N209 .375 _ 143 .562 _ 1.5 210 N210 .38 143 .569 1.5 P11 N211 .372 143 .558 1.5 _ 212 N212 .384 143 .577 _ 1.5 _ 213 N213 .392 143 .589 1.5 214 N214 .387 143 .58 1.5 215 N215 .395 143 .593 1.5 216 N216 .402 143 .603 1.5 217 N217 .375 143 .562 1.5 218 N218 .379 143 .569 1.5 R219 N219 .371 143 .556 1.5 220 N220 .366 143 .55 1.5 221 N221 .347 143 .521 1.5 222 N222 .346 143 .519 1.5 223 N223 .353 143 .529 1.5 224 N224 .438 143 .657 1.5 225 N225 .436 143 .654 _ 1.5 226 N226 .431 143 .646 1.5 227 N227 .433 143 .649 1.5 228 N228 .46 125 .689 1.5 229 N229 .457 125 .686 1.5 230 N230 .459 1 125 .689 1.5 _ 231 N231 .462 125 .693 1.5 232 N232 .439 102 .659 1.5 233 N233 .436 102 .654 1.5 234 N234 .441 107 .662 1.5 235 N235 .444 102 .666 1.5 236 N236 .436 _ 106 .654 1.5 _ 237 N237 .433 106 .649 _ 1.5 238 N238 .427 106 .64 1.5 239 N239 .429 106 .644 1.5 iI , 240 N240 .417 142 .625 1.5 F241 N241 .415 142 .622 1.5 ff 242 N242 .42 142 .63 1.5 243 N243 .422 142 .634 1.5 244 N244 .436 100 .654 1.5 245 N245 .44 100 .659 1.5 246 N246 I .445 100 .668 1.5 247 N247 .442 100 .663 1.5 248 N248 .41 100 .615 1.5 249 N249 .413 100 .619 1.5 2501 N250 1 .419 100 .629 1.5 251 N251 .416 100 .624 1.5 252 N252 .432 102 .648 1.5 253 N253 .428 102 .642 1.5 254 N254 .433 100 .65 1.5 255 N255 .438 107 .657 1.5 256 N256_ .448 100 .673 1.5 257 N257 .446 100 .668 1.5 258 . N258 _ .448 100 .672 1.5 259 N259 .45 100 .675 1.5 - 260 N260 r .452 107 .678 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 41 Page 87 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Lapel Max UC Max LC Soil Pressure[ksfJ Allowable-Bearing[ksf]_ , 261 N261 .455 102 .683 1.5 262 N262 .453 102 .68 1.5 263 N263 .45 102 .675 1.5 264 N264 _.444 106 .666 1.5 265I N265 .447 100 .67 1.5 266 N266 .448 100 .672 1.5 267 N267 .445 100 .668 1.5 268 N268 .456 _ 107 685 1.5 269 N269 .455 107 _ .683 _ 1.5 270 N270 .451__ _ 100 1 .677 1.5 271 N271 .452 107 .678 1.5 272 N272 .459 102 _ _ .689 115 273 N273 .461 102 .691 1.5 1.5 274 N274 .462 102 .694 275 N275 .461 102 .692 _ 1.5 _ 276 N276 .453 102 .68 1.5- 277 N277 .45 102 { 675 1.5 278 N278 .456 102 _ .685 _ 1.5 279 N279 .481 125- 1 .692 1.5 280 1' N280 .458 125 .687 1.5 281 _ N281 .461 125 .691 1.5 282 N282 .458 107 .687 _ 1.5 283 N283 .456 107 _ .684 _ _ 1.5 _ 284 N284 .459 107 .688 1.5 285 N285 .46 107 .691 1.5 286 N286 .453 100 .679 _ _ _ 1.5 287 N287 .45 100 .675 --- -1.5 288_I N288 .449 100 _ .673 _ _�.•5 289 r _ N289 .446 143 .669 1.5 290 II N290 .443 143 .664 291 l _ N291 _ .443 143 .664 1.5 2921 N292 .446 143 .669 1.5 293 N293 .447 143 _ .671 - 1.5 1 294 N294 .444 143 .666 1.5 295 N 29 5 .45 107 .674 1.5 296 j N296 .439 142 _ .658 1.5 297 N297 .443 _ _ 143 .665 1.5 298 N298 .445 143 .668 1.5 299 i N299 .441 142 .661 1.5 300 _ N300 .413 142_ .619 1.5 301 N_3_01 .408 142 .613 1.5 302 N302 .408 _ 142 .612 1.5 303 N303 .412 _ 142 .618 1.5 304 N304 .391 _ 143 .587 _ 1.5 305 _ N305 .395 142 •593 1.5 306 N306 .389 142 .583 1.5 307 N307 .384 142 .576 1.5 308 N308 .432 142 .648 1.5 309 N309 .427 142 .641 1.5 _ 310 N310 .423 142 .635 1.5 311 N311 .427 _ 142 641 1.5 312 N31 407 140 611 1.5 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 42 Page 88 of 212 Company Pillar Consulting Group, Inc. Nov 19,2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) _ Label Max UC Max LC Soil P_ressunlA Allowable Bearing[ksf] 313 N313 .399 143 _ .598 1.5 314 _ N314 .396 143 .594 1.5 315 N315 .405 143 .607 1.5 316 N316 .421 143 .631 1.5 317 N317 .417 143 .625 1.5 r N318 429 143 .643 1.5 N319 .41 142 .615 1.5 N320 .409 142 .613 1.5 N321 .416 143 .624 1.5 322 N322 .416 142 .624 1.5 323 N323 .399 142 .598 1.5 324 _ N324 .403 142 .604 1.5 C_325 N325 .399 140 .599 1.5 . 326 N326 .394 142 .591 1.5 ' 327 N327 .367 143 .551 1.5 3281 N328 .363 143 .544 1.5 329 _N329 .375 143 .563 1.5 ' 330 N330 .419 140 .628 1.5 331 N331 .424 140 .636 1.5 332 N332 .427 140 .641 1.5 333 N333 .421 140 .631 1.5 334 N334 .404 128 .606 1.5 335 N335 .401 128 .602 1.5 -1 336 N336 .402 128 .603 1.5 337 N337 .405 128 .607 1.5 338 N338 .414 140 .621 1.5 339 N339 .416 140 .625 1.5 I 340 N340 .413 140 .619 1.5 341 N341 .412 140 .618 1.5 342 N342 .417 142 .625 _ 1.5 343 N343 _ .419 142 .629 1.5 344 N344 .419 142 .629 1.5 345 N345 .415 140 .623 _ 1.5 346 N346 .415 140 .623 1.5 I 347 N347 .412 140 .617 1.5 348 N348 .41 140 .616 1.5 349 N349 .427 140 .64 1 1.5 _ 350 N350 .427 140 .64 1.5 351 N351 .432 140 .648 1.5 352 N352 .431 140 .647 1.5 i 353 N353 .405 140 .608 1.5 354 N354 .397 140 .595 1.5 _ 355 N355 .406 140 .61 1.5 356 N356 .321 125 .482 1.5 E8358 N357 .336 125 .503 1.5 N358 .333 125 .5 1.5 359 N359 .319 125 .479 1.5 360 N360 .364 133 .546 1.5 361 N361 .353 _ 133 .53 1.5 362_ N362 .343 133 .515 1.5 363 N363 .354 133 .532 _ 1.5 364 , N364 .384 133 .577 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 43 aoe8,of212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC fisax LC Soil Pressureftfl _AI..low _le BeaciMik_sf1 365 N365 388 L ___133 1 .582 1.5 3661 N366 .389 1 133 .584 1.5 367 N367 .388 133 .581 1.5 368 N368 .439 125 .659 _ _ 1.5 369 N369 .438 125 .657 1.5 370 1 N370 .444 125 _ .667 1.5 371 1 _N371 .446 125 _ .6_7 _ 1.5 3721 N372 .369 124 .553 1.5 373 N373 .372 124 .558 1.5 374 N374 .382 -_ 124 _ .573 1.5 375 N375 .38 124 ^ .571 376 N376 .418 125 .627 I 1.5 377 N37.7 .431 125 .646 1.5 378 N378 .429 125 _ _ .644 1.5 379 1_ N379 .417 125 .626 1.5 -� 380 t N380 .356 125 _ _ .535 1.5 �- 381 8 N381 .342 125 - .512 1.5 382 N382 .345 125 .517 1.5 383 N383 .359 125 .539 1.5 _ 384 N384 j .415 125 .623 _ 1.5 �385 N38_5 f_ .418 125 .627 1.5 386 N386 1 .405 125 .607 1.5 387 N387 .404 124 _ .606 1.5 388 N388 .434 125 .651 _ 1.5 389 N389 .429 124 .643 1.5 390 N390 _ .435 125 .653 1.5 391 N391 .44 125 _ .661 1.5 392 N392 .451 125 .676 _ 1.5 393 N393 .448 125 .671 1.5 394 N394 .442 125 .663 _ 1.5 395 N395 .445 125 .667 1.5 396 N396 .414 124 .62 1.5 397 N397 .409 124 .613 1.5 398 _N3_98 .415 102 .622 1.5 399 N399 .419 124 .629 1.5 400 N400 .391 133 .586 1.5 401 N401 .392 133 .588 1.5 402 N402 .39 133 .585 1.5 403 _ N403 .39 133 .585 _ 1.5_ 404 N404 .402 124 .603 1.5 405 N405 .408 124 .611 _ 1.5 406 N406 .412 124 .618 1.5 407 N407 .405 124 _ 608 r 1.5 408 N408 .392 124 .588 ' _ 1.5 409 N409 .392 124 .588 _ 1.5 410 N410 .384 124 .576 1.5 411 N411 .395 124 .592 r 1.5 412 N412 .398 124 .598 1.5 _ 413 N413 .394 124 .591 1.5 414 N414 .392 124 .588 _1.5 415 N415 .404 _ 105 .607 1.5 416 N416 .401 105 .602 _�_ 1.5 _ RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 44 Page 90 of 212 111RISA CecksCompany Pillar Consulting Group, Inc Nov 19, 2018 Designer JWM h Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil_Pressy kksfJ Allowable Bearing[ksq 417 N417 .408 105 .611 1.5 418 N418 .411 105 .616 _ 1.5 419 N419 .436 124 _ .654 1.5 420 N420 .441 125 .661 1.5 421 N421 .43 124 .645 1.5 422 N422 .346 124 .518 1.5 423 N423 .357 124 .536 424 N424 .353 124 .529 1.5 425 N425 .34 124 .51 1.5 _ 426 N426 .371 103 .556 1.5 427 N427 .371 103 .557 1.5 428 N428 .355 103 _ .533 1.5 429 N429 .355 103 .532 1.5 430 N430 .36 133 .541 1.5 431 N431 .352 133 .528 1.5 432 N432 .362 133 .542 1.5 433 N433 .369 133 .553 1.5 434 N434 .343 133 .514 1.5 435 N435 .333 133 .499 1.5 436 N436 .322 133 .483 1.5 437 N437 .333 133 .499 1.5 I438 N438 .372 103 _ .558 1.5 _ 439 N439 .386 103 .579 1.5 440 N440 .375 133 .562 _ 1.5 441 N441 .391 133 .587 1.5 _ 442 N442 .391 133 .587 1.5 443 N443 .387 133 .581 1.5 444 N444 .386 133 .578 1.5 _ 445 N445 .312 112 .468 1.5 _ 446 N446 .301 112 .452 1.5 447 N447 .297 112 .445 1.5 448 N448 .308 112 .462 1.5 449 N449 _ .332 101 .498 1.5 450 N450 .331 101 .497 1.5 451 N451 .347 103 .521 1.5 452 N452 .35 103 .525 1.5 453 N453 .275 112 .413 1.5 454 N454 .269 112 .403 1.5 455 N455 .262 112 .393 1.5 456 N456 .268 112 .403 1.5 457 N457 .304 112 .456 1.5 458 N458 .312 133 .469 1.5 459 N459 .304 _ 112 .456 _ 1.5 460 N460 .296 112 .445 1.5 461 N461 .327 125 .491 1.5 462 N462 .324 125 .486 1.5 I463 N463 .31 125 .464 1.5 464 N464 .313 125 .469 _ 1.5 465 N465 .309 124 .463 1.5 466 _ N466 298 112 .447 1.5 467 N467 .316 133 .473 1.5 468 N468 .28 112 .421 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 45 Page 91 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max ] _x UC _ _ Max LC Soil Pressurefksf _ Allowable Beanng[ks 469 N469 .272 112 .408 1.5 470 _ N470 .277 _ 112 .415 1.5 471 N471 .285 112 .427 _ 1.5 T 472 _ N472 .264 112 .396 _ 1.5 473 i N473 .261 _ 112 .391 1.5 474 , _ N474 .253 112 .379 1.5 _ 475 N47.5 .256 112 _ .385 1.5 476 N476 .281 112 .421 1.5 477 N477 .292 _ 112 .438 1.5 4781 N478 .286 _ 112 _ _ _ _ .429 _ 1.5 479 N479 .385 107 _ _.578 1.5 480 N480 .382 107 _ .573 1.5 481 N481 .382 _ 107 .574 1.5 482 ` N482 .386 107 .579 1.5 483 N483 .329 107 .493 1.5 484 N484 .34 107 _ _ _ .509 1.5 _ 485 N485 .347 107 .521 1.5 486 N486 1 .338 107 .507 _ 1.5 487 N487 .259 113 .388 1.5 488 N488 .261 113 .391 1.5 489 N489 .253 113 .379 _ 1.5 490 _ N490 .251 112 .376 __ 1.5 491 N491 .275 113 .413 _ 1.5 492I N492 .285 _ 113 _ .427 1_.5 493 N493 .284 113 .426 _ 1.5 . 494 N494 _ _ .275 113 .412 _ 1.5 495 N495 .318 125 .476 _ 1.5 496_ N496 .321 107 .481 1.5 497-1 N497 _ _ .308 128 .462 _ 1.5 4981 N498 305 125 .458 1.5 499 N499 .293 113 .439 1.5 500 ; N500 .284 113 .426 _ 1,5 _ 501 N501 _ .293 113 .44 _ 1.5 502 N502 _. .28 113 .42 _ 1.5 503I N503 .272 113 .408 1.5 504 N504 .269 113 .404 1.5 505 N505 .277 113 .416 1.5 506 N506 .264 113 _ .396 1.5 507 N507 .268 _ 113 _ .402 1.5 508 N508 .26 101 .39 1.5 509 N509 .256 113 .384 1.5 510 N510 .243 112 .364 1.5 _ 511 N511 .245 112 .367 1.5 _ 512 N512 .251 112 .376 1.5 513 N513 .301 106 .451 1.5 514 N514 .313 106 _ .469 1.5 515 N515 .304 106 .457 1.5 516 N516 .292 106 .438 1.5 517 N517 .291 106 .436 1.5 518 N518 .297 106 .446 1.5 _ 519 N519 _.308 _ 106 462 1.5 _ `520 N520- - - .302 106 453 1 5 RISAFoundation Version 11.0.1 [PAProjects (t ho rin)\201 8\201 8039\SD\Planer Enclosure 2 (fdn)_r3d] Page 46 i'aae 92 of 212 I 1 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Jub Number : 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label MaxUC Max LC Soil Pressure[ksfl Allowable_ Bead g[ksq 521 _ N521 .368 100 _ 552 1.5 _ 4.522 N522 .378 _ 100 567 1.5 523 N523 .376 100 .565 1.5 524 N524 .365 100 .548 1.5 525 N525 .334 100 _ .501 1.5 526 N526 .323 100 .485 1.5 527 N527 .319 100 .479 1.5 528 N528 .34 100 A .51 1.5 529 N529 .333 106 .499 1.5 530 N530 .321 106 .481 1.5 531 N531 .328 106 .492 1.5 532 N532 .325 106 .487 1.5 533 N533 .337 106 .505 1.5 i 534 N534 .329 106 .493 1.5 535 N535 .317 106 .475 1.5 536 N536 .26 101 .391 1.5 537 N537 .254 101 .381 1.5 538 N538 .269 106 .403 1.5 539 1 N539 .429 102 .643 1.5 540 N540 .422 102 .633 1.5 541 N541 .416 102 .623 1.5 542 N542 .423 102 .634 1.5 _ 543 _ N543 .37 107 .555 1.5 544 N544 .373 107 .559 1.5 _ 545 N545 .37 107 .555 1.5 5461 N546 .365 107 .548 1.5 547 N547 .38 107 .57 1.5 548_ N548 .378 107 ,567 1.5 549 N549 .376 107 .564 1.5 550 N550 .379 107 .569 1.5 551 N551 .392 102 .588 1.5 i 552 N552 .397 102 .595 1.5 _ 553 N553 .403 102 _ .605 1.5 _ 554 N554 .398 102 .598 1.5 555 N555 .397 107 .595 1.5 556 N556 .401 107 .601 1.5 557 N557 .394 107 .591 1.5 558 N558 .379 107 .569 i 1.5 559 N559 .386 107 .579 1.5 560 N560 .384 107 .576 1.5 561 N561 .378 107 .568 1.5 562 N562 .376 107 .565 1.5 563 N563 .38 107 .57 1.5 564 N564 .38 107 .569 1.5 565 N565 .375 107 .562 1.5 566 N566 .349 107 .523 1.5 5671 N567 1 .344 107 .516 1.5 568 1 N568 .354 107 .531 1.5 15691 N569 .357 107 _ .536 1.5 570 N570 .38 125 .569 1.5 571 N571 .394 125 .591 _ 1.5 572 N572 .389 125 .584 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 47 Page 93 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 111RI �� Designer JWM Checks Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Sal Pressure[ksfl Allowable Bearing[ksf] 573 N573 .375 125 .563 1.5 574 N574 .408 125 _ .612 _ 1.5 575 N575 .421 125 .631 1.5 576 _ N576 _ .414 125 .621 _ _ _ 1.5 577 N577 _ .402 125 .603 1.5 578 N578 _ .415 102 _ _.623 1.5 _ 579 _ _N579 .409 i 102 .614 1.5 5801 N_580_ I .409 102 .614 1.5 581 N581�__ .43: 125 _ .645 1.5 582 ; N582 .434 125 _ .651 _ 1.5 583 N583 .437 125 .656 1.5 584 N584 - 384 102 .577 _ 1.5 585 N585 .374 102 _ .561 1.5 _! 586 N586 .377 1.25_ .566 _ 1.5_ 587 N587 .389 102 .5583 _ 1.5 588 N588 .363 102 _ .545 _ _ _ 1.5 589_ N589 .363 107 ,545_ __ 1.5 5901 N590 .352 102 .528 _ 1.5 _ 591 N591 .344 125 .517 1.5 592 N592 1 .331 125 497 _ _ 1`6 1.593 N593 .347 125 .521 _ 1.5 594 N594 .375 105 .563 1.5 i 595 N595 .371 105 .557 1.5 596 N596 .382 105 .572 1.5 597 N597 .386 110 .579 1.5 598 N598 .396 100 _.595 1,5 599 N599 .395 100 .593 _ 1,.5 -600 N600 .396 _ - 100 - .594 _ 1.5 601 N601 .396 100 .594 _ 1.5 602 N602 .401 99 .602 1.5 _ _ 603 N603 .404 109 .606 1.5 604 N60.4 .395 99 .592 _ 1_5 605 N605 .394 99 .591 1.5 606 N606 .388 109 .582 1.5 607 N607 _ .39 _ 109 .585 1.5 608 N608 .401 109 .601 1.5 609 4609 _ _ .398 109 .598 1.5 610 N610 .386 _ 103 .58 1.5 611 _N611 _ .389 _ 103 .583 _ 1.5 _ 612 N612 .383 103 .574 1.5 613 N613 .38 103 .571 1.5 614 N614 .416 101 .624 1.5 615 N615 .419 101 .628 1.5 616 N616 .414 101 .621 1.5 617 N617 .412 101 .618 1.5 618 N618 .381 99 .572 1.5 619 N619 .384 99 .576 1.5 620 N620 .383 99 .574 1.5 621 N621 .38 99 .57 1.5 622 N622 .38 103 .57 1.5 623 N623 .378 _ 103 _ 568 _ 1.5 624 N624 .385 103 .577 1.5 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 48 Page 94 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil PressureNsfl Allowable Bead n k I625 N625 .404 103 .606 1.5 626 N626 i .403 103 .605 1.5 627 N627 =741 103 .614 _ 1.5 628 N628 .41 103 .615 1.5 629 N629 .411 103 .617 1.5 630 N630 .414 103 .621 1.5 631 N631 .407 103 _ .611 1.5 632 N632 .374 99 .561 1.5 _ 633 N633 .38 109 .569 1.5 _ 634 N634 .377 109 .565 1.5 635 N635 .371 99 .557 1.5 636 N636 .37 103 .556 1.5 637 N637 .367 103 .551 1.5 638 N638 .371 103 .557 1.5 639 N639 .374 103 .562 1.5 6401 N640 .393 103 .589 1.5 641 NEW .388 103 .583 1.5 642 N642 .394 103 .59 1.5 643 N643 .398 103 .597 1.5 644 N644 .467 109 .7 1.5 645 N645 .467 109 .701 1.5 1 646 N646 .455 109 .683 1.5 647 N647 .455 109 .682 1.5 _ 648 N648 .452 109 .678 1.5 649 N649 .445 109 .668 1.5 650 iN650 .433 109 _ .649 1.5 651 N651 .44 109 .66 1.5 652 N652 .402 109 .603 1.5 653 N653 .396 109 .595 1.5 654 N654 .386 109 .579 1.5 655 N655 .391 109 .586 1.5 656 N656 .439 109 .659 1.5 657 N657 .442 109 .663 1.5 658 N658 .453 109 .679 1.5 659 N659 .388 99 .582 1.5 660 N660 .388 99 .583 1.5 661 N661 .398 109 .597 1.5 662 N662 .435 109 .653 1.5 663 N663 .428 109 .641 1.5 664 N664 .438 109 .657 1.5 665 N665 .447 109 .67 1.5 666 N666 .414 109 _ .621 _ 1.5 667 N667 .413 109 .62 1.5 668 N668 .401 109 .602 1.5 669 N669 .393 105 .59 1.5 670 N670 .391 105 .586 1.5 671 N671 .396 99 .593 1.5 672 N672 .398 105 .597 1.5 673 N673 .394 99 .591 1.5 674 N674 .396 99 .594 1.5 675 N675 .391 99 .587 1.5 676 N676 .39 99 .585 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 49 Page 95 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By_ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressurefksf] Allowable Beanng[ksq 677 N677 I .435 109 .653 1.5 678 N678 .448 109 .671 1.5 679 N679 .427 109 .641 1.5 680 _ N680 .383 99 __ .575 1.5 681 N681 .384 99 - .575 1.5 6.82_;_.___ N682_ .385 99 .577 1.5 683 ' N683 .384 99 _ .576 1.5 684 N684 .388 99 _ .582 1.5 685 N685 .388 99 .582 1.5 686 N686 .392 99 _ .589 1.5 687 N687 .412 99 .617 1.5_ 688 N688 .408 99 .612 1.5 689 N689 _ _ .413 99 _ .62 _1.5 _ 690 ! N690 .418 99 .627 1.5 691 _ N691 .412 99 .619 1.5 _ 692 r N692 .418 _ 99 .628 1.5 693 i N693 .408 99 .613_ 694 i N694 .387 105 1 .581 1.5 695 N695 .39 105 .584 1.5 696 N696 392 _ 105 .587 1.5 697 N697 .389 105 .583 1.5 698 N698 .388 i 105 .581 1.5 699 N699 .389 133 _ .584 1.5 700 N700 .389 133 .583 1.5 701 N701 .396 _ 133 .595 _ 1.5 702 _ N702 _ .394 _ _ 133 _ .592 _ _ 1.5 703 N703 .393 133 .59 1.5 704 N704 .397 99 .596_ 1.5 _ 705 N705 .431 101 .646 1.5 - _ 706 N706 .432 101 �.648 1.5 707 N707 .425 101 .638 _ 1.5 708 � N708 .423 101 .635 1.5 709 t N709 .435 106 .653 1.5 710 I N710 .438 100 .658 1.5 711 N711 .43 106 .645 1.5 712 N712 .411 105 .616 _ 1.5 713 N713 _414 105 .621 1.5 714 N714 ' .404 105 .606 1.5 715 N715 .418 101 .628 1.5 _ �716 _N716 .417 101 .625 1.5 717 N717 ._426 _ 101 .64 1.5 718 _ N718 .386 99 .579 1.5 719 N719 .385 99 .577 1.5 720 N720 - - .39 99 .585 1.5 721 N721 41 103 .615 1.5 722 N722 .408 103 .612 1.5 723 N723 .417 101_ .625 1.5 724 N724 .4 99 _ .599 1.5 725 N725 .402 99 .603 1.5 726 L_ N726 .394 - 99 .59 1.5 727_ N727 I_ _ .391 -- - 99 .587 1.5 L728 N728 .389 � 99 .583 1.5 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 50 Page 96 of 212 Company Pillar Consulting Group, Inc. Nov 19,2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) _ Label Max UC Max LC Soil Pressure Allowable Bearing[ksl], 729 N729 .393 99 .589 1.5 730 N730 .395 99 .593 1.5 731 N731 .398 106 .597 1.5 732 N732 .4 106 .6 1.5 733 N733 .405 106 .607 1.5 734 N734 .403 106 .604 1.5 735 N735 .444 102 .666 1.5 736 N736 .436 102 .654 1.5 737 N737 .429 102 .644 1.5 738 N738 .437 102 .655 1.5 739 N739 .437 140 .656 1.5 740 N740 _ .437 140 .655 1.5 741 N741 .432 140 .648 1.5 742 N742 .406 107 .609 1.5 743 N743 .412 140 .617 1.5 744 , N744 .416 140 .624 1.5 7451 N745 .409 128 .614 1.5 746 N746 .402 128 .603 1.5 747 N747 .405 128 .607 1.5 748 N748 .399 128 .599 1.5 749 N749 .419 140 .629 1.5 750 N750 .422 102 .634 1.5 751 N751 .426 140 .639 1.5 752 N752 .39 103 .586 1.5 753 N753 .392 99 .588 1.5 754 N754 .396 105 .594 1.5 755 N755 .394 105 .59 1.5 756 N756 .459 102 .688 1.5 757 N757 .452 102 .678 1.5 758 N758 .444 102 .665 1.5 759 N759 .45 102 .675 1.5 760 N760 .412 102 .619 1.5 761 N761 .416 102 .625 1.5 762 N762 .425 102 .638 1.5 763 N763 .42 102 .631 1.5 764 N764 .42 102 .629 1.5 765 N765 .421 102 .632 1.5 766 N766 .432 102 .649 1.5 767 N767 .43 102 .644 1.5 768 N768 .4 107 .6 1.5 769 N769 .399 107 .599 1.5 770 N770 .395 107 .592 1.5 771 N771 .435 106 .652 1.5 772 N772 .434 101 .652 1.5 773 N773 .429 101 .644 1.5 774 N774 .431 106 .647 1.5 775 N775 .424 101 .636 1.5 776 N776 .42 101 .631 1.5 ' 777 N777 .418 101 .626 1.5 1778 N778 .421 1 101 .632 1.5 779 N779 .405 101 .607 1.5 780 N780 .402 101 .604 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 51 Page 97 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil_Pressurejksq Allowable Beanng[ksfl 781 N781 398 103 .596 11..5 782 N782 .4� 101 .599 _- 1.5 - 783 N783 .421 101 .632 1.5 784 N784 .423 _ __ _ 106 _ .635 - 1.5 785 N785 .428 _ _ 101 .641 1.5 786 N786 .405 100 .608 1.5 787 N787 _ .408 100-_� _ __611 _ - _1.5 788 N788 .413 _ 100 .62 1.5 789 N789 .411 106 .616 1.5 790 N790 _ .43 106 - .645 1.5 791 N791 438 106 .657 _ _ 1.5- 792 N792 .435 106 .652 1.5 _ 793 _ _ N793 _ _ .413 106 .619 - 1.5 794 N794 .411 106 .616 _ 1.5 795 _ N 79 5 .407 106 _ .61 _ 1.5 _ 796_ N796 .384 99 .576 1.5 797 N797 .387 99 _ _ .58 1.5 798 N798 .39 103 .585 1.5 l 799 N799_ .387 103 .58 1.5 ' 800 N800 .476 _ 110 .714 1.5 801 N801_ .479 110 .718 1.5 8021 - N802 .467 110 .701 - 1.5 803 N803 .464 110 .697 _ 1.5 804 N804 .468 102 .702 __ 1.5 805 N805 .464 102 .697 1.5 806 N806 .454 102 _ .682 1.5 807 N807 _ .458 102 .687 - - 1.5 808 N808 .426 110 .639 1.5 809 I_ N809 439 _ 110 _ .659 1.5 810 N810 .437 110 .655 1.5 811 N811 .424 105 .636 1.5 812 _ N812 .404 105 .606 1.5 813 N813 .403 105 .605 _ 1.5 814 N814 .397 99 .595 1.5 815 N815 r .453 110 .68 1.5 816 .__ N816 _ .454 110 _ .681 1.5 817 N817 .466 110 .699 1.5 818 f N818 .378 99 .566 1.5 819 N819 _ .373 99 .559 1.5 820_�- N820 .377 99 .565 1.5 821 N821 .382 110 .572 1.5 822 N822 A63 110 .695 1.5 823 N823 .47 110 .706 1_5 824 N824 .458 110 .687 1.5 825 N825 .45 110 .675 1.5 826 N826 .422 110 _ .634 1.5 827 N827 .418 110 .627 1.5 828 N828 .431 _ 110 .647 _- 1.5 829 N829 .436 110 .655 1.5 530 N830 _ .412 110 1 .618 1.5 831 N831 _ .405 110 .608 , _ 1.5 832 N832 .417 110 � - .626 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d1 Page 52 Page 98 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil PressurafkA Allowable Beanng[ksf]_ 833 N833 .424 110 .637 1.5 834 N834 .399 110 .598 1.5 835 _ N835 .401 110 .602 1.5 836 ` N836 .39 110 .585 1.5 837 N837 .415 103 .623 1.5 838 N838 .415 103 .622 _ 1.5 839 N839 .411 103 .617 1.5 840 N840 .412 103 .618 1.5 841 N841 .402 103 .603 1.5 842 N842 .398 103 .596 1.5 843 N843 .394 103 .592 1.5 844 N844 .399 103 .598 I 1.5 845 N845 .383 103 .575 1.5 846 N846 .379 103 .569 1.5 847 N847 .375 99 .562 1.5 848 N848 .379 103 .568 1.5 849 N849 .403 103 .605 1.5 850 N850 .406 103 .609 1.5 851 N851 .408 103 .613 1.5 852 N852 .393 103 .59 1.5 853 N853 .394 103 .591 1.5 854 N854 .397 103 .595 1.5 855 N855 .411 101 .616 1.5 856 N856 .413 101 .62 1.5 857 N857 .415 101 .622 1.5 858 N858 .397 103 .596 1.5 859 N859 .395 103 .592 1.5 860 N860 .393 103 .589 1.5 861 N861 .354 101 .531 1.5 862 N862 .351 101 .527 1.5 863 N863 .356 101 .533 1.5 864 N864 .359 101 .538 1.5 865 N865 .36 101 .54 1.5 866 N866 .357 101 .535 1.5 867 N867 .352 101 .529 1.5 868 N868 .356 101 .534 1.5 869 N869 .405 105 .608 1.5 870 N870 .406 105 .608 1.5 871 N871 .394 105 .592 1.5 872 N872 .394 105 .591 1.5 873 N873 .447 110 .671 1.5 874 N874 .455 110 .682 1.5 875 N875 .442 110 .664 1.5 876 N876 .435 110 .652 1.5 877 N877 .342 99 .513 1.5 l 878 N878 .339 99 1 .508 1.5 879 N879 .342 99 .513 1.5 T880 N880 .345 99 .518 1.5 881 N881 .367 105 .551 1.5 _ 882 N882 .364 105 .546 1.5 883 N883 .375 105 .562 1.5 884 j N884 .378 105 .567 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 53 Page 99 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) WWI Max UC Max LC Soil Pressure[ksf] AAowable8 earl n�[kst] 885 N885 .421 110 .631 _ 1.5 886 N886 .427 110 _ _ .64 1.5 887 N887 .416 110 .624 1.5 888 N888 .41 110 .615 1.5 889 t N889 _ .411 105 .616 1.5 1890 , _ N890_ .415 105 .622 1.5 891 ' N891 _ .404 105 .606 1.5 892 ; - N892 .4 105 .6 _ 1.5 893 N893 .359 99 .538 1.5 894 ii N894 _ .363 99 .544 _ _1.5 895 N895 .358 99 .536 1_5 896 N896 _.353 99 _ .53 1.5 ^� 897 N897 .359 99 .538 , 1.5 898 N898 .354 99 .531 _ 1.5 _ 899 _ N899 ._3.62 99 .543 1.5 900 N900 .433 110 .65 1.5 901 N901 .44 110 �_ .66 1.5 902 N902 _ .428 110 .642 1.5 903 ._ N903 .422 110 .632 1.5 904 N904 .399 110 _ .598 1.5 9051 N905 .392 110 .588 _ 1.5 906 N906 .404 110 .606 1.5 907 N907 .41 110,_ .615 1.5 908 N908 .386 110 - .579 1.5 909 N909 .381 110 .571 1.5 910 N910 .392 110 .588 _ 1.5 911 N911 .398 110 .597 1.5 912 N912 _ .379 110 .568 _ 1.5 913 N913 .384 110 _ .577 1.5 _ 914 N914 .372 99 .557 1.5 915 N915 .343 136 .515 1.5 916 N916 .344 136 .516 1.5 917 1 N91.7_ - .339 136 .508 1.5 _918 N918 .338 142 .507 1.5 919 N919 .403 102 _ .604 1.5 _920 __ N920 .404 102 _ .606 1.5 921_ N921 _ .393 102 .59 1.5 _922 N922 .391 102 .586 _ 1.5 923 _ N923 .362 105 .543 _ 1.5 924 N924 .36 105 .54 1.5 925 N925 .371 105 .557 1.5 926 N926 .373 105 .559 1.5 927 N927 .359 136 .538 1.5 928 N928 .359 136 .538 1.5 929 N929 .369 136 .553 1.5 930 N930 .37 105 .555 1.5 931 N931 .406 105 .61 1.5 9321 N932 .408 105 .612 1.5 9331 N933 .397 105 .595 1.5 934 ' N934 .395 105 .593 1.5 19351 N935 1 .359 _ 142 .539 1.5 1936 1 N 93 6 f .36 142 .54 _ 1.5 _ RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 54 Page 100 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressure[ksF] Allowable Bearin ksf] 937 N937 .369 142 _ .554 1.5 9381 N938 .369 130 .553 1.5 939 N939 .345 99 .517 1.5 940 N940 .348 99 521 1.5 941 N941 .339 136 .509 1.5 942 N942 .336 142 _ _ _ .504 1.5 943 N943 .336 142 .505 1.5 9441 N944 .34 142 .51 1.5 945 N945 .339 142 .509 1.5 946 N946 .379 103 1 .568 1.5 947 N947 .382 103 .573 1.5 948 N948 .388 103 .581 1.5 949 N949 .385 103 _ .577 1.5 _950 N950 .335 142 .502 1.5 951 N951 .335 142 .502 1.5 952 N952 .337 142 .505 1.5 953 N953 .337 142 .505 1.5 954 N954 .342 99 .512 1.5 955 N955 .346 99 .519 1.5 956 N956 .349 103 .523 1.5 957 N957 .344 103 .517 1.5 9581 N958 .36 103 .54 1.5 959 N959 .365 103 .548 1.5 960 N960 .371 103 .557 1.5 i 961 N961 .365 103 .548 1.5 962 N962 .341 103 .511 1.5 963 N963 .339 142 .509 1.5 964 N964 .337 103 .505 1.5 965 N965 .348 106 .523 1.5 966 N966 .346 140 .52 1.5 967 N967 .345 142 .517 1.5 968 N968 .346 142 .519 1.5 969 N969 .339 142 _ .509 1.5 9701 N970 .339 142 .508 1.5 971 N971 .336 142 .505 1.5 972 N 97 212 .337 142 .505 1.5 973 N973 .346 142 .519 1.5 974 N974 .347 101 .521 1.5 975 N975 .35 101 .524 1.5 976 N976 .366 103 .549 1.5 977 N977 .362 103 .543 1.5 978 N978 .357 99 .536 1.5 979 N979 .362 99 .542 1.5 9801 N980 .386 103 .579 1.5 981 N981 .39 103 .585 1.5 982 N982 .391 103 .586 1.5 983 N983 .383 103 .574 1.5 984 N984 .376 103 .564 1.5 985 N985 .377 103 .565 1.5 986 N986 .358 103 .536 1.5 987 j N987 .353 103 .53 1.5 988 N988 .353 99 .529 1.5 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 55 Page 101 of 212 Company Pillar Consulting Croup, Inc. Nov 19,2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name . Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressurefksq Allowable BeaOng[ksf]_ 989 N989 _ .368 99 .551 1.5 990 N990 .372 99 .558 _ 1.5 991 N991 .37 99 .555 1.5 _ 992 N992 _ .407 105 .61 1.5 _ 993 _ N993 .409 107 .613 1.5 994 N994 .399 107 .598 1.5 995 N995 _ .397 107 .595 1.5 996 N996 .349 124 _ .523 1.5 997 N997 .35 124 .525 1.5 998 N998 .352 124 .528 1.5 999 N999 .351 124 _.527 1.5 1000, _N1000 .373 103 .559 1.5 1001 N1001 .376 103 .565 1.5 1002 N1002 .368 103 552 1.5 1003 _ N1003 .346 101 .519 1.5 10041 N1004 .345 106 .517 _1.5 1005 N1005 .344 106 .516 _ 1.5 1006 N1006 .346 101 .518 1:5 1007 N1007 .371 101 .556 1.5 1008 N1008 .371 103 .557 1.5 1009 N1009 .378 103 .567 1.5 1010 N1010 .377 103 .566 1.5 1011 N1011 .372 101 .558 1.5 1012 N 1012 .376 103 _563 1.5 1013 N1013 .369 103 .554 1.5 1014' N1014 _ _.366 101 .548 _ 1.5 1015� N1015 .352 101 .528 1.5 1016�_ N1016 .354 103 .532 1.5 1017 N1017 _ _ _ .353 103 .529 1.5 1018 N1018 .35 101 .525 1.5 1019 N1019 .394 103 .591 1.5 1020 N1020 .397 103 .596 1.5_ 1021 N1021 _ .39 103 .585 1.5 1022 N1022 .362 103 .543 1.5 1023 N1023 .365 109 .548 1.5 1024; N1024 .361 103 .542 1.5 1025 N1025 .359 103 .538 1.5 10261 N1026 .357 103 .536 1.5 1027i N1027 .358 101 _ .537 1.5 10281 N1028 .361 103 .542 1.5 10291 N1029 .379 103 .568 1.5 1030! N1030 .382 103 .573 1.5 1031 �N1031 .385 103 .578 _ 1.5 1032 N1032 .345 124 .517 1.5 10331 N1033 .344 124 .515 _ 1.5 1034i N1034 .343 112 .515 1.5 10351 N1035 .344 124 .517 1.5 10361 N1036 .35 124 .526 1.5 1037 N1037 .351 124 _ .526 _1.5 1038 N1038 .352 124 .529 - 1.5 1039 N103_9 _ .352 124 .528 _ 1.5 1040 N1040 .358 _ 106 t .537 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 56 Page 102 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PIM ke Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC_ Max LC Soil Pressure ks Allowable Beadng[kst 1041 _N 1041 .357 106 _ _ .536 1.5 1042 N10_42_ _.359 101 _ .539 1.5 _ 1043 N1043 .36 101 .539 1.5 110441 N1044 1 .357 101 .536 1.5 1045 N1045 .36 101 .54 1.5 �1046 N1046 .353 106 .53 1.5 1047 N 1047 .352 106 .529 1.5 1048 N1048 .355 106 .533 1.5 1049 N1049 .354 106 .532 1.5 1050 N 1050 .352 124 .528 1.5 1051 N 1051 .343 106 .515 1.5 1052 _ N1052 .345 106 .517 1.5 1053 N1053 .342 106 .514 1.5 1054 N1054 .348 124 .523 1.5 1055 N1055 .35 124 .525 1.5 1056 N1056 .348 124 .522 1.5 1057 N1057 .347 124 .521 1.5 1058 N1058 .404 109 .606 1.5 1059 N1059 .409 109 .613 1.5 10601 N 1060 .421 109 .631 1.5 1061 N 1061 .416 109 .624 1.5 1062 N1062 .352 118 .529 1.5 1063 N1063 .352 118 .528 1.5 1064 N1064 .359 100 .538 1.5 1065 N1065 .359 118 .539 1.5 1086 N1066 .354 101 .53 1.5 1067 N1067 .355 101 .533 1.5 1068 N1068 .362 103 .543 1.5 1069 N1069 .36 101 .54 1.5 1070 N1070 .387 116 .581 1.5 1071 N1071 .391 109 .586 1.5 1072 N1072 .402 109 .603 1.5 1073 N1073 .398 109 .597 _ 1.5 1074 N1074 .367 100 .551 1.5 1075 N1075 .368 100 .551 1.5 10761 N1076 _ .359 100 .538 1.5 1077 N 1077 .413 100 .619 1.5 1078 N 1078 .413 100 .619 1.5 1079 N1079 .402 100 .603 1.5 1080 N1080 .402 100 .603 1.5 1081 N1081 .37 124 .555 1.5 _ 1082 N1082 .372 124 .559 1.5 _ 1083 N1083 .365 124 .547 1.5 1084 N1084 .363 124 .544 1.5 1085 N1085 .39 100 .586 _ 1.5 _ 1086 N1086 .388 100 .582 1.5 1087 N1087 .401 100 .601 1.5 1088 N1088 .382 109 .572 1.5 1089 N1089 .377 109 .566 1.5 I 090i N1090 .367 110 .551 1.5 10911 N1091 .372 109 .557 1.5 1092' N 1092 .414 109 .621 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 57 Page 103 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UG Max LC Soil Pressure ksfl Allowable Beanng[ksQ F1 09-31 N1093 .42 109 .631 1.5 1094 _ N 1094 .426 109 .64 1.5 1095 N1095 .417 109 .626 1.5 1096 N1096 .413 109 .619 1.5 I10971 N1097 .407 109 .61 _ 1.5 1110981 N1098 .373 116 .56 1.5 1099 N1099 .37 116 _ _ _.555_ _ 1.5 1100 l N1100 .364 116 .546 1.5 1101 N1101 .372 109 .558 1.5 1102i N1102 .377 109 _ .565 1103 N1103 .381 109 _ _ .571 1.5 1104� N1104 _ .393 102 .59 1.5 11051 N1105 .386 102 .5_79 - 1.5 - 1106 N1106 .381 102 .572 1.5 1107 N1107 .383 99 .575 _ 1.5 r 108 N1108 .382 99 .573 _ 1.5 1109 N1109 .386 103 .579 _ 1.5 1110i N 1110 .386 125 .58 _ 1.5 1111 N1111 .371 125 .557 1.5 1112 N1112 _ .374 125 .561 1.5 _ 1113 N1113 .429 100 .643 1.5 1114 N1114 .432 100 .648 1.5 1115 N1115 .438 100 - .658 1.5 1116 N1116 .359 137 .538 1.5 1117 N1117 .356 137 .534 1.5 1118 N1118 .35 137 .526 1.5 1119 N1119 .44 102 .659 1.5 1120 N1120 .433 102 .649 1.5 1121 N 1121 .432 102 _ .648 1.5 1122 N1122 .423 131 .634 1.5 1123 N1123 .414 131 .621 1.5 1124 _ N 1124 .418 102 .627 1.5 1125. N1125 .366 131 .549 1.5 11261 N 1126 .362 131 _ .543 1.5 1127 N 1127 .39 102 .586 1.5 1128, N 1128 _ .384 102 .577 1.5 1129t N1129 .392 102 .587 1.5 1130t N1130 .368 102 _ .553 1.5 11131_, N1131 .376 _ 102 .564 1.5 11321 N1132 �.417 143 .625 _ 1.5 1133 N1133 .413 _ _ 143 .619 1.5 _ 1134 N1134 .403 143 .605 1.5 1135 N1135 .439 131 .658 1.5 I 1136 N1136 .431 131 .647 1_5 1137 N1137 .416 102 .624 1.5 _ 11381 N1138 .423 102 .635 1.5 _ 11391 N1139 .405 107 .607 1.5 1140 N1140 .407 102 .611 1.5 1141 N1141 .404 107 .605 1.5 1142}} N1142 .453 125 .68 1.5 1143I N1143_ .447 102 _ .67 _ 1.5 11144,' N1144 1 _ 424 _I 102 .635 _ _ 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (Idn).r3d] Page 58 Page 104 of 212 1 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer : JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC_ Soil Pressure k5Tj Allowable Beadndksfl 1145 N1145 .426 102 .638 1.5 11146 N 1146 .432 102 .648 1.5 1 1147 N1147 .423 102 .635 1.5 _ P11481 N1148 .43 102 .645 1.5 [1149 N1149 .404 1102 .606 1.5 ,1150! N1150 .4 102 .6 1.5 11511 N1151 .416 102 .624 1.5 1152 N1152 .412 102 .618 1.5 1153 N1153 .411 102 .616 1.5 1154 N 1154 .4 107 .6 1.5 1155 N1155 .4 107 .6 1.5 1156 N1156 .396 143 .593 1.5 11571 N1157 .387 143 .581 1.5 11581 N1158 .393 143 .59 _ 1.5 1159 N1159 .344 143 .516 1.5 1160 N1160 .342 143 .513 1.5 1161 N1161 .345 143 .517 1.5 1162 N1162 .35 143 .526 1.5 1163 N1163 .35 143 .524 1.5 1164 N1164 .346 137 .52 1.5 1165 N1165 .365 143 .548 1.5 1166 N1166 .359 143 .538 1.5 1167 N 1167 .362 131 .543 1.5 1168 N1168 _ .344 137 .516 1.5 1169 N1169 .345 137 .518 1.5 1170 N1170 .345 143 .518 1.5 1171 N1171 .345 143 .517 1.5 .11721 N1172 .343 137 .514 1.5 11731 N1173 .346 143 .519 1.5 1174 N1174 .352 143 .528 1.5 1175 N1175 .349 143 .524 1.5 1176 N1176 .356 143 .533 1.5 1177 N1177 .411 143 .617 1.5 _ 1178 N1178 .404 143 .606 1.5 _ 1179 N1179 .369 143 .553 1.5 11801 N 1180 .374 143 .561 1.5 11811 N1181 .381 143 .572 1.5 11821 N1182 .389 143 .584 1.5 1183 N1183 .398 143 .598 1.5 1184 N1184 .359 143 .538 1.5 1185 N1185 .355 143 .532 1.5 1186 N1186 .358 143 .537 1.5 1187 N1187 .362 143 .543 1.5 1188 N1188 .425 143 .637 _ 1.5 1189 N1189 .423 143 .635 _ 1.5 1190 N1190 .431 143 .647 1.5 1191 N1191 .463 125 .694 1.5 1192 N1192 .463 125 .694 1.5 1193~ N1193 .462 125 .693 _ 1.5 1194 _ N1194 .447 _ 107 .671 1.5 11951 N1195 .45 _ 107 .674 _ 1.5 11961 N 1196 .447 102 .67 1.5 _ RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 59 Page 105 of 212 Company Pillar Consulting Croup, Inc Nov 19, 2018 11RISA Designer JWM Checks Jab Number 2018039 Checked By.^_ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label x UC Max LC Sal pressure(ksfj_ Allowable BeadnAksfl 1197 N1197 .422 100 .634 1.5 1198 N1198 .426 100 _ .638 1.5 1199 N1199 .428 142 .642 1.5 1200 N 1200 .43 - 142 .646 _ 1.5 1201 N1201 .426 100 .639 1.5 1202 N1202_ .447 100 .67 _ _ 1.5 �f 1203 N1203. .444 100 .666 1.5 11 12041 _ N1204 .442 100 .663 1.5 12051 _ N1205 .445 107 .668 _ 1.5 1206J N1206 .452 107 _ .678 1.5 _ 12071 N1207 .453 107 .68 _ 1.5 12081 N1208 �.451 107 .676 _1.5 1209 N1209 .446 _ 102 .669 _1,5 1210 N1210 .443 102 .664 1.5 1211 N1211 .449 143 _ .673 1.5 =f 12121 N1212 .449 143 .673 1.5 1 1213 N1213 .452 107 .677 1214)_ N 1 114 .462 102 .692 1.5 _ 1215, N 1215 .46 107 _ .689 1.5 1216: N1216 �.459 107 .688 _ 1.5 1217 N1217 .458 102 .687 _ 1.5 12181 N1218 .461 102 .691 1.5 1219� _ N1219 .459 125 .688 1.5 1220 i N 1220 .46 125 .69 1.5 1221 N1221 .443 100 .665 1.5 1222 N1222 .446 142 _ .67 _ 1_5 1223 N1223 .444 143 .666 1.5 1224 N1224 .446 143 .669 1.5 1225 N1225 .448 _ 143 .672 1.5 1226 N 1226 .454 107 .681 1.5 _ 1227 N1227 .456 107 .684 1.5 1228: N1228 .411 142 .617 1.5 1229 N1229 A14 142 .621 1.5 1230 N 1230 .416 142 .623 1.5 1231 N1231 .377 142 .566 1.5 1232 _N1232 .372 143 .558 1.5 23 13' N12 33_ .379 143 .569 1.5 1234 N1234 .422 142 .633 1.5 1235 N 1235 .424 143 _ .636 1.5 1236 N1236 .402 143 .602 1.5 1237 N123_7 .411 143 _ .617 1.5 1238 N1238 .414 143 .621 1.5 1239 N1239 .435 143 .653 _ 115. 1240 N1240 .438 143 .657 1.5 1241 N1241 .389 142 .584 1.5 1242 N1242 .383 142 .574 1.5 _ 1243 N1243 .383 143 .575 1.5 1244 N1244 .387 143 .581 _ 1.5 1245 N1245 .422 140 .633 1.5 1246 N1246 .414 140 .621 1.5 1247 __ N1247 _ _.414 140 .621 _ 1.5 1248 N1248 .407 140 � .61_ 1.5 _ RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 60 Page 106 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 111RISA Designer 2018 Che ke Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) _ Label Max UC Max LC Soil Pr_essure[ksfi Allowable_Bea_nng[ksf] 12491 N1249 .409 140 .614 1.5 1250, N1250 .411 142 .617 1.5 12511 N 1251 .414 142 .621 1.5 _ 1252 N1252 .413 142 .619 1.5 1253 N1253 .422 142 .634 1.5 1254 N 1254 .418 142 .626 1.5 1255 N1255 .434 140 .651 1.5 1256 N 1256 .429 140 .644 1.5 1257 N 1257 .408 140 .611 1.5 1258 N1258 .413 140 .62 1.5 1259 N1259 .318 125 .477 1.5 1260 N1260 .305 125 .457 1.5' 1261 N1261 .305 125 .458 1.5 1262 N 1262 .344 133 .516 1.5 1263 N1263 .357 103 .535 1.5 1264 N1264 .365 133 .548 1.5 1265 N1265 .391 124 .587 1.5 1266 N1266 .392 124 .588 1.5 12671 N 1267 .385 124 .578 1.5 1268 N1268 .452 125 .678 1.5 1269 N 1269 .452 125 .678 1.5 1270 N1270 .446 125 .669 1.5 1271 N1271 .392 124 .588 1.5 1272 N1272 .392 125 .587 1.5 1273 N1273 .378 124 .568 1.5 1274 N 1274 .415 125 .622 1.5 1275 N1275 .401 125 .602 1.5 1276 N1276 .362 125 .544 1.5 1277 N1277 .376 125 .565 1.5 1278 N 1278 .446 125 _ .669 1.5 L1279 N1279 .45 125 .674 1.5 1280 N1280 .437 125 .656 1.5 1281 N1281 .439 125 .658 1.5 12821 N1282 .426 102 .639 1.5 1283 N1283 .43 102 .646 1.5 1284 N1284 .425 124 .637 1.5 1285 N 1285 .391 133 .586 1.5 1286 N1286 .391 133 .587 1.5 1287 N1287 .409 124 .613 1.5 1288 N1288 .4 124 .601 1.5 1289 N1289 .398 124 .598 1.5 1290 N1290 .376 124 .563 1.5 1291 N 1291 .38 133 .57 1.5 1292 N1292 .418 102 .627 1.5 1293 N1293 .422 102 .633 1.5 1294 N1294 .424 124 .635 1.5 I1295 N1295 .419 124 .628 1.5 E1296 N1296 .335 124 .503 1.5 1297 N1297 .322 124 _ .483 1.5 1298 N1298 .327 124 .491 _ 1.5 1299 N1299 .337 103 .505 1.5 1300 N1300 .335 103 .502 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\201 8\201 8039\SD\Planer Enclosure 2 (fdn).r3d] Page 61 Page 107 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil PressurejksQ Allowable Bearing(ksfl_ �13011 N1301 .353 103 .529 1.5 13021 N1302 _ .377 133 .566 1.5 13031 N1303 .381 133 .572 1.5 1304 N1304 .375 133 .562 1.5 1305, N1305 .322 133 .482 1.5 1306 N1306 .333 133 .499 1.5 1307 N1307_ .383 133 .574 _ 1.5 1308 N1308 .374 133 .561 1.5 1309, N1309 .304 101 .456 1.5 13101 N1310 _.318 101 _ .478 1.5 131 1 N 1311 .32 _112 .48 1.5 13121 N 1312 .368 103 .551 1.5 _ 1313' N1313 .369 103 .554 1.5 1 1314 N1314 .262 112 .393 1.5 _ 1315 N1315 .27 112 .406 1.5 13161 _ N1316 _ .277 112 .415 _ 1.5 _ 1317 N1317 _ .29 112 .435 _ 1.5_ 1318 N1318 .282 112 .424 _ _ 1.5_ _ 1319 N1319 .289 112 .434 1.5 1320' N1320 .299 124 .448 1.5 13211 N 1321 .303 124 .455 1.5 1322 N1322 .317 124 .475 1.5 1323 N1323 .324 133 .486 1.5 1324 N1324 .335 1 133 .502 1.5 1325 N1325 .249 112 .373 1.5 1326 N1326 .254 112 .382 1.5 1327 N1327 .292 112 .437 _ 1.5 1328 N1328 .283 112 1 .424 _ 1.5 _ 1329 N1329 .388 107 .581 1.5 1330 N1330 .392 107 .588 1.5 1331 N1331 .39 107 .585 1.5 1332 N1332 .348 100 .522 _.5 1333` N1333 .343 100 .515 1.5 `13341 _ N1334 .329 100 .494 1.5 I13351 N1335 .243 112 .364 1.5 �1336, N1336 .242 _ 112 .363 1.5 ;1337 N1337 .25 112 .375 1.5 11338 N1338 .275 113 .413 1.5 �1339 N1339 .267 113 .401 1.5 1340 N1340 .266 113 .4 1.5 1341 N1341 .295 113 .443 1.5 1342 N1342 .294 113 .44 1.5 _ 1343 N1343 .305 125 .457 1.5 1344 N1344 .294 113 .441 1.5 1345 N1345 .307 125 .461 1.5 1346 N1346 .248 101 .372 1_5 1347 N1347 .245 112 .367 1.5 1348 N1348 .259 112 .388 1.5 1349 N1349 .258 112 .387 1.5 13501 N1350 .283 106 .425 1.5 13511 N1351 .271 106 .407 1.5 _ 13521 N1352 L .28 106 .42 _1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 62 Page 108 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 20180Ci9 Checked By___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max LIC Max LC Sal Pressurerksfi Allowable Beadng[ksfl 1353 N 1353 .316 106 473 1.5 1354 N 1354 .309 106 .463 1.5 1355 N1355 .296 106 .444 1.5 1356 N 1356 .36 100 .54 1.5 1357 N 1357 .347 100 .521 _ 1.5 1358 N1358 i .355 100 .533 1.5 1359 N1359 .307 100 .46 1.5 11360 N1360 .317 100 .476 1.5 1361 N1361 .308 106 .462 1.5 I 1362 N 1362 .296 106 .443 1.5 1363 N1363 .277 106 .415 1.5 1364 N1364 .288 106 .433 1.5 1365 N1365 .415 125 .622 1.5 1366 N1366 .423 125 .635 1.5 13671 N1367 _ .43 125 .646 1.5 1368 N1368 .361 107 .541 1.5 1369 N1369 .355 107 .532 1.5 1370 N 1370 .361 107 .542 1.5 1371 N1371 .378 107 .568 1.5 1372 N1372 .383 107 .574 1.5 1373 N1373 .404 102 .606 1.5 1374 N1374 .4 107 .599 1.5 1375 N1375 .395 107 .592 1.5 1376 N1376 .392 107 .588 1.5 1377 N1377 .388 107 .583 1.5 1378 N1378 .373 107 .559 1.5 1379 N1379 .367 107 .55 1.5 1380 N1380 .365 107 .547 1.5 1381 N1381 .367 107 .551 1.5 1382 N1382 .371 125 _ .556 1.5 1383 N1383 .358 125 .536 1.5 1384 N 1384 .361 125 .542 1.5 1385 N1385 .395 125 .593 1.5 1386 N1386 .383 125 .575 1.5 1387 N 1387 .402 102 .603 1.5 1388 N1388 .408 102 .612 1.5 1389 N1389 .443 125 .665 1.5 1390 N1390 .436 125 .654 1.5 1391 N 1391 .34 125 .51 1.5 1392 N1392 .342 125 .513 1.5 1393 N1393 .354 125 .531 1.5 1394 N1394 _ .35 125 .525 1.5 1395 N1395 .365 125 .547 1.5 1396 N1396 .398 110 .597 1.5 1397 N1397 .404 110 .607 1.5 1398 N1398 .398 107 .597 1.5 1399 N1399 .399 128 .598 1.5 1400 N1400 .396 100 .594 1.5 f1401 N1401 .389 99 .583 1.5 1402 N1402 .388 99 i .583 1.5 A403 N1403 .393 99 .59 1.5 1404 N 1404 1 .411 109 .616 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 63 Page 109 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label_ Max UC_ Max LC Soil Pressure[ksfJ Allowable Bearin [ksfl 11405 N1405 .407 109 .61 _ 1.5 ,14061 N1406 .395 109 _ .592 _ 1_5 14 71 N1407 .376 103 .564 1.5 114081 N 1408 .373 _ 103 .56 1.5 :1409 N1409 378 103 .566 1.5 _ 11410 _ N1410 .406 _ 103 _ .609 1.5 1411T-- N1411 _405 103 .607 1.5 _ 14121 N 1412 .411 103 _ _ .616 1.5_ 14131 N1413 .379 _ 99 .568 1.5 _ 14141 N1414_ .378 99 _ _567 _. 1.5 _ 1415' N1415 _ .38 99 .57 1.5 1416, N1416 .39 103 .586 _ 1.5 1417 N1417 .392 103 .588 1.5 1418 N 1418 .414 103 .622 1419f N1419 A15 103 .622 _ 1_5_ 1420L N1420 _ .401 103 _ .602 _ 1.5 1421 N1421 .397 103 .595 1.5, - - - 14221 N1422 .403 103 .604 1.5 1423 N1423 .368 �103 _ _ .553 _ 1.5_ 1424 _ N1424 .368 I 103 _ _ _ _ .552 1.5 1425 N1425 .371 103 .557 _ _ 1.5 1426 N1426 .38 103 .57 _ 1.5 1427 N1427 .383 103 .575 1.5 1428 N1428 .402 103 .602 1.5 1429 N1429 .407 103 _ .61 1.5 1430 N1430 .442 109 .663 _ _ 1.5 1431 N1431 _ _ .44 _ 109 .66 _ _ 1.5 1432 N1432 .452 _ 109 .678 _ 1.5 1433 N1433 .427 109 .64 1.5 1434 N1434 .434 109 .65 1.5 1435 N1435 .447 109 .67 1.5 1436 N1436 .381 109 .571 1.5 11437 N1437 .385 109 .577 1.5 14381 _N1438 .464 109 _.697 1.5_ :1439 N1439 .459 109 .689 _ 1.5 11440� N1440 .409 109 .614 1.5 1441 N1441 .413 109 .619 1.5 114421 N1442 4 109 .601 1.5 144 ' _ N1443 .457 _ 109 .686 1.5 114441 N1444 .464 ' 109 .695 1.5 1445 N1445 .391 109 _ .586 1.5 '1446 N1446 .39 109 _ .585 1.5 1447 N1447 .404 105 _ .606 1.5 1448 N1448 .407 105 .611 1.5 1449 N1449 .401 105 .602 1.5 1450 N1450 .387 105 .581 1.5 1451 N1451 .388 105 .581 1.5 1452 N1452 .389 99 .583 1.5 _ 14531 N1453 1 .418 99 .627 1.5 1454 N1454 .415 99 _ .622 1.5 1455 N1455 .422 99 .633 1.5 1456,_ N1456 .385_ 99 .577 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 64 Page 110 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JW M Checked PM ke Jab Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressure ks Allowable Bearing[ks_]f �1457 N1457 .386 _ 99 .578 1.5 _ 1458 N 1458 .385 99 .578 _ _ 1.5 1459 N1459 .398 99 .597 �1.5 ,14601 N1460 .4 1 99 .599 _ 1.5 1461 N1461 .424 99 .636 1.5 1462 N1462 .429 _ 99 .643 _ 1.5 1463 N1463 .404 99 .606 1.5 _ 1464 N1464 .4 99 .599 1.5 1465 N1465 .403 99 .604 1.5 14661 N1466 .39 105 .586 1.5 1467 N1467 .388 105 _ .583 1.5 1468 N1468 _ .388 _ 105 .581 1.5 1469 N1469 .391 133 .587 1.5 1470 N1470 .392 99 .588 1.5 1471 N1471 .398 99 .597 1.5 1472 _ N1472 .406 99 .608 1.5 1473 _ N1473 .415 101 .622 1.5 1474 N1474 I .412 101 .619 1_5 1475 N1475 .42 101 .63 _ 1.5 1476 N1476 .424 102 .635 1.5 1477 N1477 .42 103 _ _.63 _ 1.5 1478 N1478 .428 106 .642 1.5 1479 N1479 .399 105 .598 1.5 1480 N1480 .396 105 .594 1.5 1481 N1481 .432 101 .648 1.5 1482 N1482 .433 106 .65 1.5 1483 N1483 .396 103 .594 f 1.5 1484 N1484 .397 99 .596 _ _ _ _1.5 _ 1485 N1485 .392 99 .588 1.5 1486 N14_86 .422 101 .633 1.5 1487 N1487 .427 _ 101 .64 1.5 1488 N1488 .389 _ 99 .584 1.5 1489 N1489 .387 99 .581 1.5 1490 N1490 .402 110 .604 1.5 1491 N1491 .404 105 .605 1.5 14921 N1492 .397 99 .595 1.5 1493 N1493 .408 101 .612 1.5 1494 N1494 .407 101 .61 1.5 1495 N1495 .401 101 .602 1.5 1496 N1496 .429 102 .643 1.5 1497 N1497 .435 102 .652 1.5 1498 N1498 .426 140 .639 1.5 1499 N1499 .424 140 .636 1.5 1500 N1500 .43 140 .645 1.5 1501 N1501 .412 128 .618 1.5 1502 N 1502 .407 128 .61 1.5 1503 N1503 .403 128 .605 1.5 1504 N1504 .398 100 .597 1.5 1505 N1505 .397 100 .596 1.5 1506 N 1506 .431 140 .647 1.5 1507 N1507 .435 140 .653 1.5 1508, N1508_ .402 102 .602 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\201 8\201 8039\SD\Planer Enclosure 2 (fdn).r3d] Page 65 Page 111 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PIM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) __Label Max,UC Max LC Soil Pressure[ksf]_ _ Allowable Bearing[ksq 11509 N1509 _ .4 _1_02 _-� .601 1.5 1510 N 1510 .393 _ _ 107 _ .59 1.5 11511 N 1511 .44 102 .66 1.5 !1512 N 1512 .444 102 _ .666 1.5 1513 N 1513 .393 100 _ .59 1.5 " 514 N1514 .391 106 .586 1.5 1515 �N1515 .426 106 .638 1.5 1516 N 1516 _ .428 106 .642 1.5 1517 N 1517 .433 106 .649 1.5 15181 N 5518 .416 101 .624 _ 1.5 1519 N 1519 .419 101 .628 1.5 15201 N1520_ .425 101 .637 _1.5_ 1521. N 1521 .395 101 .593 1.5 15221 .. N 1522 .397 101 .595 1.5 1523 N1523 .433 101 .649 1.5 1524 N1524 .429 101 .644 1.5 1525 N1525 .417 106 .626 1.5 1526 N 1526 .415 106 _ .623 1.5 1527, N1527 .409 106 _ _ .613 1.5 15281 N1528 .438 106 _ _ _ .657 1.5 15291 N1529_ .436 106 .654 1.5 1530i N1530 .402 106 _ .603 1.5 1531 N1531 .403 106 .605_ 1532' N1532 .391 103 .587 1.5 1533 N 1533 .388 103 .581 1.5 1534 N1534 .383 103 .575 1.5 1535 N1535 .451 110 .677 1.5 15361 N1536 .445 110 _ _ .667 _ _ 1.5 1537 N1537 .446 102 .669 1.5 _ 1538 N1538 .45 110 .675 - 1.5 1539 N1539 .462 110 .693 1.5 1540 _ N1540 _.42_3 105 .634 I 1.5 11541 N 1541 .413 _ 105 .619 1.5 1542 N 1542 .413 105 .619 1.5 _ 1543 N1543 .393 99 .59 _ 1.5 '1544 N'l544 .393 99 _ .589 _ _ 1.5 _ 1545 N 1545 .478 110 .716 _ 1.5 1546 N 1546 .473 110 .709 1.5 1547 N1547 .39 _ _ _ _ 110 .585 1.5 1548i N1548 .395 110 .592 1.5 1549i N1549 .386 _ _ 110 _ .579 _ 1.5 1550 N1550 .437 110 .656 1.5 1551 N1551 .43 110 .645 _ 1.5 1552 N1552 .386 99 .578 1.5 1553 N1553 .382 99 .573 1.5 1554 N1554 .408 103 .612 1.5 1555 N1555 .409 103 .614 1.5 1556 N 1556 .413 103 .62 1.5 1557 N1557 .394 103 .591 1.5 15581 N1558 .399 103 .598 1.5 _ 15591 N1559 .404 103 .606 1.5 1560 N1560 .376 1 _ 99 .565 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 66 Page 112 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max LIC Max LC Sal PressureLksf] -Allowable Bwdng[k 1561 N1561 .38 99 .571 1.5 1562 N 1562 .412 103 .618 1.5 1563 N1563 .407 103 .611 1.5 1564 N1564 .401 103 .601 1.5 15651 N1565_ .399 103 .599 1.5 11566� _ N1566 .395 103 .592 1.5 rl 56 71 N1567 .418 101 .626 1.5 115681 N1568 .416 103 .624 1.5 1569 N1569 1 .39 103 .585 1.5 1570 N1570 1 .392 103 .588 1.5 1571 N1571 .364 101 .546 1.5 1572 N1572 .368 101 .552 1.5 1573 N1573 .362 101 .543 1.5 1574 N 1574 .351 103 .526 1.5 1575 N1575 .355 103 .533 1.5 1576 N 1576 .36 103 .54 1.5 1577 N1577 .382 105 .574 1.5 1578' N1578 .381 105 .572 1.5 1579 N1579 .422 110 .634 1.5 1580 N1580 .416 110 .624 1.5 1581 N1581 .351 99 .526 1.5 1582 N1582 .355 99 .532 1.5 1583 N1583 .349 99 _ .524 1.5 1584 N1584 .389 105 .583 1.5 1585 N1585 .393 105 .589 1.5 1586 N 1586 .35 99 .525 1.5 1587 N1587 .346 99 .519 1.5 1588 N1588 .367 99 .551 1.5 1589 N1589 .373 110 .559 1.5 1590 N1590 .367 99 .55 1.5 1591 N1591 .41 110 .615 1.5 1592 N1592 .368 99 .552 1.5 1593 N 1593 .363 99 .545 _ 1.5 1594 N1594 .335 142 .503 1.5 1595 N1595 .336 142 .504 1.5 1596 N1596 .339 142 .508 1.5 1597 N1597 .379 130 .568 1.5 1598 N1598 .379 142 .568 1.5 1599 N1599 .389 107 .583 1.5 1600 N1600 .384 105 .576 1.5 1601 N1601_ .386 105 .579 1.5 1602 N1602 .336 136 .504 1.5 1603 N1603 .335 136 .503 1.5 1604 N 1604 .344 142 .517 1.5 1605 N1605 .344 142 .515 1.5 16061 N1606 .39 103 .585 1.5 16071 N1607 .388 103 .581 1.5 1608 N1608 .381 103 .572 1.5 1609� N1609 .339 142 .509 1.5 16101 N1610 .339 142 _ .509__ 1.5 161-11 N1611 .337 142 .505 _ 1.5 1612 N1612 .349 103 .523 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 67 Page 113 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressurejksq Allowable Beanng[kstl _ �1613 N1613 .345 103 .517 1.5 1614 N 1614 .341 103 _ .511_ _ 1.5 1615 N1615 .37 103 �_ .554 1.5 1616 N 1616 .364 101 .546 1.5 1617 N1617 .335 _ 136 .502 1.5 1618 N16_18 .338 _ 103 _ .507 1.5 1619 N1619 .345 _ 142 _ .517 1.5 1620 N1620 1 .346 _ 142 .519 _ 1.5 1621 N1621 .347 142 .521 1.5 1622 N1622_ .335 142 _ .503 1.5 1623 N1623_ .335 142 _ __.502_ 1.5 1624 N 1624 _.354 106 .531 _ 1.5 1625 N1625 .351 _ 106 .527 1.5 16261 N 1626 .359 99 .538 1.5 1627 N1627 .363 99 .545 1.5 1628 N1628 _ .366 _ 99 .549 _ 1.5 1629 N1629_ .394 103 .591 1.5 1630 N1630 .392 103 .587 _ _ 1.5 1631 N1631 _ .37 103 .555 _ 1.5 1632' N1632 I .375 103 .562 1.5 1633 N1633 r .35 99 .525 1.5 1634 N1634 .354 99 .531 1.5 1635 N1635 .375 103 .562 1.5 1636 N 1636 .37 103 .556 1.5 1637 N1637 .387 100 .58 1.5 1638 _ N1638 .386 103 .579 1.5 1639 N1639 .396 99 .595 _1.5 1640 N1640_ .354 106 .53 1_5 1641 N1641 .355 _ 106 .533 1.5 1642 1 N 1642 .351 106 .527 1 1.5_ 1643 N1643 .364 103 _ .546 1.5 1644 N1644 .361 103 .541 1645 N1645 .364 103 .547 1.5 '16461 N1646 .347 101 .52 1.5 1647 N1647 .349 101 .524 1.5 1648 N1648 .348 101 ' .522 1.5 1649 N1649 .383 103 .575 1.5 1650 N1650 .378 103 .567 1.5 1G51 _ N1651 .373 101 .56 1.5 16521 N1652 .36 _ 101 .54 1.5 1653 _ N1653 _.35_7 __ 101 .535 1.5 1654 N1654 .35� 101 .526 1.5 1655 N1655 .348 101_ .522 1.5 . 1656 N1656 .385 103 .577 1.5 1657 N1657 .382 103 .573 1.5 1658 N1658 .387 103 .581 1.5 1659 N1659 .356 103 .534 _ 1.5 1660 N1660 _ .356 103 _ .533 1.5 1661 N1661 .359 103 _ .538 _ 1.5 1662 N1662 .366 _ 103 _ .549 1663 _ N1663 .369 103 _ .554 1._5 [1664 N1664 .39 103 .585 _1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 68 Page 114 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC _ Max LC_ Soil Pressure[ksf]_ Allowable Beadndksn 1665� N1665 .391 103 .587 1.5 16661 N 1666 .345 124 _ .518 1.5 1667 N1667 .347 124 .52 1.5 1668 N1668 .346 124 .519 1.5 1669 N1669 .353 124 .53 1.5 1670 N1670 .354 124 .531 1.5 1671 N 1671 .362 101 .543 1.5_ 1672 N 1672 .36 101 .541 1.5 1673 N1673 .358 106 .537 1.5 1674 N1674 .349 106 .524 1.5 1675 N1675 .348 124 .522 1.5 1676 N 1676 .344 118 .516 1.5 16771 N1677 .344 112 .516 1.5 16781 N1678 .347 124 .521 1.5 1679 N1679 .346 124 .519 1.5 1680 N1680 .427 109 .641 1.5 1681 N1681 .422 109 .633 1.5 1682 N 1682 .412 109 .618 1.5 1683 N1683 .368 100 .552 1.5 1684 N1684 .368 100 .553 1.5 1685 N1685 .36 124 .541 1.5 1686 N1686 .368 103 .552 1.5 1687 N1687 .367 106 .551 1.5 1688 N1688 .359 106 .539 1.5 1689 N1689 .409 109 .614 1.5 1690 N1690 .406 99 .61 1.5 1691 N1691 .352 100 .528 1.5 1692 N1692 .353 106 .529 1.5 1693 N1693 .391 100 .587 1.5 1694 N1694 .391 100 .587 1.5 1695 N1695 .402 100 .604 1.5 1696 N1696 .356 124 .534 1.5 1697 N1697 .354 124 .531 1.5 1698 N1698 .411 107 .616 1.5 1699 N1699 .412 107 .618 1.5 1700 N1700 .363 110 .545 1.5 1701 N1701 .368 109 .551 1.5 1702 N1702 .376 109 .564 1.5 1703 N1703 .438 109 .658 1.5 1704 N1704 .432 109 .649 1.5 1705 N1705 .396 109 .594 1.5 1706 N1706 .4 109 .601 1.5 1707 N1707 .357 103 .536 1.5 1708 N1708 .36 116 .54 1.5 1709 N1709 .391 109 .587 1.5 1710 N1710 .386 109 .579 1.5 1711 N1711 .371 107 .556 1.5 1712 N1712 .378 107 .568 1.5 1713 N1713 .385 107 .578 1.5 j714 N1714 .398 103 .598 1.5 11715 N1715 .4 103 .599 1.5 1716 N1716 .401 103 .601 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 69 Page 115 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label _. Max UC _ _ Max LC Soil Pressure[ksfj Allowable Beanng[ksfij 1717 N1717 _444 100 .665 1.5 1718 N1718 .34 137 .51 1.5 1719 N1719 .341 137 .512 1.5 _ 1720 _ N1720. .344 122 .516 1.5 1721 N1721 .426 102 .64 _ 1.5 11722! N1722 .433 102 .65 _ 1.5 _ 1723 N1723 _ _.44 102 .66 1.5 ^_ 17241 N1724 .442 102 .663 1.5 1725 N1725 .35 102 _ .524 1.5 _ 1726 N1726 _ .356 102 .534 1.5 1727 N1727 .398 102 -___ - -.597 1.5 1728 N1728 .414 102 _ _ .621 1.5 1729 N1729 .378 131 .567 1.5 1730j N1730 .385 131 .578 1.5 1731 N1731 .393 131 .59 _ 1.5 1732 N1732 .389 131 _ .584 1.5 1733 N17_33 .385 131 .577 _ 1.5 17341 N1734 .394 131 _ _ .59 1735 _ N1735 .449 102 .673 _ _ 1.5 1736 N1736 .454 102_ .681 1.5 1737 N1737 .437 143 _ .65_5 1.5 1738 N1738 443 I 143 - .664 _ 1.5 1739 N1739 .44 143 - .66_ _ 1.5 1740 N1740 .437 143 .655 1.5 1741 N1741 .429 143 .643 1 1.5 1742 N1742 _.396 107 _ _ __ _ _ .594 _ 1.5 1743 N1743 .395 107 _ _ .592 1.5 1744 N1744 .392 107 .589 1.5 1745 N1745 .447 125 .67 _ �` 1.5 1746 N1746 .452 125 .678 _ _ 1.5 1747 N1747 .439 102 .659 1.5 1748 N1748 .42 102 .63 _ 1.5 1749 _ N1749 .456 102 .684 1.5 1750 _ N1750 .457 102 .686 1.5 _ 1751I N1751 .391 107 .586 1.5 _ 17521 N97 22 .394 107 .592 1.5 1753� N1753 .408 102 .612 1.5 �1754 N1754 .404 102 .606 1.5 1755 _ N1755 _ _.409 102 .613 1.5 1756 N1756 .414 102 .621 1.5 1757 i N1757 .411 102 .616 _ 1.5 1758 N1758 .415 102 .622 1.5 1759 N1759 .418 102 .626 1.5 1760 N1760 .343 137 .515 1.5 1761 N 1761 .34 137 .51 1.5 1762 N1762 .34 137 .509 1.5 1763 N1763 .339 137 .509 1.5 1764 N_1764 __ __ _ _.365 _ 131 _ .54_8 1 5 6 175 N1765 _ .357 �143 ��.535 1 5 17661 N1766 .362 143 .543 1 5 17671 N1767 .368 143 .552 1.5 1768 N1768 .364 143 .546 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 70 Page 116 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressure ksf]_ Allowable_ Beanng[ks_ ffl7l N1769 .36 _ 143 .539 1.5 N1770 .34 143 .51 1.5 N1771 .338 143 _ .507 1.5 11772! N1772 .378 143 .567 1.5 1773 N1773 .388 143 .582 1.5 1774 N1774 .397 _ _ 1_43 .596 1.5 1775 N1775 .388 143 _ .582 1.5 1776 N1776 .383 143 .575 1.5 1777 N1777 .407 143 .611 1.5 1778 N1778 .343 143 .515 1.5 1779 N1779 .342 143 .513 1.5 1780 N1780 .342 143 .512 1.5 1781 N 1781 .44 143 .66 1.5 1782 N1782 .457 125 .685 1.5 1783 N1783 .456 125 .684 1.5 1784 N1784 .454 125 .681 1.5 _ 1785 N1785 .437 102 .656 _1.5 17861 N1786 .433 102 .65 1.5 1787 N1787 .429 102 .644 1.5 1788 N1788 .441 106 .661 1.5 1789 N1789 .422 100 .633 1.5 1790 N 1790 .41 142 .614 1.5 _ 1791 N1791 .436 142 .654 1.5 1792 N1792 .403 100 .604 1.5 1793 N1793 .405 128 .608 1.5 1794 N1794 .425 102 .638 1.5 1795 N1795 .421 102 .632 1.5 1796 N1796 .449 100 .673 1.5 1797 N1797 .456 107 .684 1.5 1798 N1798 .441 106 .661 1.5 1799 N1799 .441 _ 106 .662 1.5 _ 1800 N1800 .457 102 .686 1.5 1801 N1801 .45 125 .675 1.5 .18021 N1802 .445 125 .668 1.5 1803 N1803 .459 107 .688 1.5 1804 N1804 .455 107 .683 _ 1.5 1805 N1805 .453 100 .679 1.5 1806 N1806 .461 102 .692 _ 1.5 1807 N1807 .448 143 .672 1.5 1808 N1808 .433 142 .65 1.5 1809 N1809 .431 142 .646 1.5 1810 N1810 .436 142 .653 1.5 1811 N1811 .402 _ 142 .602 1.5 L81 N1812 .416 143 .624 1.5 N1813 .411 142 .616 1.5 N1814 .407 142 .61 1.5 1815 N1815 .404 142 .606 1.5 1816 N1816 .415 142 .622 1.5 18171 N1817 .365 142 _ .547 1.5 1818� N 1818 .36 143 _ .539 1.5 1819 N1819 .355 _ 143 .532 1.5 1820, N1820 .419 140 .629 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 71 Page 117 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC _Max LC Soil Pressure[ks_jf Allowable Beanng[kC �1821 N1821 .412 140 .618 _ 1.5 18221 N1822 .414 140 _! .621 1.5 1823 N1823 .421 140 .631 1.5 1824__ N1824 .421 140 AM _ 1.5 1825I _ N 18 55 .409 128 .613 1.5 1826 N 1826 .414 _ 140 .621 1.5 1827 N1827 .404 140 .606 _ _ _ 1.5 1828 N1828 .394 140 .592� 1.5 1829 N1829 .338 125 .508 1.5 18301 N 1830 .382 133 572 _ 1.5 1831 N 1831 .372 133 _ .557 _ 1.5_ 1832, N1832 .429 125 .644 1.5 1833 N1833 .366 _ _ 124 .548 1.5 18341_ N 1834 .362 _ 124 .543 1.5 1835 N1835 .368 125 .552 1.5 1836^ N1836 .353 125 _ .53 1.5 1837 N 1837 .412 124 _ .618 1.5 1838 N1838 .421 124 .631 1.5 1839 N1839 .425 125 .638 1.5 _ 1840! N1840 .402 124 .603 18411 N1841 1 .455 125 .683 1.5 1842! N 1842 .403 124 .605 1.5--, 1843] N 1843 .394 133 .59 1.5 18441 N1844 _ .396 124 .595 1.5 1845 N1845 .392 105 .588 1.5 1846 N1846 .396 _ 105 .594 1_5 1847 N1847 .399 124 .598 1.5 1848 N1848 .389 105 .584 1.5 1849 N1_84_9 _ _ _.4_41 _ 102 _ _ .662 _ 1.5 1850 N1850 .343 133 .514 1.5 _ - 1851 N1851 .353 133 .529 1.5 1852 N1852 .386 103 .579 1.5 1853 N 1853 .387 103 .58 1.5 18541_ N1854 .387 103 _ .58 1.5 1855 N1855 1 .368 133 .552 1.5 1856 N1856 .389 133 .583 _ 1.5 1857 N1857 _ .323 112 .484 1.5 1858 N1858 .325 112 .488 1.5 1859 _ N1859 .316 112 .474 1.5 _ 1860,E N1.860 .306 112 .459 1.5 1861 N 1861 .317 101 -.476__ 1.5 1862 N 1862 .297 112_ _ .446 1.5 1863 N1863 .312 112 .468 1.5 1864 N1864 .331 125 _ .496 1.5 1865 N1865 .293 112 .44 1.5 1866 N1866 .289 112 .434 1.5 1867 N1867 .286 113 .429 1.5 1868 N1868 .277 112 _ .416 1.5 1869 N1869_ .269 112 .403 _ 1.5 1870 N1870 _ .264 112_ .396 _ 1.5__ 1871 N1871 I .275 _ 112 .413 1.5 _ _ 1872 N1872 - .288 101 - .432 1.5 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 72 Page 118 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) La bel Max UC Max LC Soil Pressure[kg Allowable Beadng[ksf] 1873 N1873 .387 107 .58 _ 1.5 1874 N1874 .384 107 .576 1.5 1875 N 1875 .382 107 .573 1.5 1876 N1876 .333 107 .499 1.5 1877 N 1877 .267 112 .4 1.5 1878 N1878 .317 125 .476 1.5 1879 N1879 .33 125 .495 1.5 1880 N1880 .329 125 .494 1.5 1881 N1881 .285 113 .428 1.5 1882 N1882 .287 113 .431 1.5 1883 N1883 .29 113 .435 1.5 1884 N1884 .283 113 .425 1.5 1885 N1885 .276 113 .414 1.5 1886 N1886 .233 112 .35 1.5 1887 N1887 .234 112 .351 1.5 1888 N1888 .237 112 .355 1.5 1889 N1889 .284 106 .426 1.5 1890 N1890 .359 100 .538 1.5 1891 N1891 .363 107 .544 1.5 1892 N1892 .37 107 .555 1.5 1893 N1893 .378 100 .566 1.5 1894 N1894 .338 100 .507 1.5 1895 N1895 .351 _100 .527 1.5 1896 N 1896 .364 100 1 .547 1.5 1897 N1897 .354 100 .531 1.5 1898 N1898 .344 106 .516 I 1.5 1899 N1899 .263 106 .394 1.5 1900 N1900 .254 101 .381 1.5 1901 N1901 .247 101 .371 1.5 1902 N1902 .373 107 .559 1.5 1903 N1903 .374 107 .561 1.5 1904 N1904 .381 107 .571 1.5 1905 N1905 .38 107 .57 1.5 _ 1906 N 1906 1 .389 107 .584 1.5 1907 N1907 _ .389 102 .584 1.5 1908 N1908 .372 107 .558 1.5 19091 N1909 .372 107 .558 1.5 1910 N1910 .381 102 .571 1.5 1911 N1911 .383 125 .575 1.5 1912 N1912 .398 125 .597 1.5 1913 N1913 .412 125 .618 1.5 1914 N1914 .424 125 .636 1.5 1915 N1915 _ .42 102 _ .63 1.5 1916 N1916 .394 102 .591 1.5 1917 N1917 .399 102 .598 1.5 1 1918 N1918 .366 125 .549 1.5 1919 N1919 .37 109 .556 1.5 1920 N1920 .366 99 .549 1.5 1921 N 1921 .362 99 .543 1.5 1922 N1922 .4 100 .599 1.5 11923 N1923 _ .398 100 _ .597 1.5 1924 N1924 .396 106 .594 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 73 Page 119 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By:__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label _Max UC _ Max LC Soil Pressure[ksq Allowable Beahng[ksf] 1925 N1925 .407 99 _ .611 1.5 1926i N1926 .409 99 _ .614 1.5 19271 N1927 .416 109 .623 1.5 19281 N1928 .381 109 .572 1.5 1929 _ N_192_9 _ .39 103 .585 1.5 1930 N1930 .393 103 .59 1.5 1931 N1931 .396 103 .594 _ 1.5 1932: N 1932 .417 101 .625 1933 N1933 .418 101 .627 1.5 1934 N1934 .421 101 .631 _ 1.5 1935 N1935 .381 99 .572 1_5 1936 N1936 .3_82 _ 99_ .574_ _ 1.5 _ 1937 _N1937 .382 99 .573 _ I _ 1.5 1938' N1938 i .384 99_ .577 _ _ 1.5 1939 N1939 .376 99 .564 1.5 1940 N1940 .397 103 .596 1.5 1941 _ N1941 .408 103 .613 _ 1.5 1942' N1942 _' .414 103 .621 1.5 19431 N 1943 .417 103 .625 1.5 1944' N1944 .374 103 .561 1.5 1945 N1945 .377 99 _ .565 1.5 �1946 N1946 .365 I 103 .548 1.5 1947 N1947 .386 103 .579 _ 1.5 _ 1948 N1948 .382 103 .574 1.5 1949 N1949 .475 109 .712 1.5 1950 N1950 .479 _ 109 .718 _ 1.5 1951 N1951 .479 109 .719 1.5 , ,19521 N 1952 A71 109 _ .707 1.5 19531 N1953 .465 _ _ 109 .697 1.5 ,19541 N1954 1 .457 109 .686 1.5 1955 N1955 1 .42 109 .63 _ 1.5 11956 N 1956 1 .414 109 .621 1.5 1957 N1957 .408 109 .612 1.5 58 N1958 .425 109 1 .637 1.5 11959 N 1959 427 109 .641 1.5 1960 _ _N1960 _ 426 109 .639 1.5 `1961 N 1961 _ 422 109 .633 1.5 19621 _N1962 .428 109 .642 1.5 1963' N1963__ .388 105 _ .581 _ 1.5 11964 N 1964 1 .396 99 .594 1.5 1965� _N1965 .399 99 .598 1.5 19661 N1966 .402 99 .603 1.5 1967 N1967 .436 99 .653 1.5 1968 N1968 .444 109 .666 1.5 1969 N1969 .457 109 .686 1.5 1970 N1970 .385 99 .577 1.5 1971 N1971 .386 105 .579 1.5 1972 N1972 .405 99 .607 1.5 1973 N1973 .408 99 .612 _ _ 1.5 1974 N 1974 .416 99 .624 1 5 1975 N1975 .423 99 .635 1.5 1976' N1976 .387 1 105 .58 15 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 74 Pag,- 120 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer : JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max LIC Max LC Soil Pressure Allowable Be nillikstj 19771 N1977 .386 105 .579 _ 1.5 1978 N1978 .394 133 .591 1.5 1979 N 1979 .43 101 .645 1.5 1980 N1980 .437 101 .656 1.5 1981 N1981 .436 101 .654 1.5 1982 N1982 .436 106 .654 1.5 1983 N1983 .438 106 .657 1.5 1984` N1984 A14 105 .621 1.5 1985 N1985 .417 105 .626 1.5 1986 N1986 .411 99 .616 1.5 1987 N1987 .409 103 .613 1.5 1988 N1988 .405 103 _ .607 1.5 1989 N1989 A03 103 .604 1.5 1990 N1990 .407 103 .61 1.5 1991 N1991 .391 99 .586 1.5 1992 N1992 .389 99 .584 1.5 1993 N1993 .387 99 .58 1.5 1994 N1994 .393 101 .589 1.5 1995 N1995 .395 106 .592 1.5 1996 N 1996 .46 102 .69 1.5 1997 N1997 .452 102 .677 1.5 1998 N1998 .443 102 .664 1.5 1999 N1999 .441 140 .661 1.5 000 N2000 .442 _ 140 .663 1.5 ' 2001 N2001 .402 107 .603 1.5 002 N2002 .404 107 .606 1.5 2003 N2003 .409 107 .614 1.5 2004 N2004 .415 _ 107 _ .623 1.5 _ 2005 N2005 .392 _ 101 .588 1.5 2006 N2006 .392 103 .589 1.5 2007 N2007 .474 102 .711 1.5 2008 N2008 A68 102 .702 1.5 2009 N2009 .405 107 .608 1.5 20101 N2010 .408 102 .612 1.5 2011 N2011 .41 102 .615 1.5 2012 N2012 .411 105 .617 1.5 2013 N2013 A35 106 .653 1.5 2014 N2014 .425 101 .637 1.5 2015 N2015 A13 101 .619 1.5 2016 N2016 .41 101 .616 1.5 2017 N2017 .408 101 .612 1.5 2018 N2018 .415 101 _ .622 1.5 2019 N2019 .417 106 .625 1.5 2020 N2020 .401 100 .602 1.5 2021 N2021 .422 106 .632 1.5 2022 N2022 .424 106 .636 1.5 2023 N2023 .419 106 .629 1.5 20241 N2024 .38 99 .57 1.5 20251 N2025 .384 99 .576 1.5 20261 N2_026 .483 110 .724 1.5 2027 N2027_ .488 110 .732 1.5 2028 N2028 .491 110 1 .736 1 1.5 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 75 Page 121 of 212 Company Pillar Consulting Croup, Inc Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC -Max-LC Soil Pressure[ksf] Allowable Beaiing[ksq 2029 N2029 .484 110 .726 _ 1.5 12030 N2030 .479_ ____ 102 .718 1_5 031 N2031 .413 110 .62 1.5 2032t_ N2032 .413 110 .619 _ 1.5 _ 2033, N2033 425 110 _ .638 1.5 _ 2034;_ _ _N2034 _ .439 110 _ _ .659 _ _ __ 1.5 2035 N2035 .376 _ 99 .564 1.5 20361✓_N2036 .371 _ 99 .557 --1.5 20371 N2037 .467 110 .701 _ 1.5 20381 N2038 _ .476 _ 110 _ .713 1.5 _- 2039 N2039 .41 110 .615 1.5 2040j N2040 405 110 .608 1_.5 _- 2041 _ _ _N2041 .4 _ 110 .6 1.5 2042` N2042 I .394 110 .591 1.5 `2043 N2043 .1.. .416 103 624 1.5 _ _ _ 2044 N2044 .403 _ 103 _ _ .605 1.5 2045 N2045 .399 _ 103 .598 _ 1.5 _ r1046 N2046 .393 103 .59 1.5 _ 047 N2047 .389 - 103 .583 1.5 20481 N2048 .384 103 .576 1.5 _ @049 N2049 .397 103 .596 1.5 !2050 N2050 .4 103 .6 _ 1.5 2051 N2051 .392 _ 103 .588 _ 1.5 2052 N2052 .404 103 .606 1.5 2053 N2053 .406 103 _ .608 1.5 054 N2054 _ .402 103 _ _ _.604 1.5 2055 N2055 .352 101 .528 1.5 2056 N2056 .35 101 .525 1.5 2057 N2057 .347 _ 106 .521-1 1.5 2058 N2058 .366 _ 101 .549 1 1.5 20591 N2059 .362 101 .543 _ 1.5 2060 N2060 .415 102 .623 1.5 2061 N2061 .416 105 .624 _ _ 1.5 2062,, N2062 .417 105 .625 _ 1.5 20631 N2063 .452 110 .677 1.5 2064 N2064 .459 110 _ .689 1.5 2065 N2065 .345 99 .517 1.5 2066 N2066 .341 99 .511 1.5 2067: N2067 _ .337 _ 99 .506 1.5 20681_ N2068 .358 99 .537 1.5 2069 _ N2069 .355 99 _ .533 1.5 2070 N2070 .426 110 .638 1.5 r 2071 N2071 .432 110 .647 1.5 072 N2072 A38 110 .657 1.5 _ 2073 N2073 .419 105 _ .629 1.5 074 N2074 .422 105 .633 1.5 2075 N2075 .362 99 .543 1.5 076 N2076 .358 99 .537 1.5 2077 N2077 .353 99 .53 1.5 078 N2078 .445 110 .667 1.5 F�08207-09 N2079 .388 110 .582 1.5 ' N2080 .382 110 .573 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 76 Page 122 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JW M Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressure[ksfl Allowable BeaO ks 2081 N2081 .376 110 .564 1.5 2082 N2082 .35 142 .525 1.5 2083 N2083 .35 136 .525 _ 1.5 2084 N2084 .35 136 .526 1.5 2085 N2085 .401 107 .601 1.5 2086 N2086 .414 102 _ .621 1.5 2087 N2087 .352 99 .529 1.5 2088 N2088 .417 105 .626 1.5 2089 N2089 .351 142 .527 1.5 2090 N2090 .352 142 .528 1.5 2091 N2091 .335 142 .502 1.5 2092 N2092 .335 142 .502 1.5 2093 N2093 .335 142 .502 1.5 2094 N2094 .368 103 .552 1.5 2095 N2095 .372 103 .558 1.5 12096 N2096 .376 103 _ .564 1.5 2097 N2097 .334 142 __ .501 1.5 2098 N2098 .334 142 .501 1.5 2099 N2099 .35 103 .525 1.5 2100 N2100 .354 103 .531 1.5 2101 N2101 .359 103 .538 1.5 2102 N2102 .346 103 .518 1.5 2103 N2103 .343 142 .514 1.5 2104 N2104 .355 106 .533 1.5 2105 N2105 .351 106 .527 1.5 2106 N2106 .348 106 _� � .523 1.5 2107 N2107 .343 142 .514 1.5 2108 N2108 .342 142 .513 _ 1.5_ 2109 N2109 .342 142 .512 1.5 2110 N2110 .343 142 .514 1.5 2111 N2111 .38 103 .57 1.5 t21121 N2112 .393 103 .589 1.5 2113 N2113 .387 103 .58 1.5 _ 2114 N2114 .364 103 .545 1.5 2115 N2115 .367 99 .55 1.5 21161 N2116 .417 109 .626 1.5 1171 N2117 1 .417 105 .625 1.5 1181 N2118 .418 102 .628 1.5 2119 N2119 .345 12_4 .518 1.5 2120 N2120 .347 124 .52 1.5 2121 N2121 .348 124 .521 1.5 2122 N2122 .375 103 .563 1.5 2123 N2123 .379 103 .568 1.5 21241 N2124 .351 101 .526 1.5 2125 N2125 _ .349 101 .523 1.5 2126 N2126 .348 106 .522 1.5 2127 N2127 .368 101 .552 1.5 2128 N2128 .364 101 .546 1.5 2129 N2129 .366 101 .549 1.5 21301 N2130 .355 101 .533 1.5 ,21311 N2131 .393 103 .589 _ 1.5 21321 N2132 .395 103 .593 1.5 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 77 Page 123 of 212 Company Pillar Consulting Croup, Inc Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label__ MaxUC Max LC Soil Pressure - AllowableBearing[ksfj_ 2133 N2133 .362 103 _ .543 _ _ 1.5 134 N2134 .365 1 103 _ .548 1.5 135 N2135 .369 109 .554 1.5 2136 N2136 .372 103 .558 1.5 2137 N2137 .349 _ 124 .523 1.5 2138 N2138 .349 _ 124 .524 1.5 2139 N2139 .356 106 .535 1.5 2140 N2140 .35 133 .525 1.5 2141 N2141 .351 124 .527 1.5 2142 N2142 .346 106 518 1.5 2143 N2143 .35 124 .525 _ 1.5 _ 2144; N2144 .351 124 .527 1.5 _ 2145 N2145 .353 124 _ _ __529 1.5 2146 N2146 .388_ 109 583 1.5 _ 2147 N2147 .893 109 .589 1.5 2148, N2148 .397 _ 109 .596 1.5 2149. N2149 .348 _ 124 .522 _ 1.5 _ 150'- N2150 .347 118 .52 1.5 2151 N2151 .376 101 _ .565 _ 1.5 2152 N2152 .377 103 _ .566 1.5 2153 N2153 .38_ 116 .57 1.5 2154 N2154 .377 100 .565 1.5 155 N2155 .378 100 .567_ 1.5 156 N2156 .422 107 .633 1.5 157 N2157 .423 107 .634 1.5 2158 _ N2158 .38 _ _ 100 _ .569 1.5 2159 N2159 .38 100 _.569 _ 1.5 160 N2160 .381 124 .572 1.5 2161 N2161 .379 100 .568 1.5 2162 N2162 .402 109 .604 1.5 2163 N2163 .433 109 .649 1.5 ,2164 ^ N2164 .428 109 _ .642 1.5 2165 N2_165 _ 424 109 .635 _1.5 2166 N2166 .384 109 .576 1.5 2167 N2167 .42 131 .63 1.5 2168 N2168 .363 102 _ .545 1.5 2169 N2169 .42 102 .63 1.5 2170 N2170 .396 107 .594 1.5 2171 N2171 _ .341 !_ 143 .512 1.5 2172 N2172 .341 143 .511 _ 1.5 2173 N2173 .339 137 _ .509 1.5 12174 N2174 .341 143 .512 1.5 L2175 N2175 .34 _ _ 137 .51 _ 1.5 176 N2176 .348 ' 143 .521 1.5 177 N2177 .345 143 .517 L-1.5 2178 N2178 .364 143 .545 1.5 2179 N2179 .351 143 .526 1.5 2180 N2180 .463 102 .694 1.5 2181 N2181 .42 106 .63 1.5 182 N2182 .425 I 142 .638 1.5 2183 N2183 _ 45 100 .675 1.5 184 N2184 .44 , 143 _�_ .661 1.5 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 78 Page 124 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 111RI SA Designer JWM 6:24 PM Job Number 2018039 Checked By:_� Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressurerksfi Allowable BearinafkA 2185 N2185 .377 142 .566 1.5 2186 N2186 .371 142 .556 1.5 2187 N2187 .392 143 .588 1.5 2188 N2188 1 .385 140 .577 1.5 2189 N2189 .431 1140 .647 1.5 2190 N2190 .423 1 140 .635 1.5 2191 N2191 .409 142 .613 1.5 2192 N2192 .437 140 .656 1.5 2193 N2193 .338 103 .507 1.5 2194 N2194 .427 125 .641 1.5 2195 N2195 .349 124 .523 1.5 2196 N2196 .416 124 .625 1.0 2197 N2197 .39 133 .585 1.5 2198 N2198 .303 101 .454 1.5 2199 N2199 .366 103 .548 1.5 2200 N2200 .385 103 .577 1.5 2201 N2201 .247 112 .371 1.5 2202 N2202 .255 112 .382 1.5 2203 _N2203 .296 113 .444 1.5 2204 N2204 .241 112 .362 1.5 2205 N2205 .355 107 .532 1.5 2206 N2206 236 101 .355 1.5 2207 N2207 .234 112 .351 1.5 2208 N2208 .297 113 .446 _ 1.5 2209 N2209 .241 101 .362 1.5 2210 N2210 .287 106 .43 1.5 2211 N2211 .275 106 .412 1.5 2212 N2212 .372 100 .558 1.5 2213 N2213 .32 106 .48 1.5 2214 N2214 .299 106 .448 ! 1.5 2215 N2215 .406 125 .609 1.5 2216 N2216 .39 107 .584 1.5 2217 N2217 .379 107 .568 1.5 2218 N2218 .382 109 .573 1.5 2219 N2219 .373 109 .56 1.5 2220 N2220 .477 109 .715 1.5 2221 N2221 .468 109 .701 1.5 2222 N2222 .386 99 .579 1.5 ' 2223 N2223 .43 _ 99 .645 1.5 2224 N2224 .394 105 .591 1.5 2225 N2225 .399 99 .598 1.5 2226 N2226 .419 140 .628 1.5 2227 N2227 .437 140 .656 1.5 2228 N2228 .434 102 .651 1.5 _a 2229 N2229 .489 110 .734 1.5 _ 2230 N2230 .383 105 .574 1.5 2231 N2231 .349 99 .523 1.5 2232 N2232 .335 136 .502 1.5 2233 N2233 .345 142 .517 1.5 2234 N2234 .392 103 .588 1.5 2235 N2235 .344 142 .516 1.5 2236 N2236 .335 142 .502 1.5 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 79 Page 125 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Envelope Soil Pressures (Continued) Label Max UC_ __Max LC _ Soil Pressure[ksf] Allowable Bearing[ksfj 2237 N2237 .388 103 .582 1.5 238 N2238 .363 _ 101 .544 1.5 2239 N2239 .353 103 .529 1.5 2240 N2240 _ .355 103 .533 1.5 2241 , N2241 .353 _ _ 103 _ .529 1.5 2242 N2242 .358 103 .537 1.5 2243 N2243 .353 124 _.529 1.5 2244' N2244 .347 _ 106 _ _52_ 1.5 2245 N2245 .348 124 .522 1.5 2246 N2246_ .444 109 _ .666 1.5 i 2247 N2247 .438 109 .657 _ 1.5 2248 N2248 .42 _ _ 109 .63 _ 1.5 2249 N2249_ .391 100 .586 : _ _ 1_5 2250 N2250 .358 124 .537 1.5 2251 N2251 .42 107 .631 1.5 22521 N2252 .45 109 .676 1.5 Slab Overtuming Safety Factors LC Slab A Ie[Oeg] Mo:2gk.-fJt_ Ms x k-ft _Mo-zz k-ft1 MS.-z k-ft Ms xxlMo-xx Ms zz/Mo-zz 1 1 1 S1 1 0 1 0 .113820.0381 0 121146.12 9.999+ 9.999+ I_2 99 S1 0 0 _'21986.399 171 328.72.571 9.999+ 9.999+ 3 _ 100 S1 0 0 r21986.399 171 31362.478 9.999+ 9.999+ 4 101 S1 0 171 26777.106 0 32872.5711 9.999+ 9.999+ 5 102 S1 0 171 1986.399 0 32872.571 9.999+ 9.999+ 6 103 S1 0 120.897 i26777.106 120.897 32872.571 9.999+ 9.999+ 7 104 S1 0 120.897 26777.106 120.897 32872.571 9.999+ 9.999+ 8 105 S1 0 120.897 21986.399 120.897 32872.571 9.999+ _ 9.999+ 9 106 S1 0 120.897 26777.106 120.897 31362.478 9.999+ 9.999+ 10 107 S1 0 120.897 21986.399 120.897 31362.478! 9.999+ 9.999+ 11 108 S1 0 .018 21423.553 449,578 32203.593 9.999+ 9.999+ 12 _109 S1 0 .031 21423.553 449.573 32203.593 9.999+ 9.999+ _ 13 110 S1 0 .013 25984.48 449.551 32203.593 9.999+ 9.999+ _ 14 111 S1 0 449.565 25984.48 0 32203.609 9.999+ 9.999+ 15 112 S1 0 449.591 25984.48 0 32203.608 9.999+ 9.999+ C16 1 113 S1 0 449.578 25984.48 0 32203.61 9.999+ 9.999+ 17 ! 114 S1 0 125.795 25984.48 314.474 32203.599 9.999+ 9.999+ 18 115 S1 0 125.802 25984.48 314.468 32203.599 9.999+ 9.999+ 19 116 S1 0 125.797 E 25984.48 _314.447 32203.599 9.999+ 9.999+ 20 117 S1 0 314.465 25984.48 125.79 32203.609 9.999+ 9.999+ _21 _118 S1 0 314.491 �25984.48 125.79 132203.6081 9.999+ 9.999+ 22 119 S1 0 314.478 125984.48 125.79 32203.61 _9.999+ 9.999+ 23 126 S1 0 125.81 21423.553 314.48 132203.593 9.999+ 9.999+ _ 24 121 S1 0 125.823 21423.553 314.474 32203.5931 9.999+ 9.999+ 25 122 S1 0 125.792 21423.567 314.453 32203.593 9.999+ 9.999+ 26 123 S1 0 314.461 25984.484 125.775 130245.933 9.999+ 9.999+ 27 124 S1 0 314.486 25984.484 125.775 130245.933 9.999+ 9.999+ 28 125 S1 0 314.474 25984.484 125.775 130245.933 9.999+ 9.999+ 29 126 S1 0 0_ 21423.57 449.541 30245.923 9.999+ 9.999+ 30 127 S1 0 0 21423.584 449.507 30245.923 9.999+ 9.999+ 31 128 S1 0 .014 21423.553 449.553 30245.923 9.999+ 9.999+ 32 129 S1 0 449.585 21423.553 __01_�32203.593 9.999+ _ 9.999+ RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 80 Page 126 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Slab Overtuming Safety Factors (Continued) LC Slab Angle[deg] Mo xxlk-ft Ms-X -ft Mo zz k-ft Ms- kit t&xx/Mo-xx Ms-uJMo-zz 33 130 S1 0 1 449.61 21423.553 .015 32203.593 9.999+ 9.999+ 34 131 S1 0 449.599 21423.553 .017 32203.593 9.999+ 9.999+ 35 132 S1 0 125.784 25984.491 314.436 30245.927 9.999+ 9.999+ 36 133 S1 0 125.784 25984.498 314.403 30245.927 9.999+ 9.999+ 37 134 S1 0 125.784 .25984.493 314.449 130245.927 9.999+ 9.999+ 38 135 S1 0 314.487 21423.553 125.805 32203.593 9.999+ 9.999+ 39 136 S1 0 314.512 21423.553 125.805 32203.593 9.999+ 9.999+ 40 137 S1 0 314.501 21423.553 125.806 32203.593 9.999+ 9.999+ 41 138 S1 0 125.792 21423.57 314.44 30245.923 9.999+ 9.999+ 42 139 S1 0 125.792 21423.584 314.407 30245.923 9.999+ 9.999+ 43 140 S1 0 125.806 21423.553 314.453 30245.923 9.999+ 9.999+ 44 141 S1 0 314.48 21423.56 125.785 30245.923 9.999+ 9.999+ 45 142 S1 0 314.505 21423.56 125.785 30245.923 9.999+ 9.999+ 46 143 S1 0 314.494 21423.56 125.785 30245.9231 9.999+ 9.999+ 47 144 S1 0 .024 6173.129 419.299 9742.973 9.999+ 9.999+ 48 145 S1 0 .042 6173.129 419.291 9742.973 _ 9.999+ 9.999+ 49 146 S1 0 .017 7394.285 419.263 19742.973 9.999+ 9.999+ 50 147 S1 0 419.281 7394.285 0 9742.994 9.999+ 9.999+ 51 148 S1 0 419.315 7394.285 0 9742.993 9.999+ 9.999+ 52 149 i S1 I 0 419.299 7394.285 0 9742.995 9.999+ 9.999+ 53 150 S1 0 125.799 7394.285 419.299 9742.979 9.999+ 9.999+ 54 151 S1 0 125.808 7394.285 419.291 9742.979 9.999+ 9.999+ 55 152 S1 0 125.801 7394.285 419.263 9742.979 9.999+ 9.999+ 56 153 S1 0 419.285 7394.285 125.79 9742.994 9.999+ 9.999+ 57 154 S1 0 419.319 7394.285 125.79 9742.993 9.999+ 9,999+ 58 155 S1 0 419.303 7394.285 125.79 9742.995 9.999+ 9.999+ 59 156 S1 0 125.816 6173.129 419.305 9742.973 9.999+ 9.999+ 60 157 S1 0 125.834 6173.129 419.297 9742.973 9.999+ 9.999+ 61 158 S1 0 125.792 6173.148 419.269 9742.973 9.999+ 9.999+ 62 159 S1 0 419.281 7394.289 125.775 8129.084 9.999+ 9.999+ 63 160 S1 0 419.315 7394.289 125.775 8129.084 9.999+ 9.999+ 64 161 S1 0 419.299 7394.289 125.775 8129.084 9.999+ 9.999+ 6 162 S1 0 0 6173.152 419.249 8129.071 9.999+ 9.999+ 66 163 S1 0 0 6173.17 419.204 8129.071 9.999+ 9.999+ 67 164 S1 0 .019 6173.129 419.265 8129.071 9.999+ 9_999+ 68 165 S1 0 419.307 6173.129 .021 9742.973 9.999+ 9.999+ 69 166 S1 0 419.34 6173.129 .02 9742.973 9.999+ 9.999+ 70 167 S1 0 419.326 6173.129 .022 9742.973 9.999+ 9.999+ 71 168 S1 0 125.784 7394.3 419.249 8129.075 9.999+ 9.999+ 72 169 S1 0 125.784 7394.309 419.204 8129.075 9.999+ 9.999+ 73 170 S1 0 125.784 7394.302 419.265 8129.075 9.999+ 9.999+ 74 171 S1 0 419.314 6173.129 125.811 9742.973 9.999+ 9.999+ 1 75 172 S1 0 419.348 6173.129 125.81 9742.973 9.999+ 9.999+ 76 173 S1 0 419.333 6173.129 125.812 9742.973 9.999+ 9.999+ 77 174 S1 0 125.792 6173.152 419.253 8129.071 9.999+ 9.999+ M78 175 S1 0 125.792 6173.17 419.208 8129.071 9.999+ 9.999+ 79 176 S1 0 125.811 6173.129 419.269 8129.071 9.999+ 9.999+ 80 177 S1 0 419.307 6173.136 125.788 8129,071 9.999+ 9.999+ 81 178 S1 6= 419.34 6173.136 125.788 8129.071 9.999+ 9.999+ 82 1 179 S1 0 1 419.326 16173.136 125.788 8129.071 9.999+ 9.99g+ Page 127 of 212 Company Pillar Consulting Croup, Inc Nov 19, 2018 11RISA Designer JWM Checked ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Slab Sliding Safety Factors LC Slab Angle(degj_ Va-xxjkl Vr-)ot k _ Va-zzfkj Vr-zzM_ SR-xx SR-zz 1 _ 1 S1� 0__ 0 219.404 _ 0 _ 219.405 9.999+ 9.999+ 2 99 S_1 _0_ _ 0 347.956 0 348.562 9.999+ 9.999+ 3 100 S1 0 0 347.956 0 348.562 9.999+ 9.999+ 4 101 S1 0 0 347.956 0 348.562 9.999+ 9.999+ 5 102 S1 _ 0 0 347.956 0 348,562 9.999+ 9.999+ 6 103 S1 0 0 347.956 0 348,562 9.999+ 9.999+ 7 1_04 _ _S1 _ 0 0 347,956 _ 0_ 348.562 9.999+ 9.999+ 8 105 S1 0 0 347.956 0 348.562 9.999+ 9.999+ 9 _ 106 S1 0 0 347.956 0 348.562 9.999+ 9.999+ 10 107 S1 0 0 347.956 0 348.562 9.999+ 9.999+ 11 108 81 0 28.011 339.294 0 _ 339.749 9.999+ 9.999+ 12 109 S1 0 28.011 I 339.294 0 339.749 9.999+ 9,99g+ 13 110 S1 0 28.01.2 339.294 0 339.749 9.999+ 9.999+ 114 111 S1 0 0 339.294 28.011 339.749 9.999+ 9.999+ 15 112 S1 0 0 339.294 28.011 339.749 9.999+ 9.999+ M 16 113 S1 _ _0 0 339.294 28.011 339.749 9.999+ 9.999+ 17 114 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 18 115 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 19 116 S1 __0- _ 28.012 339.294 11.204 _339-.749 9.999+ 9.999+ 20 117 S1 0 11.205 339.294 28.011 339.749 9.999+ 9.999+ 21 118 S1 0 11.205 339.294 28.011 339.749 9.999+ 9.999+ 22 119 S1 0 11.204 339.294 _ 28.011 339.749 9.999+ 9.999+ 23 120 S1 0 _28.011 339.294 11.204 339.749 9.999+ 9.999+ 24 121 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 25 122 S1 0 28.012 339.294 11.204 339.749 9.999+ 9.999+ 26 123 S1 0 11.205 339.294 28.011 339.749 9.999+ 9.999+ 27 124 S1 0 11.205 339.294 1 28.011 339.749 9.999+ 9.999+ 28 125 S1 0 11.204 339.294 28.011 339,749 9.999+ 9.999+ 29 126 S1 0 28.011 339.294 0 339.749 9.999+ 9.999+ 30 127 S1 0 28.011 339.294 0 339.749 9.999+ 9.999+ 1 31 128 S1 0 28.012 _ 339.294 0 339.749 9.999+ 9.999+ 32 _ 129 S1 0 0 339.294 28.011 339.749 9.999+ 9.999+ 33 130 S1 0 _ 0 339.294 28.011 339.749 9.999+T 9.999+_ 34 131_ 1 S1 _ 0 0 339.294 28.011 339.749 9.999+ 9 999+ 35 132 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 36 j 1-33 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 37 134 S1 _ 0 28.012 _ 339.294 11.204 339.749 9.999+ 9.999+ 38 135 S1 0 11.205 339.294 28.011 339.749 9.999+ 9.999+ 39 136 81 0 11.205 339.294_ 28.011 339.749 9.999+ 9.999+ 40 137 S1 0 11,204 339.294 28.011 339.749 9.999+ 9.999+ Al _ 138 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 42 139 S1 0 28.011 339.294 11.204 339.749 9.999+ 9.999+ 43 140 _ S1 0 28.012 3_39.294 11.204 339.749 9.999+ 9.999+ 44 141 S1 0 11.205 33_9.294 28.011 339.749 9.999+ 9.999+ 45 142 S1 0 11.205 339.294 28.011 339.749 9.999+ 9.999+ 46 143 S1 0 11.204 339.294 28.011 _ 339.749 9.999+ 9.999+ 47 144 S1 0 37.348 98.078 0 98.077 2.626 9.999+ 48 145 S1 0 37.349 98.078 0 98.078 ! 2.626 9.999+ 49 146 S1 0 37.349 98.078 0 98.077 2.626 9.999+ 50 147 1 S1 0 1 0 1 98.078 1 37.348 98.077 9.999+ 2.626 51 148 S1 0 0 98.078 37.348 98.077 9.999+ 1 .626 52 149 S1 0 0 1 98.078 3 7.34 8 98.077_ 9.999+ 1 2.626 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 82 Page 128 of 212 Company Pillar Consulting Group, Inc. Nov 19,2018 DesignerJWM PM 111RISAJob Number 201$039 Chocked By._ Model Name Planer Enclosure Foundation Slab Sliding Safety Factors (Continued) LC Slab Angle deg] Va- Vr-roc k Va-zz[k1 V�a k SR xx SR zz 53 j 150 S1 0 _37.348 98.078 11.204 98.077 2.626 8.753 54 151 S1 _ 0 37.349 98.078 11.204 98,078 2.626 8.753 55 152 S1 0 37.349 98.078 11.204 98.077 2.626 8.753 ' 56 153 S1 0 11.205 98,078 37.348 98.077 8.753 2.626 57 154 S1 0 11.205 98.078 37.348 98.077 8.753 2.626 58 155 S1 0 11.204 98.078 37.348 98.077 8.753 2,626 59 156 S1 0 37.348 98.078 11.204 98.077 2.626 8.753 60 157 S1 0 37.349 98.078 11.204 98.078 2.626 8.753 61 158 S1 0 37.349 98.078 11.204 98.077 2.626 8.753 62 159 S1 0 11.205 98.078 37.348 98.077 8.753 2.626 63 160 S1 0 11.205 98.078 37.348 98.077 8,753 2.626 64 161 S1 0 11.204 98.078 37.348 98.077 8.753 2.626 65 162 S1 0 37.348 98.078 0 98.077 2.626 9.999+ 66 163 S1 0 37.349 98.078 0 98.078 2.626 9.999+ 67 164 S1 0 37.349 98.078 0 98.077 2.626 9.999+ 68 165 S1 0 0 98.078 37.348 98.077 9.999+ 2.626 69 166 S1 0 0 98.078 37.348 98.077 9.999+ 2.626 70 167 S1 0 0 98.078 37.348 98.077 9.999+ 2.626 71 168 S1 0 37.348 98.078 11.204 98.077 2.626 8.753 72 169 S1 0 37.349 98.078 11.204 98.078 2.626 8.753 73 170 S1 0 37.349 98.078 11.204 98.077 2.626 8.753 74 171 S1 0 11.205 98.078 37.348 98.077 8.753 2.626 75 172 S1 0 11.205 98.078 37.348 98.077 8.753 2.626 76 173 S1 1 0 11.204 98.078 37.348 98.077 8.753 2.626 77 174 S1 0 37.348 98.078 11.204 98.077 2.626 8.753 78 175 S1 0 37.349 98.078 11.204 98.078 2.626 I 8.753 79 176 S1 0 37.349 98.078 11.204 98.077 2.626 8.753 80 177 S1 0 11.205 1 98.078 1 37.348 1 98.077 1 8.753 2.626 81 178 S1 0 11.205 98.078 37.348 98.077 8.753 2.626 82 179 S1 0 11.204 98.078 1 37.348 1 98.077 8.753 2.626 Envelope Slab Soil Pressures Label UC _ _ LC Soil Pressure[ksfl Allowable Beering[k Point r 1 ' S1 F .491 I 110 - �_ .736 1.5 N2028 Envelope Footing Soil Pressures Label UC LC Soil Pressure[ksf] Allowable Beadngrksfl Point No Data to Print ... Point Coordinates La bel Z ft x 1 SLAB-1 -74.234 41.074 2 SLAB-7 -74234 10.074 3 SLAB-3 -38.234 10.074 4 SLAB-2 -38.234 41.074 5 SLAB-4 -32.734 10.074 6 SLAB-6 -74.234 -13.593 7 SLAB-5 -32.734 -13.593 8 R3D REV J1 -71.734 8.574 9 R31D REV J3 -40.734 8.574 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 83 Page 129 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Point Coordinates (Continued) _ La bel Z ft x ra 10 R3D REV J5 -71.734 -11.093 111 R31D_REV J7 -40.734 _ -11.093 _12 R31D REV J13 -71.734 _38.574 13 RID REV J15 _ -40.734 _ 38.574 14 R3D REV J17 _ -71.734 23.074 15 J R3D REV J19 -40,734 23.074 16 i R31D REV JP116 _ -53.734 23.074 17 _R3D REV JP117 -58.734 23.074 18 R3D REV JP120 _ -53.734 -11.093 19 R31D REV JP121 -58.734 _. -11,093 20 R31D REV JP124 53.734 8.574 _ 21 R31D REV JP125_ _ -58.734 _ _8.574 I 22 j R3D REV JP128 _ -53,734_ _ 38.574--- 23 R3D REV JP129 _ -58.734 38.574 24 R3D REV JP132 -71.734 _ _ 19._824_ 25 I_ R31D REV JP133 -71.734 11.824 26 R3D REV JP1.36 _-40.734 _ 19.824 27 R3D-REV 4P137 _ -40.734 11.824 28 _ R3D N161 -71.734 31.074 29 R31D N162 -40.734 31.074 30 RID N163 -56.234 __ 31.074 31 _ R3D N164 -56.234 15.074 32 R3D N182 -71.734 17.824 33 R31D_N183 _ -71.734 15.824 34 _ R3D_N186 -40.734 _ 17.824 35 R31D N187 -40.734 15.824 36_ R3D N207 -62.878942 -2.47 37 -.R3D N21 0 _ -64.80073 -2.47 38 R31D N289 -64.707053 1.364 39_ R31D N290 -66.500438 1.364 40 R31D N319 -59.6455 2.156 _41 R3D N320 __ -60.311561 2.156 42 R3D N323 _ -58.462775 2.156 43 _ R3D N324 -58.979439 2.156 -- 44 R31D N362 _ -54.632215 1.364 45 _ _ R3D N363 -55.694068 1.364 46 _ R31D N406 _-60.957153 -2.47 47 R31D N409 -59.035365 -2.47 48 R31D N410 -57.113577 -2.47 49 R3D_N413 -66.722519 -2.47 50 R3D N464 -56.234 _ 23.074 51 R31D N466 -56.234 -11.093 52 R3D N468 -56.234 8.574 53 R3D N470 -56.234 38.574 54 R31D N478 -61.229 1.76 55 R31D N480 -58.062 1.76 56 R3D N482 -51.403882 -2.913 W 57 R31D N483 -49.798588 -2.913 58 R3D N485 -48.193294 1.755 59 R31D N486 -49.798588 1.755 60 _ _ R3D N487 _-71.734 13.824 D 61 R3 `N489 -40.734 13.824 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 84 Page 130 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By___ Model Name . Planer Enclosure Foundation Point Coordinates (Continued) La bel _ _ Z[ft] _ X ft 62 R31D N500 -61.74002 1.364 63 R3D N501 -62.439455 1.364 64 R31D N502 -63.396772 1.364 65 R3D_N509 -60.828225 2.156 66 R3D N514 -56.521789 1.364 67 R3D N515 -57.167003 1.364 68 R3D N516 -57.66995 1.364 69 R31D N517 -55.191788 -2.47 70 R3D N535 -48.193294 -2.913 71 R3D N539 -51.403882 1.755 72 R3D J113-2 1 -38.151 -10.426 73 R31D JIB-1 1 -35.734 7.074 74 R3D J113-3 1 -66.234 16.741 75 N75 -59.405131 -12.606875 76 N76 -58.41654 -12.606875 77 N77 -58.408603 -11.62075 78 N78 -59.39769 -11.62075 79 N79 -51.234 _ _ 19.374 80 N80 -51.234 18.340667 81 N81 -50.234 18.340667 82 N82 -50.234 19.374 83 N83 -45.429089 1.198875 84 N84 -46.41525 1.198875 85 N85 -46.433664 0.21275 86 N86 -45.449338 0.21275 87 N87 -59.256988 7.119902 _ 88 N88 -59.25098 8.115072 89 N89 -60.249923 8.11563 _ 90 N90 -60.255494 7.120158 91 1 N91 -65.336679 -12.606875 92 N92 -64.348087 -12.606875 93 N93 -64.343127 -11.62075 _ 94 N94 -65.332214 -11.62075 95 N 95 -53.393071 -4.717875 96 N96 -53.383995 -3.73175 97 N97 _ -54.37404 -3.73175 98 N98 -54.384036 -4.717875 99 N 99 -59.345607 -4.717875 100 N100 -59.338167 -3.73175 101 N 101 -60.331222 -3.73175 102 N 102 _ -60.338167 -4.717875 103 N 103 -63.359496 -12.606875 104 N 104 _ -62.370905 -12.606875 105 N105 -62.364952 -11.62075 106 N 106 -63.35404 -11.62075 107 N107 -59.375369 8.662375 108 N 108 -59.367929 -7.67625 109 N 109 -60.359 -7.67625 ' 110 N 110 -60.365944 _ _ -8.662375 111 N 111 -61.369417 __ -10.634625 112 N 112 -62.359 -10.634625 113 N 113 -61.375865 -11.62075 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 85 Page 131 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel _ _ _ _ Z.[ft]_ __ X r114 N 114 _ -63.33767_1 -8.662375 _ 115 _ N115 _ -64.328246 -8.662375 116 N 116 64.333206 _ -9.6485 11_7 _ N 117 _ _ -63.343127 -9.6485 118 N 118 -63.326758 -6.690125 119 N 119 -62.33519 6.690125 120 N120 -62.329238 -5.704 1211 N 121 _ 63.321302 -5.704 j 122 N1_22 _ -59.330726 2.745625 123 N123 -59.323286 -1.7595 124 N124 -60.317333 _ -1.7595 125 N125 _ -60.324278 _ -2.745625 _ f 126 _ N 126 -61.343623 -6.690125 127 N127 -61.350071 -7.67625 128 N128 -60.352056 -6.690125 129 N 129 _ _ -63.304933 -2.745625 130 � _ N130 _ _ -64.298484 _ _ -2.745625 131 N 131 _ -64.303444 _ -3.73175 132 , N 132 -63.310389 3.73175 133 N 133 -53.473583 _ -12.606875 134 N 134 _ -52.484992 _ 12.606875 135 N 135 -52.474079 -11.62075 1136 N 136 -53.463167 -11.62075 137 N137 -53.374003 -2.745625 138 N 138 -53.363723 -1.7595 139 N139 -54.354471 -1.7595 140 ' N 140 -54.364336 -2.745625 141 N 141 -57.360488 -4.717875 142 ! _ N 142 -58.353048 _ -4.717875 143 N143 -58.360984 -5.704 144 _ N144 -57.368921 -5.704 145 _ _ _ N 145 -55.394218 -6.690125 146 N 146 __ -55.403643 -7.67625 147 N 147 -54.412571 _ -7.67625 148 N148 _ -54.402651 _, _ -6.690125_ 149 N 149 -57.343623 _-2.745625 11501 N150_ -57.352_056 -3.73175 151 _ _ �N151 _ -56.359 -3.73175 152 N152 -56.350071 -2.745625 153 N 153 -57.427948 -12.606875 154 N 154 -56.439357 -12.606875 155 N 155 -56.430429 -11.62075 156 _ N156 -57.419516 11,62075 157 N 157 -53.432986 -8.662375 158 N 158 -53.422529 -7.67625 159 N 159 -54.422492 -8.662375 160 N160 -55.431917 _ -10.634625 161 N 161 -56.4215 _ -10.634625 _ 162 N162 -55.441341 _ -11.62075 163 N 163 -57.394218 -8.662375 1641 N 164 _-58.384794 -8.662375 1651 N 165 -58.39273 -9.6485 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 86 Page 132 of 212 Company Pillar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Point Coordinates (Continued) _ Label _ _ Z[111 166 r N166 -57.402651 -9.6485 1671 N 167 -65.300964 -4.717875 168 N 168 -65.2965 -3.73175 169 N 169 -66.289556 -3.73175 170 N 170 -66.293524 -4.717875 171 N 171 -71.26525 -10.634625 172 N172 -71.263762 -9.6485 ^l 173 N 173 -72.253841 -9.6485- ll 174 N 174 -72.254833 10.634625 175 N 175 -69.291044 -12.606875 176 N 176 -68.302452 -12.606875 177 N 177 -68.299476 -11.62075 178 N178 -69.288563 -11.62075 179 N 179 -65.318821 -8.662375 180 _ N180 -65.314357 -7.67625 181 N 181 -66.305429 -7.67625 182 _ _ N182 -66.309397 _ -8.662375 183 N 183 -67.306917 -10.634625 184 N 184 -68.2965 -10.634625 185 N 185 -67.310389 -11.62075 186 N 186 -69.281123 -8.662375 187 _ N 187 _ -70.271698 -8.662375 188 N 188 -70.273683 -9.6485 189 N 189 -69.283603 -9.6485 190 N 190 -71.262274 -8.662375 191 N 191 -71.260786 -7.67625 192 N192 -72.251857 -7.67625 193 N 193 -72.252849 -8.662375 _ 194 N 194 -73.245409 -12.606875 195 N 195 -73.245905 -13.593 196 N 196 -72.25781 -13.593 197 N 197 -72.256817 -12.606875 198 N198 _ -71.256321 -4.717875 199 _ N199 -71.254833 -3.73175 12001 N200 -72.247889 -3.73175 201 N 201 -72.248881 -4.717875 202 N202 -65.292036 -2.745625 203 N203 -65.287571 -1.7595 204 N204 -66.281619 -1.7595 205 N205 iT -66.285587 -2.745625 206 N206 -69.271202 -4.717875 207 N207 -70.263762 -4.717875 208 N208 -70.265746 -5.704 209 N209 -69.273683 -5.704 ,f 210 N210 -67.293028 -6.690125 211 N211 -67.2965 -7.67625 212 N 212 -66.30146 -6.690125 213 N213 -69.266242 -2.745625 t.214 N214 -69.268722 _ -3.73175 215 N215 -68.275667 -3.73175 _ 216 N216 -68.27269 -2.745625 217 N217 -71.253345 -2.745625 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 87 Page 133 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 111RI �� Designer JWM Checks Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Point Coordinates (Continued) tow z ft x(Ftl 218 N218 -71.251857 _ -1.7595 219 N219 -72.245905 -1.7595 220 N220 -72.246897 -2.745625 �221 _ _ N221 -73.242433 -6.690125 ��222 _ N222 _ -73.242929 -7.67625 _ 1223 _N223 -72.250865 -6.690125 _{ 224 N224 _ -65.274179 _ 1.198875 225_ N225 ___ _ _ _ -65.269714 2.185 226 N226 -66.265746 _ 2.185 227 - N227 -66.269714 1.198875 228 N 22 8 53 330407 1.198875 229 ' N229 -53.319984 2.185 230 N230 -54.313365 _ 2.185 231 _ _ N231 -54.324355 1.198875 232 N232 _ -53.268126 7.121835 233 N233 _ _ -53.25929 8.116195 _ 234 N234 -54.267599 8.116572 235 N235 _ -54.26561 _ 7.121461 1 236 N236 59.245706 9.115001 237 _ N237 -59.241445 10.121368 238 N238 -60.241136 10.122621 239 N239 _ -60.245272 9.117327 240 N240 -63.250875 _ 7.119939 I241 N241 -64.249334 _ 7.119896 242 N242 -64.253841 6.1295 243 N243 -63.255825 _ _ 6.1295 244 N244 -61.266242 _ 5.143375 245 N245 -61.27269 4.15725 246 _ N246 -60.275667 4.15725 247 N247 -60.268722 _ 5.143375 _ _24_8 N248 -63.242739 9.116266 249 N249 -63.246461 8.115157 _ 250 N250 62.247661 8.115632 _ 251 N251 -62.243481 9.115843 f 252 _ N252 -53.25165 9.116233 1 253 N253 -53.245474 10.122916 _ 254 ___ N254 -54.244655 10.122917 11 255 ! N255 54.250784 9.117843 256 N256 __ -57.260118 7.120086 257 N257 _ -58.25857 7.12013 258 N258 -58.265746 6.1295 259 N259 -57.26773 6.1295 260 N260 -55.281123 5.143375 261 N261 -55.290548 4.15725 262 N262 -54.293524 _ 4.15725 263 N263 -54.283603 5.143375 ' 264 N264 -57.247524 9.116214 265 N265 -57.253392 8.115727 266 N266 -56.254564 8.115531 267 N267 -56.248555 9.117181 268 I. _ N268_ -59.300964 _ 1.198875 269 N269 -59.293524 2.185 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 88 Page 134 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) - _ La bell - Z fftl X fq 270 N270 60.289556 2.185 271 N271 -60.2965 1.198875 272 N272 -57.326758 -0.773375 273 N273 -56.332214 0.773375 2741 N274 -56.323286 0.21275 275 1 N275 -57.318325 0.21275 2761 N276 -53.308243 3.171125 277 N277 -53.297553 4.15725 278 N278 -54.303444 3.171125 279 N279 -55.337671 -0.773375 280 N280 -55.347095 -1.7595 281 N281 -54.344528 -0,773375 282 N282 -57.293028 3.171125 283 N283 -58.289556 3.171125 284 N284 -58.297492 2.185 285 N285 -57.30146 2.185 286 N286 -59.286083 3.171125 287 N287 -59.278643 4.15725 288 N288 -60.282611 _ 3.171125 289 N289 -63.283107 _ 1.198875 290 N290 -64.278643 _ 1.198875 _ 291 N291 -64.283603 0.212_75 292 N292 -63.288563 0.21275 293 N293 -61.304933 -0.773375 294 N294 -61.311381 -1,7595 _ 295 N295 -60.310389 -0.773375 296 N296 -63.272194 3.171125 _ 297 N297 -63.277651 _ 2.185 298 N 298 -62.281619 2.185 299 N299 -62.275667 3.171125 300 N 300 -65.247831 7.120237 301 N301 -65.244236 8.115444 302 N302 -66.243151 8.116115 303 N 30 3 -66.246 36 7.121034 304 N304 -71.247393 1.198875 305 N305 _ -71.245905 2.185 306 N306 -72.241937 2.185 307 N307 _ -72.242929 1.198875 308 N308 _ -65.26525 3.171125 309 N 309 -65.260786 4.15725 310 ___ N310 -66.25781 4.15725 311 N 311 -66.261778 3.171125 E315�3�12 N312 -69,256321 1.198875 N313 -70.251857 1.198875 N314 -70.253841 0.21275 N315 -69.258802 0.21275 316 N316 -67.272194 -0.773375 317 N317 -67.275667 -1.7595 318 N318 -66.277651 -0.773375 319 _ N 319 -69.251361 3.171125 320 N320 _ -69.253841 2.185 321 N321 -68.25781 2.185 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 89 Page 135 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel 2 fftl X_MI 1322 I__ N322 _ -68,254833 3,171125 3231_ .__ N323 _ -71.244417 3.171125 1324 _ N324 -71.242929 _ 4.15725 _ 325 N 325 -72.239952 4.15725 326 N 326 -72.240944 3,171125 327 N327 73.239456 -0.773375 328 N328 -73.239952 -1.7595 329 _ N329 _ _ __-72.244913 -0.773375 330 N330_ -71.238602 _ _ 7.119492 331 N331 71.237422 8.11408 332 N332 _ _ -72.236283 8.11173 i _- 333 N333 -72.237072 7.118787 1 334 N334 65.241092 9.115491 335 _ N335 -65.238554 10.121996 336 N336 -66.238071 10.122127 337 N337 -66.240462 9.117249 338 _ N338 -69.24.1687 _ � 7.120118 339T-- N 339 �70.240151 7.120094 1 340 1 N340 70.241937 _ 61295 3411 N341 -69.243921 6.1295 _ 342 , N342 -67.251361 5.1.43375 _ 343 N343 _ _ -67.254833 _ _ 4.157_25_ 344 N_344_ _ -66.263841 5.143375 345 N345 -69.237967 9.115765 3461 N346 69.239697 8.115512 347 N347 -68.240913 8.11679 _ i 348 N348 68.238817 9.116817 _ 349 N 34 9 -71.236381 9.113485 350 1 N 350 -71.235541 10.119765 351 N351 _ _-72.235038 10.115395 _ 352 N352 _ -72.235632 9.110738 353_ _ N353 73.23648 5.143375 354 _ N354 73.236976 4.15725 _355 _ N 355 -72.23896 5.143375 356 N356 -41.563942 -2.745625 357 _ N357 -42.545476 -2.745625 358 _ N358 -42.556411 -3.73175 359 N359 _ -4_1.573884 -3.73175 I360 M N360 _ -39.392567 7,119168 361 t N361 _ -39.425768 6.130659 _ 3621 N362 _ -38.458206 6.1295 _ 363 N 363 -38.425087 7.11783 364 _ N364 -43.320042 7.121704 365 N365 -43.297377 8.11522 366 N 366 -44.29103 8.116154 _ 3671 N367 -44.309794 7.120972 368 N368 -49.373732 1.198875 369 N369 -49.358206 2.185 . 370 N370 -50.345905 2.185 371 N371 -50.36092 1.198875 372 _ N 372 -43.416151 _ 3.171161 �373 N373 43.392975 4.157536 RISAFoundation Version 11 .0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 90 Page 136 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:_Y Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel _Z_jftj X 374 N374 -44.377629 4.157329 375 N 375 -44.399349 3.171127 376 N 376 -47.401411 1.198875 377 N 377 -48.387571 1.198875 378 N 378 -48.403489 0.21275 379 N379 -47.418848 0.21275 380 N380 -43.500707 -0.773375 381 N381 -42.518175 -0.773375 382 N382 _ -42.50146 0.21275 383 N383 -43.482783 0.21275 384 N384 -47.364208 3.171125 385 N 385 -47.38281 2.185 386 N 386 -46.395111 2.185 387 N 387 -46.374972 3.171125 388 N 388 -49.342681 3.171125 389 N389 -49.327155 4.15725 390 N390 -50.317929 4.15725 391 N 391 -50.331917 3.171125 392 N 392 -51.373964 -0.773375 393 N393 -51.385897 -1.7595 394 N394 -50,400295 -1.7595 395 N395 -50.387869 -0.773375 396 N396 -49.282286 7.120304 397 N397 -49.26989 8.11566 398 N398 -50.266815 8.116088 399 N399 -50.278315 7.121473 400 N400 -43.278016 _ 9.114897 401 N401 -43.262269 10.121424 402 N402 -44.259381 10.12186 403 N403 -44.274491 9.117024 404 N404 -47.291809 7.1204 405 N405 _ -48.287099 7.120689 406 N406 -48.302656 6.130556 407 N 407 -47.308818 6.130462 408 _ N408 -45.343531 5.143505 409 N409 -45.365296 4.157278 410 N410 -44.354842 5.143897 411 N411 -47.263872 9.11604 412 N412 -47.276915 8.115772 413 N413 -46.281342 8.116897 414 N414 -46.267028 9.116913 415 N415 -49.25891 9.115662 416 N416 -49.250042 10.122242 417 N417 -50.248659 10.122328 418 N418 -50.257208 9.117224 419 N419 -51.29737 5.143375 420 N420 -51.309755 4.15725 421 N 421 -50.30394 5.143375 422 N422 -41.454843 3.171129 4231 N423 -42.433783 3.17114 A1d N424 -42.45753 2.185003 425 N 42 5 -41.478271 2.185 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 91 Page 137 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) La be] _ Z ft X fftl 426 N426 _' -35.511509 9.087885 427 N427 _ _ -36.440864 9.08796 . 428 N428 -36.477478 8.101824 429 _ N429 35.537767 _ 8.101759 ~ 430 _ N430 t _ -41.404275 _ 5.144091 _ 431 N431 _ -40.427766 5.143863 432 N432 -40.398961 _ 6.131513 _ 433 N433 -41.376846 _ 6.131995 _ 434 _ _ _ _ N434 -39.455471 1 _ 5.143418 435 N435 39.482914 _ 4.157277 436 _ _ _ N436 _ -38.514494 4.157256 437 _ _ N437 -38.488487 5.143378 438 N438 _ -37.375983 9.088972 4391 N439 -37.317333 10.074 I i.440 N440 -38.333893 9.095195 441 N441 -41.292654 9.113522 442 N442 -42.285714 9.116032 443 N443 -42.308538 _ 8.117089 444 ' N444 -41.318621 8.114414_ _ 4451 N445 -35.604397 5.143375 446 N446 __ -35.61995 4.15725 447 N447 -34.657432 4.15725 448 N448 _ _ -34.646511 5.143375 _ 449 N449 _ -33.67522 7.115625 450 N450 -32.734 _ 7.115625 _451 N451 _ -32.734 8.10175 452 N452 _ -33.667036 8.10175 453 N453 _ -35.653877 1.198875 454 N454 _ -35.66187 0.21275 455 N455 -34.686579 0.21275 456 N456 _ _ _ -34.681321 1.198875 457 N457 -37.56784 3.171126 458 N458 -38.536822 3.171126 459 N 459 _-38.556869 _ 2.185 460 N460 -37.58561 _ 2.185 461 N461 -41.537588 _ -0.7733_75 462 _ N462 -41.551582 -1.7595 463 N463 -40.570936 _ -1.7595 _ i 464 N464 -40.557236 _ -0.773375 _ 465 N465 -39.548584 1.198875 466 N466 38.573442 1.198875 467 N467 -39.528714 2.185 I 468 N488 -37.62414 -0.773375 469 N469 -36.647111 -0.773375 470 N470 _ -36.638113 0.21275 471 N471 -37.612961 0.21275 _ 472 N472 -35.668523 -0.773375 473 N473 -35.674904 -1.7595 474 N474 -34.69524 -1.7595 475 N475 -34.690859 -0.773375 4761 N476_ _ -33.701205 _ 3.171125 477 N477 -33.695871 4.15725 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 92 Page 138 of 212 Company r'illar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel Z ft x[ft] 478 N478 -34.666963 3.171125 479 N479 -49.522343 -12.606875 480 N480 -48.534794 -12.006875 481 N481 -48.526063 _ -11.62075 482 N482 -49.513067 -11.62075 483 N483 -41.602304 -8.662375 484 _ N484 -42.587671 -8.662375 485 N485 -42.593127 -9.6485 _ 486 N486 -41.607214 -9.6485 487 N487 -35.683554 -4.717875 488 N488 -35.68519 -5.704 489 N489 -34.70146 -5.704 _ 490 N490 -34.700369 -4.717875 491 N491 -37.639879 -2.745625 4921 N492 -38.621135 -2.745625 493 N493 -38,627476 -3.73175 494 N494 -37.645834 -3.73175 N495 -41.592482 -6.690125 496 N496 -41.597393 -7.67625 497 N497 -40.612571 -7.67625 498 N498 -40.608206 -6.690125 499 N499 -39.616292 _ -4.717875 _ 500 N500 -38.633107 -4.717875 501 N501 -39.610199 -3.73175 502 N502 -37.655379 -6.690125 503 N503 _ -36.671103 -6.690125 _ 504 N504 -36.668921 -5.704 _ 505 N505 _ _ -37.652651 -5.704 506 N506 -35.686827 -6.690125 507 N507 -35.688464 -7.67625 5081 N 508 -34.703643 -7.67625 509 N 509 -34.702552 -6.690125 510 N 510 -33.716093 -2.745625 511 N511 -33.714534 -1.7595 512 _ N512 -34.698187 -2.745625 513 N 513 -35.693375 -10.634625 514 N514 -35.695012 -11.62075 515 N515 -34.708008 -11.62075 _ 516 N516 -34.706917 -10.634625 517 N517 -37.660835 -8.662375 518 N 518 -38.646202 -8.662375 519 N519 -38.649476 -9.6485 520 N520 -37.663563 -9.6485 521 N 521 -41.621946 -12.606875 522 N522 -41.626857 -13.593 523 N523 -40.638762 -13.593 524 N524 -40.634397 -12.606875 { 525 N525 -39.639208 -10.634625 526 N526 _ -38.65275 _ -10.634625 527 _ N527 I -39.635389 -9.6485 528 N528 _ -37.671748 -12.606875 529 N529 36.684198 -12.606875 ,1 RISAFoundation Version 11 .0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 93 Page 139 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z[Rl _530 N530 -36.682016 -11.62075 531 N531 -37.66902 -11.62075 532 _ _ N532 -35.696649 -12.606875 1_533 _ N533 -35.698286 -13.593 534 N534 -34.71019 -13.593 535 L _ N 535 34.709099 -1 Z606875 536 N536 -33.719367 -8.662375 537 N537 _ _ -33.718821 -7.67625 1 538 N538 -34.704734 -8.662375, 539 _ _ _ N539 51.417299 -4.717875 _ 540 N540 _ -51.427411 -5.704 541 N541 -50.441143 -5.7_04 __ 542 N542 -56.432366 -4.717875 543 ` N543 _ -45.557958 -10.634625 544 ; N544 _ 45.565052 _ -11.62075 1 545 N 545 -44.578048 -11.62075 546 _ N546 — _ -44.5715 -10.634625 _547 N 547 -47.547244 -12.606875 548 i N548 -46.559694 _ -12.606875 549 _N549 _ -46.552056 -11.62075 550 � _ N550 -47.53906 -11_.62075 1 551 N551 -49.48524 -8.662375 552 N 552 -49.475964 -7.67625 k _ _ N553 -50.460786 -7.67625 54 N554 -50.470607 -8.662375 555 N 555 -51.476708 -10.634625 556 N556 _ -52.464339 -10.634625 557 N 557 -51.487075 -11.62075 558 N558 _ -47.514506 -8.662375 559 N 559 -48.499873 -8.662375 560 N560 -48.508603 -9.6485 561 N,%1 -47.52269 -9.6485 562 N 562 -45.572145 -12.606875 563 N 563 -45.579238 -13.593 564 N 564 -44.59114_3 -13.593 565 N565 _ -44.584595 -12.606875 5661 _ N566 -43.573038 -8.662375 567 N567 -43.567036 -7.67625 1568 _ N568 -44.551857 -7.67625 569 N 569 -44.558405 -8.662375 570 N 570 -45.494721 -2.745625 571 N 571 -46.477897 -2.745625 572 _N572 _ -46.488481 _ -3.73175 573 _ N573 _ -45.506093 _ -3.73175 574 N574 -47.461172 -2.745625 575 N 575 -48.444766 -2,745625 576 N576 -48.455161 -3.73175 577 N577 -47.472213 -3.73175 _ 578 N578 -51.436707 -6.690125 579 N 579 -51.446636 -7.67625 580 _ N580 -50.450964 -6.690125_ 581 N581 -49.428369 -2.745625__ RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 94 Page 140 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) _ Label z IftL x Lc] 582 N582 -49.416592 -1.7595 583 N 583 -50.411679 -2.745625 584 N 584 -47.498137 -6.690125 585 N 58 5 -46.513861 -6.690125 586 N 586 -46.506222 -5.704 587 N587 -47.489952 -5.704 588 N 588 -45.529585 -6.690125 589 N 589 -45.536679 -7.67625 590 N590 -44.54531 -6.690125 591 N591 -43.54903 -4.717875 592 N592 -42.564723 -4.717875 593 N593 -43.539245 -3.73175 594 N 594 -69.234 31.774 595 N595 -69.234 32.807333 596 _ N596 -70.234 32.807333 597 _ _ N597 -70.234 31.774 598 _ N598 -65.234567 13.180082 599 N599 -65.234157 14.209027 600 N600 -66.234127 14.208849 601 N601 -66.234551 13.180476 _ 602 N602 -43.234 17.307333 603 N603 -43.234 18.340667 604 N604 -44.234 18.340667 605 N605 -44.234 17,307333 _ 606 N606 -45.234 23.507333 607 N607 -45.234 22.474 608 N608 -44.234 22.474 609 N609 -44.234 23.507333 610 N610 -51.234 23.507333 611 N611 -51.234 _ 22.474 612 N612 -50.234 22.474 613 N613 -50.234 23.507333 614 N614 -55.234 19.374 615 N615 -55.234 _ 18.340667 616 N616 -54.234 18.340667 617 N617 -54.234 19.374 618 N618 -47.234 19.374 619 N619 -46.234 19.374 620 N620 -46.234 20.407333 621 N621 -47.234 20.407333 622 N622 -49.234 21.440667 623 N623 -49.234 22.474 624 N624 -50.234 21.440667 625 N625 _ -53.234 21.440667 626 N626 -53.234 22.474 627 N627 -54.234 22.474 ' 628 N628 __ -54.234 21.440667 1 629 N629 -55.234 23.507333 630 N630 -55.234 22.474 631 N631 -54.234 23.507333 632 N632 -47.234 23.507333 633 N633 -46.234 23.507333 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 95 Page 141 of 212 Company Pillar Consulting Group, Inc. Nov 19,2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:_` Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label ZW X N _ 634 _N634 -46.234 24.540667 635 _ N635_ _ _ -47.234 24.540667 636 N636 -49.234 25.574 637 N637 _ -49.234 26.607333 638 N638 -50.234 26.607333 639 N639 - - - - -50.234 Y 25.574 640 _ N640 -53.234 25.574 641 N641 -53.234 26.607333 642 N642 -54,234 26.607333 643 N643 -54.234 25.574 644 N644 -39.234 _ _ 21.440667 645 N64_5 -39.234 22.474_ 646 N646__ -40.234 _ 22 474 647 _ _ N647 -40.234 21.440667 _ �f 648 N648 -39.234 25.574 i 649 N649 -39.234 2G.G07333 650 _ N650_ _ _ -40.234 26.607333 1 651 N651 -40.234 25.574 652 N652 __-43.234 _ 25.574_ _ - 653 N653 -43.234 26.607333 654 N654 _ -44.234 26.607333 _655 N655 -44.234 25.574 656 N656 -41.234 23.507333 657 N657 -41.234 _ 22.474 658 N658 -40.234 23.507333 N659 -45.234 19.374 660 N660 _ -45.234 18.340667 661 _ N661 _ -44.234 19.374 662 N662 -41.234 _ 19.374 663 N663 -41.234 18.340667 L66566344 _ N664 -40.234 18.340667 _ N665 -40.234 19.374 666 I N666 -43.234 21.440667 667_ N667 -43234 22.474 668 N668 -44.234 21.440667 669 N669 -49.236027 13.180242 670 N670 49.234579 _ 14.209135 _671 N671 _ _ -50.23451 14.209081 672 _N672 I -50.236089 _ _ 13.180955 673 __N673 -43.23764 13.180275 674 N674 -43.235 _ 14.209101 675 _ _ N675 -44,234798 14.208879 676 N676 -44.237411 13.180458 677 N677 _ -39.234 17.307333 678 N678 -39.234 18,340667 679 N679 -40.234 17.307333 680 _ _ N680 -47.234 17.307333 681 N681 -48.234 17.307333 _ 682 N682 -48.234 16.274 683 N683 _ -47.234 16.274 684 N684 -45.234 15.240667___ 685 N685 -45.234663 14.208718 RISAFoundation Version 11.0.1 [P:\Projects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 96 Page 142 of 212 i Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By.�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) - Label Z R X 686 N686 -44.234 15.240667 N687 -41.234 _ 15.240667 688 N688 -41.234777 14.208449 689 N689 _ -40.234724 14.20828 690 N690 40.234 15.240667 691 N691 -39.235832 13.176097 1692 N692 -39.234 14.207333 693 N693 -40.237133 13.177845 694 N694 -47.236438 13.180093 695 N695 -48.236344 13.180538 696 N696 -48.23943 12.155707 697 N697 -47.240135 12.156114 698 N698 -45.247586 11.135743 699 N699 -45.25789 10.12384 700 N700 -44.249646 11.136804 701 N 701 -41.254837 11.133607 702 N 702 -41.2719 10.120799 703 N703 _ -40.275119 10.116539 704 N704 -40.255998 11.131042 705 N705 -55.234 15.240667 706 N 706 -5 5.2344 14.20929 707 N707 -54.234428 14.209294 708 _ N708 -54.234 15,240667 709 N 709 -55.240086 11.137251 710 N710 -55.244377 10.125002 711 N711 -54.240711 11.138114 712 N 712 -51.242082 11.136553 713 N713 -51.247883 10.124092 714 N714 -50.243124 11.13747 715 N715 -53.235739 13.181445 716 N716 -53.234454 14.209268 _ 717 N 717 -54.235621 _ __ _ 13.181463 7181 N718 -49.234 _ 17.307333 719 N719 -49.234 18.340667 720 N720 -50.234 17.307333 721 _ N721 -53.234 17.307333 722 N 722 -53.234 18.340667 723 N723 -54.234 17.307333 724 N724 -51.234 15.240667 725 N 725 -51.234451 14.208988 726 N726 _ -50.234 15.240667 727 N727 -65.234 21.440667 728 N728 -65.234 22.474 729 N 729 -66.234 22.474 730 N730 -66.234 21.440667 731 N731 -63.234 15.240667 732 N732 -63.23417 14.208836 733 N 73 3 -62.23423 14.209163 734 N734 _ -62.234 15.240667 735 N735 _ -73.234 _ _ 15.240667 73_6 N736 -73.234 14.207333 737 N 737 -72.234041 14.208624 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 97 Page 143 of 212 Company : Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer : JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label z U _ x Ift] --- 738 N738 -72.234 15.240667 739 N739 -73.234312 _ 11.120739 740 N 740 -73.234536 10.105496 741 N741 -72.234636 _ 11.130233 742 N742 -69.234276 13.179197 743I _ N743 -70.234266 _ 13.180082 744 I N744 -70.234679 12.155934 745 _ N745 -69.23479 _ 12.155355 746 _ _ N746 -67.236111 11_.195798_ 747 N747 -67.237692 10.123894 748 N748 -66.2365 _ 11.137027___ 749 N749 -71.234206 _ 13.179684 750 N750 -71.234051 14.208759 751 N751 -72.234142 13.178524 752 _ N752 -65.234 17.307333 _f 753 N753 -65.234 18.340667 754 N754 -66.234 18.340667 755 N755 -66.234 _ 17.307333 _ 756 N 756 -73.234 17.307333 757 N 75 7 _ 73.234 16.274 '758 N758 72.234 - -- 16.274 759 N759 _-72.234 _ _ 17.307333 760 N760 _ -69.234 15.240667 761 N761 -69.234 16.274 _ 762 N762 -70.234 _ 16.274 763 N763 - -70.234 15.240667 764 N 764 -69.234 17.307333 765 N765 _ -69.234 _ 18_340667 J 766 N766 70.234 18.340667 1 767 _N_767 -70.234 17.307333 768 N768 -67.234 15.240667 769 N 769 -67.234106 14.208737 770 N 770 -66.234 15.240667 771 l - -- N771 -57.235228 13.180883 772 - _ N772 57.234363 14,209366 _ 773 N773 -58.2342_89 _ 14.209083 _ 774 N774 -58.235161 13.180931 775 N775 _ -57.234 _ 1_7.307333 776 N776 _ -57.234 18.340667 777 N777 -58.234 18.340667 778 N778 58.234 _ _ 17.307333 779 N779 -61.234 17.307333 780 N780 -61,234 _ _ 18.340667 781 N781 -62.234 18.340667 782 N782 -62.234 17.307333 783 N783 -59.234 15.240667 784 N784 -59.234243 14.208896 785 N785 -58.234 _ 15.240667 786 N 786 63.237298 11.136023 787 N787 -63.239687 10.123274 N788 -62.240276 10.123934 789 N789 -62.237793 11.137598 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 98 Page 144 of 212 i Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La be] Z[ft _ X_Ifq i 790 N790 -59.238487 11.136011 791 N791 -58.242273 10.1233 792 N 792 -58.238948 11.136893 793 N793 -61.234941 _ 13.180963 . 794 N794 -61.234233 14.209034 7 55 N795 -62.234788 _ 13.180266 796 N796 -63.234 23.507333 797 N797 -63.234 22.474 798 N798 -62.234 22.474 799 N799 -62.234 23.507333 800 N800 -73.234 23.507333 801 N801 -73.234 22.474 18021 N802 -72.234 22.474 803 N803 -72.234 23.507333 804 N804 _ -73.234 _ 19.374 805 N805 -73.234 _ 18.340667 _ 806 N806 -72.234 _ _ 18.340667 _ 807 N807 -72.234 19.374 808 N808 -69.234 - 21.440667 - - 809 N809 -70.234 21.440667 810 N810 -70.234 _ 20.407333 811 N811 -69.234 20.407333 8121 N812 -67.234 _ 19.374 813 N813 -67.234 18.340667 814 N 814 -66.234 19.374 815 N815 -71.234 21.440667 816 N816 -71.234 22.474 817 N817 -72.234 21.440667 818 N818 -65.234 25.574 819 N819 -65.234 26.607333 820 N820 -66.234 26.607333 821 _ N821 -66.234 25.574 822 N822 -73.234 25.574 823 N 823 -73.234 24.540667 824 N824 -72.234 24.540667 825 N825 -72.234 25.574 _ 826 N826 -69.234 23.507333 827 N827 -69.234 24.540667 828 N828 -70.234 24.540667 829 N 829 -70.234 23.507333 830 N 830 -69.234 25.574 831 N831 -69.234 26.607333 832 N832 -70.234 26.607333_ 833 N833 -70.234 25.574 834 N834 -67.234 23.507333 835 N835 -67.234 22.474 _ 836 N836 -66.234 23.507333 18371 N837 -57.234 21.440667 838 N838 -57.234 22.474 839 N839 -58.234 22.474 840 N840 58.234 21.440667 841 N 841 -57.234 25.574 RISAFoundation Version 11.0.1 [PAProjects (thorin)\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 99 Page 145 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) LAW _ __ Z_�ft] X[ft] 842 N 842 -57.234 2_6.607333__ 843 _ N843 -58.234 26.607333 844 N844 -58.234 25.574 845 N 845 -61.234 25.574 846 _N846 -61.234 26.607333 847 N_847 _ -62.234 26.607333 848 N848 -62.234 25.574 849 , N849 -59.234 - - 23.507333 850 N850 _ -59_234 _ 22.474 851 _ N851 -58.234 23.507333 852 N852 -63,234 _ 19.374__ 853 N853 -63.234 _ 18.340_667_ _ 854 N854 62.234 19.374 855 N855 -59.234 19.374 856 f N856 _ -59.234 _18.340667 _ 857 N857 _ -58.234 19.374 858 N858 _ _ -61.234 _ 21.440667 _ _I 859 N 859 -61.234 22.474 860 N 860 -62.234 21 440667 861 N861 -51.234 33.840667 862 N862 _ -51.234 34.874 863 N863 -52.234 34.874 _ 864 I N864 -52.234 33.840667 865 _ N885 -57.234 35.907333 866 N866 -57.234 _ 36.940667 867 N867 -58.234 36.940667 868 N888 -58.234 35.907333 869 N 869 -73.234 37.974,_ 870 N870 -- 73.234 36.940667 871 N871 _ _ -72.234 36.940667 872 N872 _ -72.234 _ 37.974 _ 873 N873 -73.234 _ 27.640667__ 874 N874 _ _ -73.234 26.607333 875 N875 -72.234 26.607333 876 _ N876 _ - - -72.234 27.640667 877 N877 -65.234 33.840667 878 i N878 - - - -65.234 34.874 _ 879 N879 _ _ _ -66.234 _ 34.874 880 N880 -66.234 _ 3_3.840667 881 N881 -69.234 33.840667 _ 882 - - - N882 _ -69.234 34.874 883 N883 -70 234 _ 34.874 884 N884 -70.234 _ 33.840667 885 N 885 -73.234 31.774 886 N886 -73.234 30.740667 887 N887 -72.234 _ 30.740667 888 N888 -72.234 31.774 889 N889 -73.234 33.840667 890 N890 -73.234 3ZB07333 891 N891 -72.234 32.807333 892 N892 -72.234 33.840667 _ 893 N893 -67.234 4 31.774 RISAFoundation Version 11.0.1 [PA...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 100 Page 146 of 212 Company Pillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label ___ z_[rt1_ x[tt] 894 N894_ _ 67.234 _ 30.740667 895 N_895 -66.234 30.740667 _ 896 N896 -66.234 _ 31.774 _ 897 N897 _ _ -65.234 29.707333 898 N898 -65.234 - - - - 30.740667 - -- 899 N899 -66.234 29.707333 900 N900 -73.234 29.707333 901 N901 -73.234 28.674 902 N902 -72.234 28.674 903 N903 -72.234 29.707333 904 N904 -69.234 27.640667 905 N 905 -69.234 28.67 28.674 906 N906 -70.234 28.674 907 N907 -70.234 27.640667 908 N 908 -69.234 29.707333 909 N 909 -69.234 30.740667 910 _ N910 _ -70.234 30.740667 911 ^T N 911 70.234 29.707333 912 N912 -67.234 27.640667 913 N 913 -67.234 26.607333 9141 N 914 -66.234 _ _ 27.640667_ 915 N 915 -67.234 37.974 1916 N916 -67.234 _ 36.940667 917 N917 -66.234 36.940667 918 N918 _66.234 _ 37.974 _ _ 919 N 919 -73.234 40.040667 920 N920 -73.234 _ 39.007333 921 N 921 -72.234 39.007333 922 N 922 -72.234 40.040667 923 N923 -69.234 35.907333 _ 924 N924 -69.234 36.940667 9251 N 925 -70.234 36.940667 9261 N926 -70.234 35.907333 927 _ N927 _ _ -69.234 _ 37.974 _ 928 N 928 -69.234 39.007333 929 N 929 -70.234 39.007333 19301 N930 -70.234 37.974 931 N931 -73.234 35.907333 1932 N932 -73.234 34.874 933 N933 -72.234 34.874 934 N 934 -72.234 35.907333 935 N935 -69.234 40.040667 936 N 936 -69.234 41.074 937 N 937 -70.234 41.074 938 N938 -70.234 40.040667 939 N939 -67.234 35.907333 940 ___ N 940 -67.234 34.874 941 N 941 -66.234 35.907333 942 N 942 -65.234 40.040667 943 N943 -65.234 41.074 944 N 944 -66.234 41.074 945 N945 -66.234 40.040667 RISAFoundation Version 11 .0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 101 Page 147 of 212 Company : Pillar Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By.�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Ira apt - ?U - x Eftl ' 946 N946 -59.234 _ 29.707333 947 N947 - - - -59.234 - 28.674 948 N948 -58.234 - -- 28.674 949 N949 -58.234 - 29.707333 i 950 N950 -63.234 37.974 951 _ N951 _ -63.234 36._940667 952 N952 -62.234 _ 36.940667 _ 953 N953 -62.234 _ 37,974-- _ 954 N954 -63.234 _ - _ 33.840667 955 N955 -63.234 32.807333 _ 956 I N956 -62.234 32.807333 957 N957 -62.234 33.840667 _ 958 _ _ N958 _ -59.234 33.840667 _ 959 N959 -59.234 32.807333 960 N960 -58.234 32.807333 961 - N961 - - -58.234 33.840667 962 _ _ N962 __ -61.234 35_907333 963 N 96 3 -61.23 4 36.94 066 7 964 N964 -62.234 35.907333 965 N965 -57.234 40.040667 966 N966 _ _ __ -57 234 41.074 967 _ N967 -58.234 41.074 _ 968 N988' -58.234 40.040667 969 N969 -61.234 40.040667 970 N 970 I -61.234 41.074 971 N971 -62.234 _ 41.074 972 N 972 _62.234 40.040667 973 N973 -59.234 37.074 - 974 N974 -59.234 36.940667 975 N 97 5 -58.234 37.974 976 _N976 -61.234 29.707333 977 N977 61.234 30.740667 978 _ N978 -62.234 30.740667 979 N979 62.234 29.707333 980 _ N980 -59.234 27.640667 981 N981 -59.234 26.607333 982 - N982 f -58.234 27.640667 983 N983 _ -57.234 31.774 984 _ N984 -57.234 32807333 985 N985 -58.234 - - 31.774 986 N986 -61.234 _ _ 31.774 987 N987 -61.234 32.807333 988 N988 -62.234 31.774 989 N989 -63.234 27.640667 990 N990 -63.234 26.607333 991 N991 -62.234 27.640667 992 N992 -39.234 35.907333 993 N993 -39.234 36.940667 994 N994 -40.234 36.940667 995 N 99 5 -40.234 35.907333 996 N996 -51.234 _ _ 37.974 997 N997 -51.234 39.007333 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 102 Page 148 of 212 Company r'illar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:_Y Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel - - - Z[fit] - - - - X[ft] 998 N998 -52.234 39.007333 999 N999 -52.234 37.974 ,1000 N1000 -51.234 27.640667 10011 N 1001 -51.234 26.607333 1002 N 1002 -50.234 27.640667 1003 N1003 -47.234 33.840667 1004 N1004 -47.234 34.874 1005 N 1005 -48.234 34.874 1006 N1006 -48.234 33.840667 1007 N 1007 -55.234 33.840667 1008 N1008 -56.234 33.840667 _ 1009 N1009 -56.234 32.807333 1010 N1010 -55.234 32.807333 1011 N 1011 -53.234 31.774 11012 N1012 -53.234 30.740667 1013 N 1013 -52.234 30.740667 1014 N1014 -52.234 31.774 1015 N1015 -49.234 31.774 1016 N1016 -49.234 30.740667 1017 N 1017 -48.234 30.740667 1018 N 1018 -48.234 31.774 1019 N1019 -55.234 27.640667 1020 N1020 -55.234 26.607333 1021 N1021 -54.234 27.640667 1022 N 1022 -47.234 27.640667 1023 N1023 -46.234 27.640667 1024 N 1024 -46.234 28.674 1025 N 1025 -47.234 28.674 1026 N1026 -49.234 29.707333 1027 N 1027 -50.234 30.740667 1028 N 1028 -50.234 29.707333 1029 N 1029 -53.234 29.707333 1030 N1030 -54.234 30.740667 1031 N1031 _ -54.234 29.707333 110321 N 1032 49.234 37.974 1033 N1033 -49.234 36.940667 1034 N 1034 -48.234 36.940667 1035 N1035 -48.234 37.974 _ 1036 N 1036 -51.234 40.040667 1037 N1037 -51.234 41.074 1038 N 1038 -52.234 41.074 1039 N1039 -52,234 40.040667 1040 N1040 -55.234 _ 37.974 1041 N1041 56.234 _ 37.974 1042 N1042 -56.234 36.940667 1043 N1043 -55.234 36.940667 1044 N1044 -53.234 35.907333 1045 N 1045 -53.234 34.874 1046 N 1046 -52.234 35.907333 1047 _ N1047 _ -55.234 40.040667 1 048 N 1048 -55,234 39.007333 1049 N 1049 -54.234 39.007333 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 103 Page 149 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z ft X Ntl 1050 _ N 1050 -54.234 40_040667 1.051 _ N1051 _ _ _ -49.234 35.907333 1052 _ N1052 _ -49.234 34.874 1053 _N1053 _ -48.234 35.907333 1054 __ N 1054 _ -47.234 40.040667 1055-1_`f N1055 _ -47.234 41.074 10561 N1056 -48.234 _ _ _41.074 1057 _ N 1057 -48.234 40.040667 �10581 _ N1058 -41.234 _ 29.707333 1059 N1059 _ _ -41.234 28.674 1060 N1060 -40.234 _ _ _ _28.674 1061 _ N1061 _ _ _ _ _ -40.234 _ 29.707333 1062 N1062_ -45.234 _ 37.974 1063 N 1063 -45.234 36.940667 �1064 N 1064 -44.234 36.940667 1065 N 1065 44.234 37.974 11066 _.___ _ N1066 _ -45.234 33.840667 1067 N1067 -45.234 32.807333 _ 1068 N1068 _ -44.234 32.807333 _ 1069 N1069 _ -44.234 _ 33.840667 1070 N1070 _ _ -41.2_34 _ 33.840667 1071 N1071 -41.234 32.807333 (1072 N1072 -40.234 32.807333 1073 N1073 -40.234 _ 33.840667 1074 N1074 -43.234 35.907333 _ 1075 _ N1075_ -43.234 _ _ _ _ _ 36.940667 _ 1076 N1076 44.234 35.907333 1077 N1077 , - _ -39.234 __ _ 40.040667 _ 1078 N1078 -39.234 41.074 1079 N1079 -40.234 41.074 1080 _ N1080 -40.234 40.040667__ 1081 N1081 -43.234 40.040667 1082 _ N1082 -43.234 41.074 1083 N1083 -44.234 41.074 10841 N1084 _ -44.234 _ 40.040667 1085 N1085 _ -41.234 i 37.974 1086 N1086 _ -41.234 36.940667 1087 N1087 _ -40.234 37.974 '1088 N1088 _ -43.234 29.707333 1089 N 1089 -43.234 30.740667 1090 N1090 _ -44.234 30.740667 1091 N1091 _ -44.234 29.707333 _ 1092 N1092 -41.234 27.640667 1093 N1093 -41.234 26.607333 1094 N1094 _ -40.234 27.640667 1095 N1095 -39.234 31.774 1096 N1096 _ -39.234_ 32.807333 1097 N1097 _ -40.234 31.774 1098 - N1098 _ _ -43.234 _ - -- 31.774 1099 N1099 _ -43.234 32.807333 1100 __ N1100 -44.234 31.774 1101 N1101 -45.234 27.640667 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 104 Page 150 of 212 Company r illar Consulting Group, Inc. Nov 19, 2018 111RI SA Designer JWM 6:24 PM Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel Z Cft] _ _ X[ft] 1102 N1102 45.234 26,607333 ,11031 N 1103 -44.234 27.640667 1104, _ N 1104 -59.39025 -10.634625 1105 _ N 1105 -60.379833 _ -10.634625 1106 N 1106 -60.386778 -11.62075 1107 N1107 -49.234 19.374 1108 N1108 -49.234 20.407333 1109 N1109 -50.234 20.407333 1110 N1110 -45.466476 -0.773375 _ 1111 N 1111 -44.483209 -0.773375 1112 N 1112 -44.465158 0.21275 1113 N 1113 -61.254018 7.120523 1114 N 1114 61.259794 6.1295 1115 N 1115 -60.261778 6.1295 1116 i N 1116 -65.32775 -10.634625 11171 N 1117 -66.317333 -10.634625 1118 N 1118 -66.321302 _ -11.62075 1119 N 1119 -55.375369 -4.717875 1120 N 1120 -55.384794 -5.704 1121 N 1121 -54.39273 -5.704 1122 N 1122 -61.330726 -4.717875 1123 N1123_ -61.337175 -5.704 1124 N 1124 -60.345111 -5,704 1125 N1125 -63.348583 -10.634625 I 1126 _ N 1126 -64.338167 -10.634625 1127 N 1127 -61.35652 -8.662375 1128 N 1128 -61.362968 -9.6485 11291 N 1129 -60.372889 -9.6485 1130 N 1130 -61.382313 -12.606875 1131 N 1131 -60.393722 -12.606875 1132 N 1132 -63.315845 _-4.717875 1133 N 1133 -64.308405 -4.717875 11341 N 1134 -64.313365 -5.704 1135 _ N1135 _ -61.317829 -2.745625 1136 N1136 -61.324278 -3.73175 1137 N 1137 _ -59.360488 -6.690125 1138 N 1138 -59.353048 -5.704 1139 N1139 -53.45275 -10.634625 1140 N 1140 -54.442333 -10.634625 1141 N 1141 -54.452254 -11.62075 1142 N 1142 -55.35652 -2.745625 1143 N1143 -55.365944 _ -3.73175 1144 N1144 -57.377353 _ -6.690125 1145 _ N1145 _ 56.385786 -6.690125 1146 N 1146 -56.376857 -5.704 1147 N1147 -53.412361 -6.690125 1148 N1148 _ _ -53.403479 -5.704 1149 N 1149 _ _ -57.411083 -10.634625 1150 N 1150 -58.400667 -10.634625 1151 N 1151 _ _ -55.413067 -8.662375 1152 N1152 _ -55.422492 -9.6485 ,1153 N 1153 -54.432413 -9.6485 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\PlanerEnclosure 2 (fdn).r3d] Page 105 Page 151 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 IIRISA Designer JWM Checks Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z MCI _ _ _ _ _ X Ift] 1154 _ N1.154 i -55.450766_ -12.606875 1155 N1155 L -54.462175 -12.606875 _ 1156 N1156 _ -67.286083 -4.7178_75 1157 _ N1157 -67,289556 -5.704 I1158 _ N1158 -66.297492 -5.704 1159 _ ___ N1159 -73.244417 -10.634625 111601 _ N1160 -73,244913 -11.62075 1161 N 1161 -72.255825 -11.62075 1162+ N1162 -69.286083 -10.634625 1163 N1163 _ -70.275667 -10.634625 1164 N1164 _ _ _ _ _ -70.277651 -11.62075 1165 N1165 -67.299972 _ _ -8.662375 _f 1166 N 1166 _ -67.303444 _ -_ __ -9.6485 1167 N1167 -66.313365 9.6485 1168 N 1168 __ -67.313861 _ -12.,606875 �f 1 IG9 N1169 -66.32527 -12.606875 1170! N1170 _ _ _ -73.243425 _ -8.662375 _ 1 171' N1171 -73.243921 -9.6485 1172 N 1172 _ -71.268226 _ -12_606875 1173 N1173 - - -71.266738 _-11.62075 1174. N 1174 -73.24144 -4.717875 1175 N1175 __ -73.241937 _ -5.704 1176 N1176 -72.249873 _ -5.704 1177. N1177 _ -67.279139 2.745625 1178' N1178 -67.282611 -3.73175 1179. - - N1179 _ -69.276163 _ -- -6.690125 _ 1180 N 1180 -68.284595 -6.690125 1181. N1181 _ -68.281619_ _�- _ -5.704 _ 1182 N 1182 -65.309893 -6.690125 1183 N1183 _ _-65.305429 -5 704 _f 1184 _f N1184 -73.240448 -2_.745625 1185 _ N1185 -73.240944 _ _ -3.73175 11861 N1186 _ -71.259298 -6.690125 1187 _ _ N1187 _ -71.25781 _ -- - - -5.704 1188 N1188 _ -67.26525 1.198875 1 189 N1189 -67.268722 0.21275 11190 N1190 -66.273683 021275 '1191 N1191 _ -55.318821 1.198875 1192 N1192 _ -55.328246 0.21275 1193 N1193 _ -54.334511 0.21275 1194 N 1194 -55.283589 _ 7.121166 1195 N1195 _ -55.272047 _ 6.130687 _ 1196 N 1196 -54.27440.8 6.130744 1197 N1197 _ -61.244601 9.11832 '1198 N 1198 -61.249116 8.117983 1199 N 1199 -63.261282 5.143375 1200 N1200 -62.263762 5.143375 _ 1201 N1201 _ __ _ -62.25781 _ 6.1295 1202 N1202 -59.271202 !5.143375 11203 N1203 -59.263762 6.1295 1204 N1204 _ -55.249899 9.118903 �1205 N1205 -55.256547 8.118646 RISAFoundation Version 11 .0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 106 Page 152 of 212 Company rjillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By-.�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel Z[ft] _ x[ft] 11206 N1206 57.276163 5.143375 1207 N1207 -56.278643 5.143375 1208 N1208 -56.269937 6.13054 1209 N1209 _ -53.287202 5.143375 1210 N1210 _ I -53.277537 6.131124 1211 N1211 -61.292036 1.198875 _ 1212 N 1212 -61.298484 0.21275 1213 N1213 -60.303444 0.21275 1214 N1214 57.309893 1.198875 1215 N1215 -58.305429 1.198875 1216 N1216 -58,313365 0.21275 1217 N 1217 -55.299972 3.171125 12181 N1218 55,309397 2.185 12191 N 1219 -53.353055 -0.773375 1220 i N1220 -53.34234 0.21275 1221 N 1221 -61.279139 3.171125 1222 N 1222 _ -61.285587 2.185 1223 N1223 _ _ -63.29402 -0.773375 _ 1224 N 1224_ -62.299476 -0.773375 1225 N 1225 -62.293524 0.21275 1226 N1226 -59.315845 _ -0.773375 1227 N1227 _ -59.308405 0.21275 1228 N1228 _ -67.244852 7.121444 1229 N1229 _ _ -67.247998 6.130946 1230 N 1230 -66.249962 6.130564 1231 N1231 -73.238464 1.198875 1232 N1232 _ _ _ _ -73.23896 0.21275 1233 N1233 -72.243921 0.21275 1234 N 1234 -67.258306 3.171125 1235 N1235 -67.261778 2.185 1236 N 1236 -69.261282 -0.773375 1237 N 1237 -68.266738 -0.773375 1238 N1238 -68.263762 0.21275 F9 N1239 _ -65.283107 _ 0.773375 0 N1240 -65.278643 0.21275 1241 N 1241 _ _ -73.237472 3.171125 1242 N1242 -73.237968 2.185 1243 N1243 -71.250369 -0.773375 1244 N 1244 -71.248881 0.21275 1245 N1245 -73.235516 7.116726 1246 N1246 -73.235984 6.1295 1247 N1247 -72.237968 6.1295 1248 N 1248 -67.23975 9.118582 1249 N1249 -67.242202 8.118684 1250 N1250 _ -69.246401 5.143375 1251 N1251 -68.248881 5.143375 1252 N1252 -68.245977 6.13057 _ 1253 N 1253 -65.256321 5.143375 1254 N 1254 -65.251857 6.1295 1255 N 1255 -73.234828 9.101767 1256 N 1256 -73.235132 8.107156 1257 N 1257 -71.24144 5.143375 RISAFoundation Version 11.0.1 [P:\...\201 8\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 107 Page 153 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By.___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z f ft] _ X[ft] 1258 N1258 71.239952 6.1295 1259 N 1259 -41.581653 -4.717875 1260 N 1260 -40.599476 -4.717875 _ 1261 N1261 _ 40_592378 _ f -3.73175 1262` N 1262 -37.464039_ 7.116286 1263 _ _ N1263 -37.425846 8.103298_ 1264 _ N 1264 -38.384196 8.10588 _ 1265 N1265 -45.303185 7.121428 _ 1266 N1266 _ _ -45.322648 6.130957 1267 N 1267 -44.33236 6.131766 1258 N1268 _ -51.34871_ 1.198875 1269 N1269 -51.361551 021275 1270 N1270 -50,37495 0.21275 1271 N1271 -45.3691 3.17113 _ 1272: N1272 45.407413 _ _ 2.185 1273 N 1273 -44.422094 2.185 1274_ N1274 47.434205 _ _ -0.773375 1275 N1275 -46.450378 -0.773375 1276 N1276 43_460923 _ 1.198875 1277 N 1277 -44.444159 1.198875 1278;_ N1278 _ -51.322479 3.171125 1279 N1279 -51.33612 2.185 1280` N1280 _ -49.403595 -0.773375 _ 1281 , _N1281 -49.389258 _ 0.21275 �1282 N1282 -- -_ 51.274397 7.121729 _ 1283 _ __ N_1283_ -51.285639 6.131017 1284 N1284 _ -50,290772 6,130781 1285 N128_5_ -45.271248 _ 9.11855 1286 _ N 1286 _ -45.286961 8.118693 1287 N 1287 _ -47.327006 5.143375 _ 1288 N1288 -46.334694 _ 5.143375 1289 N 1289 -46.315331 6.130706 1290 N1290 -43.368593 _ 5.144237 1291 N 1291 -43.344311 6.132036 _ 1292 N 1292 -51.255395 9.117998 1293 N1293 -51.254556 _ 8.118124 _ 1294, N1294 -49.311629 5.143375 1295 N 1295 -49.296464 6.130453 i12961 N1296 -41.50013 1.198875 1297� _ N1297_ -40.523286 1.198875 1298 N 1298 -40.502254 2.185 1299 _ N1299 -35.562547 _ 7.115635 _ 1300 J _ N1300 -34.617803 _ _ 7.115625 1301 N 1301 -34.601258 _ 8.10175 1302 _ N1302 -41.348702 _ 7.122342 1303 N1303 -42.333978 7.123292 1304 N1304 -42.36011 6.132967 _ 1305 N1305 _ -37.524876 5.143376 1306 N 1306 -37.496845 6.1295 _ 1307 N1307 -39.310735 9.103309 1308' N1308 1 _ -39.355724 _ 8.110252 1309 N1309 -33.690436 5.143375 RISAFoundation Version 11 .0.1 [PA...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 108 Page 154 of 212 I Company illar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Point Coordinates (Continued) LaW z[ft] x[ft] 1310 N 1310 -33.683405 6.1295 1311, N 1311 -34.63281 6.1295 1312 N 1312 -33.658851 9.087875 1313 N1313 -34.584803 9.087877 _ 1314 N1314 -33.707661 1.198875 1315 N1315 -33.705032 _ 2.185 1316 N1316 -34.674949 2.185 _ 1317 N1317 -37.600021 1.198875 1318 N1318 -36.626509 1.198875 1319 N 1319 -36.615132 2.185 _ 1320 N1320 -39.578457 -0.773375 1321 N1321 -39.564527 0.21275 1322 N 1322 -40.541889 0.21275 1323 N1323 -39.507709 3.171125 1324 N 1324 -40.479492 3.171125 1325 N 1325 -33.712919 -0.773375 1326 N 1326 -33.71029 0.21275 1327 N 1327 -35.634126 3.171125 1328 N 1328 -35.644491 2.185 1329 N 1329 -49.503792 -10.634625 1330 N 1330 -50.49025 -10.634625 1331 N 1331 -50.500071 -11.62075 ,.13321 N 1332 -41.612125 -10.634625 1333 N 1333 -40.625667 -10.634625 1334 N1334 -40.621302 -9.6485 1335 N1335 -33.717185 -4.717875 1336 N 1336 -33.716639 -3.73175 1337 N1337 -34.699278 _ -3.73175 1338 N 1338 -37.649923 -4.717875 1339 N 1339 -36.666738 -4.717875 1340- N1340 -36.663364 -3.73175 1341 N1341 -39.623931 -6.690125 ,1342 N1342 -39.620111 -5.704 1343 N1343 -40.603841 -5.704 '1344 N1344 -39.602121 -2.745625 13451 N1345 -40.582893 -2.745625 1346 N 1346 -33.718276 -6.690125_ 1347 N1347 -33.71773 -5.704 1348 N1348 -35.679088 -2.745625 _ 1349 N1349 -35.681917 -3.73175 1350 N 1350 -33.720458 -10.634625 1351 N 1351 -33.719913 -9.6485 1352 N1352 -34.705825 -9.6485 1353 N1353 -37.666292 -10.634625 1354 N 1354 -36.679833 -10.634625 1355 N 1355 -36.677651 -9.6485 1356 N1356 -39.646847 -12.606875 11357� N 1357 -39.643028 -11.62075 1358� N 1358 -40.630032 -11.62075 1359 N 1359 -39.631569 -8.662375 1360 i N 1360 -40.616937 -8.662375 1361 r N 1361 -33.72155 -12.606875 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 109 Page 155 of 212 Company Hiiar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel z[ft) 13621 N1362 -33.721004 _ _ -11.62075 1363 N1363 -35.690101 8.662375 1364 N 1364 _ -35.691738 -9.6485 13655 N 1365 -49.448137 -4.717875 1366 _ N1366 -49.438861 _ _ -3.73175 1367_-_ N1367 -50.422561 -3.73175 1368t _ N1368 _ -43.585042 _ -10.634625 1369! _ N1369 -43.57904 _ -9.6485 _ 11370f N1370 _ _ _ -44.564952 9.6485 1371 f _ N1371 -47.530875 -10.634625 11372! _ N1372 _ _ -48.517333 _ -10.634625 1373 N1373_ _ __ _ _ -51.457043 -8.662375 1374I _ N1374 _ _ -51.466341 _ -9,6485 1 37 5 N 1375 -50.480429 _ -9_6485 1376 f _ N1376 -51.497442 12.&6-875 - -- 1377 N1377 _ -50.509893 -12.606875 11378. _ N1378 -43.597046 _ -12.606875. 1 1379 N1379 -43.591044 -11.62075 1380 _ _ N1380 _ -45.543772 _ -8.662375 11381 N1381 -45.550865 _ -9.6485 11382� N1382 45.515399 -4.717875 13831 N1383 -44.532214 _ -4.717875 13841 N1384 -44.523199 -3.73175 1385! N1385 _ -47.481768 -4.717875 A 3861 N1386 _ _ -46.498583 -4.717875 1387 N 1387 -49.466688 -6.690125 1388 N1388 -49.457413 -5,704 1389 N 1389 -51.396613 -2.745625 1390 N1390 -51.407166 -3.73175 1391 N 1391 -43.561034 -6.690125 1392 N1392 -43.555032 _ -5.704 1393 _ N1393 -44.538762 -5.704 1394 N1394 -43.528033 -2.745625 1395 N1395 -44.510932 -2.745625 1396 N 1396 i __ _ -71.234 31.774 1397, N13_97 71.234 30.740667 13981 N1398 67.234473_ 11180266 1399 N1399 -67.235194 _ 12.156684 1400 N 1400 _ -66.235378 12.157124 1401 _ N 1401 -45.234 17.307333 1402 N1402 _ -45.234 16.274 1403 N1403 -44.234 16.274 _ 1404 N1404 -43.234 23.507333 1405 N1405 -43.234 24.540667 1406 N 1406 -44.234 24.540667 1407 N 1407 -49.234 23.507333 14081 N1408 -49.234 24.540667 1409 N1409 _ -50.234 24.540667 _ 1410 _N1410 -53.234 19.374 1411 _ N_1411 -53.234 20.407333 1412 _N1412 _ _ -54.234 20.407333 1413 N1413 -47.234 21.440667 RISAFoundation Version 11.0.1 [P:\...12018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 110 Page 156 of 212 \I Company Hillar Consulting Group, Inc Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) _ Label Z rftl _X N 1414 N 1414 -48.234 2_1.440667 1415 N1415 -48.234 20.407333 1416 N1416 -51.234 21.440667 1417 N1417 _ -51.234 20.407333 1418 N 1418 -55.234 21.440667 1419 N1419 -55.234 20.407333 1420 N1420 -53.234 23.507333 1421 N 1421 -53.234 24.540667 1422 N1422 _ -54.234 24.540667 1423 N1423 -47.234 25.574 1424 N 1424 -48.234 25.574 1425 N1425 -48.234 24.540667 1426 N1426 -51.234 25.574 1427 N1427 -51.234 24.540667 1428 N1428 -55,234 25.574 1429 N 1429 -55.234 24.540667 1430. N1430 -41.234 21.440667 1431 N1431 -41.234 20.407333 1432 _ N1432 -40.234 20.407333 1433 N1433 -41.234 25.574 '1434 N 1434 -41,234 24.540667 1435 N 1435 -40.234 24.540667 1436 N 1436 -45.234 25.574 1437 N1437 -45.234 24.540667 _ 1438 N1438 -39.234 23.507333 1439 N1439 -39.234 24.540667 _ 1440 N 1440 -43.234 19.374 1441 N1441 -43.234 _ 20.407333 1442 N 1442 -44.234 20,407333 1443 N1443 -39.234 19.374 1444 N1444 -39.234 20.407333 1445 N 1445 -45.234 21.440667 ,14461 N 1446 -45.234 20.407333 1447 N 1447 -51.236053 13.181476 1448 N1448 -51.238724 12.157722 1449 N1449 -50.239118 12.157688 1450 N 1450 -45.236996 13.180225 1451 N1451 -45.241689 12.156623 _ 1452 N1452 -44.242617 12.157006 1453 N 1453 -41.234 17.307333 1454 N 1454 -41.234 16.274 1455 N1455 -40.234 16.274 114561 N 1456 -47.234 15.240667 1457 N1457 -46.234 15.240667 1458 N 1458 -46.234 16.274 1459 N1459 -43.234 15.240667 1460 N 1460 43.234 16.274 1461 N1461 -39.234 15.240667 1462 N1462 -39.234 16.274 1463 N1463 -41.238017 13.179504 1464 N1464 -41.244088 12.153844 _ 1465 N1465 -40.243204 12.151369 RISAFoundation Version 11 .0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 111 Page 157 of 212 Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By. Model Name i Planer Enclosure Foundation Point Coordinates (Continued) La b_el Z[ft] X - 114661 N 1466 -47.245676 11.13667 1467 _ N1467 -46.247406 11.137929 1468 _ N1468 -46.240036 _ _ _12.154486 1469E _ N1469 _ _ -43.251783 11.137113 14701 N1470 -43.24392 12.157368 1471 __ N 1471 -39.248522 11.121637 1472 1 N 1472 _ -39.240336 12.147499 1473 _ N1473 -53.234 15.240667 1474 N1474 _ -53.234 16.274 1475 N 1475 -54.234 16.274 1476 N1476 _ -53.2_41217 11.138056_ 1477 N 1477 _ -53.238117 12.158193_ 1478 N1478 -54,237986 12.158846 1479 N1479 -49.24416 _ 11.137988 14801 N1480 -49.239773 12.158149 140 1 ,E N 1481 -55.235534 13.181549 1482 N1482_ -55.237701 _ 12.158756 1483 N 1483 -51.234 17.307333 1484 N 1484 -51.234 16.274 1485 N1485 -50.234 16.274 _ 1486 N1486 -55.234 17.307333 1487 N1487 -55.234 16.274 1488 N1488 -49.234 15.240667 1489 N1489 -49.234 16.274 1490 i N1490 -67.234 21.440667 _ 1491 N1491 -67.234 20.407333 1492 N1492 -66.234 20.407333 1493 _ N1493 -61.234 15.240687 _ 1494 N1494 -61.234 16.274 1495 _ N1495 -62.234 16.274 1496! N1496 -71.234 15.240667 149T _ N1497 -71.234 16.274 14981_ N1498 -71.234961 11.134669 1499' N1499 -71.234542 12.15545 15001 _ __ N1500_ -72.234377 12.152759 1 501 N 1501 _ _-69.235532 11.135918 1502; N1502 -68.2-35947 11.137737 1503 N1503 -68.234896 _ 12.154587 15041 N1504_ _ -65.236866 11.13773 15051 N 1505 -65.235614 12.157858 1506 N 1506 _ _ -73.234066 13.176342 1507 N1507 _ _ _ -73.2_34192 _ 12.147575 1508 N1508 67.234 17.307333 1509 N1509 -67.234 _ 16.274 1510 N 1510 -66.234 16.274 1511 N 1511 -71.234 17.307333 1512 N 1512 -71.234 18.340667 1513 _ N1513 -65.234 15.240667 _ 1514 N 1514 -85.234 16.274 1515 N 1515 -59.235123 13.181207 1516 _ N 1516 _ -59.236589 12.15720_1 1517 N 1517 -58.236818 12.157567 RISAFoundation Version 11.0.1 [PA...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 112 Page 158 of 212 Company Rlar Consulting Group, Inc Nov 19, 2018 111RISA Designer : JWM 6:24 PM Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z ft x 111111 1518 N 1518 -59.234 17.307333 1519 N 1519 -59.234 16.274 1520 N 1520 -58.234 16.274 1521 N1521 -63.234 17.307333 1522 N 1522 -63.234 16.274 1523 N1523 -57.234 15.240667 1524 N 1524 -57.234 _ _ 16.274 I 15251 N 1525 -61.238124 11.137699 1526 N1526 -61.236279 __ 12,157495 1527 N1527 -62.236212 _ 12.158276 1528 N 1528 _ _ -57.239509 11.138194 1529 N 1529 -57.237167 12,158412 1530 N1530 _ -63.234757 13.180577 15311 N1531 _ -63.235714 12.155588 15321 N1532 -61.234 23.507333 1533 N 1533 -61.234 24.540667 1534 N1534 -62.234 _ 24.540667 1535 N1535 _ _ -71.234 23.507333 1536 N 1536 -71.234 24.540667 1537 N 1537 -71.234 19.374 1538 N1538 -71.234 20.407333 1539 N1539 -72.234 20.407333 1540 N 1540 -69.234 19.374 1541 N 1541 -68..234 19.374 1542 N 1542 -68.234 20.407333 1543 N1543 -65.234 19.374 1544 N 1544 -65.234 20.407333 1545 N1545 -73.234 21.440667 _ 1546 N 1546 -73.234 20.407333 1547 N1547 -67.234 25.574 1548 N1548 -67.234 24.540667 _ 1549 N 1549 -66.234 24.540667 1550 N1550 -71.234 25.574 1551 N 1551 -71.234 26.607333 1552 N 1552 -65.234 23.507333 1553 N1553 -65.234 24.540667 1554 N1554 -59.234 21.440667 1555 N 1555 -59.234 20.407333 1556 N 1556 -58.234 20.407333 1557 N1557 -59.234 25.574 1558 N1558 -59.234 24.540667 1559 N1559 -58.234 24.540667 1560 N1560 _ -63.234 25.574 1561 N 1561 -63.234 24.540667 1562 N1562 -57.234 23.507333 1563 N1563 -57.234 24.540667 ,1564' N 1564 -61.234 19.374 1565 N1565 -61.234 20.407333 A 566 N1566 -62.234 20.407333 1567_ _ N1567 I -57.234 19.374 1568 N1568 -57.234 20.407333 1569 N 1569 -63.234 21.440667 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 113 Page 159 of 212 Company : Pwar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By. Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z Ifft] X R1 1570 _ N1570 _ -63.234 20.407333 _1N1571 571_ -53.234 33.840667 5721 N1572_ _ -53.234 _ 32.807333 1573 N 1573 -52.234 32,807333 15741 N 1574 -59.234 335 907333 1575� N1575 -59.234 34874 1576' _ N1576 -58.234 34.874 1577' _ N1577 _ 71.234 _ __ - 37.974,_ 15781 N1578 _ -71.234 _ 39.007333 1579 N1579 -71.234 _ 27.640667 15801 N1580 _ _-71.234 __28.674 1581 N1581 -67.234 33.840667 1582� N1582+ 67.23.4 32.807333 1583 N1583 -66.234 _ 32.8073_33 1584 N1584 -71.234 _ 33.840667 _ 1585 N1585 _ _ -71.234 32.807333 J 1586 N 1586 -65.234 31.774 f1587 N 1587 -65.234 32.807333 1.58$ N1588 -67.234 29.707333 1589 N1589 -67.234 28.674 1590 _ _ _ _ N1590 _ 66.234 28.674 1591 N1591 _ T -71.234 29.707333 1592 N1592 -65.234 _ _ 27.640667 1593 N1593 -65.234 28.674 _ 1594 N1594 -65.234 37.974 '1595 N1595 -65.234 39.007333 _ r1Eq 6 N1596 ! -66.234 39.007333 1597� N1597 -71.234 40.040667 1598 _ _ _ N1598 -71.234 41.074 1599' N1599 -72.234 41.074 J1.600 N1600 -71.234 _ _ _ 35.907333 1601 1 _ N1601 -71.234 34.874 16021 N 1602 -65.234 _ 35.907333 1603 _ N1603 -65.234 36.940667 1604 N1604 -67.234 40.040667 1605 _ N1605 -67.234 39.007333 16061 N1606 -57.234 29.707333 160T N1607 -57.234 30.740667 _ 1608 N1608 -58.234 _ 30.740667 J 6091 N1609 -61.234 37.974 1610 N1610 -61.234 _ 39.007333 1611 N1611 _ -62.234 _39.007333 1612 N1612 -61.234 33.840667 1613 N1613 -61.234 _ 34.874 1614 N1614 -62.234 34.874 1615 N 1615 -57.234 33.840667 1616 N1616 -57.234 34.874 1617 N1617 -63.234 _ 35.907333 1618 _ _ N1618 __ -63.234 34.874 1619 _ N1619 _ _ -59.234 40.040667 1620 N1620 -59.234 _ 39.007333 _ 1621 N 1621 ' -58.234 39.007333 RISAFoundation Version 11 .0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 114 Page 160 of 212 Company har Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number : 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel z[ft] x fLtj 1622 N1622 _ -63.234 40.040667 1623 N1623 -63.234 I _ 39.007333 1624 N 1624 -57.234 _ 37.974 1625 N1625 -57.234 39.007333 1626 _ _ N 1626 -63.234 29.707333 1627 N 1627 -63.234 28.674 1628 N 1628 -62.234 28.674 1629 N1629 -57.234 27.640667 1630 N 1630 -57.234 28.674 , 1631 _ N 1631 -59.234 31.774 1632 N 1632 -59.234 30.740667 1633 N1633 -63.234 31.774 1634 N 1634 -63.234 30.740667 1635 N1635 -61.234 27.640667 16361 N1636 -61.234 _ 28.674 1637 N1637 -41.234 35.907333 16381 N 1638 -41.234 34.874 1639� N1639 -40.234 34.874 1640 N 1640 -53.234 37.974 1641 N1641 -53.234 36.940667 �1642 N1642 -52.234 36.940667 1643 N 1643 -49.234 27.640667 1644 N 1644 -49.234 28.674 1645 N1645 -50.234 28.674 _ 1646 N 1646 -49.234 33.840667 1647 N1647 -49.234 _ 32.807333 1648 N 1648 -48.234 32.807333 1649 N1649 -55.234 _ 31.774 1650 N 1650 -54.234 31.774 16511 N 1651 -54.234 32.807333 1652. N 1652 -51.234 31.774 1653 N1653 -51.234 _ i 32.807333 1654 N1654 -47.234 31.774 1655 _ _N 1655 -47.234 32.807333 1656 N1656 -53.234 27.640667 16571 N1657 -53.234 28.674 116581 N 1658 -54.234 28.674 1659 N1659 -47.234 29.707333 1660 N1660 -48.234 29.707333 1661 N 1661 -48.234 28.674 1662 N 1662 -51.234 29.707333 1663 N1663 -51.234 28.674 16641 N 1664 _ -55.234 29.707333 1665 N 1665 -55.234 28.674 1666 N1666 _ -47.234 37.974 1667 N 1667 -47.234 39.007333 1668 N1668 -48.234 39.007333 1669 _ N1669 _ -53.234 40.040667 1670 N1670 _ -53.234 39.007333 1671 N1671 _ _ _ -55.234 35.907333 1672 N1672 -54.234 35.907333 1673 N1673 -54.234 36.940667 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 115 Page 161 of 212 Company I-ular Consulting Group, Inc. Nov 19, 2018 4 PM 11RISA Designer JWM Checks Job Number 2018039 Checked By._� Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label _ Z it Xfft1.-- 1674 N1674 51.234 35.907333 1675, N1675 -51.234 36.940667 1676 N1676 -47 234 35.9Q7333 1677 _ _ N1677 -47 234 36.940667 1678 N1678 -49.234 40.040667 '1679 N1679 -49.234 39.007333 1680 N 1680 -39.234 29.707333 1681 _ N1681 _ _ _ -39.234 _ - 30.740667 1682 N1682 _ -40.234 30.740667 1683 _ N1683 -43.234 37.974 1684 N 1684 _ _-43.234 _ 39.007333 1685 N1685 _ -44.234 39.007333 1686 N1686 -43.234 33.840667 1687 N1687 -43.234 34.874 _ 16881 N1688 -44.234 34.874 1689 N1689 _ -39.234 33.840667 1690 _ N1690 -39.234 _ 34.874 1691 N 1691 -45.234 35.907333 1692� N 1692 -45.234 _ 34.874 169' N1693 -41.234 _ _ 40.040667 1694 __ N 1694 _-41.234 39.007333 06951 N1695 -40.234 39.007333 16961 N1696 -45Z4 40.040667 1697 N1697 -45.234 39.007333 1698 N1698 -39.234 37.974 1699 N1699 _ -39.234 39.007333 1700 N 1700 -45.234 29.707333 1701 _ N 1701 45.234 28.674 1702 N1702 -44.234 28.674 _ N1703 -39.234 27.640667 1704 _ N 1704 -39.234 28.674 17051 N1705 -41.234 31.774 1706 N 1706 -41.234 30.740667 1707 N1707 _ -45.234 31.774� 1708 N 1708 -45.234_ 30,740667 1709 N 1709 -43.234 27.640667 1710 _ N1710 -43.234 28.674 1711 N1711 _ -60.400667 -13.593 1712 N1712 -59.412571 -13.593 1713 N1713 _ -58.424476 -13.593 1714 N1714 -52.234 _ 20.407333 1715 N1715 -52.234 _ 19.374 1716 N1716 -52.234 18.340667 1717 N1717 -58.252008 8.114423 1718 N1718 -66.329238 _ _ -13.593 1719 N1719 -65.341143 13.593 1720 N1720 -64.353048 -13.593 17211 N1721 -52.414938 _ -5.704 1722 _ N 1722 -52.404821 -4.717875 1723 _ N1723 -52.394556 -3.73175 1724 _ N1724 -58.345111 -3.73175 1725 N 1725 -63.364952 -13.593 RISAFoundation Version 11.0.1 [P:\...12018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 116 Page 162 of 212 Company filar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By:__ Model Name 7 Planer Enclosure Foundation Point Coordinates (Continued) _ Lab--I Z ft X 1726 N1726 -62.376857 -13.593 172 71 N1727 -59.38281 -9.6485 1728' N 1728 -58.376857 -7.67625 1729 N 1729 -62.353048 -9.6485 1730 N 1730 -62.347095 -8.662375 1731 N1731 _ 62.341143 -7.67625 1732 N 1732 -63.332214 -7.67625 1733 N 1733 -64.323286 -7.67625 1734 N1734 -64.318325 -6.690125 1735 N1735 -58.337175 -2.745625 1736 N1736 -58.329238 -1.7595 _ 17371 N 1737 -62.311381 -2.745625 17381 N 1738 -62.305429 -1.7595 17391 N1739 -63.299476 -1.7595 1740; N1740 -644293524 -1.7595 1741 __ N 1741 -62.317333 -3.73175 1742 N1742 -54.472095 -13.593 1743 N1743 -53.484 -13.593 1744 N1744 -52.495905 -13.593 1745 _ N1745 -52.384325 -2.745625 1746 N 1746 -52.373659 -1.7595 1747 _ N1747 _ -56.367929 -4.717875 117481 N1748 -56.394714 -7.67625 — 1749 N1749 -57.33519 -1.7595 1750 N1750 -56.341143 -1.7595 1751 N1751 -57.436381 -13.593 1752 _ N1752 -56.448286 -13.593 1753 _ N1753 -53.442333 -9.6485 17541 N 1754 -52.453963 -9.6485 1755 N1755 -52.443508 _ -8.662375 _ 11756 N1756 _ -52.434075 -7.67625 1757 N 1757 -56.412571 9.6485 1758 1 N 1758 -56.403643 _ -8.662375 1759 _ _ N1759 -57.385786 -7.67625 ,17601 N1760 -70.279635 -12.606875 1761 N1761 _ -70.281619 -13.593 1762 N 1762 -69.293524 -13.593 1763 N 1763 -68.305429 -13.593 1764 N 1764 -65.323286 -9.6485 1765 N1765 -68.293524 -9.6485 1766 N1766 68.290548 -8.662375 1767 N 1767 -68.287571 -7.67625 1768 N1768 -69.278643 -7.67625 1769 N1769 -70.269714 -7.67625 1770 N1770 -74.234 _ -11.62075 1771 N 1771 -74.234 -12.606875 1772 N1772 -70.261778 3.73175 1773 N1773 -68.278643 -4.717875 1774 N1774 -69.263762 -1.7595 1775 N1775 -70.25781 _ -1.7595 1776 N 1776 -70.259794 -2.745625 1777 N1777 -68.269714 -1.7595 RISAFoundation Version 11.0.1 [PA...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 117 Page 163 of 212 Company Nular Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked ke ,lob Number 2018039 Checked By:�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label z�._ x 1fti 177 8-- N 1778 -74.234 -5.704 1779 N 1779 _-74.234_ 6.690125 1780 N1780 -74.234 7.67625 1781 _ N1781 -64.273683 2.185 f _ 1782 N1782 -52.350932 _ 0.21275 `1783 N1783 -52.339593 _ - 1.198875 I.1784 N 1784 -52.326698 2.185 1785 N1785 -52.2_81193 6.131077 1786 N1786 -52.27087 7.121517 1787 N1787 -52.262112 8.118509 1788 N1788 -58.246954 9.1177 1789 N1789 -62.252473 7.120428 _ 179 0 N 1790 -64.245278 8.114619 1791 N1791 -62.269714 4.15725 _ 1792 _ N1792 -64.239338 10.124804 1793 N1793 _ -64.2421173 _ _9.118381 17941 N_1794 _ _ _ _ -52.254036 _ 9.119399 ,1795; N 1795 -52.247361 10.126348 11796 N 1796 -56.261772 7.120509 1797 N1797 -56.287571 4.15725 1798 N1798 -57.243292 _ _ _10.125924 1799 N1799 -56.244095 10.126877 1800, N 1800 -58.32 1'302 -0.773375 .18011 N 1801 _ _ -52.315115 3.171125 1802 N 1802 -52.303317 4.15725 1803 _N18_03 -56.2965 3.171125 1804 N1804 -57.284595 4.15725_ 1805 _ N1805 _ -58.281619 4.15725 1806 _ _ N 1806 -56.305429 2.185 _ 1807 N 1807 -62.287571 1.198875 18081 N1808 _ -63.266738 _ _ 4.15725 180! -- N1809 64.263762 4.15725 1811 N 1810 - -64.268722 3.171125 1811 N1811 -70.249873 2.185 �1812� N1812 68.260786 1 .198875 1813, N 1813 -69.248881 4.15725 18141 N1814 -70.245905 4.15725 1815 N1815 -70.247889 3.171125 8161 N 1816 _-68.251857 4.15725 1817 N1817 -74.234 0.21275 1818 N 1818 -74.234 _ -0.773375.. 1819 N1819 -74.234 -1.7595 1820 N1820 -70.238523 8.11437 1821 N1821 -68.243309 7.121439 1822 N1822 -69.236676 10.124148 1823 N 1823 -70.236162 10.123849 1824 N1824 -70.237296 _ 9.117622 1825 _N1825 -68.237311 10.126082 1826 N 1826 -74.234 6.1295 18271 N 1827 -74.234 5.143375 1828 N1828 _ -74.234 4.15725 J8291 N1829 -42.532619 -1.7595 RISAFoundation Version 11.0.1 [PA...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 118 Page 164 of 212 i t Company Ala,Consulting Group, Inc. Nov 19, 2018 111RI SA Designer JWM 6:24PM Job Number 2018039 Checked By..__ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La be] Z LtL- x(ft) 1830 N1830 -40.335751 8.114031 1831 N 1831 -40.369118 7.121797 1832 N 1832 -48.370508 2.185 1833 N1833 _ -43.438108 2.185 1834 N 1834 -42.410632 4.157584 1835 N1835 -44.498297 -1.7595 1836 N1836 -43.515448 -1.7595 1837 N1837 -47.345607 4.15725 1838 N 1838 -48.336381 4.15725 1839 N 1839 -48.353444 3.171125 1840 N1840 -46.354833 4.15725 1841 N 1841 -52.362692 -0.773375 1842 N 1842 -48.272974 8.114849 1843 N 1843 -42.268637 10.123896 1844 _ N1844 -46.297567 7.121606 1845 N 1845 -47.254168 10.124566 1846 N 1846 _ _ -48.252652 10.125182 1847 N1847 -48.262428 _ _ 9.118747 1848 N 184 8 -46.256859 10.126281 1849 N 1849 -52.292166 5.143565 1850 N 1850 -40.454219 4.15725 1851 N 1851 -41.430307 4.157344 ,18.521 N1852 -34.567333 10.074 1853 N1853 -35.484 10.074 1854 N 1854 -36.400667 10.074 1855 N 1855 -42.386006 5.144724 1856 N 1856 -40.30414 9.112343 1857 N1857 -35.584356 6.1295 1858 N 1858 -36.538894 6.1295 1859 N1859 -36.563179 5.143375 1860 N 1860 -36.583674 4.15725 1861 N1861 -32.734 6.1295 1862 N1862 -36.600893 3.171125 1863 N 1863 -37.548181 4.157251 _ 1864 N 1864 -41.520572 0.21275 1865 N1865 -38.588112 0.21275 1866 N1866 -38.601695 -0.773375 1867 N1867 -38.611997 -1.7595 1868 N1868 -37.633409 -1.7595 1869 N 1869 -36.653506 -1.7595 1870 N1870 -32.734 2.185 1871 N 1871 -32.734 3.171125 1872 _ N1872 _ _ _ -32.734 4.15725 1873 N1873 -50.519714 -13.593 1874 N1874 -49.531619 -13.593 1875 N1875 -48.543524 -13.593 1876 N1876 -42.582214 -7.67625 1877 N 1877 -36.659983 -2.745625 1878. N1878 _ -41.587571 -5.704 _- 1879 N 1879 -42.571302 -5.704 f 880 N1880 -42.576758 -6.690125 1881 N 1881 �_ -38.636381 -5.704 RISAFoundation Version 11.0.1 [PA...\2018\2018039\SD\PlanerEnclosure 2 (fdn).r3d] Page 119 Page 165 of 212 Company Hwar Consulting Croup, Inc. Nov 19, 2018 11RISA Designer JW M Checked ke Job Number 2018039 Checked By.__ Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel 2 x Iftl_ 11882 N 1882 38.639655 -6.690125 1883 N1883 -38.642929 -7.67625 1884 N 1884 -37.658107 -7.67625 1885 -- N 1885 -36.673286 -7.67625 ,1886 N1886 -32.734 -3.73175 1887 - - -- 41887 -32.734 -2.745625 _ 1888 N1_888 -32.734 -1.7595 1889 _ N1889 -36.675468 -8.662375 1890 N1890 -41.617036 -11.62075_ 1891 N 1891 -42.60404 -11.62075 1892 N1892 42.609496_ -12,606875 1893 N1893 -42.614952 _ _ _ -13.593 l 1894 _ N1894 -38.656024 -11,62075 1895 N1895 _ -38.659298 -12 606875 1896 N 1896 -38.662571 -13.593 1897 N1897 _ -37.674476 -13.593 1898 N1898 -36.686381 13.593 '189 9 N 1899 -32.734 -9.6485 1900 N1900 -32.734 -8.662375 '1901 N 1901 -32.734 -7.67625 '1902 _ _ N1902 46.536778 -9.6485 19031 N 1903 -46.544417 10.634625 1904 N 1904 47.555429 -13.%3 ,1905 N1905 _ -46.567333 _ -13.593 1906 N 1906 -49.494516 9.6485 1907 N 1907 -48.491143 -7.67625 1908 N 1908 -46.529139 -8.662375 '1909 N 1909 -46.5215 -7.67625 1910 N1910 _ -47.506321 -7.67625 191 1 , N1911 45.481107 -1.7595 19121 N 1912 -46.464539 -1.7595 1913 N 1913 -47.449102 -1.7595 1914: N1914 -48,432137 -1.7595 1915 N1915 -52,_424356 _ -6.690125 1916 N 1916 1 __ -48.482413 -6.690125 1917 N 1917 -48.473683 -5.704 1918 N 1918 -45.522492 -5.704 1919 N1919 -68.234 30.7406_67 '1920 N 1920 -68.234 31.774 ,1921 N1921 -68.234 32.807333 1922 N1922 -64.2356 12.156005 1923 N 1923 -64.234635 13.180181 1924 N 1924 -64.234137 14.208663 1925 N1925 -42.234 _ _ 16.274 1926 N1926 -42.234 17.307333 1927 N1927 -42.234 18.340667 1928 N 1928 -46.234 22.474 1929 _ N1929 -52.234 24.540667 1930 _ _ N1930 -52.234 23.507333 1931 N 1931 -52.234 22.474_ 19321 N1932 _ -56.234 20.407333 119331_ N 1933 -56.234 19.374 RISAFoundation Version 11 .0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 120 Page 166 of 212 Company Ilar Consulting Group, Inc 1 Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) La bel Z ft X 1934 N 1934 -56.234 _ _ _ 18.340667 1935 N1935 -48.234 _ 19.374 19361 N1936 -48.234 18.340667 1937 N1937 -47.234 18.340667 1938 N 1938 -46.234 18.340667 1939 N 1939 -48.234 22.474 1940 N 1940 -52.234 21.440667 1941 N1941 -56.234 24.540667 1942 N 1942 -56.234 23.507333 1943 N 1943 -56.234 22.474 1944 N1944 -48.234 23.507333 _ 1945 N1945 -47.234 _ 22.474 119461 N1946 -48.234 26.607333 1947 N1947 -52.234 25.574 _ 1948 N 1948 -52.234 26.607333 _ 1949 N1949 -38.234 20.407333 1950 N1950 -38.234 21.440667 1951 N1951 _ _ -38.234 22.474 1952 N 1952 38.234 24.540667 1953 N1953 -38.234 25.574 _ 1954 N1954 -38.234 26.607333 1955 N 1955 -42.234 24.540667 1956 N 1956 -42.234 25.574 1957 N1957 -42.234 26.607333 1958 N1958 -42.234 23.507333 1959 N 1959 -42.234 22.474 1960 N 1960 -42.234 20.407333 1961 N 1961 -42.234 19.374 1962 N1962 -42.234 21.440667 1963 N 1963 -48.234466 14.208642 1964 N 1964 -42.245021 12.156954 1965 N1965 -42.237965 13.180145 1966 N 1966 -42.234918 14.20879 1967 N1967 -38.234 16.274 1968 N1968 -38.234 17.307333 1969 _ N1969 -38.234 18.340667 1970 N1970 -46.234 17.307333 1971 N 1971 -46.234518 14.208511 1972 N1972 -42.234 15.240667 1973 N 1973 -38.234 _ 12.140667 1974 N 1974 -38.234 _ 13.174 1975 N1975 -38.234 14.207333 1976 N 1976 -46.236369 13.179418 1977 N1977 -47.234595 14.208845 1978 N1978 -42.255307 11.138126 1979 N 1979 -56.234 16.274 :1980 N1980 _ -56.234 15.240667 1981 N1981 _ -56.234363 14.209227 1982 N1982 _ -56.23752 12.159103 J 9831 N1983 _ 56.240468 11.14119 1984' N1984 _ _ 52.238615 12.158783 1 9851 N1985 - 52.242434 11.140333 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 121 Page 167 of 212 Company r,iiarConsulting Croup, Inc. Nov 19,2018 4 PM 11RISA Designer : JWM Checks Job Number 2018039 Checked By Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label _ Z jft, _ _ 1986 _ N 1_986_ _ -52.235838 13.181287 1987 N1987 -52,234484 _ 14.209242 19881 N1988 -52.234 16.274 1989 N1989 -52.234 17.307333 1990 N1990 -52.234 15.240667 _ 1991 N 1991 -64.234 20.407333 1992 N1992 _ -64.234 21.440667 _ .1993 _ _ N1993 _ 64.234 __ 22.474 1994 N1994 _ _ -64.234_ _ _ 16.274 1995 N1995 -64.234 _ _ 15.240667 1996 _ _ N1996_ -74,234_ _ _ 16.274 1997 N1997 -74.234 _ 15.240667 1998 f N1998 _ -74.234 _ 14.207333 1999 N1999 -74.234 12.140667 _ 20001 _ N2000 -74.234 _ 11.107333 _ 20011 _ N2001 _ -68.234358 13.179546 12002' N2002 -68.234079 14.208558 003 _ N2003 69.234057 14.208429 2004 N2004 _ -70.234056 _ 14.208664 2005 N2005 -64.234 17.307333 0006, N2006 _ 64.234 - 18.340667 2007 N2007 !� -74.234 _ 18.340667 _ 200& _ N2008 _ _ -74.234 _ 17.307333 2009 _ N2009 _-88.234 1.5,240667 2010 N2010 68.234 _ 16.274 2011 N2011 -68.234 17.307333 2012 N2012 -68.234 18.340667 2013 _ N2013 _ -56.235414 13.181436 2014 N2014 -56.234 17.307333 20151 N 2015 -60.234 16.274 016 N2016 -60.234 _ 17.307333 2017rt N2017 60.234 18.340.667 2018 N2018 -60.234 _ 15.240667_ 2019 N2019 -60.234259 14.209105 2.020 N2020 -64.237334 11.13916 2021 N2021 -60.236557 12.158191 2022 N2022 1 -60.238635 11.138994 2023 N2023 -60.235 13.180895 2024 - N2024 - - 64.234 24.540667 2025 N2025 -64.234 23.507333 026 N2026 -74.234 24.540667 2027` N2027 -74.234 _ 23.507333 2028 N2028 -74.234 22.474 I 2029 N2029 _ -74.234 20.407333 030 N2030 - _ -74.234 _ 19.374 031 N2031 -68.234 21.440667 2032 N2032 -68.234 _ 22.474_ _ 2033 N2033 -69.234 22.474 2034 N2034 -70.234 22.474 12035 N2035 -64.234 25.574 203-; N2036 __ -84.234 ___ 26.607333 _ 12037 N2037 -74.234_ 26.607333 -1 RISAFoundation Version 11 .0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 122 Page 168 of 212 Company .-illar Consulting Group, Inc. Nov 19, 2018 11RISA Designer : JWM Checks Job Number 2018039 Checked By:___ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label 2[ftl X 12038 N2038 -74.234 25.574 2039 _ N2039 -68.234 23.507333 2040 N2040 -68.234 24.540667 2041 N2041 _ -68.234 25.574 2042 N2042 -68.234 26.607333 0431 N2043 -56.234 21.440667 044 N2044 -56.234 25.574 2045 N2045 -56.234 26.607333 2046 N2046 _ -60.234 24.540667 2047 N2047 _ -60.234 25.574 _ 048 N2048 -60.234 26.607333 2049 N2049 -60.234 23.507333 2050 N2050 _ -60.234 22.474 _ 2051 N2051 -64.234 19,374 2052 N2052 -60.234 20.407333 2053 N2053 -60.234 19.374 2054 N2054 -60.234 _ 21.440667 2055 N2055 -50.234 _ 32.807333 _ 2056 N2056 -50.234 33.840667 2057 N2057 -50.234 34.874 058 N2058 -56.234 34.874 2059 N2059 _ -56.234 35.9073_33 _ 2080 N2060 _ -74.234 39.007333 2061 N2061 -74.234 37.974 2062 N2062 -74.234 36.940667 2063 N2063 -74.234 28.674 1 2064 N2064 -74.234 27.640667 2065 N2065 -64.234 32.807333 2066 N2066 -64.234 33.840667 2067 N2067 -64.234 34.874 2068 N2068 -68.234 33.840667 F06 9 N2069 -68.234 34.874 070; N2070 -74.234 32.807333 2071 _ N2071 -74.234 31.774 2072 N2072 -74.234 30.740667 2073 _ N2073 -74.234 34.874 2074 N2074 -74.234 33.840667 2075 N2075 -64.234 28.674 2(1761 N2076 -64.234 29.707333 2077 N2077 -64.234 30.740667 2078 N2078 -74.234 29.707333 2079 N2079 -68.234 27.640667 2080 N2080 -68.234 28.674 _ 2081 N2081 -68.234 29.707333 2082 N2082 -68.234 39.007333 2083 N2083 -68.234 37.974 2084 N2084 -68.234 36.940667 2085 N2085 -73.234 41.074 2086 N2086 -74.234 40.040667 2087 N2087 -68.234 35.907333 2088 N2088 -74.234 35.907333 2089 N2089 -68.234 - - 40.040667 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 123 Page 169 of 212 Company rniar Consulting Group, Inc. Nov 19, 2018 IIRISA Designer JWM Checked PM ke Job Number 2018039 Checked By.�_ Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label - - Z X[ftl [2090 N2090 -68.234 41.074 _ 2091 N2091 -64.234 39.007333 2092 N2092 -64.234 40.040667 _ 2093 N2093 -64.234 41.074 2094 N2094 -60.234 30.740667 2095 _ N2095 -60.234 29.707333 2096 N2096 -60.234 28.674 2097 N2097 -64.234 _ 37.974 2098 N2098 _ -64.234 36.940667 _ 2099 N2099 -60.234 - 34.874 -- 2100 N2100 -60.234 _ 33.840667 2101 N2101 -60.234 - 32.807333 21021 N2102 -60.234 35.907333 2103 N2103 -60.234 36.940667 2104 N2104 -56.234 39.007333 2105 N2105 _ -56.234 40.040667 _ I 2106 _N2106 _ -56.234 41.074 2107 N2107 -60.234 39.007333 2108 N2108 -60.234 40.040667 _ {{2109 _ N2109 _ -60.234 41.074 12110 N2110 _ -60.234 _ _ 37.974 2111 N2111 -60.234 27.640667 2112� N2112 _ -56.234 30.740667 2113 _ N2113 -56.234 - 31.774 2114 N2114 _ -60.234 _ -- 31.774 115 N2115 _ -64.234 - 27.640667 2116 N2116 -38.234 34.874 r117 .. N2117 -38.234 _ _ 35.907333 2118 N2118 _ -38.234 36.940667 2119 N2119 -50.234 _ 36.940667 - 120 - N2120 __-50.234 37.974 2121 N2121 -50.234 39.007333 122' N2122 -52.234 28.674 - 2123 N2123_ -52.234 _ 27.640667_ - �2124 N2124 -46.234 32.807333 2125 N2125 46.234 33.840667 2126� N2126 -46.234 34.874 2127 N2127 -54.234 _ 33.840667 2128 _ N2128 -54.234 34.874 2129 N2129 -55.234 34.874 i2130 N2130 _ -50.234 31.774 2131 N2131 -56.234 28.674 2132 N2132 -56.234 27.640667 2133 N2133 -48.234 27.640667 2134 N2134 -47.234 26.607333 2135 N2135 -46.234 26.607333 136 N2136 -52.234 29.707333 137 N2137 -50.234 40.040667 138 N2138 -50.234 41.074 2139 N2139 -54.234 _ 37.974 140 N2140 55.234 _ 41.074 �j41 N2141 -54.234 41.074 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 124 Page 170 of 212 i U I.Company Pillar Consulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checked PM ke Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) T Label z[ft] X[fc] 2142 N2142 -50.234 35.907333 _ ,2143 N2143 -46.234 39.007333 ,2144 N2144 -46.234 _ _ 40.040667 2145 N2145 -46.234 41.074 2146 N2146 -42.234 30.740667 2147 N2147 -42.234 29.707333 2148 N2148 -42.234 28.674 2149 N2149 -46.234 37.974 2150 N2150 -46.234 36.940667 2151 N2151 -42.234 34.874 2152 N2152 -42.234 33.840667 _ 2153 N2153 -42.234 32.807333 2154 N2154 -42.234 35.907333 _ 2155 N2155 -42.234 36.940667 2156 N2156 -38.234 39.007333 2157 N2157 -38.234 40.040667 2158 N2158 -42.234 39.007333 2159 N2159 -42.234 40.040667 _ 2160 N2160 -42.234 41.074 12161 N2161 -42.234 37.974 2162' - - N2162 -42.234 27.640667 2163 N2163 -38.234 30.740667 2164 N2164 -38.234 31.774 _ 2165 N2165 -38.234 32.807333 2166 N2166 -42.234 31.774 2167 N2167 _ -62.323286 -4.717875 168 N2168 -61.388762 -13.593 2169 N2169 -58.368921 -6.690125 2170 N2170 -55.46019 -13.593 2171 N2171 -74.234 -9.6485 172 N2172 -74.234 -10.634625 2173 N2173 -67.317333 -13.593 2174 N2174 -74.234 -8.662375 2175 N2175 -71.269714 -13.593 2176 N2176 -74,234 -3.73175 2177 N2177 -74.234 -4.717875 2178 N2178 -70.26773 -6.690125 2179 N2179 -74.234 -2.745625 2180 N2_180 -56.314357 1.198875 2181 N2181 -61.241165 10.126542 2182 N2182 -64.258802 5.143375 2183 N2183 -58.273683 5.143375 2184 N2184 -64.288563 -0.773375 2185 N2185 -74.234 2.185 2186 N2186 -74.234 1.198875 2187 N2187 -70.255825 -0.773375 2188 N2188 74.234 _ 3.171125 2189 N2189 -74.234 8.10175 2190 N2190 -74.234 7.115625 2191 N2191 __ -70.243921 5.143375 2192 N2192 -74.234 9.087875 ,2193' N2193 -36.510007 7.115625 RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\PlanerEnclosure 2 (fdn).r3d] Page 125 Page 171 of 212 Company Pillar Consulting Group, Inc. Nov 19, 20 IIRISA Designer JWM Checked ke - Job Number 20180Ci9 Checked B Model Name Planer Enclosure Foundation Point Coordinates (Continued) Labd z ft) - 2194 N2194 I _ -48,419292 _ -0.773375 2195 N2195 -42.480157 _ 1.198875 _ 2196 N2196 -48.319317 5.143375 2197 N2197 -39.274551 10,107675 2198 N2198 -32.734 5.143375 .2199 N2199 - - 32.734- - - - 9.087875 2200 N2200 -33.650667 _ 10.074 2201 N2201 -32.734 0.21275 _ 2202 N2202 -32.734 _ 1.198875 2203j N2203 -39.591268 _ - -1.7595 204i N2204 -32.734 -0.773375 2205 _ N2205 _ -42.598583 _ -10.634625_ 2206. N2206 -32.734 -5,704 2207 N2207 -32.734 -4.717875 _ 2208; N2208 -39.62775 _ 7.67625 _ 2209 N2209 -32.734 --r -6.690125 2210! N2210 -32.734 -11.62075_ 2211 N2211 _ -32.734 _ __ I -10.634625_ _ 22121 _ N2212 -39,650667 _ 13.593 2213 N2213 _ -33.722095 _ -13.593 22141 N2214 _ _ -32.734 _ -12.606875 2215 _ N2215 _ -48.464952 -4.717875 22161 N2216 _ 51.50781 -13._593 2217 _N2217 -43.603048 _ -13.593 :22181 N2218 _ -46.234 _ 21.440667 2219 N2219 -46.234 __ 25.574 2220 N2220 -38.234 _ 23.507333 2221 N2221 -38.234 _ 19.374 2222 _ N2222 48.234 15.240667 N2223 -38.234 _ 15.240667 74 N2224 -48.245755 _ _ 11.139577 5 N2225 -38.234 11.107333 6, N2226 -70.23536 _ 11.138136 2227 N2227 -74.234 13.174 2228� N2228 _ -70.234 19.374 2229 N2229 -74.234 21.440667 22301 N2230 -71.234 36.940667 _ 2231 N2231 -64.234 31.774 2232_ N2232 -64.234 35.907333 2233 N2233 -67.234 41.074 2234 N2234 -56.234 29.707333 2235 N2235 -59.234 41.074 2236 N2236 -63.234 _ 41.074_ 2237 N2237 -55.234 30.740667 2238 N2238 -51.234 30.740667 22391 N2239 -47.234 30.740667 2401 N2240 -46.234 30.740667 241_1 N2241 -46.234 31.774 242' N2242 -46.234 29.707333 22441 N2243 _ -53.234 41.074 22441 _ N2244 -46.234 35.907333_ _ 2245 N2245 49.234 41.074 j RISAFoundation Version 11.0.1 [P:\...\2018\2018039\SD\PlanerEnclosure 2 (fdn).r3d] Page 126 Page 172 of 212 Company „,arConsulting Group, Inc. Nov 19, 2018 11RISA Designer JWM Checks Job Number 2018039 Checked By: Model Name Planer Enclosure Foundation Point Coordinates (Continued) Label Z Ift] X[ft] 2246 N2246 -38.234 28.674 2247 N2247 -38.234 29.707333 2248 N2248 -38.234 33.840667 22491 N2249 -41.234 41.074 22501 N2250 -45.234 41.074 22511 N2251 -38.234 37.974 2252 N2252 -38.234 27.640667 Material Takeoff Material Quant' Voium ds^3 Weigh IN 1 _ Slabs 2 Conc4000NW 1 116.6 456.4 3 4 Totals 5 Conc4000NW 116.6 456.4 6 Total Concrete 116.6 456.4 RISAFoundation Version 11.0.1 [PA...\2018\2018039\SD\Planer Enclosure 2 (fdn).r3d] Page 127 Page 173 of 212 SECTION 3 Special Reinforced Concrete Shear Walls & Foundation Reinforcement on Wall Lines I 1 1 Page 174 of 212 r v « v YYY Ym m W� o N ry o o o ..I o m m m II rl N000 � o � 00 N LO h' � m ro m M a o ry o rc w I/1 11 �I II eV II II II ro a 19" v'I al S.Ili o � E6 000000 oo[0000000 J II \ q } 3 n o m y - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rc M E `- `O w m E c w � _ � E ,��, ma�o to lom ulova00000 N � a .-I N m a In 3 a a ai cn cn °; °i °i Q °i m m ai q .°-' rm'I 'ml 'ml Q Q E n m S ; S S S S S S S S S S S a S S S N N N N N u ty N N N N N N N N N O S 0 0 0 co_ co_ co_ co co co o m ti 1O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n 0o m'i oyo m O'o ao a'o .m. 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Y o ,� o vi .-I In o o o 0 0 0 0 Y Y y E a O N N N M M M m M M M 6 6 2 Y N 2 Y 1i 10 O ul O m O ,° w t O O O O O O O O N n w ul n fl O N 6 N ID G ,R Q O O N N O N O N n VI N w o 0 m E V V a A II II II II II II II II N II II II II II II II IIC II II II e m N m M M w a h > `•' > 7 E € yl > o n m o 8Q m m w N g Stl 6nN nN> IEG �' ,o NONrvu� aam >I>I .N-I ti1O-I b e 3 00 g 0 0 0 0 o q q CL 8 O O O O O O o ,�0 0 n n .5 ^?m m Q m i° n m .. .. ry ua '^,w '^ m ai a ui 3 u _ ui xri °i ri Q Q a Q a a e v N N N N N N N vo U � 8q8 oaSo om cm ry Y 00 0 ' wo na vmX o`� ¢ inO1mamm 0 0 mo w u 9 O C u O ` G frM6i C m W N O O W N lND O Q Ono C? 0, oov ° r O o 0 o g o q o 0 0 o 0 0 o o 0 0 0 0 ok N � m S Q� .N-I W ydj 9 O N O b L N ti S O gaQQQ, aQQQQ 8 $ E o o plc v m o 0 0 0 0 0 0 0 0 o Ft r cy X - "�:, II II II II n C u n II c n u c N V. 1010 A o v a lam: T' «$9 cG X C' «L' # 0 0 q tl/OCI LL E C a, Yn L 2 Z LL u m 16 Gom v v v v p � m � Q Q Q Q Q 0 h n n W L •d R R R R R R 2 R R R 0 0 0 0 ul O O m O I/1 ul M O N ul OI ca NO N - c « �1 O QN n a IO UJ Q n ^ n O O fV ^ O prmpI p Z > c N O O O O O O} a m M1I OI N N m M Q v�i n b n m o a u 2 9 N �= C ° 06 3 0 II p n C N V 3 Q a 5 O e u z 9 v n n o _C �n ry a w a Y o In Io Io II `° m �^ w 0o n n r CV a E. 00' 0'00' 0' 0' 0' 0' 0' = 0' 0' 0' 0o ' � o m O O In C a w o c I ` II II II II II II II II (� CL _} �• �I � � .a � w ��w c v Z �'� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O � y - 0 0 0 0 0 0 0 0 0 0 0' `- o` v W " m E c 8 - � m > > x _ ms "n m In m In m m m m m o 0 0 0 c q ai ai m m m g a m m ai ai cl ai m 6 E p N rm'I ti E 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 1 N N N N N ri H .ry-I rl 'i .-1 V N N N N N N N N N N O O O O�: xm m O O O O O O o o 0 0 0 0 w v N w N N .� E N I > f u � afo a'o afo � ro aio ao � ro ro ro ro m m' ni m m m in v u u u u u u u u IN W h a a a a a a a a a a a a a i a a v a n a n n.n Ili ry 1O m om m m o o o 0 Io o a o .+ o Io Ic a o o v o 0 0 o In In In N V In N .. 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N N N N N N N N N N N N N N N I 3 v O c Y O _ ` R N � ;i � c V E rcr2 H Z ' r v v 1; O C O O 1 jn a0 A u 0. 2 t o V u c c ccm W y y y C c c c G a 0 C m igwm Iom °pv `" `& qin 0^ 85" ^� IN � N o .N+ o 0 0 0 ou 0 Gc a ao m ry o m n In In v m o �+ N m EL `gym 0In ° �. c u « o m Y OE t 4 � m II II C� 0 = « c II II II 3=— p a II III II II m u 5 c°o'25 - 5 `'"'PILLAR IIII CONSULTING it GROUP, INC. Professional Engineering and Project Management r A�r eC-1-V 0ZPi\JG uN-f?ElZ } �.C r[C w1 SRC_ z V u Ct �'�-(Z'TR--C-�S�`E-C< < C�.�f_e,.< 5�=�-(ti- r^(C.'z�1.`bni S'1`�-�-sJeT�- 7� �t�✓L�� A c� (e^(( [;)r r JUt �, y � J�-f',�.r� �C-�P-c�-� M��„u�t-.,ca,Gl ��<� 5( 0-- =� ��i)('a�tr�iJ°`t` ;'�',"��� j---,;�r`�.1 y'�it.-.'.(•.f'€s!�t_.� 4»Et.ltlu�(�. r,.,1(�.� �"'�r�` ��� 1Av r>F� uN r%e "c�r �.aH-i ce j tA M w Cc,S I, 0 8 �z. to 40 <) �r3' w,A-t s �^1� S�, c u G o 7r c f�fi 'TJ (o sTf����•!' c erg ere ry r c� 't 1. a 6 o �q s flee s �- 6 /r OTC r� SUBJECT: PROJECT_M �' nn DATE: SHEET: I OF www.piIIar-inc.com (541) 752-9202 Page 177 of 212 PILLAR IIII CONSULTING GROUP, INC. Professional Engineering and Project Management / .,�-.,,.• ram,_,:: � -,-- ,_., ,, ` r-� �- ,, t I i I ` f; i E ' E if I l SUBJECT: PROJECT#: DATE: SHEET: "� OF www.pillar-inc.com (5 41 ) 752-9202 Page 178 of 212 'M-OPILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management M mu, 2., 7�q C)7 seer_` CoLjr"'Ip-t F-LO4 C-(Z- '-f cr7)0 P3 I (? --r-4 ov� M-1 7-0c, CIO) ("6�1 CJ'C .-T+p, C 0 (� TOP SUBJECT: PROJECT DATE: F:77 B Y: F SHEET: OF www.pillar-inc.com ) Page 179 of 212 SECTION 4 Anchorage Design for Embed Plates and SSCCS Base Plates I I 1 i t I Page 180 of 212 1 I "" PILLAR III CONSULTING GROUP, INC. Professional Engineering and Project Management F--f,6f�4 �Xz- 'ThO or-- C'Dwc. 15 C ('4 on-- 1, f V- F->e v F r.•f-'4 F a cc C' W�..-a"C! (LI 1 '5 cc f V, co 'tn 14 J 6 INN 15. 33 r,rL �l p j 3 �`) c^ F. �, 71 1,70 —'-wo r L-o K> -F-L SUBJECT: PROJECT DATE: BY: F-r)r-i SHEET: 1 OF www.plllar-inc.com (5 ) Page 181 of 212 " Q'PILLAR IIICONSULTING GROUP, INC. Professional Engineering and Project Management �3� r Cq c 4-� SZ' '-rT— fA 1 > SUBJECT: PROJECT#: DATE: 11 `t $ �j �W f1 r,/—(',n 6r- ( L - SHEET: r,' OF www.piIIar-inc.com (541) 752-9202 Page 182 of 212 °' PILLAR II� CONSULTING I GROUP, INC. Professional Engineering and Project Management VM2,S C f'tr[ l �. u " 11.? 1�,Sv�. M(fix ;LEP,-cn7-o a Cz F—ama6 r I r---- wS Lam= r �. SUBJECT: PROJECT#: DATE: C^ �`-T (� , Cv rfL- . L/F� c_ �^:.rn(? j BY: SHEET: OF www.pi11ar-inc.com (541) 752-9202 Page 183 of 212 1 .-1 1 I—L-1 oil www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 1 Specifier: Joe McCormick,PE,SE Project: Planer Enclosure Address: Sub-Project I Pos. No. 2018039 Phone I Fax: 541-752-9202 1 Date: 11/19/2018 E-Mail: Specifier's comments:Beam-to-Walls Embed Connections 1 Input data Anchor type and diameter: AWS D1.1 GR.B 1/2 Effective embedment depth: hef=4.000 in. Material: Proof: Design method ACI 318-11/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.750 in. Anchor plate: IX x ly x t=8.000 in.x 8.000 in.x 0.750 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fc'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry[in.]&Loading[lb,in.lb] z: of 0 Y 5 O 9.Y 's 6, a yr p 0.754 z `O r i 'c'Y X Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 184 of 212 PROFIS Anchor(c)2003-2009 Hitti AG,FL-9494 Schaan Hllti Is a registered Trademark of Hilt AG,Schaan www.hilti.us Prof is Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 2 Specifier: Joe McCormick, PE,SE Project: Planer Enclosure Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: 541-752-9202 1 Date: 11/19/2018 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 3 4 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2,875 2,875 0 2 0 2,875 2,875 0 x 3 0 2,875 2,875 0 4 0 2,875 2,875 0 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] `i resulting tension force in(x/y)=(0.000/0.000): 0[lb] 1 2 resulting compression force in(x/y)=(0.000/0.000). 0[lb] Anchor forces based on a rigid base plate assumption! 3 Tension load Load N„a[Ib] Capacity Nn[lb] Utilization ON=Nuj#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 intension) Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 185 of 212 PROMS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan g www.hilti.us _ Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 3 Specifier: Joe McCormick,PE,SE Project: Planer Enclosure Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: 541-752-9202 1 Date: 11/19/2018 E-Mail: 4 Shear load Load V„s[lb] Capacity;V„[lb] Utilization Pv=Vua/;Vn Status Steel Strength' 2,875 8,281 35 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength" 11,500 23,458 50 OK Concrete edge failure in direction x+'" 11,500 12,349 94 OK anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength AV'sa =Ase,v futa ACI 318-11 Eq.(D-28) W Vsteel>Vua ACI 318-11 Table D.4.1.1 Variables Ase v[in•21 fut.[psi] 0.20 65,000 Calculations V,,[lb] _ 12,740 Results V,,[lb] steel V.[lb] Vua[lb] 12,740 0.650 8,281 2,875 4.2 Pryout Strength Vcpg -kcp L(A)W ec,N kVed,N W c,N W cp,N NbJ ACI 318-11 Eq.(D-41) Vcpg'Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig.RD.5.2.1(b) ANco =9 hef ACI 318-11 Eq.(D-5) 1 W ec,N 1 +2 e' <_1.0 ACI 318-11 Eq.(D-8) 3 har W ed,N =0•7+0.3(1 5h r)5 1.0 ACI 318-11 Eq.(D-10) W cp,N =MAXrC.nuo 1.5N =1.0 ACI 318 11 Eq.(D-12) `` c.c ' c c Nb =kc X a if:he#5 ACI 318-11 Eq.(D-6) Variables kcp hef[in.] ect.N[in.] ec2,N[in.] - ca.mm[in.] 2 4.000 0.000 0.000 3.500 T c N ca.[In.] kc ?,a fc[psi] 1.000 - 24 1.000 4,000 Calculations AN.[in 2] ANco[in 2] T eci N W ad2.N T edN W ca N Nn[lb] _ 227.09 144.00 1.000 1.000 0.875 1.000 12,143 Results Veoe[lb] cmcrete V,,,[lb] Vus[Ib] 33,512 0.700 23,458 11,500 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 186 of 212 PROFIS Anchor(c)2003-2009 HiHi AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 4 Specifier: Joe McCormick, PE,SE Project: Planer Enclosure Address: Sub-Project I Pos. No. 2018039 Phone I Fax: 541-752-9202 1 Date: 11/19/2018 E-Mail: 4.3 Concrete edge failure in direction x+ ,AVcbg =l:�,,I_i,�W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-11 Eq. (D-31) Y Vcbg Vua / ACI 318-11 Table DA 1.1 Avc see ACI 318-11, Part D.6.2.1,Fig. RD.6.2.1(b) Avco =4.5 cat ACI 318-11 Eq.(D-32) / 1 W ec,v = 1 e, c 1.0 ACI 318-11 Eq.(D-36) 1 +—3c,t W ed,V =0.7+0 3(1 5c, )<_1.0 ACI 318-11 Eq.(D-38) W n,v = 1.5c,,f>10 ACI 318-11 Eq (D-39) h� ( loz Vb = (8 \d/ �) A,a�Cal ACI 318-11 Eq.(D-35) a Variables Cal[in.] Caz[in.] ecv[in.] W c.V ha[in.] 19.108 9.500 0.000 1.000 12.000 le[in.] X a de[in.] f.[psi] W parallel,V 4.000 1.000 0.500 4,000 1.000 Calculations Avc[in.I Avco[in 21 W ec v W ed,V W h,v Vb[lb] 517.94 1,643.02 1.000 0.799 1.545 45,295 Results V,g[lb] concrete Vcbg[lb] Vua[lb] 17,641 0.700 12,349 11,500 5 Wamings • 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 0 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! Inputdata and results must be checked for agreementwith the existing conditions and for plausibility! Page 187 Of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan 9 www.hilti.us Pr_ofis Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 5 Specifier: Joe McCormick,PE,SE Project: Planer Enclosure Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: 541-752-9202 1 Date: 11/19/2018 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:AWS D1.1 GR B 1/2 Profile:no profile Installation torque:- Hole diameter in the fixture:df=0.563 in Hole diameter in the base material:-in. Plate thickness(input):0.750 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.813 in. R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) y 4.000 4.000 0 0 3 �- - �—' 0 0 0 v 0 Uri 0 0 0 v ( 1 0 0 uQ 2.071 3.858 2.071 Coordinates Anchor in. Anchor x y c_ c— c-v c+y 1 -1.929 -2.500 3 500 19.108 9 500 - 2 1.929 -2.500 7.358 15.250 9 500 - 3 -1.929 2.500 3.500 19.108 14.500 - 4 1.929 2.500 7.358 15.250 14.500 - Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 188 of 212 PROFIS Anchor(c)200&2009 HiHi AG,FL-9494 Schaan Hilt!is a registered Trademark of HIM AG,Schaan 9 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 6 Specifier: Joe McCormick, PE,SE Project: Planer Enclosure Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: 541-752-9202 Date: 11/19/2018 E-Mail: 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! Page 189 of 212 PROMS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 I I W-V mil www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group Page: 1 Specifier: Joe McCormick,PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: 541-752-9202 1 Date: 11/16/2018 E-Mail: Specifier's comments:1-Ton Jib Crane Anchorage 1 Input data Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR.36 1 114 Effective embedment depth: hef=14.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08/CIP Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.000 in.;t=1.000 in. Hilti Grout:CB G PG,precicion,fe.uro I_10,443 psi Anchor plate: IX x ly x t=35.969 in.x 31.141 in.x 1.000 in.;(Recommended plate thickness:not calculated Profile: Round HSS,Steel pipe(AISC);(L x W x T)=14.000 in.x 14.000 in.x 0.500 in. Base material: cracked concrete,4000,fc'=4,000 psi;h=18.000 in. Reinforcement. tension:condition D,shear:condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D, E,or F) no R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry[in.]&Loading[kip,ft.kip] 9 0$ 00 X 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 Page 190 of 212 www.hilti.us Prof is Anchor 2.7.9 Company: Pillar Consulting Group Page: 2 Specifier: Joe McCormick, PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: 541-752-9202 1 Date: 11/16/2018 E-Mail: 2 Load case/Resulting anchorforces Load case: Design loads 05 6 Anchor reactions[kip] Tension force:(+Tension,-Compression) 1 Anchor Tension force Shear force Shear force x Shear force y 1 0.000 0.062 0.062 0 000 2 1.272 0.062 0.062 0.000 04 4) x •' 1 3 12.589 0.062 0.062 0 000 Tenson Compression 4 18.248 0.062 0.062 0 000 5 12.589 0.062 0.062 0.000 \ 6 1.272 0.062 0.062 0.000 max.concrete compressive strain: 0.24[96 1 03 max.concrete compressive stress: 1,028[psi] resulting tension force in(x/y)=(-9.647/0.000): 45.970[kip] resulting compression force in(x/y)=(13.585/0.000): 45.970[kip] Anchor forces based on a rigid base plate assumption! 3 Tension load Load Nua[kip] Capacity N„[kip] Utilization pN=Nua/#Nn Status Steel Strength* 18.248 42.151 44 OK Pullout Strength* 18.248 50.109 37 OK Concrete Breakout Strength`* 45.970 103.927 45 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 fula ACI 318-08 Eq.(D-3) � Nsa Nua ACI 318-08 Eq.(D-1) Variables Ase N[in.z] fut.[psi] 0.97 58,000 Calculations Nu[kip] 56.202 Results Nsa[kip] steel Ns.[kip] Nua[kip] 56.202 0.750 42.151 18.248 Inputdata and results must be checked for agreement with the existing conditions and for plausibility! Page 191 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group Page: 3 Specifier: Joe McCormick,PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: 541-752-9202 Date: 11/16/2018 E-Mail: 3.2 Pullout Strength NpN =yr c,p Np ACI 318-08 Eq.(D-14) Np =8 Abrg fc ACI 318-08 Eq.(D-15) � NpN>_Nua ACI 318-08 Eq.(D-1) Variables W c,P Abrg[in.2l fc[psi] 1.000 2.24 4,000 Calculations Np[kip] 71.584 Results A Npn[kip] __ t concrete W Npn[kip] Nu.[kip] 71.584 0.700 50109 18.248 3.3 Concrete Breakout Strength Ncbg =(ANC)W ec,N IV ed,N W c,N W cp,N Nb ACI 318-08 Eq. (D-5) Ncbg�Nua ACI 318-08 Eq.(D-1) AN, see ACI 318-08,Part D.5.2.1, Fig. RD.5.2.1(b) ANco =9 hef ACI 318-08 Eq. (D-6) 1 1P ec,N (1 +2 eN 51.0 ACI 318-08 Eq.(D-9) _ \ 3 her yf ed,N =0 7+0.3 (�5har)<—1.0 ACI 318-08 Eq. (D-11) W cp,N =MAX(ce-- in 1.5h.1 c 1.0 ACI 318-08 Eq (D-13) c" ' c" f Nb =16 hef ACI 318-08 Eq (D-8) Variables hef[in.] _ecl.N[in.] ec2.N[in.] cp,,,uo[in.] yr c.N 14.000 6.647 0.000 w 1.000 cac[in.] kc fc[psi] 0.000 16 1 4,000 Calculations ANc[in•21 ANco[in.21 W ecl.N W ec2.N W ed-N T Q_N Nb[kip] 4,189.89 1,764.00 0.760 1.000 1.000 1.000 82 293 Results Ncbg[kip]_ concrete Ncbg[kip] N.[kip] 148.467 0.700 103.927 45.970 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 192 Of 212 PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilli AG,Schaan 9 EL www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group Page: 4 Specifier: Joe McCormick,PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: 541-752-9202 1 Date: 11/16/2018 E-Mail: 4 Shear load Load Vua[kip] Capacity+Vn[kip] Utilization py=Vua/+Vn Status Steel Strength' 0.062 17.535 1 OK Steel failure(with lever ann)" 0.062 3.116 2 OK Pryout Strength" 0.370 294.221 1 OK Concrete edge failure in direction" N/A N/A N/A N/A *anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength ,AVsa =0.6 Ase,v futa ACI 318-08 Eq.(D-20) W Vsteel a Vua ACI 318-08 Eq.(D-2) Variables Ass.v[in.2] futa[Psi] 0.97 58,000 Calculations Vsa[kip] 33.721 Results Vsa[kip] sleel ob _ V.[kip] Vua[kip] 33.721 0.650 0.800 17.535 0.062 4.2 Steel failure(with lever arm) Vs =aML Ms bending equation for stand-off b Ms =Ms(1 -N) resultant flexural resistance of anchor M° _(1.2)(S)Ou,mln) characteristic flexural resistance of anchor (1 -N Na / reduction for tensile force acting simultaneously with a shear force on the anchor sa S =',323 elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(do) internal lever arm adjusted for spalling of the surface concrete Vs >_Vua ACI 318-08 Eq.(D-2) Variables aM fu,min[Psi] Nua(kip] Ns.[kip] z[in.] n do[in.] 2.00 58,000 18.248 42.151 1.500 0.500 1,250 Calculations rr _ N_ ll MS[ft.kip] \1 #Nw) Ms[ft.kip] Lb[in.] 0.748 0.567 0.424 2.125 Results VM[kip] steel +VM[kip] Vua[kip] 4.793 0.650 3.116 0.062 Input data and results must be checked for agreementwith the existing conditions and for plausibility! Page 193 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan 9 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group Page: 5 Specifier: Joe McCormick, PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: 541-752-9202 Date: 11/16/2018 E-Mail: 4.3 Pryout Strength Vcpg -kcp[(Am o) 4J ec,N T ed,N W c,N W cp,N NbJ ACI 318-08 Eq. (D-31) Vcpg i V a ACI 318-08 Eq. (D-2) AN, see ACI 318-08, Part D.5.2.1,Fig. RD.5.2.1(b) ANc0 =9 her ACI 318-08 Eq (D-6) 1 IF ec,N = 2 eN :5 1.0 ACI 318-08 Eq_(D-9) 1+3 hat W ed.N =0.7+0.3 1 Ca.-m\ 1.0 ACI 318-08 Eq. (D-11) 1.5her =MAX c. m 1.5he,):51.0 ACI 318-08 Eq. (D-13) cp.N ` Cep C­ Nb =16 7 hef3 ACI 318-08 Eq- (D-8) Variables kcp hef[in.] ec1.N[in.] ec2,N[in.] ca,min[in.] 2 14.000 0.000 0.000 °^ Y c.N cac[In.] kc ) _ fc[psi] 1.000 - 16 1 4,000 Calculations ANc[in•21 ANco[in•2] W ec1.N W ec2.N III ed,N _ 1 f cp.N Nb[kip] 4,504.89 1,764.00 1.000 1.000 1-000 1.000 82.293 Results _ Vcpn[kip] concrete IJI Vcpy Ikip] V.[kip] 420.315 0.700 294.221 0.370 5 Combined tension and shear loads _ RN Rv Utilization(3N,v[%] Status 0.442 0,020 5/3 26 OK RNV=RN+RV 1 6 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 0 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. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • 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! Page 194 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan Lma.L 3 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group Page: 6 Specifier: Joe McCormick,PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos.NOr 2018039 Phone I Fax: 541-752-9202 1 Date: 11/16/2018 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Heavy Hex Head ASTM F 1554 GR.36 1 114 Profile: Round HSS,Steel pipe(AISC); 14.000 x 14.000 x 0.500 in. Installation torque:- Hole diameter in the fixture:df=1.313 in. Hole diameter in the base material:-in. Plate thickness(input):1.000 in. Hole depth in the base material:14.000 in Recommended plate thickness:not calculated Minimum thickness of the base material:15.344 in. R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) y A + 17.984 17 984 o 00 ^�5 l�,l 6 N ��``11 rn � rn 1 04 — —►x � 1 rn N n LL7 In N 2.984 7.500 15.000 7.500 2.984 Coordinates Anchor in. Anchor x y c.x crx c-y c,y Anchor x y c.x c+x c_y cry 1 15.000 0.000 - - - - 4 -15.000 0.000 - - - - 2 7.500 -12.990 - - - - 5 -7.500 12.991 - - - - 3 -7.500 -12.990 - - - - 6 7.500 12.991 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2000-2009 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan Page 195 of 212 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group Page: 7 Specifier: Joe McCormick,PE,SE Project: Planer Room Foundati Address: Sub-Project I Pos. No. 2018039 Phone I Fax: 541-752-9202 1 Date: 11/16/2018 E-Mail: 8 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 AtltoUpdate 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 agreementwith the existing conditions and for plausibility! Page 196 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 1 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: Specifier's comments:SCCS Base Plate Anchorage-Post Installed 1 Input data Anchor type and diameter: HIT-HY 200+HAS-B-105(ASTM F1554 Gr.105)1 114 -------- -- —. Effective embedment depth: hef,act=10.000 in.(hef,limit=-in.),hnom=5.000 in. Material: ASTM A 1554 Grade 105 Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/2018 1 3/1/2020 Proof: Design method ACI 318-11 /Chem Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.000 in.;t=1.000 in. Hilti Grout:CB-G PG,precision,fc oro t=10,443 psi Anchor plate: Ix x ly x t=15.000 in.x 15.000 in.x 1.000 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=7.000 in.x 7.000 in.x 0.500 in. Base material: cracked concrete,4000,fc'=4,000 psi;h=18.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition A,shear:condition A;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry[in.]&Loading[lb, in.lb] :Z �j �a- v - Y.. o �r ai h d• 1 X Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 197 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HIM is a registered Trademark of Hilti AG,Schaan g www.hilti.us Profis Anchor 2.7.9 Company Pillar Consulting Group, Inc. Page: 2 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 03 14 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 7,730 -7,730 0 2 0 7,730 -7,730 0 x 3 0 7,730 -7,730 0 Compression 4 0 7,730 -7,730 0 max.concroto compressive strain: 0.00[%0] max.concrete compressive stress: 9[psi] !' i 2 resulting tension force in(x/y)=(0.000/0.000): 0[lb] — resulting compression force in(x/y)=(0.000/0.000): 2,000[lb] Anchor forces based on a rigid base plate assumption! 3 Tension load Load N„a[lb] Capacity Nn[lb] Utilization RN=N„d+Nn Status Steel Strength* N/A N/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 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! Page 198 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan g n 3 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 3 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No. 2018039 Phone I Fax Date: 11/16/2018 E-Mail: 4 Shear load Load Vua[lb] Capacity}Vn[lb] Utilization Pry=VuJ+Vn Status Steel Strength* 7,730 26,456 30 OK Steel failure(with lever arm)* 7,730 12,348 63 OK Pryout Strength(Concrete Breakout 30,920 84,622 37 OK Strength controls)** Concrete edge failure in direction x'* 30,920 32,165 97 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =av,seis(0.6 Ase,v futa) refer to ICC-ES ESR-3187 + Vsteel'Vua ACI 318-11 Table D.4.1.1 Variables Ase,y[in.2] fut.[psi] ay,seis (0.6 Ase,v fut.)[lb] 0.97 125,000 0.700 72,680 Calculations Vsa.eg[lb] 50,876 Results V_.,UPI asa }ab Va fib] Vua(lb] 50,876 0.650 0.800 26,456 7,730 4.2 Steel failure(with lever arm) Vs" =aML Ms bending equation for stand-off b Ms =MS(1 -�Nss) resultant flexural resistance of anchor Ms0 =(1 2)(S)(fu,min) characteristic Flexural resistance of anchor (1 -N., reduction for tensile force acting simultaneously with a shear force on the anchor S =n32)3 elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(do) internal lever arm adjusted for spalling of the surface concrete �Vs^ Z Vua ACI 318-11 Table D.4.1.1 Variables aM fu,mi.[psi] Nua[lb] Nsa[lb] z[in.] n do[in.] 2.00 125,000 0 90,851 1.500 0.500 1.250 Calculations rNua MS[in.lb] \1 +Nse) Ms[in.Ib] Lb[in.] 20,184.085 1.000 20,184.085 2.125 Results Vsa[lb] +steel Vs[lb] Vua[lb] 18,997 0.650 12,348 7,730 Input data and results must be checked For agreement with the existing conditions and for plausibility! Page 199 Of 212 PROFIS Anchor(c)2003-2009 HN AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan g www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 4 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: ( Date: 11/16/2018 E-Mail: 4.3 Pryout Strength(Concrete Breakout Strength controls) Vcpg —kcp L(AM* T ec,N W ed,N T c,N W cp,N NbJ ACI 318-11 Eq.(D-41) VcP9 z Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1,Fig.RD.5.2.1(b) ANcO —9 hef ACI 318-11 Eq.(D-5) 1 T ec.N = 1 2 eN 5 1.0 ACI 318-11 Eq.(D-8) 1+3 her W ed,N =0.7+0.3(l Sh r)5 1.0 ACI 318-11 Eq.(D-10) W cp N _MAX(c._. 1.5h.)5 1.0 ACI 318-11 Eq (D-12) cat Coe Nb =kc X a Ffc hef5 ACI 318-11 Eq.(D-6) Variables kcn her[in.] ec1,N(in.] ec2.N[in.] Gamin[in.] 2 10,000 0.000 0.000 25.000 W c,N ca.[in.] kc a a fc[psi] 1.000 18.789 17 1.000 4,000 Calculations AN,[in•21 ANcO[in•21 W ec1.N Tea.N T ed,N T cP.N Nb[lb] 1,600,00 900.00 1.000 1.000 1.000 1.000 34,000 Results Vco9[lb] concrete seismic -ductile VcD9[lb] Vua[lb] 120,889 0.700 1.000 1.000 84,622 30,920 Input data and results must be checked for agreementwith the existing conditions and for plausibility) Page 200 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HIM is a registered Trademark of Hilti AG,Schaan 9 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 5 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 4.4 Concrete edge failure in direction x- _ (Avc)l •Vcbg - \Avco/ T ec,V W ed,V IVc,v T h,V IVparallel,v Vb ACI 318-11 Eq.(D-31) W Vcbg>Vua ACI 318-11 Table D.4.1.1 Avc see ACI 318-11, Part D.6.2.1,Fig. RD.6.2.1(b) Avco =4.5 cat ACI 318-11 Eq.(D-32) 1 W ec,V = 1 2e�)s 1.0 ACI 318-11 Eq.(D-36) 1 +3ca, W ed,v =0.7+0.3(1 Sc, <_1.0 ACI 318-11 Eq.(D-38) 1.5c,,t-1.0 ACI 318-11 E Vb =9 a-,Ffc ca.1 ACI 318-11 Eq.(D-34) Variables Cal [in.] cat[in.] ecv[in.] w c,y ha[in.] 25.000 25.000 0.000 1.000 18.000 le[In.] X a da[In.] fc[psi] W parallelY 10.000 1.000 1.250 4,000 1.000 Calculations Avc[in.21 Avco[in.2] T ec.y T ed.v yr h.v Vb[lb] 1,305.00 2,812.50 1.000 0.900 1.443 71,151 Results Vcby[lb] oarrerota seismic nonductle Vcbg[lb] Vua[lb] 42,887 0.750 1.000 1.000 32,165 30,920 Inputdata and results must be checked for agreement with the existing conditions and for plausibility! Page 201 of 212 PROFIS Anchor(c)2003-2009 HE AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan 9 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group, Inc Page: 6 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 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 cl)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. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3 (a)that roquires the governing design strength of an anchor or groLIP of anchors be limited by rllintile steel failure If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b), Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a), Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by mo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and For plausibility! Page 202 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 7 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS-13-105(ASTM F1554 Gr.105)1 1/4 Profile:Square HSS(AISC);7.000 x 7.000 x 0.500 in. Installation torque:2,400.000 in.lb Hole diameter in the fixture:df=1.375 in. Hole diameter in the base material:1.375 in. Plate thickness(input):1.000 in. Hole depth in the base material:10.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:12.750 in. Drilling method:Hammer drilled Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer Compressed air with required accessories Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole Torque wrench • Proper diameter wire brush .y 7.500 7.500 0 u� N 3 �^ �4 0 u? I. 0 0 --aI—► o x 0 0 u? 1 }2 0 uQ N 2.500 10.000 2.500 • Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -5.000 -5.000 25.000 - 25.000 - 2 5.000 -5.000 35.000 - 25.000 - 3 -5.000 5.000 25.000 35.000 - 4 5.000 5.000 35.000 - 35.000 - Inputdata and results must be checked for agreement with the existing conditions and for plauslbiliryl Page 203 Of 212 PROFIS Anchor(c)2003-2009 HE AG,FL-9494 Schaan Hilti is a registered Trademark of Hit AG,Schaan 9 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 8 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos. No.. 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 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 usinq 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 agreementwfth the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Page 204 of 212 www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 1 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: ( Date: 11/16/2018 E-Mail: Specifier's comments:SCCS Base Plate Anchorage-Post Installed 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.105 1 1/4 Effective embedment depth: hef=14.000 in Material: ASTM F 1554 Proof: Design method ACI 318-11 /CIP Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.000 in.;t=1.000 in. Hilti Grout:CB-G PG,precision,fc,Grout=10,443 psi Anchor plate: IX x lyx t=15.000 in.x 15.000 in.x 1.000 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=7.000 in,x 7.000 in.x 0.500 in. Base material: cracked concrete,4000,fc'=4,000 psi;h=18.000 in. Reinforcement: tension:condition A,shear:condition A; edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry[in.]&Loading[lb,in.lb] z Ci:lo u 25" o Y r'I- x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hllti is a registered Trademark of Hilti AG,Schaan Page 205 of 212 www.h!lti.us Prof is Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 2 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 2 Load case/Resulting anchor forces y Load case: Design loads 03 4 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 7,730 -7,730 0 2 0 7,730 -7,730 0 �x 3 0 7,730 -7,730 0 Compression 4 0 7,730 -7,730 0 max.oonoroto compressive strain: 0.00[%.] max.concrete compressive stress: 9[psi] (^� 1 0 2 resulting tension force in(x/y)=(0.000/0.000): 0[lb] -- -- resulting compression force in(x/y)=(0.000/0.000): 2,000[lb) Anchor forces based on a rigid base plate assumption! 3 Tension load Load Nua[lb] Capacity f Nn[lb] Utilization_SN=Nua/+Nn 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) Inputdata and results must be checked for agreement with the existing conditions and for plausibility! Page 206 of 212 PROFIS Anchor(c)2003-2009 Hittl AG,FL-9494 Schaan Hilt!is a registered Trademark of Hilt AG,Schaan www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group, Inc. Page: 3 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos.No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 4 Shear load Load Vua[lb] Capacity+Vn[lb] Utilization =Vua/}Vn Status Steel Strength* 7,730 37,791 21 OK Steel failure(with lever arm)* 7,730 11,841 66 OK Pryout Strength** 30,920 176,604 18 OK Concrete edge failure in direction x-** 30,920 32,165 97 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =0.6 Ase,v futa ACI 318-11 Eq.(D-29) Vsteel>Vua ACI 318-11 Table D.4.1.1 Variables Ase,y[in•2] futa[PSI] 0.97 125,001 Calculations Vsa[lb] 72,675 Results V.[lb] steel 40 Vs,[lb] Vua[lb] 72,675 0.650 0.800 37,791 7,730 4.2 Steel failure(with lever arm) VS =am MS Lb bending equation for stand-off N MS =M0(1 -0 Na) resultant flexural resistance of anchor o \ Me =(1.2)(S)(fu,min) characteristic flexural resistance of anchor (1 -�Nua ) reduction for tensile force acting simultaneously with a shear force on the anchor Nso S ='�323 elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(do) internal lever arm adjusted for spalling of the surface concrete VS ?Vua ACI 318-11 Table D.4.1.1 Variables am _ fu.min[psi] Nua[lb] N„[lb] z[in.] n do[in.] 2.00 125,001 0 90,844 1.500 0.500 1.250 Calculations ( N_ Ms[in.lb] \1 �Nsa) MS[in.lb] Lb[in.] 19,355.841 1.000 19,355.841 2.125 Results VM[lb] _�steel VM[lb] Vua[lb] 18,217 0.650 11,841 7,730 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 207 of 212 PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hllti is a registered Trademark of HIM AG,Schaan a 9 In oil www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 4 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 4.3 Pryout Strength Vcpg —kcp[(�) Y ec,N W ed,N T c,N W cp,N NbJ ACI 318-11 Eq.(D-41) Vcpg a Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1,Fig. RD.5.2.1(b) ANc0 =9 her ACI 318-11 Eq.(D-5) 1 yr ec,N = \1 +2 eN 5 1.0 ACI 318-11 Eq.(D-8) 3 h,r W ed,N =0.7+0.3(1 5hef)5 1.0 ACI 318-11 Eq.(D-10) W cp N _MA(ce_,H„ 1.5hef)5 1.0 ACI 318-11 Eq.(D-12) Cre lac Nb =16 X a 4c_hef ACI 318-11 Eq_(D-7) Variables kco hef[In.] ect,N[in.] ec2.N[in.] ca.min[in.] 2 14.000 o.ono n onn 25 000 W c,N cac[In-] kc X a fc[psi] 1,000 - 16 1.000 4,000 Calculations ANc[In z] ANcO[In•2] 41 ec2N W ed.N W cD.N Nb[lb] 2,704.00 1,764.00 1.000 1.000 1.000 1.000 82,293 Results V5Po[Ib] concrete �seismic nonducele Vcpg Jib) Vua[lb] 252,291 0.700 1.000 1.000 176,604 30,920 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 208 of 212 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan g www.hilti.us Profis Anchor 2.7.9 Company: Pillar Consulting Group,Inc. Page: 5 Specifier: Joe McCormick Project: Planer Room Fdn Address: Sub-Project I Pos. No.: 2018039 Phone I Fax: Date: 11/16/2018 E-Mail: 4.4 Concrete edge failure in direction x- ,AVcbg = 1 Av. ) W ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-11 Eq.(D-31) y Vcbg Z Vua ACI 318-11 Table D.4.1.1 Avc see ACI 318-11, Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cal ACI 318-11 Eq.(D-32) 1 W ec,v = \1 2++ e)51.0 ACI 318-11 Eq.(D-36) 3ci W ed,V =0.7+0.3(1 Comet 1.0 ACI 318-11 Eq.(D-38) W h,v = 1 5c®f'-1.0 ACI 318-11 Eq.(D-39) h■ Vb —9 a.a 1�cais ACI 318-11 Eq.(D-34) Variables Cal [in.] cat[in.] ecv[in.] W c,V he[in.] 25.000 25.000 0.000 1.000 18.000 le[In.] k a de[in.] fc[psi] W parallel,V 10.000 1.000 1.250 4,000 1.000 Calculations Avc[in.2] Avco[in•2] W ec,V W ed.v W h V Vb[lb] 1,305.00 2,812.50 1.000 0.900 1.443 71,151 Results Vcbg[lb] concrete seismic nonductle Vcbg[lb] Vua[lb] 42,887 0,750 1.000 1.000 32,165 30,920 5 Wamings • 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 0 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. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b), Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by wo. Fastening meets the design criteria! Input data and results must be checked for agreementwith the existing conditions and for plausibility! Page 209 Of 212 PROMS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan g FI I ML-M Mi I SECTION 5 4 _ - Prof is Anchor 2.7.9 I ge: 6 eject: Planer Room Fdn b-Project I Pos. No 2018039 <reserved> te: 11/16/2018 nd diameter:Hex Head ASTM F 1554 GR. 105 1 1/4 'que:- in the base material:-in. the base material:14.000 in. [ness of the base material:15.344 in. 1 ropriate i 30 I i I 0 0 N I I I 4 I O Lq O 8 ►x o' I 0 1( � I ~ 0 LQ N 2.500 I I I � Il Page 212 of 212 Page 210of212 1 � ROOM - FOUNDATION PERMIT SUrr„MITTAL PILLAR PLANER AND GRINDER CONSULTING GROUP,INC. 0 0 II(� S35 MN 23Td 3T CORVAWS,OR 97339 5d1.75b9M MN PILLARdNC COM nwpurt+Nr AdtlCOPY CEFFiOYII ABBREVIATIONS OCCUPANCY$EGRESS DATA AS NNODAOCIt K wo Pamos TRAVEL DISTANCE ADD AvCEMDULONOETEI4TIY,E CITY OF ARLINGTON OCCUPANT LOAD DATA ALLOWADLES ADD KY.TGF. T L AGO AOWtlOAm LB POUND J MAX AHJ AM9,I'mmIUYAA Ap]ODICIION ,LL LIVE LOAD ROOM �OCCIJP 000.LOAD OCCUPO'' �<I►`J EXITS TRAVEL MA%COMMON KT KTLRMm LL LLYEL°"° BUILDING DEPARTMENT APPROX ,-mn m Lp LOW FOIM ROOMa NAME AREA FACTOR L dO1B DIST. PATH COMMENTS ARCH ANCrYT oCICN•t Q AV. Im in.a APPROVED AVG AYENIAOL MAX MAl(IMUM MEZZ MEZZANINE B MFR MANUFACTURER ^MBOARDIN MINIMUM BBDIpG BUILDING RISC MISCELLANEOUSK SLKG BLOCKING ' MECHANG JOINT //�/ ^LYJ� EN BOUNDARY—Net DATE N BI ROTTOMOF NEW BOF BOTTOM OF FOOTING INN) NORTH SOT BOTTOM NO.M NURSER a �� BEARG 9WEEEN NOM NOMINAL NO CHANGES AUTHORIZED •-.�..�••�••���� ^ NTS NOT-TOSCALE UNLESS APPIRCNED BY THE r LR CENT RUNE BUILDING INSPECTOR ' MODE' CJ CONTROL JOINT OC CNGEMER 5 CL CENTER LINE DOkVI OUTSIDE LEACH WAY I BLDG CLR CLEAR O OUTSIDE DIAMETER A COL COLUMN H OYFMEAOYYLHNq CON[ CONCRETE OPNG OPENING CONN CONNECTION OPP OPPOSRE S{DpC CONBT CONSTRUCTION SU)pg CONT CONTINUOUS COORO CCORMNATION PRE A. -- iANLIgi,Ytl CTR CENTER PEMB IREAltLEEBE0 YILOLDG H� 6lglp CU CUBIC PERP SEENDIGIIAR O!'WL p FL PLATE CONTROLLING TRAVEL PATH DATA n•:B Ow DOO��SRFIR PSVP PF`OUnNp55°OUPRE FOOT nEOY'r MEaf RAM . p51 POUND55IXIARE INCH PATH SEG OCC.COMMON TRAVEL EORESS CAPACRY CAL[ RIMINI CALC REO•DMR1 7i-I - EAST '� Dwc DIAPHRAL PT FRESSURETREATED (ACTORS EGRESS DOORCLR STAIR STAIR DIM DIAPHRAGM A. •iY� ID N LOCATION I.QAD PATH DISTANCE EXIT_ 3 DIM DIMENSION R PRWQY■ �TA OTHER STAIRS WIDTH WIDTH WIDTH WIDTH �CYLNp T� a� DIR DETAIL xN TRAVEL PATH SCHEDULE J tnwN-, On DETAIL RED RADIUS / COYRRF/l vocii 1 I N7 N!L 0.1Ln •SOAR OlH 7•M 0•n 7•P ,I8(]�� DWG [PAWING REBAR REINFORCING B4R A LORa Y� 7 11 11 to a N 0n. 0!n T•L' N C [HT II PROOIICT3 OCCUPANCY:F+ PATM A I lraiBs ` 7 alO OIL O n OAY L•M 7•L• OBM a•P ��. �� G REF REFERENCE B00.1aB5W OEONGIA 9< CONSTRUCTKN TYPE:1161FACMY) PATH CDGIPAM V•' TRAVEL A • ``� 3 OOL 30 atlas 0 n OLM T.L• OOM 11" •P REINF .EIIa1OF-0Gl RFKpN:LYCNt VANLOIVERBCV5tlP3CANADA ID LOAD _,`�• DISTANCE • I%L�V /7 0• ► OtlM 0 n tan 7•r ♦ '� EE) ETWGgE0' RREQUIRED EVISIONARL YATpN SRMG1=f�M °"Y6S rorK TOT FLOOR0 �ly OOL 1 0 Ot n 0 BI alil T.• •ON .P Eq EACH A .AI 11 B xOO OtlAI a7on 10lE T.I ulM •I • EB EXPANSION BOLT L+ TOIK FL°oR AN0A+5].Bf v A • A OOL 1B Ot fn 070w 7Lfn T.7 Ln .7W EJ EXPANSKIN JOINT J NY40ER OF OION681 EN E-ENAILING (S) 81MPSON iA% o-7Ai ) �dlAR1ER W1O41011EN?NUIDNeI•NNd __ALlE'WFA NNvl^_ ?i YrO at O 1~7B �` - EEL ELEVATILEV ELEVATION SCHED SCHEDULE PARCEL NUMBER:31 D51400]BB'Lea L-'-•• _ FOR EU5VAT.OF RECORD FROJECTRTYB AC ADDRE93: NIDWALLEMORESI FMENE9LTNNLSRAIYQ3: SECT SECTION 1LNa068TH DRIVE KIOWAIRE N•Itl1T:L0.]0•]0 Ri1MARYLTNWCIUBKF'B.Yl0:0HR _•"- EOL EOUµ SF SQUARE FEET ARHNGTON,WA Bd233 pAtN•INN•% �JA/gwMJJf: PROPERtt BOUNDARY EDUIV EQUIVALENT SHT SHEET LWYMYt SM[WErc.2lIR ESTASLISHEDSYOTHER9 EW EACH WAY BIM SIMILAR MTNgIN.ONITi (LITY Q/YO LiNPYN /l! EXT EXTERIOR I.F. BILL NAIIATERAL RESISTING SYSTEM 70181O AYYEND NON-BEARING EROR' FOR REFEREMIZ•TNMtl 2 PROJECT ARM C 9N BILL NAILING Z1116 WASTENGERYOOOEWI EMERKKt:OHR -' NOTABOUNDARV NEW PLANER F fiPEC SPECIFICATION WAOSHNIAYMEMB, INTERIOR BHR • SURVEY) ENCLOSURE FAIR tLAt Am SC SDUAAE FLOORS&SECONDARIES:DHR FB MT•rAl SS STAINlE595TEEL ROOF.&SEOONDARIES:OHR MAIN SRE ACCES_ �• FDN FOUNDATION STD STANDARD FROM PULIL RD.W ND FFE FINISH FLOOR ELEVATION STL STEEL WRFAR m FO FINISHGRACEE STRUCT S UCTURµ IM YNOmR FL FLOW NE SYM SYMMETRICAL FN FELONAILING T - - L -. �- __ .•; FOC —OF CURB �L 1 ® FT FOOTORFEET CCB, T TOP FTG F BB TOP. OE - - (FI FUTURE TGP TONGUEANDGROOE V VICINITY MAP G T TEMPORARY HIK (-• �D �.t GGA KV G13 V TN -OFL .��ONrtn4NITR0)4twNR/.IWOLWNDn00BN6V1PM00MOWnM01MY•WArIIwwAwlrcr Q •p(7 T- 1•LMMN! 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LJES �r.l R..niDwAw fie z w PROJECT LOCATION iD INCHEDIAMETER W At POOYAtOBtYOMTRlClU11E PANAaE]) PHASE I:IOUNMTYTN ITAY-NU.tAES Yfb3RMlpNAWM1:17 NTAr WESTERN FORECT PRODUCTS MILL IN INFORMATION W' WATER OR WEST WMIALC,CAL PHASE]:BOON NOSIFERBTInJOJtN0 µi56EN0l NID A3EAfB DWGS W Fy I INSP INSPECTION W'ro NBTHOIT CI EIYCTNIC.Y POMBaLO•Rw0 PHASE 3:RECVE51C0 OPftTNPEO LJOYTK601Y 01h1N/1 W rkt�'yl :� Tl 19405 OTH DRIVE NE NET INSTALLATION wl "THHWCO df EwFweNT AND.-A ARLINGTON•WA"23 INSUL INBULATKIN FI EJNEAGY GNJOE COMWNOE Al"?, INT INTERIOR WF WIDE FLANGE F1FNEaircrl%UL R3YIIN EXIT k, `�--, J WWM WT WEIGHT WE EDWIFEMESH FA WELDED WIRE FABRIC DRAWING LIST-COMPLETE SET Q,I, _ YWNF JST EGREBa �. /� • GENERAL NOTES > rc AREAS RE • } THIS DRAWING BET PJ'PLIES TO THE ARLINGTON FLINER ENCLOSURE91RUC111REPqT. Y •192nd PINE AYI69glptpntAWRLOIMEL YOU iOFpLCAYRIAEBApOWt60fIY WTDN t�J a •tea "•'wb�j�.+ • I �� I VIL7EjO t11NNPMTAtgN•70YY4BON TrWERME0 N1E aFT FOPNI NIKW 1f01WGH BRSHEET WIREPROJECT I NtaF sATE f1E TEunvNETMNOFRroRT•ENam NOTru*Icv CEMm rLLmL 7 y( •LOCATION •a C CALL FOR UNDERGROUND LOCATES A11)OR(1A 42A35SS)A MINIMUM OF YB HOURO NEW PLANER UNDERGROUNDCONSREUCTION(IFREOUIRED). CZD 6 GRINDING +'_"" IT t 0. iROOMS I 1 AMA• [rn4AcroN vwL UABNr OMNb1Vi0TElELOI N�oNO.[OonNMlca AlLTNis w Z-_NMO� I VBNERECNAOfvO10OFA t1EYMllp0NCd1OISUCT1ON FP011 TIE APPIAWNOB Aa Yw at7 TIpNAElfDMML11\Altl Y°°F /'W 1 E� t Y!- wLi it o70W ¢¢ 1+ YVT4 MLOf:AT=v OEWtla ar4LLOREGOROOP Yr b 1EclEllt 1 Fell YR / - —' - - E I�1 ALL WOBKOHN111fNKNISGNY.'a4,tIN THE20151NR WMi41W RUllf)i1G COCE9(nCI N UCING vw ►Is •Lct1Y1tlADErw Yn _11-hNGoFae '� -_ l ' - _ THE2 WCWIAl10Nµ EAOIN TaftIIG LODE AND.WLNOCANtll A 10,15 R tltYN1D011NGR OO•EBNING, V� ) 1 PIOROnunEer 2O ,ODES,LAYfO NaEB AND NEWAATIOl1O pygYlrcO v� THE WORKINCLUDED MIBISCCHAPHL9PROJECT BI WI.COMPLY WRH THE 1R90 AMERICAN WITH DISABILRIES ACT p�M JAL• (L9 (�.f (ADA)AND 20151&C,CHAFTEfl 11 t,LJ EXITb f -EGR6BB ANEA 6. -T� t MECHIWUI.LLECtMYJ1.NORYYBING SYSTEMS LIV1L 0E0[RIWI iJiD0Y0IKA0 COOlONATED CJ4WPy ' N iY✓ �j' /.� WM AL6aB SF BV THE OVOn LCQnrcACTW N0 OWNER SUSMR YEOI)fA['JL.ANOCLEC111kK NLVtl TOENGINEER- S• OFRECORD-R..- AUl1 I+VTR �••-•- VICINITY MAP $CN1-We SRE LAVOUT,RAWMq AID CNA ENGLNEfRON7 AND L NDUSEOC COO NS Cf A NMLF 0.IN3 PNO THE R BURDINGDE8IGNWWHLRBONB KIaIMRYrrn3 AND LNNDNtlE CONDITIONSp APPFgVK �IO�Ceh!d d q1 ,•N,P.O' PILLAR CONSULTING GROUP,INC, 0 0 1111 535M4'3 iT CORVALU5,OR 97330 511-752-9202 WWW PILLAR-INC.COM KY•AYYK sTRNc"ML sAdooloolA TIEL CONSTIIUC'TION NOTES STRUCTURAL STEELMEMBERS,111SE591glaJPAE1NATk-IL KG11ErgL OSOOADI P.. •W DE FLANGE AT LI AN7.IT W tM e m •pCCHHALNNYNNE1�ELS 6 PNGLE6 #1VME rY AS All, °e •WQAAIMi AAfrow"Asa O 0.P, :me ASIY AU 0,W Fy Illw� M,S LHP ANY Am."-- 11A ON •FLATES ANY Ala,""6.A•- 'WELD FILLER MATERIAL (r 1MAIY1/0 •BOLTS #IY ATffi wxTNQLQSWtLN ORaL®IA!'OiANfilEp LAROEx 11WIQOLTgYNO FLAMECOX GV0.1 "Ceti E Wi/VWINED KLTARQYWL!CIMSTWED pIID TIpA,U NO L ALLWSWO`L TQ QYaOHffREEiADE OR WITH AN OWNER APPROVED THREADLOCKING FLUID LIM�{QNDDti 1 W OP{.U�6F[L t1U�Nd1 TE�!KQNI[NINfQ�OFl�7N81'V/LiCNON SPECIAL INSPECTION AND TESTING FOAENAK1NYLi1®iELYgA LW mA10{vmNMlExlAE11DWML 71EIOMiRafNxElrlpEftW=AIrA IoWLILIE AAtIpG[IO[AflL¢iCTO11 YElaC/, WELDING SHALL BE IN ACCORDANCE WITH AM Di 100THER APPLICABLE AWSSPECIFCATIONEFCRARC t/! 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ASTM A615,GR VI YES PLACEMENT OFWLTSINST&LEDIN +loss, nD 51e x AILBOLT6T0 COLD FORMED ST SIDING&ROOFING NOTES CONCRETE 18005, ACI AEVISUASTU_Y WY►Wuttlaap Ajw L41WARonm ASvEw IR11W 101AWUCATOfINDIXLNSAYG 18091 n13, INSPECTED pENC11GN0AIER DEIAIO#a NACU7W 4c W1r11ACIQT&/q YNNK NA AC1Ola LIA ALL WN9TRUCTION SHALL COMITY WITH THE MOST CURRENT EDITIONBOF THE BUILDINGCODE UT6RldIONl paMGgN0n1EElYgPAWRACfTIFM DRlvNrOaYWLYIQCATEIxE YE8 VERiYUSEOFREG IREDAL 1](153, ACI316 x x a ADOPTED AISI STANDARDS FOR COLDFORMED STEEL FRAMING IOCAf10NOr KLWEitILEn.4#n CO'UYEalICEn AMLEEIDINPFW LR4fL WHERE DEEKTN(S) IRON, OHq ENGIWrA'XCRECOFD FOR MMCTPR YIAIa LINYn r'RC>a1OT OAIA IO THE p 1Lp 19102, i5254 METAL AND JOISTS sHN1 COMITY WITH ASTM C655 WITH MATERIAL FIX10W3 E�EBL'ar�STANDARDH - - - AI OALV V411#TYAg7rV•N W4""DDYIO[ ENGINEER-OF-RECORD FOR APPROVAL PRKNR TO WSTAILATpN t9113, B)OKoll"M ALryAfNry•WIMMR tA•NOAwK SEW DIMENSIONS 1901.3.1 GI OKVEfElL ANYAImTY•NRYIPoN1alAYIOlNQYORpI WAD,TA7NgF'TLENDRfNL/10ANrAL Y[l1 AT70L'NONICS VAIN ACIl01 Ng7eE raLREIgAn ABS DEGREE I+OFTALWG DIMENBKIN+I DI VAQD!161{4pE[T.An1YAQl00RNiW Trx15lOMIDETAaTEEIIAL DL AO Ni YEW IIAKOACEYDA MOViEtSOT11QTV'IEEANMDVfLaN TE 4Kr'fE1D LTNOAIID NAp 9 TY TM PIACEMENTOFCONCRETE 11 ACI31e x E WWONLTEELNEfTAMNAWTL3*1 R[IlCNNOQgiQ W1TEA ®Afa•APR[IRNOIffk7K10OARfY[UpCEWr1!ECORD CI.4 NE0001IQk1E OMlb•OpID NOOY{ D SOOT mbK ww.n eE WITHOUT FAKKE APPROVAL BY THE ENGINEER-0E-RECIXiD 1.32s, FI NL CIAeOifiFEl W1iNNL NINE CMf[DWIINARYi1 SLIwTDA G)fdIMM&nTAWALLirROVOE NAtq/IIOMgEDNEA IEYQFA[,UNO FLACwENfGo,RTaFa1Cl0 NEELwwLw NApldgA1<ELNfN71E SAW LDIfrP'IGM MtrA1PYN-✓(--- _ LIE L�T� YES SLUMPARCONTENT, tT035 AGT-4 X SPECIMENS H)DTYD\N4OfLL1WifYWLr1QYLQTAW1ADMaM'Ex.VNO yl Ap]n CrYAIEp T.AIO YPRa•WMC>dA1AGT.MEL1T PiWIV10QANQRNIa PN(hYe NL _ SEMPERATURE ATTIME OF C+]2.031 SPECIMENS AT ppDIADE ALL ACCCA�IIq/gLINAq WR 170TIYRIEoro tpKNV.pPS NEB ACCE65CwEs tA,cESW1Y TOalIFlORT AErilxclq NIAOKI1W ANpVDI1RNtl AAS SAMPLING FOR STRENGTH TESTS C11, TIMEFRESH NYFeTEIIt fAW=oTVaMpi b[EMTanA AWOIIEA ACMILIKA pEi REQUIRED EAva$T11 r1Y1 WILOAIEOAM[WiKLYECNRn1YMC,IXLCMi RxiOREICCR KLRAnTC �T#�C11I�1� 2YL C23, CONCRETE Is BO DEGREE1R1' 1OA AODYREIE ANDlRdEA WTKlA11011AW#AECOYWiNOEDQY THE YAIERiti EAGI RENFd101110MR[WLLfE LYAfO TD AC110[I VAAr AarACLq ADDNAA161 STANDARD �- C+009 TAK MINIMUM MANUFACTURER FOR THE STEEL MEMBERS USED TN41 Ja YlC All O(1VrELi A7eGKxIQ0.1nAWP11ER IW1014NE lOQELflwgOMGNEIE KILIL HDDK SAMPLESPER fALDA1Nq Ol WYI'OEtL Y1KLEW1lNSAlF-0PALRID 9CRlWOORN[LdA,UN O, IYT[D rI R/�.E PRCA IIDRAOOINII CIta1K'NETS 1M1TTfERlJCCA'E1ALw10'tlaKW � _ AC13111 5 GLIf(CYM AELroLIE{AE TIE m WgfNGTHEa0Y*"i NLrAIMBOLALl ISRYAlrO JI11_-1�-_. SEE ACI310 BS TOVOI[OV Woo' gg1O1PAIR ALLNA.LDLGCARS01/MEET KIW LE wIJW rIcdAM9W RElfOlxl/ENINNfN'ORGEDCI'.TNOEIE0tW111SSIMlIS# -RA-. 502'FOR TCVOWUPWRMNMASREOW&D QlI aCMIX.lE rdi MYRO'•EO aCRLWTNED LPEGfEDPEAPU-M'MEPEI{ANQDOWTgDJLYIIEC+FCIAPIfNOTNI TNIIENOtNp4ll C INDER YEE, OWUNENpEWllll[ili 1]R6 AwY x KAL lSOLGEOII TNoF-VADIFIIDOOOKI f.TgML41PK'LCFY fALtfAWMREME 11 anOEPREE RYSPR•LVIE GUANITTYANO TRACKS SHALL SUCLIRELY ANCHORED TO THE SUPPORTING STRUCTURE 1�-DETA4AACW1NpOL 1003 AL7N SYE IgiFL N1E11ElM MCE C1A1Y11E EaIL9LAClASnWMENPT W'ELf'IDNIYfGGL1EO,A 135DEGREE MOOR fJVEMEd1rdIN AND ADNRfq{f110MaF IRACW illraiw NCVRELY ANCNOIEDTOACdANGI 'CASs P'lMSRCE NANAw D,NACOYWN(CE NAN IM iEAl1AKKICPYEMTUi10xIL STANDARD BMALLER BARS,B4 I9 ALLOWED YES CONCRETE I6HOTCRETE +]053, ACI310: x 51AVCTLYAAEIEVOIT,NNAAEL M"'LRCED YyN Wt1)g10ACp[YN VI•N:CET'TAFTF AND.MCADLE'CIE$WREN YNLL NDT K 61AN Iapte32"Orct'ODR HOOK D CURING IM11-13 1.32A NwRa+[O RY 1r1E{PR T STUDS BHALLBE RUMBED,ALgNEO AND SECURELY ARACHEO TO FUNGE60F BOTH D Port IOSTEORf!IflC1I/ YES VExiCAfO1/OFTCRYNOIxT 11053 ACI310. x A4ELVALL UPPER AND LOWER RUNNERS OR TRACKS (�� 06[GNIED# E"Hoo, iil AK1{QNOsdCR1'/IeAL11eA4 BE W9TAYEDOTIPYVINDON'BaLn A80'•E WINDOW IAAFeaAG2EATER O%TiER Is 'CL�rEO pENfVIQMEM IN CAST-IN- C'BARDUN . 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SRICES INN LLY LOADED STUDS SHALL NOT BE PERMITTED w W YES FABRCATIDN OF STRUCTURAL 1]052 x Ne 095E FOR .r019T88HALL BE LOCATED DIRECTLY OVER STUDS OR ALOAD DISTRIBUTION MEMBER C) CGNCILETENOf E%EaNDTOWEATHERORMCONTACTWITHGRWND a0 A A 6i[ A R A LIf O.A CL• YD'DO01 ELEMENTS N�� 6(ICEPTa3rLs SHALL BE PROVIDED AT THE TOP OF ALL SEARING WALLS Cai011 "A4iN10DA" . . 03 TV IIY ilw --IAl. lip AV nw- Nw M•Lra1YN- YES MATERIALVERIFICATIONOF vIo5z yr•ST. X CERTIFIEDMILL Cf 11 41A AW Ala SMALLER W VExi1LTWEAL LIYLLAEAROIt90AT ALLLSAIMO POINTS ANDAO AT POINTS OF C12) ptt BAR AND SMALLER 3M" AMA -NA Ln nw Np Yw Uw pp MVMW 6TRUCTUAL 6TEELAND METAL 220.11 0{A••S, TESL REPORTS ODNCNWNEDIDIOIW ALLAEI7.DNTRN#7RLWIN8,UN 0. C2I BEAMB,OQIWN9 1V Nw w Yp II Y Nl 71p 1\ ••I Wa4w 1/1 DECK A4C3B0 =A NIwAYYREWFORCEMENT,TIE8,STIRRUPS IKY!' Ey OMw AR IIw YA p p IIp Y A. 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WELDSIZE=oosee• PL c .■�E ML [A STRUCTURAL FOUNDATION DESIGN CRITERIA BOLTS IF BB MILS=IAGAUGE- wELD3I2E=owl DIRECT B]M.1.-12 CAUOE. WELDSIZE.01017" [' WIwW WYw . . O TENSION Rrtwfw l9P AM rpY[D1q Y.WA4t ] GEMERAL NOTE6&STANDARD OETAIL6 APFLYU N D W INDICATORS TFD 11 FN�1 BOLTSNS HALL LINAIAETYPCN.CNLPLATnHCVAINTI/aat/AADKLI uAY ErE NAG Tat e" fti! 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CONNECTIONS FN/N250RA980 Twlw plYb _.^'rcn• LOW MLOYM Kn[AKMOttYwdYLa IOLK[IOIOKVNDMKS pEEVE<bM CTIONa A]min11 All PROCfLa OEGLROCR DEMLONa 71114E kQJp9 A»TOTK EiEAN!•GIO DFA7LMDIALOMNFE Or MAT FON BLAB 275MP •_, /.T LTfi CAIIOVi eNAxK AN 4 YAl Ou LMY [TEAL tOWOI wAOIM WCRl1ATER&OTAD Nq EOW'NE!R LOWn alFLyjl L+rV PECTED IRylJE. f° [i(1 QNlL�lpdE1'QO pdE•ALLVM OM��MyV1 w'MLKRbpN0T9rAM 01A Win gT{CrROQLLTAM•W AsiALOA Q11 CDLLAm ALCLfIwV C[/OIOV N.lOAW1f4 YLtl Ta AaQ YES MATERIAL VERIFICATION OF 1]05221 AI9C 3S0 % MANUF TRJlLSx JIlE axt 4 Awl AL aH AaLaY atria TOAt�A� LXY EIpOlw01E P71 COlUTEPK ECVPVENT PEAn IOADNMRL(1E11 RC0w'LOR[IMPIuI°O �] WELD ILLS IFICATI TABLE A35 CERTIFIED TEST a 1mN S ESHu� � d•wwnp FN 1o/N"iN dtTmt Mn[iDAtnaOTNd baw Dgptanf 1plN AEeAR lKAA En[rAaYt 071 RNASlWE4`rT NIQ•VNA:E IRIf ONI'�INRI [1rNNl 1]052 .5AM' ItEWRTE a /I►Na[ a Aflw t w tWaw tlw Y ptw ranW Y fKIw ELtdpOKL Q iNM1AAw WEOIN AIaaWANCE 11Lf Ol pll"IW (DR1dIRq r1 IYL✓�Cy YES VERIFYUEEGFPROPER S X LNG A '� l r T TNEEOR PRIOR TOFAYCAnW ANO PELrvEn C1110Cf 1ND//LOaD C1 NO oolkawCIUNIItl[1Sot elxpq VL FY R!n DURE RY_l). 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I %�1d1b��'�1wdT1w i _ NOl{Y{1F02R1 a3 a3N0 1 ld NSLEtl Wlstl tll0. 1dI1CI1 M� Y•I�•'10 I onNllNM.-d o'Wd I I' Irt f11 i ru.lMFir,3YVlppl/LIYnIYIL nnl3 H I <�> 9d aid 3llna 1-1a3llnatl 'ONI Anouo JNiiinSNOO 2J` lld Zd i �J�l a- i T�V c<,r NOTICE Ao TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: ?, c-> LOT#: DATE: JOB ADDRESS: 0(.a ��L TYPE OF INSPECTION: t p ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON NOTICE Am TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 'APPROVED PERMIT#: 2 c7 LOT#: DATE: �� ,l� •�� JOB ADDRESS: ` -oC k6f?f rj 1� TYPE OF INSPECTION: ,.� ti�!✓ ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION kkK THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. o PLANNING DEPT• CITY OF ARLINGTON i . 7s NOTICE Vo f �2l TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑, DO NOT OCCUPY A APPROVED PERMIT#: 2,Y, LOT#: DATE: L 7-D, JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAY APPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE <d BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON Gt�Y COMMERCIAL APPLICATION PERMIT SUBMITTAL 'QLIN O Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accorda with the laws, rules and regulation of the State of Washington. Ap nts Si //) J - 1l/ul/g- Print Applicants Name Date (� FOR STAFF USE ONLY g_q D 2 6 2018 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 i V lr O� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: + V v i 1 1.4 Valuation: *106/ Ou0 Project Address: 40 LVAkie JC i"t&V1.1-61 WA ) 1ZZ;- , Parcel ID#: Legal Description Owner: Phone Number: _3Ci -- 3;-�6 — 4"­g Address: OY047 LAi)JL& OF City: Al 'Zti t State: IVA Zip Code: qtj 7 2, Engineer: U 'k414 IC Phone Number: 45-2— - b 2-- Cell Phone: E-mail: Dif Address: -C lVW ,�3 S1Pa�I City: %itl aA State: AZF. Zip Code: General Contractor: Aq �4�.J '�,(, 7 Phone Number: Cell Phone:. �.-` E-mail: �j��S��(J Address:2��' �'�L/4,J ��� City:dl&*96{1Z ZLI State: 44//? Zip Code: Contractor's License Number: ,C 14C 9c2-2 C Expiration Contact Person: / Phone Number: 3&0 33,E—&46&8 Cell Phone: — a gy E-mail: c.�,�l��FvcS✓Xl,.�/LL/e%�a1,�, Address: dY06 ArNkol City: 14GN tirX-7 State: 6L/4 - Zip Code: 9J2 2 3 Proposed Scope of Work rj" ti��/�tv REV 2015 Page 6 of 9 L�AY_ �^ -� COMMERCIAL APPLICATION PERMIT SUBMITTAL rNG10 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 Gt1Y Off, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NEE •Arlington, WA 98223 • Phone(360)403-3551 Project Name/Tenant lsi%rirlefJ R111W1 6 v4js� Site Address 6WWa 6?l'-�1114vC AV.c_ k4A/!G= W4 Bldg/Unit/Suite IBC Construction Type__ IBC Occupancy Type fill i y Description of Use �f.L_ c�,v1�4�5r/ n.�i X?yl7 Building Square Footage Cot Number of Stories Square Footage Per Floor , //q Will there be any installation, modification or removal of the following? (Check all that apply) Q' Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: / Sv4' LF �-1 Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL ��tivG~O� Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 Name of Project: INln�tN /Zug/ A , — �l LC, Li[l , ;1 RAM �w,'�"j Project Address: //�//_/Y_ki(/(- Alf • A/ ' GSA- /� ' Special Inspection Firm: 0,1 &4^l a OL, I, - Address: Contact Person: /° Phone: -T f— Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete (� Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding (� High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports, on site,for review. REV 2015 Page 8 of 9 '7 rJ NOTICE A TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY A APPROVED PERMIT#: LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND Mo"E WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNINr' ❑ CONSTRUCTION IS NOT IN ACCO-- ED PLANS AND PERMIT -STOP WORK- "" 'ITH APPROVED PLAT' ' ❑ STOP W TOR. ❑ CORRECI `,K CAN BE APPROVE, N � ' ❑ WORK N01 Gl �(j\ PER IBC) MUST BE PA, �Qre- \ c ❑ CONTACT INS `Q/ :TION 0 tob THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE}/ / BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON To: Kevin Olander From: David Garcia Date: January 10, 2019 Re: Western Forest Products—Arlington Operations Permit#2290 Good Day Kevin: Attached is a drawing to supplement information you have on Permit#2290 for the planer and Grinding room building. It has more detail on the build and material requirements for building. Foundations are 785% complete. We are waiting on the detail for the resaw installation so we can form that portion of the foundation appropriately. Once we have that determined, I will supply you with that detail. oBes' Operations Manager Western Forest Products Arlington Operations 360-333-0688 Received JAN 10 2019 1jlb 2°Ifl PLANER AND GRINDER ROOM - PHASE 3: TI (A-SERIES) PERMIT SUBMITTAL PILLAR CONSULTING GROUP,INC. 0 0 835 NW 23LE ST CCRVALLIS OR97330 591-752A1W NWWPl1ARINCCOM w O+w ABBREVIATIONS GRAPHIC SYMBOL LEGEND n A K O TEP N •-.1 x1p 1oaa Pourvos _ - _ 'i.etRRtmnsllal• L Q . A.. AGGREGATE AL' ALTERNATE LOAD HAVING,D­ LZETFEETO PAN ;,�EEP�n�DAPPROX Ott E.ARCH ARCHIRALI LOW POINT WALLSU,EDIxEONBNEETAr1 TMFOR TESTING MATERIALS M RAAm name aoW IM.--rqt noM a RACE 101 WKL NACK•AI-Yr NetBc AVE cTURER MFI NMW ISO S``F�� B" BOUNDARY NAILINGOO G N ME f N1 L,OIrvrN_KG —FIXING / �� GOERIsnEEr IOR SOTTOM OF , FM BOr BO oM M R / u ON I ..-. a°wN NPa E ,o GALE BErwEFN NON NO71 .11 •--- NTs / OCCUPANCY 8t EGRESS DATA i- i C 0 scHEwLE GOOSITFEI TRAVEL DISTANCE wteP OCCUPANT LOAD DATA EXIT DATA ALLOWABLES I INE I— ".�IENTEN EACH WAY ROOM OLtuP OCC.tOAO OCCiPANT RE EXITS MAX TRAVEL. MAX COMMONCIR 11 EE HANIER G ROOM NAME AREA FACTOR LOAD EXITS PRONOEO DIST. PATH COMMENTS __SLOG, rN ILI—ww^'iT n Y 1 9LBAN aP OPPosIE I. 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O f � IEI 1L 1-1 i j 1 I I rKl�uow..i r—Itlam r..<. � I j ji i I W QO Ej I W � H OWEl.N j rEaiPLLPEHE,H.rlOHs i if O z o I j Q w 11 t .� O I I t �••• l'A� �Ibm< I o•-+ me DJO I.KIM-OR I I I onr.. nti�t t rL E 4 I r(IWrI p•l' I 0 D�DASCHEDULE E Tt A2.3 s lu: 31 NOa ATION_10�EASjT `71 INS 301 EfxYAIIQN•101 NORTN F.. 3 6•1'• PILLAR CONSULTING GROUP,INC. coo /\ A. /j B35 MN 23rtl ST aP$N PA.S- .P� PM+ P4 P3 P2 P1 9 tPlf1 0"; 752Z2'-- YNMhN PILLAR-INCCOM I li I ���ww.av u+ ii I I �bMWMaa• I Ara> I II I I I I I I II I tYMall4Y i I _ _ Nmaii DM FEAR MOMENT I I I I I I I I I I I I I I I I I � I I I I I I I I I I I I I I LANER11pp� FI�� I I ifP1A11�ROOR stNeou�e � �.tf I I oa 1 i � c•ecuii� 1s-•sY 1 i t� !=1 INTERIOR ELEVATION-105 WEST ja)INTERIOR ELEVATION-105 SOUTH aPJk•r(PA) aP 5a <;P9)�P�Bn '01-19 P1 P2 P3 P4 Y�Y Y z 11 itIOILoc ai I Ij II I l i I v I 1 caooF 101L I I tNxmt.Yrurrwr I I I I �D I I Ij I I I 0 a tj anNE9EAM a i i i i I O r o I I I I z w I I I I I I I W z W I i Q I it I I 1 tMOG'FiIto V mwa �r•.a Ila I I a •Y I u l i SCHEDMLE wypr4 AO1lW9 ti r ou tM19 owaw ,MC i d.•ww mm A2.4 ��INTERIOR ELEVATION-105 EAST / 1 ,INTERIOR ELEVATION-105 NORTH o PILLAR PA•='PA} •PA.S•. P9n P1f 9 P1 P2 P3 P4 �� PS P6 <P6+> ; �� � ^ CONSULTING I GROUP,INC. I Y Y Y i i j i I I I N, , Nf.eoew+n..ar I I1 II I I R°°` I I II I I I I I j I I I I I I I I I j IEI BMW A°°F IEI aL�M°„EN.FA�E aarrwaEST rl jl ij i i t i i i j I COR NLIS OR97M 541,52-M wAwwuARNCOON i I i i i i i i i i i i i i ' i i I i � •• i • � j i I T,. T RF I • I •I ; I I. I j I 1 j I I A l i II j I I I I I I I - I I . ... I ••• •. ,. . .. I I —1os:`a N - .-il i .. I I :.. �_ •• - I ... �t --,ar Q� M1MF./dlAfigr I.CW< L\e4 EXTERIOR ELEVATION-WEST ELIEWATIM Sam /� <6+> P6 P6 �Q P4 P3 P2 P7 InPt•t •PBi>•(pg) PA. PI V•PAq S < Y Y Y Y Y f i� jl j I I I I I I l • I I � I I 1 � v I I I I I I II Q i I I i I ,,,o„„,•a„, I i i i i IW-I w ° i ., • i i i !! j i i i � z o i i i i I i i i w z i i i i j i i i W W w i �• j I i j i yC w j j I I I I I I I ✓'f► TIPLANpp��"�F�OON I1 — _ • ( {{WF.I .Q(i 1. /d"( ; IaER.°°N°A,°° �I,I I •I• I I II •.""`r` 0- TmeoTo i� .. �•..'- i'. mo'a� I •. .. I 4 I I I I II -- ,F ow tone o-ww feel t A2.5 P ^ 15 RIOR ELEVATION-NORTH I®••1•M g L\EXTERIOR ELEVATION-EAST E f PILLAR CONSULTING GROUP,INC. 0 0 DOOR HARDWARE GROUP SCHEDULE S95NW23 dsr CORVA{OS Oi97330 ti6bR71 o f . ► pa1.lO1T. 541-7529202 I K tEE bA•r la•iM {{•i{CAOIEr WWWPILLAR-INCCOM .. w EIIr•Oa if.JLOC<CJI -µNU M Mr • r 40L a0x loft• M W A FBI FO FITrYQL IIrApII ONYI {W FJE M 44 ihL ryC IIVFxrI>\II IH GENERAL NOTES:DOORS,FRAMES S HARDWARE DOOR SCHEDULE c.—I YVIrH ANsln ogpoop cqA U.0 I HARMAREISSIODERDEIGN NM LTo EoqFILE AT BOTH EDDES OF MORS 2 �y vloE lrvsuwrED Do icE WITH nRA GuloEurvEs .�yl'yr NIIII AIJIMq FIIrM V CYlrlsr Illq[ R IS SPECIFIER rLANR NOT KEBUME GgasPlNc a GLAZER LIGHTS sIv.LL BE TEMPEREDGwss UnO 3 WIIHEGGALLBUN CCORDPEEWITH ANSI I58 IS CODES SPEaFIEo • r'° ° �IY' ' •EN 3 PgoVIDE qA 1,aWn[�w{ILF[IY�6iu EN[0•AO[)WhFAF hDr y[Cry WIC f r- ,Iw' w ANI anal oTECTION MI)oAAxnlpN s FyI dORS•uU 60pv5ErVjyblpEwThEMt[Y01gx{YO •_N E INMA'oNRY WALL'SHALL BE PP Il ATCHSETSSHLLHAVEA3YEMMINIMUMWARR.TY Tr0•L'[rCOJROf00lF�.0004►MyMifWL°C.1[Y U•O .}F -O •r -I p' •<HT q l IMRI - GLPZEO LIGHiS ] ;Mly\I DJVI MAGVI\•E •F4JBFDIO••Itp•OAMACIyfS\NFr tF f F TWuwreu 'FNNi iAL x� sEI1MICE Rvo1xEAR Ns Mr OOWDN•ll(roM1ll•UCMY\/aN<FYNOwM"1.0. .< -i 1 r •MII O r{y/rp0.r •001 FY -p �YIM' w wNl y 11 AI7 WINDOW SCHEDULE DOOR DETAIL GROUPS Txl AIt NEi 1 MFGIR, WUIpoW- I It iw yio1.D K AerOC M •rt 7n+.7'-��I ��-�— —]F.a' �'"'9'_ 'p^' °' L F oPERnTaq » N u1 AU) ROOM FINISH SCHEDULE E s Nw EIINe gINF � ` AYe•Ir o) AF) ML PARTITION WALL TYPE LEGEND 1.1 N•i n I -11• ) \ ) �j IllOKC tNIalfANir R OI Ilrrll Alq . HI 1p[ f1 m •Y U) U) vAanWALL n oN wAvE -— — —Gw.Mac nm\• ' .IA clwF tD. M1NE TdT. wItYF �4 SIB / {{ WINDOW ELEVATION REFERENCE •�nq Im hmIMULR a CFI KNO—DGWN FINISH OWS CAL PAINTER WHITE RRYWALL PRIMER.wTExPAINT Z GDAT' [ ni[l r00oN)q IrOC 1.Or•1 F3 SUSPENDER ACOD'TIRAL CIELNG2x3E-FEG GRID NON DIIEFNNAI CNITABLE FOR MOIST LOCATIONS IA[IIID IrAruW •Mf1 ----Eo E¢11 IItEN ARM'TRONOIVICPRFLURE PLUS%LW„BRAKED LAY IN CEKAMAGUAKD FINE FIssUKED 3C%2E%Sl9' . b 4011 Y•IYr[E N LF NO P Fa NOW DIREciIONAL suITAeLE FORExiEKIOK LocnnoNs S / YO[I YA .} IR FIN' ISEEF=USCHEOULEI FLOOR BOTTOMLAY-INY•flMrnl•f�41rx EAl1 PLAN TYP WFI ALLF-IllN D.4olt L!, FT lFttllONEn<Ih lMfrOp[gG[AMD.(A[wMMFFrMFDO[ONtNl GOIwOVp/NMNI pEFAL GRODP DETAIL-GROUP FT LEVEL 3 GWB FINISH MEDIM TEATRRED FIN'H PAINTED WHITE DRYWAU PRIMER.wrex PAINT 21OAT' A-INTERIOR DOOR B-OVERHEAD COILING INTERIOR F< ZGWe FINISH PER WF2 ABOVE,NON POROUS PwO) PANEL r I SYSTEM IERANE EOMPoslr'FRIP v VooEL POOR FRAME TYPES LEGEND Fz lF B\! 'w FFI HAND IROVVEL FINISH CONCRETE WTH CLEAR 11AMIE 1EALENFTARDENEN Z�R NMDUOAY.I rY1gD0�N0w1MIgMMO[IWYIMII Mt01 IQ p\rH OA•t• e A[AE'REET FnOOO,/0°TICN IU IT IrICwAEfI CQORNONtRTTAYI[•ON1AA INIL RING 0 OBW THICKNESS COLOR ND PATTERN OWNER CONCRETE WITH LIGHT EIMM FINISH PERPENDICULAR TO PRIMARY WALKING DIRECTION D OIL DO DSL DT W F" PLATE(NON SLIP) —t_ Mvx9—. I».•It— DOM1u Tsn• Irrrwc_ U FFI PLASED PATTERN STEEL FLOOR ACCESSILENIF A.M NXI WIN IIWIGy 'D A JIB CRANE DATA W L� DOOR TYPES LEGEND a F5300 Baseplate Mounted oLL 1 Span(A) 0 \ / \ �\ / \ ,_ Base Boll Pattern (� Q uw� A.,,„ uI R W 1p \V_ - F F/F N N/N OHC �y I--' 8 80.1 .M' r,y.Ilrqr. D01.E NFx.,.NEL uMR ",* rMB111/.•PRIIIY01 T `` d w Baseplate Height Under Boom(B) D oRame f E r$, . 0 G/G= FG FG/FG awurVfp oa�[°uu ruL oT1[nc au/ • • PAx r C IMOMN•°AYOI•t/\trIF MlEwrrAl ro[•e<Ma rrateepllorpA tr••oYAi" \ / \ r , 2(l JIB CRANE SCHEDULE w. I17119 iMM ooE< \P N°0NT " T eEN,IscF rELYoou ® ® sr,h\r xIc R TYPE WAGIY MNBER IA) UIDEA BOOM O�EIER (W dMY1N �BIA Y10AOOAEN PHONE YNMrt. OIMMN4 JWM z.l was.A.•n rawuN N-P .r-o- r.r -r -r A..x •n.. 1\01 L�,�.r. �. ----.��... �•I1<) taAw q \ eru PP or �.a )1 °a rarr,r .x, ua> \i .au •Mr. eu.!„-r._ wu• r\xau.lt q.o• N. )- • \•ar x• FV FV/FV FL FL/FL EL EL q+ As PILLAR CONSULTING GROUP,INC. BATTIN.pwrIDN QM REIN ' LWrvpOWTD JRETHANEI "TDN NSUL I III NG PER MAN t - ®GAPAI EDDOINT MIN 14 CLEAR I O�w�`w`:rno�wi o:oDor"u L OPENING FRAMING PER OR GUSSET eE sr>=ETv PANE WINDOW WITH DAMINATED cross-- - 535 NJJ 27rd 5T OAt•aL(R KTN[nr CORVAILIS OR 97330 NrbD1At 541.752.9202 IN SCHEDULE a OBTA L WWN PILLAR-NC COM 11 WINDOWSILL/JAMB/HEAD-DOUBLE WINDOW 3"=1'O" a°vMl�cs+KAnpK NNl-.arpr.tW tttWataY 64Phmm � tadY\w..Mw•r..r„ OKgt ,`N unaM YKLIAgppr.Ka r a Apt /aArq•�0.Ywii T Wt r ` - .11iu1 a+r GW PER PLAN .nail R La NUFACTUR T PVAE 1,Mt+E v-, TON s 4Q1 � OLM E.rawTtwmrrnc PAe.r\te..\Aap =EKtIO•WIW �� vERIFV DooR OPENING AND CONNEcnON 11��Mr'f rrr crc PER roan D TNLS WITH DGOF MANUFACTURER Ita[atit� � PLANS A` a"Q PER PTO ITIN.a FLEVAnoENE YEtl1 ut P1AI4 TO C1 la•rE'sm-mcTRACK AHCIfO-TO STEEL SUD51RATE ` o ,OHCD1uz JAMB Afl �f •. COLD ROLLED CHANNEL IE)E.B ROD' sERVESIRITECT"'VAPORBARRIER IPATCH YG/Lro MCA\t,/ AL BRIDGING® El PURMN TYP HOLES ANO PONCTURESW/APPROVEDTMFJSEALSI INTERCONNECTION SCREWS Y'0[VDIICrII° REO'D IICI;T_ awnl alwncnNlf Art.o\tu EMo / -- SCREWS ASRE CRPPLESTUD lcHi of wui�R TMENOSru • ODIBOTH FLcsI F STUD f Y ASTEN TOP TRACK TO CRIPPLE STUD O D BOTH PLUS) WrtH SCREW.AS RED. ITS CK AssT cnA rfA�t1M V1A0a161N/QaFA TE' N<'o]c SECURED TOPHE x scR A_THROUGH 1WE.WITH Ru w1(2)#10 TYP SCREWS AS RED S j BENT PL CIINM a1ML f10tL✓,rHV16t a0pM1lAA/td i l D-TO-TRACK NTERcprvrvEcnON 73 sra0 jB �°A I^1 M STREWS AS REOD tPLDIVS qn =_1i[.§ NGMCK Wl01.Sf8'GWS NOTCHED Ro 1 rizv. Ixl UND STRONGBACKS scREwS ASREOD1eOTH FLGs1 /-' I SCREWS ASREOD1eOTH FLGs1 60 CHANNEL WI.10 f Ns(SUPPORTS Eros®ITOP IT aoc SENT TRACK PER PLAINS TRACK JA RKBrM�RACKI u SPILL WALL PER PLANS RAL PPoRT of PARTION UPON JACK STUD'CLOSURE ) �tl[f1 oMm 15 ORIZON HT GAUGE STUDS 9��N.ON-SUPPORTING IFLOATINGI DEFLECTION HEAD ASSEMBLY ♦ �Fg ELE OOOR JAMB B HEADER ASS'Y 1�YM\ rR U r./.B 3 �_� 111g01'I.n°�rTOCttl11 mO1101KKOV�fA:OQa 11rOaM E]oAlasosT SCREWS - pIpI OUTS DEO TRAc-TO IEI BUILOINC ROOFPURUN BTM FLc ttP SINGLE KING STUD PER PLANS NNFICST TRACK Ta PLATE 3; L tlUtl\Q Right IFuIL HEIGHT OF WALL) G fQ I�EFPK !!1W _ URUN 10 ROOF UPLIFTI #10 SCREW PONT HUGE) IMRIITO1IWY{10091gC."SSN, •� $-URDN 1.INITIAL(..TALL) .room.[po ft.) -pb AE FLf STEN FHM TRACK TO L i.•1.:1R.T A\tV Nr m 1. JL�{ OV SIOEL""RT-AGO T KIG°11TO TN1c4RR0UM '0111sT THROUGH GUI EDTLANGElI n 1.111 AST.A653 Gr50 K515T MIL BENT WEB WrtHploscREWSIBOTM sroEs) um°NAA A �� � y W#V MIO[t A0011EP nNaE ' f�11PICIRK4MnPKM�Cr 11n° ffMN0EIINAJ[rrf alrCtll•Wa nt�rTOC IoIwrIDM ntiffNfOrTOG pIr1R011 _ wQnaffu.lel d nwr A. •/ I ,• \I V•N'M uPOry JALK sruDa aosLmE Hoa BTM DP�Ea;LANs I.uPPORT. I w"s iAA�'crcs TLo NSICE DEEEciroI TRACK I3 MIL TM RgcKPERP 1 ITERMIRrvn1RACK PER PLANS FSRT itpAcK I ) IOwsI'1 ASTMA6S3 Gr 33 KSI ®TOP OF JALKsruD) PER 1 .rl\CCKvwJ IzmltQQll HWH SD I-I r HtNgM AEs 10a1 LD I e 3 CFS SINGLE DOOR/WINDOW JAMB&HEADER ASS'Y 1'•1 a cIFlEO +rorrowtl•a•eolAo rvr U 14 CFS TRAC K-TO-HSS COLUMN CONNECTION 6 PARTITIONWALL-ADT WRNINAT KDEFLCT T Q 111T=1'-0" SECURE HM FRAME TO JAMB 0 iJKW rO+ MIN °OII/IViL K/fKA VINNIOir M EA ` z WALL FWNa rypzl u 10 SCREWS EA SIDE I-F '- - EL`'VA CAULK SEAM AROUND DOOR CA U] '��---- E WM11ROVEDCAULKTYP NAPND GALGCE T'K � I.E BOTH sroEs LAID RE-APOR BARRIER(PATCH ti r 1UctRt1llAa• I I [TURF /APPROVED iPP 6EPL5) � ` �/ l J METALE DEFLTn NI ITK FILD .{ W METALBLDG PURLIN.®BTM FLG RIIOIII[P Rr4YNA f-� �I]I 6I0 xeAOgNglAilftRTfaWLuLE 116Ga MIN IEA SIDEOFSAT 1aacK1 xOTgAKEMpQpW/MTITgM -'TWA T r0'MIC11YR0 uno)D W1 YI\LQNIY WWILff/W1T COVERING R tAffftT IVY W W 1t0111DIAWAIITtillAllf WALL secnolNS PER I,I,,eeey��.�.. r. aLOEJOOARAICALNYLRIOK __ aT°NWL KrO V] aL A a 3 13 A BOTTOM TRACK SP IC 2 HIM HEAD/JAMB 7 PAR=T AK-TO-ROOF P R INS 1T FLECTION TR le N STUDN OFiN1[MEE ISE EELK Tao STUD Oopf TRACK aRs('I NOTCH FLANGE fEOFUrMCM«RO_Mla. IFIWALL RUNS ARE LONc[AUCH ppfvurt of srIT ®TM ONN TO ACQAyQj 00011 f M LTIPLE LENGTHS OF TA IN49 VPTr PER Ni 'RAMIN P UNO W)In Elo scReWS TYP THE TggHOLD rvuFncruRER's WHEFE KDICATED FLANGES rvsREY°jO�i16t R Y/NML E"�r NITCHBL BE LAN ac SEC. eWs�En]saiUOD fA1QaMCdKRtf 'P tAt INta oR secnox ttv @OBLBTUDB f10^.��.NIlIIpaV f ara.uwna. 101g0� 1 KIRt MrIa pETy\ To SCREWS b✓. 1/T/Ig E S ]NC _ Yam« \fOn��� WALL MOUNTED ACCESSORIES TYP JaNTSFAu1JT ORAPPROVEDATERNATE �YOA //� � 12_ CFS STUD-TO-TRACK CO NNECTION fi ACKING- A3.2 �T G TRACK ACCESSIBLE THRESHOLD !w-------------- 11/2"=1'0" '•1'•0• �11/2'=1''-U" BOLT HOLE REQUIREMENT PILLAR CONSULTING 1AF_TO NN.OGIY[I ° ° _ " GROUP,INC. LINIETUDIHAL s s II g J I + (l 835NW23 asT .moo arinal• 7- ♦• cORVAUIS OR 97330 ' no v1 NLo/lu aaa lumo Pl-ft p{ggl_tlnlNoqA Lmlo uoyl\0I $IMollDBOLTS Y»fMfNtY 5IFLLAR-9282 VshMN PILLA-INC COM NOMINALHOL 11D yra THOIM aMl arAt f I. to a co WI eon an w Lmw sn 111MI s(MINI M rN w run w w fnl bW w Lw f Lw N 1m1 IN• I41t M w 1 "I ItrN w 13l f 4a1 nsunssad W tHl IYN 1I 41» atN 4lq 1 ITN ! l No INt INN 1m4 ILIt NIn Nw IAN n131•r f irra - 1 I.W 1 W - �xN 141r r.IM 1•w 1W t f mail I.K }ata 1.V! I.lM Iv1( Iw 1•w I•Ilnt ITN alrrr f10 aw f T-I] Tsll/ '.a ,M I•N 14t •IM( Irlr /w tAt faro f }� I[A OIr Int I.W/l.wt[mlp•,..••IM 1•H 1- 1.110[O•}1r f•111r 1•)N fw Al\rom•q f tan[ •(AEaAI IYAar UNI.-ITILDIWERNITHE HOLES FOR BOLT11HALLICITI wASHEq AE111B 11- W.BWEEDE H STIENITH BOOLTS w s 11HooR oVRSOEJ HOLES IN-EpNu PLIES SHALL USE A MINIMUM Sll6 e11 WASHER H'G SPECIAL INSPECTION AND TESTING p FIRERE-TM MO�g01Of 1»NlgaaVgtY»4NII NIIa11»N Apgplal�glrlsf[CINqADIfIC r VTNSIONUN EX a WASHER SANOT REO WAVE HEAD OF AsiM FT H TWISTLESS OFF BOLTSELEMENT u' BY THEF LINER THE NUTS of ILL-11TIFF BOLTSSAN ABTM F111 WG IS USED ASHERS 1EOUIREDER IS REODUNDER THE TURNED ELEMEN NSPECTOINSPECTION 'NS ANND BUILDING PRMIT 1HE[KDFSPEED"NH ARE HE_ATE EACH Ai s TEN TO ED ED.NICIPAI ) THERGROUPB BOLTS IN LONG SLOrTRDOLE'snnu REDUIREBOTH AN AsiMFe]6 WASHER ANA3le'iHlcNsiEEEPLATE uIRINO SPECIAL INSPEcnoxs TH wasHER9(oP CONTINDODB SARI PERIOD C Ill OR CONTINUOUS(CI As DEUNEp PER zOEs�BCEc_TEN zESP '"ALL KEEP RE""OF INSPECT INS AND TESTING AI1PR­IOE HE..T'TO r DIMENSIONS SHALL NOT Ex FEE.lnr EXCEPTION IN THE WIDTH OF SLOTTED HOLE OFFICRT FEE EN.INFFR OF FEE.A.AND THE PEG,-A.-ES n.N.AND GOUGES NOT MORE IIAN,l16 DEERARE FEE.TIED EPORTS SHALL BE IN RCONCRETE CONFORMANCERN a TIE IU ITT NICALHOLETHATNAIIIALLYRESDLTS ROM PUNHINOPRATIONSWITHPROPERLYMATGHEDPUNDHESANDDIESIS REINFORCING STEEL NOTES IMILAW211 . THAN IHACIN SH'L BE s(TYP FUNLESSNTEDOTHERWISE IF•S(TYPI=CAN NOT BEACHIEVED 6OLTSPACIN SHALL NOT BE LEss WTEBw LOW 1G IN R %(MIN 1'G I['LYNOTEOOTHRWSE ALL REINFORCING CARS AND WIRE SHALL BE TENDON 1.1 Rs(UNLESS NOTED OTHERWISE)as PRESTRESS US YES PLACEMENT rvGRER FBOLTSINSTALLEDI gELasL Ly° STRUCTURAL STEEL NOTES COLD FORMED STEEL,SIDING&ROOFING NOTES HESANDSTIRRH REINFORCING STEELAT a TMAbIS GRbO REBARSTANDARD HOOKS SoSi eT3` lTtK1,LNl afmnLNgtgq.{glLt'111goltoor.cgMEt[ kNo rK Ma Lot.".QpAx INN°F THE IUILDIN C°DE �I�qR � „4 6EMD pMEN8WN5 YESMM1.wLP q[dK(OW INff ACf11 P AIII5 pN SUBMIT PRODUCT W TE THE aTANpun W V II DES-IOU 1501 CN1 LEs sN1GRTAHO Hoax WITU MATERIAL sP E[I FICAT I.N.As FOLLOW$ I.1(t Iin1 Ok.I GINEEROF REcaRO FOR APPROVAL pRIOR To INSTALEATIDN IBM Hss EAT CLvpsrEE�NpsTM pblslA]Fr=SO Ks{Fav�t DCAUG� O � 1901f1 ksI Mej cALV STEEL psrM A653 FY=5D K51 FOR Lea I6 cA TIE 4A•)p»N 1. CI c'v STEEL AsiM A653 FY-33KSI FOR to GAUGE nrvp LIGHTER _ENT LOU O UNLE SCoil(�R W.sE n'PPgovBD INNHE sgopL FR CEMENT OF CONCRETE 3 AO)N )( ksl ury Dl cpRboNSTEEL SHEET ASTM aSTA GR SDKSI FOR IZ GpucEMATRI' cpsrlNro cO CRETESPgoHIBNEo - YES lfzt slsiMc SYSTEM 6ksi EI CARBON STEEL SHEET psTM nsTO CR]3KSI Foq,e TIE, ER pHOUT PRIORAPPRov'eY THEEENc�NEERdF RECORD LT TxUNDMENSDx are FI ALL CARBON STEEL MATRUL SHALL eE copreo wrtH a RusT INHIBITOR MQOgIo _ INN SLUMP AID C.ATFDT Itos-1 ANM FRBkICATE NIL ILRMATRwE ORPE AANDAR ER ANDAR ER ANDAR KA, o GI FORMETALsiuow'LSPRonpE STprvpAR STANDARD EunoBRs urvo sw.lLbEINAccogoprvcE WITH THEwTEST HOOK v RAISED PnTrEPNs�ELFI FORCE TMAi6BY HI ST °VED IT111LACEMENT DRAWINGS AND PUNSEP N " lrt c» �EME nch DCIg1�LCf'011 YIft1 COMOW IOANCIAClP\1NgYDYgL'YLffalletlUClMM atrn UI TRACKS 8 JOISTS SHALL BE Asr YT' REINFORCING IN posHloN SIIow ON PLANS eO VYf\MIO)fq[•RM roil ofp NUNM /b BRIDGE(LOSE)LATEST EDITION AND THE REQUIREMENTS OF AISO 36010 ps AD THE ACCESSORIRE$RFoUE IF ETS NR UNCDATE...SHALL BE CLASS I WIRE P - �0611 r•tylftACxonraKlg0rWl6MAxdww:awM gwXAtONfdl liMK11N1 p4tlVIM1 oar sT MEe FOR A COMPLETE AND PROPER INITALLADIIN sREcoMMENEO er THE SHALLEDWARE TO BE SET IN CONCRETE SAMPLES'PER •LSWwWoft.NI afa llYlK wKM�ICQKIL d1.IMKNpIICdIECT9Ma lAlntrbnpll _ CE PRIOR TO PLACEMENT OF CONCRETE wEF SETTING DR STABBING IS NOi %GEPT iKIAEgSArMMO (Oq»wl1»YrACOIId IIAr IM[GaYAtOY("1 NNnfOt/tVFW/OMN gMliiR EI�UEO pc],e SS TK YOI.AAOOIIfK JW NC pO VrOffAtAIx WYKDa YAt{IowrK.ntm.¢i 1INFmE1Ct o HOF THE c°nNEcnoN Au wELpss LLTENS1-FOR' x YNaw IQ TCC1At4 Ot0>IiY.AI»DAlxaairr[gWPNII EDrlItplVal-a-at,"o. BE TpUCHGENT s�ETONNsuRE THE STRETN`W �oF CARBON STEEL SHALL BE HAaSEE MENi IN REINFORCED CONCRETE ELEMENis sH4LL BEAs HOOK "-TA "" 111 E11E S1TeIS..'0AEVILO 10{tkfgVlMllil'MWrHTIL 0Kwa NCP TE ESTDECTH Tests I,., 4I.c rvA 1ELOPMENTLE=.'LAPSPEI[EB'TABLEANOAPPLICABLEAa . • tK,aN loom INt t-Hata.Box" InII[gwlf.aLtAlCWprAlpq@*IO IK asp arrrA/twGlwa NS PROVIDESPECIFCLAPLENGTHS THELENGR HA 21 FOSIZEMMNAriaK(► OFF RE E AS EE'p0 OpDANCE WI TH iHREBAR pEVELOPME NTT ENc L E -H PAR MUMHOOKKE%iNR 115 DEGREE SOONTHDNCRETE/EMOTCRETE IT Ac t fq(nING AIataNNpflNaAlaAMalawtlq atVUgrCN.IOMt/COY![IIOIN It»f AqL Puc WELDEDSPLICEDb Iti°WE(viAI05REwsN LAa SPLICES TAeE ANoapaucaCLENlEssacESSHALLrvorBEMADE UNLESS SPECIFlR°q y041. tMLlMooEgor of Gy 11 s OYReN qos 11 f!Ifla NJµ OEMfIl1iA/}OCrM•MILOp tK N4l dlxalfNUnwWlllAal Y}CairpM Elq'- STRUCTURAL BE PLUMBED ALIGNED ADD SECURELY ATTACHED TO FUMES OF BOTH PRovED BY THE E OR 5� TMIN 11 f art t MTCAI YES VERIFICATION OF FORMWORK 3 t '/ERIFY ALL PEa CND LOWER RUNNERS OR LRACN5 :°113,8 u(HIGH EALIA REQIIRED111LEBEINSPELreDBYA°,IAEIANDTHELI INSPECTION ADIAIIIEA W RRENFORGFMEN N[ASTIN REBARDEVELOPMENTLENGTHBLAPSPLICES \ HiHESR AS REDUIREO BV THEpNPTED euILDrvc CODE AND THE Rcst speclFlcarwry oRH s ETNC MEMBERS NO ACE 11NRETE(NONPREs RESSED)SHALL NOT BE LEI'THAN THE FOLLOWING T wRDro»»uHnAI?rNIGfrLL glnMltM raaKq Mrlaf.Nrr MA VLCMKAIOMrOI1ML °SHALL BE PROVIDED BY USE OF GYP WALL BOARD OR SHEATHINio PLACE CdI Iv na Ml 1.nawNOmv W40ON aO-1. r »N nI uN.» wru a»1 IN "..l NCYONOrd r'gPla e[yetnx Ntll»nEgaERDJgE rrEPnC/.lantHMagqllltll lE OLLED CW.NNELS BRAG NG SHALE COLOR if IAA • IF•1LA PE 0.• <A• ___- ITtplOgqlW.W 10II{a,IgllCfip4WVJLLAd4LC.MOI(Iq jl+'Jq InIAMGA1ADNfp 3 ssoTHP SESPECIFIR MECHANICALLVBw•cE STu0.5ge'oc BI CONCRETEEXPOSRTO EARTH OR WFATHR NA q• �� q. I n^N STEEL urN 4nANNt HIIII avlwa}rcq.nPrcinNae.gn A+r�1 .r woeno qN pgovls PROVISIONS FOR STRu[uPE VERY UMOVEMRrSHULBE PgovloepwHREINDICAreD B,I aB rHR°UGH r,B BAgs �. IP PEi fto (milTTR l I-e»+I[gGM Y�I4�fGVM MVt•LA�Y�INi OY•ro.,LlCx w1ALILWfy 51)15 AND SMATR BARS WO OR D31 WIRE AND SMALLER I.,rr qr•.q q•` . • 4. Nw OV:v2iaP)ttA.M VIStANA.Utl ION@*.x ltLNLANr a ar(»wtM tE/ ELEMENTSof SRucruRaL Os! AI YIeea In OCONNE.I UxO IAAAUAAG1UM fI 111 C•IICVKN»w l tL taA"A 111D 10 We as roq 1ONIa NIOGKODMt.IIrOYL'll llMp)OfµOlpp/IfINuIgNWUKx M V. I• »: ». »n y= »' Caz'• ' aLL NtIDlYIEn WITrt441G12nPIVq UfEM Nd LglY Jt eQ W13MU'rgNrW gEVLNAIb YWYyLI� q IIN[RETE NOT EXPOSED TO WEATHER OR IN CONTACT APINW44L 01t(11A?NV VArw M.A'MMNt1oIAl[N WTLM4 rNMnAVHV1NCN4 Ygll\[wOMplOAI lK lapwa4WNWNY Ol CIUIIs AIe ANOaSBARss TWrtHGROUNO Id »+ • . q. V. a• ». 1A rEi Iggf o", ACUo PM1/1»lAi eaflOElLlr VeµELSOiHENEAY/J•gJ.mgr qt NAWEBHUFFENEII OH AT POINTS OF II=ASH MALLER w]1. pLSTEEL ANDMETAL !N OCa c E u su O c]IB'ZIS�M RVRps -DECA uK 3ba Nl.Nt1f11nYW1HT.1GnwDa1AM,:[g1at:DY•raKal llA l/»ItEMR[aD4NNa1GD cz1 TIssI u II wx unmlcElEwr,aaEyc. swmxVmFOFFNwNIUCI /AC1NglY AW*rNCOWt11W"t 0Nak w-0AgaCNOfyMllllowroN r H R Ic HE ORAwINcsANCHOR I- _qLntI 1KIIVrdVl Ot W,,"A 1AYI1prTI•IAVMJAIgnOGlgp wMEND eLO­SHALL BE PROMIDED AT 1111T NOSu EINFORCEMEN TE TRR PS LL�BOLTS ANDrHPEADEo U':NnIOnN10M.lfPW plCONIAIJIIn LqfAT41H/N61CIaTOIOtLI�;n011DatlVtad•a4O uc[E[xcrosps[ABNP A;r L.�c Na marwameNNogeowLwctNgt cEgNrD+}PmeN wnl cFr»LLgtgrP.REo q MBEH66P E55CONCRETS CONSTRUCTION NOTES Rsa�x HIaT"Ew PLY OSC1I GCNSI A -Itcy. IK ra = mruwrawflNwuw OlKarw•4O.MTOA�I a, sIeeosrAxRA.:..oxc.Fre oEsl�x sreExeTx:sFFDF:lox:T.FssFb.ELSTRENGTHUTE. N'll,1D pro I*9.10H outwwaO"w HDlproq YNAtOpro0l wCdtto NYMW - C%MiIiH MUM aBAASE hMiETU THIIicIKervEss Mo o3ivICKN sP FuerxEewADr Tlax,rs TxF esoul.Fo vucFLFNGT. O vAw.l:gsYES MATERIAL VO ttetr Arfxwtowttq»L»Arlt nlwwlfeAfwlofotwAtx/d lNEL I4/l40FONOOKJIIE = MINIMUM BASE ART'THICKNess=DDezb' ePFYIHca<LY IxDICA,F 9Et s STRENGTOLTS NETS H T152 a N/IOGtOM No aRil ttaglLotpR N014CKON(PgAr.Arr11(OMEq[asgrntwt(»w nlglx rY{\K w.sE xAT EA oe APPsovm //••�� LTIrvsTALLAHON NSAWdt.W a3F/4Ar ORYkI»AEON(OOANnPfYO}M111t dA1 MtLCi OYlANgt pnLCIEOCgIIIplt1D - MUM aASE.ETUTHT.NES-aa�i' F-I lolTl NfKY4AItCtVNq Ida lNd}t ApEtnrrP tK B10l wVaW WtlE rgO1LCIFDH AD MINIMUM apsE MET'THICKNPS5=0 osbs ssu*Ul KLEYEIRAI.isx-N-PIALVALTEao�v'io O Ba avtcT@* rowanNlatwraaEwagrnfarrromwrcf:wlwq�wn+..ctwe+•gsNuciwo 5-1G .ss>x Rxoo STRUCTURAL DESIGN CRITERIA .t! M� IIdifI/flnHIs, a ciEoWwl' vol"ODttMM INDICATED OR APPROVED STRUCTURAL STEEL SHALL BE SHOP PRIMED THEELIE' PARI CC T US su e6mUw'L I"Ecraooes pEq sSIZE SPECIHED BELowNo, INSTALLATION wDl]uxo .•,,,,,,,,,,,.a..,,,.,.�,,,,,,,,,,,,,,•_,,,,,,,xNP arnEgtLwroaatrdgoorraaa.r.Lrugo SEITIOrLBNtrp rralF COATS SWILL BE MAINTAINED THROUGHOUT CONSTRUCTION by REPAIRING AND = WELD saE=DOeS,• 25 iaoualroAYw\nfoYEgccnanwawwgogofle.odl.tglcfogrclw.tegl.nlL»» _ _ 43OLTS IFNUN. NOMML[IR.CIKEOS[OluptgDICIIDNA/1aVNCTIMµkNrt HaMI1 WnSTEEL CODES8STANDARDS IRE rnowl»l deenrAlnxf 97 MILL 12 GAUGE WELDSIZE=o 01T Ix,F.ID.T P eF NwsAxDSM.M ](ga11FgINr aNN.awnlvxaoavnillaurrd wAr+arw.wwtlmNLma (�/] IiENsION se MlEs Ie OauGE wELp slzE N urts�iEeulpwx x yCtl.lpNVnlgV9gENCEOIgnrIlOM3OLt4rIlOYX\DCBON WICRJ• r'1 REUSEOALL Ala ltaOCfyMt dLLl ll»LLI»YrApalt4[rE1MOP q[Nd'4ndl tw[r.11lIAIIGIION•WIA s[REw s[HEDULE x- aL"»I»a llYpq"oultr'tNCgT01fMLt6o1w1IKN''11bONgLaCAIW'IM'W'IVCAMq tC@wllf4lPDOgr Y»Yp/K trt[4GELlOY1rOANN1•f fCKWLgMaY WYK4nd tK FVBMEOSIOES WL�sGFs r DESIGN LOADSBINFORMATIONIFOUNDATION ONLY) REINSBOLTSPECTESHALLD -1 w IS,o^1 AOtm ONYL»IdlOMA1MYi\ 1gt61KgEW tS!VILCTBH*1t GONIM.CfOq yAN1ALL9aAa tCOut[n IIAl4AVIIHI f� AI pA',LOADSAN TOTAL supEglMPosED pEAp Lopp'L.WANE OUGt\O\'LYRt\(NNtN01wVWynlwAll111 AwtNRP1K lQ NND1lO.CMYAn. lIICXAEWN)JECVHO RNa11W1aMOq AIIEAWI[a41L 11pIAt--lCNJIA1 1BEORIL' 0.11-A sx 1-A-T A-IRTF_.TH c.c.AILLAR Flu All srzEs A,I PROCESS CECK FLOOR DEAD LOAD zD PIP U 0 IA',=INS AND rLq%algllClVIW.Fy/LLENNELCO[ON/NLC ICNMnDIxClaongNNeLE1L![VOggISA `oPSVsfpc[.ausAxo,.w6Fn A31 TorALsuPRIMPOSEDDFADLOAD'LOMNCEONMATFONSwB 215AP CU1NVYylWTWOOq(lnp(gfgNlydMttOpl SlNlCall4CdltnNWNM 11W YLwtIP fAaRKw aYKn 10t.81 LO. L IUHJC NIZfCAN�o NCIM In)KC IVKWTAq BIcoLUTEPU OEADAND EovIPMENr Loans iIFIT[f�Ir11PMn IK(HIItG IOgI,r 1NYlIEq SIafEY 1rALLf lrrgok@*/11K 1qr NYYC[KNKW IXC/GOY(VA►NInI0001KgwN CON£CIg1•f fl.A{I llAOOpgpAhC( L..-T8.ri61iFFL LOlrvc uxLEss xorcV OTHF.wISF BII COLUTE.'cEILIN.DEAD LOAD ALLOWANCE 10 FEE(5 a w,11.9 U W z r[l 'LIP CRIn[AL ♦Lt IOIAtIdn in111•I MCr bAANVnJNA WIt31W t/graYAlldlllpHL/111YCtlgµ}tat MCA 4OolA WITNMfp[OLIi taON ULLLYIOItpOhlgnn[ =1K Foe LH-10 sp SLFEyE mxxccnoxs B21 cDE .E.-EIEOUIPMENTDEAD LOAOIry GRINERRI IZ W F(]6e MpIOMO CONNECTIONS Yn A]i>OM.W f•»IIa\IOfK N<lOLO lO aigYLIWK/Im YOYagDIDL1N11VxICIVNn1NUV1T?.rd1Nt10 Lxaw N.Lw LOkO EINWM'� a s AsrMAioa l<o ks0 BSI PLANER WEIGHT pELOWPNCE IKLFON PIER W'Ls(305k�p IOIa11 �I polls f{1t11 wt(Ity rdl q(VlWAAOA•rgplAt N.M aegrWglo CO6tnL<IId1 ua lAYgtt !If iN MN kn LW Y.qM n•IVw 1NC•w IF EL.BE v RARI..cI Olt"-EwcN loco AS A;..lso BeI BANG""WEIGHT ALLOWANCE 1 KLF ON PIER WALLS 112 B Bp II W ~E.", K cj LrvE LFLOO a ' Wlta•a.TwgN•AW%p r.wq.gatltvt(a1wN'YN1A"gAf 12)FLOOR LIVE =AC=1TY HEAVY MANUFACTURING E-r STEEL SEISMIC LOAD RESISTING SYSTEM 'M't' "'I/1 w1"q°I'"A^ a.••' BgINAN 13 TALI Y=z-TON GM AQaBB[PEND NraPER TED Qcn Yes MATERIAL ELD vIMTEDMETALS ON OFTABLE Al I q ufe rwm mt w ». 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WM rA,{q.hwq.lyyagy KNtAp.}.(()Wt<�I�VrW1Y.VgdfrOlsPl F1)METTED psCE]-IO EOVNALENi LITERWANEAL FORCE METHOD TWO STAGE Aw.Lvsls Ra NGEEPAssTL�WELDS LCSS - HAS DI N L, M I TITo''SEISMIC WEIGHT ALL GSM AN OR EQUAL TO SAY .NYEGt LEA RE AN T STING SYSTEM esEgslTo- Ill vro suPPo.T (UPPER sipuciuRE SEISMIC WEIGHTS BABE SHEAR W-335b V-3B 05 tE Iltlit , AWtDl1(t za OPLANR FLORLEVEL EAM s•AN x..clxclxnxsuosvoxunexccoxsmnwcwvUvEF tzI LOWER siqucruRE SEISMIcwElcHra BpsE SHEAR p -T a reCOLUMN HINILE SHEAR PLATE Nsprvo THpR SINGLE roF 1F)1TOT'EMIC BASESHEAR'Lowax1E v=el Oe wpo-t3 E=5]3 YES COMPLETE AND z,1 REDUNDANCY FACTOR 1 Tor'HORIZ SEISMIC LopO m PENERATION I-ST PON TIO s TT P R OOR TA..Nlrls xoTPEewncouxEcssFCuur AVTxa+¢EOIuwelnlxe P.ro.TVl I SHE. CONNECTON A HNPGANEO FL LEVEL FZI DESIGNSPECTRALpccEEEw.rlorvsF..YE WELDS PW • nrpW v. q ..T.ucnox.1-EEV.iiDSlii AvrSDTi A ftOVgIWMNP KEODNtOm»SIa ISMAtolla•T^ zg. F1 MAPPEDMCESx DAMPEDuI-106<WTARGETEDIGROUNOMonorvssUNVECTrEq xCOLUM �1. 31 M x DAMPED s=r,BL a Itf 1MNfa:tIDNAwflIIL 9fJGdl gOBAIWro\Cfig1n .N ' IA - ro - - -EDB 1N(r:r AW\al [ »wAur ea Ep AS PRETErvsIorvR HlcgsRRGTHNETS WITH PAYING H!. .I.a_r ,el Ao Hs EO MCEI sx DAMPR15.o aD 65T 'TPfAya FACESHATISFYINGTHEsm-T.AnV DT.F.sPFOUFV.E.-GAExTZINp .DANCF WITH Al.Re I l Ax0111 lslD OU EATERY sllb 11101E aECTION rNVEeraEq ACCORDANCE WITH asc 36a,0 SECTION 03ewRHcwsspsLlPcoRFICIEDTOReeTTE ul.VAVFwwFCVMp E EslcNI1 DAMPEDSPECTR'DRONEAccEUP NS -OTsz /N11 a alas EouIKEMENTS FOR SLIP CRTICIE c°NNECTONSIN '•n'.I A .r1r1Y NN1us NY wx�FnpauEro���..n.n1m ACHeiF E2161 DEslcNs•A DAMPEDSPEciR'gESPONSE ACCLERATION S.=0A36 L S($WLL COMPLY WITH DISC 3el.to SECTION fa eef a]I •1.1.N1»•t /N• I .EssrvE F316NE CARE pY 11PIEDj SB WELDHATC.LUREPTSINGLE SHEAR AE'LATEscpwmrvs AT 1��A - 7•N �73pwrA•-'••=aI's•1T'S 4atnla '�a F1 RISK CATEGORYIATEIEi,O to is�l OLUMNSvsT F eIATNUICDSICNCATEG,. 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OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19406 68th Dr NE Permit#:2290 Parcel#:31051400300200 Valuation:200000.00 OWNER APPLICANT CONTRACTOR Name:WESTERN FOREST PRODUCTS US Name:David Garcia Name:Dennis Lovan Construction LLC Address:800-1055 W GEORGIA STREET Address:19406 68th Dr NE Address:287 Coleman Rd City,State Zip:VANCOUVER,BC V6E3P3 City,State Zip:Arlington,WA 98223 City,State Zip:Mossyrock,WA 98564 Phone: Phone:360-333-0688 Phone:360-985-2015 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Addition CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A l - if ICATF OCCUPANCY HAS BEEN GRANTED. IBC1 10/IRC110. SAL . TA TICE:Sales tax relat' U construction and construction materials in the City of Arlington must be reported on your sales tax return form an coded f Arlington#3101. i / 2' ri pgnaturc Print ame Date Released By CONDITIONS Adhere to approved plans. Please call for inspections. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2018 Building Permit Fee $2,247.43 12/17/2018 Building Plan Review Fee $1,460.83 12/17/2018 Processing/Technology Fee $25.00 12/17/2018 State Surcharge-Commercial $25.00 Total Due: $3,758.26 Total Payment: $0.00 Balance Due: $3,758.26 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon PLANER AND GRINDER ROOM - FOUNDATION PERMIT SUBMITTAL PILLAR CONSULTING GROUP,INC. 0J0 NW 1Yd8T. CORVAW 8,OR 9TJTfl 541-752-9M WMW PILLAR INC COM A. A gtltlNfe AEtlrea Ffpre Fa amen HA OMN _ �nBBREva►nows -- - OCCUPANCY&EGRESS DATA A K ..( TRAVEL DISTANCE AB u41p1eur KW 1M POUNDS AC OCCUPANT LOAD DATA _F `. ALLOWABLES ADD D ADDENDUM mMTtrimnulE L AGG ADARLOAIQ LB —D MA% A. WIKARY1uv2AA Axfa�clloN ROOM �OCCUP OCC.LOAD OC6tIPA•:\ J EXITS TRAVEL MA%COMMON ALT ALIvxu1E LF UVLINE L FEET LOAD ROOM7 NAME AREA FACTOR l••GV�.rJtlTE PROVnE6 DIST. PATH COMMENT$ APPRox AiwmAUYAIE �P Lo_T ARCH AACWrw(u LN) ASTM A4E1La:W160CFt" M FOR TFbiM YATLRVI5 AVG "RAM MAX MAXIMUM B ME 7Z ME22ANNE MER MANUFACTURER BD COAAD MIN MINIMUM �� BUNOHJ MI MISCEL OUS BLKG QOCA0.0 MJ MECHANCALJONT BN oo._NH N a oonouw OF S 00"oY 0FFO01Nq (N) NEW BOT OOITOY N NORTH �i BEG SENUA NOM NUMBER •-... BTWN S6lW2T.l1 NOM NOMINAL --- -- ^ NTS DT-TDSCPLE W DAAR NPLACE 0&DGE. CJ OJNTROLJOINT GC ON ENTER CL CENTERLINE OCEW —ENTER EACH WAY LLR CLEAR OD OLITSIDEDIAMETER SLOGq COL CO-UMN OH OVERHEADS FHAND ON. GONCRETE OPNG OPENING ECTIO CONN CONNN OFF OPPOSITE SlDOC ' CONET CONSTRUCT— &OGB GONT CONTINUOUS P �SRI COORD -NATION PRE AST --•w� GTR DENIER PEMBErIJIIEFYLD Y11.itUi SLppO cU CUBIC PERP POR141CY.TAM �_ QLRpAs< R PLATE CONTROLLING TRAVEL PATH DATA _ 1A2 DF DGUCI SFIR PLY PLYWOOD I1F4J� �Ht07 _ ' Dw DIAMETER PEE PDUND85OUARE FOOT EGRESS APACITY CALC REO'D MIN CALC REOD )f- r p-fNER ' Owc DIAGONAL PSI P(X1NDfi�SOUPRE NCH PATH SEG OCC.OONMICN TRAVEL FACTORS EGRESS DOOR CLR STAIR STAIR EABr DIAPH DIAPHRAGM R PRESSURETREATED LOCATION ID Y LOAD PATH DISTANCE E%IT OTHER MMRS WIDTH WIDTH WIDTH WIDTH woLry t'�-.y p PROJECT DATA 01 a[O ) _W DIR DIRECTKN R TRAVEL PATH SCHEDULE A. t oDYwrMIRDw � I�rM u1a afen o08a ba 7• o♦a 7.r l K'a�nt On DETAIL RAD RAnIUS ] Ike Y 118A t/ R -crib 0 11 OOb 7.8' OOn 7•P 'abS I( DWG DRAWING REBPR REWFORCING BAR PATH vEbilbtti 0 S' 0. 0 N Oba a m18yt REGT RECTANGULAR WESTPRODL1Cf8 � PATH DCCDPAHT�CLe• TRAVEL A. ♦ G 7 0 A a bpa oba 7 0►M 7• _ E REF REFERENCE BR016PSWGEp-. DM7TRUCtO T)K LAPA*M^ OOOWANL.vr TI ID LOAD `a, DISTANCE b r�v M 0]a bN 7•f' 2♦a ]•� pZ (E) EJ(I.STNG REINF REINFMCNG/RE6JFORCEMEM VAN'Cl1UVER,BC VAE.lP3 GRAM b TY A 0 Obb b18N b a e0a - ♦ba 2 W E EAST REOD REQUIRED CONTACT WFMM0.TpN sP1AY1T+ED:YES b A / .A] 11 0 R TOBR 0 IA 70 1 2•B' 1♦7M 7•► EA EACH REV REVISION CHE9 PIERCY TOTAL IBT FLOOR AREA I5T,N6A SF�eaI) EB EXPAN90N BOLT PHONE.511AIT W31 TOTALMEIIANNEFIDORAREA NNOMmtlraf • N A T1 O.T" 070M M M •7 EJ EXPANSION JOINT TOTALFLOOR AREA IS],NAB6F(esl) p AYW■ 1870 70 1 EN EDGENA NG (S) SIMPSON DMITEROFSfORIE91 EL EIEVgTK)N S 90UTH AIINN']NOHOWOJPRIER BISLORIG HEIGHT:Nd ONem.NV ALLOWABLE AREA WI Delertrired 1(- a ELEV ELEVATION SCHED SCHEDULE PMCFLNUMBER 31051100.1W200 �` • FOR ENGINEER OFRECORD PROIELTRIYSICALADIXiE83 ALADWAOIf>iTy1L;02 F6tERESISTANCALFRAG3 i EOL EGUPL SECT SECTION 1BI06ABM1 g1RE ALIAWA4f IAIWI 69t20=T5 PNINPRY8IRULTURALFRAME MR EGUIV EWNALENT SF 30UPRE FEET ARLIRGTON,WASmA IN/ANmYee E.M.N.WALLS PROPERTY BOTDARY 9HT SHEET EWAYUM(OBYOTILAS EW EACH WAY SIM SIMILAR SpiNr) EXTERIOR:z R ITY GISINFO SHOWN W� EXT E—IOR SLRS ABAYC LAt8MA6 RETSiN6 MIEY 20151SC AMMED NRERKNi:DHR ID PROJECT AREA: c HON BEARING WAu3: FORNO GHN TASOUNDARYB NEW PLANER F SPEC BPEC GTN7J WAC5141 AM ENO.CODE Wl FXTEROR MR SURVEY) S ENCLOSURE FB PFLAT AERTSAR SS 9T CATE SO INLEESSSTEEL FLDORBA SECOND tEEERIGS:MM MAINSREADCES F- FOUNDATION STD STANDARD ROOF56SECONDARIES BHR FROM FUCK ROW, FEE FYA6rr FLOOR REVAtf7N STL STEEL FG FINISHORADE STRUCT STRUCTURAL FL FLONLINE SYM SYMMETRICAL { }A FN FIELD NAILING 1 STLAN FOC FACE OF CURB TFT FOOT _ T TOP jLAJAD.1 1"IE P =2T10'-lT' FTG OR FEET FOOT Tye. - (FI FUTURE TSB TOP A BOTTOM --_—-- VICINITY MAP G TEMP MPORARY TONGGE AND GROOVE 41 V r\ •W = I �.- \�I_ DA GAUGE INK TOE NAIL 2P1Nd NE ( 'll GALV GALVANIZED TI TOPOF 1�1•N1v4 wY�l1lNNlth AAYNAIe UNpw�r:DON r(p1FNM y{pp[arr\OdbIM1001 PNFA S /1 III YYYIIISSN�� GG GENERAL CONTRPGTOR TO TOP OF l At• KMICzirrtvpMANfOcv.ir011♦NtW MwpCNAlq/L.WAl100Y WIV1,TMaAN YR 1�) 1 OLB OWOLAWIAI®OfAY TOO TOP-OFLUNIOODRETE PWGOOtaIVOtrOrtl<IxM<Nh/flfx OOYITryNggqyyyy�L��a/IONORMtlCNM L L Ty 'IDS T GRD GRADEGROLUND OP-OF-S TEEL eNroOMD HAN Aiae NlF4any,CnO AY WNOn.N9 t01NYYN1tf1AAtlMtq AMOACt 1MYFDfLM r1 O 3) eW q wNMINANfWLObNL KWOMDV A�QLI ODOMAAOTVYfMOV lull• OVP GYPGREIEIGYPSUM lYP TYPICAL 1 p1NMgfW uop[AnOYN%OdIrOO1NOFeNNT11101Y Y1rgOMONN0+0 MWx r, ml,eeb� _ H LJ aa+A�.c.A.t�"o: wr`�.'trFP.Dc='O•inr"uoti�aMPN'�°iw'�w+oro ta`�°+IDNos1eY.D°"n,- . rW, FY _ HD HOLODGWN IlL UNDERWRITERS LAB W F I S,NIlM ;,I L.• • HP HORIZ HIGH POINT LNO VA[6a NO1ED OtKAMJE O /f HK HOOK V L�iWJ,�I ;- H83 HOLLOW STRUCTlRAL 9TEEL vERT VERTICAL - M HEIGHTDRAWINGS dL SUBMITTALS U 0 YG VERTICAL GRAN I 'VOL VOLUME YL eSROMINM11PD tl—1RYN y rT� PROJECT LOCATION ID INSIDE DIAMETER yy N L 1.1 WESTERN iORECT pROOUCTS Mill IN WCHEe W WATER OR WEST A)ROOMANDSJPERSTRUGTURE0HASE2) PH El FOL WMMN -N0. M815ERESDRAVVING MO INFO INFORMATION W. WRHIXIT B)HVACGESKiN FH0.3E2 ROOM AND 9UPER8TNULXIIRE-ALLS-6ERIE9AND ASERIESpVrGS ��yy M 10400 08TH DRIVE NE INSP INSPEcrION r-, INST NSTAIIATON WI WITH DL.rKr ltN �� PHAeE3:REWESTEDOEFERREDSUBNTRK6IBY OTHERSI ARLINOTON,WA 902JJ We WIDE FLANGE WOOD O 5 {`~Fµyjll INSTIL NSl1UTKK1 FJ42V CODE COYPIMWCE APP. w - TNT INTERIOR W} WEIGHT F)FRE YOT:NLR04YM CL-' ' + J ME WELDED WIRE MESH �1 JST Oat /+W N'ELOED WIRE FABRIC DRAWING LLST-COMPLETE SET O Q' 41 ) jama o 1 a U a M. — GENERAL NOTES J W W W 2,1BB SP s TYO MA%VM M APRILO TO THE ARLINGTON PLHNER ENCLOSURE STRUMREPDJECT ONLY. IYIMNNE Z A(�WABHFAtAl-0 MV461 tYDU T010Up1RN08 ADOPTED BY THEWAwJNOIp'1 O F W W W AMR .AS r r W fn., RMMI0R1A14V10(W VEa0e1 TrgtE RLAFSMEDLI FORTH VINt1'II/t2101D IHNOUGH W W W PROJECT I lIIV -��— ? IOt12tt jCV WAINCp'ESOFTHEAULF11 CA1tTr KUIL WU("lICN O""A LOCATION ! ^ VXML THE I(LSntJNE wYBEM FOIL Irg Lnurr,,o11CA}plcuflEM■NnflzunlMT) _ _ SHEET NAME ISSUE STATUS NEW PLANER r IP Mr A01 OHM 1 ; oFin vcTiYrt CALL FON UNDERGROUND LOCATE91A11)OR(1EW42f5555)AMINIMDM OF CA HOURS PRIOR TO YIIII 1 ROM_ t1F 1liiiniT` -1wSaLOTCAVS-11 B GRINDING I I �� � UDERGRWDGONSTHIICTION(IF REOUREDI _ MIN 01 Oi/)JCNR/1N10YiTRICO VM /1AMM 6Y.Cb FOR PCRVtt �� ROOMS ( 'A j I h THEDONTRACTORSHALLMAIWANO MMPLETESETOFAPPROVFDDRAWINWSQ UEATP TIME9 YN 11 1ftNPLAMb _�_ Yq 1MIFI1 p6tPbTM PPRYII .T- Ir ¢ - CZD WELLABLOCAMSANDDEPIHSSH LBERECORDEDSTRUCTK)N FROM THE gPPROVED ORAWN�Li3,AB YN NOUNG'A/101fNEf0011L00 � ,IIIIN � OFM PAM_1R �MM\IIp1pM� V`6/ ]8 1 'U ALL WORK SHALL BEINACCORDADE WRHTME 9]15INTERNATIONAL BUKDING CODER IIBC,INCLUDING TV •A �IVM '(_tU1p111 gB1EDiiA PlB1Y ! �' io — I I tiM THE Z1115 NRERNATKINAL El08TNG&1KDNG CODE AND AOB ICCIMI61 A1111 AND OTHER GOVERN ID, VA 10 KSIKIC•ifE{Att �10F4 '1{OLi0F01PWWT 'IYJII Z -. p0 NmIiRa4Rp`1�A6 TMYII tlR001A/fR�IR /iy CODES,LAWS,RULE9AD REGULATIONS OWW Rlp-IOft 1044lCJi 'lV � THE VIORK INMUDED INTHB PROTECT SHALLCOMPLYWRHTHE 1WAMERK:AN WITH DBABILITIESACT IDaY 1fNBHB CJ lXRO T� INARBAAl .�rr .. IADAI AND 311sIBL,CHAPTER II n� i,SAN BF MECHANICAL WCTMC.AL Af COOR MUYBING SYSTEMS SHALL BE DESIGN ISGW OY OtEERS, DINATED COIpION .A4)LA r/ BY THEGEF2RALWAMACTCIIANGOWNER,SUBMIT MECHANIDAIAN15 I 1Mf.Al F,A"IOENGINEEW Cj j,VICINITY MAP OF-RECORD FOR REVIEW. A m L� SCALE 1"=NTS 9ITELAYOUT,fYANNNG AND GNIL ENOMERING DESIGN BY OTHERS COORDHATETHESEPIANSANDTH Ao E a 1 j I R SPLAN BUILDING DESIGN WITH SITE CNIL REOUWEMENTS AND LANI LSE CONDITIONS OF APPROVAL w: A741ODMMC PILLAR CONSULTING GROUP,INC. 0 0 8351 111 ST. COIEso RIM w A2upwawwAAA NCTURAL STEAL CONSTRUCTION NOTES OD nGYM AEEren STRUCTURAL STEEL MEMBRS,IINLE59 NOTED OTHERWISE,SHALL BE OF THE FOLLOWING ORAOE W TOE FLgNGE ASTM AW2,FV W AN CHNNELsa ANGLES AST MAB FYpNI F. SQUARE HSS, ASTM 0.500,O B,Fy 461m1 a-RDl RWNDHSS AST MA Gr B,Fy4210i 'PIPE AS A.,Gr.g,FV Z5. PLATER ASTMA,B.FY30Ier Hw OL+,OwIwI Oft 'WELD FILLER MATEF- Fy]BKSI U N O 'BOLTS ASTM A­ BOLT HOLES SHALL BE CELLED 111V DIAMETER URGER THAN BOLTS,U N D RAME CUTTING OF BOLT HOR IS NOT PERMITTED ALL NIR9 SHALL BE INSTALLED SNUG TIGHT,U N O LOCK ALL NUTS BY FLING T`w`D1`Ip wim moxwm APFRO,EO"f1 IGLROtMAMII x1m CCI11LINHOTION II"U.ocwIIINI to FIC com CF wIAKWM 11TAOTRE ma/IRLCIV W$1111C1 SPECIAL INSPECTION AND TESTING o LGING..BRACE.(euu,LATEST EDITION NDTH NFOLIRAMET TS OFFABC�-0SSRCIFICATbN THEOWNEROR OWNERS REPRESENTATIVE SHALL HIRE N INDEPENDENT INSPECTION AGENCY, WELDING SHALL BE IN ACCORDANCE WITH AWS DI I&OTHER APPLICABLE AWS SPECIFICATIONS FOR AMC APPROVEDBYTHEBUIIDINGOFFICIALTON3 CTPORTKINSOFTHEWORKREWNINGSUCH AND GAS WELDING FOR BUILDING CONSTRUCTION INSPECTION SPECIAL NSPECTION6 ARE SEPARATE FROM AND W ADDRIONTORECUIREO MUNICIPAL AGRCYNSPECTTONSNOBULDNGPERMRCHEGK-0FFS THELBTSELOWSPECIFIESPORTION3 ALLWELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS,AND SHALL BE INSPECTED AND OFTHFWORK REOUIRNGSPECIALNSPECTIONS THEINSPECTKKJSAREDEFINEDASERHER TESTED AS REWIRED BY A CERTFIED AGENCY W COMPLIANCE WRH AWS QCI,AND APPROVED OR PERIODIC(P)CRCO4TNWUS(C)ASDEFINEDPR2m5BC,CHAPTER2 SPECIALINSPECTORS AUTHORIZED BY THE MUNICPAL OR WVRNMENT AUHICRRY HAVING JURSOICTION(AHJ) SHALL KER RECORDS OF INSPECTIONS AND TESTING AND PROVIDE REPORTS TO THE BITRDING OWCIAL,THEENGNEI OFRECORDNDTHEROKTOWNR AGENCIES,NSPECTIDNSAND UNLESS OTHERWISE INDICATED OR APPROVED,STRUCTURAL STEEL SHALL RE SHOP PRIMED THE REPORTS SHALL RE W CONFORMANCE WITH THE REOUKREM ENTS OF BC 2DI 5 CHAPTER I] INTEGRITY OFPRIMECOAT33ALLBEMAWTAINEDTHR000Hd1TWNSTRUCTIONSYREPANINGANO TOUCHING UP DAMAGE FROM ERECTION,WELDING OF OTHER GONSTRUCTION ACTIVITIES UNTIL THE CONCRETE STEE P ROWNEa SPEGFICpLTIONS"NDFROTECTEDBVAFIILLYFLIM1CTIONALNVACSYSTEM PAWr REINFORCING STEEL NOTES AC1316UNLESS SNFORCAMENTIMTETNAL FOR W ALL REIFOMgNGN 8 AND WIREBE BELOW YES REINFORCWGSTEEL NO I]C53, ACI310 % DEFORMED SPECIFICALLY NOTED OTHERWISE,ALL REINFORCING BAPS ND WINE SHALL BE RESTRE53NGTENDON 19104, 1 DEFORMED PIACEMEM IB0132 ]1-T] ALL GAFSAND(UNLESS OTHERWISE)mARIS,ON bD TIES AND BTNRUPS ASTM NI5,GR 6B YES PLACEMENTt7FBOLTSINSTALLEDIN SIDS_E, ACI316 X BE B uA_ COLD FORMED STEEL SIDING IE ROOFING NOTES CONCRETE {BOBS, 1.IA IN PECTED j BNOPORA\WNOESL BESIIBMfTTEDFORREVIEEWffHAOFABRICATIONNAL, L 131B 18091 8.1.3, INSPECTED REINFOALL CIX RUCTIONBHALLWM0.YWTMTHEMOSTCURRENTEDRKNJBOFTHEBUILDWGCODE ATEST DMI NS R DETALBP STEEL EEL SHOP DN P_ACEM NTD AWIGSSHALL NDAT 3IS fl ADOPTED ANSI STANDARDS FOR COLOFORMED STEEL FRAMING LOCATIO OF REINFOCES CLASS LSHAP ANDPUCED LE DRAWINGS OF LA SHALL INDICATE THE VER -F REQUIRED MIX \IBS. % R LOCATION OF ALL LAP SPICES,CLASS OF LAP SPLICES AND LENGTH OF TAP SPLICES WHERE 3 DESIGN(8)EO I9093- f 416 METAL STUDS AND JOISTS SHALL COMPLY WITH ASTM Cfi65 WITH MATERIALSRCFICATKNIb A6 FO10N/S: MECHANICAL COUPLERS ARE SPECIFIED,THE CONTRACTOR SHALL SUBMIT PRODUCT DATA TO THE 19102 6.254 A)GALVDSAND OIKSSTM SHALLC0 COMPLY BI FOR HASTMC ENGINEER FECORDFORAPPROVALPtGRTOW3TALATION I REBAR STANDARD HOOKS /911.A BIG2 GAUGE ALV STEEL:ASTM A653 FY=50 KSI FOR 14&18 GAUGE 1BOL31 CI GALV STEEL ASTM ASS3 FY=33KSI FOR I6 GAUGE AND UGHTR FABRICATOR OF RENFORCMENG SHALL BE IN ACCORDANCE WITH ACI301 AND THETOLRFJCES 1B0 DEGREE It DETALINIDIMRSION OEND DcMENS1ON$ DI CNBON STEEL SHEET:ASTM PS]B OR 50 KSIFOR I2 GAUGE MATERIAL OFACIII]BENDREINFORCEMETTCOLDUMESSOOIRWSEAPRWEDHTHESHO FIELD STANDND YES PL0.CEMEM OF CONCRETE I]053 ACI316. X BENDING PRIOR AIGHTENNG THE NG1NEEMENTPNTMILYCAST IRO CONCRETE IS PROHIBITED E)CARBON STEEL BKET:ASTM A570 OR 33 KSI FOR 12 GAUGE&LIGHTER HOOK Ii21L F)ALL CARBON STEEL MATERIAL SHALL BE COATED WITH A RUST NHIB90R WITHOUT PRIOR APPROVAL BY THE ENGINEER-0F RECORD O WL n. nwwA1 GI FGR METAL STUD WALLS PROV WE BTNDARD PUNCHED STEEL MEMBERS,U N O YES SLUMP,ATRCONTENT, 1]05.3 ASTM X FARICATE PLACO.lNT OF REINFORCING STEEL SHALL BE WACCOgDANCE WITH THE LATEST EDITION OF ACI HI STUDS,TRACKS&JOSTS SHALL BE SSMA STANDARD SHAPES,U N O fF wj•1P YN TEMPUNGFOEATTIMEOF C172,C31 SPECIMENS AT ACCES OR CARTER],ANDAPU O RTREINF AGG NTIXiTWI AN PLANS ROVOEALL --; Z-•- SAMPLINGFORSTRENGTHTESTS C143, TIME FRESH PROVIDERS,ACTENING DEVICLWNGLETNOT UM RED TO ERACK9,CLIR,WEB SUPPORTS FOR E ESUNCOATED D EARS SHALL BEINFORCWG E,PREG S CONCRETE OR BAR --�] C231, CONCRETE EW STIF FORA COMPLETEAN ND POPERINTALI_AENN,AND S RECOMRNDED BY THE REQUIRED SUPPORTS EACH REOFORCINRBRSHALL EWRLAER WIRE,RECAST RATA SPEOR ACAD NO GREAT p -OETAENOOYPHEW C108q PLACED FORUFACTUIFFFORTHESEELMEMLATION,ANDASRECOMMENDEDBYTHE MATE RIALEAALLDOWILS,NCHRSHALLBEDOTHEOA GROSS RDWARENAEETINCONRETESHAL STANDARD d j[8( -- TANEMINIMUM MNUFgN.OFFNIFF MPOIE RSH(MEMBERS USED TWNDINP ALLDOWELOP_ACORBOLTSNDOTHER WETEETETG'OR E INCONCRETE6HALL HOOK D A P ACI318 SPER FAS ICINT COMPO INSURE THE BE WITH RENGTH OFTHLCNNECTIN AU_V I_USLINO, BETFD IN PLACE RIOR TO PLACEMENT OF CONCRETE'WETSERING'CR"STPBBING"19 NOT ACI318502 63lIFFICIEM SIZE TO INSURE THE STRENGTH OFTHE CONNECTION ALL WELDS SHPLL PERMITTED SEEACOIS BETOUCHED UPWRHAZINC-RICHPAINT AILWELDSOFCNPOt4STEELEHALL BE — � 5624FOR TOUCHED UPWRH PAINTAS REQUIRED SEESCHEDULEFORAPFRDVEDSCREW TYPES EPLpEB NCOJTNVOUS RENFORCEMENTNREINFORCED CONCRETE EIEMEM95HALLBE AS 11 •- f11L YES COCRETESTRENGTHTESTS 1105A ASTM q9 X GYLWOEN SPECIFEDPERPLANS WHERE PUNS DO NO PROVIDESPECIFICLAPLENGTHS.THE LENGTH SHALL IBN ACI310 OVAMRY ND TRACKS SHALL BE 6UCURELY ANCHORED TO THE SUPPORTING STRUCTURE SEAS CFIEDINTHE'REBNDEVELOPMEWTI TH&UPSPLL'ES'TABLEANDAPPLICABLE SIZE NOTES WHERE LAP SPLICE CLASS(IE CLASS CLASS B)ARE NOT 9PECFGALLY INDICATED,A ­­E M•O{TAUMO."MoM 1)B GREE STIRRUFaTIE ABUTTINOLENGTHSOFTRACKSHALL.SEWRELYANCHOREDTOACOMMO4 'CLASSB'L SPLICE6HA BEU6ED,WAD:ORDANCEWRHTHE'REBARDEVELOPMENTLENGTH& STANDARD HOOK E%TENSIONFOFMSND YES CONCRETE ISHOiCRETE IMR. A.W >< STRUCTURAL ELEMENT,BUTT-WELDED,OR SPLICED 8"MIN Wl(4)A10 WREW3 UPSF_GF&'TA8LEANDAPPLICAL4.ENOTE3 SPLICESSHALLNOTBEMAOEUNLESSBPECIFIEDOR HOOK D- SMALLER EARS,SO IS ALLOWED CURING 10011N 132E STUDS SHALL BE PLUMBED,ALIGNED AND SECURELY ATTACHED TO FLANGES OF BOTH APPROVED BY THE E OR r7A UPPER AND LOWER RUNNERS OR TACKS o1FOR ATF.A.'-IS KS Y�'u 1RNjKAilplOT PORYNIOIIA I]W3 AC1G1B % owsNo LL d INIMUMHDAS'SEISMIIO THE Ell OWBI/ENt JACKSTUDSEA CRIPPLESS EBECUNSTATT,NCHELOW WWO3WTNG ABOVE WIDOW UNLESS A GREATER E(NONPCOVER I3 SPECIFIED ED)BHPER PLANS,WSTHAN THE IN CAST-N- "BE�M -� MINIMUMHW LAROWSF YES CONCRETE STRENGTH RIOR To Ii093 Atl 316 I AND DOOR HEADS SHALL BE SECURELY ATTACHEDTOOOJNECTING MEMBERS PLACE CONRETE(NONRESTREBSEDI BHALLNOT BE LESS THAN THE FOLLOWING: 'LY'=BEND OIAN FNpNE till\ARIMRI3/ppl LATERAL BRACINGSHALLRPROVIDEDBYUSEOFGYPWALLBOARDORBHEgT—OR 3"MIN BY FgRIZOM LSTRAPSORCOL ROUEDCHANNEL3 BRACWGEHALLCONFORMTO AI CONCRETE CAST AGpINSTe PERMNAMLY EXPOSED TO EARTH Y ABI,SECTION D3 UNLESS OTHERWISE SPECIFIED,MECHANICALLY BRACE STUDS O 4 O C 5$ (,OtlCRETEFJ(POSEOTOEARTHGRWEATHER STEEL PROVISIONS FOR STRUCURE VERTICAL MOVEMENT EHAL_BE PROVIDED WHERE INGICATED 81)N THROUGH 1118 EARS Y REBARDEMOPMENT LENGTH&LAP SPLICES 81aF­2 BEF fiIO. GflY� BFUCEb IN AXIALLY LOADED STUDS SHALL NOT SE PERMITTED 92)AS AND SMALLER BNB,W31 Oi D31 WIRE,AND SMALLER I-YY YES FABRICATION OF STRUCTURAL Y Qi OED FOR CI CONCRETE NOT EXPOSED TO WEATHER OR N CONTACT WRH GROUND ELEMEIRBSONJOISTS SHALL BE LOCATED DIRECTLY OVFR BTU09 ORA LOAD DISTRIBUTION MEMBER 6• 61SHALLEEROVIDEDATTHETOPOFALLBEARWGWALIB C)SLABS,WALLSANDJOISTS 614 ANDY1BBN8 1-1IIw YE9 MATERIAL VERFIDATION OF OONST. % CERTIFIED MILL 83STRUCTUALKEEL AND METAL TOWS. TESTREPORTS WEBSTIFFENEROAD FORALL J0 DE,ATALL BEARING POINTS ANDK)R AT POIMbOF C12) MOLUM AND BMALLR 9%" pY tlw DECK AISC 3B0 WNCETRATED LOAD FOR ALL ANTS,GIRTS ND NRLINS,UNO CZ)BEAMSCOLUMNSw wJOIST BRIDGING SHALL BE INSTALLED WHERE INDICATED ON THE DRAWINGSC21) BINARY RENFORCEMEM,TIES,STIRRUR AM MwII w'YES ANCEHOR BOLTS ANDTHRRIALVENIFICATIDNEADED OOCS % D RT�IEDTEST END BLOCKING SHALL BE PROVIDED AT JOIST ENDS,U N O /6RODS ASC 3fi0 REPORTS UNLESS NOTED OTHERWISE THE FOULOWING MINIMUM MATERUL THICKNESS SHALL BE ROVIDEDFORKEELMEMBERSSPECIFIEDASAPARTICUURGAUGEORMIL3THI;KNES9 CONCRITE CONSTRUCTION NOTESNR=YES MATERIAL VERIFICATION OF HIGH COW X MANUF 18 MIIS=25 GAUGE- MWIMUMBA9E METALTHICLNE66=001]S' L1)Vm LEEErENO= (�STRENGTH BOLTS,NUTS,NDOOC/� DERTIFIEDTEET 21 MILS=22 GNGE - MINIMUM BASE METALTHICINES6=OM69 aRHrRNAgroAMtN yIfLLyN,3N,MwgWpMONR{IOLtOKYHO1wQ„EHPpINEIIE pEYa{IRtlYf BELpy u YVASHENRs j TS 33 MILS=20GNDE. MNIMUMBASE METALTHICKNEES=0002S' 2)WNER tEMsaN¢NTs ITx STABLE BTH4LL Maly 1A•(cL A)oR CusBA(cL IIIw1THxo ePEGFlc YES SNUG-TIGHTHIGH 9TRRGTH 1]W2 RCSc % ALLLWgTKKJS 43 MILS=16 GAUGE. MINIMUMBASEMETALTHICKNE68=00425' MsxA RHCWROVEO EENmNIFAOFF NLE easclHULLY RroL'ATEn BOLT INSTALLATION SECTIO W1 AXM OR A458 64 MILS=16 GAUGE MINI MUM BASE METAL THICWESS=00338' cONcgETEBELTCN as LnHEgNBaExmEo oR PaA LIED ])TOT LacnON IBAPFLIUHLEFCA xoRIZOMAL BARB WHEN ML]RElWw ti lF cafCPETE Is Z O N9 EDLTg 68 MILS=I4 GAUGE- MINIMUM BASE METALTHICKNESS=00B]T' cBO BELaYeute _ INSPECTED D]MILS=12 GAUGE M INIMUM BASE METALTHICKNEBS=00966' R6 O L Ex TABLE ON TYI3cAL0ETAL8INEETBI02 WHERE BMESHONNONPL WRNNCGN81 RISC WELDED CONNECTIONS SHOWN ON THE DRAWING SHALL BE OF THE SIZE SPECFIED BELOW erRAMHT PAA DEVIS ENT eEyeTD FACES OFOPEMHBR WINOl SE ACBEYE,AS IRAxDARO11DdR SHALL NE PRWIOEO 1)OPucB ROB ALE eE IN mxrACT OR xor IVPTHISt•wuLrilux xSTNEReolnReo BaLICE LI=NOrx; _, \M PRETEIST15iNEb HIGH STRENGTH 3B0 1 ALL LOCATIONS WHERE COFBFPAR . BOLT INSTALLATION NSPECTEDW/ FOR THE THINNEST PINT USING EeOXXELECTROOEB,PER A9W D13UN0: lh ] N M2S 43MILg=IBGNGE WELD SIZE=00451" N M25 A325 O3 A4B0 64 MILS=16 GAUGE WELD 612E=00500' RAF 80MILS=I2GAUGE WELOSIZE=om1a' DPBU 6NALLFR STRUCTURAL FOUNDATION DESIGN CRITERIA Ey TENSION 9]MILS=12 GAUGE WELDSIZE=01017' TOP ANO FORKED RDE BUPLANDDE 2 NDGATOR6 1 GENERAL NOTES STANDARD DETAILS APPLY U N OE USED ALL (J] •B�l S ALL III110115 Tw'1,ALCALIdIIWpMlNtK006.OUlE ELDN PAVE ANfei TIC �_ Oe ALL HAR �{ CODES&STANDARDS PE INSPECTED \CIjO{OREW IC{j.E1jC1EOW%@001RRACTOIOR FIItAL1Cl AEMWRLO WNTICAVCC C FACEE��RBNp>aMA LEI . AFTER ECEjWEwFIM O�WIETTMIONEWY1I~Tj3AWE/ATNfQRO jORCNEYW1E PRl- FOOOxLH SURFACERSUBTAwINm ENTH CR CRAMHARFlLI,ALl wff9 3 2015INTERNATIONAL BUILONG CODE WITH STATE OF WASHINGTON AMMRDMENTS L� U O BNUGGWGAND i{ETC{IRYII1101KFNIjMEq�OYGCOOIINpiRLGi10NPMJDICtE OIt KWIK-FLE%SELF-0RKLMIG ASCE]-21T10 WAS REFERENCED FOR BUILDING DESIGN LOADS B DESIGN CRITERIA r1 ✓JTER FAEIQIHIj,IYKTIFC.WVAUFICiMQOwYIITALLFON DEWWON CIII.7W(OC IVAWATA711 r 1 Z PRETENSIONNG '�E,EID wVNegC{/ooY1IMEg101E001MRwIEE CPvIECTIPtw pIKLHACDORIWIOC DESIGN LOADS&INFO RMATION(FOUNDATION ONLY) v W H-� YES TENSIDNNGOFSLPCRRICRL x LLOC ON6 THTHE IIpgQAE LfAEp11D1OD0T1lgN1EC ery�F"BtA1fD11E.—D.-ItIL�wNG,��"���ED—III �0!(Ip NWI A)DEADLOADS AND TOTAL 9UPEEADLOAD DEAD LOAD ALLOWANCE FZ CONNECT—B "IA3250R IKaIYI IMA�IOW ypR M oPFNe�RCAI%IOOrAeAWOIPgOR4IIlFLM-1.ePLICEftFEVECONNEGTONs AiOe(w Nsll At)ROCESB DECK FLOO2 DEAD LOAD:ARF w/ LTS CYINMT RuxX 0 (III YY AtAM11w Ug1R tt1glr IPu:eII RLO A6IM ATH(60IBC A])TOTAL SUPERIMPOSED DEAD LOAD ALLOWNCE ON MAT PON SLAB:275 Mp IJSPECTED BICOLUTRALDEAD AND EQUIPMENT LOADS W µIFS wbRqSHAI1 PERFORMED PER AWe DtI WIT PD,.E'Bm ST)WOLUTERAL CEILING DEAD LOAD ALLOWANCE:IO RF(15 A Mp(del)YES YATIWILWAfGTON/z r­2 AISC380 X MNUF Hjl j. E]MA WA _IIRSL. yB a HI1 I � ��E'INd EIFc B2I CWUTERAL EQUIPMENT DEAD LOADWGRINDER ROOM:50 PSF(384 MpIdeB w60FiB81YETAlI A35 RTFIEDTEST Iq Olmk {� _ w SSk ENOTH,LLTNALIrneTEBS WIYIETD e1PENOTN aFmNR OP DRFATER THIN PENw ELECmwE6 BSI PLANER WEIGHT ALLOWANCE IHLF ON PIER WALLS(308IEp IdeR ` �I E &4)BNDSAWWEIGHTAUWA,NCEI KLF ON PIER WALLS(12 B Mp(del)YIIq vERjY USE bF/9RCPRVRPS3 % ING GIROOF SNOW LOADROCEWRE 1 w LM WON W THEEOR PRMXTOFABR GNANDo EAY C1)NOJE-STRUCTURE I9INSIDE BUILDINGS 12 2111a kUi_ J - _1�.f1 w 1 L D)WINDLOAO 0.1I NONE-STRIXOTURE IB INSIDE BUILDNO(WALLS DESK3NED FOR3P3F MW REBSUREI YE6 VERIFYUSE OF WEI-DER R l,w _ eelW 1 eeACl aslbt IFLTIWDEVL12 gLAVV ERRd1EINS rxETmAIROHFORWOFMEMISBPLCFDNIRIWTH REIWIRWI avmHNEISESY \OLIOATION —.1 \ f11w fMw flHw fpw IIIIE RNW E.1 W II00 AIDE T•1011II ALEM LATERAL FORCE METHOD,TWOSTAGE ANALYSIS "A 91NGLEP-N FuET WsLm LASS AmmI R WISUALLY AREll)TOTALSENMICWEIGHTALLOWNCE:Z751ap THANOREWALTO$//B' {EcTN]N INSPECT PR A AIU oNNIMUTESFEOrtRN MROVIDEALLACOEeedRIE6 TpRIPFORT 111)UPPERSTRUCTUREBEI6MNC WEIGHTfl BASE9HEN WAO Np;V=121BYp j.I ]L 1 uxDM aosmIXl�eN .PUNBWRINACONSIPUCTOY—RS&GLLxAVFNwmCCR dw �wE21LOWERSTRUCTUREBEIeMICWEIGHT&BASESHEARW21SM0.VQBBSMp �{YES GO GTEANDPNTKLJONT AWBD11 X A4SDALLY • • . 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WRW O•UIfEO•YiE•T r91.619011 I V9 •� 11 NORTH PLANER ANCHORAGE EMBED 7 P-5'SHE--I DETAIL SECTION OO aT5 3" A /I 6 PL1'k15"41B'ASTM A3B' 1� -(41 S3Id'A6TM F155q OR 36 \ PER IRANFE9EA9ERATE 1• 3" P 1? t THREADEDANCHORRODS THRUST—S WRH HILTIIll _ HR11Y 2a0 ADHE—IN W1(4) 4A9TM A50 HAMMERDPEE0,R31 HOlE9 WI(4)YSY24'LONG DBA I IN9TALLE0 PER E3R-310] C — — EMBEDMENT. ( EMBEDMENT.�A UERNEL �•� � ` I I SIC A9TM F1�564 GR 30HWGR 30HW: HEXHEADANCHDRRODS b H I I WRH14"EMBEDMUM i ii F W i 1I1' eq,Rp� I• •IDN01!•AI .W4"ANCHOR BOLT RAIE ONEASTFOUNDATION—M.. 6W9 P910EMENTIT—S _Od.RlR RaW •BROEOFRLAI.OMN•OIOL•DAIOM NO HRc GROUT I 1 (PROVIDE PRODUCT SUBMYRALTOEOR EO•NEIREWRgfTO 10 SOUTH PLANER ANCHORAGE EMBED c NSTROCTIOM sty 3"=1'-d' 1 aZ a aa, WI(q 01/fM0"1,0NG HCA ' � II ) - � � ♦ a• -FDN9LABW/REWF PER PUN 9NGLE PL—NECTION PUTS PER PUNS (REWF NOT SHOWN FOR GLAN" b (FIELD WELDEDTOEMBED) r�1 B TYP REARQNN�CTI�N EMBED B 1/7'=T MN ANCHORAGE 3 C ANCHORAGE 61.6 1 1/7=1'-0" 61.5 1 1'-0" 51.5 1 12=1'-D" If -(II S1-1ld"ASTM F1669GR 1roHH3H T`r p PWTwwwwA•lo At1. 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V. a' Nore 0091CF 30k 8 •,1ei4•a�,'1 611lNpTe BIYnWfle 4A 1 p4 16 0" T1 6eieMc- 912' 1'$ 8'-T ,'$ 8-T P 4— S P P a' P SaknYc- 035BCF 114• C Lod Mdtl 154a8 3A 0 p4 12 8 W B Nore b' 15'$ O' 0 a' a a' a P a' V. 0' Nore 0245 CF 120W 4B 1 q4 JB a' 02A A� B >�°1• ff 841/P P a' P P 0' P P P P 0 Nore OJM CF 1re lb OVYIIIM TII W 214BB0 INOOq � Ar° � U O a W w W a a 4,L�� C iPryep wmbar �G,64K19 ��� nnone yawn 5r MC Cbeae0by JWM 51.6 C Western Forest Products Arlington Operations To: Kevin Olander, City of Arlington From: David Garcia,Western Forest Products—Arlington Date: 01/16/19 Subject: Permit#2290 Weld Inspection Requirement Dear Kevin: Attached is an update to the weld inspection requirement for the above permit. Please include this with your permit information. t' dc�B , idJ i a rations Manager Western Forest Products Arlington Operations 360-333-0688 Received JAN 16 2019 F111PILLAR CONSULTING GROUP, INC. Professional Engineering and Project Management CONSTRUCTION MEMOR TO Ches Piercy CC Jason Pointer F 0 0104 i<g3,o-o FROM Joe McCormick,PE, SE •off 40173 / L PROJECT WFP Planer EnclosureS�p �' SUBJECT Floor Plate Stiffener Flare Bevel Welds EXPIRES: 11-06-2020 DATE 1/4/2019 PROJECT # 2018039 MEMO # CM-004 Our office has been contacted by Jason Pointer from West Coast Industrial requesting a clarification of the special inspection requirements for the flare bevel skip welds connecting the HSS2x2x1/8 stiffeners to the 3/16 inch steel floor plate shown in drawings S2.5 through S2.8 (ref. Fig. 1 below for typical condition). Our drawing SO.1 special inspection notes for structural steel indicates that continuous inspection is required for partial-joint penetration groove welds in accordance with Oregon Structural Specialty Code Chapter 17, Table 1705.2. However, this structure will be erected in Arlington, Washington and shall be fabricated in accordance with the Washington Building Code (IBC 2015 with amendments), which does not contain that table. The Washington Building Code requires welding inspections conform with AISC 360, Chapter N. It is the opinion of our office that AISC 360, Chapter N allows for periodic inspection (by the QA inspector) for these flare bevel welds, and that conformance with the current AISC 360 Chapter N QA/QC requirements for structural steel fabrication and erection is appropriate and in accordance with the Washington Building Code requirements for this structure. The building official has final authority on this matter. HSS 2x2x1/8 ASTM A500 Gr. C, TYP (5) PLCS 3/16" RAISED PATTERN FLOOR PL, ASTM A786 COMMERCIAL GRADE TYP \ 0.1) 11/2-12 (0.1) 1%-12 Figure 1: Typical Floor Plate Stiffener Flare Bevel Skip Welds Page 1 of 1 I 835 NW 23 d Street ■ Corvallis, Oregon 97330 ■ www pillar-inc corn Telephone (541) 752-9202 ■ Fax: (541) 752-2587 Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Inc. Eugene Office (541)345-0289 Carlson Testing' 1 n C• Salem Office (503)589-1252 Tigard Office (503)684-3460 Daily Report of Structural Steel Client: WESTERN FOREST PRODUCTS - DAVE GARCIA Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS CTI Job#: S1909439. Address: 19406 68TH DR NE ARLINGTON WASHINGTON Jurisdiction: X CTI representative B. PARRISH OBOA 771/ICC 5303260 was on site this date Jan. 08, 2019 to perform Special Inspection for: Permit 2290 DFS#(s) PO Number: 79135 SCOPE OF INSPECTION Location of steel inspection[to include grid lines,elevations 1. Checked in with superintendent,client or shop rep. (floors)and drawing details]: Name: JASON P CTI REPRESENTATIVE ON SITE TO REVIEW WELD Company: WCIS PROCEDURES, FILLER METAL, SPECIAL INSPECTION REQUIRED AND REVIEW PLANS. ALSO VISUALLY VERIFIED 2. Inspection was "IBC" ❑X Continuous ❑ Periodic FIT-UP OF STRUCTURAL JOINTS. ON COLUMNS (HSS) AND 3.Work performed: ❑ In the field ❑X At fab shop WIDE FLANGE BEAMS. WCIS CONTRACTOR TO PERFORM WELDING OF FILLETS, THEN CALL FOR INSPECTION (CONTINUE) OF FLARE BEVEL 4. If shop inspection do they have fabrication and QC WELDS. procedures? 0 Yes No N/A FILLER METAL WAS FCAW E71T-1 WITH CO2 GAS CVN 20'LBS AT -20OF INSPECTION Yes NoN/A 1.Reviewed previous inspection reports? X — 2.Verified steel materials are in compliance by reviewing random samples of the mill test reports,steel ID X markings or other documentation. 3.Verified weld filler materials conform. X 4. Checked steel members to see they were fabricated and erected in accordance with the workmanship and X tolerances required. 5. Checked welded studs and structural connections were installed as required. X REPORT SUMMARY 6. Verified high strength bolts and fasteners conform. X 1.Work inspected was: L] Completed ❑ In progress 7.Verified the quality of welds produced by welders, 2. Completed work inspected was in compliance with welding operators,and tackers conform. X P P P 8.Verified steel frame joint details for bracing,stiffening, Approved plans and specifications ❑ Shop drawings member locations,and application of joint details at each X e RFI Design change Submittal N/A connection are in compliance by random sampling. g g Document#(s) S1.5, S2.9 Dated: 11/19/2018 WELDER INFORMATION Welders Name: NICHOLAS Cl RUSSELL L 3.Noncompliance item(s)were noted this date,details on Certification#: #161018 6/ #161018 7 following page(s). ❑ Yes ❑ No ❑X N/A 4.Noncompliance item(s)were reinspected this date,details Yes No N/A on following page(s). Yes No ❑X N/A 1. Verified the contractor's Welding Procedure Specifications are in conformance with X Conform Remain in progress AWS requirements. 2. Verified the essential variables outlined in the Report(s)findings were discussed and left with Welding Procedure Specifications were X JASON P employed during execution of the work. Of WCIS 3. Verified the weldability of reinforcing steel Based on the Code,approval is required from the Building Official before the other than ASTM A706. X SPECIAL INSPECTED items noted above can be covered.Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). F1Distribute attachments. Page 1 of 2 Daily Report of Structural Steel For: 01/0 a/2 019 CTI Job#: S1909439. Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in fi without prior authorization from this office. Under all circumstances,the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared.No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter,please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING, INC. Kurtis Parkin Reviewed By: Project Manager Project Manager Review Date: 01/17/2019 BP/MK WESTERN FOREST PRODUCTS - DAVE GARCIA DGARCIA@WESTERNFOREST.COM TO: CITY OF ARLINGTON - KEVIN OLANDER PILLAR CONSULTING GROUP - JOE MCCORMICK ]OE@PILLAR-INC.COM WEST COAST INDUSTRIAL SYSTEMS - JASON POINTER JASONP@WESTCOASTINDUSTRIAL.COM 4060 HUDSON AVE NE,SALEM OR Page 2 of 2 Bend Office (541)330-9155 Geotechnical Office (503)601-8250 Eugene Office (541)345-0289 Carlson Testing, Inc. Salem Office (503)589-1252 Tigard Office (503)684-3460 Daily Report of Structural Steel Client: WESTERN FOREST PRODUCTS - DAVE GARCIA Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS CTI Job#: S1909439. Address: 19406 68TH DR NE ARLINGTON WASHINGTON Jurisdiction: X CTI representative B. PARRISH OBOA 771/ICC 5303260 was on site this date Jan. 10, 2019 to perform Special Inspection for: Permit 2290 DFS#(s) _ PO Number: 79135 SCOPE OF INSPECTION Location of steel inspection[to include grid lines,elevations 1. Checked in with superintendent,client or shop rep. (floors)and drawing details]: Name: JASON P CTI REPRESENTATIVE ON SITE FOR A VISUAL Company: WCIS INSPECTION OF FILLETS AND FLARE BEVEL WELDS PER WPS HSS A-500 GR. B COLUMNS WITH SHEAR CLIPS, 2. Inspection was"IBC" ❑X Continuous Periodic BASE PLATES AND ANGLE WELDED. 3/16" DIAMOND PLATE 3.Work performed: ❑ In the field X❑ At fab shop WITH 2" X 2" X 1/8" HSS WELDED. FILLER METAL WAS CIS FCAW E71T-1 WITH CO2 GAS. CVN 20'LBS AT -20OF CONFORMING AND COMPLETED ITEMS ARE 115D, 115A, 4. If shop inspection do they have fabrication and QC 115E, 115H, 115F, 115A, 115C, 115G, 115M (4) , procedures? ED Yes ❑ No ❑ N/A 115AN, 115AO (3) , 115AM, 115R (2)M 115Q (2) , 115N (5) , AND (35) FLOOR PANELS. INSPECTION Yes NoN/A THIS WELDING CONFORMS TO AWS D1.1, D1.3 AND AISC 1.Reviewed previous inspection reports? X STANDARDS TO THE BEST OF MY KNOWLEDGE 2.Verified steel materials are in compliance by reviewing random samples of the mill test reports,steel ID X markings or other documentation. 3.Verified weld filler materials conform. X 4. Checked steel members to see they were fabricated and , erected in accordance with the workmanship and X tolerances required. 5. C ecked welded studs and structural connections were installed as required. X REPORT SUMMARY 6. Verified high strength bolts and fasteners conform. X 1.Work inspected was: 0 Completed ❑ In progress 7.Verified the quality of welds produced by welders, compliance with 2. Completed work inspected was in com welding operators,and tackers conform. X p p p 8.Verified steel frame joint details for bracing,stiffening, Approved plans and specifications Shop drawings member locations,and application of joint details at each X ❑ e RFI Design change Submittal N/A connection are in compliance by random sampling. g Document#(s) S2.5 -S2.9 Dated: 11/19/2018 WELDER INFORMATION 3.Noncompliance item(s)were noted this date,details on Welders Name: SEE NOTES — following page(s). E] Yes E] No E] N/A Certification#: 4.Noncompliance item(s)were reinspected this date,details Yes No N/A on following page(s). Yes No 0 N/A 1. Verified the contractor's Welding Procedure Conform Remain in progress Specifications are in conformance with X p g AWS requirements. 2. Verified the essential variables outlined in the Report(s)findings were discussed and left with Welding Procedure Specifications were X JASON P employed during execution of the work. Of WCIS 3. Verified the weldability of reinforcing steel Based on the Code,approval is required from the Building Official before the other than ASTM A706. X SPECIAL INSPECTED items noted above can be covered.Carlson Testing has no authority to direct work of contractors or subcontractors. See additional report page(s). Distribute attachments. Page 1 of 2 Daily Report of Structural Steel For: 01/10/2 019 CTI Job#: 51909439. Project: WESTERN FOREST PRODUCTS PLANER ENCLOSURE - SHOP INSPECTIONS Notes: In some cases more than one box may be checked for a given item on the front page. Our reports pertain to the material tested/inspected only. Information contained herein is not to be reproduced, except in fi without prior authorization from this office.Under all circumstances,the information contained in this report is provided subject to all terms and conditions of CTI's General Conditions in effect at the time this report is prepared.No party other than those to whom CTI has distributed this report shall be entitled to use or rely upon the information contained in this document. If there are any further questions regarding this matter,please do not hesitate to contact this office. Respectfully submitted, CARLSON TESTING,INC. Kurtis Parkin Reviewed By: Project Manager Project Manager Review Date: 01/17/2019 BP/MK WESTERN FOREST PRODUCTS - DAVE GARCIA DGARCIA@WESTERNFOREST.COM TO: CITY OF ARLINGTON - KEVIN OLANDER PILLAR CONSULTING GROUP - JOE MCCORMICK JOE@PILLAR-INC.COM WEST COAST INDUSTRIAL SYSTEMS - JASON POINTER JASONP@WESTCOASTINDUSTRIAL.COM 4060 HUDSON AVE NE,SALEM OR Page 2 of 2 NOTICE VIA":�)LT TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: LOT#: DATE: ���.C, JOB ADDRESS: TYPE OF INSPECTION: ( . - fl oll: J L c ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION h z THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 1� INSPECTOR DATE ' Y � BUILDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON • CITY OF ARLINGTON 1 „a,,;m•., v NE 22 T31N R05E oo ups PROJECT TITLE PROGRESSIVE AUTOMATIONS T.I. F N Z WNoo SITE ADDRESS 180TH ST NE & 59TH AVE NE PARALLEL TO WEST PROPERTY LINE NO SCREENING REQUIRED ¢��a ARLINGTON, WA 98223 F N F O U ---- - -- ---= -N88'08'15"W a w -- ------21_87' -- 3 ss.31' PARCEL NO. 31052200102300 (DANTRAWL INC] ------------ JURISDICTION CITY OF ARLINGTON ( ) s Airport' _ O Z O ----- - - - - - - - - - - - - - - - �a> --- -- - ---- -- -- - - -- -- -- --- -- -- i TI N A LIN TON AIRPORT SUBDISTRICT B SITE - - -- --- - --- - mw -----.------- „z� FH UTILITY PROVDER WATER - CITY OF ARLINGTON °°aW Q�•_1• SEWER - CITY OF ARLINGTON o —3 I SPLITFACE CMU ® TRASH ENCLOSURE CODE 2015 IBC (INTERNATIONAL BUILDING CODE) Lu F H I I O ZONING GI (GENERAL INDUSTRIAL) VICINITY MAP LOT SIZE 266,801 S.F. 16.12 AC) [NEW PARCEL A) NO SCALE OCCUPANCY B (OFFICE) F2 (LOW HAZARD FACTORY INDUSTRIAL) CB 0 I I TYPE OF CONST. IIIB (SPRINKLED) TENANT SIZE 17,200 S.F. (TOTAL FLOOR AREA) ao I ❑CB I PARKING 3 REQUIRED STALLS (OFFICE) 11,980.0 SFI o A I 2 REQUIRED STALLS (WAREHOUSE) (15,020 SF) 5 TOTAL STALLS REQUIRED ' 1 REQUIRED ACCESSIBLE STALL 0 ° 1 LOADING ZONES REQUIRED cB 1 ACCESSIBLE STALLS PROVIDED ° ' 18 STANDARD STALLS PROVIDED 1 COMPACT STALLS PROVIDED 20 TOTAL STALLS PROVIDED w M 1 LOADING ZONE PROVIDEDto to ,�w IgPox 029'-101/2' r LEGAL DESCRIPTIONS �zxP �oaoo +. (BOUNDARY LINE ADJUSTMENT FILE NO.: PLN-454) w I Fwa�= PARCEL A: m g THE WEST HALF OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST N I w QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, E I o cB I i WASHINGTON; h� z 48„ i z w EXCEPT THE WEST 342.66 FEET AS MEASURED ALONG THE NORTH AND SOUTH LINES, LYING z DOCK HIGH NORTH OF THE SOUTH 30.00 FEET THEROF. N DP•A'IfTV S EXISTING ❑ a I z TOGETHER WITH THE WEST 95.27 FEET OF THE EAST HALF OF THE SOUTH HALF OF THE BUILDING CB °1 FH I SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, WASHINGTON. o IFF = 136.51 I I (CONTAINING APPROXIMATELY 266,801 SQ. FT. / 6.12 ACRES) a"ry�j`Oj PARCEL B: W FH I� THE EAST HALF OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST Nca ti QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, d bd sTRr7� m to WASHINGTON. p O EXCEPT THE WEST 95.27 FEET THEREOF. ° (CONTAINING APPROXIMATELY 357,744 SQ. FT. / 8.21 ACRES) Lu z ~ Z OWNER SMARTCAP W M Io 8201 164TH AVE SE, SUITE 110 Z y 04 ' ;z REDMOND, WA 98052 O Q N ' ❑B I 1 S I (425896-8561 Q = O a 7' ` PROPOSED TENANT I I TIMSHOSMARTCAPGROUP.COM O 0 j i IMPROVEMENT / 12'X 55'LOADING B 1,980 S.F. (OFFICE) ZONE 11 PLACE) w 15,020 S.F. (WAREHOUSE) 3 BLDG DESIGNER/ B & T DESIGN & ENGINEERING, INC. 25'SINGLE '`-s�> N I STRUCTURAL 250 E. SUNSET WAY Q °� Z HEAD LED 17,200 S.F. (TOTAL) 'POLE LIGHT ENGINEER: ISSAQUAH, WA 98027 i m I ITYP 8 PLACES I JIM TRUEBLOOD ; Z - ❑CB ' (425) 557-0779 (� 10,'` 19'-B 26' 10' 1 Doc HIGH I JIMOBNTENGR.COM Z_ e ; W J �B I CONTRACTOR COAST CONSTRUCTION GROUP = GC 328 N. OLYMPIC AVE O O Q N ARLINGTON, WA 98223 cc O Ir TREVOR GASKIN a r CB 1 (360) 474-0600 TREVOROCOAST-GROUP.COM DESIGN-BUILD SUBMITTALS 8"C.I.P.DOCK WELL RETAINING WALL.TYP MECHANICAL, PLUMBING Z F�c I FIRE SPRINKLERS Q FIRE ALARM. S88'08,19"W 34266' S I J • -- ---- ------ IEI S RINKLER 30' 35'DRIVE a ----------- -------- ---- ------------------oo Td ' SHEET INDEX o �' ELEC RICAL 40'DRIVE 34' 1' W Z 4 A1.1 - COVER SHEET & SITE PLAN ~ w ---------- -----� LANDSCAPE A2.1 - MAIN FLOOR PLAN & OFFICE CEILING PLAN N W N 20 E s o.so 10'WALKING TRAIL ___ A2.2 - REFLECTED CEILING PLAN Wao 95'31 A3.1 - SCHEDULES, NOTES & DETAILS EXIST EGDE OF ASPHALT NO SCREENING REQUIRED A3.2 - DETAILSLJL 61 w°p 180TH ST NE pp��9 �J w 0/d -' (LOCAL ACCESS) S1.1 - FOUNDATION PLAN & CEILING FRAMING PLAN S2.1 - STANDARD SCHEDULES, NOTES & DETAILS PROJECT 15130 DATE o1/1o/19 S3.1 - DETAILS DRAWN NH -------- ----------------------------------------------------- I � ———————————————————---------------------------------- o I ,------ CHKD. JT SHEET N i o 15 3 60 AllSCALE: I I "=30' SITE PLAN ®F ©2019 EST DESIGN s ENGINEEkING,me PLAN NOTES: 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION 0'-0". SITE ELEVATION IS 136,50'. 2. TOP OF CEILING PLYWOOD IS.12'-0"ABOVE REFERENCE ELEVATION 0'-0". 3. O INDICATES DOOR TYPE. SEE SHEET A3.1 FOR DOOR SCHEDULE. 4. ft INDICATES WINDOW TYPE. SEE SHEET A31 FOR WINDOW SCHEDULE 5. ONCRETE FLOOR FINISHES PER OWNER/CONTRACTOR. 0 L rc w �2 28 � 90 E91 � 99 N 3 3 0 0'-4' 4'-0' 0'-4' 8'-0' 0'-4' 8'-0' 0'-4' 9'-8' N a FO R (rc(' 0) w ® O � a] Lu 13 D Z C7 HIGH RACKING �aPz_ ad3¢sa zN3P� C, c� FwNh Lo - � s a - z ON;RIGV& 0 W W NJ4 o C. d b•C$ 5'��O.G��~ n Lu Z 600 S6 o.c. BO0 16"o c. Z > N O Q N H co L Ll Ll id Lo V O (§IA1 I B/A3.1 WAREHOUSE 4'-0' 0 Q W Z so•-0' Lu W Z ~ a H INSTALL FIXED METAL o U) U) Z SIGN STATING"LIVE ®�®5 o LOAD NOT TO EX CEE w J aJ c 50 P.S.F.ON THIS o ro m ROOF/CEILING" J a Q N © GC co r; IUt ISE� LUNCHROOM o 0 OFFICE OFFICE 4 �' Z o \UA IS X 5 6 a J Q LOW RACKING 9 a J D/A3.1 i D/A9.1 ^ 0 0 o a /� 0 0 ® V ® Z a NO STORAGE 60OS200-43 2 X 4 0 16'o.c. "•''• J J ALLOWED ON CEILING 0 16"o.c. RECEPTION/OFFICE Lu 9 a �L _ 2 X 8 STUDS W a 018"o.c. `O 9 a � 1 2 8 0 10 11 12 Q 0x W w1 45 4 F -- -- -- - -- -- E PROJECT 18939 A/A31 7AIA3.1 A DATE O1/10/19 � - -- -- - -- - -- -- - DRAWN NH o CHKD. JT 29'-6' 18'-0' 0.0. 20'-6' HEET Apr 50'-0' 10 '-o.N A2.1 UN N Q CEILING PLAN MAIN FLOOR PLAN 78.,,•-o. KEYPLAN NO SCALE OF ©2019 Bhi DESIGN ffi ENGINEERING,INC LIGHTING LEGEND MARK FIXTURE DESCRIPTION WATTS/ FIXTURE ® 6 LAMP T8 HIGH BAY LIGHT 324 ® 2 X 4 LED FLUORESCENT LIGHT 22 b 2'1 LAMP VANITY LIGHT 32 4E2 LED LIGHTED EXIT SIGN 7 EXHAUST FAN N/A NOTES: 1. MAXIMUM ALLOWED LIGHTING WATTAGE(INTERIOR)•7.315 WATTS. ri 2. PROPOSED LIGHTING WATTAGE IINTERIOR) 6,288 WATTS. E � a� ® ® 0 0 rc 0) w ® O ® p Z C7 �j 6PZr ad3¢sa zN3P� c�o4v FwaNh Lo z i DN;RIGV& 0 W W NJ4 n ® Lu Lu Z Lu CID N 2) N Q 00 L Ll Ij d a O (§lAl 1 B A3.1 Q 06 Z ® Lu w W cl) co Lu J OC 2 pC Lu a ooQ a c �o 0 Z D/A3.1 W J o F- a w C� J Z C.A3-1 W J Ix W 1 2 a a 10 n 12 V � W W 2 F (� E PROJECT 18131 A/A3.1 A DATE 01/10/19 -------------------------- Q DRAWN NH 0 CHKD. Ji SHEET 50'-0' 50'-0' A UN 10 1-01 A2.210 N 777 N Q MAIN FLOOR PLAN 78.,1,-0• KEYPLAN NO SCALE OF ©2019 B&T DESIGN ffi ENGINEERING,INC DOOR SCHEDULE HARDWARE FLOOR PLAN NOTES: o a MARK DOOR FRAME a w 3 u Y o w o REMARKS 1. OFFICE AREA TO BE HEATED AND AIR CONDITIONED PER OWNER a REQUIREMENTS. SYSTEM TO BE BIDDER DESIGNED. PERIMETER SIZE MATERIAL ELEV FINISH MATERIAL H ILN m� ai mi PRECAST WALLS SHALL BE INSULATED WITH R-5 RIGID INSULATION BETWEEN THE PRECAST PANEL AND FURRING WALL. FURRING WALL o 0 SHALL BE INSULATED WITH R-15 BATT INSULATION. VAPOR RETARDER 'E27i 8 10 MTL C MF MTL 8 EXISTING INSULATED SHALL BE PLACED OVER THE WARM SIDE TIN WINTER)OF INSULATION. - WHERE"FACED"INSULATION IS USED WITH WOOD STUD FURRING, IE28! 8°10° MTL C MF MTL B EXISTING INSULATED INSULATION SHALL BE FACE STAPLED. VAPOR RETARDER SHALL BE A LAYER OF LOW MOISTURE TRANSMISSIVITY MATERIAL OF NOT MORE EXISTING INSULATED THAN 1.0 PERM DRY CUP. 29 970 MTL A MF MTL Axxx PROVIDE MAG LOCK 8 DOORBELL 2. WAREHOUSE IS TO BE HEATED PER OWNER REQUIREMENTS AS 90 12°14° MTL C MF MTL 8 EXISTING INSULATED U SEMI-HEATED SPACE(8 BTU/SF).SYSTEM TO BE BIDDER DESIGNED. 0 PERIMETER WALLS TO BE UNINSULATED(SEMI-HEATED SPACEI.WALLS II BETWEEN MANUFACTURING AND OFFICE SHALL BE INSULATED WITH E31 12014° MTL C MF MTL 8 EXISTING INSULATED IEI'LH'JOIST ri R-21 INSULATION. A EXISTING INSULATED 0 3. THE ENTIRE ROOF SHALL BE INSULATED WITH R-38 RIGID INSULATION �3 970 MTL A MF MTL A PROVIDE MAG LOCK IMINIMUM VERIFY WITH OWNERI: CONTRACTOR TO PROVIDE MFG DATA 8 DOORBELL ON INSULATING SYSTEM DESIGN TO PREVENT MOISTURE BUILD UP w (PERFORATED.ETC.I. 33 81100 MTL C MF MTL B EXISTING INSULATED k /1,1JOIST 4. PLUMBING AND ELECTRICAL SYSTEMS TO BE BIDDER DESIGNED. 80100 MTL C MF MTL B EXISTING INSULATED PLUMBING AND ELECTRICAL SYSTEMS(INCLUDING INTERIOR AND EXTERIOR LIGHTING FIXTURES)PER OWNER REQUIREMENTS. ENERGY 44 3°70 AL/G B MF AL A EXISTING INSULATED U CALCULATIONS AS REQUIRED BY CITY OF ARLINGTON SHALL BE PROVIDED BY THE ELECTRICAL CONTRACTOR SHOWING COMPLIANCE o o EXISTING INSULATED WITH THE CURRENT WASHINGTON STATE ENERGY CODE OR AS 45 3 7 AL/G 6 MF AL A PROVIDE MAG LOCK REQUIRED BY CITY OF ARLINGTON. 5. ALL FINISHES(INTERIOR AND EXTERIOR).DOOR TYPES.TRIM.ETC.:PER U OWNER REQUIREMENTS. Ot 3970 SCW A STN WD A KICK PLATE 6. UNDER SLAB SEWER AND WATER PER OWNER REQUIREMENTS, VERIFY O o o 2 3 7 SCW A STN WD A KICK PLATE BLACK IRON BLKO PER DRAWINGS WITH OWNER. I I STRUCTURAL DRAWINGS 7. OWNER SHALL PROVIDE PORTABLE FIRE EXTINGUISHERS 12A-10BC OR O 970 MTL A MF MTL A INSULATED BETTER)PER IFC SECTION 908.:III FOR EVERY 9.000 S.F.OF BUILDING DEFAULT U•0.61 5/8"GWB)OUTSIDE FACET- I FLOOR AREA OR 75'TRAVEL DISTANCE. MOUNT ALONG EGRESS PATHS O4 970 SCW A STN WD A OVER 60OS162-45 METAL W/TOPS AT 60"MAX 6 BOTTOMS A MIN OF 4"ABOVE FLOOR. 1"INSULATED GLASS STUDS S. ALL EXITS TO THE EXTERIOR OF THE BUILDING SHALL BE ILLUMINATED O 3970 SCW A STN WD A z AND SIGNED PER 2015 IBC SECTIONS 1008 6 1015. THESE EXITS ARE O DENOTED BY P.P1 ON THE PLAN. PROVIDE DIRECTIONAL EXIT SIGNS 970 SCW A STN WO A I U I I O AND PLACE THEM SO THAT EXIT SIGNS ARE READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL PER 2015 IBC SECTION 1013.1. 0) w PLACE EXIT SIGN SUCH THAT NO POINT IN AN EXIT ACCESS CORRIDOR 0) O IS MORE THAN 100 FEET FROM THE NEAREST VISIBLE EXIT SIGN. 9. PROVIDE EMERGENCY POWER TO THE REQUIRED EGRESS ILLUMINATION IUI ! lU > FIXTURES PER 2015 IBC SECTION 1008.3.1. PROVIDE EMERGENCY POWER W a AT ALL EXIT ACCESS CORRIDORS. EXIT STAIRWAYS PER 2015 IBC I Q SECTION 1008.5.1. EMERGENCY POWER SYSTEM SHALL PROVIDE POWER DOOR AND WINDOW NOTES: 3/4"T a G PLYWOOD LEASE SPACE 3/4"T d G PLYWOOD FOR A MINIMUM OF 90 MINUTES. OVER RED-I FRAMING OVER RED-I FRAMING 1. ALL DOORS AND WINDOWS SHALL BE THE SIZE AND W/R-38 INSULATION W/R-38 INSULATION z 10. EXTERIOR DOOR LOCKS SHALL BE SPIN PROOF AND COMPLY W/ TYPE NOTED ON THE PLAN AND SCHEDULE. IUI 10 ti SECTION 1010.1.10.OF THE 2015 IBC. MOUNTING HEIGHT PER SECTION �� z 1010.1.9.2. 2. ALL EXTERIOR DOORS TO BE INSULATED 1 3/4"THICK 12'-O" 12'-0" _ _ w HOLLOW CORE METAL DOORS WITH HOLLOW METAL TOP OF PLYWOOD ' 11. HANDLES.PULLS.LATCHES.LOCKS AND OTHER OPERATING DEVICES ON FRAME.WEATHER STRIPPING AND THRESHOLD;EXTERIOR a o w DOORS.WINDOWS.CABINETS.PLUMBING FIXTURES AND STORAGE QUALITY PAINT FINISH: U VALUE 0.57;DOORS SHALL 6005200-49 METAL FACILITIES SHALL HAVE A LEVER OR OTHER SHAPE WHICH WILL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF IUI STUDS OVER z�3`� PERMIT OPERATION BY WRIST OR ARM PRESSURE AND WHICH DOES NOT A KEY,SPECIAL KNOWLEDGE OR EFFORT. % 5/8"GWB(INSIDE FACET o z z a REQUIRE TIGHT GRASPING,PINCHING OR TWISTING TO OPERATE PER A B C A B o a$v 2015 IBC SECTION 1010.1.9. 3. ALL DOORS BETWEEN OFFICE 8 WAREHOUSE TO BE DOOR ELEVATIONS FRAME ELEVATIONS INSULATED 1 5/4"THICK HOLLOW CORE METAL DOORS o va 12. ALL PANIC AND FIRE HARDWARE ON DOORS SHALL HAVE A MAXIMUM WITH HOLLOW METAL FRAME,WEATHER STRIPPING AND ,b„o,_0" I ,I '�,n•O, m n 4' UNLATCHING FORCE OF 15 POUNDS. ALL INTERIOR DOORS WITHOUT THRESHOLD;EXTERIOR QUALITY PAINT FINISH;U VALUE `S IUI PANIC OR FIRE HARDWARE SHALL HAVE A MAXIMUM PUSHING AND 0.61;DOORS SHALL BE OPERABLE FROM THE INSIDE PULLING FORCE OF 5 POUNDS. WITHOUT THE USE OF A KEY.SPECIAL KNOWLEDGE OR x EFFORT. 15. OUTLETS.SWITCHES.PHONE JACKS.COMPUTERS TO BE COORDINATED z W/OWNER. MOUNT 15"MIN ABOVE FLOOR UNLESS NOTED OTHERWISE 4. INTERIOR DOORS SHALL BE 1 3/4"SOLID CORE RED OAK SUSPENDED SUSPENDED ON THE ELECTRICAL PLANS. OR BIRCH WOOD DOORS WITH STAIN FINISH AND ACCOUSTICAL CEILING ACCOUSTICAL CEILING WALLSTOP. DOORS SHALL BE OPERABLE FROM THE PER A/A4.2 U 5/8"GWB(OUTSIDE FACE)- PER A/A4.2 17. SPRINKLER SYSTEM DESIGN-BUILDING CRITERIA IS TO BE PER THE INSIDE WITHOUT THE USE OF A KEY,SPECIAL OVER 1/2"PLYWOOD OVER CURRENT ADOPTED EDITION OF NFPA 13. SYSTEMS ARE TO BE ESFR KNOWLEDGE OR EFFORT. 1"INSULATED GLASS 2 X 6 STUDS W/R21 TYPE TO PROTECT HIGH PILED STORAGE. AT A MINIMUM SYSTEMS BATT INSULATION OVER 5/8"GWB(INSIDE FACET SHALL BE DESIGNED TO PROTECT CLASS 1 THRU 4 COMMODITIES IN I I SINGLE.DOUBLE AND MULTIPLE ROW RACKS AND CARTONED D O O R SC H E D U L E UNEXPANDED GROUP A PLASTICS WITHOUT A REQUIREMENT FOR IN-RACK o SPRINKLERS. PROVIDE A FIRE PUMP IN ACCORDANCE WITH NFPA 13 m m w a AND NFPA 20 IF THE PRESSURE AVAILABLE FROM THE WATER ., d SUPPLIER IS NOT ADEQUATE FOR THE ESFR SYSTEMS. BLACK IRON BLKG PER WAREHOUSE HIGH PILED STORAGE. .495 GPM/S.F.OVER 2.000 S.F. i STRUCTURAL DRAWINGS PAINTED PRECAST PANEL ,I � ZR 18. ALL AREAS PROTECTED BY WET FIRE SPRINKLER SYSTEM ARE WINDOW SCHEDULE OVER R-5 RIGID INSULATION b O REQUIRED TO BE MAINTAINED BY BUILDING OWNER/GENERAL OVER 350S162-43 METAL CONTRACTOR TO A MINIMUM OF 40 DEGREES FAHRENHEIT FOR FREEZE MARK ELEV ROUGH OPENING GLASS SIZE REMARKS STUDS W/R-15 BATT PROTECTION. INSULATION OVER 5/8"GWB W/#8 SCREWS LIJ OA 1 4'-0"X 4'-0"HIGH 111 4'-0"X 4'-0"HIGH U 0. : I I 19, SPRINKLER HEADS SHALL BE QUICK-RESPONSE SPRINKLER HEADS PER 98 SHGC-040 a 12"0.0. SLAB ON GRADE (El SLAB ON GRADE SLAB ON GRADE Z 2015 IBC SECTION 905.3.2. © 1 4'-0"X W-O"HIGH (11 4'-O"X 4'-0"HIGH U•0.38;SHGC-040 U IEI U) LLI M 20.ALL AUTOMATIC SPRINKLER SYSTEM RISERS SHALL BE LOCATED IN A O O'-O"_ _ _ 0'-o" _ D 0'-0'_ _ Z > N DESIGNATED ROOM WITH AN EXTERIOR DOOR,LIGHT AND HEAT. A SIGN /1 _ 4_O"HIGH Ill V-O" _ STATING'SPRINKLER RISER ROOM"IN 1"HIGH WHITE LETTERS ON A O RED BACKGROUND SHALL BE POSTED ON THE DOOR. 3' 9' _ - Q co OD 1 -O"X W-O"HIGH (1) -O"X W-O"HIGH D n�m R�1u L L uLT1�1i u L L ry,Jr it m m u m m m k1., 21. ALL PORTIONS OF THE FIRE SPRINKLER SYSTEMS ARE REQUIRED TO BE D Q INSTALLED BY A LICENSED SPRINKLER CONTRACTOR.INCLUDING THE c UNDERGROUND PORTIONS OF THE SYSTEM. FIRE SPRINKLER SYSTEM IS L TO BE BIDDER DESIGNED. ALL SIZES SHOWN ARE NOMINAL AND SHOULD BE VERIFIED WITH WINDOW MANUFACTURER. O Lo 22.THE FIRE ALARM CONTROL ROOM SHALL BE LOCATED IN A DESIGNATED 5 ROOM WITH AN EXTERIOR DOOR.LIGHT AND HEAT. A SIGN STATING "FIRE ALARM CONTROL ROOM"IN 1"HIGH WHITE LETTERS ON A RED 06 BACKGROUND SHALL BE POSTED ON THE DOOR. Z 23.VISIBLE FIRE ALARMS SHALL BE LOCATED IN ALL PUBLIC AND COMMON Lu Lu O Iw USE AREAS AS DEFINED IN SECTION 007 OF THE INTERNATIONAL FIRE > Z CODE IIFCI 2015 EDITION. 24.A DEDICATED FUNCTION FIRE ALARM SYSTEM FOR THE MONITORING OF WINDOW ELEVATION U) ~ Z THE FIRE SPRINKLER SYSTEM IS REQUIRED. FIRE ALARM SYSTEM TO BE BIDDER DESIGNED AND IN ACCORDANCE WITH THE CURRENT EDITION Lu J 0 OF NFPA 72 AND EMC 16.28. WINDOW SCHEDULE A SECTION a SECTION SECTION °C = = Lu 25. FIRE ALARM SYSTEMS ARE REQUIRED TO BE MONITORED BY A CITY OF A3.1 1/2"•T-0" A3.1 1/2"•T-0" A3.1 1/2"-1 0" O O Q ARLINGTON APPROVED UL CENTRAL STATION. 26. ALARM SYSTEM SHALL BE ADDRESSABLE. EACH DEVICE SHALL HAVE 3/4"T 8 G PLYWOOD c IT'S OWN ADDRESS AND SHALL ANNUNCIATE INDIVIDUAL ADDRESSES AT OVER REO-I FRAMING d f A UL CENTRAL STATION. W/R-38 INSULATION 27. REMOTE ALARM ANNUNCIATION/INDICATION IS REQUIRED AT THE MAIN 12'-0' ENTRANCE. '^ ENTRANCE IF THE CONTROL PANEL IS NOT VISIBLE FROM THE MAIN TOP OF PLYWOOD V! Lu 28, FOR SYSTEMS EMPLOYING WATER FLOW DETECTION DEVICES.MANUAL PULL STATIONS SHALL BE DISTRIBUTED THROUGHOUT THE BUILDING. AUDIBLE AND VISIBLE ALARMS SHALL BE PLACED IN ALL COMMON USE �'^^ AREAS. Z vI 20. IF THERE IS A RESET CODE FOR THE FIRE ALARM PANEL OR KEYPAD. J THE CODE SHALL BE 1.2-3-4-5. THE RESET CODE SHALL NOT BE '^ CHANGED WITHOUT THE APPROVAL OF THE FIRE MARSHAL. THE RESET VJ CODE SHOULD BE PERMANENTLY POSTED AT THE KEYPAD. Lu 30.A SATISFACTORY CONTRACT COVERING THE MAINTENANCE.OPERATION J LU AND EFFICIENCY OF THE SYSTEM SHALL BE PROVIDED BY THE PROPERTY OWNER OR THEIR OWNER. THE CONTRACT SHALL PROVIDE FOR INSPECTIONS.TEST AND MAINTENANCE AS SPECIFIED IN NFPA 72 5/8"GWB(OUTSIDE FACET AND MANUFACTURER'S INSTRUCTIONS. OVER 1/2"PLYWOOD OVER _x � 2 X 6 STUDS W/R21 LLB w BATT INSULATION OVER W 5/8"GWB)INSIDE FACET N PROJECT 18131 DATE O1/1O/19 DRAWN NH CHKD. Ji SLAB SHEET: IEI ON GRADE 0„ FLOOR PLAN NOTES DA31 SECTION 12.,p4• OF ©2019 Bhi DESIGN ffi ENGINEERING,INC a MAXIMUM RECOMMENDED LENGTHS s FOR VERTICAL STRUTS m EMI CONDUIT 1/2"EMT CONDUIT UP TO T-10" 3/4"EMT CONDUIT UP TO 7'-8" 80"MIN SIGN TO E LOCATED 1"EMT CONDUIT up TO 91 ALONGSIDE THE 16"MIN 24"MIN 39"MIN RESTROOM EXTERIOR FIGURE 1 18"MAX 4'HIGH WAINSCOT 41"MAX METAL STUDS W/A SMOOTH HARD —GRAB BAR DOOR ON THE LATCH 4'HIGH WAINSCOT SIDE l� W/A SMOOTH HARD SCRUBABLE FINISH INTERNATIONAL 12 GA SPLAYED SINGLE 1 5/8"METAL STUD(20 GA) UP TO 12'-0" SCRUBABLE FINISH SIGN OF BRACE WIRES BACK-TO-BACK 1 5/8"METAL STUD(20 GA) UP TO 15'-0" SOAP DISPENSER PAPER TOWEL ACCESSIBILITY LETTERING SHALL BE 1/52" GRAB BAR 45° SINGLE 2 1/2 METAL STUD(20 GA) UP TO 13'-8" ? DISPENSER PROVIDE LEVER 3 a MIN RAISED UPPER CASE OR LESS 450 BACK-70-BACK 2 1/2"METAL STUD(20 GA) UP TO 15'-V TOILET PAPER OPERATED FAUCETS m CHARACTERS&SHALL BE So 5/8"MIN TO 2"HIGH. z OR LESS NOTE:PLENUM AREA GREATER MAN 15'-0"WILL REQUIRE DISPENSER LETTERING SHALL BE WHITE ENGINEERING cALcuLAnoLNs cl / o WOYEN' ON A BLUE BACKGROUND. FIGURE 3 Z 4:• LETTERING SHALL BE PER E N z J ICC/ANSI A117.1 CHAPTER 7& 2 45° 45 x z x l o a TAB SECTIONS 709.1,709.2 6 p ISOMETRIC VIEW OR LESS OR LESS z y ? ) 703.5. 8.Mqk CROSS TEE ¢ o e�i a o z x BRAILLE SHALL BE B^ '11 ® - - r .. - ~ CONTRACTED(GRADE 2)6 Q 41I MAIN BEAM PLUMB 1:6 SHALL COMPLY W/TAB O WALL ut� a a e SECTIONS 703.5&703.4 LATERAL FORCE BRACING Z FIGURE 2 WALL 8"MAXIMUM " 7"MIN FINISHED FLOOR \ n TOILET SEATS SHALL BE INSULATE TO 9"MAX NONABSORBENT 11 PROTECT AGAINST 2 Z 3/4"Mk `SPREADER BAR OR OTHER ELONGATED SPLIT FRONT CONTACT 42"MIN 12" MATERIAL COVED 0 UNATTACHED SUITABLE SYSTEM REQUIRED MAX 6"MIN UP WALLS y WALLS TO KEEP PERIMETER COMPONENTS 54"MIN ATTACHED WALL FROM SPREADING APART MOLDING REQUIREMENTS UNATTACHED WALL FIGURE 4 MOLDING REQUIREMENTS SHOT-IN ANCHOR FIGURE 4b DRILL-IN FIGURE 5a SINGLE USER RESTROOM ELEVATIONS TYP RESTROOM SIGNAGE EXPANSION A ..ALE STRUCTURAL STRUCTURAL ANCHOR MINIMUM CONCRETE CONCRETE CEILING CLIP MqX• STEEL STRAP 1"WIDE 45° 4n= g o X 2"LONG X 12 GAGE .0°'g y MINIMUM � 3 TURNS 9 TURNS rc VERTICAL SPLAYED SEISMICILI HANGER WIRE ® O BRACING WIRE FLANGE 8/4" POP RIVE 0) VERTICAL HANGER SPLAYED SEISMIC BRACING MIN > COUNTERSLOPING WIRE ATTACHMENT WIRE ATTACHMENT L FIGURE 5b FIGURE 6a FIGURE 6b FIGURE 7 GENERAL RECOMMENDATIONS: SPREADER BARS:(FIGURE 4b) Z • REFERENCED SOURCES PER HIERARCHY:2015 IBC(INTERNATIONAL BUILDING CODE),AMERICAN SOCIETY OF TERMINAL ENDS OF MAIN RUNNERS AND CROSS MEMBERS SHALL BE TIED TOGETHER OR HAVE SOME OTHER U OVAL ENGINEERS(ASCE 7-10),AMERICAN SOCIETY OF TESTING MATERIALS(ASTM C 635,ASTM C 636, APPROVED MEANS TO PREVENT THEIR SPREADING. STABIUZER BARS,CROSS TEES OR OTHER MEANS TO ASTM E 5BO/E 581 AND COUNGS AND INTERIOR SYSTEMS CONSTRUCTION ASSOQAIION(CISCA) PREVENT SPREADING SHALL OCCUR MTHIN 8 INCHES OF EACH WALL (SOURCE:ASTM Eseo SECTION 5.2.4) w • PARTITIONS THAT ARE TIED TO THE CEILING AND ALL PARTITIONS GREATER THAN 6 FEET IN HOGHT SHALL SPREADER BARS ARE NOT REQUIRED AT PERIMETERS WERE RUNNERS ARE ATTACHED DIRECTLY TO BE LATERALLY BRACED TO THE STRUCTURE.BRACING SHALL BE INDEPENDENT OF THE CEILING SPLAY CLOSURE ANGLES. a BRACING SYSTEM.(SOURCE:AKE 7-10 SECTION 13581) o x SPREADER BARS ARE NOT REQUIRED IF A 90 DEGREE INTERSECTING CROSS OR MAIN IS WITHIN 8 INCHES °8 3¢ FOR FURTHER INFORM 5:a • ATION ON BRACING OF NON-LOAD BEARING PARTITIONS REFER TO NW'CB TECHNICAL OF THE PERIMETER WALL ^y 3 a DOCUMENT 00_501. Inz x WHERE SUBSTANTIATING DOCUMENTATION HAS BEEN PROVIDED TO THE LOCAL JURISDICTION,PERIMETER G 5 4 v • ALL MAIN BEAMS ARE i0 BE HEAVY DUTY(HD).(SOURCE.ASTM E580 SECTION 5.1.1) CUPS MAY BE USED TO SATISFY THE REQUIREMENTS FOR SPREADER BARS..(SOURCE:STATE OF OREGON,BUILDING 4 d CODES DIMSION) • CEILINGS LESS THAN OR EQUAL TO 144 FT2 AND SURROUNDED BY WALLS CONNECTED TO THE STRUCTURE ABOVE ARE EXEMPT FROM THE SEISMIC DESIGN REQUIREMENTS. (SOURCE:ASTM E580 SECTION T4) HANGER(SUSPENSION)WARES:(FIGURES 5.AND 5b) HANGER AND PERIMETER WIRES MUST BE PLUMB WITHIN 1 IN 6 UNLESS(FIGURE 5a)COUNTER SLOPING • THESE RECOMMENDATIONS ARE INTENDED FOR SUSPENDED CEILINGS AND RELATED COMPNENTS IN AREAS WIRES ARE PROVIDED(FIGURE 5b).(SOURCE ASTM C636 SECTION 214) THAT REQUIRE RESISTANCE TO THE EFFECTS OF EARTHQUAKE MORONS. (souxcE:ASTM Eseo secnoN 3.2) G-/VC 5 • HANGER INNS SHALL BE 12 GAGE AND SPACED 4 FEET ON CENTER OR 10 GAGE SPACED 5 FEET ON • ALL PARE TIES ARE TO BE THREE TIGHT TURNS AROUND ITSELF WITHIN THREE INCHES.TWELVE GAGE CENTER.(SOURCE:ASTM C636 SECTION 21) ? HANGER WIRE SPACED 4 FOOT CHI CENTER(FIGURE 1).(SOURCE ASTM C636 ITEM 2.4) • ANY CONNECTION DEVICE AT THE SUPPORTING CONSTRUCTION SHALL BE CAPABLE OF CARRYING NOT LESS • CHANGES IN CEILING PLANES PALL REQUIRE POSITIVE BRACING. (SOURCE.ASTM E580 SEDVOry U2RR) THAN 100 POUNDS(SOURCE:CISCA ZONES 3-4) DESIGN& LATERAL FORCE BRACING:(FIGURES 2 AND 3) POWDER ACTUATED FASTENERS(PAPS)ARE AN APPROVED METHOD OF ATTACHMENT FOR HANGER WIRES. • CEILINGS CONSTRUCTED OF SCREW OR NAIL ATTACHED TO GYPSUM BOARD ON ONE LEVEL THAT ARE (SOURCE:ASTM GASS SECTION 21) SURROUNDED BY AND CONNECTED TO WALLS OR SOFFITS THAT ARE LATERALLY BRACED TO THE STRUCTURE ABOVE ARE EXEMPT FROM SEISMIC DESIGN REQUIREMENTS.(SOURCE AKE 2-10 SECTION 13.5.6.22 EXCEPTION 2,ASTM TERMINAL ENDS OF EACH MAIN BEAM AND CROSS TEE MUST BE SUPPORTED NITHIN 8 INCHES OF EACH E580 SECTION 13) WALL PATH A PERIMETER WARE(SEE FIGURE 4&5a).(SOURCE:ASTM E580 SECTION 5.2S) a`Ya'yrj* 0 • CEILING AREAS OF 100E SO FT OR LESS SHALL BE EXEMPT FROM LATERAL FORCE BRACING REQUIREMENTS. WIRES SHALL NOT ATTACHED TO OR BEND AROUND INTERFERING MATERIAL OR EQUIPMENT. A TRAPEZE OR (SOURCE;ASTM EMO SECTION 16) EQUIVALENT DEVICE SHALL BE USED WHERE OBSTRUCTIONS PRECLUDE DIRECT SUSPENSION. TRAPEZE SUSPENSIONS SHALL BE SIZED TO RESIST THE DEAD LOAD AND LATERAL FORCES APPROPRIATE FOR THE °a • LATERAL 2).FORCE BRACING IS THE USE OF VERTICAL STRUTS(COMPRESSION POSTS)AND SPLAY PARES(SEE SEISMIC CATEGORY.(SOURCE:ASTM E580 SECTION 522.4)FIG ELECTRICAL FIXTURES: • LATERAL FORCE BRACING SHALL BE 12 FEET ON CENTER(MAXIMUM)AND BEGIN NO FARTHER THAN 6 FEET UGHT FIXTURES WEIGHING LESS THAN 10 POUNDS SHALL HAVE ONE 12 GAGE HANGER WIRE CONNECTED FROM WALLS.(SOURCE;ASTM E580 SECTION G2 s.s FROM THE FIXTURE TO THE STRUCTURE ABOVE THIS WIRE MAY BE SLACK.(SOURCE:ASTM E580 BECDON 5.34) • SEISMIC SPLAY WIRES ARE TO BE FOUR 12 GAGE WIRES ATTACHED TO THE MAIN BEAM.WIRES ARE UGHT FIXTURES WEIGHING MORE THAN 10 POUNDS AND LESS THAN 56 LBS.SHALL HAVE TWO 12 GAGE ARRAYED 90'FROM EACH OTHER AND AT AN ANGLE NOT EXCEEDING 45'FROM THE PLANE OF THE CEILING. WIRES ATTACHED AT OPPOSING CORNERS OF THE UGHT FIXTURE TO THE STRUCTURE ABOVE.THESE WIRES LLI (SOURCE:ASTM E580 SECTION 52.2) MAY BE SLACK.(SOURCE:ASTM E580 SECTION 5.3.5) Z • SEISMIC SPLAY WIRES SHALL BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER UGHT FIXTURES WEIGHING MORE THAN 56 LBS.SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE //� THAT THEY CAN SUPPORT A DESIGN LOAD NOT LESS THAN 200 POUNDS OR THE ACTUAL DESIGN LOAD, ABOVE BY APPROVED HANGERS.(SOURCE:ASTM E580 SECTION BUD) V/ W` WTH A SAFETY FACTOR OF 2,WHICHEVER IS GREATER(FIGURE 6b) (SOURCE:❑SCA ZONES 3-4) Z / N PENDANT MOUNTED FIXTURES SHALL BE DIRECTLY SUPPORTED FROM THE STRUCTURE ABOVE USING A 9 N • POWDER ACTUATED FASTENERS(PAPS),WHEN USED FOR SEISMIC APPLICATION AS PART OF THE GAGE WIRE OR AN APPROVED ALTERNATE SUPPORT WITHOUT USING THE CEILING SUSPENSION SYSTEM FOR PRESCRIPTIVE PATH IN SEISMIC DESIGN CATEGORIES D.E AND F,SHALL HAVE AN ICC-ES APPROVAL FOR DIRECT SUPPORT.(SOURCE:ASTM E580 SECTION 5 o.37E co SEISMIC CUPANCY A CATEGORY SHALLND FL IRRESPECTIVE TR CTURE IS IN. PAANCHORS FOR KIICKER WIRES(SPLAYED WI OCCUPANCY TANDEM FIXTURES MAY UTILIZE COMMON PARES. INSTALLED FOR PURPOSES OTHER THAN SEISMIC RESTRAINT)ARE EXEMPT FROM THIS REQUIREMENT. Q (SOURCE STATE OF OREGON BUILDING CODES UMSION) MECHANICAL SERVICES: TERMINALS OR SERVICES WEIGHING LESS THAN 20 LBS.SHALL BE POSITIVELY ATTACHED i0 THE CEILING • SPLAY N1(ROESR ARE STO TM EBEE0 WITHIN 22INCHES OF THE CONNECTION OF THE VERTICAL STRUT TO SUSPENDED SUSPENSION SPEIN�NON MAIN ORUNNERSMORTOECR SCTION 4RUNNERS THAT HAVE THE SAME CARRYING CAPACITY AS THE o Q • RIGID BRACING MAY BE USED IN UEU OF SPLAY WIRES(SOURCE:ASTM E580 SECTION 5,2&4) TERMINALS OR SERVICES NEIGHING 20 LBS BUT NOT MORE THAN 56 LBS.SHALL HAVE,IN ADDITION TO = 'z 5.4.1, TWO 12 GAGE WIRES CONNECTING THEM TO THE CEILING SYSTEM HANGERS OR THE STRUCTURE • CEILINGS NTH PLENUMS LESS THAN 12 INCHES TO STRUCTURE ARE NOT REQUIRED TO HAVE LATERAL ABOVE.THESE WIRES MAY BE SLACK.(SOURCE.ASTM EMS SECTION 54.2) Q Z FORCE BRACING.(SOURCE:PORT-AND BUILDING DEPARTMENT) O TERMINALS OR SERVICES NEIGHING MORE THAN 56 LBS SHALL BE SUPPORTED DIRECTLY FROM THE Lu• VERTICAL STRUTS MUST BE POSITIVELY ATTACHED TO THE SUSPENSION SYSTEMS AND THE STRUCTURE STRUCTURE ABOVE BY APPROVED HANGERS (SOURCE:ASTM ESSO SECTION 5.4.3) w w ABOVE.(SOURCE:ASIM E580 SECTION 52.8.2) CEILIN \ Z p SEISMIC SEPARAROIJ JOINTS:(FIGURE 7) /_ �J • THE VERTICAL STRUT MAY BE EMT CONDUIT,METAL STUDS OR A PROPRIETARY COMPRESSION POST(SEE FOR G AREAS EXCEEDING 2500 SQUARE FEET,A SEISMIC SEPARATION JOINT OR FULL HEIGHT WALL ♦'�^ FIGURE 3). PARTITION THAT BREAKS THE CEILING SHALL BE PROVIDED UNLESS ANALYSES ARE PERFORMED OF THE V! y CEILINGS BRACING SYSTEM,CLOSURE ANGLES AND PENETRATIONS TO PROVIDE SUFFICIENT CLEARANCE U) U Z WALL MOLONGS:(FIGURE 4a AND 4b) (SOURCE:ASCE 7-10 SECTION 13.5.6.2.2b) • WALL MODINGS(PERIMETER CLOSURE ANGLES)ARE REQUIRED TO HAVE A HORIZONTAL FLANGE 2 INCHES LLI J WIDE. ONE END OF THE COILING GRID SHALL BE ATTACHED TO THE WALL MOLDING,THE OTHER END SHALL THE LAYOUT AND LOCATION OF THE SEISMIC SEPARATION JOINT SHALL BE PER THE DESIGNER OF RECORD �•L� HAVE A 3/4 INCH CLEARANCE FROM THE WALL AND FREE TO SLIDE.(SOURCE:ASTM E580 SECTOR 5,22,SECTION MAY USE NOTED ON THE PLANS. JOINTIF A SEEIS I N SEPARATION DOCU JOIN ENT T ISAREQUUI REETARY BY THE DESIGNER, T. AMOUNT THE EOFGU LI ER 1••1� FREE MOVEMENT(GAP DESIGN)SHALL BE A MINIMUM OF 3/4 INCH. (SOURCE:STATE of OREGON.BUILDING CODES �••� Q • WHERE SUBSTANTIATING DOCUMENTATION HAS BEEN PROVIDED TO THE LOCAL JURISDICTION,PERIMETER DIMSION) O 0 CUPS MAY BE USED TO SATISFY THE REQUIREMENTS FOR THE 2 INCH CLOSURE MOLE (SOURCE:STATE OF Ir OREGON,BUILDING CODES DIAGON) IN UEU OF SEISMIC SEPARATION JOINTS,THE CEILING MAY BE DIVIDED INTO AREAS LESS THAN 2500 T SQUARE FEET BY THE USE OF PARTITIONS OR SOFFITS AS FOLLOWS:PARTITIONS SHALL EXTEND A MINIMUM a • THE GRID SHALL BE ATTACHED AT TWO ADJACENT WALLS(POP RIVETS OR APPROVED METHOD). SOFFITS OF 6 INCHES ABOVE THE LEVEL OF THE PLANE OF THE GRID AND SHALL BE INDEPENDENTLY BRACED TO EXTENDING TO A POINT AT LEAST LEVEL WITH THE BOTTOM PLANE OF THE GIRD AND INDEPENDENTLY THE STRUCTURE ABOVE SOFFITS SHALL EXTEND TO A POINT AT LEAST LEVEL NTH THE BOTTOM PLANE OF SUPPORTED AND LATERALLY BRACED TO THE STRUCTURE ABOVE ARE DEEMED TO BE EQUIVALENT TO THE GIRD AND SHALL BE INDEPENDENTLY SUPPORTED AND LATERALLY BRACED TO THE STRUCTURE ABOVE. WALLS.(SOURCE:STATE OF OREGON.BUILDING CODES DI ION,ASTM E580 SECTION 5.2.3.SECTION 529U) (SOURCE:STATE OF OREGON,BUILDING CODES DIV90N.ASTM E580 SECTION 5.29.1) SPRINKLERS: • FOR CEILINGS NITHOUT RIGID BRACING,SPRINKLER HEAD PENETRATIONS SHALL HAVE A 2 INCH OVERSIZE RING,SLEEVE OR ADAPTER THROUGH THE CEILING TIE TO ALLOW FREE MOVEMENT OF AT LEAST 1 INCH IN ALL HORIZONTAL ORECRONS FLEXIBLE HEAD DESIGN THAT CAN ACCOMMODATE 1 INCH FREE MOVEMENT SHALL BE PERMITTED AS AN ALTERNATE.(SOURCE ASTM E580 SECTION 5.2.8.5) A A42 SUSPENDED CEILING DETAILcn Q W w W W PROJECT 18131 DATE 01/10/19 Q DRAWN NH OHM. IT SHIIEE:T A3. 2 OF ©2019 B&T DESIGN ffi ENGINEERING,INC PLAN NOTES: 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION 0'-0". SITE ELEVATION IS 136.50'. 2. TOP OF CEILING PLYWOOD IS.12'-0"ABOVE REFERENCE ELEVATION 0'-0". 3. INDICATES: x-� AT CEILING FRAMING PLAN-MAIN FLOOR SHEARWALLS BELOW INDICATES: IEI 9'-O"CONT PTO IEI 9'-0-CONT FTG a AT FOUNDATION PLAN-MAIN FLOOR SHEARWALLS ABOVE. SHEATH AND NAIL SHEARWALLS PER SCHEDULE ON SHEET 52.1.TYPICAL SHEARWALL TYPE SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON PLANS: IEI 8"C.I.P. IEI all C.I.P. EXTERIOR WALLS. P-1 INTERIOR WALLS. P-1 CONIC WALL CONC WALL 4. IEI INDICATES AN EXISTING MEMBER. 5. INI INDICTES A NEW MEMBER. 0 6. TYPICAL HEADER AT BEARING WALLS SHALL BE 6 X 8 HF#2 UNLESS U o NOTED OTHERWISE ON PLAN. a 7. x-} INDICATES KEY NOTE. SEE KEY NOTES ON THIS SHEET. E g 8. O INDICATES SIMPSON HARDWARE. INSTALL PER MANUFACTURER'S w 0 0 ❑ ® ❑ o SPECIFICATIONS. 0. SEE SHEET 52.1 FOR BALANCE OF FRAMING NOTES AND SCHEDULES. SEE SHEET 52.1 FOR TYPICAL DETAILS. 10. SEE ARCHITECTURAL PLANS FOR DIMENSIONS. FO R (rc(' 0) W z O �q'I• �q'I• (l) lel F 7.0 lel F7.o q�q lel FTO ad3¢sa zN3P� c�o4v FwaNh Lo - � s a - z RMGV& aj y q*q,0 grow r y Opp. qq ppy Ts q�6 Irl F F.0 EI 7.0 i•q� IF)FTO W N 600 S6 o.c. BOOO 16o0 c. Z > N p Q CV H 00 OPEN TO BELOW AS31 Q 53.1 < O B ON W/#4 S0 A18"o.c.EAADE Q W Z WAY 0 Q OF SLAB. W 50'-0' > Z U) F_ Z U) U) Z W J J/53.1 ® x e D/59.1 Q 6 X 8 6X8 6 X 8 6 X 8 a q1\0 0 ® 1•q IF)FTO d 01 1 II 2 X 6 STUDS E/53.1 0 16"o.c. Z M/53.1 3/4"T 6 G PLYWOOD Q 0 PERIMETER ONLY r r � Z Ir -------� -� o GLUE 6 NAIL PER o 0 GENERAL NOTE pq< L J J ® Q 0 D/53.1 q a J ® Z Z a L SOOS200-451, 2 X 4•18"o.c. '? 9 m Q 0 16"o.c. ® J / a (D 28'-2 3/4' V 16"R D-I 65 0 92"o.c. �' 14"RED-I 65 0 32'0 ~ / Z o x Q W � x `O �x L/53.1 H/53.1 C 53.1 o Z W Q J z N/53.1 41f ® LWEI 3.Ox6.0 U- w - - - - - - - - PR®JECT 18939 x6.oB ADATE 01/10/19 __ __ __ __ __ __ __ __ u, o IDDRAWN NH o Q CHKD JT �a SHEET 61 50'-0' 50'-0' A 50'-0' 10 J.-O. N 8 O N 8 9 10 N sil CEILING FRAMING PLAN 18.= FOUNDATION PLAN 78.,,,°. KEYPLAN NO SCALE of QC 2019 Bhi DESIGN ffi ENGINEERING,ING ANCHOR BOLTS ANCHOR BOLTS VERT.PIPE IWRAPPEDI THICKEN 0 PIPE AS REQ'D TO 16d TO MATCH PLY NAIL CENTERED IN SOLE LOCATED W/ r rl PROVIDE CLEARANCE TO REINF d SPACING 112"MIN.) • x PLATE W/SIMPSON SIMPSON BPS=6 CONIC COVER TO PIPE. PROVIDE GENERAL NOTE PS.6 PLATE WASHERS PLATE WASHERS FTG #4 0 PIPE 72' 12• WALL PNL EDGE CODE: INTERNATIONAL BUILDING CODE--2015 EDITION °LI PNL EDGE NAILING ALL ASTM'S CALLED OUT ARE TO BE THE LATEST EDITION ® - PIPE THRU o� - I. NAILING PER SHEARWALL SCHEDULE F FTG IN PIPE '0620o L NO PIPES PARALLEL SW SCHED LIVE LOADS CAPACITY SLEEVE 1.P TO FTG THIS AREA BUILDING RISK CATEGORY II(IBC TABLE 1604.5) BLKG 1 "' 2 RIM JOIST/BLOCKING CONNECTION AT SILL TYPE EQ/WIND SHEATHING O NAILING O r d1.. ��o PIPE IN BACKFILLED GRAVITY LOADS: RE 'D TO DEL TOP PL 03 4 + o SNOW.............. GROUND SNOW LOAD P 36 psi IPLFI WOOD CONCRETE �l o TRENCH - 9 1/2"PLYWOOD #3 Bd O 6"o.c.EDGE. SIMPSON A35 1/2"1 ANCHOR BOLTS t2 P�ANCHOR 16d TN 0 12"o.c. •••••••••••••• FLAT ROOF SNOW LOAD Pf=25 psf P-1 240/940 YES 16d 0 6"o.c. .............. SNOW EXPOSURE FACTOR Ce=1.0 ONE SIDE 12"o.e.FIELD •18"o.e. •1'-10"o.c. = x ____ SNOW IMPORTANCE FAC10R Is=1.0 1/2"PLYWOOD #3 8d 0 4"o.c.EDGE. SIMPSON A35 12)ROWS 16d 0 6"o.e.i4 1/2"1 ANCHOR BOLTS t2 s ROLTS .............. THERMAL FACTOR Ct=1.0 P-2 950/405 YESANCHOR BOLTS ___I __ I___ 1 STUD WALL CORRIDOR..... ...... 100 PSF ONE SIDE 12"o.c.FIELD O 12"o.c. STAGGER 9"' 0 V-O"o.o. STAGGERED W/ LOCATED W/ I I 1/2"PLYWOOD #3 Bd O 6"o.c.EDGE,#Ib SIMPSON LS00 (2)ROWS 1/4"1 X 0'-4"LAG141/2"1 ANCHOR BOLTS" SIMPSON BPS_3 SIMPSON BPS=3 L--J COMMUNITY SPACES..... 100 PSF p-9 480/880 BOTH SIDES YES 12"o.c.FIELD a 12"o.c. SCREWS 0 10"o.c.,STAGGER 5" O 0%10"O.0. PLATE WASHERS PLATE WASHERS NOTES @INTERSECTION OFFICE SPACES........ 50 PSF+15 PSF PARTITION ER PLAN 18"MIN LIGHT STORAGE........ 125 PSF 1/2"PLYWOOD #3 8d 0 4"o.c.EDGE. SIMPSON LS00 (2)ROWS 1/4"1 X 0'-4"LAG#41/2"1 ANCHOR BOLTS#s I. 'PIPE'•ANY PENETRATION WALL SHEATHING PNL EDGE NAILING P-4 700/goo YEs SHEAR ANCHOR OPTIONS SHEAR ANCHOR OPTIONS BOTH SIDES 12"o.e.FIELD 0 8"o.c. SCREWS O 8"o.c..STAGGER 4" 0 0'-8"o.c, DETAIL "I)" THRU FOUNDATION TO ALLOW PER SHEARWALL PER 5W SCHED LATERAL LOADS: FOR 2 X 6 WALL FOR 2 X 6 WALL FOR 1"OF MOTION IN ANY 0 TYPICAL SHEAR WALL NOTES b" DIRECTION. SCHEDULE TRIM STUD CTSK WIND.............. Vult=110 MPH Vasd=85 MPH 1. WOOD STRUCTURAL PANEL SHEAR WALLS: SHEATHED BOTH SIDES SHEATHED ONE SIDE "PIPE"THRU FTG BOLTHEAD V MAX ••••••••••••• EXPOSURE"B" Kzt=1.00 2. SLEEVES SHALL BE PVC.I.D. PNL EDGE NLG SEISMIC... .........SITE CABS"C" a. 8d NAILS SHALL BE COMMON(2 1/2"X 0.131"DIAMETER)1NTH 1 3/8"MINIMUM PENETRATION INTO FRAMING. NO.14 GAGE ON TES: TO BE 2"LARGER THAN PIPE PER SW SCHED SHEATHING PER O.D. SEISMIC DESIGN CATEGORY"D" w STAPLES WTH A MINIMUM 7/16"OD CROWN AND 1 1/2"LENGTH MAY BE USED ONE FOR ONE IN UEU OF 8d NAILS. p SWALL SCHED IMPORTANCE FACTOR Is=1.0 FASTENERS EXPOSED TO WEATHER SHALL BE ZINC COATED BY HOT DIP GALVANIZING,MECHANICALLY DEPOSITED,OR ELECTRO 1. A PLATE WASHER MUST BE A MINIMUM 3. PLUMBING EMBEDDED IN CONIC Ss=1.072g Sl=0.418g DEPOSITED. OF 9"X 3"X 0.229"AND MUST TO BE PROVIDED W/FLEXIBLE - - - FA=1.000 Fv=1.382 STD PLATE WASHER EXTEND TO WITHIN 1/2"OF THE D COUPLINGS*ENTRY&EXIT w 1 ° POINTS. SDS=0.715g Sm=0.385g F b. WHERE PLYWOOD IS APPLIED BOTH SIDES OF SHEAR WALL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING SHEATHED EDGE OF THE SILL PLATE. w MEMBERS OR FRAMING MEMBERS SHALL BE 3°WIDE NOMINAL AND NAILS ON EACH SIDE SHALL BE STAGGERED. V2" MIN 3 X 3 X 0.229' ~ A' - ^ R=4(INTERMEDIATE PRECAST SHEARWALLS)(NOMINAL) SLOTS ARE PERMITTED IN THE PLATE w�,�", J ,� w D 4. WRAPPED PIPES SHALL HAVE 1 R=6.5 PLYWOOD SHEARWALLS MAX PLATE WASHER W/ °'z ~ I/2'CLEAR FROM WRAPPING TO DBL STUD O HD ( ) WASHER TO ALLOW FOR A TOLERANCE w oa 18d O 12"o.c.TYP c. FRAMING AT ADJOINING PANEL EDGES AND BOTTOM PLATES OF SHEAR WALLS SHALL BE 3-INCH NOMINAL OR WIDER AND MAX.1 5/4"SLOT °" 2; REINFORCING. SLEEVED PIPES U.N.O.ON PLAN IN ANCHOR BOLT PLACEMENT. FOUNDATION NAILS SHALL BE STAGGERED WHERE THE REWIRED SHEAR CAPACITY EXCEEDS 700 plf. 4 SHALL HAVE 1 1/2'MINIMUM b CLEAR TO REINFORCING.WRAP PLY SHTG SHTG PER FOUNDATION DESIGN WAS BASED UPON SOILS REPORT N0.0-4481 BY GEO GROUP NORTHNEST, d. ALLOWABLE SHEAR VALUES IN TABLE ABOVE ARE FOR HEM-FIR FRAMING MEMBERS(GROUP III). NO SUBSTITUTION OF 2. THE 9"X 3"PLATE WASHER WORKS W/AIR FOAM SHEET. SWALL SCHED HOLDOWN INC.DAZED OCTOBER 12,2017. NE FOLLOWING VALUES WERE USED: LESSER GROUPS WILL BE ALLOWED. o D WELL W/A 2 X 4 SILL PLATE BUT ° 3 LAYERS1/8"F MIN. SLEEVED WHEN USED W/A 2 X 8 SILL PLATE. TYP REINF. PIPES PER NOTES. STUD WALL FOOTING BEARING PRESSURE:.... 2000 PSF ON DENSE NATIVE MATERIAL OR COMPACTED 2. PLATE WASHERS A MINIMUM OF 3 INCH X 3 INCH X 0.229 INCH NICK SHALL BE USED ON EACH ANCHOR BOLT. D IT REQUIRES THE ANCHOR BOLT TO BE 1 w @ CORNER HD @ CORNER STRUCTURAL FILL(33%INCREASE FOR WIND OR SEISMIC) oc 5. CLEARANCE BETWEEN"PIPES' 3. ALL BLOCKING SHALL BE 2X HEM-RR STUD GRADE OR BETTER. (USE 3 X HF BLOCKING WERE REQUIRED BY NOTE#16&1c.) OFFSET TOWARD THE SHEATHED 2 w oa LATERAL EARN PRESSURE: ..... 35 PCF EQUIVALENT FLUID PRESSURE(ACTIVE-UNRESTRAINED) D a z• TO BE 9". WHEN 4 OR MORE I �b EDGE. IF THE WALL IS SHEATHED ON PROVIDE REINF TO - +6H SEISMIC BOTH SIDES.A STAGGERED BOLT MATCH FTG REINF PIPES"ARE GROUPED IN ONE 4. PROVIDE DOUBLE BLOCKING OR RIM JOIST UNDER WOOD SILL WHERE(2)ROWS OF FASTENERS ARE REWIRED. PROVIDE TRIPLE 1 PIPE "PIPE' AREA PROVIDE ENGINEERED PLAN VIEW STUD WALL DETAILS ..... 45 PCF EQUIVALENT FLUID PRESSURE(ACTIVE-RESTRAINED) BLOCKING OR RIM JOIST UNDER WOOD SILL WHERE(3)ROWS OF FASTENERS ARE REQUIRED. (CLOSEST ALLOWABLE SPACING FOR 16d ° PATTERN IS REQUIRED. l2• 1z• DETAILS OF BLOCKOUT. ..... 350 PCF EQUIVALENT FLUID PRESSURE(PASSIVE) NAILS IN 1 1/4""TIMBERSTRAND"LSL RIM IS Cox.) COEFFICIENT OF FRICTION: ..... 0.35 5. } "INDICATES CONNECTION TYPE AS DESCRIBED IN SCHEDULE ABOVE-LOCATE PER DIAGRAM AT RIGHT. AS2 BS2,1,1 SILL PLATE ANCHORAGE ,.,p_O. TYP PIPE THRU FTG DETAIL 3/4•=1'-O• C$2.1 STUD WALL DETAILS 8/4•=1'-O• ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF V-6'BELOW FINISH GRADE. SLABS AND PLY SHEATHING FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR STRUCTURAL FILL COMPACTED TO 95%MAXIMUM SIMPSON ST22 ON FACE OF-, DRY DENSITY PER ASTM D-1557 AS RECOMMENDED IN SOILS REPORT.CONTRACTOR SHALL PROVIDE PLY SHEATHING STRUCT FIRMS DBL TOP PLATE-SEE FRAMING PERMANENT POSITIVE DRAINAGE OF BUILDING PERIMETER. ALL SITE PREPARATION AND GRADING 1D NAILING TO STC CLIP O PLANS FOR LOCATIONS SHALL BE DONE IN ACCORDANCE WITH SOILS REPORT. INTERMEDIATE RAFTER STRUCT FRMG 48"o.c.IEA SIDE 116116d BETWEEN 48"MIN LAP EPDXY ANCHORS FRAMING MEMBERS BLKG 2 X SOLID BLOCKING ��WALL SYSTEMS. OF BMI TYP O DBL PLATE U.N.O. E2QXY SHALL BE HILTI"HIT-RE 500-SD"FROM HILTI US.ANCHORING ADHESIVE SHALL BE A ILK a a JOIST OR RAFTER TWO COMPONENT HIGH-SOLIDS EPDXY-BASED SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD 0 PLYWOOD PANEL OR TN 1. PANELS SHALL NOT BE LESS THAN 4'X 8',EXCEPT AT BOUNDARIES AND CHANGES IN c0 o PER PLAN STRAP TYP DBL TOP PLATES CARTRIDGE AND DISPENSED THROUGH ASTATIC-MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. EDGE FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO (NOTCH BM FOR CONT THE ADHESIVE ANCHOR SHALL HAVE BEEN TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED rc FRAMING MEMBERS OR BLOCKING. 2X UPPER PLATE OR AND UNCRACKED CONCRETE PER ICC-ES-ESR-2322.ANCHORS SHALL BE THREADED ROD oo_ PROVIDE SIMPSON ST6224 CONFORMING TO ASTM A36. PROVIDE DIAMETER AND EMBEDMENT AS SPECIFIED ON PLANS AND Z p DBL TOP PL _ 2. NAILS SHALL BE LOCATED AT LEAST 3/8"FROM THE PANEL EDGES. MAXIMUM NAIL =w� STRAP OVER TOP DETAILS. ANCHORS SHALL BE INSTALLED PER HILTI'S INSTRUCTIONS FOR HIT-RE 500-SD 2 X STRIPPING m.,y (2)16d 121 16d 0) SPACING AT PANEL EDGES SHALL BE 6"ON CENTER. J EPDXY-TIE ADHESIVE. NAIL TO JOISTS _ 3. NAILS ALONG INTERMEDIATE FRAMING MEMBERS SHALL BE THE SAME SIZE AS NAILS STUD WALL '°'zo I3I 18d t=r� �XY S Q SPECIFIED FOR PANEL EDGE NAILING. AT INTERMEDIATE FRAMING MEMBERS,THE EM SHALL BE HILTI"HIT-RE 500 V3"FROM HILTI US. ANCHORING ADHESIVE SHALL BE A g Q MAXIMUM NAIL SPACING SHALL BE 6"ON CENTER. W/ STRIPPING W/0 STRIPPING TWO-COMPONENT OANDT ISPENSOUDS EED THROUGHYABSTATIC-MIXING D SYSTEM UPPLIED IN NO ZLE SUPPLIED BYTURER'S STANDARD THE MANUFACTURER. THE ADHESIVE ANCHOR SHALL HAVE BEEN TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED PLYWOOD INTERMEDIATE 4. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLOCKING SHALL BE 2" PLY SHEATHING SIMPSON A35 z PANEL PERPENDICULAR LAP STUDS TO BM AND UNCRACKED CONCRETE PER ESR-3814. FRAMING NOMINAL OR GREATER AT ADJOINING PANEL EDGES EXCEPT THAT A 3"NOMINAL OR EA END tj MEMBERS GREATER WIDTH AT ADJOINING PANEL EDGES AND STAGGERED NAILING AT ALL PANEL ROOF PNL EDGE BEAM DOWELS SHALL BE DEFORMED BAR PER'REINFORCING STEEL"NOTE ABOVE. PROVIDE SIZE AND EDGES ARE REWIRED WHERE: PLY SHEATHING NAILING TO BILK HEADER PER PLAN BEAM EMBEDMENT AS SPECIFIED ON PLANS AND DETAILS DOWELS SHALL BE INSTALLED PER HILT]'S z STC CLIP 0 141 16d TO BM INSTRUCTIONS FOR HIT-RE 500 V3 ADHESIVE. a. NAIL SPACING OF 2"ON CENTER OR LESS AT ADJOINING PANEL EDGES IS 16d•EA PIECE STRUCTURAL 191 18d a o w 48'o.c.IPA SIDE 16d O 12"o.c. LIGHT GAUGE STEEL FRAMING STUDS a a z SPECIFIED,OR STRIPPING FRAMINGA. TYPICAL STUDS AS NOTED ON PLANS. 12.14 AND 16 GAUGE CONFORM TO ASTM A653,GRADE D(50 ksi MATERIAL). �"3 OF BM) a TRIM STUD OR POST PER EA SIDE i8d 0 12"o.c. b. 10d COMMON NAILS HAVING PENETRATION INTO FRAMING MEMBERS AND BLOCKING 18 GAUGE AND LIGHTER CONFORM TO ASTM 446,GRADE A. MINIMUM SECTION PROPERTIES FOR STUDS z • OF MORE THAN 1-1/2"ARE SPECIFIED AT 3"ON CENTER,OR LESS AT o TYP.FRAMING NOTES POST TO MATCH ARE AS FOLLOWS: z z ADJOINING PANEL EDGES,OR BEAM OR BUILT UP a 4 v iv DBL FULL HT STUDS TYP 350Si62-43(18 GA); Ixx=0.654 IN4, Sxx=0.374 IN3, c y 5 WIDTH(SEE TYPICAL C. REQUIRED NOMINAL UNIT SHEAR CAPACITY ON EITHER SIDE OF THE SHEAR WALL U.N.O.SINGLE FULL HT 362S162-43(18 GA); Ixx=0.710 IN4, Sxx=0.392 IN3, F ru a TOP OF CONCRETE EXCEEDS 700 pif IN SEISMIC DESIGN CATEGORY D,E.OR F. HDR PJLAN STUD O TNT.OPENINGS FRAMING NOTES) 6005162-43(18 GA); Ixx=2.316 IN4, Sxx=0.772 IN3, ryi UP TO 8'-0" 60OS200-43(18 GA); Ixx=2.683 IN4, Sx=0.894 IN3, m yy PLYW000 MAY BE " ° " HOLDOWN I'� 5. MAXIMUM STUD SPACING SHALL BE 24"ON CENTER. 2 X STRIPPING 2 X BLKG 0 SIMPS 60OS200-54(16 GA); Ixx=3.319 IN4, Sxx=1.106 IN3,EITHER VERTICAL 1QEDGE NAILING AT ALL NAIL TO JOISTS 48"o.c. STUDBEAM IN WALL @ END OF WALL 60OS200-68(14 GA); Ixx=4.101 IN4, Sxx=1.367 IN3,OR HORIZONTAL JAMB.CORNER AND S SILL PLATE 6. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR ITS TYPE IN STUD WALL WALL END MEMBERS DOC PS 1 OR PS 2. WELDS:WELDING SHALL BE IN CONFORMANCE WITH AWS D 1.3-2008. UTILIZING E60XX OR E7OXX BOLTING ELECTRODES. THE ENGINEER OF RECORD MAY REQUEST NON DESTRUCTIVE TEST TO VERIFY PROPERWELDS. WELDING WILL BE PERFORMED BY WABO-CERTIFIED WELDERS. W/ STRIPPING W/O STRIPPING SINGLE PIECE PLATE'S TIMBER PARALLEL 16d 0 o.c. O WINDOW SILL 2X MEMBERS..............HA.#2 (Fb=1270 psi REP.) (2 X 6 OR LESS) TYPICAL NON-BEARING STUD WALL DETAILS H.F.#2 (Fb=1035 psi REP.) (2 X 8 OR LARGER) 4X MEMBERS..............D.F.#2 (Fb=1080 psi) (4 X 10 OR LESS) D.F.#2 (Fb=990 psi) (4 X 12 OR LARGER) D E F 6X MEMBERS..............D.F.#1 (Fb=1350 psi) ,yI SHEARWALL SCHEDULE S2.1 STUD WALL DETAILS 1/4•,T-0• s2.1 STUD WALL & HDR DETAIL 8/4••,'-D^ s2., BEAM IN & THRU STUD WALL s/4^=T-O" LUMBER NOT NOTED TO BE......D.F.#2 "ram BOLTS IN WOOD CONFORM WITH ASTM A307 m yw FROM CHART' FROM CHART"B" ALL GRADES SHALL CONFORM TO"WW'PA GRADING RULES FOR WESTERN LUMBER--LATEST MIN DO bLU CUT (MIN) EDITION." BOLT HEADS AND NUTS BEARING AGAINST WOW SHALL BE PROVIDED WITH STANDARD 5'-0"MIN TO let SPLICE 5'-0"MIN TO 1e1 SPLICE "d"FROM "d"FROM NOTES: c� OF TOP PLATE OF TOP PLATE CHART"A.. THRU TOP& CHART"B" CUT WASHERS PLATE WASHERS A MINIMUM OF 3"X 3°X 1/4°SHALL BE USED AT ALL SILL PLATE ISEE DWGS FOR NAILINGI (MIN) BOTTOM CHORD (MIN) 1. IF MORE THAN ONE HOE IS TO BE CUT IN THE WEB,THE LENGTH OF THE UNCUT WEB ANCHOR BOLTS. ALL NEW FRAMING LUMBER SHALL HAVE 19%MAXIMUM MOISTURE CONTENT AT BETWEEN HOLES MUST BE TWICE THE LENGTH OF THE LONGEST DIMENSION OF THE LARGES TIME OF INSTALLATION. ALL WOW IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. L/9 MIN D MIN ADJACENT HOLE. HOLES MAY BE LOCATED VERTICALLY ANYWHERE WITHIN THE WEB. ALL NAILS ARE"COMMON"UNLESS INDICATED OTHERWISE. MINIMUM NAILING PER IBC TABLE 18d 0 SPLICE O 2304.10.1. S4S TYPICAL UNLESS NOTED OTHERWISE. SUBSTITUTION OF OTHERS SPECIES WITHOUT L/2 MAX PER DWGS � ❑ � O 2. REDBUILT RED-1 JOISTS ARE MANUFACTURED WITH 1 1/2"PERFORATED"KNOCKOUTS"IN WRITTEN APPROVAL OF THE ENGINEER IS PROHIBITED. MISCELLANEOUS HANGERS TO BE SIMPSON � LJJ 9D MAX D/4 THE WEB 0 APPROXIMATELY 12"o.c.ALONG THE LENGTH OF THE JOIST OR I.C.C.APPROVED EQUAL. ALL CONNECTORS FOR PRESSURE TREATED LUMBER AND ALL NAILS IN Z D MIN MAX EXTERIOR SHEATHING SHALL BE HOT-DIPPED GALVANIZED. NAIL ALL HOLES WITH NAILS AS NOTE: THIS INFORMATION IS TAKEN DIRECTLY FORM THE REDBUILT CATALOG. ANY SPECIFIED BY MANUFACTURER UNLESS NOTED OTHERWISE ON DRAWINGS. 4'-O"MIN.LAP W/1201 16d o a Lt 2 X Dt Dt Lp 2 X L2 D2 DISCREPANCIES BETWEEN THE DETAILS AND NOTES HEREIN AND INFORMATION OBTAINED BY THE NAILS Z ``J M n CONTRACTOR SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO INSTALLATION NAILS SHALL BE COMMON,AMERICAN OR CANADIAN MANUFACTURED ONLY WITH MINIMUM > N --- }--- A 1 1/2"HOLE CAN BE - - CUT ANYWHERE IN WEB DO NOT CUT HOLES DIAMETERS AS FOLLOWS: O Q N IN CANTILEVER MINIMUM NAIL SHANK MINIMUM - co NAIL DESIGNATION DIAMETER(IN) NAIL LENGTH JOIST OR BEAM 8d 0.131"0 21/2" cc 10d 0.148"0 3" L ~ Q ELEVATION DOUBLE TOP - fE MEMBER&HOLE ` JOIST JOIST ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE 16d SINKER OR 12d 0.148"0 3 1/4" O L PLATE z DEPTH SERIES 2" 4" 6" 8" 10" 12" 14" 16" 18" 20" 1 1/4" 2 1/2" 4" 5" 6" 7" 8 1/2"9 1/2" 9 1/2" 13' f m 6 m 16d 0.162"0 3 1/2" o D•DEPTH OF JOIST OR BEAM O W _6 •. _ m m 20d 0.192"0 4" `�/ D'•STUD WIDTH ` o" le, RED-165 V-O" 2'-0" 3'-6" 4'-6" 5'-6" - - - - - 1'-0" 2'-0" 3'-6" 4'-6" 5'-6" - - - - - DRILL NEAT HOLE L 11 GA X 1/A X 0'-9"STRAP NOTE LAP&NAIL TOP PLATES AS SHOWN L CLEAR SPAN z 2'1 MAX O 2 X 4 W/(141 10d EA SIDE AT ALL EXTERIOR.PARTY.PLUMBING WALLS w m SIMPSON STRONG-TIE HARDWARE L�J 3"1 MAX O 2 X 6 AND SHEARWALLS O ALL LEVELS. MINIMUM DISTANCE(d)FROM INSIDE FACE OF ANY SUPPORT TO NEAREST EDGE OF HOLE ALL FRAMING HARDWARE SHALL BE SIMPSON STRONG-TIE OR ENGINEER APPROVED EQUAL LU Z Lu NOTE, DO NOT NOTCH OR DRILL CONTRACTOR SHALL INSTALL ALL FRAMING HARDWARE WITH SIZE,TYPE AND NUMBER OF > --- STUDS&JOISTS WITHIN D'OR D FASTENERS SPECIFIED BY THE MANUFACTURER. - a D'/3 MAX OF KNOTS IN WOOD F JOIST JOIST ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE GLU-LAMINATED WOOD MEMBERS Z ---- ` DEPTH SERIES 2" 4" 6" 8" 1 10" 1 12" 1 14" 1 16" 1 18" 20" 7" 8 1/2"9 1/2"9 1/2" 13' GLU-LAMINATED WOOD BEAMS,DOUGLAS FIR COAST REGION,KILN DRIED,AITC COMBINATION _ w W F C 24F-V4(DF/DF)(Fb=2400 PSI)FOR SIMPLE SPAN MEMBERS AND COMBINATION 24F-V8(DF/DF) LI..I J I®=5 2•_4•• D• m c z m (Fb=2400 PSI)FOR CANTILEVERED MEMBERS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS = a✓ f f p a le RED-I65 V-O" V-0" 3'-6" V-6" 8'-6" - - - - - 1'-0" 1'-0" Y-6" 5'-6" 8'-6" - - - - - LARGER THAN 1/2-DIAMETER. PROVIDE AITC STAMP ON EACH MEMBER AND PROVIDE AITC ♦♦oof� Ly = CERTIFICATE TO ARCHITECT. MATERIALS MUST BE OBTAINED FROM AN APPROVED FABRICATOR. V Q PLAN VIEW a ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL O Q MINIMUM DISTANCE(d)FROM INSIDE FACE OF ANY SUPPORT TO NEAREST EDGE OF HOLE BEARING AS INDICATED ON DRAWINGS. ALL BEAMS SHALL BE CAMBERED WITH 2000 FOOT RADIUS %OTE: RECTANGULAR HOLES BASED ON MEASUREMENT OF LONGEST SIDE UNLESS NOTED OTHERWISE ON DRAWINGS. a 00 PLYWOOD WEB JOISTS G PIPE THRU DBL TOP PLATE H DBL TOP PLATE SPLICE HOLES IN STUDS, JOISTS & BEAMS K HOLES IN "REDBUILT" JOISTS PLYWOOD WEB JOISTS SHALL BE RED-I OR ENGINEER APPROVED EQUAL WHICH DEMONSTRATES ICC $2.1 5/a^=1'-0^ S2.1 3/4^=1'-0^ S2.1 a/4"",'-o• 52.1 9/4•.,•A• AND NRB ACCEPTANCE. SUBMIT ICC AND NRB REPORTS TO ENGINEER OF RECORD FOR REVIEW PRIOR TO INSTALLATION. JOISTS SHALL HAVE LOAD CARRYING CAPACITIES IN ACCORDANCE WITH ''^^ MANUFACTURERS PUBLISHED LOAD TABLES. INSTALL PER MANUFACTURER'S SPECIFICATIONS. U) CEILING&SHEARWALL SHEATHING W TYPICAL FRAMING NOTES: CEILING SHEATHING SHALL BE 3/4"(NOMINAL)APA RATED T&G STURD-I-FLOOR 48/24,EXPOSURE J FOOTING SCHEDULE 1. ALL EXTERIOR WALLS SHALL BE 2 X 6 HF12 OR BETTER AT 16"o.c. ALL INTERIOR 1,SIZED FOR SPACING. INSTALL PANELS WITH 1/0'SPACING AT END JOINTS AND 1/4'SPACING BEARING WALLS SHALL BE 2 X 6 HF12 OR BETTER AT 16'o.c. ALIGN ALL FLOOR AT EDGE JOINTS GLUE AND NAIL ALL SUPPORTS AND BLOCKING. NAILING SHALL BE 1Dd '^ MARK SIZE REINFORCING FRAMING OVER STUDS. NON BEARING WALLS SHALL BE 2 X 4 AT 16"o.c. (COMMON)AT 6"o.c.AT PANEL EDGES AND 12"o.c.AT INTERMEDIATE SUPPORTS U.N.O.ON PLANS. 2. PROVIDE DOUBLE JOISTS(MINIMUM)UNDER ALL PARALLEL PARTITIONS THAT ARE LONGER SHEARWALL SHEATHING SHALL BE 1/2"(NOMINAL)APA RATED SHEATHING WALL-16,EXPOSURE 1, J F3.0 3'-0"X 3'-O"X T-O"DEEP 131#4 EA WAY BOTTOM THAN OR EQUAL TO 1/2 TIMES THE LENGTH OF THE JOIST. SIZED FOR SPACING. ALLOW 1/8"SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. BLOCK ALL PANEL EDGES. NAIL PER SHEARWALL FA SEE DETAIL"f0"X 1'-0"DEEP SEE DETAIL"fa- 3. PROVIDE SOLID BLOCKING UNDER ALL PERPENDICULAR PARTITIONS. SCHEDULE ON THIS SHEET. U 4. MINIMUM POST SIZE SUPPORTING BEAMS AND GIRDERS SHALL BE AS FOLLOWS: SHOP DRAWINGS Z U) Lu (U.N.O.ON PLANS) SUBMIT THREE SETS OF SHOP DRAWINGS TO THE ENGINEER AND ONE SET TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION FOR: BUILT-UP 2 X MEMBERS.... PROWDE SAME NUMBER OF 2 X STUDS EACH END AS PLYWOOD WEB JOISTS&GUULAMINATED WOOD MEMBERS. r w NUMBER OF 2 X MEMBERS. SPECIAL INSPECTIONS a) Lu �x � 4 X MEMBERS.......... PROVIDE(2)2 X STUDS EA END INSPECTIONS ARE TO BE PER IBC CHAPTER 17,SECTIONS 1704 AND 1705 AND ARE TO BE BY AN W W 7 GLB.............. PROVIDE 6 X 6 POST EA END INDEPENDENT TESTING LAB AND APRROVED BY THE OWNER AND BUILDING DEPARTMENT AND 6 X MEMBERS.......... PROVIDE 4 X 6 OR 6 X 6 POST EA END ENGAGED BY AND PAID FOR BY THE OWNER PRIOR TO STARTING CONSTRUCTION. #4 0 0"o.c. NOTE: 2 X STUDS SHALL BE SAME DEPTH AS WALL IN WHICH THEY ARE LOCATED. FLOOR NOTIFY BUILDING DEPARTMENT AND ENGINEER OF RECORD FOR INSPECTION O LI 121#4 (DRILL& MINIMUM STUD SIZE SHALL BE 2 X 4. NAIL BUILT-UP STUDS WITH(2)ROWS 16d DIAPHRAGM: 48 HOURS PRIOR TO COVERING. EPDXY) AT 16"o.c.,STAGGERED 8",EA FACE. z u EPDXY ANCHOR: SPECIAL INSPECTION IS REQUIRED. g of 5. USE SIMPSON"U"TYPE HANGERS FOR 2 X AND 4 X MEMBERS AND"MIT'TYPE HANGERS FOR PLYWOOD WEB JOISTS AT ALL FLUSH FRAMING CONDITIONS U.N.O.ON WEDGE BOLT: SPECIAL INSPECTION IS REQUIRED. b PLANS. PROJECT 18131 6. USE SIMPSON"CC"TYPE COLUMN CAPS AT ALL PARALLAM BEAM TO POST CONNECTIONS. WEDGE ANCHOR: SPECIAL INSPECTION IS REQUIRED. DATE COOS POSTS LOCATED IN BEARING WALLS DO NOT REQUIRE COLUMN CAPS U.N.O.ON PLANS. SPECIAL CONDITIONS DRAWN NH SEE SECTION E/S2.1. CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD OF ANY UNUSUAL OR UNSAFE CONDITIONS WHICH ARE DISCOVERED DURING CONSTRUCTION. SOME DETAILS WERE BASED UPON ASSUMED CHKD. jr 7. USE SIMPSON"PC"TYPE POST CAPS AT ALL BEAM TO POST CONNECTIONS. POSTS CONDITIONS SINCE THEY WERE NOT CLEARLY SHOWN ON ORIGINAL DRAWINGS. ANY #4 0 0"o.c. LOCATED IN BEARING WALLS DO NOT REQUIRE COLUMN CAPS U.N.O.ON PLANS. SEE DISCREPANCIES BETWEEN OUR DETAILS AND ACTUAL CONDITIONS SHOULD BE CALLED TO OUR SHEET: IDRILL& SECTION E/S2.1. ATTENTION PRIOR TO CONTINUATION OF WORK. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN EPDXY) 1'-0' (EI FTG FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS 8. USE SIMPSON"ABU"TYPE POST BASES FOR ALL POSTS BEARING ON CONIC.U.N.O. DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO S2. 1 DETAIL "fa"' INSTALLATION. N FOOTING SCHEDULE TYPICAL FRAMING NOTES GENERAL NOTES ®� ©2019 B&T DESIGN&ENGINEERING,INC BALANCE OF INFORMATION PER SECTION A/S3.1 1NSUL PER ARCH 55OS157-43 METAL 60OS200-43 METAL I O SEE PLANS FOR SHEARWALL SEE PLANS FOR SHEARWALL _ STUDS 0 24"o.c.W/ STUDS 0 16"o.c. TYPE 6 LOCATION. SHEATH TYPE A LOCATION. SHEATH (11 LAYER 5/8"TYPE 6 NAIL PER SCHEDULE ON 6 NAIL PER SCHEDULE ON GWB SHEET 52. SHEET 52.1 SIMPSON LTT20B 0 4'-O"o.c. 1 POST PER PLAN 3/4"T 6 G PLYWOOD PER PLAN 8 GENERAL NOTES. OTYPICAL IEI PRECAST PANEL IOI 2 X 4 STUDS 0 16"o.c. 2 X 6 STUDS 0 16"o.c. 362S150-43 CONT METAL 60OT150-45 CONT METAL TRACK W/1/4"HILTI TRACK W/1/4"HILTI 2 X 4 P.T.PLATE W/ 0 a PINS 0 12"o.c.INTO CONC PINS 0 8"o.c.INTO CONC W-O"EPDXY BOLTS• 2 X 6 P.T.PLATE W/ a 6 11)#8 SCREW EA SIDE 8(1)#8 SCREW EA SIDE 4'-0"o.c' 1/2"1 EPDXY BOLTS 0 i o EA STUD 0 EA STUD EDGE NAILING.TYP 4'-0"o.c. SIMPSON'ABU'TYPE P.C.PANEL EDGE NAILING.TYP OI <� 'LH'JOIST o POST BASE IIO11 IEI SLAB ON GRADE 11 0 11 IEI SLAB ON GRADE IEI SLAB ON GRADE RED-I PER PLAN L .I 0'0" ' 0'0" 4 X 8 BLKG 0 48"o.a k A/ 00" a IN END 2 BAYS 60OT200-43 CONT METAL Ill,lllllllllllllllllllll ° • a b V. oil 4 X 6 CONT P.T.LEDGER 1/41 X-U HILTI-PINS TRACK W/UI#8 SCREW w W/B/8'Y EPDXY ANCHORS 0 8"o.e.(STAGGERED( O EA SIDE 0 EA STUD P - - - - - - - - - - - _ - _ _ - - o.c.14"MIN EMBED( 11i 1 =� -1I-1 III-1 1=1I-III - - - - =1 I1=1 =1 1=1 I I=1 1=1 I1=1 I- "-i- o -III LI I- _ ow 04 -i -I -I -I11=111=111=111=111=I =11I- -I n-III-III-I 11=111=11 I-I I1=1 1=1I1=1 I- -1 - = III-III-III III-III-III III- ="' R-5 RIGID 3505162-43 METAL STUD o_ u - 1=i III iTi=1Tl=1 '- INSULATION FURRING WALL 0 16"o.c. oD p SIZE PER PLAN 6 SCHED REINF PER SCHEDULE 111 LAYER 5/8"TYPE B C O SECTION SECTION D SECTION E SECTION F SEC TION'X'GWB EA SIDE W/ -0" 3/4• 10g8 SCREWS O 12"o.c $3.1 3/4• 3/4• 1'-0• $31 3/4 10 8/4•=1'A• I O 0 6005200.43 METAL O 60OS200-43 METAL 11 11 STUDS 0 16"o.c.PER STUDS 0 16"o.c. SECTION A/S3.1 5/8"TYPE'X'GYPBOARD INSIDE FACE W/#8 10d 0 3"o.c..STAGGERED z O SCREWS a 12"o.c..TYP 10d 0 3"o.e..STAGGERED SIMPSON A35 0 16"o.c. SIMPSON A35 0 16"o.e. BLACK IRON BLKG 1 1/4"'TIMBERSTRAND" U.N.O.IN SHEARWALL U.N.O.IN SHEARWALL T OR BLACK IRO ED EQUAL O 11/LSL CONT RIM 1 1/4"'TIMBERSTRAND' SIMPSON A35 0 32"o.c. SCHEDULE SCHEDULE > a 0 46"o.c.VERTICAL LSL CONT RIM 1 1/4"'TIMBERSTRAND" W 0 SIMPSON A35 0 32"o.c. LSL CONT RIM DISCONT RED-1 BLKG •12-0"_ _ •17'-1 1/4" _ _ •17'-1 1/4- _ _ BETWEEN JOISTS 60OT150-45 CONT METAL g TRACK W/1/4"HILTI ti PINS 0 8"o.c.INTO CONC 0 I(11 A SCREW EA SIDE IEI SLAB ON GRADE z H 3 a g RED-I PER PLAN RED-I PER PLAN y R RED-I PER PLAN z z EDGE NLG ITYPI EDGE NLG ITYPI m°¢4 v RED-I PER PLAN RED-I PER PLAN� ;' RED-I WEB BLKG RED-1 PER PLAN c�'�F h D SIMPSON"MIT" 2 X 4 STUDS a 16"0.0. 5/8"GWB RED-1 BLKG a 48"o.a EDGE NAILING..TYP. TYPE HGR SIMPSON"MIT" m =a a (ALIGN DIRECTLY DBL TOP PLATE IN END BAY TYPE HGR UNDER JOISTS) 2 X 6 STUDS 0 16"o.c. GLB PER PLAN z =�1111 II iIIIIIIIII�IIIIT 11111111�111111��1' SEE PLANS FOR SHEARWALL DBL TOP PLATE SEE PLANS FOR SHEARWALL TYPE d LOCATION. SHEATH (ALIGN DIRECTLY 2 X 8 STUDS 0 DIRECTLY UNDER JOISTS( (ALIGN STUDS DIRECTLY TYPE 8 LOCATION. SHEATH d NAIL PER SCHEDULE ON SEE PLANS FOR SHEARWALL UNDER JOISTS( z 2 X 6 STUDS 0 16"o.c. 6 NAIL PER SCHEDULE ON SHEET 52.1 SEE PLANS FOR SHEARWALL TYPE 6 LOCATION. SHEATH SHEET S2.1 TYPE 6 LOCATION. SHE 8 NAIL PER SCHEDULE ON z 6 NAIL PER SCHEDULE ON SHEET S2.1 SHEET S2.1 DN;RIGV& SECTION G SECTION " SECTION SECTION K SECTION SECTION $3.1 3/4 =1'-0" $3.1 9/4•.T O" $3.1 3/4".1-0• $3.1 3/,r.T-0• $3.1 3/4".1'-0" $3.1 3/4".11 yr� BALANCE OF INFORMATION PER SECTION F/S3.1 O W Z , .' C/) LV M �20 Z Q N� O N F00 OO I LO II � 1i a Ca Z II LMJ BEAM PER PLAN SIMPSON'CC'TYPE w Z w GLB PER PLAN POST CAP > SIMPSON ICANTILEVER) POST CAP EPC'TYPE OI (n Z POST PER PLAN POST PER PLAN W J 0 Lu O o Q a 0 71 Mga, SECTION 3/4•.111 NS3.1 SECTION 3/1r=II cn J_ Q F— LU w W W PROJECT 18131 DATE 01/10/19 o DRAWN NH o Cl jr SHEET: S3. 1 7r ®F ©2019 Bhi DESIGN ffi ENGINEERING,INC PLAN NOTES: 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION 0'-0". SITE ELEVATION IS 136.50'. 2. TOP OF SECOND FLOOR PLYWOOD IS.12'-0"ABOVE REFERENCE ELEVATION 0'-0". F F 3. E# INDICATES EXISTING DOOR TYPE. SEE SHEET A4.1 FOR DOOR a bSCHEDULE. 4. O INDICATES NEW DOOR TYPE. SEE SHEET A4.1 FOR DOOR SCHEDULE. 5. #z INDICATES WINDOW TYPE. SEE SHEET A4.1 FOR WINDOW SCHEDULE. 0 0 u> u� Lt ri w EE GG O tV a a FO R (rc(' 0 W ® O I� � a] Z Ly w 27-6' ad3¢xa zN3PE c�o4v iv io ^ a m CMM INSPECTION x a? [+16'-0"HARD CEILING] 18 z i 0 o DESIGN& z'-41/2 OPEN TO BELOW n aj 10'-01 1n6• ELM W W NJ4 0 ___ Lj LLI N z!� o J M LUNCHROOM = > N i MEN'S m Q N 29 w 00 OFFICE 6 - 0 15 1a a 1= Lf) Q 9 OFFICE 5 0 25 W_x n 22 OFFICE 6 m r MARKING / WORKROOM 19 ® U Lu O ® Z w Z 26 STORAGE m 11 tt m = 0 OFFICE 4 ~ B o ® ® B CONFERENCE ®ROOM 1 O Q 00 MgN'S ; rm. COPIER 21 FINANCE RECORDS / a Z WOMF�N'S 4'-6't; 12'-0' 12'-9' 11'-8' 4'-6' T-4'i 4'-' 12'-0' ,z'-3• W a Q 20 28 ` IRE SINK AINK REAO 2CONFERENCELA LLROOM 2 oMil a LL OPERATIONS m SUPPLIES OFFICE 2 a Okil 00 PLANNING I,] 28 O O o W ® 1'LL so RECEPTION Lu J Z Z OFFICE 3 ENGINEERING 91 O LUNCHROOM Z Q Z OPEN OFFICE04 JOB < °o° PROGRAMMING MAINTENANCE N C RECORDS o E51 / MACHINING p W G 06 ]� A A -- -- PROJECT 18073 -- -- - -- 8/A9.1 - -- -- - ®ATE 90/25/18 m DRAWN NH 26'-0' 12'-3' 4•-0' 16'-61 19'-8' 10'-91 °'-7' CHKD. JT N 48'-0' 8'-9' 48'-0' 12'-r SHEET 60'-7' UN O 2 UN ' 2 A2.2 N N M OFFICE - SECOND FLOOR PLAN 18. . OFFICE - MAIN FLOOR PLAN OFT ©2018 Bhi DESIGN ffi ENGINEERING,INC CITY OF ARLINGTON 1 „a,,;m•., v NE 22 T31N R05E oo ups PROJECT TITLE PROGRESSIVE AUTOMATIONS T.I. F N Z WNoo SITE ADDRESS 180TH ST NE & 59TH AVE NE PARALLEL TO WEST PROPERTY LINE NO SCREENING REQUIRED ¢��a ARLINGTON, WA 98223 F N F O U ---- - -- ---= -N88'08'15"W a w -- ------21_87' -- 3 ss.31' PARCEL NO. 31052200102300 (DANTRAWL INC] ------------ JURISDICTION CITY OF ARLINGTON ( ) s Airport' _ O Z O ----- - - - - - - - - - - - - - - - �a> --- -- - ---- -- -- - - -- -- -- --- -- -- i TI N A LIN TON AIRPORT SUBDISTRICT B SITE - - -- --- - --- - mw -----.------- „z� FH UTILITY PROVDER WATER - CITY OF ARLINGTON °°aW Q�•_1• SEWER - CITY OF ARLINGTON o —3 I SPLITFACE CMU ® TRASH ENCLOSURE CODE 2015 IBC (INTERNATIONAL BUILDING CODE) Lu F H I I O ZONING GI (GENERAL INDUSTRIAL) VICINITY MAP LOT SIZE 266,801 S.F. 16.12 AC) [NEW PARCEL A) NO SCALE OCCUPANCY B (OFFICE) F2 (LOW HAZARD FACTORY INDUSTRIAL) CB 0 I I TYPE OF CONST. IIIB (SPRINKLED) TENANT SIZE 17,200 S.F. (TOTAL FLOOR AREA) ao I ❑CB I PARKING 3 REQUIRED STALLS (OFFICE) 11,980.0 SFI o A I 2 REQUIRED STALLS (WAREHOUSE) (15,020 SF) 5 TOTAL STALLS REQUIRED ' 1 REQUIRED ACCESSIBLE STALL 0 ° 1 LOADING ZONES REQUIRED cB 1 ACCESSIBLE STALLS PROVIDED ° ' 18 STANDARD STALLS PROVIDED 1 COMPACT STALLS PROVIDED 20 TOTAL STALLS PROVIDED w M 1 LOADING ZONE PROVIDEDto to ,�w IgPox 029'-101/2' r LEGAL DESCRIPTIONS �zxP �oaoo +. (BOUNDARY LINE ADJUSTMENT FILE NO.: PLN-454) w I Fwa�= PARCEL A: m g THE WEST HALF OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST N I w QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, E I o cB I i WASHINGTON; h� z 48„ i z w EXCEPT THE WEST 342.66 FEET AS MEASURED ALONG THE NORTH AND SOUTH LINES, LYING z DOCK HIGH NORTH OF THE SOUTH 30.00 FEET THEROF. N DP•A'IfTV S EXISTING ❑ a I z TOGETHER WITH THE WEST 95.27 FEET OF THE EAST HALF OF THE SOUTH HALF OF THE BUILDING CB °1 FH I SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, WASHINGTON. o IFF = 136.51 I I (CONTAINING APPROXIMATELY 266,801 SQ. FT. / 6.12 ACRES) a"ry�j`Oj PARCEL B: W FH I� THE EAST HALF OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST Nca ti QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., IN SNOHOMISH COUNTY, d bd sTRr7� m to WASHINGTON. p O EXCEPT THE WEST 95.27 FEET THEREOF. ° (CONTAINING APPROXIMATELY 357,744 SQ. FT. / 8.21 ACRES) Lu z ~ Z OWNER SMARTCAP W M Io 8201 164TH AVE SE, SUITE 110 Z y 04 ' ;z REDMOND, WA 98052 O Q N ' ❑B I 1 S I (425896-8561 Q = O a 7' ` PROPOSED TENANT I I TIMSHOSMARTCAPGROUP.COM O 0 j i IMPROVEMENT / 12'X 55'LOADING B 1,980 S.F. (OFFICE) ZONE 11 PLACE) w 15,020 S.F. (WAREHOUSE) 3 BLDG DESIGNER/ B & T DESIGN & ENGINEERING, INC. 25'SINGLE '`-s�> N I STRUCTURAL 250 E. SUNSET WAY Q °� Z HEAD LED 17,200 S.F. (TOTAL) 'POLE LIGHT ENGINEER: ISSAQUAH, WA 98027 i m I ITYP 8 PLACES I JIM TRUEBLOOD ; Z - ❑CB ' (425) 557-0779 (� 10,'` 19'-B 26' 10' 1 Doc HIGH I JIMOBNTENGR.COM Z_ e ; W J �B I CONTRACTOR COAST CONSTRUCTION GROUP = GC 328 N. OLYMPIC AVE O O Q N ARLINGTON, WA 98223 cc O Ir TREVOR GASKIN a r CB 1 (360) 474-0600 TREVOROCOAST-GROUP.COM DESIGN-BUILD SUBMITTALS 8"C.I.P.DOCK WELL RETAINING WALL.TYP MECHANICAL, PLUMBING Z F�c I FIRE SPRINKLERS Q FIRE ALARM. S88'08,19"W 34266' S I J • -- ---- ------ IEI S RINKLER 30' 35'DRIVE a ----------- -------- ---- ------------------oo Td ' SHEET INDEX o �' ELEC RICAL 40'DRIVE 34' 1' W Z 4 A1.1 - COVER SHEET & SITE PLAN ~ w ---------- -----� LANDSCAPE A2.1 - MAIN FLOOR PLAN & OFFICE CEILING PLAN N W N 20 E s o.so 10'WALKING TRAIL ___ A2.2 - REFLECTED CEILING PLAN Wao 95'31 A3.1 - SCHEDULES, NOTES & DETAILS EXIST EGDE OF ASPHALT NO SCREENING REQUIRED A3.2 - DETAILSLJL 61 w°p 180TH ST NE pp��9 �J w 0/d -' (LOCAL ACCESS) S1.1 - FOUNDATION PLAN & CEILING FRAMING PLAN S2.1 - STANDARD SCHEDULES, NOTES & DETAILS PROJECT 15130 DATE o1/1o/19 S3.1 - DETAILS DRAWN NH -------- ----------------------------------------------------- I � ———————————————————---------------------------------- o I ,------ CHKD. JT SHEET N i o 15 3 60 AllSCALE: I I "=30' SITE PLAN ®F ©2019 EST DESIGN s ENGINEEkING,me PLAN NOTES: 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION 0'-0". SITE ELEVATION IS 136,50'. 2. TOP OF CEILING PLYWOOD IS.12'-0"ABOVE REFERENCE ELEVATION 0'-0". 3. O INDICATES DOOR TYPE. SEE SHEET A3.1 FOR DOOR SCHEDULE. 4. ft INDICATES WINDOW TYPE. SEE SHEET A31 FOR WINDOW SCHEDULE 5. ONCRETE FLOOR FINISHES PER OWNER/CONTRACTOR. 0 L rc w �2 28 � 90 E91 � 99 N 3 3 0 0'-4' 4'-0' 0'-4' 8'-0' 0'-4' 8'-0' 0'-4' 9'-8' N a FO R (rc(' 0) w ® O � a] Lu 13 D Z C7 HIGH RACKING �aPz_ ad3¢sa zN3P� C, c� FwNh Lo - � s a - z ON;RIGV& 0 W W NJ4 o C. d b•C$ 5'��O.G��~ n Lu Z 600 S6 o.c. BO0 16"o c. Z > N O Q N H co L Ll Ll id Lo V O (§IA1 I B/A3.1 WAREHOUSE 4'-0' 0 Q W Z so•-0' Lu W Z ~ a H INSTALL FIXED METAL o U) U) Z SIGN STATING"LIVE ®�®5 o LOAD NOT TO EX CEE w J aJ c 50 P.S.F.ON THIS o ro m ROOF/CEILING" J a Q N © GC co r; IUt ISE� LUNCHROOM o 0 OFFICE OFFICE 4 �' Z o \UA IS X 5 6 a J Q LOW RACKING 9 a J D/A3.1 i D/A9.1 ^ 0 0 o a /� 0 0 ® V ® Z a NO STORAGE 60OS200-43 2 X 4 0 16'o.c. "•''• J J ALLOWED ON CEILING 0 16"o.c. RECEPTION/OFFICE Lu 9 a �L _ 2 X 8 STUDS W a 018"o.c. `O 9 a � 1 2 8 0 10 11 12 Q 0x W w1 45 4 F -- -- -- - -- -- E PROJECT 18939 A/A31 7AIA3.1 A DATE O1/10/19 � - -- -- - -- - -- -- - DRAWN NH o CHKD. JT 29'-6' 18'-0' 0.0. 20'-6' HEET Apr 50'-0' 10 '-o.N A2.1 UN N Q CEILING PLAN MAIN FLOOR PLAN 78.,,•-o. KEYPLAN NO SCALE OF ©2019 Bhi DESIGN ffi ENGINEERING,INC LIGHTING LEGEND MARK FIXTURE DESCRIPTION WATTS/ FIXTURE ® 6 LAMP T8 HIGH BAY LIGHT 324 ® 2 X 4 LED FLUORESCENT LIGHT 22 b 2'1 LAMP VANITY LIGHT 32 4E2 LED LIGHTED EXIT SIGN 7 EXHAUST FAN N/A NOTES: 1. MAXIMUM ALLOWED LIGHTING WATTAGE(INTERIOR)•7.315 WATTS. ri 2. PROPOSED LIGHTING WATTAGE IINTERIOR) 6,288 WATTS. E � a� ® ® 0 0 rc 0) w ® O ® p Z C7 �j 6PZr ad3¢sa zN3P� c�o4v FwaNh Lo z i DN;RIGV& 0 W W NJ4 n ® Lu Lu Z Lu CID N 2) N Q 00 L Ll Ij d a O (§lAl 1 B A3.1 Q 06 Z ® Lu w W cl) co Lu J OC 2 pC Lu a ooQ a c �o 0 Z D/A3.1 W J o F- a w C� J Z C.A3-1 W J Ix W 1 2 a a 10 n 12 V � W W 2 F (� E PROJECT 18131 A/A3.1 A DATE 01/10/19 -------------------------- Q DRAWN NH 0 CHKD. Ji SHEET 50'-0' 50'-0' A UN 10 1-01 A2.210 N 777 N Q MAIN FLOOR PLAN 78.,1,-0• KEYPLAN NO SCALE OF ©2019 B&T DESIGN ffi ENGINEERING,INC DOOR SCHEDULE HARDWARE FLOOR PLAN NOTES: o a MARK DOOR FRAME a w 3 u Y o w o REMARKS 1. OFFICE AREA TO BE HEATED AND AIR CONDITIONED PER OWNER a REQUIREMENTS. SYSTEM TO BE BIDDER DESIGNED. PERIMETER SIZE MATERIAL ELEV FINISH MATERIAL H ILN m� ai mi PRECAST WALLS SHALL BE INSULATED WITH R-5 RIGID INSULATION BETWEEN THE PRECAST PANEL AND FURRING WALL. FURRING WALL o 0 SHALL BE INSULATED WITH R-15 BATT INSULATION. VAPOR RETARDER 'E27i 8 10 MTL C MF MTL 8 EXISTING INSULATED SHALL BE PLACED OVER THE WARM SIDE TIN WINTER)OF INSULATION. - WHERE"FACED"INSULATION IS USED WITH WOOD STUD FURRING, IE28! 8°10° MTL C MF MTL B EXISTING INSULATED INSULATION SHALL BE FACE STAPLED. VAPOR RETARDER SHALL BE A LAYER OF LOW MOISTURE TRANSMISSIVITY MATERIAL OF NOT MORE EXISTING INSULATED THAN 1.0 PERM DRY CUP. 29 970 MTL A MF MTL Axxx PROVIDE MAG LOCK 8 DOORBELL 2. WAREHOUSE IS TO BE HEATED PER OWNER REQUIREMENTS AS 90 12°14° MTL C MF MTL 8 EXISTING INSULATED U SEMI-HEATED SPACE(8 BTU/SF).SYSTEM TO BE BIDDER DESIGNED. 0 PERIMETER WALLS TO BE UNINSULATED(SEMI-HEATED SPACEI.WALLS II BETWEEN MANUFACTURING AND OFFICE SHALL BE INSULATED WITH E31 12014° MTL C MF MTL 8 EXISTING INSULATED IEI'LH'JOIST ri R-21 INSULATION. A EXISTING INSULATED 0 3. THE ENTIRE ROOF SHALL BE INSULATED WITH R-38 RIGID INSULATION �3 970 MTL A MF MTL A PROVIDE MAG LOCK IMINIMUM VERIFY WITH OWNERI: CONTRACTOR TO PROVIDE MFG DATA 8 DOORBELL ON INSULATING SYSTEM DESIGN TO PREVENT MOISTURE BUILD UP w (PERFORATED.ETC.I. 33 81100 MTL C MF MTL B EXISTING INSULATED k /1,1JOIST 4. PLUMBING AND ELECTRICAL SYSTEMS TO BE BIDDER DESIGNED. 80100 MTL C MF MTL B EXISTING INSULATED PLUMBING AND ELECTRICAL SYSTEMS(INCLUDING INTERIOR AND EXTERIOR LIGHTING FIXTURES)PER OWNER REQUIREMENTS. ENERGY 44 3°70 AL/G B MF AL A EXISTING INSULATED U CALCULATIONS AS REQUIRED BY CITY OF ARLINGTON SHALL BE PROVIDED BY THE ELECTRICAL CONTRACTOR SHOWING COMPLIANCE o o EXISTING INSULATED WITH THE CURRENT WASHINGTON STATE ENERGY CODE OR AS 45 3 7 AL/G 6 MF AL A PROVIDE MAG LOCK REQUIRED BY CITY OF ARLINGTON. 5. ALL FINISHES(INTERIOR AND EXTERIOR).DOOR TYPES.TRIM.ETC.:PER U OWNER REQUIREMENTS. Ot 3970 SCW A STN WD A KICK PLATE 6. UNDER SLAB SEWER AND WATER PER OWNER REQUIREMENTS, VERIFY O o o 2 3 7 SCW A STN WD A KICK PLATE BLACK IRON BLKO PER DRAWINGS WITH OWNER. I I STRUCTURAL DRAWINGS 7. OWNER SHALL PROVIDE PORTABLE FIRE EXTINGUISHERS 12A-10BC OR O 970 MTL A MF MTL A INSULATED BETTER)PER IFC SECTION 908.:III FOR EVERY 9.000 S.F.OF BUILDING DEFAULT U•0.61 5/8"GWB)OUTSIDE FACET- I FLOOR AREA OR 75'TRAVEL DISTANCE. MOUNT ALONG EGRESS PATHS O4 970 SCW A STN WD A OVER 60OS162-45 METAL W/TOPS AT 60"MAX 6 BOTTOMS A MIN OF 4"ABOVE FLOOR. 1"INSULATED GLASS STUDS S. ALL EXITS TO THE EXTERIOR OF THE BUILDING SHALL BE ILLUMINATED O 3970 SCW A STN WD A z AND SIGNED PER 2015 IBC SECTIONS 1008 6 1015. THESE EXITS ARE O DENOTED BY P.P1 ON THE PLAN. PROVIDE DIRECTIONAL EXIT SIGNS 970 SCW A STN WO A I U I I O AND PLACE THEM SO THAT EXIT SIGNS ARE READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL PER 2015 IBC SECTION 1013.1. 0) w PLACE EXIT SIGN SUCH THAT NO POINT IN AN EXIT ACCESS CORRIDOR 0) O IS MORE THAN 100 FEET FROM THE NEAREST VISIBLE EXIT SIGN. 9. PROVIDE EMERGENCY POWER TO THE REQUIRED EGRESS ILLUMINATION IUI ! lU > FIXTURES PER 2015 IBC SECTION 1008.3.1. PROVIDE EMERGENCY POWER W a AT ALL EXIT ACCESS CORRIDORS. EXIT STAIRWAYS PER 2015 IBC I Q SECTION 1008.5.1. EMERGENCY POWER SYSTEM SHALL PROVIDE POWER DOOR AND WINDOW NOTES: 3/4"T a G PLYWOOD LEASE SPACE 3/4"T d G PLYWOOD FOR A MINIMUM OF 90 MINUTES. OVER RED-I FRAMING OVER RED-I FRAMING 1. ALL DOORS AND WINDOWS SHALL BE THE SIZE AND W/R-38 INSULATION W/R-38 INSULATION z 10. EXTERIOR DOOR LOCKS SHALL BE SPIN PROOF AND COMPLY W/ TYPE NOTED ON THE PLAN AND SCHEDULE. IUI 10 ti SECTION 1010.1.10.OF THE 2015 IBC. MOUNTING HEIGHT PER SECTION �� z 1010.1.9.2. 2. ALL EXTERIOR DOORS TO BE INSULATED 1 3/4"THICK 12'-O" 12'-0" _ _ w HOLLOW CORE METAL DOORS WITH HOLLOW METAL TOP OF PLYWOOD ' 11. HANDLES.PULLS.LATCHES.LOCKS AND OTHER OPERATING DEVICES ON FRAME.WEATHER STRIPPING AND THRESHOLD;EXTERIOR a o w DOORS.WINDOWS.CABINETS.PLUMBING FIXTURES AND STORAGE QUALITY PAINT FINISH: U VALUE 0.57;DOORS SHALL 6005200-49 METAL FACILITIES SHALL HAVE A LEVER OR OTHER SHAPE WHICH WILL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF IUI STUDS OVER z�3`� PERMIT OPERATION BY WRIST OR ARM PRESSURE AND WHICH DOES NOT A KEY,SPECIAL KNOWLEDGE OR EFFORT. % 5/8"GWB(INSIDE FACET o z z a REQUIRE TIGHT GRASPING,PINCHING OR TWISTING TO OPERATE PER A B C A B o a$v 2015 IBC SECTION 1010.1.9. 3. ALL DOORS BETWEEN OFFICE 8 WAREHOUSE TO BE DOOR ELEVATIONS FRAME ELEVATIONS INSULATED 1 5/4"THICK HOLLOW CORE METAL DOORS o va 12. ALL PANIC AND FIRE HARDWARE ON DOORS SHALL HAVE A MAXIMUM WITH HOLLOW METAL FRAME,WEATHER STRIPPING AND ,b„o,_0" I ,I '�,n•O, m n 4' UNLATCHING FORCE OF 15 POUNDS. ALL INTERIOR DOORS WITHOUT THRESHOLD;EXTERIOR QUALITY PAINT FINISH;U VALUE `S IUI PANIC OR FIRE HARDWARE SHALL HAVE A MAXIMUM PUSHING AND 0.61;DOORS SHALL BE OPERABLE FROM THE INSIDE PULLING FORCE OF 5 POUNDS. WITHOUT THE USE OF A KEY.SPECIAL KNOWLEDGE OR x EFFORT. 15. OUTLETS.SWITCHES.PHONE JACKS.COMPUTERS TO BE COORDINATED z W/OWNER. MOUNT 15"MIN ABOVE FLOOR UNLESS NOTED OTHERWISE 4. INTERIOR DOORS SHALL BE 1 3/4"SOLID CORE RED OAK SUSPENDED SUSPENDED ON THE ELECTRICAL PLANS. OR BIRCH WOOD DOORS WITH STAIN FINISH AND ACCOUSTICAL CEILING ACCOUSTICAL CEILING WALLSTOP. DOORS SHALL BE OPERABLE FROM THE PER A/A4.2 U 5/8"GWB(OUTSIDE FACE)- PER A/A4.2 17. SPRINKLER SYSTEM DESIGN-BUILDING CRITERIA IS TO BE PER THE INSIDE WITHOUT THE USE OF A KEY,SPECIAL OVER 1/2"PLYWOOD OVER CURRENT ADOPTED EDITION OF NFPA 13. SYSTEMS ARE TO BE ESFR KNOWLEDGE OR EFFORT. 1"INSULATED GLASS 2 X 6 STUDS W/R21 TYPE TO PROTECT HIGH PILED STORAGE. AT A MINIMUM SYSTEMS BATT INSULATION OVER 5/8"GWB(INSIDE FACET SHALL BE DESIGNED TO PROTECT CLASS 1 THRU 4 COMMODITIES IN I I SINGLE.DOUBLE AND MULTIPLE ROW RACKS AND CARTONED D O O R SC H E D U L E UNEXPANDED GROUP A PLASTICS WITHOUT A REQUIREMENT FOR IN-RACK o SPRINKLERS. PROVIDE A FIRE PUMP IN ACCORDANCE WITH NFPA 13 m m w a AND NFPA 20 IF THE PRESSURE AVAILABLE FROM THE WATER ., d SUPPLIER IS NOT ADEQUATE FOR THE ESFR SYSTEMS. BLACK IRON BLKG PER WAREHOUSE HIGH PILED STORAGE. .495 GPM/S.F.OVER 2.000 S.F. i STRUCTURAL DRAWINGS PAINTED PRECAST PANEL ,I � ZR 18. ALL AREAS PROTECTED BY WET FIRE SPRINKLER SYSTEM ARE WINDOW SCHEDULE OVER R-5 RIGID INSULATION b O REQUIRED TO BE MAINTAINED BY BUILDING OWNER/GENERAL OVER 350S162-43 METAL CONTRACTOR TO A MINIMUM OF 40 DEGREES FAHRENHEIT FOR FREEZE MARK ELEV ROUGH OPENING GLASS SIZE REMARKS STUDS W/R-15 BATT PROTECTION. INSULATION OVER 5/8"GWB W/#8 SCREWS LIJ OA 1 4'-0"X 4'-0"HIGH 111 4'-0"X 4'-0"HIGH U 0. : I I 19, SPRINKLER HEADS SHALL BE QUICK-RESPONSE SPRINKLER HEADS PER 98 SHGC-040 a 12"0.0. SLAB ON GRADE (El SLAB ON GRADE SLAB ON GRADE Z 2015 IBC SECTION 905.3.2. © 1 4'-0"X W-O"HIGH (11 4'-O"X 4'-0"HIGH U•0.38;SHGC-040 U IEI U) LLI M 20.ALL AUTOMATIC SPRINKLER SYSTEM RISERS SHALL BE LOCATED IN A O O'-O"_ _ _ 0'-o" _ D 0'-0'_ _ Z > N DESIGNATED ROOM WITH AN EXTERIOR DOOR,LIGHT AND HEAT. A SIGN /1 _ 4_O"HIGH Ill V-O" _ STATING'SPRINKLER RISER ROOM"IN 1"HIGH WHITE LETTERS ON A O RED BACKGROUND SHALL BE POSTED ON THE DOOR. 3' 9' _ - Q co OD 1 -O"X W-O"HIGH (1) -O"X W-O"HIGH D n�m R�1u L L uLT1�1i u L L ry,Jr it m m u m m m k1., 21. ALL PORTIONS OF THE FIRE SPRINKLER SYSTEMS ARE REQUIRED TO BE D Q INSTALLED BY A LICENSED SPRINKLER CONTRACTOR.INCLUDING THE c UNDERGROUND PORTIONS OF THE SYSTEM. FIRE SPRINKLER SYSTEM IS L TO BE BIDDER DESIGNED. ALL SIZES SHOWN ARE NOMINAL AND SHOULD BE VERIFIED WITH WINDOW MANUFACTURER. O Lo 22.THE FIRE ALARM CONTROL ROOM SHALL BE LOCATED IN A DESIGNATED 5 ROOM WITH AN EXTERIOR DOOR.LIGHT AND HEAT. A SIGN STATING "FIRE ALARM CONTROL ROOM"IN 1"HIGH WHITE LETTERS ON A RED 06 BACKGROUND SHALL BE POSTED ON THE DOOR. Z 23.VISIBLE FIRE ALARMS SHALL BE LOCATED IN ALL PUBLIC AND COMMON Lu Lu O Iw USE AREAS AS DEFINED IN SECTION 007 OF THE INTERNATIONAL FIRE > Z CODE IIFCI 2015 EDITION. 24.A DEDICATED FUNCTION FIRE ALARM SYSTEM FOR THE MONITORING OF WINDOW ELEVATION U) ~ Z THE FIRE SPRINKLER SYSTEM IS REQUIRED. FIRE ALARM SYSTEM TO BE BIDDER DESIGNED AND IN ACCORDANCE WITH THE CURRENT EDITION Lu J 0 OF NFPA 72 AND EMC 16.28. WINDOW SCHEDULE A SECTION a SECTION SECTION °C = = Lu 25. FIRE ALARM SYSTEMS ARE REQUIRED TO BE MONITORED BY A CITY OF A3.1 1/2"•T-0" A3.1 1/2"•T-0" A3.1 1/2"-1 0" O O Q ARLINGTON APPROVED UL CENTRAL STATION. 26. ALARM SYSTEM SHALL BE ADDRESSABLE. EACH DEVICE SHALL HAVE 3/4"T 8 G PLYWOOD c IT'S OWN ADDRESS AND SHALL ANNUNCIATE INDIVIDUAL ADDRESSES AT OVER REO-I FRAMING d f A UL CENTRAL STATION. W/R-38 INSULATION 27. REMOTE ALARM ANNUNCIATION/INDICATION IS REQUIRED AT THE MAIN 12'-0' ENTRANCE. '^ ENTRANCE IF THE CONTROL PANEL IS NOT VISIBLE FROM THE MAIN TOP OF PLYWOOD V! Lu 28, FOR SYSTEMS EMPLOYING WATER FLOW DETECTION DEVICES.MANUAL PULL STATIONS SHALL BE DISTRIBUTED THROUGHOUT THE BUILDING. AUDIBLE AND VISIBLE ALARMS SHALL BE PLACED IN ALL COMMON USE �'^^ AREAS. Z vI 20. IF THERE IS A RESET CODE FOR THE FIRE ALARM PANEL OR KEYPAD. J THE CODE SHALL BE 1.2-3-4-5. THE RESET CODE SHALL NOT BE '^ CHANGED WITHOUT THE APPROVAL OF THE FIRE MARSHAL. THE RESET VJ CODE SHOULD BE PERMANENTLY POSTED AT THE KEYPAD. Lu 30.A SATISFACTORY CONTRACT COVERING THE MAINTENANCE.OPERATION J LU AND EFFICIENCY OF THE SYSTEM SHALL BE PROVIDED BY THE PROPERTY OWNER OR THEIR OWNER. THE CONTRACT SHALL PROVIDE FOR INSPECTIONS.TEST AND MAINTENANCE AS SPECIFIED IN NFPA 72 5/8"GWB(OUTSIDE FACET AND MANUFACTURER'S INSTRUCTIONS. OVER 1/2"PLYWOOD OVER _x � 2 X 6 STUDS W/R21 LLB w BATT INSULATION OVER W 5/8"GWB)INSIDE FACET N PROJECT 18131 DATE O1/1O/19 DRAWN NH CHKD. Ji SLAB SHEET: IEI ON GRADE 0„ FLOOR PLAN NOTES DA31 SECTION 12.,p4• OF ©2019 Bhi DESIGN ffi ENGINEERING,INC a MAXIMUM RECOMMENDED LENGTHS s FOR VERTICAL STRUTS m EMI CONDUIT 1/2"EMT CONDUIT UP TO T-10" 3/4"EMT CONDUIT UP TO 7'-8" 80"MIN SIGN TO E LOCATED 1"EMT CONDUIT up TO 91 ALONGSIDE THE 16"MIN 24"MIN 39"MIN RESTROOM EXTERIOR FIGURE 1 18"MAX 4'HIGH WAINSCOT 41"MAX METAL STUDS W/A SMOOTH HARD —GRAB BAR DOOR ON THE LATCH 4'HIGH WAINSCOT SIDE l� W/A SMOOTH HARD SCRUBABLE FINISH INTERNATIONAL 12 GA SPLAYED SINGLE 1 5/8"METAL STUD(20 GA) UP TO 12'-0" SCRUBABLE FINISH SIGN OF BRACE WIRES BACK-TO-BACK 1 5/8"METAL STUD(20 GA) UP TO 15'-0" SOAP DISPENSER PAPER TOWEL ACCESSIBILITY LETTERING SHALL BE 1/52" GRAB BAR 45° SINGLE 2 1/2 METAL STUD(20 GA) UP TO 13'-8" ? DISPENSER PROVIDE LEVER 3 a MIN RAISED UPPER CASE OR LESS 450 BACK-70-BACK 2 1/2"METAL STUD(20 GA) UP TO 15'-V TOILET PAPER OPERATED FAUCETS m CHARACTERS&SHALL BE So 5/8"MIN TO 2"HIGH. z OR LESS NOTE:PLENUM AREA GREATER MAN 15'-0"WILL REQUIRE DISPENSER LETTERING SHALL BE WHITE ENGINEERING cALcuLAnoLNs cl / o WOYEN' ON A BLUE BACKGROUND. FIGURE 3 Z 4:• LETTERING SHALL BE PER E N z J ICC/ANSI A117.1 CHAPTER 7& 2 45° 45 x z x l o a TAB SECTIONS 709.1,709.2 6 p ISOMETRIC VIEW OR LESS OR LESS z y ? ) 703.5. 8.Mqk CROSS TEE ¢ o e�i a o z x BRAILLE SHALL BE B^ '11 ® - - r .. - ~ CONTRACTED(GRADE 2)6 Q 41I MAIN BEAM PLUMB 1:6 SHALL COMPLY W/TAB O WALL ut� a a e SECTIONS 703.5&703.4 LATERAL FORCE BRACING Z FIGURE 2 WALL 8"MAXIMUM " 7"MIN FINISHED FLOOR \ n TOILET SEATS SHALL BE INSULATE TO 9"MAX NONABSORBENT 11 PROTECT AGAINST 2 Z 3/4"Mk `SPREADER BAR OR OTHER ELONGATED SPLIT FRONT CONTACT 42"MIN 12" MATERIAL COVED 0 UNATTACHED SUITABLE SYSTEM REQUIRED MAX 6"MIN UP WALLS y WALLS TO KEEP PERIMETER COMPONENTS 54"MIN ATTACHED WALL FROM SPREADING APART MOLDING REQUIREMENTS UNATTACHED WALL FIGURE 4 MOLDING REQUIREMENTS SHOT-IN ANCHOR FIGURE 4b DRILL-IN FIGURE 5a SINGLE USER RESTROOM ELEVATIONS TYP RESTROOM SIGNAGE EXPANSION A ..ALE STRUCTURAL STRUCTURAL ANCHOR MINIMUM CONCRETE CONCRETE CEILING CLIP MqX• STEEL STRAP 1"WIDE 45° 4n= g o X 2"LONG X 12 GAGE .0°'g y MINIMUM � 3 TURNS 9 TURNS rc VERTICAL SPLAYED SEISMICILI HANGER WIRE ® O BRACING WIRE FLANGE 8/4" POP RIVE 0) VERTICAL HANGER SPLAYED SEISMIC BRACING MIN > COUNTERSLOPING WIRE ATTACHMENT WIRE ATTACHMENT L FIGURE 5b FIGURE 6a FIGURE 6b FIGURE 7 GENERAL RECOMMENDATIONS: SPREADER BARS:(FIGURE 4b) Z • REFERENCED SOURCES PER HIERARCHY:2015 IBC(INTERNATIONAL BUILDING CODE),AMERICAN SOCIETY OF TERMINAL ENDS OF MAIN RUNNERS AND CROSS MEMBERS SHALL BE TIED TOGETHER OR HAVE SOME OTHER U OVAL ENGINEERS(ASCE 7-10),AMERICAN SOCIETY OF TESTING MATERIALS(ASTM C 635,ASTM C 636, APPROVED MEANS TO PREVENT THEIR SPREADING. STABIUZER BARS,CROSS TEES OR OTHER MEANS TO ASTM E 5BO/E 581 AND COUNGS AND INTERIOR SYSTEMS CONSTRUCTION ASSOQAIION(CISCA) PREVENT SPREADING SHALL OCCUR MTHIN 8 INCHES OF EACH WALL (SOURCE:ASTM Eseo SECTION 5.2.4) w • PARTITIONS THAT ARE TIED TO THE CEILING AND ALL PARTITIONS GREATER THAN 6 FEET IN HOGHT SHALL SPREADER BARS ARE NOT REQUIRED AT PERIMETERS WERE RUNNERS ARE ATTACHED DIRECTLY TO BE LATERALLY BRACED TO THE STRUCTURE.BRACING SHALL BE INDEPENDENT OF THE CEILING SPLAY CLOSURE ANGLES. a BRACING SYSTEM.(SOURCE:AKE 7-10 SECTION 13581) o x SPREADER BARS ARE NOT REQUIRED IF A 90 DEGREE INTERSECTING CROSS OR MAIN IS WITHIN 8 INCHES °8 3¢ FOR FURTHER INFORM 5:a • ATION ON BRACING OF NON-LOAD BEARING PARTITIONS REFER TO NW'CB TECHNICAL OF THE PERIMETER WALL ^y 3 a DOCUMENT 00_501. Inz x WHERE SUBSTANTIATING DOCUMENTATION HAS BEEN PROVIDED TO THE LOCAL JURISDICTION,PERIMETER G 5 4 v • ALL MAIN BEAMS ARE i0 BE HEAVY DUTY(HD).(SOURCE.ASTM E580 SECTION 5.1.1) CUPS MAY BE USED TO SATISFY THE REQUIREMENTS FOR SPREADER BARS..(SOURCE:STATE OF OREGON,BUILDING 4 d CODES DIMSION) • CEILINGS LESS THAN OR EQUAL TO 144 FT2 AND SURROUNDED BY WALLS CONNECTED TO THE STRUCTURE ABOVE ARE EXEMPT FROM THE SEISMIC DESIGN REQUIREMENTS. (SOURCE:ASTM E580 SECTION T4) HANGER(SUSPENSION)WARES:(FIGURES 5.AND 5b) HANGER AND PERIMETER WIRES MUST BE PLUMB WITHIN 1 IN 6 UNLESS(FIGURE 5a)COUNTER SLOPING • THESE RECOMMENDATIONS ARE INTENDED FOR SUSPENDED CEILINGS AND RELATED COMPNENTS IN AREAS WIRES ARE PROVIDED(FIGURE 5b).(SOURCE ASTM C636 SECTION 214) THAT REQUIRE RESISTANCE TO THE EFFECTS OF EARTHQUAKE MORONS. (souxcE:ASTM Eseo secnoN 3.2) G-/VC 5 • HANGER INNS SHALL BE 12 GAGE AND SPACED 4 FEET ON CENTER OR 10 GAGE SPACED 5 FEET ON • ALL PARE TIES ARE TO BE THREE TIGHT TURNS AROUND ITSELF WITHIN THREE INCHES.TWELVE GAGE CENTER.(SOURCE:ASTM C636 SECTION 21) ? HANGER WIRE SPACED 4 FOOT CHI CENTER(FIGURE 1).(SOURCE ASTM C636 ITEM 2.4) • ANY CONNECTION DEVICE AT THE SUPPORTING CONSTRUCTION SHALL BE CAPABLE OF CARRYING NOT LESS • CHANGES IN CEILING PLANES PALL REQUIRE POSITIVE BRACING. (SOURCE.ASTM E580 SEDVOry U2RR) THAN 100 POUNDS(SOURCE:CISCA ZONES 3-4) DESIGN& LATERAL FORCE BRACING:(FIGURES 2 AND 3) POWDER ACTUATED FASTENERS(PAPS)ARE AN APPROVED METHOD OF ATTACHMENT FOR HANGER WIRES. • CEILINGS CONSTRUCTED OF SCREW OR NAIL ATTACHED TO GYPSUM BOARD ON ONE LEVEL THAT ARE (SOURCE:ASTM GASS SECTION 21) SURROUNDED BY AND CONNECTED TO WALLS OR SOFFITS THAT ARE LATERALLY BRACED TO THE STRUCTURE ABOVE ARE EXEMPT FROM SEISMIC DESIGN REQUIREMENTS.(SOURCE AKE 2-10 SECTION 13.5.6.22 EXCEPTION 2,ASTM TERMINAL ENDS OF EACH MAIN BEAM AND CROSS TEE MUST BE SUPPORTED NITHIN 8 INCHES OF EACH E580 SECTION 13) WALL PATH A PERIMETER WARE(SEE FIGURE 4&5a).(SOURCE:ASTM E580 SECTION 5.2S) a`Ya'yrj* 0 • CEILING AREAS OF 100E SO FT OR LESS SHALL BE EXEMPT FROM LATERAL FORCE BRACING REQUIREMENTS. WIRES SHALL NOT ATTACHED TO OR BEND AROUND INTERFERING MATERIAL OR EQUIPMENT. A TRAPEZE OR (SOURCE;ASTM EMO SECTION 16) EQUIVALENT DEVICE SHALL BE USED WHERE OBSTRUCTIONS PRECLUDE DIRECT SUSPENSION. TRAPEZE SUSPENSIONS SHALL BE SIZED TO RESIST THE DEAD LOAD AND LATERAL FORCES APPROPRIATE FOR THE °a • LATERAL 2).FORCE BRACING IS THE USE OF VERTICAL STRUTS(COMPRESSION POSTS)AND SPLAY PARES(SEE SEISMIC CATEGORY.(SOURCE:ASTM E580 SECTION 522.4)FIG ELECTRICAL FIXTURES: • LATERAL FORCE BRACING SHALL BE 12 FEET ON CENTER(MAXIMUM)AND BEGIN NO FARTHER THAN 6 FEET UGHT FIXTURES WEIGHING LESS THAN 10 POUNDS SHALL HAVE ONE 12 GAGE HANGER WIRE CONNECTED FROM WALLS.(SOURCE;ASTM E580 SECTION G2 s.s FROM THE FIXTURE TO THE STRUCTURE ABOVE THIS WIRE MAY BE SLACK.(SOURCE:ASTM E580 BECDON 5.34) • SEISMIC SPLAY WIRES ARE TO BE FOUR 12 GAGE WIRES ATTACHED TO THE MAIN BEAM.WIRES ARE UGHT FIXTURES WEIGHING MORE THAN 10 POUNDS AND LESS THAN 56 LBS.SHALL HAVE TWO 12 GAGE ARRAYED 90'FROM EACH OTHER AND AT AN ANGLE NOT EXCEEDING 45'FROM THE PLANE OF THE CEILING. WIRES ATTACHED AT OPPOSING CORNERS OF THE UGHT FIXTURE TO THE STRUCTURE ABOVE.THESE WIRES LLI (SOURCE:ASTM E580 SECTION 52.2) MAY BE SLACK.(SOURCE:ASTM E580 SECTION 5.3.5) Z • SEISMIC SPLAY WIRES SHALL BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER UGHT FIXTURES WEIGHING MORE THAN 56 LBS.SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE //� THAT THEY CAN SUPPORT A DESIGN LOAD NOT LESS THAN 200 POUNDS OR THE ACTUAL DESIGN LOAD, ABOVE BY APPROVED HANGERS.(SOURCE:ASTM E580 SECTION BUD) V/ W` WTH A SAFETY FACTOR OF 2,WHICHEVER IS GREATER(FIGURE 6b) (SOURCE:❑SCA ZONES 3-4) Z / N PENDANT MOUNTED FIXTURES SHALL BE DIRECTLY SUPPORTED FROM THE STRUCTURE ABOVE USING A 9 N • POWDER ACTUATED FASTENERS(PAPS),WHEN USED FOR SEISMIC APPLICATION AS PART OF THE GAGE WIRE OR AN APPROVED ALTERNATE SUPPORT WITHOUT USING THE CEILING SUSPENSION SYSTEM FOR PRESCRIPTIVE PATH IN SEISMIC DESIGN CATEGORIES D.E AND F,SHALL HAVE AN ICC-ES APPROVAL FOR DIRECT SUPPORT.(SOURCE:ASTM E580 SECTION 5 o.37E co SEISMIC CUPANCY A CATEGORY SHALLND FL IRRESPECTIVE TR CTURE IS IN. PAANCHORS FOR KIICKER WIRES(SPLAYED WI OCCUPANCY TANDEM FIXTURES MAY UTILIZE COMMON PARES. INSTALLED FOR PURPOSES OTHER THAN SEISMIC RESTRAINT)ARE EXEMPT FROM THIS REQUIREMENT. Q (SOURCE STATE OF OREGON BUILDING CODES UMSION) MECHANICAL SERVICES: TERMINALS OR SERVICES WEIGHING LESS THAN 20 LBS.SHALL BE POSITIVELY ATTACHED i0 THE CEILING • SPLAY N1(ROESR ARE STO TM EBEE0 WITHIN 22INCHES OF THE CONNECTION OF THE VERTICAL STRUT TO SUSPENDED SUSPENSION SPEIN�NON MAIN ORUNNERSMORTOECR SCTION 4RUNNERS THAT HAVE THE SAME CARRYING CAPACITY AS THE o Q • RIGID BRACING MAY BE USED IN UEU OF SPLAY WIRES(SOURCE:ASTM E580 SECTION 5,2&4) TERMINALS OR SERVICES NEIGHING 20 LBS BUT NOT MORE THAN 56 LBS.SHALL HAVE,IN ADDITION TO = 'z 5.4.1, TWO 12 GAGE WIRES CONNECTING THEM TO THE CEILING SYSTEM HANGERS OR THE STRUCTURE • CEILINGS NTH PLENUMS LESS THAN 12 INCHES TO STRUCTURE ARE NOT REQUIRED TO HAVE LATERAL ABOVE.THESE WIRES MAY BE SLACK.(SOURCE.ASTM EMS SECTION 54.2) Q Z FORCE BRACING.(SOURCE:PORT-AND BUILDING DEPARTMENT) O TERMINALS OR SERVICES NEIGHING MORE THAN 56 LBS SHALL BE SUPPORTED DIRECTLY FROM THE Lu• VERTICAL STRUTS MUST BE POSITIVELY ATTACHED TO THE SUSPENSION SYSTEMS AND THE STRUCTURE STRUCTURE ABOVE BY APPROVED HANGERS (SOURCE:ASTM ESSO SECTION 5.4.3) w w ABOVE.(SOURCE:ASIM E580 SECTION 52.8.2) CEILIN \ Z p SEISMIC SEPARAROIJ JOINTS:(FIGURE 7) /_ �J • THE VERTICAL STRUT MAY BE EMT CONDUIT,METAL STUDS OR A PROPRIETARY COMPRESSION POST(SEE FOR G AREAS EXCEEDING 2500 SQUARE FEET,A SEISMIC SEPARATION JOINT OR FULL HEIGHT WALL ♦'�^ FIGURE 3). PARTITION THAT BREAKS THE CEILING SHALL BE PROVIDED UNLESS ANALYSES ARE PERFORMED OF THE V! y CEILINGS BRACING SYSTEM,CLOSURE ANGLES AND PENETRATIONS TO PROVIDE SUFFICIENT CLEARANCE U) U Z WALL MOLONGS:(FIGURE 4a AND 4b) (SOURCE:ASCE 7-10 SECTION 13.5.6.2.2b) • WALL MODINGS(PERIMETER CLOSURE ANGLES)ARE REQUIRED TO HAVE A HORIZONTAL FLANGE 2 INCHES LLI J WIDE. ONE END OF THE COILING GRID SHALL BE ATTACHED TO THE WALL MOLDING,THE OTHER END SHALL THE LAYOUT AND LOCATION OF THE SEISMIC SEPARATION JOINT SHALL BE PER THE DESIGNER OF RECORD �•L� HAVE A 3/4 INCH CLEARANCE FROM THE WALL AND FREE TO SLIDE.(SOURCE:ASTM E580 SECTOR 5,22,SECTION MAY USE NOTED ON THE PLANS. JOINTIF A SEEIS I N SEPARATION DOCU JOIN ENT T ISAREQUUI REETARY BY THE DESIGNER, T. AMOUNT THE EOFGU LI ER 1••1� FREE MOVEMENT(GAP DESIGN)SHALL BE A MINIMUM OF 3/4 INCH. (SOURCE:STATE of OREGON.BUILDING CODES �••� Q • WHERE SUBSTANTIATING DOCUMENTATION HAS BEEN PROVIDED TO THE LOCAL JURISDICTION,PERIMETER DIMSION) O 0 CUPS MAY BE USED TO SATISFY THE REQUIREMENTS FOR THE 2 INCH CLOSURE MOLE (SOURCE:STATE OF Ir OREGON,BUILDING CODES DIAGON) IN UEU OF SEISMIC SEPARATION JOINTS,THE CEILING MAY BE DIVIDED INTO AREAS LESS THAN 2500 T SQUARE FEET BY THE USE OF PARTITIONS OR SOFFITS AS FOLLOWS:PARTITIONS SHALL EXTEND A MINIMUM a • THE GRID SHALL BE ATTACHED AT TWO ADJACENT WALLS(POP RIVETS OR APPROVED METHOD). SOFFITS OF 6 INCHES ABOVE THE LEVEL OF THE PLANE OF THE GRID AND SHALL BE INDEPENDENTLY BRACED TO EXTENDING TO A POINT AT LEAST LEVEL WITH THE BOTTOM PLANE OF THE GIRD AND INDEPENDENTLY THE STRUCTURE ABOVE SOFFITS SHALL EXTEND TO A POINT AT LEAST LEVEL NTH THE BOTTOM PLANE OF SUPPORTED AND LATERALLY BRACED TO THE STRUCTURE ABOVE ARE DEEMED TO BE EQUIVALENT TO THE GIRD AND SHALL BE INDEPENDENTLY SUPPORTED AND LATERALLY BRACED TO THE STRUCTURE ABOVE. WALLS.(SOURCE:STATE OF OREGON.BUILDING CODES DI ION,ASTM E580 SECTION 5.2.3.SECTION 529U) (SOURCE:STATE OF OREGON,BUILDING CODES DIV90N.ASTM E580 SECTION 5.29.1) SPRINKLERS: • FOR CEILINGS NITHOUT RIGID BRACING,SPRINKLER HEAD PENETRATIONS SHALL HAVE A 2 INCH OVERSIZE RING,SLEEVE OR ADAPTER THROUGH THE CEILING TIE TO ALLOW FREE MOVEMENT OF AT LEAST 1 INCH IN ALL HORIZONTAL ORECRONS FLEXIBLE HEAD DESIGN THAT CAN ACCOMMODATE 1 INCH FREE MOVEMENT SHALL BE PERMITTED AS AN ALTERNATE.(SOURCE ASTM E580 SECTION 5.2.8.5) A A42 SUSPENDED CEILING DETAILcn Q W w W W PROJECT 18131 DATE 01/10/19 Q DRAWN NH OHM. IT SHIIEE:T A3. 2 OF ©2019 B&T DESIGN ffi ENGINEERING,INC PLAN NOTES: 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION 0'-0". SITE ELEVATION IS 136.50'. 2. TOP OF CEILING PLYWOOD IS.12'-0"ABOVE REFERENCE ELEVATION 0'-0". 3. INDICATES: x-� AT CEILING FRAMING PLAN-MAIN FLOOR SHEARWALLS BELOW INDICATES: IEI 9'-O"CONT PTO IEI 9'-0-CONT FTG a AT FOUNDATION PLAN-MAIN FLOOR SHEARWALLS ABOVE. SHEATH AND NAIL SHEARWALLS PER SCHEDULE ON SHEET 52.1.TYPICAL SHEARWALL TYPE SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON PLANS: IEI 8"C.I.P. IEI all C.I.P. EXTERIOR WALLS. P-1 INTERIOR WALLS. P-1 CONIC WALL CONC WALL 4. IEI INDICATES AN EXISTING MEMBER. 5. INI INDICTES A NEW MEMBER. 0 6. TYPICAL HEADER AT BEARING WALLS SHALL BE 6 X 8 HF#2 UNLESS U o NOTED OTHERWISE ON PLAN. a 7. x-} INDICATES KEY NOTE. SEE KEY NOTES ON THIS SHEET. E g 8. O INDICATES SIMPSON HARDWARE. INSTALL PER MANUFACTURER'S w 0 0 ❑ ® ❑ o SPECIFICATIONS. 0. SEE SHEET 52.1 FOR BALANCE OF FRAMING NOTES AND SCHEDULES. SEE SHEET 52.1 FOR TYPICAL DETAILS. 10. SEE ARCHITECTURAL PLANS FOR DIMENSIONS. FO R (rc(' 0) W z O �q'I• �q'I• (l) lel F 7.0 lel F7.o q�q lel FTO ad3¢sa zN3P� c�o4v FwaNh Lo - � s a - z RMGV& aj y q*q,0 grow r y Opp. qq ppy Ts q�6 Irl F F.0 EI 7.0 i•q� IF)FTO W N 600 S6 o.c. BOOO 16o0 c. Z > N p Q CV H 00 OPEN TO BELOW AS31 Q 53.1 < O B ON W/#4 S0 A18"o.c.EAADE Q W Z WAY 0 Q OF SLAB. W 50'-0' > Z U) F_ Z U) U) Z W J J/53.1 ® x e D/59.1 Q 6 X 8 6X8 6 X 8 6 X 8 a q1\0 0 ® 1•q IF)FTO d 01 1 II 2 X 6 STUDS E/53.1 0 16"o.c. Z M/53.1 3/4"T 6 G PLYWOOD Q 0 PERIMETER ONLY r r � Z Ir -------� -� o GLUE 6 NAIL PER o 0 GENERAL NOTE pq< L J J ® Q 0 D/53.1 q a J ® Z Z a L SOOS200-451, 2 X 4•18"o.c. '? 9 m Q 0 16"o.c. ® J / a (D 28'-2 3/4' V 16"R D-I 65 0 92"o.c. �' 14"RED-I 65 0 32'0 ~ / Z o x Q W � x `O �x L/53.1 H/53.1 C 53.1 o Z W Q J z N/53.1 41f ® LWEI 3.Ox6.0 U- w - - - - - - - - PR®JECT 18939 x6.oB ADATE 01/10/19 __ __ __ __ __ __ __ __ u, o IDDRAWN NH o Q CHKD JT �a SHEET 61 50'-0' 50'-0' A 50'-0' 10 J.-O. N 8 O N 8 9 10 N sil CEILING FRAMING PLAN 18.= FOUNDATION PLAN 78.,,,°. KEYPLAN NO SCALE of QC 2019 Bhi DESIGN ffi ENGINEERING,ING ANCHOR BOLTS ANCHOR BOLTS VERT.PIPE IWRAPPEDI THICKEN 0 PIPE AS REQ'D TO 16d TO MATCH PLY NAIL CENTERED IN SOLE LOCATED W/ r rl PROVIDE CLEARANCE TO REINF d SPACING 112"MIN.) • x PLATE W/SIMPSON SIMPSON BPS=6 CONIC COVER TO PIPE. PROVIDE GENERAL NOTE PS.6 PLATE WASHERS PLATE WASHERS FTG #4 0 PIPE 72' 12• WALL PNL EDGE CODE: INTERNATIONAL BUILDING CODE--2015 EDITION °LI PNL EDGE NAILING ALL ASTM'S CALLED OUT ARE TO BE THE LATEST EDITION ® - PIPE THRU o� - I. NAILING PER SHEARWALL SCHEDULE F FTG IN PIPE '0620o L NO PIPES PARALLEL SW SCHED LIVE LOADS CAPACITY SLEEVE 1.P TO FTG THIS AREA BUILDING RISK CATEGORY II(IBC TABLE 1604.5) BLKG 1 "' 2 RIM JOIST/BLOCKING CONNECTION AT SILL TYPE EQ/WIND SHEATHING O NAILING O r d1.. ��o PIPE IN BACKFILLED GRAVITY LOADS: RE 'D TO DEL TOP PL 03 4 + o SNOW.............. GROUND SNOW LOAD P 36 psi IPLFI WOOD CONCRETE �l o TRENCH - 9 1/2"PLYWOOD #3 Bd O 6"o.c.EDGE. SIMPSON A35 1/2"1 ANCHOR BOLTS t2 P�ANCHOR 16d TN 0 12"o.c. •••••••••••••• FLAT ROOF SNOW LOAD Pf=25 psf P-1 240/940 YES 16d 0 6"o.c. .............. SNOW EXPOSURE FACTOR Ce=1.0 ONE SIDE 12"o.e.FIELD •18"o.e. •1'-10"o.c. = x ____ SNOW IMPORTANCE FAC10R Is=1.0 1/2"PLYWOOD #3 8d 0 4"o.c.EDGE. SIMPSON A35 12)ROWS 16d 0 6"o.e.i4 1/2"1 ANCHOR BOLTS t2 s ROLTS .............. THERMAL FACTOR Ct=1.0 P-2 950/405 YESANCHOR BOLTS ___I __ I___ 1 STUD WALL CORRIDOR..... ...... 100 PSF ONE SIDE 12"o.c.FIELD O 12"o.c. STAGGER 9"' 0 V-O"o.o. STAGGERED W/ LOCATED W/ I I 1/2"PLYWOOD #3 Bd O 6"o.c.EDGE,#Ib SIMPSON LS00 (2)ROWS 1/4"1 X 0'-4"LAG141/2"1 ANCHOR BOLTS" SIMPSON BPS_3 SIMPSON BPS=3 L--J COMMUNITY SPACES..... 100 PSF p-9 480/880 BOTH SIDES YES 12"o.c.FIELD a 12"o.c. SCREWS 0 10"o.c.,STAGGER 5" O 0%10"O.0. PLATE WASHERS PLATE WASHERS NOTES @INTERSECTION OFFICE SPACES........ 50 PSF+15 PSF PARTITION ER PLAN 18"MIN LIGHT STORAGE........ 125 PSF 1/2"PLYWOOD #3 8d 0 4"o.c.EDGE. SIMPSON LS00 (2)ROWS 1/4"1 X 0'-4"LAG#41/2"1 ANCHOR BOLTS#s I. 'PIPE'•ANY PENETRATION WALL SHEATHING PNL EDGE NAILING P-4 700/goo YEs SHEAR ANCHOR OPTIONS SHEAR ANCHOR OPTIONS BOTH SIDES 12"o.e.FIELD 0 8"o.c. SCREWS O 8"o.c..STAGGER 4" 0 0'-8"o.c, DETAIL "I)" THRU FOUNDATION TO ALLOW PER SHEARWALL PER 5W SCHED LATERAL LOADS: FOR 2 X 6 WALL FOR 2 X 6 WALL FOR 1"OF MOTION IN ANY 0 TYPICAL SHEAR WALL NOTES b" DIRECTION. SCHEDULE TRIM STUD CTSK WIND.............. Vult=110 MPH Vasd=85 MPH 1. WOOD STRUCTURAL PANEL SHEAR WALLS: SHEATHED BOTH SIDES SHEATHED ONE SIDE "PIPE"THRU FTG BOLTHEAD V MAX ••••••••••••• EXPOSURE"B" Kzt=1.00 2. SLEEVES SHALL BE PVC.I.D. PNL EDGE NLG SEISMIC... .........SITE CABS"C" a. 8d NAILS SHALL BE COMMON(2 1/2"X 0.131"DIAMETER)1NTH 1 3/8"MINIMUM PENETRATION INTO FRAMING. NO.14 GAGE ON TES: TO BE 2"LARGER THAN PIPE PER SW SCHED SHEATHING PER O.D. SEISMIC DESIGN CATEGORY"D" w STAPLES WTH A MINIMUM 7/16"OD CROWN AND 1 1/2"LENGTH MAY BE USED ONE FOR ONE IN UEU OF 8d NAILS. p SWALL SCHED IMPORTANCE FACTOR Is=1.0 FASTENERS EXPOSED TO WEATHER SHALL BE ZINC COATED BY HOT DIP GALVANIZING,MECHANICALLY DEPOSITED,OR ELECTRO 1. A PLATE WASHER MUST BE A MINIMUM 3. PLUMBING EMBEDDED IN CONIC Ss=1.072g Sl=0.418g DEPOSITED. OF 9"X 3"X 0.229"AND MUST TO BE PROVIDED W/FLEXIBLE - - - FA=1.000 Fv=1.382 STD PLATE WASHER EXTEND TO WITHIN 1/2"OF THE D COUPLINGS*ENTRY&EXIT w 1 ° POINTS. SDS=0.715g Sm=0.385g F b. WHERE PLYWOOD IS APPLIED BOTH SIDES OF SHEAR WALL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING SHEATHED EDGE OF THE SILL PLATE. w MEMBERS OR FRAMING MEMBERS SHALL BE 3°WIDE NOMINAL AND NAILS ON EACH SIDE SHALL BE STAGGERED. V2" MIN 3 X 3 X 0.229' ~ A' - ^ R=4(INTERMEDIATE PRECAST SHEARWALLS)(NOMINAL) SLOTS ARE PERMITTED IN THE PLATE w�,�", J ,� w D 4. WRAPPED PIPES SHALL HAVE 1 R=6.5 PLYWOOD SHEARWALLS MAX PLATE WASHER W/ °'z ~ I/2'CLEAR FROM WRAPPING TO DBL STUD O HD ( ) WASHER TO ALLOW FOR A TOLERANCE w oa 18d O 12"o.c.TYP c. FRAMING AT ADJOINING PANEL EDGES AND BOTTOM PLATES OF SHEAR WALLS SHALL BE 3-INCH NOMINAL OR WIDER AND MAX.1 5/4"SLOT °" 2; REINFORCING. SLEEVED PIPES U.N.O.ON PLAN IN ANCHOR BOLT PLACEMENT. FOUNDATION NAILS SHALL BE STAGGERED WHERE THE REWIRED SHEAR CAPACITY EXCEEDS 700 plf. 4 SHALL HAVE 1 1/2'MINIMUM b CLEAR TO REINFORCING.WRAP PLY SHTG SHTG PER FOUNDATION DESIGN WAS BASED UPON SOILS REPORT N0.0-4481 BY GEO GROUP NORTHNEST, d. ALLOWABLE SHEAR VALUES IN TABLE ABOVE ARE FOR HEM-FIR FRAMING MEMBERS(GROUP III). NO SUBSTITUTION OF 2. THE 9"X 3"PLATE WASHER WORKS W/AIR FOAM SHEET. SWALL SCHED HOLDOWN INC.DAZED OCTOBER 12,2017. NE FOLLOWING VALUES WERE USED: LESSER GROUPS WILL BE ALLOWED. o D WELL W/A 2 X 4 SILL PLATE BUT ° 3 LAYERS1/8"F MIN. SLEEVED WHEN USED W/A 2 X 8 SILL PLATE. TYP REINF. PIPES PER NOTES. STUD WALL FOOTING BEARING PRESSURE:.... 2000 PSF ON DENSE NATIVE MATERIAL OR COMPACTED 2. PLATE WASHERS A MINIMUM OF 3 INCH X 3 INCH X 0.229 INCH NICK SHALL BE USED ON EACH ANCHOR BOLT. D IT REQUIRES THE ANCHOR BOLT TO BE 1 w @ CORNER HD @ CORNER STRUCTURAL FILL(33%INCREASE FOR WIND OR SEISMIC) oc 5. CLEARANCE BETWEEN"PIPES' 3. ALL BLOCKING SHALL BE 2X HEM-RR STUD GRADE OR BETTER. (USE 3 X HF BLOCKING WERE REQUIRED BY NOTE#16&1c.) OFFSET TOWARD THE SHEATHED 2 w oa LATERAL EARN PRESSURE: ..... 35 PCF EQUIVALENT FLUID PRESSURE(ACTIVE-UNRESTRAINED) D a z• TO BE 9". WHEN 4 OR MORE I �b EDGE. IF THE WALL IS SHEATHED ON PROVIDE REINF TO - +6H SEISMIC BOTH SIDES.A STAGGERED BOLT MATCH FTG REINF PIPES"ARE GROUPED IN ONE 4. PROVIDE DOUBLE BLOCKING OR RIM JOIST UNDER WOOD SILL WHERE(2)ROWS OF FASTENERS ARE REWIRED. PROVIDE TRIPLE 1 PIPE "PIPE' AREA PROVIDE ENGINEERED PLAN VIEW STUD WALL DETAILS ..... 45 PCF EQUIVALENT FLUID PRESSURE(ACTIVE-RESTRAINED) BLOCKING OR RIM JOIST UNDER WOOD SILL WHERE(3)ROWS OF FASTENERS ARE REQUIRED. (CLOSEST ALLOWABLE SPACING FOR 16d ° PATTERN IS REQUIRED. l2• 1z• DETAILS OF BLOCKOUT. ..... 350 PCF EQUIVALENT FLUID PRESSURE(PASSIVE) NAILS IN 1 1/4""TIMBERSTRAND"LSL RIM IS Cox.) COEFFICIENT OF FRICTION: ..... 0.35 5. } "INDICATES CONNECTION TYPE AS DESCRIBED IN SCHEDULE ABOVE-LOCATE PER DIAGRAM AT RIGHT. AS2 BS2,1,1 SILL PLATE ANCHORAGE ,.,p_O. TYP PIPE THRU FTG DETAIL 3/4•=1'-O• C$2.1 STUD WALL DETAILS 8/4•=1'-O• ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF V-6'BELOW FINISH GRADE. SLABS AND PLY SHEATHING FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR STRUCTURAL FILL COMPACTED TO 95%MAXIMUM SIMPSON ST22 ON FACE OF-, DRY DENSITY PER ASTM D-1557 AS RECOMMENDED IN SOILS REPORT.CONTRACTOR SHALL PROVIDE PLY SHEATHING STRUCT FIRMS DBL TOP PLATE-SEE FRAMING PERMANENT POSITIVE DRAINAGE OF BUILDING PERIMETER. ALL SITE PREPARATION AND GRADING 1D NAILING TO STC CLIP O PLANS FOR LOCATIONS SHALL BE DONE IN ACCORDANCE WITH SOILS REPORT. INTERMEDIATE RAFTER STRUCT FRMG 48"o.c.IEA SIDE 116116d BETWEEN 48"MIN LAP EPDXY ANCHORS FRAMING MEMBERS BLKG 2 X SOLID BLOCKING ��WALL SYSTEMS. OF BMI TYP O DBL PLATE U.N.O. E2QXY SHALL BE HILTI"HIT-RE 500-SD"FROM HILTI US.ANCHORING ADHESIVE SHALL BE A ILK a a JOIST OR RAFTER TWO COMPONENT HIGH-SOLIDS EPDXY-BASED SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD 0 PLYWOOD PANEL OR TN 1. PANELS SHALL NOT BE LESS THAN 4'X 8',EXCEPT AT BOUNDARIES AND CHANGES IN c0 o PER PLAN STRAP TYP DBL TOP PLATES CARTRIDGE AND DISPENSED THROUGH ASTATIC-MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. EDGE FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO (NOTCH BM FOR CONT THE ADHESIVE ANCHOR SHALL HAVE BEEN TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED rc FRAMING MEMBERS OR BLOCKING. 2X UPPER PLATE OR AND UNCRACKED CONCRETE PER ICC-ES-ESR-2322.ANCHORS SHALL BE THREADED ROD oo_ PROVIDE SIMPSON ST6224 CONFORMING TO ASTM A36. PROVIDE DIAMETER AND EMBEDMENT AS SPECIFIED ON PLANS AND Z p DBL TOP PL _ 2. NAILS SHALL BE LOCATED AT LEAST 3/8"FROM THE PANEL EDGES. MAXIMUM NAIL =w� STRAP OVER TOP DETAILS. ANCHORS SHALL BE INSTALLED PER HILTI'S INSTRUCTIONS FOR HIT-RE 500-SD 2 X STRIPPING m.,y (2)16d 121 16d 0) SPACING AT PANEL EDGES SHALL BE 6"ON CENTER. J EPDXY-TIE ADHESIVE. NAIL TO JOISTS _ 3. NAILS ALONG INTERMEDIATE FRAMING MEMBERS SHALL BE THE SAME SIZE AS NAILS STUD WALL '°'zo I3I 18d t=r� �XY S Q SPECIFIED FOR PANEL EDGE NAILING. AT INTERMEDIATE FRAMING MEMBERS,THE EM SHALL BE HILTI"HIT-RE 500 V3"FROM HILTI US. ANCHORING ADHESIVE SHALL BE A g Q MAXIMUM NAIL SPACING SHALL BE 6"ON CENTER. W/ STRIPPING W/0 STRIPPING TWO-COMPONENT OANDT ISPENSOUDS EED THROUGHYABSTATIC-MIXING D SYSTEM UPPLIED IN NO ZLE SUPPLIED BYTURER'S STANDARD THE MANUFACTURER. THE ADHESIVE ANCHOR SHALL HAVE BEEN TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED PLYWOOD INTERMEDIATE 4. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLOCKING SHALL BE 2" PLY SHEATHING SIMPSON A35 z PANEL PERPENDICULAR LAP STUDS TO BM AND UNCRACKED CONCRETE PER ESR-3814. FRAMING NOMINAL OR GREATER AT ADJOINING PANEL EDGES EXCEPT THAT A 3"NOMINAL OR EA END tj MEMBERS GREATER WIDTH AT ADJOINING PANEL EDGES AND STAGGERED NAILING AT ALL PANEL ROOF PNL EDGE BEAM DOWELS SHALL BE DEFORMED BAR PER'REINFORCING STEEL"NOTE ABOVE. PROVIDE SIZE AND EDGES ARE REWIRED WHERE: PLY SHEATHING NAILING TO BILK HEADER PER PLAN BEAM EMBEDMENT AS SPECIFIED ON PLANS AND DETAILS DOWELS SHALL BE INSTALLED PER HILT]'S z STC CLIP 0 141 16d TO BM INSTRUCTIONS FOR HIT-RE 500 V3 ADHESIVE. a. NAIL SPACING OF 2"ON CENTER OR LESS AT ADJOINING PANEL EDGES IS 16d•EA PIECE STRUCTURAL 191 18d a o w 48'o.c.IPA SIDE 16d O 12"o.c. LIGHT GAUGE STEEL FRAMING STUDS a a z SPECIFIED,OR STRIPPING FRAMINGA. TYPICAL STUDS AS NOTED ON PLANS. 12.14 AND 16 GAUGE CONFORM TO ASTM A653,GRADE D(50 ksi MATERIAL). �"3 OF BM) a TRIM STUD OR POST PER EA SIDE i8d 0 12"o.c. b. 10d COMMON NAILS HAVING PENETRATION INTO FRAMING MEMBERS AND BLOCKING 18 GAUGE AND LIGHTER CONFORM TO ASTM 446,GRADE A. MINIMUM SECTION PROPERTIES FOR STUDS z • OF MORE THAN 1-1/2"ARE SPECIFIED AT 3"ON CENTER,OR LESS AT o TYP.FRAMING NOTES POST TO MATCH ARE AS FOLLOWS: z z ADJOINING PANEL EDGES,OR BEAM OR BUILT UP a 4 v iv DBL FULL HT STUDS TYP 350Si62-43(18 GA); Ixx=0.654 IN4, Sxx=0.374 IN3, c y 5 WIDTH(SEE TYPICAL C. REQUIRED NOMINAL UNIT SHEAR CAPACITY ON EITHER SIDE OF THE SHEAR WALL U.N.O.SINGLE FULL HT 362S162-43(18 GA); Ixx=0.710 IN4, Sxx=0.392 IN3, F ru a TOP OF CONCRETE EXCEEDS 700 pif IN SEISMIC DESIGN CATEGORY D,E.OR F. HDR PJLAN STUD O TNT.OPENINGS FRAMING NOTES) 6005162-43(18 GA); Ixx=2.316 IN4, Sxx=0.772 IN3, ryi UP TO 8'-0" 60OS200-43(18 GA); Ixx=2.683 IN4, Sx=0.894 IN3, m yy PLYW000 MAY BE " ° " HOLDOWN I'� 5. MAXIMUM STUD SPACING SHALL BE 24"ON CENTER. 2 X STRIPPING 2 X BLKG 0 SIMPS 60OS200-54(16 GA); Ixx=3.319 IN4, Sxx=1.106 IN3,EITHER VERTICAL 1QEDGE NAILING AT ALL NAIL TO JOISTS 48"o.c. STUDBEAM IN WALL @ END OF WALL 60OS200-68(14 GA); Ixx=4.101 IN4, Sxx=1.367 IN3,OR HORIZONTAL JAMB.CORNER AND S SILL PLATE 6. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR ITS TYPE IN STUD WALL WALL END MEMBERS DOC PS 1 OR PS 2. WELDS:WELDING SHALL BE IN CONFORMANCE WITH AWS D 1.3-2008. UTILIZING E60XX OR E7OXX BOLTING ELECTRODES. THE ENGINEER OF RECORD MAY REQUEST NON DESTRUCTIVE TEST TO VERIFY PROPERWELDS. WELDING WILL BE PERFORMED BY WABO-CERTIFIED WELDERS. W/ STRIPPING W/O STRIPPING SINGLE PIECE PLATE'S TIMBER PARALLEL 16d 0 o.c. O WINDOW SILL 2X MEMBERS..............HA.#2 (Fb=1270 psi REP.) (2 X 6 OR LESS) TYPICAL NON-BEARING STUD WALL DETAILS H.F.#2 (Fb=1035 psi REP.) (2 X 8 OR LARGER) 4X MEMBERS..............D.F.#2 (Fb=1080 psi) (4 X 10 OR LESS) D.F.#2 (Fb=990 psi) (4 X 12 OR LARGER) D E F 6X MEMBERS..............D.F.#1 (Fb=1350 psi) ,yI SHEARWALL SCHEDULE S2.1 STUD WALL DETAILS 1/4•,T-0• s2.1 STUD WALL & HDR DETAIL 8/4••,'-D^ s2., BEAM IN & THRU STUD WALL s/4^=T-O" LUMBER NOT NOTED TO BE......D.F.#2 "ram BOLTS IN WOOD CONFORM WITH ASTM A307 m yw FROM CHART' FROM CHART"B" ALL GRADES SHALL CONFORM TO"WW'PA GRADING RULES FOR WESTERN LUMBER--LATEST MIN DO bLU CUT (MIN) EDITION." BOLT HEADS AND NUTS BEARING AGAINST WOW SHALL BE PROVIDED WITH STANDARD 5'-0"MIN TO let SPLICE 5'-0"MIN TO 1e1 SPLICE "d"FROM "d"FROM NOTES: c� OF TOP PLATE OF TOP PLATE CHART"A.. THRU TOP& CHART"B" CUT WASHERS PLATE WASHERS A MINIMUM OF 3"X 3°X 1/4°SHALL BE USED AT ALL SILL PLATE ISEE DWGS FOR NAILINGI (MIN) BOTTOM CHORD (MIN) 1. IF MORE THAN ONE HOE IS TO BE CUT IN THE WEB,THE LENGTH OF THE UNCUT WEB ANCHOR BOLTS. ALL NEW FRAMING LUMBER SHALL HAVE 19%MAXIMUM MOISTURE CONTENT AT BETWEEN HOLES MUST BE TWICE THE LENGTH OF THE LONGEST DIMENSION OF THE LARGES TIME OF INSTALLATION. ALL WOW IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. L/9 MIN D MIN ADJACENT HOLE. HOLES MAY BE LOCATED VERTICALLY ANYWHERE WITHIN THE WEB. ALL NAILS ARE"COMMON"UNLESS INDICATED OTHERWISE. MINIMUM NAILING PER IBC TABLE 18d 0 SPLICE O 2304.10.1. S4S TYPICAL UNLESS NOTED OTHERWISE. SUBSTITUTION OF OTHERS SPECIES WITHOUT L/2 MAX PER DWGS � ❑ � O 2. REDBUILT RED-1 JOISTS ARE MANUFACTURED WITH 1 1/2"PERFORATED"KNOCKOUTS"IN WRITTEN APPROVAL OF THE ENGINEER IS PROHIBITED. MISCELLANEOUS HANGERS TO BE SIMPSON � LJJ 9D MAX D/4 THE WEB 0 APPROXIMATELY 12"o.c.ALONG THE LENGTH OF THE JOIST OR I.C.C.APPROVED EQUAL. ALL CONNECTORS FOR PRESSURE TREATED LUMBER AND ALL NAILS IN Z D MIN MAX EXTERIOR SHEATHING SHALL BE HOT-DIPPED GALVANIZED. NAIL ALL HOLES WITH NAILS AS NOTE: THIS INFORMATION IS TAKEN DIRECTLY FORM THE REDBUILT CATALOG. ANY SPECIFIED BY MANUFACTURER UNLESS NOTED OTHERWISE ON DRAWINGS. 4'-O"MIN.LAP W/1201 16d o a Lt 2 X Dt Dt Lp 2 X L2 D2 DISCREPANCIES BETWEEN THE DETAILS AND NOTES HEREIN AND INFORMATION OBTAINED BY THE NAILS Z ``J M n CONTRACTOR SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO INSTALLATION NAILS SHALL BE COMMON,AMERICAN OR CANADIAN MANUFACTURED ONLY WITH MINIMUM > N --- }--- A 1 1/2"HOLE CAN BE - - CUT ANYWHERE IN WEB DO NOT CUT HOLES DIAMETERS AS FOLLOWS: O Q N IN CANTILEVER MINIMUM NAIL SHANK MINIMUM - co NAIL DESIGNATION DIAMETER(IN) NAIL LENGTH JOIST OR BEAM 8d 0.131"0 21/2" cc 10d 0.148"0 3" L ~ Q ELEVATION DOUBLE TOP - fE MEMBER&HOLE ` JOIST JOIST ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE 16d SINKER OR 12d 0.148"0 3 1/4" O L PLATE z DEPTH SERIES 2" 4" 6" 8" 10" 12" 14" 16" 18" 20" 1 1/4" 2 1/2" 4" 5" 6" 7" 8 1/2"9 1/2" 9 1/2" 13' f m 6 m 16d 0.162"0 3 1/2" o D•DEPTH OF JOIST OR BEAM O W _6 •. _ m m 20d 0.192"0 4" `�/ D'•STUD WIDTH ` o" le, RED-165 V-O" 2'-0" 3'-6" 4'-6" 5'-6" - - - - - 1'-0" 2'-0" 3'-6" 4'-6" 5'-6" - - - - - DRILL NEAT HOLE L 11 GA X 1/A X 0'-9"STRAP NOTE LAP&NAIL TOP PLATES AS SHOWN L CLEAR SPAN z 2'1 MAX O 2 X 4 W/(141 10d EA SIDE AT ALL EXTERIOR.PARTY.PLUMBING WALLS w m SIMPSON STRONG-TIE HARDWARE L�J 3"1 MAX O 2 X 6 AND SHEARWALLS O ALL LEVELS. MINIMUM DISTANCE(d)FROM INSIDE FACE OF ANY SUPPORT TO NEAREST EDGE OF HOLE ALL FRAMING HARDWARE SHALL BE SIMPSON STRONG-TIE OR ENGINEER APPROVED EQUAL LU Z Lu NOTE, DO NOT NOTCH OR DRILL CONTRACTOR SHALL INSTALL ALL FRAMING HARDWARE WITH SIZE,TYPE AND NUMBER OF > --- STUDS&JOISTS WITHIN D'OR D FASTENERS SPECIFIED BY THE MANUFACTURER. - a D'/3 MAX OF KNOTS IN WOOD F JOIST JOIST ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE GLU-LAMINATED WOOD MEMBERS Z ---- ` DEPTH SERIES 2" 4" 6" 8" 1 10" 1 12" 1 14" 1 16" 1 18" 20" 7" 8 1/2"9 1/2"9 1/2" 13' GLU-LAMINATED WOOD BEAMS,DOUGLAS FIR COAST REGION,KILN DRIED,AITC COMBINATION _ w W F C 24F-V4(DF/DF)(Fb=2400 PSI)FOR SIMPLE SPAN MEMBERS AND COMBINATION 24F-V8(DF/DF) LI..I J I®=5 2•_4•• D• m c z m (Fb=2400 PSI)FOR CANTILEVERED MEMBERS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS = a✓ f f p a le RED-I65 V-O" V-0" 3'-6" V-6" 8'-6" - - - - - 1'-0" 1'-0" Y-6" 5'-6" 8'-6" - - - - - LARGER THAN 1/2-DIAMETER. PROVIDE AITC STAMP ON EACH MEMBER AND PROVIDE AITC ♦♦oof� Ly = CERTIFICATE TO ARCHITECT. MATERIALS MUST BE OBTAINED FROM AN APPROVED FABRICATOR. V Q PLAN VIEW a ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL O Q MINIMUM DISTANCE(d)FROM INSIDE FACE OF ANY SUPPORT TO NEAREST EDGE OF HOLE BEARING AS INDICATED ON DRAWINGS. ALL BEAMS SHALL BE CAMBERED WITH 2000 FOOT RADIUS %OTE: RECTANGULAR HOLES BASED ON MEASUREMENT OF LONGEST SIDE UNLESS NOTED OTHERWISE ON DRAWINGS. a 00 PLYWOOD WEB JOISTS G PIPE THRU DBL TOP PLATE H DBL TOP PLATE SPLICE HOLES IN STUDS, JOISTS & BEAMS K HOLES IN "REDBUILT" JOISTS PLYWOOD WEB JOISTS SHALL BE RED-I OR ENGINEER APPROVED EQUAL WHICH DEMONSTRATES ICC $2.1 5/a^=1'-0^ S2.1 3/4^=1'-0^ S2.1 a/4"",'-o• 52.1 9/4•.,•A• AND NRB ACCEPTANCE. SUBMIT ICC AND NRB REPORTS TO ENGINEER OF RECORD FOR REVIEW PRIOR TO INSTALLATION. JOISTS SHALL HAVE LOAD CARRYING CAPACITIES IN ACCORDANCE WITH ''^^ MANUFACTURERS PUBLISHED LOAD TABLES. INSTALL PER MANUFACTURER'S SPECIFICATIONS. U) CEILING&SHEARWALL SHEATHING W TYPICAL FRAMING NOTES: CEILING SHEATHING SHALL BE 3/4"(NOMINAL)APA RATED T&G STURD-I-FLOOR 48/24,EXPOSURE J FOOTING SCHEDULE 1. ALL EXTERIOR WALLS SHALL BE 2 X 6 HF12 OR BETTER AT 16"o.c. ALL INTERIOR 1,SIZED FOR SPACING. INSTALL PANELS WITH 1/0'SPACING AT END JOINTS AND 1/4'SPACING BEARING WALLS SHALL BE 2 X 6 HF12 OR BETTER AT 16'o.c. ALIGN ALL FLOOR AT EDGE JOINTS GLUE AND NAIL ALL SUPPORTS AND BLOCKING. NAILING SHALL BE 1Dd '^ MARK SIZE REINFORCING FRAMING OVER STUDS. NON BEARING WALLS SHALL BE 2 X 4 AT 16"o.c. (COMMON)AT 6"o.c.AT PANEL EDGES AND 12"o.c.AT INTERMEDIATE SUPPORTS U.N.O.ON PLANS. 2. PROVIDE DOUBLE JOISTS(MINIMUM)UNDER ALL PARALLEL PARTITIONS THAT ARE LONGER SHEARWALL SHEATHING SHALL BE 1/2"(NOMINAL)APA RATED SHEATHING WALL-16,EXPOSURE 1, J F3.0 3'-0"X 3'-O"X T-O"DEEP 131#4 EA WAY BOTTOM THAN OR EQUAL TO 1/2 TIMES THE LENGTH OF THE JOIST. SIZED FOR SPACING. ALLOW 1/8"SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. BLOCK ALL PANEL EDGES. NAIL PER SHEARWALL FA SEE DETAIL"f0"X 1'-0"DEEP SEE DETAIL"fa- 3. PROVIDE SOLID BLOCKING UNDER ALL PERPENDICULAR PARTITIONS. SCHEDULE ON THIS SHEET. U 4. MINIMUM POST SIZE SUPPORTING BEAMS AND GIRDERS SHALL BE AS FOLLOWS: SHOP DRAWINGS Z U) Lu (U.N.O.ON PLANS) SUBMIT THREE SETS OF SHOP DRAWINGS TO THE ENGINEER AND ONE SET TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION FOR: BUILT-UP 2 X MEMBERS.... PROWDE SAME NUMBER OF 2 X STUDS EACH END AS PLYWOOD WEB JOISTS&GUULAMINATED WOOD MEMBERS. r w NUMBER OF 2 X MEMBERS. SPECIAL INSPECTIONS a) Lu �x � 4 X MEMBERS.......... PROVIDE(2)2 X STUDS EA END INSPECTIONS ARE TO BE PER IBC CHAPTER 17,SECTIONS 1704 AND 1705 AND ARE TO BE BY AN W W 7 GLB.............. PROVIDE 6 X 6 POST EA END INDEPENDENT TESTING LAB AND APRROVED BY THE OWNER AND BUILDING DEPARTMENT AND 6 X MEMBERS.......... PROVIDE 4 X 6 OR 6 X 6 POST EA END ENGAGED BY AND PAID FOR BY THE OWNER PRIOR TO STARTING CONSTRUCTION. #4 0 0"o.c. NOTE: 2 X STUDS SHALL BE SAME DEPTH AS WALL IN WHICH THEY ARE LOCATED. FLOOR NOTIFY BUILDING DEPARTMENT AND ENGINEER OF RECORD FOR INSPECTION O LI 121#4 (DRILL& MINIMUM STUD SIZE SHALL BE 2 X 4. NAIL BUILT-UP STUDS WITH(2)ROWS 16d DIAPHRAGM: 48 HOURS PRIOR TO COVERING. EPDXY) AT 16"o.c.,STAGGERED 8",EA FACE. z u EPDXY ANCHOR: SPECIAL INSPECTION IS REQUIRED. g of 5. USE SIMPSON"U"TYPE HANGERS FOR 2 X AND 4 X MEMBERS AND"MIT'TYPE HANGERS FOR PLYWOOD WEB JOISTS AT ALL FLUSH FRAMING CONDITIONS U.N.O.ON WEDGE BOLT: SPECIAL INSPECTION IS REQUIRED. b PLANS. PROJECT 18131 6. USE SIMPSON"CC"TYPE COLUMN CAPS AT ALL PARALLAM BEAM TO POST CONNECTIONS. WEDGE ANCHOR: SPECIAL INSPECTION IS REQUIRED. DATE COOS POSTS LOCATED IN BEARING WALLS DO NOT REQUIRE COLUMN CAPS U.N.O.ON PLANS. SPECIAL CONDITIONS DRAWN NH SEE SECTION E/S2.1. CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD OF ANY UNUSUAL OR UNSAFE CONDITIONS WHICH ARE DISCOVERED DURING CONSTRUCTION. SOME DETAILS WERE BASED UPON ASSUMED CHKD. jr 7. USE SIMPSON"PC"TYPE POST CAPS AT ALL BEAM TO POST CONNECTIONS. POSTS CONDITIONS SINCE THEY WERE NOT CLEARLY SHOWN ON ORIGINAL DRAWINGS. ANY #4 0 0"o.c. LOCATED IN BEARING WALLS DO NOT REQUIRE COLUMN CAPS U.N.O.ON PLANS. SEE DISCREPANCIES BETWEEN OUR DETAILS AND ACTUAL CONDITIONS SHOULD BE CALLED TO OUR SHEET: IDRILL& SECTION E/S2.1. ATTENTION PRIOR TO CONTINUATION OF WORK. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN EPDXY) 1'-0' (EI FTG FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS 8. USE SIMPSON"ABU"TYPE POST BASES FOR ALL POSTS BEARING ON CONIC.U.N.O. DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO S2. 1 DETAIL "fa"' INSTALLATION. N FOOTING SCHEDULE TYPICAL FRAMING NOTES GENERAL NOTES ®� ©2019 B&T DESIGN&ENGINEERING,INC BALANCE OF INFORMATION PER SECTION A/S3.1 1NSUL PER ARCH 55OS157-43 METAL 60OS200-43 METAL I O SEE PLANS FOR SHEARWALL SEE PLANS FOR SHEARWALL _ STUDS 0 24"o.c.W/ STUDS 0 16"o.c. TYPE 6 LOCATION. SHEATH TYPE A LOCATION. SHEATH (11 LAYER 5/8"TYPE 6 NAIL PER SCHEDULE ON 6 NAIL PER SCHEDULE ON GWB SHEET 52. SHEET 52.1 SIMPSON LTT20B 0 4'-O"o.c. 1 POST PER PLAN 3/4"T 6 G PLYWOOD PER PLAN 8 GENERAL NOTES. OTYPICAL IEI PRECAST PANEL IOI 2 X 4 STUDS 0 16"o.c. 2 X 6 STUDS 0 16"o.c. 362S150-43 CONT METAL 60OT150-45 CONT METAL TRACK W/1/4"HILTI TRACK W/1/4"HILTI 2 X 4 P.T.PLATE W/ 0 a PINS 0 12"o.c.INTO CONC PINS 0 8"o.c.INTO CONC W-O"EPDXY BOLTS• 2 X 6 P.T.PLATE W/ a 6 11)#8 SCREW EA SIDE 8(1)#8 SCREW EA SIDE 4'-0"o.c' 1/2"1 EPDXY BOLTS 0 i o EA STUD 0 EA STUD EDGE NAILING.TYP 4'-0"o.c. SIMPSON'ABU'TYPE P.C.PANEL EDGE NAILING.TYP OI <� 'LH'JOIST o POST BASE IIO11 IEI SLAB ON GRADE 11 0 11 IEI SLAB ON GRADE IEI SLAB ON GRADE RED-I PER PLAN L .I 0'0" ' 0'0" 4 X 8 BLKG 0 48"o.a k A/ 00" a IN END 2 BAYS 60OT200-43 CONT METAL Ill,lllllllllllllllllllll ° • a b V. oil 4 X 6 CONT P.T.LEDGER 1/41 X-U HILTI-PINS TRACK W/UI#8 SCREW w W/B/8'Y EPDXY ANCHORS 0 8"o.e.(STAGGERED( O EA SIDE 0 EA STUD P - - - - - - - - - - - _ - _ _ - - o.c.14"MIN EMBED( 11i 1 =� -1I-1 III-1 1=1I-III - - - - =1 I1=1 =1 1=1 I I=1 1=1 I1=1 I- "-i- o -III LI I- _ ow 04 -i -I -I -I11=111=111=111=111=I =11I- -I n-III-III-I 11=111=11 I-I I1=1 1=1I1=1 I- -1 - = III-III-III III-III-III III- ="' R-5 RIGID 3505162-43 METAL STUD o_ u - 1=i III iTi=1Tl=1 '- INSULATION FURRING WALL 0 16"o.c. oD p SIZE PER PLAN 6 SCHED REINF PER SCHEDULE 111 LAYER 5/8"TYPE B C O SECTION SECTION D SECTION E SECTION F SEC TION'X'GWB EA SIDE W/ -0" 3/4• 10g8 SCREWS O 12"o.c $3.1 3/4• 3/4• 1'-0• $31 3/4 10 8/4•=1'A• I O 0 6005200.43 METAL O 60OS200-43 METAL 11 11 STUDS 0 16"o.c.PER STUDS 0 16"o.c. SECTION A/S3.1 5/8"TYPE'X'GYPBOARD INSIDE FACE W/#8 10d 0 3"o.c..STAGGERED z O SCREWS a 12"o.c..TYP 10d 0 3"o.e..STAGGERED SIMPSON A35 0 16"o.c. SIMPSON A35 0 16"o.e. BLACK IRON BLKG 1 1/4"'TIMBERSTRAND" U.N.O.IN SHEARWALL U.N.O.IN SHEARWALL T OR BLACK IRO ED EQUAL O 11/LSL CONT RIM 1 1/4"'TIMBERSTRAND' SIMPSON A35 0 32"o.c. SCHEDULE SCHEDULE > a 0 46"o.c.VERTICAL LSL CONT RIM 1 1/4"'TIMBERSTRAND" W 0 SIMPSON A35 0 32"o.c. LSL CONT RIM DISCONT RED-1 BLKG •12-0"_ _ •17'-1 1/4" _ _ •17'-1 1/4- _ _ BETWEEN JOISTS 60OT150-45 CONT METAL g TRACK W/1/4"HILTI ti PINS 0 8"o.c.INTO CONC 0 I(11 A SCREW EA SIDE IEI SLAB ON GRADE z H 3 a g RED-I PER PLAN RED-I PER PLAN y R RED-I PER PLAN z z EDGE NLG ITYPI EDGE NLG ITYPI m°¢4 v RED-I PER PLAN RED-I PER PLAN� ;' RED-I WEB BLKG RED-1 PER PLAN c�'�F h D SIMPSON"MIT" 2 X 4 STUDS a 16"0.0. 5/8"GWB RED-1 BLKG a 48"o.a EDGE NAILING..TYP. TYPE HGR SIMPSON"MIT" m =a a (ALIGN DIRECTLY DBL TOP PLATE IN END BAY TYPE HGR UNDER JOISTS) 2 X 6 STUDS 0 16"o.c. GLB PER PLAN z =�1111 II iIIIIIIIII�IIIIT 11111111�111111��1' SEE PLANS FOR SHEARWALL DBL TOP PLATE SEE PLANS FOR SHEARWALL TYPE d LOCATION. SHEATH (ALIGN DIRECTLY 2 X 8 STUDS 0 DIRECTLY UNDER JOISTS( (ALIGN STUDS DIRECTLY TYPE 8 LOCATION. SHEATH d NAIL PER SCHEDULE ON SEE PLANS FOR SHEARWALL UNDER JOISTS( z 2 X 6 STUDS 0 16"o.c. 6 NAIL PER SCHEDULE ON SHEET 52.1 SEE PLANS FOR SHEARWALL TYPE 6 LOCATION. SHEATH SHEET S2.1 TYPE 6 LOCATION. SHE 8 NAIL PER SCHEDULE ON z 6 NAIL PER SCHEDULE ON SHEET S2.1 SHEET S2.1 DN;RIGV& SECTION G SECTION " SECTION SECTION K SECTION SECTION $3.1 3/4 =1'-0" $3.1 9/4•.T O" $3.1 3/4".1-0• $3.1 3/,r.T-0• $3.1 3/4".1'-0" $3.1 3/4".11 yr� BALANCE OF INFORMATION PER SECTION F/S3.1 O W Z , .' C/) LV M �20 Z Q N� O N F00 OO I LO II � 1i a Ca Z II LMJ BEAM PER PLAN SIMPSON'CC'TYPE w Z w GLB PER PLAN POST CAP > SIMPSON ICANTILEVER) POST CAP EPC'TYPE OI (n Z POST PER PLAN POST PER PLAN W J 0 Lu O o Q a 0 71 Mga, SECTION 3/4•.111 NS3.1 SECTION 3/1r=II cn J_ Q F— LU w W W PROJECT 18131 DATE 01/10/19 o DRAWN NH o Cl jr SHEET: S3. 1 7r ®F ©2019 Bhi DESIGN ffi ENGINEERING,INC PLAN NOTES: 1. TOP OF MAIN FLOOR SLAB ON GRADE IS REFERENCE ELEVATION 0'-0'. SITE ELEVATION IS 136.50'. 1 2 3 4 5 6 248'-0' 548'-0'OVERALL 2. E# INDICATES EXISTING DOOR TYPE. SEE SHEET A3.1 FOR DOOR SCHEDULE. ".-0. 20'-O' 450'-0' 9. O INDICATES NEW DOOR TYPE. SEE SHEET A3.1 FOR DOOR SCHEDULE. 50'-0' 50'-O' 50'-0' 50'-0' 50'-0' 4'-6' 5'-0' 31'-0' 5'-0' 34'-0' 5'-0. 31'-0' 5'-0. 58-0' 5'-0. 31'-0' 5'-0' I I H I I � I I � I I o , 0 I I o I I E2 F �b E1 I I N NN I I 0 O E EB E13 O E9 E4 e5 E8 E7 °�° EB 10 E11 E12 °�° E14 e15 E17 E18 °�° O T WELDING z PM STORAGE m & ASSEMBLY LASER W� 0 a �aPz_ ad3¢sa zw3gH c�o4v FwaNh m F s z PM STORAGE & ASSEMBLY PAINT o CUTTING m mow a CMM INSPECTION w w Na [+16' HIGH HARD CEILING] STORAGE O o ❑❑❑❑❑❑ 0 W Z A/A3.1 MIX - _ _ _ _ - - _ - - _❑ ❑ Lu CV) �® � � > N 00 I � � Q W MEN'S I ® I O ® ® I STORAGE H 0 PANELS ® Z ® w IEl ~ z I � �ROUTER J DI I COLDLECTOR❑ _ Im ui ACER O Q b I BORING ® 0 0 ® ® KONDIA MAUSER I 00 RADIAL I DRILL C A9.1 Z m I I a DRILL, TURN J a a J b ------- I MAZAK V65 GRINDER O J 0 N II I VF 4Sn VP 3SS VB 1600 MORI MV35 ❑ OK 22 o > J § es1 40 ® O Z 5B - -- -- --�- - 1 2 8 11 12 Q a - -- -- - --_ -- -- ----- -- -- -- - -- - -- AIL SEE SHEET A2.2 g FOR ENLARGED F OFFICE PLANS E 102'-8' 99'-8' 0.0' 18'-0' 50'0' 18'-0' A'0' 18'-0' 2B'-8' 58170' PFt®JECT 18073 m 4'-0' 48'-0' 50'-0' 50'-0' 50'-0' 50'-0' s0'-0' DRAWN TE NH DATE 8 N 248'-0' 546'-0'OVERALL CHKD. JT 1 2 3 4 5 6 A -0 SHEFT N N N A2.1 Q V1 MAIN FLOOR PLAN 3/S2" T KEYPLAN NO SCALE OF ©2018 Bhi DESIGN ffi ENGINEERING,INC COMMERCIAL PLUMBING } PERMIT APPLICATION � �ING`�O Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 WHEN is a PLUMBING PERMIT REQUIRED? The City of Arlington requires a plumbing permit before a plumbing system or fixture is installed, altered, or remodeled. This also includes replacement of a Hot Water Tank. The City of Arlington does not require a permit to stop leaks or clear stoppages, unless the piping being repaired is altered or replaced. PLUMBING PLAN REVIEW IS REQUIRED FOR THE FOLLOWING PROJECTS 1 . New Commercial Buildings 2. New Multi-Family Buildings 3. Roof Drains and Overflow Systems 4. Tenant Improvements 5. Installation of Medical Gas Systems 6. Installation of Commercial Kitchen's and Deli's 7. Installation of Grease Traps 8. Installation of Grease Interceptors 9. Installation of Sumps 10. Installation of Cross Connection Backflow Devices SUBMIT TWO (2) COPIES OF THE FOLLOWING FOR PLUMBING PLAN REVIEW: 12 Plumbing plans or drawings. (Minimum plan size is 18" X 24" scale, '/4" scale for details.) ❑ Provide one set of plumbing drawings maximum size 11" X 17" ❑ Size of sanitary and potable water systems. ❑ Location, type and specifications (cut sheets) of proposed fixtures and equipment. ❑ Riser diagram of waste and vent, potable water and rain water systems, including sizes. ❑ Medical gas piping riser diagram indicating type of gas, storage room and size of piping. ❑ Location and type of all backflow assemblies for each fixture. I hereby certify that I have read and examined this application and know the same to be true and correct and I am authorized to apply for this permit. 6i16LP Page 1 of 3 c� Y .°�' COMMERCIAL PLUMBING PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone (360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS, AND TWO (2) SETS OF FIXTURE SPECIFICATIONS (CUT SHEETS). CALCULATIONS ARE REQUIRED FOR GREASE INTERCEPTOR IF APPLICABLE. Type of Permit: ❑✓ New Installation ❑ Addition/Alteration ❑ Industrial Project Address: 6015 180th Street, Arlington, WA 98223 Parcel ID #: on file Lot#: on file Subdivision: on file Project Description: Progressive Automations Valuation:5,500 Owner:SCG 180th. St. Industrial Park, LLC Phone Number:425-422-3484 Address: 8201 164th Ave. NE, suite 110 City-Redmond State:WA ZipCode98052 Contact Person: Robert Shipley Phone Number425-422-3484 Cell Phone: 425-422-3484 E-mail: robertsh@smartcapgroup.com Address:8201 164th Ave. NE, suite 110 City Redmond State WA Zip Code98052 Contractor:Coast Construction Phone Number: 36-474-1095 Cell Phone:425-923-0277 Email: trevor@coast-group.com Address:328 N Olympic Ave. City:Arlington State: WA Zip Code: 98223 Contractor License Number:COASTCG865CG Expiration Date:2-18-2020 Please indicate number of fixtures: Water Closet 2 Floor Sink Sump Hose Bibb Miscellaneous Lavatory 2 Laundry Tub Washer Water Heater 1 Grease Trap Urinal Interceptor Sink 1 Med Gas Drinking Fountain Floor Drain Dishwasher Backf low Shower Other 6/16LP Page 2 of 3 COMMERCIAL PLUMBING } PERMIT APPLICATION � �ING`�O Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 PROPOSED BUILDING USE ❑ New Commercial ❑ Restaurant ❑ Automotive Based Commercial Addition/Alteration ❑ Office ❑ Machine Shop ❑ Industrial ❑ Medical ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or are permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Swimming ❑ Fire Sprinkler Pools Coffee❑ Steam Sprinkler❑ Hydrotherapy Equip. ❑ ❑ Hot Tub/Spa ❑ Urn/Espresso Generators w/chemicals ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Aquarium ❑ Lawn Irrigation ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure ❑ Decorative ❑ Well on Washers Fountain property ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Other:_T___T WASTEWATER DISCHARGE 1. Does the plumbing system currently have a grease interceptor? ❑ Yes ® No ❑ Don't Know Date grease trap/interceptor was last cleaned (provide service record): 2. Does the plumbing system currently have an oil/water separator? ❑ Yes ❑✓ No ❑ Don't Know 3. Date oil/water separator was last cleaned (provide service record): 4. Is water used in the business process (washing, rinsing, cooling)? ❑ Yes © No ❑ Don't Know 5. Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on. and the occupancy and the use of the above-described property will be with the laws. rules and regulation of the State of Washington. �c'olPh����✓ ao3s=,e4�,aeses oe»3,a s 01/16/2019 Applicants Signature Date Robert Shipley Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt # Date Received 6/16LP Page 3 of 3 COMMERCIAL PLUMBING } PERMIT APPLICATION � �ING`�O Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 WHEN is a PLUMBING PERMIT REQUIRED? The City of Arlington requires a plumbing permit before a plumbing system or fixture is installed, altered, or remodeled. This also includes replacement of a Hot Water Tank. The City of Arlington does not require a permit to stop leaks or clear stoppages, unless the piping being repaired is altered or replaced. PLUMBING PLAN REVIEW IS REQUIRED FOR THE FOLLOWING PROJECTS 1 . New Commercial Buildings 2. New Multi-Family Buildings 3. Roof Drains and Overflow Systems 4. Tenant Improvements 5. Installation of Medical Gas Systems 6. Installation of Commercial Kitchen's and Deli's 7. Installation of Grease Traps 8. Installation of Grease Interceptors 9. Installation of Sumps 10. Installation of Cross Connection Backflow Devices SUBMIT TWO (2) COPIES OF THE FOLLOWING FOR PLUMBING PLAN REVIEW: 12 Plumbing plans or drawings. (Minimum plan size is 18" X 24" scale, '/4" scale for details.) ❑ Provide one set of plumbing drawings maximum size 11" X 17" ❑ Size of sanitary and potable water systems. ❑ Location, type and specifications (cut sheets) of proposed fixtures and equipment. ❑ Riser diagram of waste and vent, potable water and rain water systems, including sizes. ❑ Medical gas piping riser diagram indicating type of gas, storage room and size of piping. ❑ Location and type of all backflow assemblies for each fixture. I hereby certify that I have read and examined this application and know the same to be true and correct and I am authorized to apply for this permit. 6i16LP Page 1 of 3 c� Y .°�' COMMERCIAL PLUMBING PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone (360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS, AND TWO (2) SETS OF FIXTURE SPECIFICATIONS (CUT SHEETS). CALCULATIONS ARE REQUIRED FOR GREASE INTERCEPTOR IF APPLICABLE. Type of Permit: ❑ New Installation © Addition/Alteration ❑ Industrial Project Address: 6015 180th Street, Arlington, WA 98223 Parcel ID #: on file Lot#: on file Subdivision: on file Project Description: Proctor Products Co. Valuation:10,000.00 Owner:SCG 180th St. Industrial Park, LLC Phone Number:425-422-3484 Address: 8201 164th Ave. NE, suite 110 City-Redmond State:WA ZipCode98052 Contact Person: Robert Shipley Phone Number425-422-3484 Cell Phone: 425-422-3484 E-mail: robertsh@smartcapgroup.com Address:8201 164th Ave. NE, Suite 1101 City Redmond State WA Zip Code98052 Contractor:Coast Construction Phone Number: 360-474-0600 Cell Phone:425-923-0277 Email: trevor@coast-group.com Address:328 N. Olympic Ave City-Arlington State: WA Zip Code: 98223 Contractor License Number:COASTCG865CG Expiration Date:2-18-2020 Please indicate number of fixtures: Water Closet 6 Floor Sink Sump Hose Bibb Miscellaneous Lavatory 7 Laundry Tub Washer Water Heater Grease Trap Urinal Interceptor Sink 4 Med Gas Drinking Fountain Floor Drain Dishwasher Backf low Shower Other 6/16LP Page 2 of 3 COMMERCIAL PLUMBING } PERMIT APPLICATION � �ING`�O Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 PROPOSED BUILDING USE ❑ New Commercial ❑ Restaurant ❑ Automotive Based Commercial Addition/Alteration ❑ Office ❑ Machine Shop ❑ Industrial ❑ Medical ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or are permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Swimming ❑ Fire Sprinkler Pools Coffee❑ Steam Sprinkler❑ Hydrotherapy Equip. ❑ ❑ Hot Tub/Spa ❑ Urn/Espresso Generators w/chemicals ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Aquarium ❑ Lawn Irrigation ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure ❑ Decorative ❑ Well on Washers Fountain property ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Other:_T___T WASTEWATER DISCHARGE 1. Does the plumbing system currently have a grease interceptor? ❑ Yes ® No ❑ Don't Know Date grease trap/interceptor was last cleaned (provide service record): 2. Does the plumbing system currently have an oil/water separator? ❑ Yes ❑✓ No ❑ Don't Know 3. Date oil/water separator was last cleaned (provide service record): 4. Is water used in the business process (washing, rinsing, cooling)? ❑ Yes © No ❑ Don't Know 5. Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on. and the occupancy and the use of the above-described property will be with the laws. rules and regulation of the State of Washington. �c'olPh����✓ ao3s=,e4�,aeses oe»3,a s 01/16/2019 Applicants Signature Date Robert Shipley Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt # Date Received 6/16LP Page 3 of 3 Date: 03/26/2026 Permit#: 2290 Permit Date: 11/26/2018 Review Date: 11/26/2018 Permit Type: COMMERCIAL ADDITION Review Type: COMMERCIAL ALTERATION Target Date: 12/03/2018 Scheduled Time: 00:00 Completed Date: 11/29/2018 Description: No issues, no sewer alterations shown JL Review Status: Assigned To: PW-SEW-REV Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051400300200 WESTERN FOREST PRODUCTS US LLC WESTERN FOREST PRODUCTS US LLC 800-1055 W GEORGIA STREET 19406 68TH DRIVE NE VANCOUVER, BC V6E3P3 Zoning: 242 Sawmills & Planing MillsLot: Block: Date: 03/26/2026 Permit#: 2290 Permit Date: 11/26/2018 Review Date: 11/26/2018 Permit Type: COMMERCIAL ADDITION Review Type: COMMERCIAL ALTERATION Target Date: 12/03/2018 Scheduled Time: 00:00 Completed Date: 11/27/2018 Description: Is the proposed fire system an extension of an existing system?GS Review Status: Assigned To: PW-WAT-REV Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051400300200 WESTERN FOREST PRODUCTS US LLC WESTERN FOREST PRODUCTS US LLC 800-1055 W GEORGIA STREET 19406 68TH DRIVE NE VANCOUVER, BC V6E3P3 Zoning: 242 Sawmills & Planing MillsLot: Block: Permit#: 2290 Permit Date: 11/26/18 Permit Type: COMMERCIAL ADDITION Project Name: WFP-Planer/Grinding Room Applicant Name: David Garcia Applicant Address: 19406 68th Dr NE Applicant, City, State, Zip: Arlington,WA 98223 Contact: David Garcia Phone: 360-333-0688 Email: dgarcia@westernforest.com Scope of Work: Planer/Grading room Valuation: 200000.00 Square Feet: 2114 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 12/18/2018 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning WESTERN FOREST 31051400300200 19406 68TH DRIVE NE PRODUCTS US Planing Sawmills& ning Mills LLC Pla Contractors Contractor Primary Contact Phone Address Contractor Type License License# Dennis Lovan 360-985-2015 287 Coleman Rd CONSTRUCTION L&I DENNILC902BJ Construction CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 04/30/2019 C20.BUILDING planer room final approved 04/30/2019 BUILDING Approved FINAL 03/06/2019 C09.FRAMING 03/06/2019 BUILDING Approved 03/06/2019 C20.BUILDING Insulation approved 03/06/2019 BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 11/26/2018 COMMERCIAL BUILDING ALTERATION 11/26/2018 COMMERCIAL No comments,LT PW-ADMIN-GIS ALTERATION 11/26/2018 COMMERCIAL Is the proposed fire system an extension of an existing pW-WAT-REV ALTERATION system?GS 11/26/2018 COMMERCIAL No issues,no sewer alterations shown JL PW-SEW-REV ALTERATION Fees Fee Description Notes Amount Building Permit Table 4-1 $2,247.43 Building Plan Review Table 4-2 $1,460.83 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Total $3,758.26 Attached Letters Date Letter Description 12/17/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 12/18/2018 David Garcia 73097366 cc Raelynn Jones $3,758.26 Outstanding Balance $0.00 Notes Date Note Created By: 01/02/2019 Phase 2 Structural Calcs submitted. Raelynn Jones Uploaded Files Date File Name 10/20/2021 9935846-2290 IC 4.30.2019.pdf 01/23/2019 4433605-2290 Welder Testing Report Lpdf 01/23/2019 4433606-2290 Welder Testing Report 2.pdf 01/16/2019 4415524-2290 Weld Inspection Requirments.pdf 01/10/2019 4393769-2290 Planer Grinder Phase 3 plans.pdf 12/18/2018 4338831-2290 Signed Permit.pdf 11/26/2018 4224529-2290 Application.pdf 11/26/2018 4224528-2290 Site Plan.pdf �1ly o� COMMERCIAL MECHANICAL • PERMIT APPLICATION ��ilvGSp Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS AND ALL OTHER INFORMATION OUTLINED IN THE MECHANICAL PERMIT SUBMITTAL REQUIREMENTS, IF APPLICABLE. Type of Permit: �✓ New Installation ❑ Replacement ❑ Alteration Project Address: 6015 180th. Street, Arlington, WA 98223 Parcel #: on file Proctor Products Co. Project Description: Valuation:20,000 Owner: SCG 180th St. Industrial Park, LLC Phone#:425-422-3484 Address: 8201 164th Ave. NE, suite 110 City: Redmond State:WA Zip:98052 Email Address: robertsh@smartcapgroup.com o e ip ey Contact Person: Phone #: 425-422-3484 Address: 8201 164th Ave. NE, suite 110 City:Redmond State: WA Zip: 98052 Email Address:robertsh@smartcapgroup.com Contractor Name:Coast Construction Phone #: 360-474-1095 Contractor Address. 328 N. Olympic Ave. City:Arlington State:WA Zip: 98223 tevor@goast-group.com Trevor Gaskin Email: Contact Person: Contractor License Number: COASTCG865CG Expiration: 2-18-2020 Please indicate type of number of appliances: FURNACE CONDENSING UNIT GAS PIPING OUTLET BOILER HEAT PUMP(multi-split) UNIT HEATER 4 CHILLER HEAT PUMP(mini-split) PAINT BOOTH COOLER HEAT PUMP(other) TYPE I HOOD AC(air cooled) HEAT REJECTION EQUIP TYPE II HOOD AC(water cooled) VENTILATION SYSTEM AST AC(evaporator) PACKAGED UNIT UST AC(VRF) DRYER OTHER I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will bp in acc-, d s-,..5.'"'he laws rules and regulation of the State of Washington. Applicants Signature: � Date 01/16/2019 Applicants Printed Name: Robert Shipley FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 6/16LP Page 1 of 1 �1ly o� COMMERCIAL MECHANICAL • PERMIT APPLICATION ��ilvGSp Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS AND ALL OTHER INFORMATION OUTLINED IN THE MECHANICAL PERMIT SUBMITTAL REQUIREMENTS, IF APPLICABLE. Type of Permit: �✓ New Installation ❑ Replacement ❑ Alteration Project Address: 6015 180th Street, Arlington, WA 98223 Parcel #: on file Progressive Automations Project Description: Valuation:15,000.00 Owner: scg 180th St. Industrial Park, LLC Phone#:425-422-3484 Address: 8201 164th Ave. NE, suite 110 City: Redmond State:WA Zip:98052 Email Address: robertsh@smartcapgroup.com o e ip ey Contact Person: Phone #: 425-422-3484 Address: 8201 164th Ave. NE, suite 110 City:Redmond State: WA Zip: 98052 Email Address:robertsh@smartcapgroup.com Contractor Name:Coast Construction Phone #: 360-474-0277 Contractor Address. 328 N Olympic Ave City:Arlington State:WA Zip: 98223 Email:trevor@coast-group.com Contact Person:Trevor Gaskin Contractor License Number: COASTCG865CG Expiration: 2-18-2020 Please indicate type of number of appliances: FURNACE CONDENSING UNIT GAS PIPING OUTLET BOILER HEAT PUMP(multi-split) UNIT HEATER 2 CHILLER HEAT PUMP(mini-split) PAINT BOOTH COOLER HEAT PUMP(other) TYPE I HOOD AC(air cooled) HEAT REJECTION EQUIP TYPE II HOOD AC(water cooled) VENTILATION SYSTEM AST AC(evaporator) PACKAGED UNIT UST AC(VRF) DRYER OTHER I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will bp in acc-, d s-,..5.'"'he laws rules and regulation of the State of Washington. Applicants Signature: � Date 01/16/2019 Applicants Printed Name: Robert Shipley FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 6/16LP Page 1 of 1